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HomeMy WebLinkAbout2020-08-05 Packet - Part 2-pgs 500-999 1.5 DELIVERY, STORAGE, AND HANDLING A. Deliver, store, and handle materials and products in strict compliance with manufacturer's instructions and industry standards. B. Store products indoors in manufacturer's original containers and packaging, with labels clearly identifying product name and manufacturer. Protect from damage. 1.6 QUALITY ASSURANCE A. Manufacturer Qualifications: ISO 9001 Certified Manufacturer. B. Installer Qualifications: Installation performed by factory authorized contractor specifically trained in gate operation systems of the type found within this section. 1. Provide documentation of maintenance and repair service availability for emergency conditions. 2. Provide quarterly maintenance for one year following Substantial Completion of the Project. 1.7 WARRANTY A. Manufacturer's Standard Limited Warranty: 1. Warranty Period: 5 years for commercial applications, 7 years for residential applications. PART 2 PRODUCTS 2.1 MANUFACTURERS A. Acceptable Manufacturer: LiftMaster; 300 Windsor Drive; Oak Brook, IL 60523. ASD. Toll- Free: 800.282.6225. Email: specs@LiftMaster.com. Web: LiftMaster.com. B. Substitutions: Not permitted. C. Requests for substitutions will be considered in accordance with provisions of Section 01600. 2.2 GATE OPERATORS A. Gate Operators: LiftMaster CSL24UL Commercial High Traffic DC Slide Gate Operator. 1. LiftMaster CSL24UL Slide Gate Operator. 2. Compliance: UL Listed. Compliant to the UL 325, UL 991 and CSA C22.2 No. 247 standards. a. This model is intended for use in Class I, II, III and IV vehicular slide gate applications. 3. Monitored Safety Inputs: 3 inputs per board (main board and expansion board) totaling 6 inputs with any combination of up to: a. Main Board: 1) 1 Monitored Close Photo Eye input 2) 1 Monitored Open Photo Eye input 3) 1 Monitored Open Safety Edge or Open Photo Eye input b. Expansion Board 1) 2 Monitored Safety Edge or Photo Eye inputs (selectable for Open or Close). 2) 1 Monitored Photo Eye input (selectable for Open or Close). City of Ukiah — Electric Utility— FOC Electric Gate Operators 1350 Hastings Avenue, Ukiah 02829-2 Page 500 of 4165 C. 8 Monitored edges available when Transceiver is added. 4. Electrical Power Requirements: a. 115V AC, single phase b. 230V AC, single phase. 5. Motor: 24V DC, with soft start/stop operation. a. Duty cycle: Continuous duty. 6. Capacity: 50-foot (15200 mm) gate at 1,500 pounds (680 kg). 7. Recommended Cycles per Day: Continuous duty. 8. Gate Travel Speed: 12 inches (304 mm) per second. 9. Warranty: 5 years for commercial applications, 7 years for single-home applications. 10. Wormgear Reduction: Commercial oil bath gearbox with 10:1 wormgear reduction running in synthetic oil bath. 11. Battery Backup: Power Management system draws 14.8 mA when gate is idle with remote controls programmed. Provides 208 cycles on Battery Backup with two 7 Ah batteries or 1179 cycles with two 33 Ah batteries. 12. Standby Time: Provides up to 24 days of standby power in the event of a power loss with two 7 Ah batteries or 105 days with two 33 Ah batteries (excluding accessories). 13. Solar Capable: See daily solar cycle chart. 14. Accessory Electrical Power Requirements: 24V DC 500 mA output, switched and unswitched power. 15. Chassis: Constructed with 1/4 inch (6mm) gold zinc-plated steel for rust prevention. 16. Cover: High-density, UV-resistant polycarbonate two-piece cover. 17. Internet Connectivity: MyQ Technology a. 902 to 928 MHz b. 50-channel FHSS (Frequency Hopping Spread Spectrum). C. LiftMaster 828LM Internet Gateway enables monitoring and control of gate operators via internet-enabled smartphone, tablet or computer. d. Provides two-way communication between gate operator and MyQ accessories to enable remote open, close and monitoring of gate. 18. Receiver: a. Security+ 2.0 3-channel on-board receiver, holds up to 50 remote controls (unlimited with use of 811 LM/813LM), HomeLink compatible b. Transmits 310 MHz, 315 MHz, 390 MHz. 19. Inherent Reversing Sensor: Detects obstructions or increased loads. Reverses gate when closing or stops/reverses the gate when opening. 20. Electronic Limits: Maintains accurate limit position throughout travel, even after using the manual disconnect. 21. Dual-gate operation capabilities to allow 2 separate gate operators to operate in unison at a single entrance. 22. Wireless Dual-Gate Operation: a. Built-in wireless communication will operate primary and secondary operator without having to run a communication wire. b. Support for Through-beam photo eye in the wireless dual-gate setup. Can attach emitter and receiver to each operator, eliminating the communication wire between them. 23. PosiLock: Automatically powers the operator and returns a gate to the closed position when gate is pushed off of its closed limits. 24. Bi-Part Delay: Selectable feature for dual-gate applications. Firmware monitors speed and position of each gate and adjusts speed as necessary to ensure both the gates close at the same time. 25. Synchronized Close: Selectable feature for dual-gate applications. Monitors the speed and position of each gate and adjusts speed as necessary to ensure both the gates close at the same time. City of Ukiah — Electric Utility— FOC Electric Gate Operators 1350 Hastings Avenue, Ukiah 02829-3 Page 501 of 4165 26. LED Diagnostic Display: Simplifies installation and troubleshooting. 27. Colored Terminal Blocks: Provides easy identification of safety and fire department inputs. 28. Programmable Auxiliary Relays: 2 programmable relays with 6 settings each a. Pre-warning or gate-in-motion sounder. b. Switch on/off devices at open or Close Limits or while gate is in motion.. C. Tamper detection if gate is pushed off Close Limit. d. Cycle quantity feedback. e. Red/Green light to control gate traffic. 29. Quick Close, Anti-Tailgate: Quickly secures property, preventing unauthorized access. 30. Sequenced Access Management: Capable of sequentially controlling the operator in tandem with barrier gate. 31. Plug-in Loop Detector Inputs: Programmed inputs for shadow, interrupt and exit. 32. Alarm Reset Button: Instantly resets the built-in safety alarm siren. 33. Fire Department Compliant: Selectable settings allow gate to auto open on power failure or battery depletion. 34. Surge Suppression: Industrial strength on high and low voltage outputs. Protects against lightning strikes at a 50-foot (15240 mm) radius. 35. Keyed Manual Disconnect: Simple-to-use disconnect allows gate to be operated manually and maintain limit position once re-engaged. 36. Operating Temperature Range: a. Without Heater: -4 degrees F (-20 degrees C) to 140 degrees F (60 degrees C) b. With Optional Heater: -40 degrees F (40 degrees C) to 140 degrees F (60 degrees C) 37. MyQ enabled Accessories: a. LiftMaster 828LM Internet Gateway: Allows remote monitoring from internet- enabled computer or smartphone. b. LiftMaster 829LM Garage and Gate Monitor: Allows remote monitoring and operation. C. LiftMaster 823LM Remote Light Switch: Controls light remotely. d. LiftMaster 825LM Remote Light Control:Allows remote monitoring and operation. 38. Accessories: Safety Monitoring Devices: a. Monitored Photo Eyes and Wireless Edge Kits. 1) LiftMaster LMRRUL Reflective Photo Eyes. 2) LiftMaster LMTBUL Thru-Beam Photo Eyes. 3) LiftMaster LMWEKITU Wireless Edge Kith with Transmitter and Receiver. 4) LiftMaster LMWETXU Wireless Edge Transceiver b. Wired Monitored Edges (all require use of LMWEKITU) 1) LiftMaster S50 Small Profile Monitored Edge 2) LiftMaster L50 Large Profile Monitored Edge 3) LiftMaster WS4 Wrap-Around 4 foot (1219 mm) square monitored edge 4) LiftMaster WS5 Wrap-Around 5 foot (1524 mm) square monitored edge 5) LiftMaster WS6 Wrap-Around 6 foot (1829 mm) square monitored edge 6) LiftMaster WR4 Wrap-Around 4 foot (1219 mm) square monitored edge 7) LiftMaster WR5 Wrap-Around 5 foot (1524 mm) square monitored edge 8) LiftMaster WR6 Wrap-Around 6 foot (1829 mm) square monitored edge 39. Accessories: Provide the optional accessories listed below. a. LiftMaster LOOPDETLM Plug-in Loop Detector b. LiftMaster KPW250—Wireless Commercial Keypad C. LiftMaster 892LT 2-Button Security+ 2.0 Learning Remote Control d. LiftMaster 894LT 4-Button Security+ 2.0 Learning Remote Control e. LiftMaster 811 LM 1-Button Encrypted DIP Remote Control f. LiftMaster 813LM 3-Button Encrypted DIP Remote Control City of Ukiah — Electric Utility— FOC Electric Gate Operators 1350 Hastings Avenue, Ukiah 02829-4 Page 502 of 4165 g. LiftMaster IPAC— Internet Protocol Access Control Entry System h. LiftMaster EL2000SS Stainless Steel Commercial and Gated Community Telephone Entry System. i. LiftMaster Star1000 Commercial Access Control Receiver j. LiftMaster PPWR Passport Receiver with Security+ 2.0 Technology k. LiftMaster PPV1 Passport 1-Button Remote I. LiftMaster PPK1 Passport 1-Button Mini Remote M. LiftMaster KPR2000 Single Access Remote Control Keypad and Proximity Reader n. LiftMaster MG1300 Maglock. 1,300 pound (590 kg) holding force o. LiftMaster MPEL: Mounting plate for post mount P. LiftMaster HTR Heater Kit PART 3 EXECUTION 3.1 EXAMINATION AND PREPARATION A. Inspect and prepare substrates using the methods recommended by the manufacturer for achieving best result for the substrates under project conditions. B. Do not proceed with installation until substrates have been prepared using the methods recommended by the manufacturer and deviations from manufacturer's recommended tolerances are corrected. Commencement of installation constitutes acceptance of conditions. C. If preparation is the responsibility of another installer, notify Architect in writing of deviations from manufacturer's recommended installation tolerances and conditions. 3.2 INSTALLATION A. Install in accordance with manufacturer's instructions. Test for proper operation and adjust until satisfactory results are obtained. 3.3 PROTECTION A. Protect installed products until completion of project. B. Touch-up, repair or replace damaged products before Substantial Completion. END OF SECTION City of Ukiah — Electric Utility— FOC Electric Gate Operators 1350 Hastings Avenue, Ukiah 02829-5 Page 503 of 4165 DIVISION 3 CONCRETE SECTION 03150 CONCRETE FORMWORK GENERAL CONDITIONS The foregoing General Conditions, Supplementary General Conditions and Instructions to Bidders, insofar as they apply, shall be a part of this Specification. PART 1 - GENERAL 1.1 SCOPE A. Work Specified 1. Furnish all labor, materials and equipment and perform all operations required to complete all formwork as indicated on the drawings and specified herein. 1.2 DESCRIPTION A. Work Included: Forms, shores, bracing, removal and other operations as necessary for all cast in place concrete placed. 1. Setting and securing into forms anchor bolts and other metal items embedded in concrete, using materials and layouts furnished and delivered tojobsite as specified under other sections. B. Related Work Specified Elsewhere 1. Section 03200: Concrete Reinforcement 2. Section 03300: Cast-in-Place Concrete 1.3 QUALITY ASSURANCE A. Reference Standards 1. ACI 347 "Recommended Practice for Concrete Formwork." 2. American Plywood Association (APA). 3. West Coast Lumberman's Association (WCLA). 4. California Building Code, 2007 edition, Chapter 19. B. Submittals: Form interface to concrete elevations, see Section 3.01.A.6, prior to placement of concrete and see 3.03D after removal of forms PART 2 - PRODUCTS 2.1 MATERIALS A. General: All form materials shall be new at start of job. Intent is to produce high quality concrete construction with minimum defects due to joints, deflection of forms, roughness of forms, or other concrete or poor form materials or workmanship. B. Reuse of Forms: Plywood forms may be reused, provided they are thoroughly cleaned of all dirt, mortar, and foreign materials, and are undamaged at edges and contact face. Reuse in all cases shall be subject to permission from the Architect. Reuse of any panel,which will produce a blemish on exposed concrete, will not be permitted. City of Ukiah—Electric Utility FOC—Site Work CONCRETE FORMWORK 1360 Hasting Ave.,UKIAH SECTION 03160-PAGE 1 of 3 Page 504 of 4165 2.1 MATERIALS (continued) C. Form Materials: 1. Non-Exposed Surface Formwork Facing: a. Forms for concrete which is not exposed to view, may be of plywood as specified for exposed surfaces, or square edge 1" x nominal Douglas Fir, Construction Grade, S4S. 2. Exposed Surface Formwork Facing: a. Forms for all exterior and interior concrete flat surfaces unless otherwise specified as board formed shall be new Douglas Fir Plywood (APA)5-ply, %", B-B Plyform, Class 1, Exterior Type, oiled and edged and edge-sealed conforming to U.S. Product Standard PS 1-83 in large sheet sizes to achieve joint patterns shown. b. All exposed concrete edges shall be chamfered'/2"minimum or as noted on the drawings. D. Earth Forms: Earth trench forms will be allowed if soil will stand in excavations and not ravel or cave. E. Form Coating: 1. Form Sealer: "Nox-crete Form Coating", or an approved equal forwood forms only. 2. Spray-on compounds shall not affect color, bond or subsequent treatment of concrete surfaces. PART 3 - EXECUTION 3.1 CONSTRUCTION OF FORMS A. General: 1. All concrete work shall be formed to the shapes,sizes, lines and dimensions shown on the plans.Cambers specified in concrete members and slabs shall be provided in the formwork 2. The design and engineering of the formwork,as well as its construction,shall be the responsibility of the Contractor. 3. Schedule the work and notify other trades in ample time so that provisions for their work in the formwork can be made without delaying progress of the project. Verify that all sleeves, pipes, etc. for electrical, plumbing, heating and ventilation, or other work, are installed; and secure information about and provide for all openings, offsets, recessed nailing blocks, channel chases, anchors, ties, inserts, etc. in the formwork before concrete is poured. 4. The Architect/Engineer shall be notified for and conduct a review of the formwork prior to placing reinforcing steel. 5. Excessive deflection of forms after concrete is poured shall be sufficient cause for rejection of that portion of concrete and formwork. Excessive deflection will be considered to be that which will produce visible and noticeable waves in the finished concrete. City of Ukiah—Electric Utility FOC—Site Work CONCRETE FORMWORK 1360 Hasting Ave.,UKIAH SECTION 03160-PAGE 2 of 3 Page 505 of 4165 3.1 CONSTRUCTION OF FORMS (continued) B. Arrangements of formwork shall be uniform and workmanlike. Forms shall be substantial and sufficiently tight to prevent leakage of mortar. They shall be properly tied, braced, shored, and supported to insure stability against pressures from any source,without failure of any component part and without excessive deflection. C. Proper provisions shall be made for all openings, offsets, inserts, anchorages, blocking, and other features of the work as shown or required. D. Warped, checked or scuffed forms shall be rejected. E. Membranes, reinforcing and other work shall be protected with plywood runway boards, etc. as necessary. 3.2 SURFACE TREATMENT OF FORMS A. Contact surface of all plywood and board forms shall be treated with a form sealer. Treatment shall be in strict conformance with the manufacturer's specifications. The sealerto be used shall leave no residue or stain upon the face of the concrete, nor have the effect in any way of preventing bonding of subsequent paint or plaster coats. 3.3 FORM REMOVAL A. Forms shall not be loosened or removed before minimum curing period has elapsed without appropriate, approved, alternate curing methods being employed. B. Forms shall be removed without damage to the concrete and in such a manner that will insure complete safety of the structure and without damaging exposed beam, column, and wall edges and chamfers and inserts. In no case shall they be removed until the concrete has hardened sufficiently to permit their removal with safety, and the members have attained sufficient strength to safely support the imposed loads. The minimum time for removal of forms after concrete has been poured shall be as follows: 1. Columns and Walls: 7 days, provided members are not subjected to overhead loads. 2. Footings: Side forms may be removed 24-hours after concrete is poured, if backfilled immediately, otherwise 7 days minimum. C. The times listed above are minimum. These time periods may be extended if deemed necessary by the Architect/Engineer. D. Provide measured elevations in writing at the same locations as provided for formwork within 7 days of removing forms. E. Concrete shall not be subjected to superimposed loads(structure or construction)until it has attained its full design strength and not for a period of at least 14 days after placing. Concrete systems shall not be subjected to construction loads in excess of design loads. END OF SECTION City of Ukiah—Electric Utility FOC—Site Work CONCRETE FORMWORK 1360 Hasting Ave.,UKIAH SECTION 03160-PAGE 3 of 3 Page 506 of 4165 DIVISION 3 CONCRETE SECTION 03200 CONCRETE REINFORCEMENT GENERAL CONDITIONS The foregoing General Conditions, Supplementary General Conditions and Instructions to Bidders, insofar as they apply, shall be a part of this Specification. PART 1 - GENERAL 1.1 SCOPE A. Work Specified 1. Furnish all labor, materials and equipment and perform all operations required to complete all reinforcing steel work as indicated on the drawings and specified herein. 1.2 DESCRIPTION A. Complete steel reinforcing for all concrete and masonry work shown or specified to be reinforced, as indicated on the drawings, as described. Coordinate this work with the other work affected by these operations, such as forms, electrical work, mechanical work, structural steel, and concrete. B. Related Work Specified Elsewhere 1. Section 03150: Concrete Formwork 2. Section 03300: Cast-In-Place Concrete 1.3 QUALITY ASSURANCE A. Reference Standards: Unless otherwise noted,the latest adopted edition of the following standards shall govern the work. 1. California Building Code, 2016 edition, Chapter 19. 2. CRSI - Manual of Standard Practice and Recommended Practice for Placing Reinforcing Bars. MSP, latest edition. 3. ACI 315- Manual of Standard Practice for Detailing Reinforced Concrete. 4. AWS-American Welding Society 5. ASTM -American Society for Testing and Materials B. Submittals: Contractor Supplied Identification and Verification of Materials and Uses: 1. Provide to the Owner's Testing Laboratory all material identification/test information as required below. a. The Fabricator shall provide manufacturer's mill test reports forthe materials to be used on the job. These reports are to include chemical and physical properties of the reinforcing for each heat number manufactured. All fabricated materials to be tagged with heat number. b. Fabricator shall provide a letter of certification stating that materials supplied are from heat numbers covered by supplied mill certificates. Include in this letter of certification the physical location of each grade of reinforcing and/or heat number in the project (i.e. foundations, walls, etc.). UKIAH CONVALESCENT HOSPITAL KITCHEN RENOVATION CONCRETE REINFORCEMENT 1349 SO.DORA STREET,UKIAH SECTION 03200-PAGE 1 of 5 Page 507 of 4165 1.3 QUALITY ASSURANCE (continued) C. Material Tests: Where identification of materials by heat numberto mill tests cannot be made, the Contractor shall have the materials tested at his expense, make one series of tension and bend tests for each 10tons or fraction thereof each size and type of reinforcing steel. Tests shall be performed by a qualified Testing Laboratory. 2. Provide to the Architect/Engineer: a. Shop drawings showing complete fabrication and placing details of all reinforcing steel for review prior to start of fabrication. Drawings shall also show bar sizes and layout and shall refer to design drawings and details. The Architect/Engineer's review is of a general nature only. An effort will be made to discover any errors but all responsibility or conformance with the drawings and specifications shall remain with the Contractor. The General Contractor shall review and approve shop drawings priorto submittal to the Architect. b. Samples or vendor data on reinforcement supports and locations. 1.4 TESTING & INSPECTION BY THE OWNER'S TESTING LABORATORY A. Review all Contractor submittals for material identification of materials. Verify adequacy at fabricator shop and on site where testing of materials has been done by the Contractor's testing laboratory. Review for adequacy. B. For all structural classes of concrete with specified strengths of 2500 psi or more, inspect reinforcement size, placement, clearances, etc. All inspections to be done 48 hours prior to placement of concrete and shall be done using contractor documents, not shop drawings. Report any discrepancies to Architect/Engineer immediately so that corrective measures may be taken by the Contractor. C. Continuous inspection of all welding of reinforcement and pre-heat operations. D. Provide reports to the Architect/Engineer on above items. 1.5 PRODUCT DELIVERY, STORAGE & HANDLING A. Reinforcing steel shall be delivered to job site in bundles,tagged identifying location on the job. Store reinforcement above the ground on platforms or skids to prevent damage or accumulation of dirt or rust. PART 2 - PRODUCTS 2.1 MATERIALS A. Reinforcing Steel: The reinforcing bars shall conform to ASTM A706; or to ASTM 615, Grade 60, except (1) the maximum yield strength shall be 78,000 psi, and (2)the tensile strength shall not be less than 1.25 times the actual yield strength. Bars used as column ties, stirrups, and field bent dowels shall be Grade 40 minimum, unless otherwise noted on the drawings. All reinforcement to be welded shall be or shall meet the requirements forASTM A706 reinforcement. B. Welded Wire Fabric: ASTM A-185 C. Tie Wire: No. 16 AWG or heavier, black annealed. UKIAH CONVALESCENT HOSPITAL KITCHEN RENOVATION CONCRETE REINFORCEMENT 1349 SO.DORA STREET,UKIAH SECTION 03200-PAGE 2 of 5 Page 508 of 4165 2.1 MATERIALS (continued) D. Supports for Reinforcing Bars: 1. Supports for reinforcing on ground shall be blocks of concrete of sufficient strength and size to support the bars in proper locations. 2. Supports for reinforcing over formwork, concrete, or metal shall be plastic or galvanized steel chairs of type reviewed by the Architect/Engineer and of sufficient strength and spacing to support the bars and any construction loads imposed on them. Metal bar supports shall conform to current ACI and CRSI Standards. Metal bar supports shall have plastic tips where exposed to weather and/or to view after removal of forms. PART 3 - EXECUTION 3.1 FABRICATION A. All steel bars,wire and fabric shall be of size, gauge and length indicated, accurately bent or formed to shapes detailed or scheduled by experienced shops using methods that will not injure the materials. Bending and placing of bars shall be in accordance with the Manual of Standard Practice and Recommended Practice for Placing Reinforcing Bars (CRSI MSP-Latest Edition) unless otherwise shown, noted or specified. Unless otherwise allowed, all reinforcing bars shall be shop fabricated to lengths and bends shown on drawings. B. Steel reinforcing shall not be bent in a mannerthat will injure the material orthe embedding concrete. Bars with kinks or bends not shown on the plans shall not be used. Heating of reinforcement for bending will not be permitted. Bars shall be bent once only(no re-bending or straightening allowed) unless shown as such on the drawings. C. All details of reinforcement not shown or indicated on the drawings or specifically called for in the specifications shall conform to ACI 315. D. Reinforcement shall be tagged with suitable identification to facilitate sorting and placing. 3.2 PLACING A. General 1. Reinforcing bars shall be of size shown on the drawings, schedules and details; accurately placed as to spacing and clearance; and securely tied at all intersections and supports with wire in such manner as will preclude displacement during placement of concrete. 2. Place and secure reinforcement to maintain the proper distance and clearance between parallel bars and from the forms or ground. Provide additional steel as metal spreaders and separators to maintain steel properly positioned in forms. Support additional reinforcement upon concrete pads, bars, or form hangers. All clearance requirements shall be met. 3. Supports for reinforcing in walls, columns and slabs shall be the correct size and at the proper spacing to adequately position and support the reinforcing until concrete has been placed. 4. Before placing, clean bars free from rust, scale, dirt, grease, dried coatings of concrete or other foreign substances,which are, in the Architect/Engineer's opinion, detrimental to the bond. After placing, maintain bars in a clean condition until completely embedded in concrete. UKIAH CONVALESCENT HOSPITAL KITCHEN RENOVATION CONCRETE REINFORCEMENT 1349 SO.DORA STREET,UKIAH SECTION 03200-PAGE 3 of 5 Page 509 of 4165 3.2 PLACING (continued) 5. All reinforcing shall be kept separate from soil, pipe, conduit, ducts, etc. by non- metallic separators that have been accepted for use. B. Reinforcing Spacing and Coverage: 1. Bars shall not be spaced closerthan four(4)diameters of the largest of two adjacent bars, except at bar laps, which shall be placed such that a minimum of 2 bar diameters is clear between bars. Where reinforcing in members is placed in two layers, the distance between layers shall not be less than four bar diameters of the largest bar and the bars in the upper layers shall be placed directly above those in the bottom layer, unless otherwise detailed or dimensioned. 2. Coverage of bars (including stirrups and columns ties) shall, unless otherwise shown, be as follows: Footings & Mat Foundation: ..................... 3" any soil face, 2"top Slabs (on grade): ............................. 2"grade face, 1'/2'top face Slabs (elevated): .......................................... 1'/2"top and bottom Beam &Column: ................................................................... 1'/2' Walls: ............................................................... 1'h" clear to form C. Obstructions: 1. Where obstructions (block outs, pipes, conduit, ducts, etc.) prevent the intended placement of reinforcing, provide additional reinforcing,as directed by the details for such obstructions and as directed by the Engineer, around the obstruction to match that reinforcing interrupted. 2. Provide additional stirrups, ties, trim bars, etc. as directed around all openings, sleeves, pipes, and conduit, which pass through structural elements. 3. Provide for clearances and block-outs as required in other sections. D. Welded Wire Fabric: Welded wire fabric reinforcement shall be rolled out, straightened, cut to required size, and laid out flat in place. Securely wire to fabric and other reinforcement at frequent intervals. Extend fabric over supporting beams and walls. At edges of slabs,construction joints,and expansion joints, extend fabric to within 1" of pour. As concrete for slabs is placed, lift fabric reinforcement at intervals to insure proper embedment. Support fabric in mid-depth of slab. Slabs shall be reinforced with 6"x6"-W1.4 x W1.4 welded wire fabric reinforcing, unless otherwise noted on drawings. 3.3 DOWELS, SPLICES, OFFSETS & BENDS A. Lap all bars at splices, corners, and intersections as shown on structural drawings. Laps of welded wire fabric shall be at least two times the spacing of the members in the direction lapped but not less than twelve inches. B. Splices of reinforcement shall not be made at points of maximum stress. Splice lengths are as noted on the structural drawings and shall provide sufficient lap to transferthe stress between bars by bond and shear. UKIAH CONVALESCENT HOSPITAL KITCHEN RENOVATION CONCRETE REINFORCEMENT 1349 SO.DORA STREET,UKIAH SECTION 03200-PAGE 4 of 5 Page 510 of 4165 3.3 DOWELS, SPLICES, OFFSETS & BENDS (continued) Bars shall be spaced the minimum distance specified and all lapped bars shall be 2 bar diameter (minimum)clear of the next bar. Stagger splices of adjacent bars where possible and where required to maintain bar clearance. Beam or slab top bars shall be spliced mid-span of column support and bottom bars spliced at column supports. All splices not shown on the drawings shall be reviewed by Architect/Engineer prior to placement. All splices and laps at corners and intersections shall be tied with wire at each end. C. Bends: Reinforcing bars are not to be re-bent on the job. All job site bending to be in accordance with section 3.01 D. Bar lock couplers by MBT coupler systems, 1-800-755-4888,(ICBO 5069, Nov, 1994)are to be used where shown on the drawings and may be used as an alternate to lap splices in general. Installation to be in accordance with manufacturer's recommendations. 3.4 WELDING A. Reinforcing bars shall not have welded joints unless indicated on the drawings or unless prior approval has been given by the Architect/Engineer. Welding shall conform to the requirements of the American Welding Society Structural Welding Code for reinforcing steel D1.4. Field welding shall be performed by AWS certified welders. All reinforcement requires preheat prior to welding. Preheat operations must be inspected and certified by the Testing Laboratory. Preheat operations and welding must be inspected by a Testing Laboratory. If A706 reinforcement is not used and if mill test reports are not available, chemical analysis shall be made of bars representative of the bars to be welded. Bars with a carbon equivalent (CE) above 0.75 shall not be used for welded connections. 3.5 MISPLACED REINFORCING A. If any reinforcing bars are found to be misplaced after concrete has been placed, the Architect/Engineer shall be notified immediately and no correction or cutting shall be made without his direction. Misplaced bars shall not be bent or kinked. Any redesign and/or reinforcing required because of misplaced bars shall be at the Contractor's expense. 3.6 SEPARATION A. All reinforcing shall be kept separate from soil, pipe, conduit ducts, etc. by approved non-metallic separators. Steel stakes or reinforcement used as stakes shall not be used to support reinforcement. 3.7 CLEANING A. The sub-contractor shall be responsible for removing excess material and debris associated with his work from the job site. END OF SECTION UKIAH CONVALESCENT HOSPITAL KITCHEN RENOVATION CONCRETE REINFORCEMENT 1349 SO.DORA STREET,UKIAH SECTION 03200-PAGE 5 of 5 Page 511 of 4165 DIVISION 3 CONCRETE SECTION 03300 CAST-IN-PLACE CONCRETE GENERAL CONDITIONS The foregoing General Conditions, Supplementary General Conditions, and Instructions to Bidders, insofar as they apply, shall be a part of this Specification. PART 1 - GENERAL 1.01 SCOPE A. Work Specified 1. Provide all labor, materials, equipment and services to complete all concrete work required. 1.02 DESCRIPTION A. The work shall include, but not necessarily be limited to, the following: 1. Foundations, slabs, walls, and retaining walls. 2. Installation of all bolts, inserts, sleeves, connections, etc. in the concrete. 3. Coordination with other trades: a. Make all preparations and do all work necessary to receive or adjoin the otherwork. Except where otherwise specified,the various trades will furnish bolts, anchors, etc. required for anchoring their work to the concrete. Installation of the bolts and anchors into the forms and the furnishing and installation of necessary blocking shall be done as a part of this work. b. The Contractor shall be responsible for the installation of all accessories embedded in the concrete and for the provision of holes, etc. necessary for the execution of the work of other trades. Any patching or cutting made necessary by failure or delay in complying with this requirement shall be at the Contractor's expense. C. Other trades shall be responsible for the accurate location of their accessories. Any cutting and patching which may be necessary because of inaccurate location shall be at their expense. B. Related Work Specified Elsewhere 1. Section 03150: Concrete Formwork 2. Section 03200: Concrete Reinforcement 1.03 QUALITY ASSURANCE A. Reference Standards: Unless otherwise noted, the following standards shall govern the work: 1. American Society for Testing and Materials (ASTM), latest revision. 2. California Building Code,Chapter 19-Concrete and CBC Standards, latest adopted edition. CITY OF UKIAH-ELECTRIC UTILITY FOC-SITE WORK CAST-IN-PLACE CONCRETE 1360 HASTINGS AVENUE,UKIAH SECTION 03300-PAGE 1 of 18 Page 512 of 4165 1.03 QUALITY ASSURANCE (continued) 3. ACI 302- Guide for Concrete Floor and Slab Construction. 4. ACI 301, ACI 304 - Recommended Practice for measuring, mixing and placing concrete. 5. ACI 305 - Recommended Practice for hot weather concreting. 6. ACI 306 - Recommended Practice for cold weather concreting. 7. ACI 211.1 -Standard practices for selecting proportions for normal, heavyweight and mass concrete. B. Contractor submittals to the Architect/Engineer and the Owner's Testing Laboratory (unless noted otherwise). 1. Concrete Mix Designs: a. The mix design(s)for all structural classes of concrete is to be prepared by a qualified source, such as a testing laboratory. Contractor to allow for time required to do trial batch testing when required. b. The preparer shall submit with the mix design,a certification, in writing,that the mix design meets the requirements of the specifications; that the mix design meets the requirements of the California Building Code and these specifications for concrete durability and quality including a historical background as a pre-qualified mix;that the mix is over designed if the mix is not pre-qualified, or that trial batches will be made and tested (at the expense of the supplier). C. For concrete classes that indicate a minimum modulus of rupture (MOR),"beam"test results performed in accordance with ASTM C-78 shall be submitted as a part of pre-qualification requirements. d. Concrete mix designs with specified maximum WCR shall be designed to allow water added on site, orshall have clearly identified,on the mixdesign, that no water to be added on site. e. If a deviation of these specifications is desired, the preparer shall submit those deviations, along with a written explanation indicating the submitted mix design(s)will provide an equivalent or better concrete product than as specified. 2. Manufacturer's instructions and specifications for other concrete related materials such as: bond breakers, cure/sealer, admixtures, etc. (Architect/Engineer only). 3. Adjustments to reviewed mix designs to account for weather conditions, etc. 4. Proposed location of construction and cold joints when different or in addition to those shown on the drawings (Architect/Engineer only). 5. Batch plant certificates shall be provided upon delivery of each load of concrete. Certificates shall be provided to the owner's testing laboratory and the Architect/Engineer. Failure of the supplier to provide a batch plant certificate with each truckload of concrete is cause for rejection of the load. Certificates to include information per C4 below. 6. Engineering analysis prepared by a California licensed Civil or Structural Engineerto justify construction imposed loads on slabs, beams,and walls,when those loads are in excess of those required by the CBC for the specified use. CITY OF UKIAH-ELECTRIC UTILITY FOC-SITE WORK CAST-IN-PLACE CONCRETE 1360 HASTINGS AVENUE,UKIAH SECTION 03300-PAGE 2 of 18 Page 513 of 4165 1.03 QUALITY ASSURANCE (continued) C. Testing and Inspection by the Owners Testing Laboratory (includes "Special" Inspections): 1. Review mix designs and certifications. Provide letter authored by a civil engineer licensed in California that recommends acceptance or rejection based upon conformance to specifications, and suitability of mix design for proposed use. Submit to engineer for review and final distribution. 2. Review of: Contractor submittals, batch plant certificates; admixtures, etc. 3. Batch plant inspection: At automated plants to occur at commencement of concrete work each day (first truck). Batch plant inspection at non-automated plants and when accuracy is questionable shall be continuous. Additionally,water cement ratio (WCR) is to be verified where a WCR is specified herein. The computed WCR is to be written on the batch plant certificate to be taken to the job site prior to the truck leaving the plant. 4. Batch plant certificates: Obtain a batch plant weigh master's certificate at the site. If no batch plant certificate is provided, recommend to the General Contractor that the truckload of concrete be rejected. So note in daily log, along with the location of the load of concrete in the structure if the load is not rejected. a. To verify mix design quantities and condition upon delivery to the site, the laboratory's inspector shall obtain for each transit mixer Batch Plant Certificates. Certificates to include: Date,time, ingredient quantities,water added at plant and on job,total mixer revolutions at time of placement, and time of departure. For concrete with specified water cement ratio, no water is to be added on site unless batch records show additional water may be added. 5. Construction Testing and Inspection: Provide continuous inspection during placement of structural class concrete with design strength of more than 2500 psi. Structural and non-structural class concrete with a design strength of 2500 psi or less to have periodic inspection on a 100 cubic yard basis as required to assure conformance. See 2.02 for concrete classifications. a. Flooring areas will be tested forwater vapor transmission priorto installation of flooring systems. Refer to flooring specifications for conditions and timing for testing. b. Review and/or propose adjustments to reviewed mix designs to account for site, weather conditions, etc. C. Structural Concrete: Provide Engineer, Architect, Contractor and Building Official with written reports for Testing and Inspection of the following items: 1) Concrete Cylinder Tests: Take a set of four specimens at the job of each class of concrete for each 100 cubic yards or fraction thereof placed each day for standard 6"x 12"cylinder tests in accordance with ASTM C-31. A record of the location in the building of each concrete batch will be kept and noted on the specimen. Standard compression test of cylinders will be made, one at 7 days and two at 28 days in accordance with ASTM C-39. The fourth cylinder is to be held until the specified concrete strengths have been attained. CITY OF UKIAH-ELECTRIC UTILITY FOC-SITE WORK CAST-IN-PLACE CONCRETE 1360 HASTINGS AVENUE,UKIAH SECTION 03300-PAGE 3 of 18 Page 514 of 4165 1.03 QUALITY ASSURANCE (continued) 2) For concrete classes with a specified minimum modulus for rupture (MOR) sample concrete and conduct "beam" tests per Section ASTM C-78 for each 1000 cubic yards of concrete per concrete supplier to be placed. 3) Slump test and air tests will be made at the time of taking test cylinders, and/or at one-hour intervals during placing concrete in accordance with ASTM-D-143. 4) Measure and record concrete temperature upon arrival of transit mixers and when taking specimens note weather conditions and temperature. 6. Rejection of Concrete Materials: The laboratory's inspector will report to the contractor when batch plant certificates are not provided and when material does not meet the requirements of these specifications. The contractor shall disallow use of such material unless prior approval for use is given by the engineer. D. Should the concrete fail tests indicating conformance to the specifications,the Contractor shall bear the entire cost of remedial work or removal, redesign and replacing of defective concrete. 1.04 PRODUCT DELIVERY, STORAGE & HANDLING A. Cement: Store in weather tight enclosures and protect against dampness, contamination, and warehouse set. All cement to be from the same source. B. Aggregates: 1. Stock pile to prevent excessive segregation,or contamination with other materials or other sizes of aggregates. 2. Use only one supply source for each aggregate stock pile. C. Admixtures: 1. Store to prevent contamination, evaporation, or damage. 2. Protect liquid admixtures from freezing and extreme temperature ranges. 3. Agitate emulsions prior to use. 1.05 COLD & HOT WEATHER REQUIREMENTS A. Allowable Concrete Temperatures: 1. Cold Weather: When depositing concrete at freezing or near freezing temperatures, the concrete shall have a temperature of at least fifty (50) degrees F but not more than ninety (90) degrees F. The concrete shall be protected from freezing and maintained at a temperature of at least fifty (50) degrees F for not less than seven days after placing. When necessary, concrete materials shall be heated before mixing. Special precautions shall be taken for the protection of transit-mixed concrete. The use of salts or chemicals either as protection or as an admixture will not be permitted unless approved by the Architect/Engineer in writing. During near freezing weather an air temperature log shall be kept by the contractor for the first 7 days after placement. Intervals shall not exceed 8 hours. Do not place concrete during sub or near freezing weather, snow, rain or sleet unless protection from moisture and/or cold is provided. CITY OF UKIAH-ELECTRIC UTILITY FOC-SITE WORK CAST-IN-PLACE CONCRETE 1360 HASTINGS AVENUE,UKIAH SECTION 03300-PAGE 4 of 18 Page 515 of 4165 1.05 COLD & HOT WEATER REQUIREMENTS (continued) 2. Hot Weather: Concrete shall be below 85 degrees F. when placed (add ice, cool aggregates as necessary). Do not place concrete in hot/windy weather without review of procedures by the Engineer. Generally, erect sunshades and/or wind breakers to protect flat work during finishing and immediate curing operations. Do not place concrete for flatwork when the air temperature exceeds 90 degrees F. Retarders shall be added to improve initial set times and evaporative retardants utilized during hot/windy weather. Modified mix designs to be reviewed by Owner's Testing Laboratory prior to use. B. Do not place concrete during sub or near freezing weather,snow, rain or sleet unless protection from moisture and/or cold is provided. PART 2 - PRODUCTS 2.01 MATERIALS A. Materials shall be new and best of their class or kind. The materials if found defective, unsuitable,or not as specified, will be condemned and must be promptly removed from the premises. Materials specified by brand name shall be delivered in unbroken packages bearing manufacturer's label and shall be brand specified or an approved equal. Other materials shall conform to the applicable sections of the current editions of the various standard specifications quoted herein. Materials must be properly protected from the weather or other damage, and shall be sorted to prevent inclusion of foreign materials. B. Cementious Materials: 1. Portland Cement: ASTM 150, Type II, low alkali conforming to CBC 1903 A.2. 2. Fly Ash (Pozzolan): ASTM 618 Class F: a. Fly Ash is a cementious material(Pozzolan)and is not Portland cement. Fly Ash may not be substituted for Portland cement on an equivalent weight basis without being required as part of the mix design,orwhen not specified as a part of the mix design, without written request by the preparer of the mix design indicating the purpose of the substitution. As a substitution,this request may be denied by the Engineer. C. Concrete Aggregates: 1. ASTM C-33,stone aggregate and sand. Specific source aggregate and/or sand or shrinkage characteristics as required by classes of concrete. 2. ASTM C-330 and C-332, lightweight aggregate 3. Source shall remain constant throughout the duration of the job. The exact portions of the fine aggregates and coarse aggregates to be used in the mix shall be determined by the mix design. D. Water: Potable, clean and from domestic source. E. Admixtures: All admixtures shall be used in strict accordance with the manufacturer's recommendations. Admixtures containing calcium chlorides or other accelerators shall not be used without the approval of the Architect/Engineer and the Owner's Testing Laboratory. CITY OF UKIAH-ELECTRIC UTILITY FOC-SITE WORK CAST-IN-PLACE CONCRETE 1360 HASTINGS AVENUE,UKIAH SECTION 03300-PAGE 5 of 18 Page 516 of 4165 2.01 MATERIALS (continued) 1. Mid Range Water Reducing Admixtures: ASTM C-494, Type A, Polyheed 997 by Master Builders, WRDA 79 by W.R. Grace or acceptable equivalent. 2. High range water-reducing admixtures: (Super Plasticizer) Rheobuild 1000 by Master Builders or acceptable equivalent. The use of high range water reducing admixtures in large quantity requires water reduction in accordance with the manufacturer's recommendations. 3. Water Reducing Admixture and Retarder: ASTM C-494,Type D, "Pozzolith 300R", Master Builders; "Plastiflow-R" by Nox-crete; or acceptable equivalent. 4. Air Entrainment- MBAE- 10 (Master Builders Air Entrainment). 5. The use of water reducing admixtures to increase slump required reduction of total water content per manufacturer's recommendations. F. Slurry 1. Slurry shall consist of the same proportions of cement to fine aggregates used in the regular concrete mix(coarse aggregate only omitted) and shall be well mixed with such amount of water as will produce a thick consistency. G. Grout 1. Grout for Base Plates: Non-shrink, high-strength grout shall be used for all grouting; conform to ASTM C-1107. Acceptable manufacturers include The Burke Company, Master Builders, and W.R. Meadows, Inc. Grout shall attain 7500 psi in 28 days minimum when placed in a "fluid" state. Grout brands to meet or exceed the properties of Master Flow at 928 at fluid consistency. H. Dry Pack: Dry pack for cosmetic concrete repairs only shall consist of one part cement to 2'h parts fine aggregate (screen out all materials retained on No.4 sieve), mixed with a minimum amount of water, in small amounts. The consistency shall be such that when a ball of the mixture is compressed in the hand it will maintain its shape, showing finger marks, but without showing any surface water. I. Concrete Joint Material: Expansion joints shall be formed by premolded bituminous joint material, non-extruding, %" thick, conforming to ASTM D-1751, as manufactured by "Servicised Products", W.R. Meadows, Inc.,or"National Expansion Joint Company",or"Celotex Corporation"or acceptable equivalent. J. Slab Curing Paper: Fortifiber Corporation's"Orange Label Sisalkraft"reinforced waterproof building paper, "Pabcotite" paper, acceptable equivalent, conforming to ASTM C-171, Type I. K. Curing Compounds: ASTM C-309, Type I, Class B 20% min. solids,water base acrylic cure/sealer which will not discolor concrete or affect bonding of other finishes. Products may be"Vocomp 25"or "Vocomp 30"by W.R. Meadows Co., or acceptable equivalent. See"Curing and Protection"Section 3.06. L. Water Stop: Seal tight PVC Water Stop by W. R. Meadows Co. M. Chemical Floor Hardener: "Techkote#1080" by National Expansion Joint Co., "Pena-lith" by W.R. Meadows Co. or approved equivalent. N. Evaporation Retardant: "Con-film", by Master Builders. O. Concrete Bonding Agent: "Concresive"Liquid LPL, Masters Builders Inc. or equal; "Top Bond#40", Nox-Chem, "Rezi-Weld 1000" by W.R. Meadows or acceptable equivalent. P. Under Slab Water Vapor Barrier: CITY OF UKIAH-ELECTRIC UTILITY FOC-SITE WORK CAST-IN-PLACE CONCRETE 1360 HASTINGS AVENUE,UKIAH SECTION 03300-PAGE 6 of 18 Page 517 of 4165 2.01 MATERIALS (continued) 1. Vapor barrier sheet be either"a." or"b.". See 3.4 B for additional requirements. a. Rounded Free Draining Compacted Rock Slab Base: ASTM E 1745, performance classification A, B and C; 10 mil,single ply extruded polyolefin; 0.036 U.S. perm water vapor permeance per ASTM E154 or E96 procedure B;tensile strength 52.0 lb/in.; minimum puncture resistance 2600 grams per ASTM D1709, Method B. 1) Raven Industries, Inc.Sioux Falls SD. ...........:.ir yg„irniiin. affirm,605-335- 0174; Product: "Vapor Block 10." 2) Stego Industries, LLC, San Juan Capistrano, CA nrv�rv�rv,mg.gaiiin ..ua,mini ,m.... pi , 1-877-GO-4-STEGO; Product: "Stego Wrap Class Vapor Retarder(10 mil)." 3) Approved equal. b. Compacted Crushed Rock Slab Base: ASTM E 1745, performance classification A, B and C; 15 mil, single ply extruded polyolefin; .025 U. S. perm water vapor permeance per ASTM E154 or E96 procedure B;Tensile strength 77 Ib/in/; minimum puncture resistance 4000 grams per ASTM D1709, Method B. 1) Raven Industries, Inc.Sioux Falls SD. ...........:.ir ygirniiin. .o.. ,605-335- 0174; Product: "Vapor Block 15". 2) Stego Industries, LLC, San Juan Capistrano, CA - v� .:,mlg„ggiiirn t.i tiriie...cpir , 1-877-GO-4-STEGO; Product: "Stego Wrap Class A Vapor Retarder(15mil)." 3) Approved Equal. Q. Slab Joint Sealant: Gardox Horizontal Joint Sealant by Seal Tight or equal,to conform with CRD 525 and 526, Type H. R. Permeability Reducing Admixture: XypexAdmixC-2000,orXypexC-2000 NF, both manufactured by Xypex Chemical Corporation or proven equivalent with a gas permeability reduction of 50%or more. S. Surface-Applied Permeability reducer: Xypex Concentrate C-2000 by Xypex Chemical Corporation or proven equivalent with a gas permeability reduction of 50% or more. 2.02 CONCRETE MIXES A. General 1. Contractor submittals shall be supplied to the Architect and the Owner's Testing Laboratory at least 15 days before placing concrete. Prior to submittal of mix designs the contractor shall review them, for compatibility with his placing requirements to insure that the concrete as designed can be placed in accordance with the drawings and specifications. 2. The proportions of the concrete mixes shall be such as to produce concrete of required average strength (as defined by California Building Code Section 1905), slumps, aggregate sizes, shrinkage, and of a consistency that will allow thorough compaction without excessive puddling, spading, or vibration, and without permitting the materials to segregate, or free water to collect on the surface. The size and type of aggregates shall be such that it will produce low to moderate shrinkage, dense CITY OF UKIAH-ELECTRIC UTILITY FOC-SITE WORK CAST-IN-PLACE CONCRETE 1360 HASTINGS AVENUE,UKIAH SECTION 03300-PAGE 7 of 18 Page 518 of 4165 2.02 CONCRETE MIXES (continued) and uniform concrete free from rock pockets, honeycomb and other irregularities. All concrete mixes shall have entrained air for workability(4% maximum). Mixdesigns may include adequate water reducing and retarding admixtures to meet or exceed minimum set times(time required to place and finish)and to minimize water cement ratios. Minimum and maximum criteria presented herein is a guideline and does not represent a specific mix design. Minimum cement content indicates minimum sacks of cement, not cementious material. An acceptable equivalent weight of cementious material("Fly Ash")to cement is 1.1 lbs.of cementious material for 1.0 Ibs of cement. Increasing cement content to increase early strengths orto achieve specified WCR while maintaining water content is discouraged in order to minimize effects of shrinkage. Concrete for floor slabs on grade with floor coverings over are to be proportioned to meet the requirements noted in item#6 below. 3. Concrete may, at the Contractor's option, be designed for either pump or conventional placement with aggregate size, slumps, etc. to be maintained as specified herein. 4. Variations in mixdesign including changing type and orquantity of admixtures are to be re-submitted to the Owner's testing laboratory and the Architect/Engineer for review prior to use. 5. Mix designs with a specified maximum water cement ratio may be designed with a lower WCR than specified in order to allow addition of water at the site. 6. Mix designs for interior concrete floor slabs on grade with floor coverings over. Concrete mixes shall be proportioned per this specification, ACI 211.1, and the requirements below: a. Minimum strength at 28 days to be 3000 psi; minimum strength at 56 days to be 4000 psi. b. Fly Ash Type F shall be substituted for cement on a 1 lb. per 1 lb. basis,with a minimum replacement of 25% and a maximum of 35%. C. Total cementious materials to exceed 6.1 sacks of cementious material per 27 cubic feet (1 cubic yard). d. Maximum on site water cement ratio (WCR)to be .45. e. Coarse aggregates to be 1"x#4, perACI 211.1,with the addition of200 Ibs. of 3/%(-) aggregate which shall be added to reduce total sand. f. Total sand and blend sand to be reduced as much as practical. Blend sand limited to 100 lb. maximum. g. All mixes shall have entrapped and/or entrained air(4% maximum). h. Water reducing and high slump water reducing,admixtures are to be based on cement content only, not total cementious materials. Dosage may be increased for workability as long as set times are not excessive for placement and finishing. i. Trial batch testing may be required per Section 1.3 B. B. Classes of Concrete: for Minimum Requirements CITY OF UKIAH-ELECTRIC UTILITY FOC-SITE WORK CAST-IN-PLACE CONCRETE 1360 HASTINGS AVENUE,UKIAH SECTION 03300-PAGE 8 of 18 Page 519 of 4165 2.02 CONCRETE MIXES (continued) Coarse Minimum WCR & Minimum Aggregate Size Maximum Minimum 28- Cement Class (Inches) & Fine Nominal Slump & Day Design Sacks/C.Y Aggregate*** Tolerance Strength *** Inches * ** NON-STRUCTURAL 1) Lean Concrete 1"x#4 --- --- 3.0 for Backfill 2) Slab on Grade Exterior(Walks & 1"x#4 4"± 1" 2,000 4.5 Patios STRUCTURAL 3) Interior Slab on 3,000 Grade w/floor 1"x#4 WCR= .45 (design based coverings***** on 2,500) 4) Interior Slab on Grade w/o floor 1"x#4 3"± 1/2" 2,500 5.0 coverings 5) Foundation 1"x#4 3'/2" + '/2' 3,000 5.00 * The tolerance is the maximum deviation allowable without rejection. The mixdesign shall be based on the nominal value specified and is without water reducing mixtures. Slump to be measured at the end of the hose. ** The maximum water cement ratio(WCR) is limited at time of placement as noted. No water is to be added on site such that the specified WCR or maximum slump is exceeded without approval of the testing laboratory and the Architect/Engineer. Workability is to be achieved utilizing an acceptable mid range to high range water reducing admixture. *** Gradation of aggregate is per California Building Code (CBC), Chapter 19 Section 1903.3 ASTM C33. **** Minimum cement content is based on a pre-qualified mix design as defined by California Building Code (CBC) Section 1905. ***** Slabs on grade with floor covering to be proportioned in accordance with Section 2.2 item 6. PART 3 - EXECUTION 3.01 MIXING CONCRETE A. Final proportions shall be in accordance with approved mix designs. Adjustments to approved proportions, for whatever reason, shall be reviewed by the Engineer prior to use. B. Batch and mix concrete per ASTM C-94 at an established plant. C. Batch and transit equipment shall be adequate for the work and operated as necessary to provide concrete complying with specified requirements. D. Mixed concrete shall be placed in the forms within 1'h hours from the time of introduction of cement and water into mixer. Use of or re-mixing and tempering mixed concrete older than 1 hour will not be permitted. E. Concrete mixes with a maximum WCR specified shall not have water added at the site unless the water content at batch time provides for a WCR less than specified. 3.02 PLACING CONCRETE A. Inspection and Testing: CITY OF UKIAH-ELECTRIC UTILITY FOC-SITE WORK CAST-IN-PLACE CONCRETE 1360 HASTINGS AVENUE,UKIAH SECTION 03300-PAGE 9 of 18 Page 520 of 4165 1. Review by Architect/Engineer: Notice shall be given 48-hours (2 working days) before each concrete placement in orderthat review of reinforcing,forms,etc.can be made prior to placing concrete. 2. Owner's Testing Laboratory: Contractor shall notify24 hours before each pour date. B. Records: The contractor shall keep a record of the time,temperature and date of placing the concrete in each portion of the structure. Such reports shall be kept until the completion of the structure and shall be available for review by the Owner's Testing Laboratory/Architect/Engineer. C. Preparation: 1. Remove loose dirt,mud,standing water,and foreign matterfrom excavations orfrom cavities. 2. For concrete on metal decking,thoroughly clean decking. Do not wet deck surface just prior to placement of concrete. 3. For concrete slabs on base rock, dampen rock. 4. For concrete slabs on vapor barrier, do not wet vapor barrier. 5. Thoroughly clean reinforcement and other embedded items free from loose rust and other matter.Assure reinforcing is held securely in place. Do not place any concrete on hot reinforcing. 6. Thoroughly wet wood forms(except coated plywood), bottom and sides of trenches, base under slab,adjacent concrete or masonry and reinforcement at least 1-hour in advance of placing concrete; securely close cleanout and inspection ports; repeat wetting as necessary to keep forms damp. 7. Equipment shall be maintained clean and of sufficient quantity and capacity to efficiently execute the work required. 8. Check all embedded items for location, position and inclusion. 9. Care shall be taken to prepare for the prevention of penetration of vapor barrier and/or waterproofing membranes. 10. Dampen materials on which concrete is to be placed. Do not saturate. Do not place concrete on saturated material. Do not wet vapor barrier, or membranes. D. Transporting: 1. Concrete shall be handled from the mixer to the place of final deposit as rapidly as practicable by methods,which shall prevent the separation or loss of the ingredients. 2. Prevent penetration of vapor barriers and/or waterproofing membranes. E. Placing: 1. Concreting, once started, shall be carried on as a continuous operation until the section of approved size and shape is completed. Construction joints must be as detailed on the drawings or as otherwise approved. 2. When structural concrete is to be placed on elevated structural systems, such as structural steel beams and metal decking, that are not to be shored, screed lines shall be located on primary structural members such that deflections of intermediate structural members and decking is compensated for by placement of additional CITY OF UKIAH-ELECTRIC UTILITY FOC-SITE WORK CAST-IN-PLACE CONCRETE 1360 HASTINGS AVENUE,UKIAH SECTION 03300-PAGE 10 of 18 Page 521 of 4165 3.02 PLACING CONCRETE (continued) concrete. The Contractor shall provide for up to 1" of adjustment in electric trench duct and othersurface flush items. The Contractorshall review proposed screed line locations and expected structural deflections with the Architect/Engineer prior to placement of concrete. Screed lines shall be placed to match any camber of primary girders that are other than concrete shall be placed such that at least the minimum thickness of concrete specified is provided at all locations. 3. Concrete shall be so deposited as to maintain, until the completion of the unit, a plastic surface approximately horizontal. It shall be deposited as neatly as practicable in its final position to avoid re-handling or flowing. No concrete shall be deposited that has started to set or stiffen. The remixing of concrete or grout that has begun to set will not be permitted. No water shall be added on site to concrete, which has a specified water cement ratio (WCR). 4. Concrete,when placed in columns and walls,shall not be placed in layers exceeding ten feet in depth. Schedule of pouring shall be such that no concrete shall take initial set before next layer is poured. No horizontal cold joints will be allowed in columns or walls. Concrete in walls shall be placed in 32" horizontal lifts, minimum. 5. Concrete shall not be dropped freely where reinforcing bars will cause segregation, nor shall it be dropped more than 4'. Spouts, elephant trunks or other approved means shall be used to prevent segregation as necessary. 6. Any concrete spilled on forms or reinforcing steel, in portions of structure not immediately concreted, shall be completely removed before concrete sets. 7. Any interruption in placing of more than 60-minutes will be cause for shutting down the work and the wasting of any remaining mixed concrete and concrete in hoppers or mixers. In case such interruption occurs,the Contractor shall provide construction joints where and as directed, and cut concrete back to such line,cleaning forms and reinforcing as herein specified. F. Consolidation: 1. Concrete shall be thoroughly compacted by puddling with suitable tools during placing, and thoroughly worked around the reinforcement, around embedded fixtures, and into corners of the forms. In addition to manual spading and tamping, all concrete shall be internally vibrated with high-speed mechanical vibrators. a. Vibrators shall have sufficient amplitude for adequate consolidation. b. Vibrators shall be used at each point of concrete placement. Spare vibrators, not in use, shall be kept at the site for standby service. 2. Consolidate each layer of concrete as placed. Insert vibrators vertically at points 18" to 30" apart; work into top area of previously placed layer to reconsolidate, slowly withdraw vibrator to surface. Keep vibrator heads free from form surfaces. 3. Systematically double back to consolidate concrete to maximum density and reconsolidate wherever possible. 4. Vibration shall be sufficient to minimize honeycombs and accomplish compaction of concrete. CITY OF UKIAH-ELECTRIC UTILITY FOC-SITE WORK CAST-IN-PLACE CONCRETE 1360 HASTINGS AVENUE,UKIAH SECTION 03300-PAGE 11 of 18 Page 522 of 4165 3.03 CONCRETE JOINTS A. Structural Joints (Construction/Cold Joints) 1. Joint locations shall be where shown or approved. Joints not indicated on the plans shall be made and located so as not to impair the strength of the structure, shall be located to meet the minimum requirements below, and shall be submitted to Architect/Engineer for review, prior to placement of concrete. 2. All surfaces of previously placed concrete at construction joints shall be cleaned, washed, and roughened by sandblasting. Horizontal construction joints at the bottom of walls shall have a 2"slurry(specified concrete mix less course aggregate) placed at beginning of pour unless it can be demonstrated with a"test"section that segregation of aggregate will not occur. 3. Length of continuous placement for slabs on grade shall not exceed a length (feet) equal to three times the slab thickness (inches) unless reviewed by the Architect/Engineer. Pour sections shall be alternated or staggered. Submit proposed location of construction/cold/expansion joints for review prior to placing concrete. Length of continuous placement of beams, elevated slabs, joists, and foundations shall not exceed 200' increments. Shut off locations shall be "keyed" with form boards and reinforcing extended through one lap length or more. 4. All reinforcement shall be continuous through unless lap splices are provided each side of joint. 5. Construction joints in elevated slab and slabs on metal decking shall not be located within 24" of the face of columns or beams. Other locations may be shown on the plans B. Expansion/Construction Joints (Dowel Joints and Control Joints) 1. Exterior walkways, patios and other non-structural concrete flatwork at grade shall have expansion/ construction joints formed by a 2" deep trowelled groove or by asphalt impregnated joint material embedded 50%of the slab depth at 12'on center maximum. No section shall be placed with a length larger than two times its width. Additionally, place joints at all inside corners and intersections with other work. 2. Interior and Exterior Floor/work Area Slabs at Grade. a. Provide dowel joints or control joints at a maximum dimension (in feet) of three times the slab thickness (in inches) in each direction unless noted otherwise. Install joints to match slab level and in straight lines. C. Joint Types: 1. Dowel Joint: A keyed joint with smooth dowels passing through to allow unrestricted movement due to contraction and expansion. Joints are as shown on the drawings. Joint shall have a W wide by 1/"deep void at top for flexible sealant. 2. Control Joint(s): Shrinkage crack control joints may be of the following types when shown on the drawings. Joints to be installed in a straight line between end points and joint edges to be finished appropriate to type. Joints are as shown on the drawings are filled with sealant or as required by other finishes. a. 2"deep x'/"wide trowelled joint. b. A pre-manufactured plasticjoint such as"Zip Strip" may be provided where covered by other finishes. CITY OF UKIAH-ELECTRIC UTILITY FOC-SITE WORK CAST-IN-PLACE CONCRETE 1360 HASTINGS AVENUE,UKIAH SECTION 03300-PAGE 12 of 18 Page 523 of 4165 3.03 CONCRETE JOINTS (continued) C. %8"x 2" masonite strip where covered by other finishes. d. %8"x 2"deep saw cut installed within eight hours of completion of finishing. Saw cuts shall not be made if aggregate separates from cement paste during the saw cut operation. Equipment shall be maintained such that surface finish is not marred. Saw cut joints not covered by other finishes shall be filled with flexible sealant. 3.04 FLATWORK(All Concrete Formed & Finished Flat) A. General: 1. Edge forms and screeds: Edge forms and intermediate screed strips shall be set accurately to produce the design elevations and contours in the finished surface,and shall be sufficiently strong to support the type of screed to be used. 2. Jointing: Joints shall be located and detailed as indicated on the project drawings and specifications. Flatwork on ground may be cast in checkerboard patterns or in strips. 3. Consolidation: Concrete in slabs shall be thoroughly consolidated. 4. Evaporation retardant shall be placed on tamped and/or floated surface as necessary to retain surface moisture for finishing and to avoid plastic shrinkage cracking. B. Flatwork on Ground: 1. Sub-base for concrete slabs on grade without floor covering shall consist of 6" minimum thickness of clean free-draining crushed thoroughly compacted base rock. 2. Sub-base for interior floor slabs on grade with floor coverings shall consist of 6" minimum thickness of compacted, clean, free draining, rounded base rock. 3. The mix design for interior floor slabs on grade with floor coverings over shall meet the requirements of Section 2.2, including item 6. 4. Place concrete flatwork directly over base rock material unless noted otherwise herein,on the drawings,or in Architectural specification sections. When so specified then install vapor barrier in widest practicable widths over base rock material. All joints shall be lapped not less than 12"with the top lap in the direction of the pour and sealed with an approved cold plastic cement. Approved tape may be substituted for cement. Patch holes in vapor barrier similar to laps. C. Finishes 1. Flatwork: All flatwork finishing must be performed by experienced operators. Flatwork shall be brought to grade for sloped slabs or to level grades as shown on drawings, care shall be taken to insure full thickness in all cases. All floor surfaces shall be finished monolithically. Surfaces shall be uniform and level orsloped evenly to drains as they occur. Do not use liquid curing compounds or other coatings that may prevent bonding of tile setting materials to slabs. a. Flatwork which receives a surface applied membrane, or ceramic tile, or wood frame for raised floors for finish, shall be wood floated. CITY OF UKIAH-ELECTRIC UTILITY FOC-SITE WORK CAST-IN-PLACE CONCRETE 1360 HASTINGS AVENUE,UKIAH SECTION 03300-PAGE 13 of 18 Page 524 of 4165 3.04 FLATWORK(All Concrete Formed & Finished Flat) (continued) b. Flatwork requiring a smooth finish surface, are to be steel trowel finished (trowel twice minimum). C. Broom Texture Finish: 1) For exterior surfaces where shown or not otherwise specified. 2) Finish as for steel trowel finish, except immediately following first trowelling, (depending on conditions of concrete and nature of finish required)texture surfaces to a uniform condition using a medium or coarse fiber broom as directed by the Architect. 2. Lines and Levels: a. Exterior surfaces not otherwise shown or required shall be transversely sloped to drain %8" minimum per foot. Exterior surfaces not required to be sloped shall be level within 3/" overall, tolerance (+3/g _%11) b. Interior surfaces: 1) Interior flatwork shall be level throughout within'/2",tolerance(+'/", -'/"), as defined by the form work. Optionally, levelness shall meet or exceed the requirements of ACI 302 with FL greater or equal to 20, unless otherwise noted. C. Maximum Allowable Deviations in trueness of surfaces. Deviation in elevation of surfaces shall be as shown or approved and deviations shall not exceed the following tolerances. 1) Deviation in trueness of surfaces may be measured using a 10' straight edge and shall not exceed the following tolerances, plus or minus, unless otherwise noted: '/"for wood float finishes and exterior surfaces. %8" for steel trowelled and other interior finishes. 2) Optionally, deviations in trueness shall meet or exceed minimum limits set by ACI 302 with FF greater or equal to 30, unless otherwise noted. 3. Defective Finishes: For defects in concrete finishes see Section 3.7 Defective Concrete. 3.05 FORMED SURFACES A. Lines and Levels: 1. General: All concrete members shall be formed level and/or plumb. Maximum deviation is '/" end to end of any one member, otherwise per ACI 301 Chapter 4 tolerances. All concrete shall be finished to match forms.Cambers specified shall be provided in the forms. All screeds shall be set such that specified cambers are reflected by finished concrete. B. Finishes: 1. Intermediate joint and score marks and edges shall be tooled smooth where indicated or as directed by the Architect. CITY OF UKIAH-ELECTRIC UTILITY FOC-SITE WORK CAST-IN-PLACE CONCRETE 1360 HASTINGS AVENUE,UKIAH SECTION 03300-PAGE 14 of 18 Page 525 of 4165 3.05 FORMED SURFACES (continued) 2. Use steel radius tools of standard patterns or as required to achieve details shown or specified. All exposed corners not specified to be chamfered shall have radiused edges. 3. All finishes to be as required to achieve appearance specified on structural and architectural drawings and specifications. C. Permanently Exposed Joints and Surfaces: 1. After removal of forms inspect all exposed surfaces for defects and repair of defective concrete per paragraph 3.7. 2. Maximum differential height within two feet of, and across construction joints is 1/16 inch. 3. For curled edges at cracks and joints see Section 3.7 Defective Concrete. 3.06 CURING & PROTECTION A. General 1. Curing is intended to maintain water content for proper hydration and minimize temperature ranges. Procedures shall be consistent therewith as far as practical and within scope of work specified. 2. Wheeling, working and walking on concrete shall be avoided for at least 24-hours after placement. Protect concrete from sun and rain. 3. All concrete shall be kept at or above 50 degrees F.during and forthe first seven (7) days after placement. See paragraph 1.5 Cold and Hot Weather Requirements. 4. Concrete shall not be subjected to any design loads until concrete is completely cured, and until concrete has attained its 28-day strength (21-days minimum). 5. Protect concrete during and after curing from damage during subsequent building construction operations. The General Contractor is responsible forthe protection of the finished slab from damage due to construction loads. Submit engineering analysis for point or wheel loads in excess of 10,000 Ibs for slabs on grade and 5,000 Ibs for slabs above grade,and 2,000 Ibs forslabs above grade on metal deck. 6. Keep finished areas free from all traffic 4 days minimum or as necessary until surfaces have set sufficiently to prevent damage,or cover traffic areas with plywood sheets or other protective devices; maintain paper and plywood in place and in good repair for as long as necessary to protect against damage by any or all other construction operations. B. Curing: Curing shall immediately follow finishing. 1. Flatwork on Grade: Cure by one of the following methods: a. Waterproof curing paper: While in thoroughly damp condition, cover with curing paper; lap seams 6" minimum and extend beyond slab or paving perimeters 6"minimum;seal all laps and edges with continuous reinforcing plastic tape. Do not remove for 14 days minimum. CITY OF UKIAH-ELECTRIC UTILITY FOC-SITE WORK CAST-IN-PLACE CONCRETE 1360 HASTINGS AVENUE,UKIAH SECTION 03300-PAGE 15 of 18 Page 526 of 4165 3.06 CURING & PROTECTION (continued) b. Cure/Sealer: Immediately upon completion of finishing, apply an approved cure/sealer to flatwork. Additionally, during hot and/or windy weather, flatwork shall be kept wet by a continuous fog spray, or wetted and covered with Polyethylene similar to B.1.a, for a minimum of forty-eight (48) hours after application of cure/sealer. Curing shall continue beyond the minimum for forty-eight(48) hours as necessary to insure proper curing. This method may be employed only when other concrete treatment or finish will not be affected by the cure/sealer applied, unless product is removed prior to installation of other finishes. Cure shall be applied at the maximum recommended application rate. C. Water Curing: Flatwork may be continuously water cured with a fog spray or flooded, for a period of seven (7) days minimum (including holidays and weekends). Alternatively cover with non-staining water retaining materials and keep saturated for same period. 2. Elevated Flatwork a. Waterproof curing paper per(1 a)above orwater cure per(1 c)above for(14) days period minimum. b. Apply cure sealer per(1 b) above after initial curing period. 3. Flatwork on metal decking cure per(1 b) above. 4. Formed Concrete Members a. Beams,walls,columns etc.shall be adequately protected from cold and hot weather. b. Forms shall be kept tight for a minimum of 7 days unless exposed surfaces are kept continuously damp utilizing cloth materials as a complete cover. C. Shoring to remain in place per Section 03150 "Formwork". 5. Foundations a. Wet trenches prior to placing concrete. Apply approved cure/sealer immediately after floating. C. Hardener: Apply hardenerto all floor slabs not receiving otherfinishes after30 days minimum curing. Apply to clean, residue free (cleaned of non-compatible cure/sealers or other foreign material(s)) surface in strict accordance with the manufacturer's directions. 3.07 DEFECTIVE CONCRETE & DEFECTIVE FINISHES A. Defective materials and execution of construction: 1. Concrete that does not meet specifications may be required to be removed and replaced by the Owner. a. Low strength concrete: Test remaining cylinder(s), with less than 25% Fly Ash as cementious material at 56 days. Concrete with 25% or more Fly Ash,test remaining cylinder(s)at 70 days. If strength requirements are met, concrete strength is acceptable. CITY OF UKIAH-ELECTRIC UTILITY FOC-SITE WORK CAST-IN-PLACE CONCRETE 1360 HASTINGS AVENUE,UKIAH SECTION 03300-PAGE 16 of 18 Page 527 of 4165 3.07 DEFECTIVE CONCRETE & DEFECTIVE FINISHES (continued) b. Excessive shrinkage, cracking, crazing or curling: Removal and replacement may be required by the Owner if repairs acceptable to the Owner can not be made. B. Defective concrete shall be repaired or replaced as directed by the Architect/Engineer, at no added expense to the Owner. Repair materials shall include all reinforcement grouts,dry pack,admixtures, epoxy and aggregates as may be necessary. 1. In general, with the permission of the Architect, minor defective work may be repaired by use of dry pack and surface grinding of high spots. If defective work is serious or affects the strength of the structure or the appearance,the Architect may require the removal and replacement of that portion of the concrete. 2. Immediately after removing forms, all concrete surfaces shall be inspected and any pourjoints,voids, rock pockets,tie holes, except as specified, etc. shall be patched after review by the Architect/Engineer. Submit patching mixture and method proposed for use, to Engineer for approval prior to commencing work. 3. Slabs-on-grade and on metal deck shall be reviewed by Contractor for"curled"slab edges at joints and at shrinkage cracks just priorto installation of other floor finishes. Curled edges shall be ground flush and cracks of 16"and more filled with cementious grout. 4. High spots or protrusions caused by formwork, etc. shall be ground flush with surrounding concrete. 5. Slab sections not meeting trueness/flatness or lines/levels/levelness shall be removed and replaced unless otherwise directed by the Architect/Engineer. The minimum section for removal is a 15'square area unless directed otherwise by the Architect/Engineer. 3.08 GROUTING & DRY PACK A. Provide for setting steel plates on concrete or masonry. Prepare using approved non-shrink grout aggregate to produce mortar 5,000 psi minimum at 28-days. Use non-ferrous grout materials where exposed to view; completely fill all voids and thoroughly compact in place. B. Bolts or inserts which have been dry packed or grouted in place,shall not be tensioned soonerthan 7 days after packing. 3.09 CONDUIT& PIPES IN CONCRETE A. Slabs on grade: No conduit shall be embedded within the depth of the slab. No pipe,etc. exceeding 1" o.d. shall be embedded within the slab. All pipe within slab shall be laid on grade. Do not stack, separate pipe lines 6" minimum. If it is required to embed larger pipe, thicken slab to meet that requirement. B. All individual pipes through concrete shall be sleeved with 1"minimum clear all around from sleeve to reinforcing. Wrapped pipes shall have 1'/2"clearto reinforcing all around. Pipe wrap shall be from%8" ±sheet foam with three wraps minimum. C. Groups of pipes and conduits shall be spaced at least 3 sleeve diameters apart such that concrete and reinforcement as specified is uninterrupted. When grouping of pipe and conduit is such that spacing is not possible, block outs in the foundation or other structural member shall be installed. The reinforcement specified shall be provided both top and bottom of the block out. Foundation CITY OF UKIAH-ELECTRIC UTILITY FOC-SITE WORK CAST-IN-PLACE CONCRETE 1360 HASTINGS AVENUE,UKIAH SECTION 03300-PAGE 17 of 18 Page 528 of 4165 3.09 CONDUIT& PIPES IN CONCRETE (continued) depth each side of block out shall match the specified footing depth, unless otherwise noted on the structural drawings. Other structural members affected by block outs shall be sized and reinforced as directed by the Architect/Engineer. Pipes and conduits embedded in foundations, beams, columns, elevated slabs, and walls shall be centered through the depth and/or thickness. Maximum size to be imbedded shall not exceed the least dimension divided by 3. No conduit or pipes shall be imbedded in slab on metal deck. D. Where plumbing passes directly beneath foundations,thicken foundation as shown on the drawings and meet requirements of"B" above. E. When pipe/conduit is specified to be embedded in a concrete beam,wall or column,the following is required: 1. Place as near as possible to center of member with reinforcing as specified on each side. 2. Where reinforcing is located near or at center of member, place 3/" clear from reinforcing and provide#3 at 12"o.c. perpendicularto the pipe/conduit. Reinforcing to extend V-0" minimum past pipe/conduit e.s. 3. Maintain 3/" clear minimum from added reinforcing face of concrete where not exposed to weather and 1'/2" clear where exposed to weather. 4. Where groups of pipe/conduit and associated"boxes"occur,space pipe/conduit as required(2'h x max aggregate size and 3x pipe/conduit outside diameter minimum). 5. Where groups of pipe/conduit occur,provide reinforcing in walls, beams,columns,as required for openings in walls. At a minimum, provide replacement reinforcement of same size and number for interrupted or ineffective reinforcement for the full height, length, width of the wall, beam, column on each side of the "effective opening." 3.10 PROTECTION OF DRAINAGE SYSTEMS A. Care shall be taken not to introduce any foreign material into any specified drainage, piping or duct systems. Cost of work required to repair or clean the drainage system as a result of failure to comply with this requirement will be back charged to the Contractor. 3.11 CLEANING A. Contractor shall keep the buildings as free of debris and rubbish as possible at all times. At the completion of his work, he shall remove all materials and apparatus from the premises and streets, scrape up all drippings, and leave the entire work clean and free of debris. END OF SECTION CITY OF UKIAH-ELECTRIC UTILITY FOC-SITE WORK CAST-IN-PLACE CONCRETE 1360 HASTINGS AVENUE,UKIAH SECTION 03300-PAGE 18 of 18 Page 529 of 4165 DIVISION 4 - MASONRY SECTION 04200 - CONCRETE MASONRY UNITS PART 1-GENERAL 1.1 RELATED DOCUMENTS A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section. B. The Contractor's attention is specifically directed, but not limited, to the following documents for additional requirements: 1. 2016 CALIFORNIA BUILDING CODE, CHAPTER 21 SPECIFICALLY AND OTHER SECTIONS IN THE SERIES AS THEY MAY RELATE. 1.2 SUMMARY A. Section Includes: 1. Concrete masonry units. 2. Stone trim units. 3. Mortar and grout. 4. Steel reinforcing bars. 5. Masonry joint reinforcement. 6. Ties and anchors. 7. Miscellaneous masonry accessories. B. Related Sections: 1. Section 03300 "Cast-in-Place Concrete" for installing dovetail slots for masonry anchors. 2. Section 04720 "Cast Stone Masonry"for furnishing cast stone trim. 3. Section 05500 "Metal Fabrications" for furnishing steel lintels, opening surrounds, and shelf angles for unit masonry. 4. Section 07620 "Flashing and Sheet Metal" for exposed sheet metal flashing and for furnishing manufactured reglets installed in masonry joints. 1.3 DEFINITIONS A. CMU(s): Concrete masonry unit(s). B. Reinforced Masonry: Masonry containing reinforcing steel in grouted cells. 1.4 PERFORMANCE REQUIREMENTS A. Provide structural unit masonry that develops indicated net-area compressive strengths at 28 days. City of Ukiah—Electric Utility—FOC Concrete Masonry Units 1350 Hastings Avenue, Ukiah Section 04200- 1 of 28 Pages Page 530 of 4165 1. Determine net-area compressive strength of masonry from average net-area compressive strengths of masonry units and mortar types (unit-strength method) according to Tables 1 and 2 in ACI 530.1/ASCE 6/TMS 602. 1.5 PRECONSTRUCTION TESTING A. Preconstruction Testing Service: Owner will engage a qualified independent testing agency to perform preconstruction testing indicated below. Retesting of materials that fail to comply with specified requirements shall be done at Contractor's expense. 1. Clay Masonry Unit Test: For each type of unit required, according to ASTM C 67 for compressive strength. 2. Concrete Masonry Unit Test: For each type of unit required, according to ASTM C 140 for compressive strength. 1.6 ACTION SUBMITTALS A. Product Data: For each type of product indicated. B. Shop Drawings: For the following: 1. Masonry Units: Show sizes, profiles, coursing, and locations of special shapes. 2. Stone Trim Units: Show sizes, profiles, and locations of each stone trim unit required. 3. Reinforcing Steel: Detail bending and placement of unit masonry reinforcing bars. Comply with ACI 315, "Details and Detailing of Concrete Reinforcement." 4. Fabricated Flashing: Detail corner units, end-dam units, and other special applications. C. Samples for Verification: For each type and color of the following: 1. Exposed Decorative CMUs. 2. Pre-faced CMUs. 3. Face brick, in the form of straps of five or more bricks. 4. Special brick shapes. 5. Stone trim. 6. Pigmented and colored-aggregate mortar. Make Samples using same sand and mortar ingredients to be used on Project. 7. Weep holes and vents. 8. Accessories embedded in masonry. 1.7 INFORMATIONAL SUBMITTALS A. List of Materials Used in Constructing Mockups: List generic product names together with manufacturers, manufacturers' product names, model numbers, lot numbers, batch numbers, source of supply, and other information as required to identify materials used. Include mix proportions for mortar and grout and source of aggregates. 1. Submittal is for information only. Neither receipt of list nor approval of mockup constitutes approval of deviations from the Contract Documents unless such City of Ukiah—Electric Utility—FOC Concrete Masonry Units 1350 Hastings Avenue, Ukiah Section 04200- 2 of 28 Pages Page 531 of 4165 deviations are specifically brought to the attention of Architect and approved in writing. B. Qualification Data: For testing agency. C. Material Certificates: For each type and size of the following: 1. Masonry units. a. Include data on material properties. b. For brick, include size-variation data verifying that actual range of sizes falls within specified tolerances. C. For exposed brick, include test report for efflorescence according to ASTM C 67. d. For surface-coated brick, include test report for durability of surface appearance after 50 cycles of freezing and thawing per ASTM C 67. e. For masonry units used in structural masonry, include data and calculations establishing average net-area compressive strength of units. 2. Cementitious materials. Include brand,type, and name of manufacturer. 3. Preblended, dry mortar mixes. Include description of type and proportions of ingredients. 4. Grout mixes. Include description of type and proportions of ingredients. 5. Reinforcing bars. 6. Joint reinforcement. 7. Anchors,ties, and metal accessories. D. Mix Designs: For each type of mortar and grout. Include description of type and proportions of ingredients. 1. Include test reports for mortar mixes required to comply with property specification. Test according to ASTM C 109/C 109M for compressive strength, ASTM C 1506 for water retention, and ASTM C 91 for air content. 2. Include test reports, according to ASTM C 1019, for grout mixes required to comply with compressive strength requirement. E. Statement of Compressive Strength of Masonry: For each combination of masonry unit type and mortar type, provide statement of average net-area compressive strength of masonry units, mortar type, and resulting net-area compressive strength of masonry determined according to Tables 1 and 2 in ACI 530.1/ASCE 6/TMS 602. F. Cold-Weather and Hot-Weather Procedures: Detailed description of methods, materials, and equipment to be used to comply with requirements. 1.8 QUALITY ASSURANCE A. Testing Agency Qualifications: Qualified according to ASTM C 1093 for testing indicated. City of Ukiah—Electric Utility—FOC Concrete Masonry Units 1350 Hastings Avenue, Ukiah Section 04200- 3 of 28 Pages Page 532 of 4165 B. Source Limitations for Masonry Units: Obtain exposed masonry units of a uniform texture and color, or a uniform blend within the ranges accepted for these characteristics, from single source from single manufacturer for each product required. C. Source Limitations for Mortar Materials: Obtain mortar ingredients of a uniform quality, including color for exposed masonry, from single manufacturer for each cementitious component and from single source or producer for each aggregate. D. Masonry Standard: Comply with ACI 530.1/ASCE 6/TMS 602 unless modified by requirements in the Contract Documents. E. Preinstallation Conference: Conduct conference at Project site to comply with requirements in Section 01310 "Project Management and Coordination." 1.9 DELIVERY, STORAGE, AND HANDLING A. Store masonry units on elevated platforms in a dry location. If units are not stored in an enclosed location, cover tops and sides of stacks with waterproof sheeting, securely tied. If units become wet, do not install until they are dry. B. Deliver preblended, dry mortar mix in moisture-resistant containers designed for use with dispensing silos. Store preblended, dry mortar mix in delivery containers on elevated platforms, under cover, and in a dry location or in covered weatherproof dispensing silos. C. Store masonry accessories, including metal items, to prevent corrosion and accumulation of dirt and oil. 1.10 PROJECT CONDITIONS A. Protection of Masonry: During construction, cover tops of walls, projections, and sills with waterproof sheeting at end of each day's work. Cover partially completed masonry when construction is not in progress. 1. Extend cover a minimum of 24 inches down both sides of walls and hold cover securely in place. 2. Where one wythe of multiwythe masonry walls is completed in advance of other wythes, secure cover a minimum of 24 inches down face next to unconstructed wythe and hold cover in place. B. Do not apply uniform floor or roof loads for at least 12 hours and concentrated loads for at least three days after building masonry walls or columns. C. Stain Prevention: Prevent grout, mortar, and soil from staining the face of masonry to be left exposed or painted. Immediately remove grout, mortar, and soil that come in contact with such masonry. 1. Protect base of walls from rain-splashed mud and from mortar splatter by spreading coverings on ground and over wall surface. 2. Protect sills, ledges, and projections from mortar droppings. City of Ukiah—Electric Utility—FOC Concrete Masonry Units 1350 Hastings Avenue, Ukiah Section 04200- 4 of 28 Pages Page 533 of 4165 3. Protect surfaces of window and door frames, as well as similar products with painted and integral finishes,from mortar droppings. 4. Turn scaffold boards near the wall on edge at the end of each day to prevent rain from splashing mortar and dirt onto completed masonry. D. Cold-Weather Requirements: Do not use frozen materials or materials mixed or coated with ice or frost. Do not build on frozen substrates. Remove and replace unit masonry damaged by frost or by freezing conditions. Comply with cold-weather construction requirements contained in ACI 530.1/ASCE 6/TMS 602. 1. Cold-Weather Cleaning: Use liquid cleaning methods only when air temperature is 40 deg F and higher and will remain so until masonry has dried, but not less than seven days after completing cleaning. E. Hot-Weather Requirements: Comply with hot-weather construction requirements contained in ACI 530.1/ASCE 6/TMS 602. PART 2 - PRODUCTS 2.1 MASONRY UNITS, GENERAL A. Defective Units: Referenced masonry unit standards may allow a certain percentage of units to contain chips, cracks, or other defects exceeding limits stated in the standard. Do not use units where such defects will be exposed in the completed Work. B. Fire-Resistance Ratings: Where indicated, provide units that comply with requirements for fire-resistance ratings indicated as determined by testing according to ASTM E 119, by equivalent masonry thickness, or by other means, as acceptable to authorities having jurisdiction. 2.2 CONCRETE MASONRY UNITS A. Regional Materials: CMUs shall be manufactured within 500 miles of Project site from aggregates and cement that have been extracted, harvested, or recovered, as well as manufactured, within 500 miles of Project site. B. Shapes: Provide shapes indicated and as follows, with exposed surfaces matching exposed faces of adjacent units unless otherwise indicated. 1. Provide special shapes for lintels, corners, jambs, sashes, movement joints, headers, bonding, and other special conditions. 2. Provide bullnose units for outside corners and edges unless otherwise indicated. 3. Size: Standard units with nominal face dimensions of 16 x 8 inches (400 x 200 mm) and nominal depths as indicated on the drawings for specific locations. 4. Provide CMUs for elevator shafts, mechanical, pump rooms, and service dock locations. 5. Load-Bearing Units: ASTM C 90, normal weight. a. Hollow block, as indicated. b. Exposed faces: Manufacturer's standard color and texture where indicated. City of Ukiah—Electric Utility—FOC Concrete Masonry Units 1350 Hastings Avenue, Ukiah Section 04200- 5 of 28 Pages Page 534 of 4165 6. Non-Loadbearing Units: ASTM C 129. a. Hollow block, as indicated. b. Lightweight. C. Integral Water Repellent: Provide units made with integral water repellent for exposed units. 1. Integral Water Repellent: Liquid polymeric, integral water-repellent admixture that does not reduce flexural bond strength. Units made with integral water repellent, when tested according to ASTM E 514 as a wall assembly made with mortar containing integral water-repellent manufacturer's mortar additive, with test period extended to 24 hours, shall show no visible water or leaks on the back of test specimen. a. Products: Subject to compliance with requirements, provide one of the following: 1) ACM Chemistries,www.acmchem.com; RainBloc. 2) BASF Aktiengesellschaft, https.11www.master-builders-solutions.basf.usl RheopelPlus 3) Grace Construction Products, W. R. Grace & Co. - Conn., www.na.graceconstruction.com; Dry-Block. D. CM Us: ASTM C 90. 1. Density Classification: Normal weight unless otherwise indicated. 2. Size (Width): Manufactured to dimensions 3/8 inch less than nominal dimensions. 3. Size (Width): Manufactured to the following dimensions: a. 16 x 8 inches (400 x 200 mm) and nominal depths as indicated on the drawings for specific locations 4. Exposed Faces: Provide color and texture matching the range represented by Architect's sample. E. Concrete Building Brick: ASTM C 55. 1. Density Classification: Normal weight. 2.3 CONCRETE AND MASONRY LINTELS A. General: Provide one of the following: B. Concrete Lintels: ASTM C 1623, matching CMUs in color, texture, and density classification; and with reinforcing bars indicated. Provide lintels with net-area compressive strength not less than CMUs. C. Concrete Lintels: Precast or formed-in-place concrete lintels complying with requirements in Section 03300 "Cast-in-Place Concrete," and with reinforcing bars indicated. D. Masonry Lintels: Prefabricated or built-in-place masonry lintels made from bond beam CMUs with reinforcing bars placed as indicated and filled with coarse grout. Cure precast lintels before handling and installing. Temporarily support built-in-place lintels until cured. City of Ukiah—Electric Utility—FOC Concrete Masonry Units 1350 Hastings Avenue, Ukiah Section 04200- 6 of 28 Pages Page 535 of 4165 2.4 STONE TRIM UNITS A. Limestone: ASTM C 568 a. Variety and Sources: Grade and Color: Cordova Cream Texas Limestone, according to grade and color classification established by ILI. B. Provide stone units accurately shaped, with exposed faces dressed true, and with beds and joints at right angles to faces. 1. For limestone, comply with recommendations in ILI's "Indiana Limestone Handbook." 2.5 MORTAR AND GROUT MATERIALS A. Regional Materials: Aggregate for mortar and grout, cement, and lime shall be extracted, harvested, or recovered, as well as manufactured, within 500 miles of Project site. B. Portland Cement: ASTM C 150, Type I or II, except Type III may be used for cold-weather construction. Provide natural color or white cement as required to produce mortar color indicated. C. Hydrated Lime: ASTM C 207,Type S. D. Portland Cement-Lime Mix: Packaged blend of portland cement and hydrated lime containing no other ingredients. E. Mortar Pigments: Pure, concentrated mineral pigments specifically intended for mixing into mortar and complying with ASTM C 979. Use only pigments with a record of satisfactory performance in masonry mortar. 1. Products: Subject to compliance with requirements, provide one of the following a. Davis Colors,www.daviscolors.com;True Tone Mortar Colors. b. Lanxess Corporation, www.bayferrox.com; Bayferrox Iron Oxide Pigments. C. Solomon Colors, Inc., www.solomoncolors.com; SGS Mortar Colors. d. Substitutions: See Section 0125 00—Substitution Procedures. F. Aggregate for Mortar: ASTM C 144. 1. For mortar that is exposed to view, use washed aggregate consisting of natural sand or crushed stone. 2. For joints less than 1/4 inch thick, use aggregate graded with 100 percent passing the No. 16 sieve. 3. White-Mortar Aggregates: Natural white sand or crushed white stone. 4. Colored-Mortar Aggregates: Natural sand or crushed stone of color necessary to produce required mortar color. G. Aggregate for Grout: ASTM C 404. H. Water-Repellent Admixture: Liquid water-repellent mortar admixture intended for use with CMUs containing integral water repellent by same manufacturer. City of Ukiah—Electric Utility—FOC Concrete Masonry Units 1350 Hastings Avenue, Ukiah Section 04200- 7 of 28 Pages Page 536 of 4165 1. Products: Subject to compliance with requirements, provide one of the following a. ACM Chemistries,www.acmchem.com; RainBloc for Mortar. b. BASF Aktiengesellschaft, uil lets.s dtit h s,bost,t.IsA Hohmann & BarnarclGrace Construction Products, W. R. Grace & Co. - Conn., www.na.graceconstruction.com; Dry-Block Mortar Admixture. C. Substitutions: See Section 0125 00—Substitution Procedures. I. Water: Potable and clean. 2.6 REINFORCEMENT A. Uncoated Steel Reinforcing Bars: ASTM A 615/A 615M or ASTM A 996/A 996M, Grade 60. B. Masonry Joint Reinforcement, General: ASTM A 951/A 951M. 1. Interior Walls: Mill- galvanized, carbon steel. 2. Exterior Walls: Hot-dip galvanized, carbon steel. 3. Wire Size for Side Rods: 0.148-inch diameter. 4. Wire Size for Cross Rods: 0.148-inch diameter. 5. Spacing of Cross Rods,Tabs, and Cross Ties: Not more than 16 inches o.c. 6. Provide in lengths of not less than 10 feet, with prefabricated corner and tee units. C. Masonry Joint Reinforcement for Single-Wythe Masonry: Either ladder or truss type with single pair of side rods. D. Masonry Joint Reinforcement for Multiwythe Masonry: 1. Ladder type with 1 side rod at each face shell of hollow masonry units more than 4 inches wide, plus 1 side rod at each wythe of masonry 4 inches wide or less. 2. Tab type, either ladder or truss design, with 1 side rod at each face shell of backing wythe and with rectangular tabs sized to extend at least halfway through facing wythe but with at least 5/8-inch cover on outside face. 3. Adjustable (two-piece) type, either ladder or truss design, with one side rod at each face shell of backing wythe and with separate adjustable ties with pintle-and-eye connections having a maximum adjustment of 1-1/4 inches. Size ties to extend at least halfway through facing wythe but with at least 5/8-inch cover on outside face. Ties have hooks or clips to engage a continuous horizontal wire in the facing wythe. E. Masonry Joint Reinforcement for Veneers Anchored with Seismic Masonry-Veneer Anchors: Single 0.187-inch-diameter, hot-dip galvanized, carbon -steel continuous wire. 2.7 TIES AND ANCHORS A. Materials: Provide ties and anchors specified in this article that are made from materials that comply with the following unless otherwise indicated. 1. Stainless-Steel Sheet: ASTM A 666,Type 304 . 2. Steel Plates, Shapes, and Bars: ASTM A 36/A 36M. 3. Stainless-Steel Bars: ASTM A 276 or ASTM a 666,Type 304. City of Ukiah—Electric Utility—FOC Concrete Masonry Units 1350 Hastings Avenue, Ukiah Section 04200- 8 of 28 Pages Page 537 of 4165 B. Corrugated Metal Ties: Metal strips not less than 7/8 inch wide with corrugations having a wavelength of and an amplitude of 0.06 to 0.10 inch made from 0.030-inch-thick, steel sheet, galvanized after fabrication . C. Wire Ties, General: Unless otherwise indicated, size wire ties to extend at least halfway through veneer but with at least 5/8-inch cover on outside face. Outer ends of wires are bent 90 degrees and extend 2 inches parallel to face of veneer. D. Individual Wire Ties: Rectangular units with closed ends and not less than 4 inches wide. 1. Z-shaped ties with ends bent 90 degrees to provide hooks not less than 2 inches long may be used for masonry constructed from solid units. 2. Where wythes do not align , use adjustable ties with pintle-and-eye connections having a maximum adjustment of 1-1/4 inches. 3. Wire: Fabricate from 3/16-inch- diameter, hot-dip galvanized steel wire. Mill- galvanized wire ties may be used in interior walls unless wall is located in an area that exceeds 75 percent humidity. E. Adjustable Anchors for Connecting to Structural Steel Framing: Provide anchors that allow vertical or horizontal adjustment but resist tension and compression forces perpendicular to plane of wall. 1. Anchor Section for Welding to Steel Frame: Crimped 1/4-inch- diameter, hot-dip galvanized steel wire. Mill-galvanized wire may be used at interior walls unless otherwise indicated. 2. Tie Section: Triangular-shaped wire tie, sized to extend within 1 inch of masonry face, made from 0.187-inch- diameter, hot-dip galvanized steel wire. Mill-galvanized wire may be used at interior walls unless wall is located in an area that exceeds 75 percent humidity. F. Adjustable Anchors for Connecting to Concrete: Provide anchors that allow vertical or horizontal adjustment but resist tension and compression forces perpendicular to plane of wall. 1. Connector Section: Dovetail tabs for inserting into dovetail slots in concrete and attached to tie section; formed from 0.060-inch- thick, steel sheet, galvanized after fabrication . a. 0.064-inch- thick, galvanized sheet may be used at interior walls unless wall is located in an area that exceeds 75 percent humidity. 2. Tie Section: Triangular-shaped wire tie, sized to extend within 1 inch of masonry face, made from 0.187-inch- diameter, hot-dip galvanized steel wire. Mill-galvanized wire may be used at interior walls unless wall is located in an area that exceeds 75 percent humidity. 3. Corrugated Metal Ties: Metal strips not less than 7/8 inch wide with corrugations having a wavelength of 0.3 to 0.5 inch and an amplitude of 0.06 to 0.10 inch made from 0.060-inch- thick, steel sheet, galvanized after fabrication with dovetail tabs for City of Ukiah—Electric Utility—FOC Concrete Masonry Units 1350 Hastings Avenue, Ukiah Section 04200- 9 of 28 Pages Page 538 of 4165 inserting into dovetail slots in concrete and sized to extend to within 1 inch of masonry face. a. 0.064-inch-thick, galvanized sheet may be used at interior walls unless otherwise indicated. G. Partition Top anchors: 0.105-inch- thick metal plate with 3/8-inch- diameter metal rod 6 inches long welded to plate and with closed-end plastic tube fitted over rod that allows rod to move in and out of tube. Fabricate from steel, hot-dip galvanized after fabrication. H. Rigid Anchors: Fabricate from steel bars 1-1/2 inches wide by 1/4 inch thick by 24 inches long, with ends turned up 2 inches or with cross pins unless otherwise indicated . 1. Corrosion Protection: Hot-dip galvanized to comply with ASTM A 153/A 153M Epoxy coating 0.020 inch thick. I. Adjustable Masonry-Veneer Anchors: 1. General: Provide anchors that allow vertical adjustment but resist tension and compression forces perpendicular to plane of wall, for attachment over sheathing to wood or metal studs, and as follows: a. Structural Performance Characteristics: Capable of withstanding a 100-lbf load in both tension and compression without deforming or developing play in excess of 0.05 inch. 2. Contractor's Option: Unless otherwise indicated, provide any of the following types of anchors: 3. Screw-Attached, Masonry-Veneer Anchors: Units consisting of a wire tie and a metal anchor section. a. Products: Subject to compliance with requirements, available products that may be incorporated into the Work include, but are not limited to,the following: 1) Dayton Superior Corporation, Hohmann & Barnard D/A 210 with D/A 700-708. 2) Heckmann Building Products Inc.; 315-D with 316 . 3) Hohmann & Barnard, Inc.; DW-10 DW-10HS . 4) Wire-Bond; 1004,Type III . 5) Substitutions: See Section 0125 00—Substitution Procedures. b. Anchor Section: Rib-stiffened, sheet metal plate with screw holes top and bottom, 2-3/4 inches wide by 3 inches high; with projecting tabs having slotted holes for inserting vertical legs of wire tie specially formed to fit anchor section. C. Anchor Section: Sheet metal plate, 1-1/4 inches wide by 6 inches long, with screw holes top and bottom and with raised rib-stiffened strap, 5/8 inch wide by 3-5/8 inches long, stamped into center to provide a slot between strap and plate for inserting wire tie. City of Ukiah—Electric Utility—FOC Concrete Masonry Units 1350 Hastings Avenue, Ukiah Section 04200- 10 of 28 Pages Page 539 of 4165 d. Anchor Section: Gasketed sheet metal plate, 1-1/4 inches wide by 6 inches long, with screw holes top and bottom; top and bottom ends bent to form pronged legs of length to match thickness of insulation or sheathing; and raised rib- stiffened strap, 5/8 inch wide by 6 inches long, stamped into center to provide a slot between strap and plate for inserting wire tie. Provide anchor manufacturer's standard, self-adhering, modified bituminous gaskets manufactured to fit behind anchor plate and extend beyond pronged legs. e. Fabricate sheet metal anchor sections and other sheet metal parts from 0.075- inch-thick, steel sheet, galvanized after fabrication . f. Wire Ties: Triangular-, rectangular-, or T-shaped wire ties fabricated from 0.187- inch- diameter, hot-dip galvanized steel wire. 4. Slip-in, Masonry-Veneer Anchors: Units consisting of a wire tie section and an anchor section designed to interlock with metal studs and be slipped into place as sheathing is installed. a. Products: Subject to compliance with requirements, provide the following 1) Hohmann & Barnard, Inc.; AA308. 2) Substitutions: See Section 0125 00—Substitution Procedures. b. Wire-Type Anchor: Bent wire anchor section with an eye to receive the wire tie. Wire tie has a vertical leg that slips into the eye of anchor section and allows vertical adjustment. Both sections are made from 3/16-inch, hot-dip galvanized wire. C. Products: Subject to compliance with requirements, available products that may be incorporated into the Work include, but are not limited to,the following: 1) Dayton Superior Corporation, Hohmann & Barnard; D/A 213S. 2) Hohmann & Barnard, Inc.; DW-10-X-Seismiclip. 3) Wire-Bond; RJ-711 with Wire-Bond clip. 4) Substitutions: See Section 0125 00—Substitution Procedures. d. Anchor Section: Rib-stiffened, sheet metal plate with screw holes top and bottom, 2-3/4 inches wide by 3 inches high; with projecting tabs having slotted holes for inserting vertical leg of connector section. e. Connector Section: Rib-stiffened, sheet metal bent plate with down-turned leg designed to fit in anchor section slot and with integral tabs designed to engage continuous wire. Size connector to extend at least halfway through veneer but with at least 5/8-inch cover on outside face. f. Anchor Section: Rib-stiffened, sheet metal plate with screw holes top and bottom, 2-3/4 inches wide by 3 inches high; with projecting tabs having slotted holes for inserting vertical legs of wire tie specially formed to fit anchor section. Size wire tie to extend at least 1-1/2 inches into veneer but with at least 5/8-inch cover on outside face. g. Connector Section: Sheet metal clip welded to wire tie with integral tabs designed to engage continuous wire. City of Ukiah—Electric Utility—FOC Concrete Masonry Units 1350 Hastings Avenue, Ukiah Section 04200- 11 of 28 Pages Page 540 of 4165 h. Anchor Section: Gasketed sheet metal plate, 1-1/4 inches wide by 6 inches long, with screw holes top and bottom; top and bottom ends bent to form pronged legs to bridge insulation or sheathing and contact studs; and raised rib-stiffened strap, 5/8 inch wide by 6 inches long, stamped into center to provide a slot between strap and plate for inserting wire tie. Provide anchor manufacturer's standard, self-adhering, modified bituminous gaskets manufactured to fit behind anchor plate and extend beyond pronged legs. i. Connector Section: Triangular wire tie and rigid PVC extrusion with snap-in grooves for inserting continuous wire. Size wire tie to extend at least halfway through veneer but with at least 5/8-inch cover on outside face. j. Fabricate sheet metal anchor sections and other sheet metal parts from 0.075- inch- thick, steel sheet, galvanized after fabrication 1.05-inch- thick, steel sheet, galvanized after fabrication 0.078-inch- thick, stainless-steel sheet 0.109-inch- thick, stainless-steel sheet. k. Fabricate wire connector sections from [0.187-inch-] [0.25-inch-] diameter, hot- dip galvanized, carbon -steel wire. 5. Polymer-Coated, Steel Drill Screws for Steel Studs: ASTM C 954 except manufactured with hex washer head and neoprene or EPDM washer, No. 10 diameter by length required to penetrate steel stud flange with not less than three exposed threads, and with organic polymer coating with salt-spray resistance to red rust of more than 800 hours per ASTM B 117. a. Products: Subject to compliance with requirements, available products that may be incorporated into the Work include, but are not limited to,the following: 1) Dayton Superior Corporation, Hohmann & Barnard; Stainless Steel SX Fastener. 2) ITW Buildex; Scots long life Teks. 3) Substitutions: See Section 0125 00—Substitution Procedures. 2.8 MISCELLANEOUS ANCHORS A. Unit Type Inserts in Concrete: Cast-iron or malleable-iron wedge-type inserts. B. Dovetail Slots in Concrete: Furnish dovetail slots with filler strips, of slot size indicated, fabricated from 0.034-inch, galvanized steel sheet. C. Anchor Bolts: Headed or L-shaped steel bolts complying with ASTM A 307, Grade A; with ASTM A 563 hex nuts and, where indicated, flat washers; hot-dip galvanized to comply with ASTM A 153/A 153M, Class C; of dimensions indicated. 1. Material for Interior Locations: Carbon-steel components zinc plated to comply with ASTM B 633 or ASTM F 1941, Class Fe/Zn 5 unless otherwise indicated. 2. Material for Exterior Locations and Where Stainless Steel Is Indicated: Alloy Group 1 Group 2 stainless-steel bolts, ASTM F 593, and nuts, ASTM F 594. City of Ukiah—Electric Utility—FOC Concrete Masonry Units 1350 Hastings Avenue, Ukiah Section 04200- 12 of 28 Pages Page 541 of 4165 2.9 EMBEDDED FLASHING MATERIALS A. Metal Flashing: Provide metal flashing complying with SMACNA's "Architectural Sheet Metal Manual" Section 07 62 00 "Sheet Metal Flashing and Trim" and as follows: a. Products: Subject to compliance with requirements, available products that may be incorporated into the Work include, but are not limited to,the following: 1) Cheney Flashing Company; Cheney Flashing (Dovetail) or Cheney 3-Way Flashing (Sawtooth). 2) Keystone Flashing Company, Inc.; Keystone 3-Way Interlocking Thruwall Flashing. 3) Sandell Manufacturing Co., Inc.; Mechanically Keyed Flashing. 4) Substitutions: See Section 0125 00—Substitution Procedures. 2. Fabricate through-wall flashing with drip edge where indicated. Fabricate by extending flashing 1/2 inch out from wall, with outer edge bent down 30 degrees and hemmed. 3. Fabricate through-wall flashing with sealant stop where indicated. Fabricate by bending metal back on itself 3/4 inch at exterior face of wall and down into joint 1/4 inch to form a stop for retaining sealant backer rod. 4. Metal Drip Edge: Fabricate from stainless steel. Extend at least 3 inches into wall and 1/2 inch out from wall, with outer edge bent down 30 degrees and hemmed. 5. Metal Sealant Stop: Fabricate from stainless steel. Extend at least 3 inches into wall and out to exterior face of wall. At exterior face of wall, bend metal back on itself for 3/4 inch (19 mm) and down into joint 1/4 inch (6 mm) to form a stop for retaining sealant backer rod. 6. Metal Expansion-Joint Strips: Fabricate from copper to shapes indicated. 7. Rubberized-Asphalt Flashing: Composite flashing product consisting of a pliable, adhesive rubberized-asphalt compound, bonded to a high-density, cross-laminated polyethylene film to produce an overall thickness of not less than 0.030 inch (0.76 mm). a. Products: Subject to compliance with requirements, available products that may be incorporated into the Work include, but are not limited to,the following: 1) Advanced Building Products Inc.; Peel-N-Seal. 2) Carlisle Coatings&Waterproofing; CCW-705-TWF Thru-Wall Flashing. 3) Dayton Superior Corporation, Hohmann & Barnard; Dur-O-Barrier Thru- Wall Flashing. 4) Fiberweb, Clark Hammerbeam Corp.;Aquaflash 500. 5) Grace Construction Products, W. R. Grace & Co. - Conn.; Perm-A-Barrier Wall Flashing. 6) Heckmann Building Products Inc.; No. 82 Rubberized-Asphalt Thru-Wall Flashing. 7) Hohmann & Barnard, Inc.;Textroflash. 8) W. R. Meadows, Inc.; Air-Shield Thru-Wall Flashing. 9) Polyguard Products, Inc.; Polyguard 300 Polyguard 400. 10) Sandell Manufacturing Co., Inc.; Sando-Seal. 11) Williams Products, Inc.; Everlastic MF-40. City of Ukiah—Electric Utility—FOC Concrete Masonry Units 1350 Hastings Avenue, Ukiah Section 04200- 13 of 28 Pages Page 542 of 4165 12) Substitutions: See Section 0125 00—Substitution Procedures. b. Accessories: Provide preformed corners, end dams, other special shapes, and seaming materials produced by flashing manufacturer. B. Application: Unless otherwise indicated, use the following: 1. Where flashing is indicated to receive counterflashing, use metal flashing. 2. Where flashing is indicated to be turned down at or beyond the wall face, use metal flashing. 3. Where flashing is partly exposed and is indicated to terminate at the wall face, use metal flashing with a drip edge or flexible flashing with a metal drip edge . 4. Where flashing is fully concealed, use metal flashing or flexible flashing. C. Single-Wythe CMU Flashing System: System of CMU cell flashing pans and interlocking CMU web covers made from high-density polyethylene incorporating chemical stabilizers that prevent UV degradation. Cell flashing pans have integral weep spouts that are designed to be built into mortar bed joints and weep collected moisture to the exterior of CMU walls and that extend into the cell to prevent clogging with mortar. 1. Products: Subject to compliance with requirements, provide the following a. Mortar Net USA, Ltd.; Blok-Flash. b. Substitutions: See Section 0125 00—Substitution Procedures. D. Solder and Sealants for Sheet Metal Flashings: As specified in Section 07 62 00 "Sheet Metal Flashing and Trim." 1. Solder for Stainless Steel: ASTM B 32, Grade Sn60, with acid flux of type recommended by stainless-steel sheet manufacturer. 2. Elastomeric Sealant: ASTM C 920, chemically curing silicone sealant; of type, grade, class, and use classifications required to seal joints in sheet metal flashing and trim and remain watertight. E. Adhesives, Primers, and Seam Tapes for Flashings: Flashing manufacturer's standard products or products recommended by flashing manufacturer for bonding flashing sheets to each other and to substrates. 2.10 MISCELLANEOUS MASONRY ACCESSORIES A. Compressible Filler: Premolded filler strips complying with ASTM D 1056, Grade 2A1; compressible up to 35 percent; of width and thickness indicated;formulated from neoprene . B. Preformed Control-Joint Gaskets: Made from styrene-butadiene-rubber compound, complying with ASTM D 2000, Designation M2AA-805 and designed to fit standard sash block and to maintain lateral stability in masonry wall; size and configuration as indicated. C. Bond-Breaker Strips: Asphalt-saturated, organic roofing felt complying with ASTM D 226, Type I (No. 15 asphalt felt). City of Ukiah—Electric Utility—FOC Concrete Masonry Units 1350 Hastings Avenue, Ukiah Section 04200- 14 of 28 Pages Page 543 of 4165 D. Weep/Vent Products: Use one of the following unless otherwise indicated: 1. Wicking Material: Absorbent rope, made from cotton or UV-resistant synthetic fiber, 1/4 to 3/8 inch in diameter, in length required to produce 2-inch exposure on exterior and 18 inches in cavity. Use only for weeps. 2. Round Plastic Weep/Vent Tubing: Medium-density polyethylene, 3/8-inch OD by 4 inches long. 3. Rectangular Plastic Weep/Vent Tubing: Clear butyrate, 3/8 by 1-1/2 by 3-1/2 inches long. 4. Cellular Plastic Weep/Vent: One-piece, flexible extrusion made from UV-resistant polypropylene copolymer, full height and width of head joint and depth 1/8 inch less than depth of outer wythe, in color selected from manufacturer's standard. a. Products: Subject to compliance with requirements, available products that may be incorporated into the Work include, but are not limited to,the following: 1) Advanced Building Products Inc.; Mortar Maze weep vent. 2) Blok-Lok Limited; Cell-Vent. 3) Dayton Superior Corporation, Hohmann & Barnard; Cell Vents. 4) Heckmann Building Products Inc.; No. 85 Cell Vent. 5) Hohmann & Barnard, Inc.; Quadro-Vent. 6) Wire-Bond; Cell Vent. 7) Substitutions: See Section 0125 00—Substitution Procedures. 5. Vinyl Weep Hole/Vent: One-piece, offset, T-shaped units made from flexible PVC, designed to fit into a head joint and consisting of a louvered vertical leg, flexible wings to seal against ends of masonry units, and a top flap to keep mortar out of the head joint; in color selected by Architect. a. Products: Subject to compliance with requirements, available products that may be incorporated into the Work include, but are not limited to,the following: 1) Hohmann & Barnard, Inc.;#343 Louvered Weep Hole. 2) Williams Products, Inc.;Williams-Goodco Brick Vent. 3) Wire-Bond; Louvered Weepholes. 4) E. Cavity Drainage Material: Free-draining mesh, made from polymer strands that will not degrade within the wall cavity. 1. Products: Subject to compliance with requirements, available products that may be incorporated into the Work include, but are not limited to,the following: a. Advanced Building Products Inc.; Mortar Break Mortar Break II. b. Archovations, Inc.; CavClear Masonry Mat. C. Dayton Superior Corporation, Hohmann & Barnard; Polytite MortarStop. d. Mortar Net USA, Ltd.; Mortar Net. e. Substitutions: See Section 0125 00—Substitution Procedures. City of Ukiah—Electric Utility—FOC Concrete Masonry Units 1350 Hastings Avenue, Ukiah Section 04200- 15 of 28 Pages Page 544 of 4165 2. Provide one of the following configurations: a. Strips, full-depth of cavity and 10 inches high, with dovetail shaped notches 7 inches deep that prevent clogging with mortar droppings. b. Strips, not less than 3/4 inch thick and 10 inches high, with dimpled surface designed to catch mortar droppings and prevent weep holes from clogging with mortar. C. Sheets or strips full depth of cavity and installed to full height of cavity. d. Sheets or strips not less than 3/4 inch thick and installed to full height of cavity with additional strips 4 inches high at weep holes and thick enough to fill entire depth of cavity and prevent weep holes from clogging with mortar. F. Reinforcing Bar Positioners: Wire units designed to fit into mortar bed joints spanning masonry unit cells and hold reinforcing bars in center of cells. Units are formed from 0.148- inch steel wire, hot-dip galvanized after fabrication. Provide units designed for number of bars indicated. 1. Products: Subject to compliance with requirements, available products that may be incorporated into the Work include, but are not limited to,the following: a. Dayton Superior Corporation, Hohmann & Barnard; D/A 810, D/A 812 or D/A 817. b. Heckmann Building Products Inc.; No. 376 Rebar Positioner. C. Hohmann & Barnard, Inc.; #RB or#RB-Twin Rebar Positioner. d. Wire-Bond; O-Ring or Double O-Ring Rebar Positioner. e. Substitutions: See Section 0125 00—Substitution Procedures. 2.11 MASONRY-CELL INSULATION A. Loose-Granular Fill Insulation: Perlite complying with ASTM C 549, Type II (surface treated for water repellency and limited moisture absorption) or Type IV (surface treated for water repellency and to limit dust generation). B. Molded-Polystyrene Insulation Units: Rigid, cellular thermal insulation formed by the expansion of polystyrene-resin beads or granules in a closed mold to comply with ASTM C 578, Type I. Provide specially shaped units designed for installing in cores of masonry units. 1. Products: Subject to compliance with requirements, available products that may be incorporated into the Work include, but are not limited to,the following: a. Concrete Block Insulating Systems; Korfil. b. Shelter Enterprises Inc.; Omni Core. C. Substitutions: See Section 0125 00—Substitution Procedures. 2.12 MASONRY CLEANERS A. Proprietary Acidic Cleaner: Manufacturer's standard-strength cleaner designed for removing mortar/grout stains, efflorescence, and other new construction stains from new masonry without discoloring or damaging masonry surfaces. Use product expressly approved for intended use by cleaner manufacturer and manufacturer of masonry units being cleaned. City of Ukiah—Electric Utility—FOC Concrete Masonry Units 1350 Hastings Avenue, Ukiah Section 04200- 16 of 28 Pages Page 545 of 4165 1. Manufacturers: Subject to compliance with requirements, available manufacturers offering products that may be incorporated into the Work include, but are not limited to,the following: a. Diedrich Technologies, Inc. b. EaCo Chem, Inc. C. ProSoCo, Inc. d. Substitutions: See Section 0125 00—Substitution Procedures. 2.13 MORTAR AND GROUT MIXES A. General: Do not use admixtures, including pigments, air-entraining agents, accelerators, retarders, water-repellent agents, antifreeze compounds, or other admixtures, unless otherwise indicated. 1. Do not use calcium chloride in mortar or grout. 2. Use portland cement-lime masonry cement or mortar cement mortar unless otherwise indicated. 3. For exterior masonry, use portland cement-lime masonry cement or mortar cement mortar. 4. For reinforced masonry, use portland cement-lime masonry cement or mortar cement mortar. 5. Add cold-weather admixture (if used) at same rate for all mortar that will be exposed to view, regardless of weather conditions,to ensure that mortar color is consistent. B. Preblended, Dry Mortar Mix: Furnish dry mortar ingredients in form of a preblended mix. Measure quantities by weight to ensure accurate proportions, and thoroughly blend ingredients before delivering to Project site. C. Mortar for Unit Masonry: Comply with ASTM C 270, Property Specification. Provide the following types of mortar for applications stated unless another type is indicated or needed to provide required compressive strength of masonry. 1. For masonry below grade or in contact with earth, use Type S. 2. For reinforced masonry, use Type N. 3. For exterior, above-grade, load-bearing and non-load-bearing walls and parapet walls; for interior load-bearing walls; for interior non-load-bearing partitions; and for other applications where another type is not indicated, use Type N. 4. For interior non-load-bearing partitions,Type O may be used instead of Type N. D. Pigmented Mortar: Use colored cement product or select and proportion pigments with other ingredients to produce color required. Do not add pigments to colored cement products. 1. Pigments shall not exceed 10 percent of portland cement by weight. If pigments containing carbon black are used, carbon black must be limited to 2 percent of portland cement by weight. 2. Pigments shall not exceed 5 percent of masonry cement or mortar cement by weight. If pigments containing carbon black are used, carbon black must be limited to 1 percent of masonry or mortar cement by weight. City of Ukiah—Electric Utility—FOC Concrete Masonry Units 1350 Hastings Avenue, Ukiah Section 04200- 17 of 28 Pages Page 546 of 4165 3. Mix to match Architect's sample. 4. Application: Use pigmented mortar for exposed mortar joints with the following units: a. Decorative CMUs. b. Pre-faced CMUs. C. Face brick. d. Stone trim units. E. Colored-Aggregate Mortar: Produce required mortar color by using colored aggregates and natural color or white cement as necessary to produce required mortar color. 1. Mix to match Architect's sample. 2. Application: Use colored aggregate mortar for exposed mortar joints with the following units: a. Decorative CMUs. b. Pre-faced CMUs. C. Face brick. d. Stone trim units. F. Grout for Unit Masonry: Comply with ASTM C 476. 1. Use grout of type indicated or, if not otherwise indicated, of type (fine or coarse) that will comply with Table 1.15.1 in ACI 530.1/ASCE 6/TMS 602 for dimensions of grout spaces and pour height. 2. Proportion grout in accordance with ASTM C 476,Table 1 . 3. Provide grout with a slump of 8 to 11 inches as measured according to ASTM C 143/C 143M. G. Epoxy Pointing Mortar: Mix epoxy pointing mortar to comply with mortar manufacturer's written instructions. 1. Application: Use epoxy pointing mortar for exposed mortar joints with the following units: a. Pre-faced CMUs. PART 3 - EXECUTION 3.1 EXAMINATION A. Examine conditions, with Installer present, for compliance with requirements for installation tolerances and other conditions affecting performance of the Work. 1. For the record, prepare written report, endorsed by Installer, listing conditions detrimental to performance of work. 2. Verify that foundations are within tolerances specified. 3. Verify that reinforcing dowels are properly placed. B. Before installation, examine rough-in and built-in construction for piping systems to verify actual locations of piping connections. City of Ukiah—Electric Utility—FOC Concrete Masonry Units 1350 Hastings Avenue, Ukiah Section 04200- 18 of 28 Pages Page 547 of 4165 C. Proceed with installation only after unsatisfactory conditions have been corrected. 3.2 INSTALLATION, GENERAL A. Thickness: Build cavity and composite walls and other masonry construction to full thickness shown. Build single-wythe walls to actual widths of masonry units, using units of widths indicated. B. Build chases and recesses to accommodate items specified in this and other Sections. C. Leave openings for equipment to be installed before completing masonry. After installing equipment, complete masonry to match the construction immediately adjacent to opening. D. Use full-size units without cutting if possible. If cutting is required to provide a continuous pattern or to fit adjoining construction, cut units with motor-driven saws; provide clean, sharp, unchipped edges. Allow units to dry before laying unless wetting of units is specified. Install cut units with cut surfaces and, where possible, cut edges concealed. E. Select and arrange units for exposed unit masonry to produce a uniform blend of colors and textures. 1. Mix units from several pallets or cubes as they are placed. F. Matching Existing Masonry: Match coursing, bonding, color, and texture of existing masonry. G. Wetting of Brick: Wet brick before laying if initial rate of absorption exceeds 30 g/30 sq. in. per minute when tested per ASTM C 67. Allow units to absorb water so they are damp but not wet at time of laying. 3.3 TOLERANCES A. Dimensions and Locations of Elements: 1. For dimensions in cross section or elevation do not vary by more than plus 1/2 inch or minus 1/4 inch. 2. For location of elements in plan do not vary from that indicated by more than plus or minus 1/2 inch. 3. For location of elements in elevation do not vary from that indicated by more than plus or minus 1/4 inch in a story height or 1/2 inch total. B. Lines and Levels: 1. For bed joints and top surfaces of bearing walls do not vary from level by more than 1/4 inch in 10 feet, or 1/2 inch maximum. 2. For conspicuous horizontal lines, such as lintels, sills, parapets, and reveals, do not vary from level by more than 1/8 inch in 10 feet, 1/4 inch in 20 feet, or 1/2 inch maximum. 3. For vertical lines and surfaces do not vary from plumb by more than 1/4 inch in 10 feet, 3/8 inch in 20 feet, or 1/2 inch maximum. City of Ukiah—Electric Utility—FOC Concrete Masonry Units 1350 Hastings Avenue, Ukiah Section 04200- 19 of 28 Pages Page 548 of 4165 4. For conspicuous vertical lines, such as external corners, door jambs, reveals, and expansion and control joints, do not vary from plumb by more than 1/8 inch in 10 feet, 1/4 inch in 20 feet, or 1/2 inch maximum. 5. For lines and surfaces do not vary from straight by more than 1/4 inch in 10 feet, 3/8 inch in 20 feet, or 1/2 inch maximum. 6. For vertical alignment of exposed head joints, do not vary from plumb by more than 1/4 inch in 10 feet, or 1/2 inch maximum. 7. For faces of adjacent exposed masonry units, do not vary from flush alignment by more than 1/16 inch except due to warpage of masonry units within tolerances specified for warpage of units. C. Joints: 1. For bed joints, do not vary from thickness indicated by more than plus or minus 1/8 inch, with a maximum thickness limited to 1/2 inch. 2. For exposed bed joints, do not vary from bed-joint thickness of adjacent courses by more than 1/8 inch. 3. For head and collar joints, do not vary from thickness indicated by more than plus 3/8 inch or minus 1/4 inch. 4. For exposed head joints, do not vary from thickness indicated by more than plus or minus 1/8 inch. Do not vary from adjacent bed-joint and head-joint thicknesses by more than 1/8 inch. 5. For exposed bed joints and head joints of stacked bond, do not vary from a straight line by more than 1/16 inch from one masonry unit to the next. 3.4 LAYING MASONRY WALLS A. Lay out walls in advance for accurate spacing of surface bond patterns with uniform joint thicknesses and for accurate location of openings, movement-type joints, returns, and offsets. Avoid using less-than-half-size units, particularly at corners, jambs, and, where possible, at other locations. B. Bond Pattern for Exposed Masonry: Unless otherwise indicated, lay exposed masonry in running bond ; do not use units with less than nominal 4-inch horizontal face dimensions at corners or jambs. C. Lay concealed masonry with all units in a wythe in running bond or bonded by lapping not less than 2 inches . Bond and interlock each course of each wythe at corners. Do not use units with less than nominal 4-inch horizontal face dimensions at corners or jambs. D. Stopping and Resuming Work: Stop work by racking back units in each course from those in course below; do not tooth. When resuming work, clean masonry surfaces that are to receive mortar, remove loose masonry units and mortar, and wet brick if required before laying fresh masonry. E. Built-in Work: As construction progresses, build in items specified in this and other Sections. Fill in solidly with masonry around built-in items. F. Fill space between steel frames and masonry solidly with mortar unless otherwise indicated. City of Ukiah—Electric Utility—FOC Concrete Masonry Units 1350 Hastings Avenue, Ukiah Section 04200- 20 of 28 Pages Page 549 of 4165 G. Where built-in items are to be embedded in cores of hollow masonry units, place a layer of metal lath,wire mesh, or plastic mesh in the joint below and rod mortar or grout into core. H. Fill cores in hollow CMUs with grout 24 inches under bearing plates, beams, lintels, posts, and similar items unless otherwise indicated. I. Build non-load-bearing interior partitions full height of story to underside of solid floor or roof structure above unless otherwise indicated. 1. Install compressible filler in joint between top of partition and underside of structure above. 2. Fasten partition top anchors to structure above and build into top of partition. Grout cells of CMUs solidly around plastic tubes of anchors and push tubes down into grout to provide 1/2-inch clearance between end of anchor rod and end of tube. Space anchors 48 inches o.c. unless otherwise indicated. 3. Wedge non-load-bearing partitions against structure above with small pieces of tile, slate, or metal. Fill joint with mortar after dead-load deflection of structure above approaches final position. 4. At fire-rated partitions, treat joint between top of partition and underside of structure above to comply with Section 07 84 46 "Fire-Resistive Joint Systems." 3.5 MORTAR BEDDING AND JOINTING A. Lay hollow CMUs as follows: 1. With face shells fully bedded in mortar and with head joints of depth equal to bed joints. 2. With webs fully bedded in mortar in all courses of piers, columns, and pilasters. 3. With webs fully bedded in mortar in grouted masonry, including starting course on footings. 4. With entire units, including areas under cells, fully bedded in mortar at starting course on footings where cells are not grouted. B. Lay solid masonry units with completely filled bed and head joints; butter ends with sufficient mortar to fill head joints and shove into place. Do not deeply furrow bed joints or slush head joints. C. Set stone trim units in full bed of mortar with full vertical joints. Fill dowel, anchor, and similar holes. 1. Clean soiled surfaces with fiber brush and soap powder and rinse thoroughly with clear water. 2. Allow cleaned surfaces to dry before setting. 3. Wet joint surfaces thoroughly before applying mortar. D. Tool exposed joints slightly concave when thumbprint hard, using a jointer larger than joint thickness unless otherwise indicated. 1. For glazed masonry units, use a nonmetallic jointer 3/4 inch or more in width. City of Ukiah—Electric Utility—FOC Concrete Masonry Units 1350 Hastings Avenue, Ukiah Section 04200- 21 of 28 Pages Page 550 of 4165 E. Cut joints flush for masonry walls to receive plaster or other direct-applied finishes (other than paint) unless otherwise indicated. 3.6 COMPOSITE MASONRY A. Bond wythes of composite masonry together using one of the following methods: 1. Individual Metal Ties: Provide ties as shown installed in horizontal joints, but not less than one metal tie for [4.5 sq. ft.] [2.67 sq. ft.] [1.77 sq. ft.] of wall area spaced not to exceed [36 inches] [24 inches] [16 inches] o.c. horizontally and 16 inches o.c. vertically. Stagger ties in alternate courses. Provide additional ties within 12 inches of openings and space not more than 36 inches apart around perimeter of openings. At intersecting and abutting walls, provide ties at no more than 24 inches o.c. vertically. a. Where bed joints of wythes do not align, use adjustable (two-piece)type ties. 2. Masonry Joint Reinforcement: Installed in horizontal mortar joints. a. Where bed joints of both wythes align, use ladder-type reinforcement extending across both wythes . b. Where bed joints of wythes do not align, use adjustable (two-piece) type reinforcement with continuous horizontal wire in facing wythe attached to ties. 3. Header Bonding: Provide masonry unit headers extending not less than 3 inches into each wythe. Space headers not over 8 inches clear horizontally and 16 inches clear vertically. B. Bond wythes of composite masonry together using bonding system indicated on Drawings. C. Collar Joints: Solidly fill collar joints by parging face of first wythe that is laid and shoving units of other wythe into place. D. Corners: Provide interlocking masonry unit bond in each wythe and course at corners unless otherwise indicated. 1. Provide continuity with masonry joint reinforcement at corners by using prefabricated L-shaped units as well as masonry bonding. E. Intersecting and Abutting Walls: Unless vertical expansion or control joints are shown at juncture, bond walls together as follows: 1. Provide individual metal ties not more than 8 inches o.c. 2. Provide continuity with masonry joint reinforcement by using prefabricated T-shaped u n its. 3. Provide rigid metal anchors not more than 24 inches o.c. If used with hollow masonry units, embed ends in mortar-filled cores. City of Ukiah—Electric Utility—FOC Concrete Masonry Units 1350 Hastings Avenue, Ukiah Section 04200- 22 of 28 Pages Page 551 of 4165 3.7 CAVITY WALLS A. Bond wythes of cavity walls together using one of the following methods: 1. Individual Metal Ties: Provide ties as shown installed in horizontal joints, but not less than one metal tie for 4.5 sq. ft. of wall area spaced not to exceed 36 inches o.c. horizontally and 16 inches o.c. vertically. Stagger ties in alternate courses. Provide additional ties within 12 inches of openings and space not more than 36 inches apart around perimeter of openings. At intersecting and abutting walls, provide ties at no more than 24 inches o.c. vertically. a. Where bed joints of wythes do not align, use adjustable (two-piece)type ties. b. Where one wythe is of clay masonry and the other of concrete masonry, use adjustable (two-piece) type ties to allow for differential movement regardless of whether bed joints align. 2. Masonry Joint Reinforcement: Installed in horizontal mortar joints. a. Where bed joints of both wythes align, use ladder-type reinforcement extending across both wythes . b. Where bed joints of wythes do not align, use adjustable (two-piece) type reinforcement with continuous horizontal wire in facing wythe attached to ties. C. Where one wythe is of clay masonry and the other of concrete masonry, use adjustable (two-piece) type reinforcement with continuous horizontal wire in facing wythe attached to ties to allow for differential movement regardless of whether bed joints align. 3. Header Bonding: Provide masonry unit headers extending not less than 3 inches into each wythe. Space headers not over 8 inches clear horizontally and 16 inches clear vertically. 4. Masonry Veneer Anchors: Comply with requirements for anchoring masonry veneers. B. Bond wythes of cavity walls together using bonding system indicated on Drawings. C. Keep cavities clean of mortar droppings and other materials during construction. Bevel beds away from cavity, to minimize mortar protrusions into cavity. Do not attempt to trowel or remove mortar fins protruding into cavity. D. Parge cavity face of backup wythe in a single coat approximately 3/8 inch thick. Trowel face of parge coat smooth. E. Apply air barrier to face of backup wythe to comply with Section 07 27 13 "Modified Bituminous Sheet Air Barriers."and Section 07 27 26 "Fluid-Applied Membrane Air Barriers." F. Installing Cavity-Wall Insulation: Place small dabs of adhesive, spaced approximately 12 inches o.c. both ways, on inside face of insulation boards, or attach with plastic fasteners designed for this purpose. Fit courses of insulation between wall ties and other confining obstructions in cavity, with edges butted tightly both ways. Press units firmly against inside wythe of masonry or other construction as shown. City of Ukiah—Electric Utility—FOC Concrete Masonry Units 1350 Hastings Avenue, Ukiah Section 04200- 23 of 28 Pages Page 552 of 4165 1. Fill cracks and open gaps in insulation with crack sealer compatible with insulation and masonry. 3.8 MASONRY-CELL INSULATION A. Pour granular insulation into cavities to fill void spaces. Maintain inspection ports to show presence of insulation at extremities of each pour area. Close the ports after filling has been confirmed. Limit the fall of insulation to 1 story high, but not more than 20 feet. B. Install molded-polystyrene insulation units into masonry unit cells before laying units. 3.9 MASONRYJOINT REINFORCEMENT A. General: Install entire length of longitudinal side rods in mortar with a minimum cover of 5/8 inch on exterior side of walls, 1/2 inch elsewhere. Lap reinforcement a minimum of 6 inches. 1. Space reinforcement not more than 16 inches o.c. 2. Space reinforcement not more than 8 inches o.c. in foundation walls and parapet walls. 3. Provide reinforcement not more than 8 inches above and below wall openings and extending 12 inches beyond openings in addition to continuous reinforcement. B. Interrupt joint reinforcement at control and expansion joints unless otherwise indicated. C. Provide continuity at wall intersections by using prefabricated T-shaped units. D. Provide continuity at corners by using prefabricated L-shaped units. E. Cut and bend reinforcing units as directed by manufacturer for continuity at corners, returns, offsets, column fireproofing, pipe enclosures, and other special conditions. 3.10 ANCHORING MASONRY TO STRUCTURAL STEEL AND CONCRETE A. Anchor masonry to structural steel and concrete where masonry abuts or faces structural steel or concrete to comply with the following: 1. Provide an open space not less than 1/2 inch wide between masonry and structural steel or concrete unless otherwise indicated. Keep open space free of mortar and other rigid materials. 2. Anchor masonry with anchors embedded in masonry joints and attached to structure. 3. Space anchors as indicated, but not more than 24 inches o.c. vertically and 36 inches o.c. horizontally. 3.11 ANCHORING MASONRY VENEERS A. Anchor masonry veneers to wall framing and concrete and masonry backup with masonry- veneer anchors to comply with the following requirements: City of Ukiah—Electric Utility—FOC Concrete Masonry Units 1350 Hastings Avenue, Ukiah Section 04200- 24 of 28 Pages Page 553 of 4165 1. Fasten screw-attached anchors through sheathing to wall framing and to concrete and masonry backup with metal fasteners of type indicated. Use two fasteners unless anchor design only uses one fastener. 2. Insert slip-in anchors in metal studs as sheathing is installed. Provide one anchor at each stud in each horizontal joint between sheathing boards. 3. Embed connector sections and continuous wire in masonry joints. Provide not less than 2 inches of air space between back of masonry veneer and face of sheathing. 4. Locate anchor sections to allow maximum vertical differential movement of ties up and down. 5. Space anchors as indicated, but not more than 18 inches o.c. vertically and 24 inches o.c. horizontally, with not less than 1 anchor for each 2 sq. ft. of wall area. Install additional anchors within 12 inches of openings and at intervals, not exceeding 8 inches, around perimeter. 3.12 CONTROL AND EXPANSION JOINTS A. General: Install control and expansion joint materials in unit masonry as masonry progresses. Do not allow materials to span control and expansion joints without provision to allow for in- plane wall or partition movement. B. Form control joints in concrete masonry using one of the following methods: 1. Fit bond-breaker strips into hollow contour in ends of CMUs on one side of control joint. Fill resultant core with grout and rake out joints in exposed faces for application of sealant. 2. Install preformed control-joint gaskets designed to fit standard sash block. 3. Install interlocking units designed for control joints. Install bond-breaker strips at joint. Keep head joints free and clear of mortar or rake out joint for application of sealant. 4. Install temporary foam-plastic filler in head joints and remove filler when unit masonry is complete for application of sealant. C. Form expansion joints in brick as follows: 1. Build flanges of metal expansion strips into masonry. Lap each joint 4 inches in direction of water flow. Seal joints below grade and at junctures with horizontal expansion joints if any. 2. Build flanges of factory-fabricated, expansion-joint units into masonry. 3. Build in compressible joint fillers where indicated. 4. Form open joint full depth of brick wythe and of width indicated, but not less than 3/8 inch for installation of sealant and backer rod specified in Section 07 92 00 "Joint Sealants." D. Provide horizontal, pressure-relieving joints by either leaving an air space or inserting a compressible filler of width required for installing sealant and backer rod specified in Section 07 92 00 "Joint Sealants," but not less than 3/8 inch . 1. Locate horizontal, pressure-relieving joints beneath shelf angles supporting masonry. City of Ukiah—Electric Utility—FOC Concrete Masonry Units 1350 Hastings Avenue, Ukiah Section 04200- 25 of 28 Pages Page 554 of 4165 3.13 LINTELS A. Install steel lintels where indicated. B. Provide concrete or masonry lintels where shown and where openings of more than 12 inches for brick-size units and 24 inches for block-size units are shown without structural steel or other supporting lintels. C. Provide minimum bearing of 8 inches at each jamb unless otherwise indicated. 3.14 FLASHING, WEEP HOLES, CAVITY DRAINAGE, AND VENTS A. General: Install embedded flashing and weep holes in masonry at shelf angles, lintels, ledges, other obstructions to downward flow of water in wall, and where indicated. Install vents at shelf angles, ledges, and other obstructions to upward flow of air in cavities, and where indicated. B. Install flashing as follows unless otherwise indicated: 1. Prepare masonry surfaces so they are smooth and free from projections that could puncture flashing. Where flashing is within mortar joint, place through-wall flashing on sloping bed of mortar and cover with mortar. Before covering with mortar, seal penetrations in flashing with adhesive, sealant, or tape as recommended by flashing manufacturer. 2. As indicated on Drawings. C. Install single-wythe CIVIL)flashing system in bed joints of CIVIL) walls where indicated to comply with manufacturer's written instructions. Install CIVIL) cell pans with upturned edges located below face shells and webs of CMUs above and with weep spouts aligned with face of wall. Install CIVIL) web covers so that they cover upturned edges of CIVIL) cell pans at CIVIL) webs and extend from face shell to face shell. D. Install reglets and nailers for flashing and other related construction where they are shown to be built into masonry. E. Install weep holes in head joints in exterior wythes of first course of masonry immediately above embedded flashing and as follows: 1. Use specified weep/vent products or open head joints to form weep holes. 2. Use wicking material to form weep holes above flashing under brick sills. Turn wicking down at lip of sill to be as inconspicuous as possible. 3. Space weep holes 24 inches o.c. unless otherwise indicated. 4. Space weep holes formed from plastic tubing or wicking material 16 inches o.c. 5. Cover cavity side of weep holes with plastic insect screening at cavities insulated with loose-fill insulation. 6. Trim wicking material flush with outside face of wall after mortar has set. F. Place cavity drainage material in cavities to comply with configuration requirements for cavity drainage material in "Miscellaneous Masonry Accessories" Article. City of Ukiah—Electric Utility—FOC Concrete Masonry Units 1350 Hastings Avenue, Ukiah Section 04200- 26 of 28 Pages Page 555 of 4165 3.15 REINFORCED UNIT MASONRY INSTALLATION A. Temporary Formwork and Shores: Construct formwork and shores as needed to support reinforced masonry elements during construction. 1. Construct formwork to provide shape, line, and dimensions of completed masonry as indicated. Make forms sufficiently tight to prevent leakage of mortar and grout. Brace, tie, and support forms to maintain position and shape during construction and curing of reinforced masonry. 2. Do not remove forms and shores until reinforced masonry members have hardened sufficiently to carry their own weight and other loads that may be placed on them during construction. B. Placing Reinforcement: Comply with requirements in ACI 530.1/ASCE 6/TMS 602. C. Grouting: Do not place grout until entire height of masonry to be grouted has attained enough strength to resist grout pressure. 1. Comply with requirements in ACI 530.1/ASCE 6/TMS 602 for cleanouts and for grout placement, including minimum grout space and maximum pour height. 2. Limit height of vertical grout pours to not more than 60 inches . 3.16 FIELD QUALITY CONTROL A. Testing and Inspecting: Owner will engage special inspectors to perform tests and inspections and prepare reports. Allow inspectors access to scaffolding and work areas, as needed to perform tests and inspections. Retesting of materials that fail to comply with specified requirements shall be done at Contractor's expense. B. Testing Frequency: One set of tests for each 5000 sq.ft. of wall area or portion thereof. C. Mortar Aggregate Ratio Test (Proportion Specification): For each mix provided, according to ASTM C 780. D. Mortar Test (Property Specification): For each mix provided, according to ASTM C 780. Test mortar for mortar air content and compressive strength. E. Grout Test(Compressive Strength): For each mix provided, according to ASTM C 1019. 3.17 PARGING A. Parge exterior faces of below-grade masonry walls, where indicated, in 2 uniform coats to a total thickness of 3/4 inch. Dampen wall before applying first coat and scarify first coat to ensure full bond to subsequent coat. B. Use a steel-trowel finish to produce a smooth, flat, dense surface with a maximum surface variation of 1/8 inch per foot. Form a wash at top of parging and a cove at bottom. C. Damp-cure parging for at least 24 hours and protect parging until cured. City of Ukiah—Electric Utility—FOC Concrete Masonry Units 1350 Hastings Avenue, Ukiah Section 04200- 27 of 28 Pages Page 556 of 4165 3.18 REPAIRING, POINTING, AND CLEANING A. Remove and replace masonry units that are loose, chipped, broken, stained, or otherwise damaged or that do not match adjoining units. Install new units to match adjoining units; install in fresh mortar, pointed to eliminate evidence of replacement. B. Pointing: During the tooling of joints, enlarge voids and holes, except weep holes, and completely fill with mortar. Point up joints, including corners, openings, and adjacent construction, to provide a neat, uniform appearance. Prepare joints for sealant application, where indicated. C. In-Progress Cleaning: Clean unit masonry as work progresses by dry brushing to remove mortar fins and smears before tooling joints. D. Final Cleaning: After mortar is thoroughly set and cured, clean exposed masonry as follows: 1. Remove large mortar particles by hand with wooden paddles and nonmetallic scrape hoes or chisels. 2. Test cleaning methods on sample wall panel; leave one-half of panel uncleaned for comparison purposes. Obtain Architect's approval of sample cleaning before proceeding with cleaning of masonry. 3. Clean brick by bucket-and-brush hand-cleaning method described in BIA Technical Notes 20. 4. Clean concrete masonry by cleaning method indicated in NCMA TEK 8-2A applicable to type of stain on exposed surfaces. 5. Clean stone trim to comply with stone supplier's written instructions. 6. Clean limestone units to comply with recommendations in ILI's "Indiana Limestone Handbook." 3.19 MASONRY WASTE DISPOSAL A. Salvageable Materials: Unless otherwise indicated, excess masonry materials are Contractor's property. At completion of unit masonry work, remove from Project site. B. Excess Masonry Waste: Remove excess clean masonry waste and other masonry waste, and legally dispose of off Owner's property. END OF SECTION 04200 City of Ukiah—Electric Utility—FOC Concrete Masonry Units 1350 Hastings Avenue, Ukiah Section 04200- 28 of 28 Pages Page 557 of 4165 DIVISION 4-MASONRY SECTION 04220—CONCRETE UNIT MASONRY PART 1 -GENERAL 1.1 SUMMARY A. Related Documents: 1. Drawings and general provisions of the Subcontract apply to this Section. 2. Review these documents for coordination with additional requirements and information that apply to work under this Section. B. Section Includes: 1. Concrete units. 2. Reinforcement, anchorages, embedment's and accessories. C. Related Sections: 1. Division 01 Section"General Requirements." 2. Division 01 Section"Special Procedures." 3. Division 04 Section"Masonry Mortar". 1.2 REFERENCES A. General: 1. The following documents form part of the Specifications to the extent stated. Where differences exist between codes and standards, the one affording the greatest protection shall apply. 2. Unless otherwise noted, the referenced standard edition is the current one at the time of commencement of the Work. 3. Refer to Division 01 Section "General Requirements"for the list of applicable regulatory requirements. B. ACI—American Concrete Institute: 1. ACI 315 Details and Detailing of Concrete Reinforcement C. ASTM International: 1. ASTM A615/A615M Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement 2. ASTM C 90 Standard Specification for Loadbearing Concrete Masonry Units D. AWS D12.1 Reinforcing Steel Welding Code 1.3 SUBMITTALS A. Submit under provisions of Division 01 Section"General Requirements." B. Submit Shop Drawings for reinforcement, anchorages and embedment's. Indicate bar sizes, spacings, locations, and quantities of reinforcing steel bending and cutting schedules, supporting and spacing. C. Submit Manufacturer's certified mill test reports on each heat of reinforcing steel to be used in the work before placement. D. Submit two 12 inch (300 mm) long samples of expansion and control joint materials. E. Submit manufacturer's certificates. 1.4 ENVIRONMENTAL REQUIREMENTS A. Maintain materials and surrounding air temperature to at least 50 deg F(10 deg C) prior to, during, and 48 hours after completion of masonry work. PART2-PRODUCTS 2.1 CONCRETE MASONRY UNITS A. Hollow Load Bearing Units: conforming to [UBC Standard 21-4,Grade N]'; light weight, plain smooth face in the manufacturer's standard color. Strength of units shall be[as indicated on the Drawings fm= 1500 psi. B. Masonry Units: Modular sized to 8x8x16 and 8x12x16 inch as shown on the Drawings; provide special units for 90'corners, open ended, double open ended, bond beams and lintels. The use of LCC blocks is not permitted. 2.2 REINFORCEMENT AND ANCHORAGES A. Single Wythe Joint Reinforcement: Truss and Seismic Comb type, galvanized steel construction; as manufactured by Dur-o-wall, or equal. B. Reinforcing Steel: Type specified and grade as specified in Division 03 Section"Concrete Reinforcing". 2.3 ACCESSORIES A. Control Joints: Preformed neoprene or polyvinyl chloride material. B. Nailing Strips: Western softwood, preservative treated, sized to masonry joints. CITY OF UKIAH—ELECTRIC UTILITY—FOC CONCRETE MASONRY UNITS O4220 1350 HASTINGS AVENUE, UKIAH Page 1 of 3 Pa es Page 5g58 of 4165 2.4 LINTELS A. Constructed from concrete masonry lintel blocks. PART 3-EXECUTION 3.1 PREPARATION A. Verify items provided by other sections of work are properly sized and located. B. Establish lines, levels, and coursing. Protect from disturbance. C. Provide temporary bracing during erection of masonry work. Maintain in place until building structure provides permanent bracing. 3.2 COURSING A. Place masonry to lines and levels indicated. B. Maintain masonry courses to uniform width. Vertical and horizontal mortar joints shall be installed between blocks, shall be equal and of uniform thickness. Exposed joints shall be tooled to a slightly concave profile; unexposed surfaces may be struck smooth. Walls and parapet surfaces which will receive membrane sheet flashing and counter-flashing, and shall be constructed to permit the installation of base flashing materials as specified in Division 07 Section"Thermoplastic Membrane Roofing". C. Lay concrete masonry units in running bond. Course one block unit and one mortar joint to equal eight(8") inches. Alternate open ended and double open ended blocks in each course. Bond beams shall consist of alternately placed open ended and double open ended bond beam block. 3.3 PLACING AND BONDING A. Lay masonry in full bed of mortar, properly jointed with other work. Buttering corners of joints, and deep or excessive furrowing of mortarjoints are not permitted. B. Fully bond intersections, and external and internal corners. C. Do not shift or tap masonry units after mortar has taken initial set. Where adjustment must be made, remove the mortar and replace. D. Remove excess mortar. E. Perform jobsite cutting with proper tools to provide straight unchipped edges. Take care to prevent breaking masonry unit corners or edges. 3.4 REINFORCEMENT AND ANCHORAGES A. Install horizontal joint reinforcement 16 inches on center and seismic comb reinforcement where indicated on the drawings. B. Place masonry joint reinforcement in first and second horizontal joints above and below openings. Extend at least 16 inches on each side of opening. C. Place joint reinforcement continuous in first and second joint below top of walls. D. Lap joint reinforcement ends at least 6 inches(150 mm). Extend at least 16 inches (400 mm)on each side of opening. E. Reinforce joint corners and intersections with strap anchors 16 inches (400 mm)on center. 3.5 REINFORCING STEEL A. Place reinforcement in accordance with ACI 315. B. Locate reinforcing splices at points of minimum stress. Splice locations shall be as shown on the Shop Drawings unless alternative locations of splices are approved by the Engineer-of-Record. C. Where welding is approved by the University, weld reinforcement in accordance with AWS D12.1. D. Place reinforcing bars supported and secured against displacement. Maintain position within 1/2-inch (13 mm) of true dimension. E. Verify that reinforcement is clean, free of scale, dirt, or other foreign coatings that would reduce bond to grout. 3.6 TOLERANCES A. Alignment of Pilasters: Maximum 1/4-inch (7 mm)from true line. B. Variation from Unit to Adjacent Unit: 1/32-inch (1 mm) maximum. C. Variation from Plane of Wall: 1/4-inch (7mm) in 10 feet and 1/2-inch (13 mm) in 20 feet (6 m)or more. D. Variation from Plumb: 1/4-inch (7mm) per story noncumulative; 1/2-inch (13 mm) in two stories or more. E. Variation from Level Coursing: 1/8-inch (3 mm)in 3 feet; 1/4-inch (7 mm) in 10 feet(3 m); 1/2-inch (13mm) maximum. F. Variation of Joint Thickness: 1/8-inch (3 mm) in 3 feet. G. Maximum Variation from Cross Sectional Thickness of Walls: +/- 1/4-inch (7 mm). 3.7 MASONRY FLASHINGS A. Lap end joints at least[6 inches(150 mm)]<Insert option Here> inches and seal watertight. 3.8 LINTELS A. Construct lintels using grout fill and reinforcing specified. Place reinforcing bars as shown on the drawings.] CITY OF UKIAH—ELECTRIC UTILITY—FOC CONCRETE MASONRY UNITS O4220 1350 HASTINGS AVENUE, UKIAH Page 2 of 3 Pa es Page 5g59 of 4165 B. Install reinforced unit masonry lintels over openings. Construct lintels using grout fill and reinforcing. Maintain at least 8-inch bearing on each side of opening. C. Use reinforcing bars of one-piece lengths only. D. Place and consolidate grout fill without disturbing reinforcing. E. Allow lintels constructed in place to reach strength before removing temporary supports. 3.9 GROUTED COMPONENTS A. Reinforce masonry units as shown on the drawings. B. Lap splices at least 24 bar diameters. C. Place and consolidate grout fill without disturbing reinforcing. D. Solid grout concrete masonry units in accordance with California Building Code section 2104A.6.1.2.2. 3.10 CONTROL JOINTS A. Do not continue horizontal joint reinforcing across control joints. B. Form control joint by use of sheet building paper bond breaker one side fitted to hollow contour of block unit end. Fill created core with grout fill. Rake joint at exposed faces for rod and sealant. C. Install resilient control joint in continuous lengths. Heat solvent weld butt and corner joints in accordance with manufacturer's instructions. D. Size joint in accordance with Division 07 Section"Joint Sealants"for sealant performance. 3.11 BUILT-IN WORK A. As work progresses, build-in [metal door frames,][fabricated metal frames,][window frames,][wood nailing strips,][anchor bolts,][plates,] and other items to be built in the work supplied by other sections. B. Build-in items plumb and level. C. C. Bed anchors of metal door[and glazed]frames in mortar joints. Fill frame voids solid with mortar. [Fill masonry cores with grout at least[12 inches(300 mm)]<Insert option Here>from framed openings.] D. Do not build-in organic materials subject to deterioration. 3.12 CUTTING AND FITTING A. A. Cut and fit for[chases][pipes] [conduit][sleeves][grounds] [and]<Insert option Here>. Cooperate with other sections of work to provide correct size, shape, and location. B. Obtain approval from the University prior to cutting or fitting areas not indicated or where appearance or strength of masonry work may be impaired. 3.13 CLEANING A. Remove excess mortar and smears. B. Replace defective mortar. Match adjacent work. C. Clean soiled surfaces with a nonacidic solution that will not harm masonry or adjacent materials. Consult masonry manufacturer for acceptable cleaners. D. Use nonmetallic tools in cleaning operations. 3.14 PROTECTION A. Protect finished installation under provisions of Division 01 Section"General Requirements". B. Maintain protective boards at exposed external corners which may be damaged by construction activities. C. Provide protection without damaging completed work. D. At day's end, cover unfinished walls to prevent moisture infiltration. END OF SECTION 042200 CITY OF UKIAH—ELECTRIC UTILITY—FOC CONCRETE MASONRY UNITS O4220 1350 HASTINGS AVENUE, UKIAH Page 3 of 3 Pa es Page 5g60 of 4165 DIVISION 7 THERMAL& MOISTURE CONTROL SECTION 07450 -METAL ROOF PANEL SYSTEM GENERAL CONDITIONS The foregoing General Conditions, Supplementary General Conditions and Instructions to Bidders, Insofar as they apply, shall be a part of this Specification. PART 1 - GENERAL 1.1 SECTION INCLUDES A. Snap joint-seamed, standing seam metal roof panels, with related metal trim and accessories. 1.2 RELATED REQUIREMENTS A. Division 06 Section "Sheathing"for sheathing substrate for metal roof panels. B. Division 07 Section "Roof Insulation" for thermal insulation installed under existing under plywood roof deck panels. C. Division 07 Section "Sheet Metal Flashing and Trim" for formed sheet metal copings, flashings, reglets, and roof drainage items in addition to items specified in this Section. D. Division 07 Section "Manufactured Roof Specialties" for manufactured copings, reglets, and roof drainage items in addition to items specified in this Section. E. Division 07 Section "Joint Sealants" for field-applied joint sealants. 1.3 REFERENCES A. American Architectural Manufacturer's Association (AAMA): �v�agjng in. .�....g.lrg.: 1. AAMA 621 - Voluntary Specifications for High Performance Organic Coatings on Coil Coated Architectural Hot Dipped Galvanized (HDG) & Zinc-Aluminum Coated Steel Substrates. 2. AAMA 809.2- Voluntary Specification Non-Drying Sealants. B. American Society of Civil Engineers (ASCE): w mc olrg mt i.................... m: . , 1. ASCE 7- Minimum Design Loads for Buildings and Other Structures. C. ASTM International (ASTM): w.w..w. st.ir...n g.lrg.: 1. ASTM A 653 - Specification for Steel Sheet, Zinc-Coated (Galvanized) or Zinc-Iron Alloy- Coated (Galvannealed) by the Hot-Dip Process. 2. ASTM A 755 - Specification for Steel Sheet, Metallic Coated by the Hot-Dip Process and Prepainted by the Coil-Coating Process for Exterior Exposed Building Products. 3. ASTM A 792/A 792M - Standard Specification for Steel Sheet, 55 % Aluminum-Zinc Alloy- Coated by the Hot-Dip Process. City of Ukiah — Electric Utility- FOC Metal Roof Panel System 1350 Hastings Avenue, Ukiah Section 07450 - 1 of 9 Pages Page 561 of 4165 4. ASTM A 980 - Standard Specification for Steel, Sheet, Carbon, Ultra High Strength Cold Rolled. 5. ASTM C 645 - Specification for Nonstructural Steel Framing Members. 6. ASTM C 920 - Specification for Elastomeric Joint Sealants. 7. ASTM D 226 - Standard Specification for Asphalt-Saturated Organic Felt Used in Roofing and Waterproofing. 8. ASTM D 2244 - Test Method for Calculation of Color Differences from Instrumentally Measured Color Coordinates. 9. ASTM D 4214- Test Methods for Evaluating Degree of Chalking of Exterior Paint Films. 10. ASTM E 1592 - Standard Test Method for Structural Performance of Sheet Metal Roof and Siding Systems by Uniform Static Air Pressure Difference. 11. ASTM E 1980 - Practice for Calculating Solar Reflectance Index of Horizontal and Low- Sloped Opaque Surfaces. D. Cool Roof Rating Council (CRRC): www.coolroofs.org/productrating rogram.html: 1. CRRC-1-2008 - CRRC Product Rating Program. E. International Accreditation Service (IAS): 1. IAS AC 472 - Accreditation Criteria for Inspection Programs for Manufacturers of Metal Building Systems, Part B. F. Underwriters Laboratories, Inc. (UL): w.!rY.rv....u:..11....g2129..: 1. UL 580 -Tests for Uplift Resistance of Roof Assemblies 1.4 ADMINISTRATIVE REQUIREMENTS A. Preinstallation Meeting: Prior to erection of framing, conduct preinstallation meeting at site attended by Owner, Architect, manufacturer's technical representative, inspection agency and related trade contractors. 1. Coordinate building framing in relation to metal panel system. 2. Coordinate openings and penetrations of metal panel system. 3. Coordinate work of Division 07 Sections "Roof Specialties" and "Roof Accessories" and openings and penetrations and manufacturer's accessories with installation of metal panels. 1.5 QUALITY ASSURANCE A. Manufacturer/Source: Provide metal roof panel assembly and accessories from a single manufacturer providing fixed-base roll forming, and accredited under IAS AC 472 Part B. B. Manufacturer Qualifications: Approved manufacturer listed in this Section with minimum five years experience in manufacture of similar products in successful use in similar applications. C. Installer Qualifications: Experienced Installer certified by metal panel manufacturer with minimum of five years experience with successfully completed projects of a similar nature and scope. 1. Installer's Field Supervisor: Experienced mechanic certified by metal panel manufacturer supervising work on site whenever work is underway. City of Ukiah — Electric Utility- FOC Metal Roof Panel System 1350 Hastings Avenue, Ukiah Section 07450 -2 of 9 Pages Page 562 of 4165 D. Buy American Compliance: Materials provided under work of this Section shall comply with the following requirements: 1. Buy American Act of 1933 BAA-41 U.S.0 §§ 10a— 10d. 2. Buy American provisions of Section 1605 of the American Recovery and Reinvestment Act of 2009 (ARRA). 1.6 ACTION SUBMITTALS A. Product Data: Manufacturer's data sheets for specified products. B. Shop Drawings: Show layouts of metal panels. Include details of each condition of installation, panel profiles, and attachment to building. Provide details at a minimum scale 1-1/2-inch per foot showing edge conditions, joints, fastener and sealant placement, flashings, openings, penetrations, roof accessories, lightning arresting equipment, and special details. Make distinctions between factory and field assembled work. 1. Indicate points of supporting structure that must coordinate with metal panel system installation. 2. Include data indicating compliance with performance requirements. 3. Include structural data indicating compliance with requirements of authorities having jurisdiction. C. Samples for Initial Selection: For each exposed product specified including sealants. Provide representative color charts of manufacturer's full range of colors. D. Samples for Verification: Provide 12-inch- (305 mm-) long section of each metal panel profile. Provide color chip verifying color selection. 1.7 INFORMATIONAL SUBMITTALS A. Product Test Reports: Indicating compliance of products with requirements, witnessed by a professional engineer. B. Qualification Information: For Installer firm and Installer's field supervisor. C. IAS Accreditation Certificate: Indicating that manufacturer is accredited under provisions of IAS AC 472. D. Buy American Certification: Manufacturers' letters of compliance acceptable to authorities having jurisdiction, indicating that products comply with requirements. E. Florida State Building Code Certificate. F. Manufacturer's Warranty: Sample copy of manufacturer's standard warranty. 1.8 CLOSEOUT SUBMITTALS A. Maintenance data. B. Manufacturer's Warranty: Executed copy of manufacturer's standard warranty. City of Ukiah — Electric Utility- FOC Metal Roof Panel System 1350 Hastings Avenue, Ukiah Section 07450 - 3 of 9 Pages Page 563 of 4165 1.9 DELIVERY, STORAGE, AND HANDLING A. Protect products of metal panel system during shipping, handling, and storage to prevent staining, denting, deterioration of components or other damage. Protect panels and trim bundles during shipping. 1. Deliver, unload, store, and erect metal panel system and accessory items without misshaping panels or exposing panels to surface damage from weather or construction operations. 2. Store in accordance with Manufacturer's written instructions. Provide wood collars for stacking and handling in the field. 1.10 COORDINATION A. Coordinate sizes, profiles, and locations of roof curbs and other roof-mounted equipment and roof penetrations, based upon sizes of actual selected equipment. 1.11 WARRANTY A. Special Manufacturer's Warranty: On manufacturer's standard form, in which manufacturer agrees to repair or replace metal panel assemblies that fail in materials and workmanship within one year from date of Substantial Completion. B. Special Weathertightness Warranty: On manufacturer's standard form, in which manufacturer agrees to repair or replace metal panel assemblies that fail to remain weathertight, including leaks, without monetary limitation up to cost limitation up to cost limitation of fourteen dollars ($14.00) per square foot of covered area within 20 years from date of Substantial Completion. C. Special Panel Finish Warranty: On Manufacturer's standard form, in which Manufacturer agrees to repair or replace metal panels that evidence deterioration of factory-applied finish within 20 years from date of Substantial Completion, including: 1. Fluoropolymer Two-Coat System: a. Color fading in excess of 10 Hunter units per ASTM D 2244. b. Chalking in excess of No.6 rating per ASTM D 4214. C. Failure of adhesion, peeling, checking, or cracking. 2. Modified Silicone-Polyester Two-Coat System: a. Color fading in excess of 7 Hunter units per ASTM D 2244, for vertical applications. b. Color fading in excess of 10 Hunter units per ASTM D 2244, for non-vertical applications. C. Chalking in excess of No.8 rating per ASTM D 4214, for vertical applications. d. Chalking in excess of No.6 rating per ASTM D 4214, for non-vertical applications. e. Failure of adhesion, peeling, checking, or cracking. PART 2 - PRODUCTS 2.1 MANUFACTURER A. Basis of Design Manufacturer: MBCI Metal Roof Systems, Division of NCI Group, Inc.; Houston TX. Tel: (877) 713-6224; Email: iiin�a�„�mlbcii.com; Web: ....ilii..:. gi . City of Ukiah — Electric Utility- FOC Metal Roof Panel System 1350 Hastings Avenue, Ukiah Section 07450 -4 of 9 Pages Page 564 of 4165 Basis of Design Manufacturer: AEP SPAN 2141 Milwaukee Way, Tacoma, WA 98421, 800-733-4955 10905 Beech Avenue, Fontana, CA 92337 2.2 PERFORMANCE REQUIREMENTS A. General: Provide metal roof panel system meeting performance requirements as determined by application of specified tests by a qualified testing facility on manufacturer's standard assemblies. B. Recycled Content: For Steel Products: Postconsumer recycled content plus one-half of preconsumer recycled content not less than 25 percent. C. Radiative Property Performance: 1. Energy Star Qualified: Listed on USDoE ENERGY STAR Roof Products Qualified Product List. 2. Energy Performance: Listed in CRRC Rated Product Directory, with minimum properties as required by applicable Energy efficiency or High-Performance Green Building standard. D. Structural Performance: Provide metal panel assemblies capable of withstanding the effects of indicated loads and stresses within limits and under conditions indicated: 1. Wind Loads: Determine loads based on uniform pressure, importance factor, exposure category, and basic wind speed indicated on drawings. a. Wind Uplift Testing: Certify capacity of metal panels by actual testing of proposed assembly per ASTM E 1592. 2. Snow Loads: As indicated. 3. Deflection Limits: Withstand inward and outward wind-load design pressures in accordance with applicable building code with maximum deflection of 1/240 of the span with no evidence of failure. 4. Seismic Performance: Comply with ASCE 7, Section 9, "Earthquake Loads." E. Wind Uplift Resistance: Comply with UL 580 for wind-uplift class UL-60. F. Florida State Building Code Compliance: Comply with requirements of Florida State Building Code. �v�v�v...floirii 1bugii11 „iiin.q..::.air /tirJt.!....... pf.t......:mirgll..:2m.f� G. Thermal Movements: Allow for thermal movements from variations in both ambient and internal temperatures. Accommodate movement of support structure caused by thermal expansion and contraction. Allow for deflection and design for thermal stresses caused by temperature differences from one side of the panel to the other. H. Self-Adhering, High-Temperature Underlayment: Cold-applied sheet WIP 300 HT underlayment 40 mils thick, consisting of slip-resistant, high tensile-strength rubberized asphalt underlayment, with release-paper backing. Provide primer when recommended by underlayment manufacturer for substrate. 2.3 METAL ROOF PANELS A. Mechanically-seamed, Concealed Fastener, Metal Roof Panels: Structural metal roof panel consisting of formed metal sheet with vertical ribs at panel edges, installed by lapping and City of Ukiah — Electric Utility- FOC Metal Roof Panel System 1350 Hastings Avenue, Ukiah Section 07450 - 5 of 9 Pages Page 565 of 4165 mechanically interlocking edges of adjacent panels, and attaching panels to supports using concealed clips and fasteners in a weathertight installation. 9 .......:.................................................... Basis o Design: o eam www.m.a�i com o ,.meam. tm 1. Second paragraph below describes Galvalume Plus with clear acrylic coating for use as exposed metallic finish. 2. Aluminum-Zinc Alloy-Coated Steel Sheet: ASTM A 792/A 792M, structural quality, Grade 340, Coating Class AZM150, pre-painted by the coil-coating process per ASTM A 755/A 755M. a. Nominal Coated Thickness: 22 gage. b. Panel Surface: Smooth with striations in pan. C. Exterior Finish: Fluoropolymer two-coat system selected by Architect from manufacturer's standard colors. 3. Panel Width: 16 inches (406 mm). 4. Panel Seam Height: 1.75 inch (44.4 mm). 5. Joint Type: Snap joint-seamed. 2.4 METAL ROOF PANEL ACCESSORIES A. General: Provide complete metal roof panel assembly incorporating trim, copings, fasciae, gutters and downspouts, and miscellaneous flashings, in manufacturer's standard profiles. Provide required fasteners, closure strips, thermal spacers, splice plates, support plates, and sealants as indicated in manufacturer's written instructions. B. Flashing and Trim: Match material, thickness, and finish of metal panel face sheet. C. Panel Clips: ASTM C 645, with ASTM A 653/A 653M, G90 (Z180) hot-dip galvanized zinc coating, configured for concealment in panel joints, and identical to clips utilized in tests demonstrating compliance with performance requirements. D. Panel Fasteners: Self-tapping screws and other acceptable corrosion-resistant fasteners recommended by roof panel manufacturer. Where exposed fasteners cannot be avoided, supply fasteners with EPDM or neoprene gaskets, with heads matching color of metal panels by means of factory-applied coating. E. Joint Sealers: Manufacturer's standard or recommended liquid and preformed sealers and tapes, and as follows: 1. Factory-Applied Seam Sealant: Manufacturer's standard hot-melt type. 2. Tape Sealers: Manufacturer's standard non-curing butyl tape, AAMA 809.2. 3. Concealed Joint Sealant: Non-curing butyl, AAMA 809.2. F. Roof Accessories: Approved by metal roof panel manufacturer. "Roof Accessories" for requirements for curbs, equipment supports, roof hatches, heat and smoke vents, ventilators, and preformed flashing sleeves. 2.5 FABRICATION A. General: Provide factory fabricated and finished metal panels and accessories meeting performance requirements, indicated profiles, and structural requirements. City of Ukiah — Electric Utility- FOC Metal Roof Panel System 1350 Hastings Avenue, Ukiah Section 07450 -6 of 9 Pages Page 566 of 4165 B. Fabricate metal panel joints configured to accept factory-applied sealant providing weathertight seal and preventing metal-to-metal contact and minimizing noise resulting from thermal movement. C. Form panels in continuous lengths for full length of detailed runs, except where otherwise indicated on approved shop drawings. D. Sheet Metal Flashing and Trim: Fabricate flashing and trim to comply with manufacturer's written instructions, approved shop drawings, and project drawings. Form from materials matching metal panel substrate and finish. 2.6 FINISHES A. Finishes, General: Prepare, pretreat, and apply coating to exposed metal surfaces to comply with coating and resin manufacturers'written instructions. B. Modified Silicone-Polyester Two-Coat System: 0.20—0.25 mil primer with 0.7—0.8 mil color coat, meeting solar reflectance index requirements. 1. Basis of Design: MBCI, Signature 200. A. Fluoropolymer Two-Coat System: 0.2 — 0.3 mil primer with 0.7 - 0.8 mil 70 percent PVDF fluoropolymer color coat, AAMA 621, meeting solar reflectance index requirements. 1. Basis of Design: MBCI, Signature 300. B. Fluoropolymer Two-Coat Metallic System: 0.2 — 0.3 mil primer with 0.7 - 0.8 mil 70 percent PVDF metallic fluoropolymer color coat, AAMA 621, meeting solar reflectance index requirements. 1. Basis of Design: MBCI, Signature 300 Metallic. C. Interior Finish: 0.5 mil total dry film thickness consisting of primer coat and wash coat of manufacturer's standard light-colored acrylic or polyester backer finish. PART 3 - EXECUTION 3.1 EXAMINATION A. Examine metal panel system substrate and supports with Installer present. Inspect for erection tolerances and other conditions that would adversely affect installation of metal panel installation. 1. Inspect metal panel support substrate to determine if support components are installed as indicated on approved shop drawings. Confirm presence of acceptable supports at recommended spacing to match installation requirements of metal panels. 2. Panel Support Tolerances: Confirm that panel supports are within tolerances acceptable to metal panel system manufacturer but not greater than the following: a. 1/4 inch (6 mm) in 20 foot (6.1 m) in any direction. b. 3/8 inch (9 mm) over any single roof plane. B. Correct out-of-tolerance work and other deficient conditions prior to proceeding with insulated metal roof panel system installation. City of Ukiah — Electric Utility- FOC Metal Roof Panel System 1350 Hastings Avenue, Ukiah Section 07450 - 7 of 9 Pages Page 567 of 4165 3.2 PREPARATION A. Miscellaneous Supports: Install subframing, girts, furring, and other miscellaneous panel support members according to ASTM C 754 and manufacturer's written instructions. B. Self-Adhering Sheet Underlayment: Apply in accordance with underlayment manufacturer's written instructions; apply primer if required. Apply at locations indicated below. Roll laps with roller. 1. Apply over the entire roof surface. 2. Apply on area of roof not covered by self-adhering sheet underlayment. Lap over edges of self-adhering sheet underlayment not less than 6 inches (150 mm). C. Flashings: Provide flashings as required to complete metal roof panel system. Install in accordance with Section 07600 "Flashing and Sheet Metal" and approved shop drawings. 3.3 METAL PANEL INSTALLATION A. Snap-Joint-Seamed, Standing Seam Metal Roof Panels: Install weathertight metal panel system in accordance with manufacturer's written instructions, approved shop drawings, and project drawings. Install metal roof panels in orientation, sizes, and locations indicated, free of waves, warps, buckles, fastening stresses, and distortions. Anchor panels and other components securely in place. Provide for thermal and structural movement. B. Attach panels to supports using clips, screws, fasteners, and sealants recommended by manufacturer and indicated on approved shop drawings. 1. Fasten metal panels to supports with concealed clips at each location indicated on approved shop drawings, with spacing and fasteners recommended by manufacturer. 2. Snap Joint: Nest standing seams and fasten together by interlocking and completely engaging factory-applied sealant. 3. Provide weatherproof jacks for pipe and conduit penetrating metal panels of types recommended by manufacturer. 4. Dissimilar Materials: Where elements of metal panel system will come into contact with dissimilar materials, treat faces and edges in contact with dissimilar materials as recommended by manufacturer. 3.4 ACCESSORY INSTALLATION A. General: Install metal panel trim, flashing, and accessories using recommended fasteners and joint sealers, with positive anchorage to building, and with weather tight mounting. Provide for thermal expansion. Coordinate installation with flashings and other components. 1. Install components required for a complete metal panel assembly, including trim, copings, flashings, sealants, closure strips, and similar items. 2. Comply with details of assemblies utilized to establish compliance with performance requirements and manufacturer's written installation instructions. 3. Provide concealed fasteners except where noted on approved shop drawings. 4. Set units true to line and level as indicated. Install work with laps, joints, and seams that will be permanently weather resistant. B. Joint Sealers: Install joint sealers where indicated and where required for weathertight performance of metal panel assemblies, in accordance with manufacturer's written instructions. City of Ukiah — Electric Utility- FOC Metal Roof Panel System 1350 Hastings Avenue, Ukiah Section 07450 - 8 of 9 Pages Page 568 of 4165 1. Prepare joints and apply sealants per requirements of Division 07 Section "Joint Sealants." 3.5 FIELD QUALITY CONTROL A. Testing Agency: City will engage an independent testing and inspecting agency acceptable to Architect to perform field tests and inspections and to prepare test reports. 3.6 CLEANING AND PROTECTION A. Remove temporary protective films immediately in accordance with metal roof panel manufacturer's instructions. Clean finished surfaces as recommended by metal roof panel manufacturer. B. Replace damaged panels and accessories that cannot be repaired to the satisfaction of the Architect. END OF SECTION City of Ukiah — Electric Utility- FOC Metal Roof Panel System 1350 Hastings Avenue, Ukiah Section 07450 - 9 of 9 Pages Page 569 of 4165 DIVISION 7 - THERMAL & MOISTURE CONTROL SECTION 07600 - FLASHING & SHEET METAL 1. GENERAL CONDITIONS The foregoing General Conditions, Supplementary General Conditions and Instructions to Bidders, insofar as they apply, shall be a part of this Specification. 2. SCOPE Furnish all labor, materials, equipment, tools and accessories required to provide flashing and sheet metal and accessories for all roof replacement and repair work shown on the Drawings. 3. APPLICABLE STANDARDS Flashings and sheet metal work shall be fabricated and installed in accordance with the "Architectural Sheet Metal Manual" of the Sheet Metal and Air Conditioning Contractors National Association, Inc. (SMACNA), Fourth edition, 1987. 4. SHOP DRAWINGS Submit fully detailed shop drawings of all sheet metalwork to the Architect for review. See General Conditions and Supplementary General Conditions, Article C for submittal requirements. 5. SHEET METAL Sheet metal work shall be galvanized steel sheet, meeting requirements of ASTM A525, with minimum zinc coating of 1.25 oz./square foot and 0.2% copper bearing. Weights of sheet metal (gauges) are indicated on the Drawings. Where sheet metal gauges are not indicated, use 24-gauge. Galvanized sheet metal shall be mill phosphatized to receive paint finish. 6. SHEET LEAD Standard 0.062" thick lead sheet weighing 4 pounds per square foot, arsenical-antimonial and pig lead alloy conforming to ASTM B29-79 (1984). Use sheet lead for flashing of vent pipes and other penetrations of the roof. 7. SOLDER Grade "A" conforming to ASTM B32-87, composed of 50% pig lead and 50% block tin, warranted pure. Flux shall be an approved brand of soldering flux or muriatic acid killed with zinc. 8. FASTENERS &ACCESSORIES Provide all anchors and fasteners, stiffeners, straps, sealants and accessories required for a complete and finished installation. Fasteners and accessories shall be non-ferrous. 9. REGLETS &COUNTER-FLASHINGS Reglets and counter-flashings shall be galvanized steel as indicated on the Drawings. Reglets and counter-flashings shall be as manufactured by Fry Reglet Corporation, Alhambra, California, or approved equal, and shall be Fry "Springlok" Flashing System Type as indicated on the Drawings. Counter- flashings shall be 26-gauge galvanized steel. Counter-flashings shall be shop or factory-formed so that the counter-flashings shall lock rigidly into reglets. CITY OF UKIAH-ELECTRIC UTILITY FOC-SITE WORK,RE-ROOF,AND SOLAR FLASHING&SHEET METAL 1360 HASTINGS AVENUE.,UKIAH SECTION 07600-PAGE 1 of 2 Page 570 of 4165 END OF SECTION CITY OF UKIAH-ELECTRIC UTILITY FOC-SITE WORK,RE-ROOF,AND SOLAR FLASHING&SHEET METAL 1360 HASTINGS AVENUE.,UKIAH SECTION 07600-PAGE 2 of 2 Page 571 of 4165 DIVISION 7 - THERMAL & MOISTURE CONTROL SECTION 07900 - CAULKING & SEALANTS 1. GENERAL CONDITIONS The foregoing General Conditions, Supplementary General Conditions and Instructions to Bidders, insofar as they apply, shall be a part of this Specification. 2. SCOPE Furnish all labor, materials, equipment, tools and accessories required to provide caulking and sealant for all work shown on the Drawings. 3. WORK INCLUDED Provide caulking and sealing of joints as required to seal the perimeters of all openings in walls and as required to weatherproof the buildings. Provide interior building sealing of joints, penetrations and openings, including acoustical and sanitary sealing, as indicated and required. 4. REFERENCE STANDARDS Sealants and application/ installation of sealants shall meet or exceed the applicable requirements of "Sealants: The Professionals' Guide", a publication of the Sealant and Waterproofers Institute - 1800 Pickwick Ave. - Glenview, IL 60025. System Description: Joints around openings in exterior walls and joints of abutting materials shall be sealed continuously with sealant. Caulk and seal any other joints indicated or required to weatherproof and complete the buildings, both exterior and interior. The full extent of exterior and interior caulking and sealing work is not necessarily completely or individually specified. Caulking and sealing shall be provided wherever required to prevent light leakage and noise penetration as well as moisture intrusion. 5. INTERFACE &COORDINATION Coordinate the Work of this Section with the Work in other Sections specifying materials, systems and assemblies requiring caulking and sealing. 6. MATERIALS Sealants: Sealants shall be specially designed for adhesion to the surfaces to which they will be applied and shall be non-staining, non-shrinking and non-sagging, meeting the following requirements: Exterior Sealant: Sealant for exterior locations shall be polyurethane elastomeric sealant which cures at normal temperature to a flexible firm rubber, tack free, in gun grade consistency, such as Vulkem #116 Polyurethane Sealant; Sika #IA Polyurethane Sealant; or approved equal. Sealant shall meet or exceed the minimum requirements of Fed. Spec. TT-S-227 or TT-S-230. Oil-and-resin based compounds and so-called architectural grade compounds will not be accepted. Interior Sealant: Sealant for general sealing of interior locations shall be a single-component, gun-grade, paintable, water-base acrylic-latex, "Chem-Calk 600" as manufactured by Woodmont Products, Inc., or approved equal. Acoustical Sealant: Permanently plastic, non-skinning, paintable, synthetic polymer base, V579.64 Acoustical Sealant" as manufactured by Presstite Products; "USG Acoustical Sealant"; or approved equal. City of Ukiah—Electric Utility-FOC CAULKING&SEALANTS 1360 Hastings Avenue,Ukiah SECTION 07900-1 of 2 PAGE Page 572 of 4165 6. MATERIALS (continued) Sanitary Sealant: Single-component, primer less, flexible, mildew-resistant, silicone rubber meeting requirements of Fed. Spec. TT-S-001543: "Dow Corning Silicone Rubber Bathtub Caulk"; GE's "Sanitary Sealant"; or approved equal. Primer: Primer, when required, shall be a quick-drying, colorless, non-staining sealer of type and consistency as recommended by the manufacturer of the sealant for the particular type of surfaces to be sealed. Packing: Sealant backup or packing (backer rod) shall be a non-absorbent pre-molded or pre-formed non-staining resilient material, such as polyethylene foam rod or neoprene, butyl, polyurethane or other closed cell foams or extruded rod, compatible with the sealant used. Material shall act as a bond breaker and shall be circular in cross section. 7. APPLICATION & INSTALLATION Cleaning and surface preparation of joints, application of primers, installation of packing and installation of sealant material shall be in accordance with the sealant manufacturers' installation instructions and recommendations. Thickness of sealant shall be one-half the joint width with a minimum thickness of/". Sealant shall bond the two opposing surfaces of the joint. Finished sealed surfaces shall be uniformly smooth and free from wrinkles. Clean surfaces adjacent to caulked and sealed joints of any smears of compound or other soiling due to sealing applications, as the Work progresses. END OF SECTION City of Ukiah—Electric Utility-FOC CAULKING&SEALANTS 1360 Hastings Avenue,Ukiah SECTION 07900-2 of 2 PAGE Page 573 of 4165 2096 VJ'HVHIMII'133b1S 4VID IT Q a31NDDIAb3s JIb1J373-HVIAIl�oA 11 U Q JI210M 31ISv� z 8656 VJ'HVIAn 'ouI 100IT S"I 11 a�v s'JNI1sVH osel alas 30Vd 311I L - a ry b - Cn Ar z rz'af �� ! "�i ✓'i awl' s7, 40 E q F a o-" by Wv'n F � s ,t 75 W r° I" Lu ..",m"(, "lk ri�w6(wC 51 '„i§ ' J: ,�.,'1��, .LLo °� .ate_ _ 3�r m .. � e V ❑ �V �ii w 52, oazzd - zGo ?Go z5� zQ- W ° w� _ s a - a 5� aka In �a tea° vw O wIO— � - - m_ ° ° - O a r F, F� 1r ar ¢ - Q k Z Q � xs c" R Y - -- - - '�N - ✓ ° W �° Lu E Is 1. �� z G� W LL ll LLLU oaa ..a�z�° Goo LLJtl'. 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MEETING DATE/TIME: 8/5/2020 ITEM NO: 2020-478 U6ptll mi d0 lJ aqy j-� � City oj, AGENDA SUMMARY REPORT ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, SUBJECT: Consideration and Possible Approval of Final Environmental Impact Report for Closure and Post- Closure Maintenance Plan for City of Ukiah Landfill, and Approval of the Closure and Post-Closure Maintenance Plan. DEPARTMENT: Public PREPARED BY: David Rapport, City Attorney Works PRESENTER: David Rapport, City Attorney and Steve Brown, SMB Environmental. ATTACHMENTS: 1. City of Ukiah Landfill - Final Closure & Post Closure Maintenance Plan (April 2019) 2. Ukiah Landfill Closure Project- Complete Public Draft EIR - With Appendicies 3. Complete Final EIR- 4.22.20 (1) 4. 11a EIR Objection 5. Memo Recommending Continuance 6. 2020-07-17 Ukiah Landfill Response Memo 7. Attachments to ESA Memo 8. Ukiah Landfill Closure Project- Findings of Fact 9. Resolution Adopting Findings EIR & MMRP 10. Pioneer Law Group Opinion Letter 7.30.20 Summary: The City Council will conduct a noticed quasi-legislative public hearing to review a proposed Environmental Impact Report ("EIR") for a project at the City of Ukiah's solid waste landfill called a Closure and Post-Closure Maintenance Plan ("the Plan"). The Plan calls for the use of an artificial cover to prevent water intrusion into the formerly active portion of the landfill, among other measures in compliance with state regulatory requirements for the closure of solid waste landfill disposal sites. The City Council is being asked to conduct the hearing and to certify the EIR as adequate and complete in compliance with the California Environmental Quality Act ("CEQA") and to approve the Plan. Background: The City has not used the Ukiah landfill solid waste disposal site since it began using the Taylor Drive solid waste transfer station in 2001. The 40-acre active landfill site is located within the 283.5 acre parcel located at 3100 Vichy Springs Road and also known as Mendocino County Assessor's Parcel No. 178-130-01. State regulations require a closed landfill to be covered to prevent water intrusion and to have installed a methane gas collection system to prevent the release of methane, a greenhouse gas, produced by decomposing solid waste. These improvements and post-closure maintenance requirements are contained in the proposed Closure and Post-Closure Maintenance Plan (the "Plan," attached as Attachment 1), which must be approved by CalRecycle and the North Coast Regional Water Quality Control Board ("Regional Board"). The standard cover uses a four-foot deep compacted clay layer overlaid with two feet of soil and grass seeding ("Standard Cover"). Alternatives are permitted if they perform as well as or better than the Standard Cover. The City has proposed, and both CalRecycle and the Regional Board have found that, the use of an Page 1 of 6 Page 609 of 4165 alternative cover for the Ukiah Landfill, consisting of a synthetic tufted geotextile called the ClosureTurf® Final Cover System, manufactured by Watershed Geosynthetics ("ClosureTurf'), satisfies regulatory requirements. ClosureTurf consists of a structured membrane with studs to prevent slippage (referred to as Super Gripnet or SGN), an engineered turf to resemble grass, and sand infill to protect the engineered turf and underlying components. From top to bottom, the system consists of the following components: • Minimum 5/8-inch-thick sand infill layer. • Specialized tufted geotextile (Engineered Turf) • 50 mil linear low-density polyethylene (LLDPE) geomembrane liner (Super Gripnet®with Spike Down) • Minimum 2-foot-thick soil foundation layer The City, acting as the Lead Agency under CEQA, arranged for the completion of a draft Environmental Impact Report ("DEIR") for this project (attached as Attachment 2) and closed the 45-day public comment period on January 9, 2020. As required by CEQA, responses to comments on the DEIR received during the 45day public comment period have been prepared and are contained in a proposed Final EIR ("FEIR," attached as Attachment 3). Collectively the DEIR (Attachment 2) and FEIR (Attachment 3) are referred to as the EIR. During the 45-day DEIR public review period the City received a total of four (4) comment letters on the DEIR. The comment letters consist of a letter from CalRecycle (labelled in the FEIR letter"A"), a letter from the North Coast Regional Water Quality Control Board (labelled letter"B"), and two letters from Vichy Springs Resort (labelled letters "C" and "D"). The responses to the comment letters are contained in Chapter 3 of the FEIR (pages 3-1 to 3-17). The revisions to the DEIR made in response to the comments are contained in Chapter 4 (pages 4-1 to 4-14). A table found on page 2-1 in Chapter 2 of the FEIR contains the letter designation for each comment letter. Each comment in each letter is assigned a number (e.g., B-1 in the Regional Board letter (B) is the first comment to which the FEIR responds). A notice of hearing on the EIR for the August 5, 2020, City Council meeting was published in the Ukiah Daily Journal on July 14, 2020, and notice of the hearing was also emailed to all parties who submitted comments on the DEIR to comply with the 10 day notice publication requirement in the City's locally adopted CEQA Guidelines and with the requirement in the State's CEQA Guidelines to give notice to those who submitted timely comments on the DEIR. This hearing was originally noticed for May 20, 2020. On May 15, 2020, lawyers for Vichy Springs Resort, Russian River Keepers and the Mateel Environmental Justice Foundation submitted a 41 page document, not counting attached exhibits, entitled: CEQA Non-Compliance For City of Ukiah's Environmental Impact Report ("FEIR") for Landfill Closure Plan ("EIR Objections"). (A copy of the EIR Objections is attached as Attachment 4.) Neither Russian River Keepers nor Mateel Environmental Justice Foundation submitted comments on the DEIR during the public comment period. In addition to reprising objections by Vichy Springs to the DEIR and criticizing the response to comments in the FEIR, the EIR Objections claim for the first time that the use of ClosureTurf poses risks in a wildfire, including the potential release of toxic chemicals, and also adverse water quality impacts that they assert should have been addressed in the DEIR. Because of the voluminous nature of the materials submitted in the EIR Objections, the City Attorney recommended delaying the hearing scheduled for May 20 which is now rescheduled for August 5. (See May Page 2 of 6 Page 610 of 4165 19, 2020 memorandum from the City Attorney to the City Council, attached as Attachment 5.) In preparation for the August 5 hearing, the City Attorney arranged for an independent environmental consulting firm not involved in the preparation of the DEIR or the FEIR to review and respond to all the issues raised in the EIR Objections. The consultant, Environmental Science Associates (ESA), was instructed to carefully consider the EIR Objections and the additional materials submitted. ESA has no pride of authorship or reason to defend the DEIR or FEIR. Its sole role was to exercise its professional judgment in evaluating the claimed CEQA violations and the additional materials submitted with the CEQA Objections to determine whether they provide evidence of the claimed additional adverse impacts of ClosureTurf or demonstrate that the EIR findings are not supported by substantial evidence and the requirements of CEQA. The results of that evaluation are set forth in a Memorandum in Response to Comments on the Environmental Impact Report for the City of Ukiah Landfill Closure Plan ("ESA Memo") prepared by Luke Evans, Senior Managing Associate, attached as Attachment 6. Exhibits to the ESA Memo, containing additional evidence considered by Mr. Evans, is contained in the attached Attachment 7. Discussion: The purpose of the hearing is for the City Council to determine whether to certify the Landfill Closure Plan EIR as adequate and complete and if so, whether to approve the Plan. At the hearing, the City Council should consider a presentation by SMB Environmental addressing the EIR and its analysis of the environmental impacts of the Plan. City staff will provide information and answer City Council questions about the Closure and Post-Closure Maintenance Plan, including how the Plan satisfies regulatory requirements. Before making any decisions, the Council should also consider written comments from members of the public received prior to or during the hearing, testimony or arguments from members of the public during the hearing and the analysis and advice of staff and consultants. The EIR finds that there are no significant adverse environmental impacts from the Plan that cannot be avoided or substantially reduced to a less than significant impact. It finds that ClosureTurf artificial cover with artificial grass turf has no significant adverse environmental impacts, including to aesthetics or viewsheds, and is superior to a Standard Cover both based on its environmental impacts as compared to the impacts of the Standard Cover and in achieving the project's objectives. It is also substantially less costly than use of the Standard Cover. The comments from Vichy Springs dispute these findings. The response to those comments are set forth in Chapter 3 of the FEIR at pages 3-5 to 3-14 and 3-14 to 3-17. The FEIR revises the DEIR to make relatively minor changes shown in redline/strikeout format at pages 4-1 to 4-33 in response to the comments received during the public comment period and in a separate section 4.2.2 at pages 4-24 to 4-30, to compare the use of ClosureTurf with the natural clay cover. Among the response to comments, the FEIR compared the Standard Cover to the ClosureTurf cover in terms of performance, installation, maintenance and cost. Given that use of ClosureTurf is the primary source of Vichy Springs' opposition to the EIR, that comparison is summarized as follows. Based on Joint Technical Documents ("JTDs") prepared by EBA Engineers on behalf of the City and submitted to CalRecycle and the Regional Board in 2008, 2013 and 2015, the EIR compared using ClosureTurf rather than the Standard Cover in terms of performance, installation, maintenance and cost. It found as follows: 1. Performance • ClosureTurf exhibits substantially lower water infiltration rates as compared to clay and offers more Page 3 of 6 Page 611 of 4165 efficient removal of moisture, thereby reducing the amount of potential water infiltration into decomposing landfill material, which is the primary purpose of a final landfill cover. • The engineered turf component eliminates the potential for soil creep and veneer failures resulting from saturation of the vegetative soil cover that is a required component of the clay cover. This potential for soil creep and veneer failure is exacerbated by the very steep 2:1 slope that exists at the Ukiah Landfill. • The drainage aspects of the ClosureTurf are designed to allow rainfall to penetrate rapidly through the sand infill layer and into the structured drain liner below which water drains rapidly for subsequent conveyance of the water off of the liner system. The sand infill has been demonstrated to handle over six inches per hour of rainfall intensity without erosion when applied on 3:1 vertical slopes. The Ukiah landfill has a 2:1 slope. Such rainfall energy conditions on a traditional vegetative soil cover would likely result in significant damage from erosion. • The drainage aspects of the ClosureTurf promote very "clean" and low turbidity stormwater run-off, which represents a beneficial feature since the collected run-off is subsequently discharged to the ephemeral creek that borders the northern boundary of the landfill. Achieving comparable stormwater run-off quality from a traditional vegetative soil cover would be difficult. • ClosureTurf is designed to provide weathering resistance and geomembrane protection when exposed to extreme heat and ultra-violet exposure. Based on results of independent, real-world weathering tests and data from existing projects, ClosureTurf®can provide decades of reliable performance beyond the standard 30-year post-closure maintenance period. 2. Installation • EBA concluded that installation of ClosureTurf deployment is very straightforward both from a placement and seaming standpoint. Furthermore, heavy equipment requirements for ClosureTurf deployment are limited primarily to a rubber-tire forklift or equivalent. Conversely, clay cover construction is very labor intensive with substantial reliance on heavy equipment (i.e., scrapers, dozers, compactors, etc.) • Less construction quality assurance (CQA) is required for ClosureTurf due to the consistency of the materials and manufacturing process. CQA testing for a clay cover, in turn, is more extensive and occurs at a higher frequency to verify the consistency of borrow source materials and the contractor's ability to achieve moisture content, compaction, and hydraulic conductivity during construction. • Installation of a sealed, double-ring infiltrometer is required to test the field permeability of a clay cover, which is costly and time consuming. Such testing is not required for ClosureTurf. • In comparison to other geosynthetic liner systems, ClosureTurf is slightly more labor intensive due to the placement of the sand infill layer. However, this increased labor is more than offset by the elimination of the vegetative soil layer used for the Standard Cover. Similar to the construction of the Standard Cover, construction of a vegetative soil layer over a geosynthetic liner is also labor intensive with substantial reliance on heavy equipment. In addition, the methane gas relief layer material and labor requirements required for the installation of the methane gas collection system are significantly greater using the Standard Cover as compared to the use of ClosureTurf. Thus, the ClosureTurf final cover system installation represents the least intensive approach from an installation standpoint. Page 4 of 6 Page 612 of 4165 3. Maintenance According to the EBA JTD Addendum No. 2 ClosureTurf offers a significant maintenance advantage over the Standard Cover and any other traditional geosynthetic cover systems that require a vegetative soil cover. In essence, vegetative soil covers often require regular maintenance related to the repair of erosion, installation of erosion control measures (i.e., silt fences, hay bales, wattles, etc.), slope repairs, and revegetation. Erosion from the vegetative soil cover also causes siltation of drainage ditches and culverts that require subsequent repair. Such provisions are not required with the ClosureTurf product, thereby providing a significant cost savings over the course of the post-closure maintenance period. 4. Cost As required by state regulations EBA prepared an economic analysis as part of its JTD that compared the closure construction costs for ClosureTurf versus a clay based final cover system. The comparison revealed that the construction cost for ClosureTurf was approximately $420,000 less than the Standard Cover prescribed by state regulations. In addition, the 30-year post-closure maintenance costs associated with ClosureTurf were estimated to be approximately $277,000 less than any final cover system that requires an erosion-resistant layer comprised of a vegetative soil cover. Thus, the overall cost savings resulting from replacing the previously proposed GCL final cover system with ClosureTurf is approximately $697,000. As to the new concerns expressed in the EIR Objections concerning the performance of ClosureTurf in a wildfire and its impact on water quality, the ESA Memo found that ClosureTurf is actually more fire resistant than natural grass and would create a fire break that reduces the impact of wildfire in the area as compared to natural grass. It also found that the materials asserting adverse water quality impacts from artificial turf submitted with the EIR Objections do not apply to ClosureTurf and there is no substantial evidence that ClosureTurf could have adverse water quality impacts. (See discussion of CloverTurf performance in a wildfire and its alleged adverse water quality impacts in the ESA Memo, Attachment 6, at I & II, pages ("pp") 2-5.) In fact, the water quality impacts of ClosureTurf are superior to the water quality impacts of a clay based finalcover. A resolution in Attachment 9 adopts the Findings of Fact, attached to this ASR as Attachment 8, which contains the findings of fact that support certification of the EIR in accordance with CEQA requirements. The ESA Memo (Attachment 6) concluded that the EIR Objections do not contain substantial evidence of additional environmental impacts from ClosureTurf not considered by the EIR or demonstrate that the ElR's factual determinations are not supported by substantial evidence or a proper analysis of the claimed adverse environmental impacts as required by CEQA. The ESA Memo finds that contrary to the claims in the EIR Objections, the EIR did not fail to analyze a reasonable range of project alternatives (Attachment 6, III, pp. 5- 7), did provide an accurate and complete project description (Attachment 6, IV, pp. 7-8), did provide an accurate description of baseline conditions (Attachment 6, V, pp. 5-12), recirculation of the DER is not warranted based on the purported new information on ClosureTurf's performance in a wildfire or its alleged adverse water quality impacts or claimed noise impacts (Attachment 6, VI, pp. 12-13), the EIR did not fail to identify or consider feasible mitigation measures to reduce adverse environmental impacts of the project (Attachment 6, VI I, pp. 13-14), substantial evidence in the record does support the environmental impact findings presented in the FEIR (Attachment 6, VIII, pp. 14-16), and recirculation of the DER is not warranted due to alleged discrepancies described in the EIR Objections. (Attachment 6, IX, pp. 16-17.) Andrea Matarazzo of the Pioneer Law Group, who specializes in environmental law with an emphasis on CEQA, was retained by the City to review and advise the City Council on the legal arguments contained in the EIR Objections. A letter expressing her opinion is attached as Attachment 10. She concludes: Page 5 of 6 Page 613 of 4165 ESA's detailed evaluation of the attorneys' comments and the evidence in the City's record as a whole demonstrate that the attorneys' comments identify no fundamental defect or inadequacy in the EIR and present no substantial evidence of a new or substantially more severe environmental impact of the project that would require revision and recirculation of the EIR. (CEQA Guidelines, § 15088, 15088.5.) In addition to Steve Brown of SMB Environmental and Luke Evans from ESA, City consultants at the hearing will include Andrea Matarazzo. Recommended Action: Take two actions in the following order: (1) adopt the Resolution attached as Attachment 9, adopting the Statement of Facts (Attachment 8), which makes findings of fact and certifies as complete the final EIR for the Closure and Post-Closure Maintenance Plan; and (2) approve the Closure and Post-Closure Maintenance Plan.(Attachment 1). BUDGET AMENDMENT REQUIRED: N/A CURRENT BUDGET AMOUNT: N/A PROPOSED BUDGET AMOUNT: N/A FINANCING SOURCE: Landfill Fund PREVIOUS CONTRACT/PURCHASE ORDER NO.: N/A COORDINATED WITH: Tim Ericksen, Public Works Director, Jarod Thiele, Andrea Matarazzo pd . o Page 6 of 6 Page 614 of 4165 ATTACHMENT l TABLE OF CONTENTS 1 INTRODUCTION ............................................................................................... 1-1 1.1 Landfill History and Development ........................................................... 1-1 1.2 Purpose of Plan ...................................................................................... 1-2 2 FINAL CLOSURE PLAN................................................................................... 2-1 2.1 Site Maps................................................................................................2-1 2.1.1 Location Maps, 27CCR, §21790(b)(2) ............................................ 2-1 2.1.2 Topographic Maps, 27CCR, §21769(c)(2)(D)..................................2-2 2.1.3 Current Monitoring and Control Systems Maps, 27CCR, §21790(b)(4) ..................................................................... 2-2 2.2 Proposed Postclosure Land Uses, 27CCR, §21769(c)(2)(H) and 21790(b)(5) ...................................................2-2 2.3 Estimate of the Maximum Extent Requiring Closure 27CCR, §21790(b)(6)...................................................2-2 2.4 Closure Date, 27CCR, §21790(b)(7) .........................................................2-3 2.5 Site Security and Structure Removal, 27CCR, §21790(b)(8)(A) ................2-3 2.5.1 Site Security.................................................................................2-3 2.5.2 Structure Removal ....................................................................... 2-4 2.6 Final Cover and Grading.........................................................................2-4 2.6.1 Final Cover Requirements, 27CCR, §21090(a) and§21800(b)(8)(8) ....................................................................... 2-4 2.6.2 Grading Requirements, 27CCR, §21090(b) and§21800(b)(8)(8)..... 2-7 2.6.3 Final Cover Surveys, 27CCR, §21090(e) ....................................... 2-8 2.7 Construction Quality Assurance (CQA), 27CCR, 21790(b)(8)(C) ..............2-8 2.7.1 CQA Plan ....................................................................................2-8 2.7.2 Closure Construction Documentation........................................... 2-9 2.7.3 Documentation Archive Storage................................................. 2-10 2.8 Drainage and Erosion Control, 27CCR, 21790(b)(8)(D) .......................... 2-10 2.8.1 Drainage System........................................................................ 2-10 2.8.2 Erosion Control .......................................................................... 2-11 2.9 Gas Monitoring and Control Systems, 27CCR, 21790(b)(8)(E) ............... 2-12 2.9.1 Gas Monitoring System.............................................................. 2-12 2.9.2 Gas Control Systems ................................................................. 2-12 2.10 Leachate Monitoring and Control Systems, 27CCR, 21790(b)(8)(F) ....... 2-13 2.11 Groundwater Monitoring System .......................................................... 2-14 2.12 Surface Water Monitoring System ........................................................ 2-15 2.13 Closure of Surface Impoundment ......................................................... 2-15 2.14 Sequence of Closure Stages, 27CCR, §21800(c)................................... 2-16 3 FINAL POSTCLOSURE MAINTENANCE PLAN.............................................. 3-1 3.1 Emergency Response Plan, 27CCR, §21830(b)(1)................................... 3-1 Final CPMP- Table of Contents 1 Page 616 of 4165 TABLE OF CONTENTS 3 FINAL POSTCLOSURE MAINTENANCE PLAN (Continued) 3.2 Responsible Parties and Resources, 27CCR, §21830(b)(2) ..................... 3-1 3.2.1 Responsible Parties ..................................................................... 3-1 3.2.2 Resources.................................................................................... 3-2 3.3 Postclosure Land Uses, 27CCR, §21830(b)(3) ......................................... 3-3 3.4 As-Builts for Monitoring and Control Systems, 27CCR, §21830(b)(4) ....... 3-3 3.5 Inspection/Maintenance and Monitoring Programs, 27CCR, §21830(b)(5) ................................................................................ 3-4 3.5.1 Inspection/Maintenance Program................................................. 3-4 3.5.2 Monitoring Program...................................................................... 3-8 3.6 Operations and Maintenance Plan for Gas Control System, 27CCR, §21830(b)(6) .............................................................................. 3-10 3.7 Reporting, 27CCR, §21830(b)(7)............................................................. 3-11 4 CLOSURE AND POSTCLOSURE MAINTENANCE COSTESTIMATES...........................................................................................4-1 5 FUND DISBERSEMENT SCHEDULE .............................................................. 5-1 6 REFERENCES..................................................................................................6-1 LIST OF FIGURES (APPENDIX A) Figure 1 Site Location Map Figure 2 Site Plan Figure 3 Existing Site Features Figure 4 Gas Monitoring/Control Systems Figure 5 Leachate Monitoring/Control Systems Figure 6 Groundwater Monitoring System Figure 7 Surface Water Monitoring System LIST OF TABLES (APPENDIX B) Table B-1 Perimeter Gas Monitoring Point Construction Information Table B-2 Perimeter Gas Extraction Well Construction Information Table B-3 Leachate Well Construction Information Table B-4 Groundwater Monitoring Well Construction Information Table B-5 Summary of Leachate Monitoring Parameters Table B-6 Summary of Groundwater Monitoring Parameters Table B-7 Summary of Surface Water Monitoring Parameters Final CPMP- Table of Contents 11 Page 617 of 4165 TABLE OF CONTENTS LIST OF APPENDICES Appendix A Figures Appendix B Tables Appendix C Exploratory Boring Logs Appendix D Engineered Alternative Analysis Appendix E Stability Analysis Appendix F Drainage Analysis Appendix G April 2019 Updated Design Plan for Landfill Gas Collection and Control System (EBA, 2019) Appendix H Final Closure Technical Specifications Appendix I Final Closure Construction Quality Assurance Plan Appendix J Final Closure Construction Drawings Appendix K Emergency Response Plan Appendix L Closure and Postclosure Maintenance Cost Estimates Appendix M Fund Disbursement Schedule Final CPMP- Table of Contents 111 Page 618 of 4165 CITY OF UKIAH LANDFILL MENDOCINO COUNTY, CALIFORNIA SECTION 1 INTRODUCTION EBA Engineering (EBA) has prepared this Final Closure and Postclosure Maintenance Plan (Final CPMP), City of Ukiah Landfill, Mendocino County, California (herein after referred to as the "Landfill"), for the City of Ukiah (City) in accordance with Title 27 of the California Code of Regulations, Division 2, Subdivision 1. The Landfill is a Class III disposal site that occupies approximately 40 acres of the 283.5-acre site. This Final CPMP was developed to address closure and postclosure maintenance for the entire landfill. In general, the intent of this Final CPMP is to identify and describe the tasks for closing and maintaining the Landfill in a manner that will protect the public health and safety and the environment. Details of the respective programs are presented herein under Section 2 (Final Closure Plan) and Section 3 (Final Postclosure Maintenance Plan). This plan also serves as the basis for developing a reasonable estimate of maximum expected costs to close the entire landfill and maintain the landfill during the postclosure maintenance period (30 years). The estimated costs for each of the programs are presented in Section 4 (Closure and Postclosure Maintenance Cost Estimates). Finally, Section 5(Disbursement Schedule for Closure) presents a preliminary fund disbursement schedule during implementation the final closure construction activities. As an aid to the reader, references to Title 27 of the California Code of Regulations throughout this report are cited as 27CCR followed by the corresponding section number(s). A copy of this Final CPMP will be maintained at the City's Department of Public Works office (300 Seminary Avenue, Ukiah, California 95482) throughout the closure and postclosure maintenance period. 1.1 LANDFILL HISTORY AND DEVELOPMENT The Landfill, which is owned and operated by the City, is located at 3100 Vichy Springs Road, approximately three miles east of Ukiah in Mendocino County, California. Waste disposal operations at the Landfill began in 1955 at the eastern end of the waste management unit (WMU) footprint and progressed upslope and westward. During the 1970's, the unnamed ephemeral creek was realigned northward to maximize the available fill area, and a soil berm was constructed along the toe of the WMU to separate the waste from the realigned creek channel. The method of operation during the Landfill's development was a fill and cover approach in a canyon/gully terrain. The Landfill operated as a nonhazardous Class III solid waste disposal site servicing Ukiah and the surrounding area. The Landfill ceased operations in September 2001. Final CPMP-Section 1 1-1 Page 619 of 4165 Environmental monitoring at the Landfill was originally regulated under Waste Discharge Requirements (WDR) Order No. 75-43 in conformance with Title 23 of the California Code of Regulations (23CCR). In September 1993, WDR Order No. 75-43 was amended by WDR Order No.93-83 as a mechanism to implement State Water Resources Control Board Resolution No. 93-62 and federal municipal solid waste regulations (i.e., "Subtitle D") per Title 40 of the Code of Federal Regulations (40 CFR), Parts 257 and 258. Concurrent with this amendment was the preparation of a Report of Waste Discharge(RoWD) (EBA, 1993) for the purpose of formally updating the Landfill's WDRs and to address groundwater impacts previously identified at the site. The combination of these two documents was subsequently used by the California Regional Water Quality Control Board, North Coast Region (RWQCB) to issue a new WDR (WDR Order No.94-123) for the site in October 1994. In August 1999, the initial Final CPMP (EBA, 1999) was submitted for the Landfill which resulted in the eventual issuance of interim closure WDRs (WDR Order No. R1- 2002-0061) by the RWQCB in June 2002. WDR Order No. R1-2002-0061 represents the current WDR regulating environmental monitoring at the Landfill. 1.2 PURPOSE OF PLAN The purpose of this Final CPMP is to identify, describe and provide cost estimates for the tasks necessary to close and maintain the Landfill in a manner which will protect the public health and safety and the environment. The Final CPMP for a Class III facility must meet the requirements of 27CCR, Division 2, Subdivision 1, Chapter 4. Accordingly, this Final CPMP provides the various information and describes the tasks that will be employed to comply with the said regulations. The following provides a synopsis of the information included herein as they pertain to the proposed final closure and postclosure maintenance activities: Final Closure • Various site maps showing the site location, physical and topographic features, and current monitoring and control systems. • Proposed postclosure land use and an estimate of the maximum extent requiring closure. • Details regarding site security and structure removal. • Final cover design and grading characteristics, including presentation of an engineered alternative final cover system and supporting documentation (i.e., engineered alternative analysis, Technical Specifications and Construction Drawings). • Final cover survey information. Final CPMP-Section 1 1-2 Page 620 of 4165 • A construction quality assurance (CQA) program for the final cover construction project. • Drainage and erosion control provisions. • Descriptions of the current environmental monitoring and control systems. • Closure provisions for a former leachate surface impoundment. • Sequence of closure stages. • Closure cost estimate and disbursement schedule. Final Postclosure Maintenance • Emergency Response Plan. • Details of responsible parties and resources during the postclosure maintenance period. • Presentation of the inspection and maintenance program that will be employed as part of postclosure maintenance, including the final cover and grading, drainage system, various monitoring and control systems, and site security. • Reporting provisions for the various inspection and monitoring/control systems. • Postclosure maintenance cost estimate. Please note that this Final CPMP supersedes all previous closure/postclosure maintenance documents submitted to date. The original Final CPMP was submitted in August 1999 (EBA, 1999)that proposed a prescriptive standard final cover system (i.e., compacted clay liner[CCL]for the low-hydraulic conductivity layer[LHCL]). In March 2003, an engineered alternative analysis (EBA, 2003) was submitted to the RWQCB for approval that incorporated a geosynthetic clay liner (GCL) to replace the CCL as the LHCL due to the significantly higher cost associated with the CCL final cover system. This alternative was proposed again as part of a Joint Technical Document (JTD) dated January 2008 (EBA, 2008) and subsequent addendum dated June 2013 (EBA, 2013a). In August 2015, a second addendum (Addendum No. 2) to the JTD (EBA, 2015) was submitted for approval that incorporated a new engineered alternative design ("ClosureTurfTM") to replace the previously proposed GCL final cover system. The alternative design was pursued due to the significant cost savings over the associated GCL final cover system scenario, as well as an increase in cover system stability. Whereas the California Department of Resources Recycling and Recovery(CalRecycle)and Mendocino County Health & Human Services Agency (i.e., Local Enforcement Agency [LEA]) conditionally approved the proposed alternative design (separate letters dated October 21 and November 9, 2015, respectively), both agencies requested that the design and Final CPMP-Section 1 1-3 Page 621 of 4165 associated provisions be summarized in a new stand-alone Final CPMP. A new stand- alone Final CPMP (EBA, 2016a)was subsequently submitted on March 8, 2016. Following its submittal, miscellaneous comments were issued by the respective regulatory agencies. The various issues were addressed in an updated Final CPMP dated May 2016 (EBA, 2016b). As part of the regulatory review of the May 2016 Final CPMP, several unresolved issues remained pertaining to the final cover design and maintenance provisions. The most prominent of these issues corresponded to the proposed thicknesses of the foundation layer (i.e., one foot versus two feet ) and geomembrane thickness (50-mil versus 60-mil). After multiple deliberations, an agreement was reached to adhere to the 2-foot thick foundation layer standard, while the 50-mil geomembrane thickness was conditionally approved with provisions for increased postclosure maintenance funding. These items, along with the other previous regulatory comments, have been incorporated into this latest version of the Final CPMP. Final CPMP-Section 1 1-4 Page 622 of 4165 CITY OF UKIAH LANDFILL MENDOCINO COUNTY, CALIFORNIA SECTION 2 FINAL CLOSURE PLAN This Final Closure Plan has been prepared to meet the following primary objectives: develop a detailed plan and schedule for the City to implement upon closure of the WMU; allow for monitoring of closure activities to determine that the requirements of landfill closure have been implemented in accordance with the appropriate plan; provide a basis for the City to establish an accurate detailed estimate of closure costs; and enable CalRecycle and the LEA to assess the reasonableness of the cost estimate for non-water quality aspects of closure. The contents of this Final Closure Plan have developed to comply with the requirements set forth in 27CCR, §21769(c)(2) and §21800. 2.1 SITE MAPS 2.1.1 Location Maps 27CCR, §21790(b)(2) The Landfill is located at 3100 Vichy Springs Road, approximately three miles east of Ukiah in Mendocino County, California. A site location map showing the location of the Landfill is presented as Figure 1 (Appendix A). The Landfill's WMU occupies approximately 40 acres of permitted landfill area on a 283.5-acre parcel having a maximum width of approximately 1,000 feet in the north-south direction and a maximum length of about 3,500 feet in the east-west direction. A City-owned shooting range is situated on the Landfill property approximately 2,000 feet southeast of the WMU footprint. Land adjacent to the Landfill property is zoned primarily as rangeland and is used for grazing. Dwellings within 1,000 feet of the landfill property include a group of structures owned by Gilbert and Marjorie Ashjoff that are located within 500 feet of the Landfill's south property line and a single-family residence located approximately 900 feet west of the Landfill's western property boundary. A rural residential development is located approximately Y4-mile west of the Landfill property boundary. A housing development is also located along the south side of Vichy Springs Road and westward of the Vichy Springs Resort. The entire development is approximately 1,000 feet southward of the Landfill property boundary and is separated from the Landfill by an intervening ridge. It should be noted that the City owns an approximate 97-acre parcel (Assessor's Parcel No. 178-210-01) that adjoins a portion of the Landfill's southern property boundary. This property, which has been previously identified as the"Gun Club Parcel", was purchased as Final CPMP-Section 2 2-1 Page 623 of 4165 a buffer zone to limit future development adjacent to the Landfill. The Gun Club Parcel is a separate parcel and is not considered part of the Landfill property. Site plans showing the general site configuration (i.e., property boundary, limit of waste, entry road, etc.) and existing site features are presented as Figures 2 and 3 (Appendix A). Also shown on Figure 2 are the locations of dwellings and structures located within 1,000 feet of the Landfill property boundary. 2.1.2 Topographic Maps 27CCR, §21769(c)(2)(D) Existing ground surface elevations at the Landfill range from approximately 710 feet above mean sea level (MSL) near the western footprint, to about 970 feet MSL along the southeast footprint. The WMU has been graded to form a series of terraces stepping down from south to north. Slopes on the WMU range from approximately 2:1 to 3:1 (horizontal to vertical). The final cover system elevations and slope configurations will generally coincide with the existing surfaces described above. Please refer to Sheets 100 and 101 of the Construction Drawings (Appendix J) for maps illustrating the existing and proposed final grades, respectively. 2.1.3 Current Monitoring and Control Systems Maps 27CCR, §21790(b)(4) Enclosed in Appendix A are a series of site maps illustrating the various current monitoring and control systems at the Landfill. The types of monitoring and control systems include: landfill gas (LFG)(Figure 4); leachate (Figure 5); groundwater(Figure 6); and surface water (Figure 7). The Landfill is also currently equipped with drainage and erosion control features that include benches, ditches and down drains on the slope areas, as well as four sedimentation ponds. Please refer to Sheet 100 of the Construction Drawings (Appendix J) for the locations of these features. 2.2 PROPOSED POSTCLOSURE LAND USES 27CCR, §21769(c)(2)(H) and §21790(b)(5) Postclosure land use for the Landfill will be non-irrigated open space. 2.3 ESTIMATE OF MAXIMUM EXTENT REQUIRING CLOSURE 27CCR, §21790(b)(6) The WMU covers approximately 40 acres of the 283.5-acre site. The limits of waste are based on City survey records and historical topographical maps of the site. Exploratory trenching to verify the waste limits will not be necessary as the waste limits are well established. The limit of existing waste is shown on Figures 2 and 3 (Appendix A). Final CPMP-Section 2 2-2 Page 624 of 4165 2.4 CLOSURE DATE 27CCR, §21790(b)(7) The Landfill discontinued waste disposal operations in September 2001. At the time the waste disposal operations ceased, intermediate cover soil had been placed over the entire WMU footprint. In October and November, 2001, a drilling program was implemented by Rau and Associates, Inc. for the City to verify the thickness of the in-place intermediate cover over the entire WMU surface. The survey consisted of a series of shallow borings drilled at a spacing of approximately 50 feet apart on the roads and benches and approximately 100-foot spacing on the slopes. A total of 433 borings were drilled using a hydraulic drill motor (mounted on a backhoe boom) equipped with 4-inch diameter solid- stem augers. A hand-operated post-hole digger was used in areas not accessible by the backhoe-mounted drill. Findings from this investigation revealed that the thickness of the intermediate cover is equal to or greater than 2 feet for approximately 81 percent of the WMU surface, whereas approximately 93 percent of the WMU surface contains at least one foot of intermediate cover. The average thickness of the intermediate cover for the remaining seven percent is approximately 8 inches. These areas are primarily concentrated along the toe near the northern sedimentation pond and within the southern high point of the WMU. The intermediate cover has been maintained by the City since its placement, pending implementation of the final closure construction project. 2.5 SITE SECURITY AND STRUCTURE REMOVAL 27CCR, §21790(b)(8)(A) 2.5.1 Site Security Access to the Landfill is via Vichy Springs Road only. Unauthorized access is currently prevented by perimeter barbed-wire fencing and a locked gate located at the site access road. "No Trespassing" signs are also posted at the east and west boundaries of the site. Site security upon closure will be provided by the City and will conform with the requirements of 27CCR, §21135. Site security components will include: • A lockable gate at the Landfill entrance from the site access road (existing). • "No Trespassing" signs (existing). "Methane Hazard" signs will also be posted at the site entrance and every 1,000 feet along the perimeter barbed-wire fencing. • At least one sign posted in a visible location at the site access road indicating where the Final CPMP is located. The sign will also include a telephone number for emergency notification. A sign of this nature will remain posted throughout the postclosure maintenance period. Final CPMP-Section 2 2-3 Page 625 of 4165 • Lockable utility boxes, or gates, or both, enclosing the environmental control systems (existing). • Security fencing and lockable gate around the gas control system's flare station and equipment complex. • Perimeter barbed-wire fencing (existing). 2.5.2 Structure Removal As required under 27CCR, §21137, all site structures will be removed as part of the final closure construction project. These structures include the gatehouse and truck scale. The gatehouse debris will be transported and disposed of at a permitted solid waste disposal facility. The truck scale, in turn, will be dismantled and either re-assigned/sold for use at an alternate location or transported and disposed of at a permitted solid waste disposal facility. 2.6 FINAL COVER AND GRADING 2.6.1 Final Cover Requirements 27CCR, §21090(a) and§21800(b)(8)(B) The following subsections provide the necessary information to address the various final cover requirements stipulated in 27CCR, §21090(a)(1 through 6). Specific topics include: final cover design; discharge of leachate, condensate and/or other liquids to the final cover; and stability of the final cover. Final Cover Design The proposed final cover system will consist of a patented geosynthetic product identified as "ClosureTurfTM". ClosureTurfTM is a three-component system comprised of a structured geomembrane, a specialized tufted geotextile, and a sand infill layer. The structured geomembrane component serves as the LHCL, whereas the specialized tufted geotextile and sand infill layer represent the erosion-resistant layer as defined in 27CCR. This proposed final cover system represents an engineered alternative design to the prescriptive standard (i.e., CCL) and therefore requires regulatory approval. As such, an engineered alternative analysis was prepared that demonstrated its viability as a final cover alternative. A copy of the engineered alternative analysis, which includes literature for the ClosureTurfTM product, is enclosed in Appendix D. Please note that product literature pertaining to ultra-violet (UV) longevity and supporting infiltration equivalency calculations that were included in EBA's May 26, 2017 Response to Comments (EBA, 2017) to supplement the engineered alternative analysis have been incorporated into Appendix D. Final CPMP-Section 2 2-4 Page 626 of 4165 Overall, the proposed final cover system design can be summarized as follows (in ascending order): • Minimum 2-foot thick soil foundation layer. • 50 mil linear low-density polyethylene (LLDPE)geomembrane liner(Super Gripnet° with Spike Down). • Specialized tufted geotextile (Engineered Turf). • Minimum 5/8-inch thick sand infill layer. As noted above, the erosion-resistant layer for the proposed final cover system is comprised of the Engineered Turf and sand infill layer. As presented in the engineered alternative analysis (Appendix D), the combination of these components are designed to provide weathering resistance and geomembrane protection when subjected to the most extreme conditions, including rain, wind, heat, and UV exposure. Based on the absence of a traditional erosion-resistant layer constructed of soil, the proposed system is not subject to erosional channeling that can lead to exposure of the geomembrane component. As a result of the aforementioned characteristics, the proposed system meets the performance criteria specified in 27CCR with regard to resisting the foreseeable erosion effects by wind- scour, raindrop impact, and run-off. In addition to the above features, the final cover system will also be equipped with a gas relief component. This component will consist of a series of 3.5-foot wide collection strips placed parallel to the slopes on the outer edges of the respective benches. The collection strips, which will be constructed of the same Super Gripnet° with Spike Down material described above for the geomembrane liner component, will be connected to the gas control system to prevent the build-up of gas pressures beneath the final cover system. Pressure release valves will also be installed at regular intervals between the collection strips as an additional precautionary measure. Please refer to the Technical Specifications (Appendix H), Construction Quality Assurance (CQA) Plan (Appendix 1), and Construction Drawings (Appendix J) for details regarding material and installation specifications for the respective final cover system components described above. Discharges of Liquids to Covers (Leachate and Condensate) The discharge of Ieachate, LFG condensate or other waste liquids onto the final cover is not proposed at the Landfill. Instead, these liquids will be processed through the facility's existing Ieachate collection and pumping system as described in Subsection 2.10 (Leachate Monitoring and Control Systems) of this Section. Discharges of Liquids to Covers (Other Liquids) The discharge of other liquids onto the final cover is also not proposed at the Landfill. Postclosure land use will be non-irrigated open space. As a result, monitoring of potential liquid through flow to the underlying waste will not be necessary. Final CPMP-Section 2 2-5 Page 627 of 4165 Please note that the need for dust control provisions (other than during final closure construction) as outlined in CalRecycle citations 27CCR, §20800 and §21600(b)(8)(D) during the postclosure maintenance period is not anticipated since the access areas will be covered with aggregate base rock (perimeter access road) and engineered turf(benches) at the time of closure. In regards to final closure construction, the Technical Specifications (Appendix H) for construction stipulate that dust control provisions must be such as to protect against excess water application that could result in potential through flow into underlying waste or run-off into surface water drainages. Stability Analysis In accordance with 27CCR, §21090(a)(6), a stability analysis was performed for the proposed final cover system to demonstrate conformance with 27CCR, §21750(f)(5). In this regard, an infinite-slope stability analysis for the ClosureTurfTM final cover system is presented in Appendix E. This represents the same analysis included in the May 2016 Final CPMP (EBA, 2016b). The analysis also summarizes the results of an earlier stability and seismic hazard analysis performed for the Landfill that is referenced in the Landfill's January 2008 JTD (EBA, 2008). The earlier study includes critical cross sections used in the stability analysis and the results of a two-dimensional limit equilibrium analysis for a sliding block failure through the base of the waste mass. The study also presents the results of a seismic response analysis and seismic displacement analysis using the procedures outlined in Bray et al., 1995; Matasovic, 1995; and Matasovic, 1997. Findings from the stability analysis are summarized as follows: • A deterministic seismic hazards assessment performed for the site concluded that the Maacama Fault, with an estimated Maximum Credible Earthquake (MCE) of 7.1 Mw is located 0.6 miles (1.0 kilometers) west of the site and is expected to generate the highest average peak bedrock acceleration of 0.66g. • The static factor of safety of the entire waste mass was modeled by evaluating failure mechanisms passing through refuse and the base of the WMU and indicate a static factor of safety greater than 1.7 for failure through the base of the WMU at critical cross section B. • The yield acceleration (Ky) of the waste mass under seismic conditions is 0.13g. • Seismic displacement analyses using the program YSLIP PM (Matasovic, 1997) indicate that permanent seismically induced displacements will be less than 8 inches for failure through the base of the WMU. As the final waste mass grades have not been increased with the ClosureTurfTM final cover system design, EBA does not believe additional global stability analyses are warranted and the corresponding findings from the previous analysis remain valid for the final closure design presented in this current version of the Final CPMP. Final CPMP-Section 2 2-6 Page 628 of 4165 Please note that a probabilistic analysis predicts a peak ground acceleration of 0.52g at the Landfill with a 475-year return period (10 percent exceedance in 50 years) and a shear- wave velocity of 270 meters per second (California Geologic Survey, Probabilistic Seismic Hazards Ground Motion Interpolator). Given the deterministic nature of EBA's evaluation, it is our opinion that the seismic hazard analysis is appropriate for the Landfill final closure design. 2.6.2 Grading Requirements 27CCR, §21090(b) and§21800(b)(8)(B) Grading plans for the WMU are shown on Sheet 101 and Sheets 300 through 302 of the Construction Drawings (Appendix J). As shown on the grading plans, the final cover slopes on the WMU will range from approximately 2.1 to 3.1 (horizontal to vertical). These slope inclinations are sufficient to prevent ponding on the WMU surface. In addition, as previously outlined in Subsection 2.6.1 (Final Cover Requirements), the physical characteristics of the Engineered Turf and sand infill layer (i.e., erosion-resistant layer) meet the performance criteria specified in 27CCR with regard to resisting the foreseeable erosion effects by wind-scour, raindrop impact, and run-off. Finally, the WMU is designed with a perimeter drainage system that will serve to protect against potential run-on from adjoining surfaces. Grading plan design considerations included provisions to ensure compliance with prescribed clearance specifications beneath a set of high power transmission lines that extend over the WMU (see Sheets 301 and 302 of the Construction Drawings[Appendix J] for location). Pacific Gas and Electric (PG&E) states that the minimum required ground clearance is 28 feet. As a means of integrating this specification into the design, a survey of the transmission lines was performed by PG&E in the Summer of 2018. Results from this survey determined that existing refuse will need to be excavated from beneath portions of the transmission lines in order to attain the prescribed clearance. The excavated refuse will be relocated to other areas within the WMU. Please refer to Sheet 102 of the Construction Drawings (Appendix J) for the corresponding refuse re-location areas. As part of the final closure construction project, borrow soil material will be required for construction of the foundation layer and placement of engineered fill and trench backfill. The borrow area for this soil will correspond to an on-site area located northeast of the WMU. This area corresponds to the same borrow area used during landfill operations. Excavation within this borrow area will conform to the grading plan shown on Sheet 303 of the Construction Drawings (Appendix J). 27CCR, §21800(b)(8)(B) requires information regarding the types and estimated quantities of materials needed for construction of the final cover system. In this regard, the majority of the final cover system will be comprised of geosynthetic products associated with the ClosureTurfTM system. The estimated quantity of these materials is approximately 1.9 million square feet. As for the soil components, on-site materials will be used for the foundation layer, engineered fill, and trench backfill as outlined in the previous paragraph. Final CPMP-Section 2 2-7 Page 629 of 4165 The estimated quantity of borrow soil material for this purpose is approximately 100,000 cubic yards. 2.6.3 Final Cover Surveys 27CCR, §21090(e) A topographic map of the completed final cover grades will be produced at a minimum scale of 1 inch to 100 feet and accompany the CQA Certification Report. In addition, iso- settlement maps will be produced every five(5)years thereafter to calculate any differential settlement. The iso-settlement maps will be prepared with a maximum contour interval of 2 feet and a scale of 1 inch equals 60 feet. As required by 27CCR, §21090(e)(4), each iso- settlement map will highlight areas of repeated or severe differential settlement. The delineation of such areas will be made by, or under the supervision of, a registered civil engineer or registered geologist. 2.7 CONSTRUCTION QUALITY ASSURANCE (CQA) 27CCR, §21790(b)(8)(C) A CQA program will be implemented for closure of the WMU to verify that materials, construction methods, and testing procedures are in accordance with the intent and purpose of the Technical Specifications. Implementation of the CQA program will be administered by a registered civil engineer or certified engineering geologist in accordance with 27CCR, §20324(b)(1) and (2). The results of the CQA program will be summarized in a "CQA Certification Report" containing all reports associated with the construction activities. This document will provide evidence that the CQA program was implemented as proposed and that the construction proceeded in accordance with design criteria, plans and specifications. 2.7.1 CQA Plan A CQA Plan for the Landfill is enclosed in Appendix I. As required by 27CCR, §20324(c), the contents of the CQA Plan include the following: • A description of the CQA management organization and reporting protocol; and • A description of CQA testing protocols for preconstruction, construction and post- construction testing including: o Procedures and equipment to be utilized for field testing and sampling; o Location, method, and frequency of sampling; o Laboratory testing procedures to be used during construction; o Pass/fail criteria for sampling and testing methods; o Frequency of performance audits; and o Inspection frequencies. Final CPMP-Section 2 2-8 Page 630 of 4165 Closure construction will be administered by a qualified consultant or a City registered civil engineer, acting as the CQA Officer. The CQA Officer will supervise the execution and overall progress of the project. He will be assisted by a CQA Certifying Engineer, CQA Monitors, a CQA Surveyor, independent soil and geosynthetic testing laboratories, and a consulting design and construction management firm, if necessary. The construction work will be done by a licensed construction contractor who will be selected through a public bidding process. 2.7.2 Closure Construction Documentation The closure operations will be conducted under the supervision of the CQA Officer. Inspection, field and laboratory data sheets, and other relevant closure activity documentation will include the following: • Daily summary reports; • Daily field logs (Inspection Data Sheet); • Construction monitoring forms; • Laboratory testing reports; • Non-conformance/corrective action forms; • Acceptance reports; • Meeting/discussion summary reports; • Photograph logs; • Document control; and • As-built record drawings. Please refer to Section 01400 of the Technical Specifications (Appendix H) for further details regarding the nature and content of the respective documentation listed above. At the completion of the project, a CQA Certification Report prepared and certified by the CQA Officer will be submitted to the RWQCB, CalRecycle, and the LEA. The CQA Certification Report will consist of information and data generated by the CQA program and will document that the final closure construction is in compliance with the design intent of the Construction Drawings and Technical Specifications. At a minimum, the CQA Certification Report will contain the following information: • Summary of construction methods for each unit of construction completed; • Summary of the CQA program implemented during construction and specific CQA activities (monitoring and testing) performed for each unit of construction completed; • Results of conformance testing and construction testing; • Revisions made to the Construction Drawings and variances from Technical Specifications allowed; and Final CPMP-Section 2 2-9 Page 631 of 4165 • Final as-built record documents. The CQA Certification Report shall be a self-standing document and contain all subordinate reports. The CQA Certification Report will also contain a statement of compliance with the design intent of the Construction Drawings and Technical Specifications, signed and stamped by the CQA Certifying Engineer, a professional engineer or certified engineering geologist registered in the State of California. The certificate of closure will include a statement by the Operator, under penalty of perjury, pursuant to 27CCR, §21880(a), that with the exception of deviations due to reasonably unforeseeable circumstances, the Landfill was closed in accordance with the approved Final Closure Plan. 2.7.3 Documentation Archive Storage A copy of the CQA Certification Report, as well as all original closure construction documents, will be stored and maintained throughout the postclosure maintenance period in a protected location that is accessible to RWQCB, CalRecycle, and LEA personnel during normal business hours. At the present time, the City offices at 300 Seminary Avenue, Ukiah are proposed as the storage location for the CQA Certification Report. 2.8 DRAINAGE AND EROSION CONTROL 27CCR, §21790(b)(8)(D) 2.8.1 Drainage System The proposed drainage system for the WMU and borrow area have been designed to comply with the requirements of 27CCR, §21150. Overall, the proposed drainage facilities consist of a network of benches, channels/swales, and storm drains that collect and convey stormwater run-off to a series of corrugated metal pipe (CMP) discharge culverts. These CMP culverts discharge to the unnamed ephemeral creek channel at various locations along the length of the WMU's northern boundary. In general, the drainage system is designed to intercept run-off at intervals along the inside edges of berms, benches, or access roads. A sedimentation pond is located at the western end of the WMU to control sediment run-off from slope areas along the western and portions of the southern fill boundaries. Two (2) additional sedimentation ponds are located at the northeastern end of the WMU to contain sediment run-off from the eastern portion of the WMU and the soil borrow area. Please refer to the 200 Series and 300 Series sheets of the Construction Drawings (Appendix J) for plan views and details of the various drainage system components. The supporting drainage calculations for sizing the various drainage system components are enclosed in Appendix F. As required by 27CCR, §21150, the drainage system components are designed to accommodate 100-year, 24-hour precipitation conditions. As noted above, a portion of the stormwater run-off from the WMU is discharged via CMP culverts to the unnamed ephemeral creek channel. While such provisions are currently employed at the Landfill, the design of the new drainage outfalls into the creek have been Final CPMP-Section 2 2-10 Page 632 of 4165 modified to reduce the potential for erosion. Since this provision will require accessing the creek to install the new drainage outfalls, a series of permits must be obtained before implementing the improvements. These permits include: StreambedAlteration Agreement (1602 Permit) from the California Department of Fish and Game; Water Quality Certification (401 Permit)from the RWQCB; and a Clean WaterAction Section 404 Permit (404 Permit) from the United States Army Corps of Engineers. As outlined later in Subsection 2.14 (Sequence of Closure Stages) of this Section, provisions are currently being made to acquire these permits. 2.8.2 Erosion Control The overall design includes features and provisions to minimize the potential for erosion as required by 27CCR, §21150. The following bullet items provide a summary of the erosion control features and provisions: • The selected contractor will be required to prepare a construction Storm Water Pollution Prevention Plan (SWPPP) before the commencement of work and to implement the provisions of the SWPPP for the duration of the construction project. • The geosynthetic final cover system (ClosureTurfTM) will essentially eliminate the discharge of sediment from the WMU surface as no soil component will be utilized in the final cover design. • The final surface of the soil borrow area, as well as other areas disturbed by the construction operations, will be repaired/graded as necessary and then hydroseeded. The aforementioned areas with surface slopes steeper than ten percent will also be covered with 1.5 inches of straw and secured with erosion control netting. • Drainage channels outside the WMU footprint that will potentially be subjected to high flow velocities will be lined with rock rip-rap to protect against erosion. • Drainage outfalls will be lined with rock rip-rap. • Aggregate base placed on perimeter access roads to allow for all-weather access will also serve to reduce the potential for sediment-laden run-off from these areas. Please refer to Sheet 308 of the Construction Drawings (Appendix J)for additional details regarding straw wattle, drainage inlet, and check dam provisions. Final CPMP-Section 2 2-11 Page 633 of 4165 2.9 GAS MONITORING AND CONTROL SYSTEMS 27CCR, §21790(b)(8)(E) 2.9.1 Gas Monitoring System The gas monitoring system consists of ten gas monitoring points (GAS-1 through GAS-10) located at various locations along the Landfill property boundary. The locations of the gas monitoring points are shown on Figure 4 (Appendix A). No changes to the monitoring system components are proposed as part of closure. Each of the gas monitoring points are equipped with one to four individual monitoring probes constructed of 3/-inch diameter polyvinyl chloride (PVC) casing and capped with labcock valves. The monitoring probes range in depth from approximately 9 to 250 feet below ground surface (BGS). The number and depth of monitoring probes at each location are based on site lithology(i.e., permeable zones) and the maximum depth of refuse as measured within 1,000 feet of the monitoring point in question. Table B-1 in Appendix B of this document provides a summary of the gas monitoring point construction characteristics. Copies of exploratory boring logs for the respective gas monitoring points are enclosed in Appendix C. 2.9.2 Gas Control Systems The Landfill is currently equipped with a partial perimeter gas collection system that was installed between the southwestern edge of the WMU and the property line in 1997 as a mitigation measure against subsurface gas migration. The system consists of 17 vertical extraction wells installed in native geologic materials and completed at depths ranging from 35 to 133 feet BGS. The wells are connected to a 6-inch diameter, high-density polyethylene (HDPE) header pipe that leads to a vacuum blower located at the western end of the WMU. The vacuum blower creates a vacuum in the header pipe that draws the gas from the soil through the extraction wells and subsequently to the blower. Discharge from the system is vented directly to the atmosphere via a 4-foot tall, 4-inch diameter stack. This system continues to operate on an intermittent basis. Please refer to Table B-2 in Appendix B of this document for individual gas extraction well construction characteristics. A full-scale gas control system for the entire WMU is planned for installation as part of the final closure construction project. This system as currently proposed will consist of 18 extraction wells (EW-1 through EW-18), aboveground conveyance piping, and a flare station that will include a totally-enclosed vertical ground flare (flare)for combustion of the collected gas. Information pertaining to this system, including design criteria/rationale and details for the various system components, are presented in the Updated Design Plan for Landfill Gas Collection and Control System(Updated Design Plan) dated April 2019(EBA, 2019). A copy of the Updated Design Plan is enclosed in Appendix G. The corresponding Technical Specifications and Construction Drawings for the system are enclosed in Appendices H and J, respectively. It should be noted that once the full-scale gas control system is installed and operational, the need to operate the partial perimeter gas collection system may no longer be Final CPMP-Section 2 2-12 Page 634 of 4165 necessary. Under this scenario, the partial perimeter gas collection system will either be abandoned or maintained for emergency use only. 2.10 LEACHATE MONITORING AND CONTROL SYSTEMS 27CCR, §21790(b)(8)(F) The WMU is unlined and is not equipped with an engineered or blanket leachate collection and removal system (LCRS). Instead, leachate collection for the WMU currently consists of a series of PVC piping and French drain systems installed to collect leachate from seeps occurring along existing WMU slope faces. Leachate collected by these components is then conveyed by gravity flow to a primary buried pipeline located along the northern toe of the WMU. The buried pipeline, in turn, drains the leachate westward and ultimately discharges to the leachate management facilities located at the western toe of the WMU. A description of the leachate management facilities is as follows: • Discharge from the primary buried pipeline is diverted to a subsurface concrete sedimentation chamber equipped with a valved sediment drain at its base. The clarified leachate within the chamber is then discharged (by gravity flow) to an adjacent pump station wet well (identified herein as the"leachate wet well")via a 10- inch diameter overflow line. • Clarified leachate discharged to the leachate wet well is then pumped to a 63,500- gallon leachate aboveground storage tank (AST) for temporary storage. The leachate wet well is equipped with two (2) 25-gallon per minute (gpm), low-head, submersible pumps that are actuated by high/low water level controls. If the clarified leachate discharge rate exceeds the leachate wet well's pumping capacity(50 gpm), the excess leachate is currently diverted to an emergency leachate pond via a 10- inch diameter overflow line. • As noted above, leachate from the leachate wet well is diverted to the leachate AST. The leachate AST is constructed of AWWA factory epoxy lined and coated bolted steel. As was the case for the leachate wet well, the AST is also equipped with a 10-inch diameter overflow line that diverts leachate to the emergency leachate pond in the case of an emergency. • Leachate stored in the leachate AST is subsequently pumped to a sewer line connection located on Vichy Springs Road via a force main/gravity drain. The force main/gravity drain is constructed of 4-inch diameter PVC and is approximately 5,200 feet in length. The pump lift station for the leachate AST is equipped with two(2)45- gpm pumps (one duty, one standby), thereby giving the system a total pumping capacity of 90 gpm. In addition to the aforementioned features, three leachate level monitoring wells (LW-1, LW-2, and LW-3) have been installed at the Landfill as part of a previous study. However, these leachate wells have not been used historically for monitoring as they are not identified in the Landfill's existing Monitoring and Reporting Program (M&RP). The Final CPMP-Section 2 2-13 Page 635 of 4165 locations of these monitoring wells, as well as the other leachate management facilities described above, are shown on Figure 5 (Appendix A). In addition, a summary of the Ieachate well construction characteristics and copies of exploratory boring logs are presented in Table B-3 (Appendix B) and Appendix C, respectively. Several upgrades to the Ieachate control system as described above will be implemented as part of the final closure construction project. These upgrades will include lining the existing Ieachate wet well and sedimentation chamber to provide a higher degree of containment. In addition, the emergency Ieachate pond will be backfilled and an underground storage tank (UST) system installed to provide new overflow protection provisions. Finally, the Ieachate wet well and Ieachate storage tank will be retrofitted with communication telemetry to enhance emergency capabilities. 2.11 GROUNDWATER MONITORING SYSTEM The groundwater monitoring network currently consists of 18 groundwater monitoring wells primarily concentrated along the northern and western margins of the WMU. No changes to the monitoring system components are proposed as part of closure. The locations of the groundwater monitoring wells are shown on Figure 6 (Appendix A). Groundwater monitoring well 87-1 was installed in 1987 and was subsequently used as part of the Water Quality Solid Waste Assessment Test (SWAT) conducted at the Landfill during the late 1980s. The remaining groundwater monitoring wells were installed over the period of 1990 through 1996 as a mechanism to characterize groundwater impacts at the site and to upgrade the Landfill's detection monitoring network. In accordance with the criteria specified in Section D(3)(b)of M&RP Order No. R1-2002-0061, the respective groundwater monitoring wells have the following use designations: Detection Monitorinq Wells: • 87-1, 90-1, 90-2, 90-5, 90-6, 90-7, 90-8, 92-2, 92-3, 94-1, 94-2, 96-1, 96-2, and 96-3 Corrective Action Monitorinq Wells: • 90-3, 90-4, 92-1, and 92-4 Point of Compliance Wells: • 87-1, 90-2, 90-3, 90-4, 90-5, 90-7, and 90-8 The two (2) primary water-bearing formation deposits underlying the site correspond to Quaternary alluvial deposits and Plio-Pleistocene upper/lower continental basin deposits. Groundwater monitoring wells completed within the Quaternary alluvial deposits include 87- 1, 90-1, 90-3, 90-4, 92-1, and 94-1. These groundwater monitoring wells range in depth from approximately 12 to 35 feet BGS. The remaining groundwater monitoring wells are completed in the Plio-Pleistocene upper or lower continental basin deposits and range in depth from approximately 23 to 160 feet BGS. Final CPMP-Section 2 2-14 Page 636 of 4165 Table B-4 in Appendix B of this document provides a summary of the groundwater monitoring well construction characteristics. Copies of exploratory boring logs for the respective groundwater monitoring wells are enclosed in Appendix C. 2.12 SURFCE WATER MONITORING SYSTEM The surface water monitoring system for the Landfill is comprised of two (2) surface water sampling stations (S-1 and S-2) located along the unnamed ephemeral creek that flows along the northern margin of the WMU from east to west. The surface water sampling stations are shown on Figure 7 (Appendix A). As illustrated on Figure 7, S-1 and S-2 are located upstream and downstream of the WMU, respectively. It should be noted that a Notice of Termination (NOT) for the Landfill's former stormwater permit (WDID Number 1231001656)was approved by the RWQCB on July 30, 2015 on the basis that industrial activity no longer occurs at the site, nor will it occur in the future as the end use of the Landfill during the postclosure maintenance period will be non-irrigated open space. Surface water monitoring and inspection at the Landfill will continue to be performed as part of the Landfill's postclosure maintenance program (see Section 3), thereby providing long-term provisions for monitoring surface water quality. 2.13 CLOSURE OF SURFACE IMPOUNDMENT As part of the January 2008 JTD (EBA, 2008), recommendations were provided for assessing the unlined Ieachate surface impoundment for potential environmental impacts. Authorization to proceed with the assessment was issued by the RWQCB in their letter dated April 24, 2013. The work was subsequently implemented by EBA on August 6, 2013. The scope of work entailed the advancement of four (4) soil borings within the footprint of the surface impoundment to depths ranging from 11.5 to 16.5 feet BGS and the collection of four (4) soil samples from each borehole for chemical analysis. All soil samples from each borehole were analyzed for volatile organic compounds (VOCs), arsenic, and barium. In addition, one (1) soil sample from each borehole was analyzed for organochlorine pesticides, polychlorinated biphenyls, organophosphorus pesticides, chlorinated herbicides, and oil and grease. Findings from the aforementioned investigation were summarized in a technical report dated October 3, 2013 (EBA, 2013b) and submitted to the RWQCB, CalRecycle, and LEA. Results from the soil sampling activities did not reveal any evidence of appreciable residual contamination associated with the former Ieachate surface impoundment operations. Based on these results, it was concluded by EBA that no further assessment or remedial actions were necessary. Furthermore, it was recommended that the Ieachate surface impoundment be backfilled with "clean" engineered fill and the final ground surface graded to promote positive drainage and prevent ponding. These provisions, which are included in the Technical Specifications (Appendix H) and Construction Drawings (Appendix J), meet the closure requirements for surface impoundments as outlined in 27CCR, §21400. Final CPMP-Section 2 2-15 Page 637 of 4165 2.14 SEQUENCE OF CLOSURE STAGES 27CCR, §21800(c) As previously described, the Landfill discontinued waste disposal operations in September 2001 and has been inactive since that time. Thus, the actual implementation of the final closure construction project represents the final sequence of the closure stages. In this regard, the remaining sequence of events that are required to complete the project are as follows.. • Solicitation of competitive bids from qualified contractors to implement the final closure project. The competitive bid process will commence in August 2019 and the contract awarded to the successful bidder by December 2019. • Completion of the California Environmental Quality Act (CEQA) process, which is currently in progress. The estimated completion date for the CEQA process is August 2019. • Acquisition of 1602, 401, and 404 permits to allow for streambed alteration associated with the installation of new drainage outfalls in the unnamed ephemeral creek channel. As with the CEQA process, this task is currently in progress with an estimated completion date of December 2019. • Commence the construction operations by May 2020. Based on an estimated construction period of six months, the corresponding completion date for the construction operations is October 2020. • Completion of the CQA Certification Report by January 2021. Please note that a definitive construction schedule for the various tasks associated with the final closure construction project will become available upon selection of a qualified contractor. Such a schedule will be provided to the applicable regulatory agencies at that time. Final CPMP-Section 2 2-16 Page 638 of 4165 CITY OF UKIAH LANDFILL MENDOCINO COUNTY, CALIFORNIA SECTION 3 FINAL POSTCLOSURE MAINTENANCE PLAN This section describes the responsibilities, resources, and inspection frequencies for implementing postclosure maintenance for the Landfill upon closure. Specific inspection and maintenance activities are detailed in the subsequent subsections. The contents of this Final Postclosure Maintenance Plan (Final PMP) have been developed to comply with the requirements set forth in 27CCR, §21769(c)(2) and §21830. 3.1 EMERGENCY RESPONSE PLAN 27CCR, §21830(b)(1) An Emergency Response Plan (ERP) has been prepared for the Landfill in accordance with 27CCR, §21130 and is presented in Appendix K. The ERP identifies steps to be taken in the event of a failure or breakdown of the WMU under potential contingency situations. Appropriate agency and business points of contact are also included in the ERP. 3.2 RESPONSIBLE PARTIES AND RESOURCES 27CCR, §21830(b)(2) 3.2.1 Responsible Parties The Landfill is wholly owned by the City. Maintenance responsibilities following Landfill final closure will be assigned to the City of Ukiah Public Works Department (Public Works Department). The Public Works Department will be responsible for all inspection, maintenance and monitoring activities related to the final cover system, drainage systems, final grading, environment monitoring and control systems, and emergency response. The person at the Public Works Department responsible for managing the postclosure mainte- nance activities and the corresponding emergency phone numbers are as follows: Emergency Name Position Phone Numbers Tim Eriksen Director of Public Works / City Engineer (707) 463-6280 Tim Eriksen Off-hour Emergencies (707) 972-0839 Final CPMP-Section 3 3-1 Page 639 of 4165 The work address for Mr. Eriksen and the City office is: • City of Ukiah Public Works Department 300 Seminary Avenue Ukiah, CA 95482 3.2.2 Resources Current resources of the Public Works Department for inspection, maintenance, and monitoring of the Landfill are as follows: • Technical Services Staff. o Public Works Director/City Engineer (Registered Civil Engineer) o Deputy Director of Public Works (Registered Civil Engineer) o Senior Civil Engineer (Registered Civil Engineer)(position currently vacant) o Water, Sewer, and Street Maintenance Supervisor o Street Maintenance Leadman • Annual Maintenance Contracts. o Gas control system • Annual Consultant Agreement for Environmental Monitoring and Consultinq Services. o Detection and corrective action monitoring systems o Gas monitoring system Routine and periodic inspection will be conducted by the Street Maintenance Leadman. At least twice a year and immediately after any special events such as major earthquakes, storms, and fires, a thorough and comprehensive inspection will be conducted by one of the three Registered Civil Engineers. Inspection frequency will be as shown in the following table: Final CPMP-Section 3 3-2 Page 640 of 4165 INSPECTION RESPONSIBILITIES AND FREQUENCIES Activities Immediately Monthly Quarterly Semi-Annually Special Events RCE Security SMLM SML(2,3) RCE Final Cover SMLM SML(2) RCE Final Grading SMLM SML(2) RCE Drainage System SMLM SML(2) RCE Leachate Control System SMLM SML(2) RCE Detection and Corrective Action C(4) C(4) Monitoring System Gas Monitoring System C Gas Control System C RCE: Registered Civil Engineer SML: Street Maintenance Leadman C: Consultant (1) During the wet season (October 1 through April 30) (2) During the dry season (May 1 through September 30) (3) Assumes consultant will check security monthly between quarterly inspections as part of gas control system monitoring. (4) Combination of quarterly and semi-annual sampling frequencies as described in Subsection 3.5.2 (Monitoring Program). 3.3 POSTCLOSURE PLANNED USES 27CCR, §21830(b)(3) The end use of the Landfill will be non-irrigated open space. The area will be returned to a natural setting with the exception that all necessary access roads, monitoring wells and drainage structures will remain. 3.4 AS-BUILTS FOR MONITORING AND CONTROL SYSTEMS 27CCR, §21830(b)(4) Descriptions of the current monitoring and control systems at the Landfill were previously presented in Section 2 (Final Closure Plan). Please refer to the following subsections and appendices for details and as-built information: Gas Monitorinq System • Subsection 2.9.1, Figure 4 (Appendix A), Table B-1 (Appendix B), Appendix C Final CPMP-Section 3 3-3 Page 641 of 4165 Gas Control Systems • Subsection 2.9.2, Figure 4 (Appendix A), Table B-2 (Appendix B) Leachate Monitoring and Control Systems • Subsection 2.10, Figure 5 (Appendix A), Table B-3 (Appendix B), Appendix C Groundwater Monitoring System • Subsection 2.11, Figure 6 (Appendix A), Table B-4 (Appendix B), Appendix C Surface Water Monitoring System • Subsection 2.12, Figure 7 (Appendix A) Other than the full-scale gas control system to be installed during the final closure construction project (see Subsection 2.9.2 and Appendix G for further details), no other changes to the current monitoring and control systems will be implemented as part of final closure. 3.5 INSPECTION/MAINTENANCE AND MONITORING PROGRAMS 27CCR, §21830(b)(5) The following subsections provide a summary of the inspection/maintenance and monitoring programs that will be employed as part of postclosure maintenance. Specific features and components to be targeted by the inspection/maintenance program include the final cover, final grading, drainage system, leachate control system, detection and corrective action monitoring system, gas monitoring system, and security. The monitoring program, in turn, will focus on implementing monitoring and sampling tasks to comply with applicable regulations and facility permits. 3.5.1 Inspection/Maintenance Program Final Cover The final cover is designed to limit water infiltration, minimize leachate generation, prevent exposure of waste to people and animals, limit gas emissions, minimize odor, control fires, and provide for a pleasant appearance. As such, the postclosure maintenance program will be instituted to ensure that the final cover continues to meet these objectives. The final cover areas will be visually inspected on a monthly or quarterly basis as previously outlined in Subsection 3.2.2 (Resources) and evaluated for: • Breaches in the liner system • Odors • Exposed refuse • Slope failure • Leachate seeps • Sand migration Final CPMP-Section 3 3-4 Page 642 of 4165 Based on the nature of the final cover system and the absence of a vegetative soil layer, erosional damage does represent a potential concern at the Landfill. Thus, from an integrity perspective, a physical breach in the final cover's liner system would be the most probable cause prompting the need for final cover maintenance. In this regard, the detection of odors, exposed refuse, and/or Ieachate seeps would be indicative of a potential breach. In the event a breach is identified, the damaged portion of the liner will be repaired as soon as practical depending upon contractor availability and liner material delivery, as well as weather. With that being said, every effort will be made to implement the repairs as soon as practical. In the interim, provisions will be employed to temporarily tarp and secure the area to prevent water infiltration into the refuse. All repairs to the liner will be to design conditions and in accordance with the Technical Specifications for the respective final cover components. Any underlying subgrade improvements will also be repaired in accordance with the foundation layer Technical Specifications. Since the sand infill layer is an integral part of the final cover system, the surface of the final cover will be inspected for evidence of bare patches and/or excessive sand accumulation. Bare patches will be repaired by either manually redistributing the sand in the immediate area or adding new sand material. The resulting sand thickness for either approach shall be 5/8-inch minimum. In the case of excessive sand, the accumulated sand will be manually spread around the immediate area to achieve a uniform thickness of at least 5/8-inch. If excess sand remains after such provisions, the excess sand will be physically removed and stockpiled at a location off of the WMU surface. Any areas of displacement or migration that are 1/8-acre in size or larger will be repaired upon their discovery as soon as weather and access conditions permit. Any discernable smaller areas that are identified during the annual facility inspection will be prepared as part of annual winterization maintenance activities in preparation for the wet season. In addition to the monthly and quarterly inspections as previously outlined in Subsection 3.2.2 (Resources), inspection of the sand fill layer will also be performed after major storm events. Final Gradinq Surface grading of a closed WMU, when properly designed and constructed, can be an economical method of controlling infiltration and promoting surface water run-off. The final grading configuration is designed to compensate for the effects of settlement, thereby preventing the need for difficult and costly maintenance and repair. Thus, the postclosure maintenance program will be implemented to ensure that the WMU final grades are maintained properly to ensure final cover integrity and effectiveness. The final cover areas will be visually inspected on a monthly or quarterly basis as previously outlined in Subsection 3.2.2 (Resources) and evaluated for: • Visible depressions • Ponded water • Settlement and subsidence Based on the steep slopes that exist throughout the WMU, any settlement that might occur that could potentially compromise drainage or induce ponding would likely be limited to bench areas. If such deficiencies are identified, or in the unlikely scenario that an area(s) Final CPMP-Section 3 3-5 Page 643 of 4165 requiring repair occurs on a slope between benches, the ClosureTurfTM material will be removed from the area in question, additional foundation layer soil will be placed and compacted within the depressed area to restore positive drainage, and the exposed area recovered with either the existing (if condition is suitable) or new ClosureTurfTM material. Foundation layer placement and liner repairs will be in accordance with the CQA Plan for the respective final cover components. As an additional means of monitoring settlement and subsidence, the entire site will be aerially photographed every five years during the postclosure maintenance period and iso- settlement maps prepared to calculate any differential settlement. The iso-settlement maps will be generated with a maximum contour interval of 2 feet and a scale of 1 inch equal to 60 feet. Drainage System Drainage control problems can result in accelerated erosion of a particular area. In addition, differential settlement of drainage control structures can limit their usefulness and may result in failure to direct stormwater properly off of the site. Therefore, the postclosure maintenance program will be implemented to ensure that the integrity and effectiveness of the final drainage system are maintained throughout the postclosure maintenance period. The final drainage system will be inspected on a monthly or quarterly basis as previously outlined in Subsection 3.2.2 (Resources) and evaluated for: • Evidence of erosion • Standing water • Formation of gullies • Settlement, blockage of and damage to drainage channels, structures, swales, and culverts Deficiencies, damage to, and failure of the drainage system will be repaired and restored within two weeks, weather permitting, to design conditions and in accordance with construction specifications. Temporary repairs may be made until permanent repairs can be scheduled. Culverts and drainage basins will be cleaned of sediments before they are no longer able to function properly. Drainage inlet grates will be kept free of debris. Drainage channels will be maintained to permit free flow and sealed or repaired to maintain structural integrity of the system. Leachate Control System The Ieachate control system will be inspected on a monthly or quarterly basis as previously outlined in Subsection 3.2.2 (Resources). In addition, preventive maintenance will be carried out on all components of the system at regular intervals to ensure proper operations. This consists of performing manufacturer's recommended maintenance on the pump system and monthly/quarterly (depending upon frequency shown in Subsection 3.2.2) inspection of the collection and storage system. This inspection includes assessing the condition of system components for possible leakage, failure, or damage, and adjusting individual pump controls or liquid levels for optimum performance. Any potential or existing Final CPMP-Section 3 3-6 Page 644 of 4165 failure points will be noted and repairs implemented promptly. The leachate collection lines will be flushed as needed to remove any sediment buildup in the piping system. Detection and Corrective Action Monitorinq System The leachate wet well will be inspected on a monthly or quarterly basis in conjunction with the leachate control system inspection as described in the previous subsection. The surface water monitoring system, in turn, requires no maintenance since there is no dedicated equipment or features. Finally, the groundwater and leachate monitoring wells will be inspected regularly in conjunction with the scheduled monitoring tasks (quarterly)for signs of failure or deterioration. If damage is discovered, the nature and extent of the problem will be recorded. A decision will be made to replace or repair the monitoring well. Possible repairs include redevelopment, chemical treatment, partial casing replacement or repair, resealing the annulus, pumping, and testing. If a monitoring well needs to be replaced, it will be properly decommissioned. Damaged monitoring wells will be scheduled for repair or replacement within one (1) month after identifying the problem. As for general maintenance, the following provisions will be performed on a quarterly basis: • Cut weeds in 2-foot radius around each well, as needed. • Replace locking well caps, as needed. • Lubricate enclosure locks and hinges, as needed. Gas Monitorinq System The gas monitoring system will be inspected quarterly in conjunction with scheduled monitoring tasks. System components will be repaired and replaced as required to maintain full system capabilities as intended at initial installation. Quarterly maintenance provisions will include the following: • Cut weeds in 2-foot radius around each point, as needed. • Replace probe parts, as needed. • Lubricate enclosure locks and hinges, as needed. Site Security Site security upon closure will conform with the requirements of 27CCR, §21135. Perimeter fencing will be maintained to exclude cattle from the site. Other security provisions will include: • Lockable gate at the site entrance. • Lockable utility boxes, or gates, or both, enclosing the environmental control systems. At least one sign will be posted in a visible location at the site access road indicating where the Final CPMP is located. The sign will also include a telephone number for emergency notification and will remain throughout the postclosure maintenance period. Final CPMP-Section 3 3-7 Page 645 of 4165 3.5.2 Monitoring Program The monitoring program applies to the environmental monitoring and control systems during the postclosure maintenance period and will coincide with applicable regulations and facility permits. The following subsections present the nature and scope of the respective monitoring components. Please note that in the case of detection and corrective monitoring for leachate, groundwater, and surface water, the scope and frequencies specified herein are proposed and will ultimately be dictated by the postclosure maintenance M&RP to be adopted by the RWQCB. Detection and Corrective Action Monitorinq For the purpose of this Final PMP, it is assumed that detection and corrective action monitoring for leachate, groundwater, and surface water during the postclosure maintenance period will be similar to what is currently required under existing M&RP Order No. R1-2002-0061, with several modifications. The proposed modifications are outlined below. Please note that the current monitoring frequency required under existing M&RP Order No. R1-2002-0061 is quarterly for each of the aforementioned media. • Eliminate the analyses for calcium, sodium, magnesium, potassium, bicarbonate, carbonate, and fluoride. Whereas these selected metals and general chemistry parameters were meaningful during previous site characterization work (i.e., definition of water types), they do not represent useful indicator parameters for potential releases, nor do they represent parameters of concern with respect to health and toxicity issues. • Limit the quarterly monitoring frequency to selected groundwater monitoring wells located along the western property boundary, while reducing the monitoring frequency in the remaining groundwater monitoring wells to semi-annual. The western property boundary groundwater monitoring wells, which include 87-1, 90-2, 94-2, 96-1, and 96-3, are recommended for continued quarterly monitoring since they are situated between the WMU and downgradient off-site receptors that could possibly be influenced by a potential release. • Remove groundwater monitoring wells 90-8 and 92-4 from the groundwater monitoring network since these monitoring wells are located outside the WMU's watershed and do not appear to be in hydraulic communication with groundwater underlying the WMU. • Add semi-annual water level monitoring of leachate monitoring wells LW-1 through LW-3. The monitoring should be performed during the first and third quarters to allow for evaluation of seasonal variations. • Reduce the quarterly monitoring frequency for surface water to semi-annual. The basis for this modification is that surface water flow in the ephemeral creek has historically occurred only between November and April, and sometimes intermittently during this time frame depending upon rainfall totals. Based on this Final CPMP-Section 3 3-8 Page 646 of 4165 limited flow period, quarterly monitoring is not appropriate for the site. The semi- annual monitoring should be performed during the first and fourth quarters to provide the best odds for surface water flow being present. Summaries of the scope and frequency of monitoring/testing proposed herein are presented in Table B-5 (Leachate), Table B-6 (Groundwater), and Table B-7 (Surface Water) of Appendix B. The monitoring and testing activities will be performed using industry standard protocols. Provisions will include: use of dedicated pumps, sanitized portable pumps, and/or sanitized bailers; measurement of field parameters during purging and sampling; collection of quality assurance/quality control (QA/QC) samples; sample preservation during transport; chain- of-custody documentation; and laboratory QA/QC testing. Field procedures, field data, and laboratory test results will be summarized in the report submittals as described in Subsection 3.7 (Reporting). Perimeter Gas Monitorinq The perimeter gas monitoring system will be monitored on a quarterly basis as required by 27CCR7 §20921. The scope of monitoring at each probe will include: measuring static pressure conditions using a Magnehelic pressure gauge; purging the equivalent of one (1) probe volume using an air pump; and measuring methane, oxygen, and carbon dioxide concentrations initially, during and upon completion of the purging operations using a calibrated portable gas detector. The regulatory compliance level for methane along the landfill property boundary is 5 percent by volume. Gas Emissions Monitorinq The gas control system and WMU surface will be monitored to comply with Assembly Bill 32 requirements in accordance with 17CCR, §95469. The scope of monitoring will include the following: • Instantaneous surface monitoring will be conducted on a quarterly basis to determine if surface emissions of 500 parts per million by volume(ppmv)or greater, other than non-repeatable, momentary readings, are present at any location on the WMU surface. The monitoring will be accomplished using a calibrated portable gas detector. • Integrated surface monitoring will be conducted on a quarterly basis to determine if the average methane concentration within designated grid areas exceed 25 ppmv. The monitoring will be accomplished using a calibrated portable gas detector. • Any components of the gas control system that are under positive pressure will be monitored on a quarterly basis to determine if any leaks are present at methane concentrations exceeding 500 ppmv. The monitoring will be accomplished using a calibrated portable gas detector. Final CPMP-Section 3 3-9 Page 647 of 4165 • The wellhead for each extraction well will be monitored on a monthly basis to determine whether the extraction well is being operated under vacuum conditions (i.e., negative pressure). The monitoring will be performed using a Magnehelic pressure gauge. • The flare will be monitored for temperature and flow rate using dedicated instrumentation and the corresponding data documented using a continuous recorder. In addition, the flare will be source tested on an annual basis to verify compliance with emissions and destruction efficiency criteria. The test methods and procedures employed to perform the respective monitoring provisions outlined above will be in accordance with the applicable subsections of 17CCR, §95471. This includes portable gas detector instrumentation and calibration, emissions monitoring procedures, wind speed data collection, and precipitation documentation. In addition, in the event that an emissions and/or operating threshold is identified, corresponding corrective actions will be implemented within the time frames specified in 17CCR, §95469. Please refer to the gas control system's Updated Design Plan (Appendix G) for further details regarding the methods and procedures. Source Testinq In accordance with 17CCR, §95464(b)(4), an initial source test of the flare will be performed within 180 days of initial start-up of the gas control system. This will be followed by annual source testing thereafter during the postclosure maintenance period, or at an alternate frequency if approved by the Mendocino County Air Quality Management District (MCAQMD). The source testing will be performed by a qualified contractor experienced in this type of testing. 3.6 OPERATIONS AND MAINTENANCE PLAN FOR GAS CONTROL SYSTEM 27CCR, §21830(b)(6) Preventive maintenance for the existing partial perimeter gas collection system will be carried out on all mechanical equipment at manufacturer's recommended intervals. This includes cleaning, lubrication, and replacement of worn parts. The accessible portions of gas collection piping will be thoroughly inspected on a regular basis for detection of poten- tial failure points and necessary repairs will be noted and implemented. System failures, such as pipe leaks or breaks that reduce gas collection efficiency and control effectiveness will be addressed to operating permit conditions. As previously noted, this system may become obsolete upon installation and operation of the full-scale gas control system. If that is the case, the maintenance provisions described above will be suspended accordingly. In regards to the proposed full-scale gas control system, please refer to the corresponding Updated Design Plan (Appendix G)for details regarding operation and maintenance of the system. Please note that the totally-enclosed vertical ground flare has yet to be fabricated, Final CPMP-Section 3 3-10 Page 648 of 4165 nor has the MCAQMD formally approved the system through the issuance of an Authority to Construct Permit. Any operation and/or maintenance provisions provided by the flare manufacturer or mandated by the MCAQMD through the permitting process will be incorporated into the operations and maintenance program accordingly. 3.7 REPORTING 27CCR, §21830(b)(7) With the exception for the gas monitoring system (see below), the reporting requirements for the leachate control system, detection and corrective action monitoring system, and gas control system are permit specific. Under the current WDR/M&RP (Order No. R1-2002- 0061), the leachate, groundwater, and surface monitoring and/or control data are reported to the RWQCB on a quarterly basis. However, a semi-annual reporting frequency is being requested as part of the new WDR to be issued for postclosure maintenance. As for gas control, documentation as to operation of the existing partial perimeter gas collection system is included as part of the perimeter gas monitoring reports prepared for 27CCR. As for the proposed full-scale gas control system, reporting will be dictated by the Permit to Operate to be issued by the MCAQMD. The reporting frequency recommended in the Updated Design Plan (EBA, 2019) is annually. In regards to the gas monitoring system, the scope and frequency of reporting is dictated by 27CCR, §20934, which requires quarterly report submittals within a time period specified by the LEA but no more than within 90 days of sampling. Each report shall include methane concentrations, documentation of sampling conditions (i.e., barometric pressure, atmospheric temperatures, general weather conditions, and probe pressures), instrumentation utilized, monitoring personnel, and a brief description of methods. Final CPMP-Section 3 3-11 Page 649 of 4165 CITY OF UKIAH LANDFILL MENDOCINO COUNTY, CALIFORNIA SECTION 4 CLOSURE AND POSTCLOSURE MAINTENANCE COST ESTIMATES In accordance with 27CCR, §21769(c)(2)(A), §21800(c) and§21830(b)(8), engineer's cost estimates for closure of the Landfill and associated postclosure maintenance have been prepared by a Registered Professional Engineer or Certified Engineering Geologist and are presented in Appendix L. As presented in Appendix L, the estimated cost for closure of the Landfill is$10,987,856. This cost includes a 20 percent contingency factor. The estimated cost for postclosure maintenance of the Landfill is $7,191,931 for the 30-year postclosure maintenance period. This cost was calculated by multiplying the annual cost for maintenance and monitoring by 30 years (duration of postclosure maintenance period). The aforementioned information represents the cost of closing the Landfill at the point in its active life (i.e., current site conditions) when the extent and manner of operation would make closure the most expensive. The closure and postclosure maintenance costs will be updated annually to incorporate changes resulting from increased or decreased site activities or monitoring. Any modifications to these costs will be submitted to CalRecycle for approval. As required by 27CCR, Chapter 6, the operator of a disposal facility is responsible for establishing a "demonstration of financial responsibility" to provide funding for site closure and postclosure maintenance costs. Financial mechanisms to provide for such funding have been established by the City. Final CPMP-Section 4 4-1 Page 650 of 4165 CITY OF UKIAH LANDFILL MENDOCINO COUNTY, CALIFORNIA SECTION 5 FUND DISBURSEMENT SCHEDULE In accordance with 27CCR, §21790(b)(8)(F), a preliminary fund disbursement schedule for the final closure construction project has been prepared and is enclosed in Appendix N. Please note that the fund disbursement schedule presented in Appendix M is preliminary in nature as it is based on engineer's estimates for both construction sequencing and associated costs. Both of these variables as presented are subject to change based on the contractor selected from the competitive bid process. It should be further noted that the closure costs, which are based on the engineer's cost estimate presented in Section 4 (Closure and Postclosure Maintenance Cost Estimates), exclude the 20 percent contingency. An updated fund disbursement schedule will be provided to the applicable regulatory agencies upon selection of a qualified contractor. Final CPMP-Section 5 5-1 Page 651 of 4165 CITY OF UKIAH LANDFILL MENDOCINO COUNTY, CALIFORNIA SECTION 6 REFERENCES Bray, J.D., Augello, A.J., Leanards, G.A., Repetto, P.C., Byrne, R.J., 1995, Seismic Stability Procedures for Solid Waste Landfills, Journal of Geotechnical Engineering, American Society of Civil Engineers, Vol. 121, No. 2, PP. 139-151, February. EBA Wastechnologies, May 1993, Report of Waste Discharge, Ukiah Solid Waste Disposal Site, Mendocino County, California, Volumes 1 and 11, EBA Project No. 92-385(3); Prepared for City of Ukiah Department of Public Works by EBA Wastechnologies, Santa Rosa, California. EBA Wastechnologies, August 1999, Final Closure and Postclosure Maintenance Plan, Ukiah Municipal Solid Waste Disposal Site, Mendocino County, California, EBA Project No. 99-691; Prepared for City of Ukiah, Public Works Department by EBA Wastechnologies, Santa Rosa, California. EBA Engineering, March 11, 2003, Engineered Alternative Analysis, City of Ukiah Landfill, Mendocino County, CA, EBA Project No. 02-907 (Task 5), Prepared for City of Ukiah Department of Public Works by EBA Engineering, Santa Rosa, California. EBA Engineering, January 2008, Joint Technical Document for City of Ukiah Landfill, Mendocino County, California (Volumes 1 through 111), EBA Project No. 02-907; Prepared for City of Ukiah Department of Public Works by EBA Engineering, Santa Rosa, California. EBA Engineering, June 20, 2013a, January 2008 Joint Technical Document Addendum, Response to Regulatory Comments, Final Closure and Postclosure Maintenance Plans, City of Ukiah Landfill, Mendocino County, California, EBA Job No. 02-907; Prepared for the City of Ukiah, Department of Public Works by EBA Engineering, Santa Rosa, California. EBA Engineering, October 3, 2013b, Leachate Surface Impoundment Assessment, Cityof Ukiah Landfill, 3100 Vichy Springs Road, Ukiah, California, EBA Job No. 13-1952(Task 3), Prepared for the City of Ukiah, Department of Public Works by EBA Engineering, Santa Rosa, California. EBA Engineering, August 14, 2015, Joint Technical Document (JTD) Addendum No. 2, Final Closure Construction Submittal, City of Ukiah Landfill, Mendocino County, California, EBA Job No. 02-907; Prepared for the City of Ukiah, Department of Public Works by EBA Engineering, Santa Rosa, California. Final CPMP-Section 6 6-1 Page 652 of 4165 EBA Engineering, March 2016a, Final Closure and Postclosure Maintenance Plan for City of Ukiah Landfill, Mendocino County, California, EBA Project No. 02-907; Prepared for City of Ukiah, Public Works Department by EBA Engineering, Santa Rosa, California. EBA Engineering, May 2016b, Final Closure and Postclosure Maintenance Plan forCityof Ukiah Landfill, Mendocino County, California, EBA Project No. 02-907; Prepared for City of Ukiah, Public Works Department by EBA Engineering, Santa Rosa, California. EBA Engineering, May 26, 2017, May 2016 Final Closure and Postclosure Maintenance Plan Response to Regulatory Comments, City of Ukiah Landfill, Mendocino County, California, EBA Project No. 02-907; Prepared for City of Ukiah, Public Works Department by EBA Engineering, Santa Rosa, California. EBA Engineering, April 2019, Updated Design Plan for Landfill Gas Collection and Control System, City of Ukiah Landfill, Mendocino County, California, EBA Job No. 02-907 (Task 8); Prepared for the City of Ukiah, Department of Public Works by EBA Engineering, Santa Rosa, California. Matasovic, N., 1995, D-MOD_2, A computer program for Seismic Response Analyses of Horizontally Layered Soil Deposits, Earthfill Dams and Solid Waste Landfills, December 1995. Matasovic, N., 1997, YSLIP_PM, A computer program for simulation of dynamic behavior of a rigid block on an inclined plane and calculation of permanent displacement of the block, April 1997. Final CPMP-Section 6 6-2 Page 653 of 4165 APPENDIX A FIGURES Page 654 of 4165 Q:\02-907\Location Map Phase-Task 10.dwg,4/10/2019 3 31:17 AM ` r � , it r Y tYr h,a-rJ } Ce 4 1 1(JJvI� 7 t d x J R1 t n.n.. t k � i, �fFl ��o-�i��1 r p✓c ✓ YL�r, �✓ h ." 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Wd e.E�ZT 64QLI�4/0'6rnP'coney)u'Ad a�ISfi,��OWeld Wd�i 640ZLLOGZND APPENDIX B TABLES Page 662 of 4165 Table B-1 Perimeter Gas Monitoring Point Construction Information City of Ukiah Landfill Point Total Top of Casing Elevation Gravel Pack Screened No. Depth Probe Interval Interval P (Feet Mean Sea Level) GAS-1 11' 686.59 4.5'-9' 5'-9' GAS-2 126' 839.65 Shallow 5'- 10' 5'- 10' Intermediate 13'-60' 30'-60' Deep 65'- 1051, 110'- 126' 80'- 1001,110'- 125' GAS-3 135' 861.42 Shallow 4'- 15' 5'- 15' Intermediate 20'-66.5' 35'-65' Deep 83.5'- 135' 85'- 135' GAS-4 145' 919.33 Shallow 5'- 11' 5'- 10' Intermediate 15'-75' 52.5'-72.5' Deep 85'- 145' 113'- 143' GAS-5 250' 1,032.24 Shallow 5'- 10' 5'- 10' Intermediate 1 15'- 113' 73'- 113' Intermediate 2 118'- 166.5' 126'- 166' -F Deep 171.5' -250' 210'-250' GAS-6 144.5' 865.60 Shallow 6.5'- 14.5' 7.5'- 12' Intermediate 19'-69' 20'-68.5' Deep 74'- 144.5' 78'- 144' GAS-7 84.5' 771.52 Shallow 5'- 11' 5.5'- 10.5' Intermediate 16'-42.5' 16.5'-42' Deep 47.5'-84.5' 47.5'-82.5' GAS-8 174.5' 920.47 Shallow 6.5'- 12.5' 7.5'- 11' Intermediate 17'-84' 18'- 84' Deep 89.5'- 171.5' 90'- 165' GAS-9 30' 763.85 Shallow 4.5'-9.5' 5'-9' Intermediate 14.5'-20' 15'- 19.5' Deep 25'-30' 25.5' GAS-10 59' 788.54 Shallow 4.5'- 10' 5'-9.5' Intermediate 14.5'-28' 15'-27.5' Deep 33'-59' 33'-55 L:Iproject19071 Updated FCPM Plans l4pril 2019 FCPM Plan l4ppendix B-Tables7able B-I.doc Page 663 of 4165 Table B-2 Perimeter Gas Extraction Well Construction Information City of Ukiah Landfill Well No. Well Depth Screened Plate Elevation Interval (Feet MSL) PG-1 80' 27' -76' 824.75 PG-lA 35' 15' -35' 829.60 PG-2 90' 35.5' -88' 838.09 PG-2A 40' 20' -40' 852.19 PG-3 101' 44.5' -99' 857.51 PG-3A 52' 24.5' -47' 859.52 PG-4 107' 39' -80' 868.00 PG-4A 50' 25' -50' 873.24 PG-5 85' 44' -83' 874.88 PG-5A 50' 24' -50' 879.12 PG-6 93' 43' -93' 889.07 PG-6A 51' 16' -50' 899.90 PG-7 133' 45' - 120' 913.36 PG-7A 45' 15' -42' 922.24 PG-8 117' 47' - 117' 927.50 PG-8A 50' 15' -47' 931.22 PG-9 117' 47' - 114' 936.69 MSL = Mean Sea Level L:Iproject19071 Updated FCPM Plansl4pril 2019 FCPM Plan 4ppendix B-Tables Table B-2.doe Page 664 of 4165 Table B-3 Leachate Well Construction Information City of Ukiah Landfill Well Well Well Top of'Casing Well Screen Filter Pack Filter Pack Casing Completion Screened Elevation(1) No. Dia. Depth Interval (Feet MSL) Size Interval Material LW-1 4" 55.0' 35.0'-55.0' 762 0.020" 30.0'-55.5' #3 Monterey LW-2 4" 29.0' 9.0'-29.0' 777 0.020" 5.0'-29.5' #3 Monterey LW-3 4" 15.0' 5.0'- 15.0' 772 0.020" 4.0'- 17.0' #3 Monterey Dia. = Diameter MSL = Mean Sea Level (1): Approximate L:Iproject19071 Updated FCPM Plansl4pril 2019 FCPM Planl4ppendix B-Tables lTable B-3.doe Page 665 of 4165 Table B-4 Groundwater Monitoring Well Construction Information City of Ukiah Landfill Well Well Well Top of'Casing Well Screen Filter Pack Filter Pack Casing Completion Screened Elevation No. Dia. Depth Interval (Feet MSL) Size Interval Material 87-1 2" 16.0' 6.0'- 16.0' 684.95 0.020" 5.0'- 16.0' #3 Monterey 90-1 2" 14.0' 5.5'- 14.0' 679.52 0.020" 5.0'- 14.0' #3 Monterey 90-2 2" 49.0 19.0-49.0' 686.00 0.020" 18.0'-50.0' #3 Monterey 90-3 2" 35.0' 25.0'-35.0' 722.39 0.020" 24.5'-35.0' #3 Monterey 90-4 2" 34.0' 19.0'-34.0' 720.90 0.020" 18.0'-35.0' #3 Monterey 90-5 2" 34.0' 19.0'-34.0' 746.37 0.020" 18.0'-35.0' #3 Monterey 90-6 2" 37.5' 17.5'-37.5' 758.94 0.020" 16.5'-39.25' #2/16 Monterey 90-7 2" 159.0' 135.0- 159.0' 832.85 0.020" 135.0'- 160.0' #3 Monterey 90-8 2" 138.5' 110.0'- 138.5' 839.03 0.020" 97.0'- 140.0' #3 Monterey 92-1 2" 28.0' 15.0'-28.0' 707.89 0.010" 13.0'-28.0' #2/12 Monterey 92-2 2" 40.0' 20.0'-40.0' 711.67 0.010" 18.0'-40.0' #2/12 Monterey 92-3 2" 49.5' 29.5'-49.5' 745.50 0.010" 28.0'-49.5' #2/12 Monterey 92-4 2" 130.0' 90.0'- 130.0' 805.81 0.020" 86.0'- 130.0' #3 Monterey 94-1 2" 12.0' 6.0'- 12.0' 796.97 0.020" 4.0'- 12.0' #12/14 Monterey 94-2 2" 75.0' 55.0'-75.0' 708.35 0.020" 52.0'-75.0' #2/12 Monterey 96-1 4" 23.5' 8.0'-23.0' 702.34 0.010" 7.0'-23.0' #2/12 Lone Star 96-2 4" 28.5' 13.5'-28.5' 702.09 0.010" 11.5'-23.0' #2/12 Lone Star 96-3 4" 26.5' 11/5'-26.5' 701.74 0.010" 11.0'-23.0' #2/12 Lone Star Dia. = Diameter MSL = Mean Sea Level L:Iproject19071 Updated FCPM Plansl4pril 2019 FCPM Planl4ppendix B-Tables Table B-4.doe Page 666 of 4165 Table B-5 Summary of Leachate Monitoring Parameters City of Ukiah Landfill Parameter Units Frequency Field Parameters Total Flow gallons Monthly Flow Rate gallons per day Monthly Specific Conductance µmhos/cm Quarterly pH pH units Quarterly Temperature degrees F Quarterly Monitoring Parameters Total Dissolved Solids mg/L Quarterly Chloride mg/L Quarterly Nitrate-Nitrogen mg/L Quarterly Total Ammonia mg/L Quarterly Sulfate mg/L Quarterly Chemical Oxygen Demand mg/L Quarterly Biological Oxygen Demand mg/L Quarterly Total Ammonia mg/L Quarterly Total Alkalinity mg/L Quarterly Volatile Organic Compounds(EPA Method 8260 with MtBE) µg/L Quarterly Total Purgeable/Extractable Petroleum Hydrocarbons mg/L Quarterly 1-Year Constituents of Concern Inorganics(Dissolved Metals)' mg/L Annually Extractable Oil and Grease mg/L Annually 5-Year Constituents of Concern Semi-Volatile Organic Compounds(EPA Method 8270) µg/L Every 5 Years Organochlorine Pesticides(EPA Method 8081) µg/L Every 5 Years Polychlorinated Biphenyls(PCBs)(EPA Method 8082) µg/L Every 5 Years Organophosphorus Compounds(EPA Method 8141) µg/L Every 5 Years Chlorophenoxy Herbicides(EPA Method 8150) µg/L Every 5 Years µmhos/cm: Micromhos per Centimeter degrees F: Degrees Fahrenheit mg/L: Milligrams per Liter µg/L: Micrograms per Liter MtBE: Methyl tert-Butyl Ether (1): Per Appendix II, Subtitle D,40 Code of Federal Regulations(40 CFR). L:I project19071 Updated FCPM Plans l4pri12019 FCPMPlanl4ppendix B-Tables7able B-5.doc Page 667 of 4165 Table B-6 Summary of Groundwater Monitoring Parameters City of Ukiah Landfill Parameter Units Frequency Field Parameters Temperature degrees F Quarterly'/Semi-Annually' Groundwater Elevation Feet Above MSL Quarterly' Specific Conductance µmhos/cm Quarterly'/Semi-Annually' pH pH units Quarterly'/Semi-Annually' Turbidity NTUs Quarterly'/Semi-Annually' Monitoring Parameters Total Dissolved Solids mg/L Quarterly'/Semi-Annually' Chloride mg/L Quarterly'/Semi-Annually' Sulfate mg/L Quarterly'/Semi-Annually Nitrate-Nitrogen mg/L Quarterly'/Semi-Annually' Manganese mg/L Quarterly'/Semi-Annually' Boron mg/L Quarterly'/Semi-Annually' Un-Ionized and Total Ammonia mg/L Quarterly'/Semi-Annually' Total Alkalinity mg/L Quarterly'/Semi-Annually' Volatile Organic Compounds(EPA Method 8260 with MtBE) µg/L Quarterly'/Semi-Annually' Total Purgeable/Extractable Petroleum Hydrocarbons mg/L Quarterly'/Semi-Annually' 1-Year Constituents of Concern Inorganics(Dissolved Metals)' mg/L Annually Extractable Oil and Grease mg/L Annually 5-Year Constituents of Concern Semi-Volatile Organic Compounds(EPA Method 8270) µg/L Every 5 Years Organochlorine Pesticides(EPA Method 8081) µg/L Every 5 Years Polychlorinated Biphenyls(PCBs)(EPA Method 8082) µg/L Every 5 Years Organophosphorus Compounds(EPA Method 8141) µg/L Every 5 Years Chlorophenoxy Herbicides(EPA Method 8150) 1 µg/L I Every 5 Years degrees F: Degrees Fahrenheit MSL: Mean Sea Level µmhos/cm: Micromhos per Centimeter NTUs: Nephelometric Turbidity Units mg/L: Milligrams per Liter µg/L: Micrograms per Liter MtBE: Methyl tert-Butyl Ether (1): Per Appendix II, Subtitle D,40 Code of Federal Regulations(40 CFR). (2): Corresponds to groundwater monitoring wells 87-1, 90-2, 94-2, 96-1 and 96-3. (3): Corresponds to groundwater monitoring wells 90-1, 90-3, 90-4, 90-5, 90-6, 90-7, 92-1, 92-2, 92-3, 94-1 and 96-2. (4): Corresponds to all groundwater monitoring wells listed above in Footnotes 2 and 3. L:I projectM71 Updated FCPM Plansl4pril 2019 FCPM Planl4ppendix B-Tables)Table B-6.doe Page 668 of 4165 Table B-7 Summary of Surface Water Monitoring Parameters City of Ukiah Landfill Parameter Units Frequency Field Parameters Temperature degrees F Quarterly Specific Conductance µmhos/cm Quarterly pH pH units Quarterly Dissolved Oxygen mg/L Quarterly Turbidity NTUs Quarterly Monitoring Parameters Total Suspended Solids mg/L Quarterly Total Settleable Solids mg/L Quarterly Total Dissolved Solids mg/L Quarterly Chloride mg/L Quarterly Total-Nitrogen mg/L Quarterly Un-Ionized and Total Ammonia mg/L Quarterly Sulfate mg/L Quarterly Chemical Oxygen Demand mg/L Quarterly 1-Year Constituents of Concern Inorganics(Dissolved Metals)' mg/L Annually Extractable Oil and Grease mg/L Annually 5-Year Constituents of Concern Volatile Organic Compounds(EPA Method 8260 with MtBE) µg/L Every 5 Years Semi-Volatile Organic Compounds(EPA Method 8270) µg/L Every 5 Years Organochlorine Pesticides(EPA Method 8081) µg/L Every 5 Years Polychlorinated Biphenyls(PCBs)(EPA Method 8082) µg/L Every 5 Years Organophosphorus Compounds(EPA Method 8141) µg/L Every 5 Years Chlorophenoxy Herbicides(EPA Method 8150) µg/L Every 5 Years degrees F: Degrees Fahrenheit µmhos/cm: Micromhos per Centimeter NTUs: Nephelometric Turbidity Units mg/L: Milligrams per Liter µg/L: Micrograms per Liter MtBE: Methyl tert-Butyl Ether (1): Per Appendix 11, Subtitle D,40 Code of Federal Regulations(40 CFR). L:I projectM71 Updated FCPM Plansl4pril 2019 FCPM Planl4ppendix B-Tables)Table B-7.doe Page 669 of 4165 APPENDIX C EXPLORATORY BORING LOGS Page 670 of 4165 PERIMETER GAS MONITORING POINTS Page 671 of 4165 ,mwnN�e iN9�wwViWJWUWww��� � w iwwuuiWm m a r � B m " 9l�. ...................... IT W ,,• •••r+...m .....m,,..�..,. '� �.� 9,4 _.. _... ... ...-....... CATION �` � RJ]14 : -LOGGEDY r" " CUX% FTURT CONSTRU D I �a�u�s��^h�s�s�1'�, ��--��� .�...�, .� ���. � . � , /apt �'DPIAW a ��Q�N�`�ry "�5�gp14 . ,. w �. 1 S C LEA 80 C 1. .n, rya a u00 SCR'f" ,' r 154 _ ....... _. _,,..w... .� — Z) DATEf� a N sa, q u, ro r«r _ I w e,... V r..�� .. ,..� ).... g ..._wn qh brown (2.5 , �3), �w 1r, �. . SILTY�' ��xpall�l rS H&ur1a1 IINas 1st% 'lose G � r 2 NA 5 13 _ m 0 ��a � .... �aa11�'�"1 111kA11E� puwar� a�� rs .spaa���� � p u1. 1 ur�e aw= Bono ed Sandy niGt.rN, 1 s1u�u.�s1. a1 "< r dGM 6 . r� s ..., r a fd m 1 .. 18 _ II 4 a 1 W 111----.� II - CC ,1 1s4 1 --. p s � 11 5' a �(. 10c'mVed d��wo'�k gray ( uu �nd d Na �� ad'ur�rur brow n�Yir1� AIL SILTY C 1 �.._ � � � 6s1w rricid paO3rMfl.6t � P ntd Depth = ICY a � �a.srw�pV�r.a D qvror to 11, 20 221 .... . . -1 - 21 ..: ���.m,� .. .. �..�. w. 40 MI ` Pa e� 9 2 of 41 5 m um uuuuuu a�,�um a� � W&� �� N'� 4mmN (• ,ro MIT rrvuwww� EXPLOI AT( IN _.,. _,. BORING 1110B 9 _ 1 4a a 1 bn„ dA 9 EQUIPMENTAND, SPE TFIC a fle REN TOM OW ree Casing and GRA"A. •�, _ ,u ��. "�•� zilfr peacravel V. CfCCNCREI'C k Slotted ... ACC% Gaavel = 5 .,. 20% 20 -- 13' .... .,, , .. a. �,.�........ TIME' Cm, � gg CC flC�� w �.._ �... �_......� _.. Silty Hwy CL o obve graY4'A 5 ti plastic f °ae y < % fine sad and in ra e,1 firm2 .,. C� 7 �.. m. r, : 'SaIl y wilt (My"), olive yellow (.5 ./ C 0 � m 0 imocf. plasuc fines, 20% very fine sand, firmi, • r 12. Clay (CH), dark gray (5Y, 4/1), high plasliefty C )0 .�., . r � � C 0 d w a rya. Q damp 0 0 C . �f C �.0 1 C 0 q.... C.. C'C C' y C�; �0 C.0 01 X 2 � ' 1�G C:C +wC^ '. 1 C C,,) C 0 0(.')( w, C 0 C 0 C1 0 C C y ) cC ,. �2 ��CC As ove, olive, brown (Zff, 414) C� � U, 777,55G . .��., w aAmxmm � 0e a & . . � � .a 1 a h N`R 9 2IN �1............ m _ �, .. U ..m pp�ggp ppp "W !�s m•IX W�.��1W�5�ad+p�� p� B fwlatta � �� �. Pop.� "4 Qma�a� �� MY, aa � ;t 80 85, _. i�� WATER DEPTH TIME a.n. ��yygp. mX MWV CIASU n 51 �..--- nha wIf" y AM DA . DESCIMIONC . 2Le Sandy Silt a ..:. m �'.a ��,� Via^ nan a2aa aaa fines, 2 fine - �a° aa�a:a°��xa�>a�-slightlyw aaa a� 'aad�aad £ . : am �:�:a andC a:� 5 low plaa .ic t� fines, 5 line — ed, � �iO CD���.. V I aaa. " f 32 C 0 3, .. 3 " c 0 � w a a��z�. �aaaa. sandsandaaa�a �,a�� . , 6 a�a:aaplastic� co - o 0 f:biie sand, slightly dairip, � m oY ..m" \ bw i'Wes' �.CJ�M ci Ca ;,' �.n t d"d<�:: .: SiRy Claa starare:( (4 L), very a:hux gray, y ��� ra CL (2 Y N31 (I as oda high plasticity fines, soft. r)a.a C firim ty damp r �r _ �:� ,a.:a C C 0 a C: 4 3 light ya y (2' 6/1)v 5% .a"aaawad. — higgh plasticity ine s, % fine sand, light damp c ara 1 44 u w a 0�. l 0 D r)0C � �� .are very dark (2,5Y a na "m 4- a d, — high placticity fines, 57. fine sand < (D 01 a a'., �+ ,C a 'O 5 PR, ". ® p LFGBORN'WELLS u,GAS-2 . EVA 13ORING JOB NUM m...� ... _... LOGGED BY- DFB _ @ EEM DRUING, AIR ROTARY FIELD LOCATION OF BORING,- WEI EQUIPIUM' AND a G- 2 J Bentonite 125 - 126,5' WATER I)EIM wa f a4 n h � �_� ... RY� COMMIRIC713 ON' � F y A rt� " .......m.,� ...,.�................�.. ... ... .. ..... ....... �,,,, ..._... ................ ..". ..m DESCRIPTION �L q, LI �. 10 �Ctn C. � rp ."� 0 0 C 55 C ;^ 0 - .. 4 ; 0 D 0�„i r rJ 0 �. u M c .d SiR y Chly(stone), as above. no gravel, soft Cl firm, slkhty damp 6 .. ��"�' ✓ �'� � r.rug,,�. x 6v a 0 ,;: ��. C Cad y � w�a C> C„Y oC o° M �I 0 . 0 .... . RAJ (stun (CH) vezy dark gray (5 / )m fines,high plasticity %tiff — r. W damp 3 If 0 0 0 ...... : '0C 7 v I C - oC 0 ), 0 CC 0 1 C d0 C,C, ww a .. re u iwwawware mwl�'o wore re m �. re m.. G WELLS red .................... FIELD LOCATION �����.... � ��' ��.� ��D����f�� �� � ....�p.,g_��� �.g.�.�.q_ 9 � , w xTQ% DRILLING, Ally ���a��RY a �rd.u%"�&" ��''d.Y'8E. Aa°.���^..N �P°wW.' ::: 6. 3 �:"�&a G-2 SAND WATER DEPTH re � .._. CC CONS7RUC74. DAT .. fwr. ._ -.��..... ... rea r c ..m. ... �. .... ......_...... . , .,..w a C 8 14- c.� cr c) 7 �� 'w,y rCO .. .... '" ) c 0 ' C, ,.,d � W 1;) ID Silly, Clay(stone) � Clayey Bile (CL- dark air c) c 0 "; CL fines, 57.' fine ined. sand, firm stilf, a a) �,0 G _. � (: ti ro� aw) c U Silty Sand(stcnap) Sandy 3flt(stone) _,. light olive ���°aa .are ��.�ash �a5��a �a4��� ��a� � a a w faa bcj..�y fines, 50% fine sand, well a•oundred, ���.� � ,0' a if 8, .44 LD Scattered " z r� ar.wpw f C `u �, ,. f a a , �. .. 0, wcJ] rounded M p a C) 01 0 aw°herta .a a sfa 1eF med darisia, slight 0 971- 1 "w r 98 � n� - , T 1 a aaa"a no. rt f: 5 i „omm �wanw�am:� �, w w.mawm. EXPLORATORY U) IA „o.F ioiowwmro.�wwm ,wmmmummw,ewmw�wwwwwiouuuuuwa N. A aw'�� LOG' OF BORING �� �.9 61 H ROT � (� WEII, CkYW FLEYAT70N, S' RG 837 Maas ^"„".,..... ,.. ,....a.,.. ..w ... ,�, ,.m.a ..... ........� _.m.... ,....w...,..... ,..._,....m. ,...... 2 ,... WATER DE?17f CArdNC , a a� 1 , DATE' w dr 23 635 'a as a a - .�. �. 0 � ... I ...� � Sandy Clay(stone) (CL)e dark, blue gray, aB„ .._ 307..f 1)„ �� � "�"��, �a �a � ��°aai��� al asta��^ato" �.....__.mfines, 2,afine rraaad, sand, firma, � ) W,, _ � h �)? daau..aa i C D a a w "C) 4 bC � Grp . 10 0C 0 aCw d°w �� Cw Sfl Clay(stone) fCL'), dark givenish gray„ � d ��a b fin � aaaxa:�w �;� � aa�ama"a�:aw �askx )a �a,saa: � �"a�'�aa;�, �� „ / )w ' t � � "" y Claay(stozae) pu p dark gzve h.ih gray, (5G,, 411), ! f higb plasticity him,; W CL "^�Ga^�)nN �.Cla y, stoo ae) (CI), as above t 103a )�„ 0 G�C.k C� d � 0 ., C) ., C 3 CID�14 � u 0 0 C.)C.7 0 a~ C° 'YC 00()0C)11 C aayfsta.c) ( 14), as above, hog plasticity fino�p :a dad 7 0 C R (;)-7 0 d C" a rt��°o 0 0 0� 0 C) C m. Clayey—Silty as (Sbaaaa.e) (SC--SU), a a-,)r ga~eenista d1� d d Cx 0 C . ., (5G. . f )„ gal 0 lease r�ao& al aaf aa^ �d"b d�C) " c _ 6 ,15%A"leads �sand, �� o t9 C) rounded. loos .ed. dense, la hty da'a.a a. � a� � d 0 () d�) �9.� �, Naaa�aal(„�al.�adaaa ® as �ama°�a.*v �low- �p,alaaa�"I�:�ara fines,fines,� and fiaaaa d»® a„a,d, aaaaaal. alc.a.aa,„ shgh,�,y daaaaala <::a Ca C C.a C)C1 C.)C,J' w7Q Cd.a rs.acaa.. d �apC4C � uwm�uwuwm� mmwwma�amm imwo m�tim�m�m+ ,,rmm� m�m m RMFUT BORING, GA" It Muf PIN" mm _..._ .. .. ..� .. _.................... mmm FIELD LOCATION OF BORING" 100ED �? ��:�.� 3 UP-L �� g EWE. .�ILLIN .AIR ] .-. — . ._.. ....... ..._.._ .. . ....w El BEN"ONITr ItGRAVO IIII m �wxt uWATER DEPTH TIM N ca fM DATER u N w ¢) lfz vj(410 P5 y ......--.. ... �....._� (5(.T, 4 1), < t f a f �w C ww1'•S�Msand, t _. very Ll 0 1 4.4" verb, moist — wet, first encotnitered 2t130 .111'r'd waLer 0 12&5" 2 63w9..� .�.... 135 -137 r �,.ifs• �.......� �'1 4 .G. E„p 3 I�- 40 . 1142 ...._. 144 k �..... J a4J 146 9 14/ 148 r � page 678 of 41 5 8� OF XPLORATORY � � _.: BORING RIN . T � DATE 9 26 ,94 D m. ( ..... _. R .� IG, _ ROTARY o jqELD LOCATION OF BORZNC`� CONCREIE k snotteirili 1 b Gravel 4 15, B o je 15 2 ' u ,fit` WAIER DEPTH mlugC4 UCT TR eTWE r s w m CONAION ry a r ) . ro � & k �.m. C C 9 Silty Clay (ML), dark: m is ray h brown C, k pp j y C . �.... � ' Q decreasing Sand content 'mar 15' s 1I ^ ,r d ilw � u rs C a l lid, �� v grays ': ' , � � 2(3mmdam ® ; 0% very, fine Sand W coarse 2 ... �, ap �r . P' 0 0 W 9 EXPLORATORY � M�wurm�u w�wa�wwwwiwrm io�ruwu. r wwxr "a IMING m.,._... � ��. ... a � _ � � :,�.�_, .._ � � � m��. � LOCATION "�.., �� �� �" � P :� .... .� �... ... "�_....._ TR DEPTH En CASIN3 naw NEI t m MQ 0 a (10n'? 6/✓ , 4 d damp, Via' coarse Sand, � � 0 f M y, staan�a:°.w (CI dark j, gray (10YR, .11), damp, �" � 0 � w c a1 0 . w'~' .m ° decreasing Clay conterat 0 30', increasing, Silt I M dwnp 0 fi b„ da � wk0 "4 ���7 a " �. a: 1 a a �.. . ,V � �w0Via veryCl, increasinga cum tent � 5 a o M C"9 .. . Clay c C; c ww ,a:h 1 ,a Ca ar 4 .... aC '3 C C aV ja a C a 0 a l' . ,a ,� a a a a , "a d"a a� aauly � �a yey Bit (NJ, d aQ raw (7-tea ""�',. V w4 dumg �� r� Sand, �� a" o 0 a: 4 c 0 w c ( C m,.. 0 0 . w Silt olive a R� � � C �cq afanip 20 line Sand — ��, „ 5e L(.")G OF' EXPLORATORYP `: , WELLS gy ORIK ull _ BORING.d ...�..mm.,., ...,.,.,. �...m..m,..,a� .p,.�............ ...�...,.,.,., .�,...,..,,..�µ ..tl��....��mm.... ® � ^n .� en�1� W � �..w_. ` ._ . .. .....� � �w9 �. Wtf l't.R. _. G-3 � . W WATER DEPTH ro . t," a " &� .,a VIM ° DUCRITYrION .. ...._ �.�....,. .. .. . �.._ ll ...,�.. ..... �.,� •.ro .. _._.__.. __.. . .. _ .� _ ...... < G:� C3 . J 0P. t 52 Silty Gravelly a S dark r eaia F 01-1111 d t) Gravel (5z 53- m• tatnwa Clay, at a (verySand to coarse) C x�C) p° c $ u � G . 0 j 56 0 : ... < 0: C) • Sand t: yey ilt ( IJ maa t,tled dark �raa � 0 [0 a mw at» 207. � tmaxt� tt� taaa�:. ,? t as .. harder de .' 9'5 � <.o bs <; w t as a tSilt (MI.), aaa°t<. t ray, tr ».",t.tt s d . "I course Sand, < Clay, di-imp�t'.a to or- t. � <.� � ��C.�t�, t a —2 r 0,o ) .° mLtimSimdy tm ( t.. araaat< , 'w (a.� D � A ver Sand, < ClA aa�ara, �. 0 . 0 , t> 0 0 C' at 0 C .. ._ "7p : r' ar✓ t ..... r 69 4. r . . 1 � � ✓ �" Moist, —60% coa e San aaaaat Gravel (t maa�am »�� to milmngular �°aa.��t t �a�t (t�t�)w .s above "tta � �" a ogta.D � Clayey,, Gravel m at� t Sm a aaaaamn® -- 0% Sand Gravel up to t cm Pa �� LOG Of' EXPLORATORY U._... ..... ......... _..... _........ WEEKS WRJUJN(,� AIR ROTARY c—� ------- WATER DEI Y �u _. _ m PM .� CA sCa rail TIMp NU o DESCRIPTION 9 � o era aam .a a _„. .�,.. ,... ,.a, m. ,. _._ ...., �... 5 inlay 77 ., becoming wet. at 7T s, r e R SIM FX A r 'all 2 - - a ,- L»e_... a rd,� "in��, r at 83—f° � r,� . 84 - �° w a 0 gym. ty Gravel (GAd),daric grey 2 5 r awl# z a F ill gmµ an (SM) ve! darkC: .) a C b 0 Moist, ' subrounded tip to I dia . ... ,,. � m '.. ti � . , 41 C I Q�V .� . V C C 4.) bC r� y ,b; ,re b 0 0 (1 i rl � � with Slit, vein dark ,gray 5Y" m> 0 C0 0 0 () r very bai d �10 , P, y , a w� O�'�0��C') 40 J RM�d SIM arysil � 0 c,c a C) (�) 0 Maysi n (CT), as above � � C)0 awl 0� (3 t a" � tl ' C a� g , —_ �,� 9 a 2 5 IIdWk 4 't'inmw�umn BORING'.iNa1R� A l%iaw NVflpH wk�'S,b",QN� � , W....�� w t E W : x a,�.w�_�,. �IA F ^ "" ..0 LOCATION OF BORINGm TAR & &&& &&& ro & &&&&l � Ms (E KS G �g�� "" _.� G-3 77M .m�, ... ," ww..u. w, a. . W. _- _ '"µ DAM, _. ......... Ca a� r CRIP I 'a ,a,.... .,�. � - �. �..r.. .._... ._.__ ��.,. ....... m _ 1 ,�.,... 'o C15 p 0 C) ..._�_ rc, Cy w �, a)I. 0 C, ...,�,�.. d C g d 14, . u C 6�0 ..,..., d ( — , n*' a d u �..�. kJ d & " &&&&ty. Sang (SM), clark. gray, daimp, % fine � a�P j increasing Sand content 11 ' fine p u s 0 CC dD Q114 � �0 c d 0 . b .. 010 0'D iInc���asi � .& . �.� �� � . &.tea° ����k �0 c ... ...�.m 0 0e c m 'I C C) C.)0 20 � r 0 0 0 ' (�O ... b 02l .... � 0 CD 0 0 . P..6. ., � cl�d 0 3 0 � w �., 124 C)Cl nd�aPROJECT 6 OF 6 uOF EXPLORATORY Ilvrvlw p � uMumImIWIN F M1�9MmMWYN�'Mm. !t�w'4wwN� AMU Y i UR �m WELLS 9­,2 ORING _w...� .. . _�_ .. ..... .............. . . ........ ".�.m_ _._. � �.�... ......... mmm""„"""""",". _. ..�. �._..m.. . .. . . LOCATION OF BORING'. IPMED BY- I DR111SR1 WEEKS AM P07ARY m WAT �.m � rx " TIME CASIN5 ... ........... ... gm r raw W � U 12 ESCRIP770N >c') C � ... R- 25 29becoming moist to wel� 128' I w, 2 10 3GzIavelly Sand (SP), dark gray,,n � � �. �.... coarse � � �. b r h C w��, ... R 1,3 ry a ..� C) 37. w0 9 �... 1w _ U _... 143 � . �...;� 14 145­ w, 1490 I . ..m . JOB " � i �y".9. , m..7/27" 'c .U. . BORING MN Y ... -e QUIPMEWT AND CATION& Nested but 0.040 S otted Pea wea. k .S"flittnd 5 IV", uprgye@ ,,: 9R 9,/2 1 sentonfi,.e .: 11 112 -15' A� 9otted = 52 1/2 ^ '72 1 fro, grcvee " 75 95" Bert4u nRe = 84 a/m° .. 7 " 7'a u7�hpaeuRs °° gyp? d ,r WATER H ...... _ rR µ Ii . i .............._ __....,..,_.. ..,. .,. ._ m....�;�Vra.° m , 1m r 94 a ., VIN M �° N � I 3 w » ✓ µ tier Ry fines,) ff�.-70 ppY, rug sand,� dry, med,a� � p kidense. .7 �o w m ScxQ.tEred gravel — �<M sondstone & cheirt - sub � V G„r u 2"4 d y ffy A» raver rasa rrrvp, r 13 15-- Sondy akrr» �r wy�pauy"iirwt. po yppffiir ow �>,aown rrawc�, gay' Qrf�6 5�: uffffrnrwwi " " s '.. y dry, dense » mp 7 20, °:aaR Y 00Y a,,a..), H., oa0 Nte brown (2 5Y, 5 4) 95% rw"xod. P, prkarpy'nc aff y ffarwr^n"aa < 5 fine sand, scwatffu-ed gravel„ cjmpirrm , Med. dense stiff. 24 4 I .'D ff, LOG OF EXPLORATORY I..,...._ BORING, . .... .� BFR A61 .. ' PORING., 4 „ B �� � 2 Via MSL e f W1 Cf (CfC)" 9offed & C/ Flea goarv�V. ..... SkA tee 143 :11..3% Gr a � 1 46 84 1/2 .Bead 4amama4e 157 1�4�5 S �8�sm�a��t Y b .s � — .1 T .......... ......_... . � � H�� � aa,a iru ^� � .:�. I . ." �..w�. ........_ . . ` ._...ew_._.... �.e._. _.. _. X ff Nighty rmum st, stiff, rm Wirav 8 � mm_.X � •� �" _ 32 3 3 4- fb f W 3,5- Sandy k� ��m �} � uv �m ar � C �� m� � " 6Wnwq 2550 fine sand, � ca�mfm � f r2 anciscmm sa dstimne chart — wd rounded, aJam aN faff� ff f Stiff, + f. ..... fm9an f.nCHY d0lrnp, Striff � ...., CH W�� �' W W � C ,. . �._.�� afnf'° faa �;:�c R�nm 68ma ,/nws�n�4 Co��� mm1��a�,!nf.. �� a Wa:f a C C. 44- 10 4 /a 4-4.5 f.Hr"m CCaBe (CH) dark Nue 9n Cif W C m°n°ncmd sub to round, Dry, stiff very Muff, C f a f ff' m;dclm change Dark greenish e emn'ufhr gray 5G, W f fR_... f d �� �'�a as� ��" "� �d H 4 L AN D IG"f ILL S E A � 7 7 LOG' OFBORING Q�,AS 4 �.., w _. _.. . �. _. OB 71/9 w.. "� AND CI O� . W� �M ��YI� a�rP:�� �� ��y 0 11 1usCrw+r ik M Vrtv ,,r 52 1/2 72 U/V, ,r,weU 215 1 V, Ise -'i"f r's r� m� TM4�hF uoq, qti n ni+�u �r 145 b� 8444I "at Era ��. " WATER DE,P g r Z g � Pwa.A�. cz P r1a OE DE IX rn �f :u . M4 j. y« 4 N•�M' 4 w Gm�, r �4- d .,� 6.47� � ,. �50 62 w a � " �.. low to rraf. l.,A ,f cf n "" , 407. f@.'" fy aawa° Staa Pru°a� a stiff — dense. a . e�- 67 J. �� �� .N faf s grauyd t,�V rounded, .�. n a L71 a w . w H 7 . .: EW A FOR_ GAS­ t BORING w a ) , 7 � w t�C Qa �� Y c A Mt n" St. ' ,a1 �"RU N OF BORING, Nt r �� n CAS m �« � � �� t > ��� . �. e.... � vCM- „ 915 ��S e �DI�1 .M�� a�� a� t� � ��t� m�' Nested �° „u/ �° tttJ a, grc�vell " �A. SkAte 5V'M °. emtlwronRca = 11 B 12 "RV O o ed 1/ 72 112. gii'ovev 75 15'x SentcnrOc 4 1/2 7 « C, SWtled -. 14 1 ai13', O , 145 84 1 j2'„ Be ntonile 157 — 145 W r _. ., DEPTH ..... .... n.....� C d„ gg _.� w °� 1 � �"C41�°1m P�1j .... ....... „_ ...._.„...�........... ..... .....,...... ..._„_. ._ ....,�.....,.. ...... 1 Pia a � a 'tmta„� t9t N _.. „ s� silt(stone) ��",� m �.����w _„ i � �� y 4 5­ ;» �wrt rt�ur°u• �a.�1 lowlowc7lt�c.al fines., 4®)... .„��, SandyMj QBt ��1r1c� ,.°tr��1e Ittu � 5 t fine, t" m6st, dense, Hard t'U chatter, X Sc .,. „„M h G„Ilr:�° ruow - rn d t Ws,.ticitt �1fine,, �t6W.'tfine tt rlrn e�. sand � m� h w .... sclartt:ererrt grcvell (<2%), dry, .a. � 4 9 7 .. r41 f ,p"' x 9 p .. b (3rade into �y(s c1n ) (C' i t�X411 r11o1 V ¢tu.v r . (5y, 3 r � M Pu u�asfldt fines„ bac tur y �t�11t�y .. om1 , veiry stiff. t H t 2rereP @cs eq� to a rrv4Mf,« sub rounded then Oty cr 5er r �w t '& LW " LANDFILL LOG fr° BORING 71, y.. ur . ° .. mm_ �41�.� PVC ' " �� .M S��"�.��„ .� �° Nested wry" �� �w.�,�..&....�.�� w� 040 Sott,e d Pec croveL �aV�led 52, r/2 a r!r�m11/2',u�r"V"�� �b 1 S6GPaton'e r o-'A �:' ,., 5 P xn!al�u��cn � � d� 1i �""„ gC�veV )�a � 1��y', r�e¢rrom,ra� 1 � ��rw lile tteA aVAMIR DEP171_.. ..� �..�� e..M cc K�l DATE _ ..._.. ar ' w ' CL Q .__. ._ .. .. lo $ "^ ua Aso*att� L Vcu e�y Srrrrd ,tone d <A bUe gray, 0% high ��... � t—., 6rku<wrticdt�y fires, 60 fln-ne trend, drimp ,... rnoist �� k{ 10 . u :w° k a Sandy Cny(sto ne) (C^-) t'.tCar�k b4143 gray, "'0 �T)e. a 0 Ngh p6osticityo fines, 30% fine sond, sc: itered gir�ove� x CTt.utt. �, w wreH rc�srnrtided, rte:mp c 11 tt ...�.... p r. ., ql,117 11 ' - 122' mrwrrny tWn gfov y day ones 20....30% graveL CL t .. 7, 121-- CL m24- ttrn Ott SHY (stone.) (SC) Dark L�ue gray, � % rr°nod .rc. pow �. f.)lclsticity finen ID tw tuwe sond., � �rv451 .. ORING� GAS- 4 a D 7 ^ _ uJ. �° � . ... .... .. m " "' Nested 3, /4. 0 SCH-a,0 --`VC., r 1 ". waN��k e9 a�arb1 `a ¢r9 *°.: � aa ..m� ci a k.wa�ss,ac & �/" ... "1w w �# wa0w~tted a cw _. .� CATER, f r'PT 5. � R MON N, Cc�^ D C —.._ -.._ -- RCT vi �w.• firms, 2,5% fine .won 45 50% fine c mvO to 4 4 � ? eh rounded,ed, pocr4r@y �:¢�u°'ww�w�Gua���t�,d, d� y, s a�a�r-,ds•i�aw-e 4r r ch eir't. masts. w 28 )14 .. Lx SC .3andy Clay( � . .., blue gray, !nod sior�rura,.;ticRy �rres,r fine sand, gycv ugr� 31 ..pk...,, Dry, rwq.x ,:" r� of � ww 32 �....... �r w . . 132' 1,325 hr'rr id ddfl4i w N ;a 1 Nw. P w� " Sr•.av'ttra„d gravel wrN r•rrurr'bedw rrrazuart. al �.,�.. I r 38 139 140- X D 9 41.5' 142.5"w qiraviMy zone. �1 C Sc r D .y y .. i y GraveHy a::aind (SP) Dark B.rllUe r•ary 4: _ � 40 Vow _.. irM o �kl.'�Jrk"�y ficr�es ':~'Q�,...-60% firr rr�urwc�,& "��� p 20 fin rova's� t "��2�' Via„ �d rounded 'a rt' a;�n tr��" � ;�% � ��,�e� p fl f4 W r � t H Lvo.RIu a�u....m_ .�. � . ry w . .. 9" �d� .�mm...� _.. _ .�. IT._ . .? .7 ELEVATION, ¢ e 1 �a R "T ffi Nested w r4" 0 . YC H. gC wVCttfd Ar 114 P m 145 84 hjV"2 Ih��`I�uQ!CWmffi0��" N "� TI4'� ,gyp .„ .. , _ n lu ge AT' Al r u Re grade to C�ayey S _� 0 N..hpBosbcit 151 SCI "82 "r a 3, + r uuu u t .... ire �nou Check. No free watev. 5 «a l ��✓ i' �u et rncud�a� ��zu.o n drM pb�t, very-u.n e t���,s tears towc��m���w oist I 6T' I'D :g::.- 157' �C, �70 "' �. 171 ..... �2-4,- 73- NqliE-691 of 41 :. 0. I� Via" JOB NUMBE � ) —Cln' OF UMAH LANDFILL BORINC 7 94 FIELD U)CATION OF BORING., Nt, LOGMTM BY., UH I)RUIER, GTA'S DRULLING, AIR ROTARY al RRM51 ._ . ND .Ild''V`Rhaa1�: U� � LANDFILL, "m sCw��e Gay , Ptaak 1�. 21 O 1 r ry.....� :aaaaa a: Er Lbrect &, � . �. WAjj"j M.. v�... .... .. �. ..�� �„ 1 . .. ..... .�. . . . . . .. ..... '" 4 i'd," � �... ' d SCRI � ��. . S; Sandy ravel (W) dole olive (5y, �),� alr ry "M� cobbles C Gm d 1 .� .� d� IT becomiTV, gla'am / r a a°aara�aaaaaaa a a w� B B & , �27. ( �aavel ubbl v seam 'to � 0, °��C? a ra & 0 24­ 'Mty Graa.veJ (gy mgravel aka to a a aa.a L4^ wu�6atlaM� A �ritlroA M I.mNN F .. Illw m'u ' EWPLORATORY Y OF OR �,� . u ���. �_-..� _.. w .. . . �.,....,.� FIELD I )�B� . �.ryROTARY MCASING 13AS .., WATER D?, �� � � ..... _. . ._ _.. ,�.,. ......., qq"u �WW�p Wffi.W MCI TMmA a..,.,�... .,..,.emsw.ew,rw.,:,��.,�.w.��..,.,.,...,.�. �.. �..........�....�. .........�.m................ �.,�.� "4nn AR DA TV DESCRUMON Cm 00 MY an ( ), as above„ Without g m vel,., S 9 r , i 31 *s . .��.. _ .. C �" � � �{ t; k (M: (, as above, with 152 gravel, danip 33- w :r g;,III ism u�.. a wb f 3 WN a 6 �121 I cua 0 gravej, N b µye < i i 0 wy.p �' 42- � crea-�'�� (. content yea -2 47" �M 0 0 � u if 43 "Y 0 w� C) Sandy gavel (GM), alive, (ff 514)� &uip - Gravxg p to eF 0 tW 0 WL 6,11 wh s 4 5 LOG Of ,.. _.m .... _BORING �... .. .�..,��._ 94 � � IR.10 111 O R ROTARY FIELD . BORING.' MY6 GAS-5 s ,� � TIME CASING� gym^ 4 re D sayATE .... _ W re _ ,.� n_.....__.._..m.._..... ... �# R Sandy ravel (GM), yeflovid. brown I OYR, 518), damp, weal H:"r w . 0 () � 0(°)� 5 0 C- 57 � k l Q C 'r . .„ 0 � � ��. y I. ( ), � 0, - fine to asow"wriw; Sand, laua� 0 IIy p� a p� p!" s .. < � p �Z ... ) )4 .) sr 0< t° � f . 0 r t..) .� „ I71 , 0 n, 7 73_ .... ., . d c� a rvwwwrwa awwuwnw �wrouwmmw veypw kis 10O EXPLORATORY 1 rr Ugdd WINIL BORING, GA ' _...�... ..m HELD mbOCA7 0 OF' BORI G �_��.m_a ' O.w� FD IC P R: MYS DRUM AIR ROTARYu... .... .... — EQUTPUTNT AND EC WVWW DF7L, AS-5 WATER DEPM 0 S ! DATE ��e.e...�a. ... �. B C ..� : ri B 1 � q ,.� u.� 0(.. If C r e� . - RM J D r " o 8S"� �. �ap Gravel :�. cm ' ��"�i �1" a 2 , ', louse 0 87 0 c� M an .Xmm C) a k ) C 0 4 CaI o ( ur ea ; m2counixr d CY M t C9 ' a 97 00 C Ca 0 C)Ca"I a a sa..a Of, ElXPLOR dm 10 R SS D w ,Dw V YO P m l GAS � 0 a ,a DAH FIFILD LOCATION OF BORING.- OGGE D C113 DRIZIER WEEKS DDIMIANG, M.R WARY , I D m S 'MVP D P '�� .. .�_ ... ... . ��._..._ . �w. __...�.. QKJAlq LANDMIL � —S .e . �. . �, �� a min TER DEPTH M m amp M.. ._ _^ ...m., DESCRIPTION m. mmu m � �.. .. ..�...� _.� ..�,.__..._ .an ...� wn ��... .�..� .. _ .. . . „tea n Ic fib .. .: GDP C" °�� d } _ a�r G w 04, S 105 o w" = a 0 a". 0 07 �3�� o 08- w m l�w< �m: .y (1 'N� D:a, ray, �Q��S , a�m � u 2m�a'X line to Very b " �� Ind k10 .u. m �C7 c: o 0 c fia 0 0 0r C, 0, � 00 f 1 2 . ): 1� � 1 ( ()C c 0 <' 2 � �.. s 0 m. - a 0 0 . 0 a 24 ;" p l _ Cobble encountered 0 124' aim , 9 6 T � LOG Of' ; U �B w u � as M"ro CITY OF (IRIAW Ga BORING. a�� � �d� ,..: �..�.._. �.._ _... .... �.�.w CATION OF BORING,- LoG.1p, yp� CASING y,�p�,Ame ..aw --...... .,,w...a,� .� ...... ... . . _,,,_.. ..._. �w�^"""� µ, ��"mR,d.&i� �°n P'✓d ID k'�W�W a��.ro��w���,s�"& �'�WU'�a�",Vo GAS-5 -o ,_._ n� ..........�,._ .._.� maw ..�_.-..�..��, mm.M...�... �iiCASUNG is cl, a �a DAIT DESCIRIPTION � i n ura w rep . CC' C C 27— .. P ) c ... � ki G o 0 z 3 �� 83 - P-- _ �) �� 6 ����'�'' fie. 0 0 k'` a� y C) k, . & lac �N: U n c o ......� C)C'D�.. o � 'URzU� ....... ) C)a 0 r0 r d: o 'U 42 e �y �uu�� ) 9a p+p�. gyp, �lu '. pppkkM 'QQq„ W,K ()o N . .... � f f C 45- ..... (3 w � We .8 ... c. C> �. w �� c nowa�� rvm P.. cvewwwu., .axnre ¢vnnmmxrvw. -r�rvmuwr �ma �wmrh .w.. .mrrmmuw.uu ii �mw�wu�uwm. uxmpam 01 LORAITTY CTY OF (MAR LVDFILL BOWN MBE -...— .--- ., .�_.....�..�.. ._ � ....��. �.. __e....m�.. �e.�._...._ .. �.�e._.�... ... � . ��� ......... e..... WA T .. �. DAIT sh 114 DESCRO O I'll D C) 151 0 ISM' c`N 0 mcw.easiq Gravel c m nt to t 154' 0 , r 15 0 a5/ . R D CO,'C) C$ d 0 M° a� C, 0u C Y mC=c �W 0 r f o C d Ck 00 c 00 C c 164 �� �w , bra time C'ma stlme ( ), gray (10Y , f 1)A damp , 17 rl , 0 w 0 ., cm 7 �� m r 0 c> SM7 Sand m (10YR, /1)m 1, 1, fine And, 6% �� ��������nm�uxw���u�m��� ��mu��, ��,���� ,�, w � Ffl EXPLDRATORY &iRIPm6Au' GAS-5 A&� CITY OF UMAR LANDFILL BORIN ...m��.. ...._ -. mm FIELD 0(,'A' 10'l . " BORI OGGED BY GJB RDLE ASS DRUINO, AIR ROTARY d EQUIPMENT AND SPECIF�57MNLRI .._,, E_- r' *GAS...._5 ......._"""""".".. �� " _. ts a a CONSTPRIVOON am Z5 C)� N "I c) . C) 1177 17 � ... Ca<)C)��Cbc �q m p ..,: 4�00 Cap ; rq 7 IP _ 0 0 �0 0 .)0 C C' "w ) .' �80— Cb C w C) C C C)C C� . C C � N.... � C ��) 0C)0C:)C)�C a � �� aw� , a arn� aR )C CC: C C) 0 C a 0 C���) C C C) C) 0 C' C �':"C 0 C)C� � ��.; ) C� " C���C: :m I 5 ) 0 0 C Cu C_) <)0000 C:) t 0��0 ..... CY CC0 C) C. �) C C'.) C C) C �_. ..W J C1 C.D C C.) .a C.) 0 .. C ' 9 C C) C)Cw) C C) C 0C.7 c G,.. 00���)C)C� C, c c faC"�C. C�C�d. C' C)h C CC C.,w. 0 C. ., .b� .. II C) d"P . C) . 19 �IM" C)0 CD d)C C C Db . , C mm C C b C C a C' C)0 6 Cb C C'. �C�I C�P) C) " C ("'l'aky'slaa. (C ), a's sabors except gral (10MIP 5/1) � CSC) CSC .r C )C)0' C" C°) S .., C) C C C wwwm u�wmmnmuwww flow" .gpLOG OF UPLORAR)RY (`J > k OF MW M 4 W . rbpMNd AJI BORW PIELD LOCATION (.)F BORING- MAR P 'u GAS -5 Po o u � DATE �u DEISCRUTON Htlao rrq z u~� µ —. r CD 201 ��.. w . )d 0 f ) , c �g W p�fir' V Y :: 0 0 % J I tertie de ' Cl ton (CI), ri k 10YR 5 and Wray ins " c) fir . c n4 brown (J5YN, 5/2), beds mry from < Ir tz IV im thicknems0� .:. M 0 0 0 . .. Cl, CI C) � r a c a.. :�0 Z + �. " >C) �, 0 Cl �. r. 0 iah brawn bed 0 2115' rayiaa b m bed from 2V 15" ��«0 0 . qwu 0��0C) r�Z u .., y�s , d r o—-,�.. mottled graylsh brown 14 gray lwd li°dra 217 15°, ami,s5 Q�p01 0 � pY u � , ' u C ..� y , w mottled, as above from, 1 o o cl 0 , Clk 5 2 W C CC a ' 01 0 ( : C) �y D 0 C)C)o PLORATORY IW Irv.. Mm WV�Md'7&%nW SiAy.CITY KxFd4N nM'MFPo� Wfl„'"A,A�d��+l✓i•R.m.O 'uii,l ,tt 9AW rt N'xMXIWbb�l'��AMA+W 1,00G OF' GA 5j� ; . 7!-,,�-i,�B-- - BORING mm .... .m .r.. . .... . ' BORINGI� .FdMAW.A' LOCATION " '6' ElEV T ) ... �,. .. --- a0 ---- ...,.e.... ............ ........�. ��. m EQ01PUENT AND SPECR C SI- AS 5 , WATER E _W...... w ..,., _�. m. .. ..m CASTNG DATE Irv. � c.y t ,9.....a...,... ... ._ -.....,_.,..�.. ..m,......................... .--.�.-.... ,�..,.,.. ���Y l V)Q k»rvZ�.� ..._. _..e�._. Df.S(. O d ... Cld44 a � r r 22 7" 1 ry �cd p 0 22 a o C,0 ell 3 ...... aN Cs I , .3 C A,.. CL & fi cl 0 J �.,.... $F (k 232 `""" ! ,�..,_ �� P v C & a 4 0 �,.�. a i d " , 4") C) "c G b C�Q 0 0 � a as C+ fl' 7 as°ream° C C b Q 4 C) UL e0, asDagD ,39 C, e-, Ittl �u &ilmd M w .� ' grayishCr � �Z° sty &ad (, )„ rayi h �w , 45 ���bk up to I am C C vaC 4 �`' iily vel G ras : C u aC 0 0 s.0 C 0, 0Z0, , far 0 m r9 0 0 0 C) 0 1 7... . C 0 r b C 00�C00 imayslo r„ ( ), gray as meow, s C 0 0 C) C C CC s C:a 0 � .� aa� r� wrmC�" � � �� ar �.�,sr.arcwwwa � ' s � ry 5 f ............ F" GAS ,� �,,,�.. „ ...........,gym n- & 9" JCr---H0U.0W 1 x UU'U,O-t P C., C U Um.j U CRC P IO M U „M Uo m , ll,m U 0 p , eI Cx R ,R ( ) n SUGliTLY Masrn M1[..'1RUR9 P 15 � " a 20'. L'TY .AY R-',RAC ,�,,. i o- R fi , Ro u a 20 5 r� 5 27_... 0'° UUw"6Y a.AY, R,U M. UwUC44T OUVE CRAY (a Y CUB:),, SUGiTLY CMNSTRUCDON SYMBOLS OTE'Su 1.1 m E.TM CAS PR I �, 0� �� R re S.M. R a R ENTU�R' f: SSE m u Si ALLOW PROBE 31 .,,.UNCAi GRAVEL S —w, E T' ;: U.. �AYMnunWIWM9MPWWWpN�MUMpry IG v�� Ad4 Y4��I� �A W Yypµgy�yryryumeXAHMMYNWMIMMMMYq M9emvNimwmwn rvWwwmvwu k AIIIIINIIII%Nmlui Y�NN�V1'PA pal 10pl Page 702 of 4165 �unuawwwNlllamwwurawrelww ✓pmnn �mwllmu.' �wmU wiwm'N�wl �wlMmWwNYnN�a'XlmgypmmXIX41 tluwamdpw pp Im���,,p��q��p�� q4� pp$$� �q�yp,�'�p�p,�� F gowq� pry,�p��p�q �„gp���rygl�,,ql�III YlgWgpmNAgwywwlroµ�!wupre�u mq �py�� rye, Ili. Ww w"Wu.� o%.sW Ell Ilv.m$ PRUE"roa T- ai�flU�VNAM4 I 941I A i 11 2 CF i [2001 WARKET .rRUF 22 fli w .I .. ". a .� a . Wd,....7 G'AS a CAS—fDidW0.1 CASING U..FVA'nCN. APTIMOMMAMY 86 PI ;.. _ AS,a, 4a��mma� a walla 06-155 MILLING Ric 'tl IJN.... A... � Ip % AAMbAGdU I W.MICNIWWWIHA��WIWiI IWMYWWW I ^u .; 0 T � m �.. ..� w �,,, d , u 0 77...,3M,, MLTY CLAY, Snm a',T T T' '" GRAB" (S Y / )w Y wRY 3a......4 -. (MAW..11.I Yw MTY SAND. DLall 5 a..GHT GU My PLA115,11c �'Wyaq fir^ w w � 5 52--S'fiwo CLAYU SLJ STIFF MEMILM DARK GRAB" (N41 ""..b MY a.. �r 1'4�� ,. v 0 a�lw a�EOI GAS PROBE ?rv..� a� � BENTONUE MA �..�_.. �. a IW"MRMEMATE G&S PR CBE ,.M' ( .04G INOI SLOTS) ... •• w IOw qunnrvf�YwbMWG IRU�ry'M N IMN IWNWM� IdWdl w9NN1NXM1Nl%I%tllMtltlYlAgtlAN /J ge 703 of 4165 LAWRENCE, , , AS`150CIATES 1 UA W° sugmm. . m,. 523PHONE a � � � WAD D UW W LCKMED DAY & CAMWE"R DDUWULU M. D. . . 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M m1° CAI t ad w "f f'rUl 0 fbfDln °M 6 rcae m m¢m fiA �'�fARBAG , with odor,contla n Parts of pfasffc bags" w 1i 61,ten/ SockJs,paperu�H�0k ai ton,p�ecei of f'uu�R , fD„ f� ° m mef lmire,pieces of newspapia (Wy f. fund was 80) 0-. r M 'f ppIi ff "o u f oll'ff f p m m Y m� Ila a �aw�ml umly 'V�f.. DrdIerbeld �,;�a�q au°arV� f CA.. 1 fV Y day, �..._ V f�D'.. V.frwlif M �u ASr�� .�� :f�.b w u au'ue t f. 2 'fMfPGffw�u` reported tl�V�a'. �d .iom,wow w wm aim r ��m N 2 m l frullf fppm 15 rw Y wm ws� m 21.7w Drifler repim,fed Sad anid wood, 0 Difl '`I IIppm, GARBAGE,f':" hi hYf decomposed, 1i rui kM w4e an N 30 N�V"GP11 fM 0 U N0 W A TER R E C I-I wuf E C °M 0 N� II EA,SIBILTY f'"R E f'r ..f. 0ty of Ukiah Daines & Moore Uvv ah, Cakfor )Ila 3 03 I-W 1 Page I of 2f�Vf,.ff6- 00 Page 720 of 4165 ._ ..fl .,. DRI tIING f�METHOD OW AUGER I EN M f METHOD y CALIFORNIACALI IOUFORN , Mw C DTs, Tf L Uf5 11/7/95/ f R VA T'ION (TOP DF CASINUI 5 a SYMBOLS DESCRIPTION RIPTfffN � 35 �a bwm f 6 fl+a DS f yaw GARBAGE dry,some usmafawm, trace organic fnba��mna"fmQaire e 2 lot, orange st aVuus„with pea Gravel. 35 3°° r 'L% Ds ppm, f rr Vfffff Obstruction ua Wad aaa anm no S aaayVe aaannaaffaatl. " DS V��Tf�n�9f f fmaf fuaun umn Va°aaf n auger, rduff uua Bann Vasa IlamnaaV VVnmm��_r.m,a�_ � V yfaman 9 /Vf 1 base of ffca Bmaandf L 5 _ yfa r pfujjn 32 nfffy 50 5. foil II1`rairuaad.Vaa tan Neal aau aul„ staff in "aa fnllan. cL ri 'f ° DS d fafaaa'n` for pff/;f ff'f, y°" a ufy f f f"ama a anafa gray,SILTY graded, very f f "50 f� � a'�aa'famV sand ua aa.° � r DS f a aua 8 Go- ine co ass kdorriii at.6 fine,afannaa, fay° 60 a TfnN.FA Depth W5 feet bgs at 1700 hira on fV/T/95. l I Tff.' k Ty ..... .w ........ ��. �.. IrEACI L L LW-1 fff'ffTfaf^fIITfaf AT E::ff CORIREC'TIVE °C V..f".061 F°'EA a/ 'fIL'1..",( REF� I f"T,..�... fffanMt of ffV�maaf~nw fn CaaHforr'nVam �... Page 2 of 2 f f,ffnyf .ff,T f ...o Page 721 of 4165 I III� dAO4f�AfNfOA I������E " � Y I' �nu„n����� .. .�. V&Ake !4 A`k"fl V U NOW'rro f A AUGER Cu diNfNfffl N f CD l AAM IN METHOD CM.ff''ffff fA SAMPLER DAIS COM f TID IVB/95 " � ELEVATION IONA (TOPO N A'fffN G) m SCRIPTION I fN ffQflf 11 N'Ilfl fl. ANlnk rfl�n cover),Aflgray, iNt ..... damp,nNliff.a�� rff r _. ....... .... _. .. ..._ M.......... .. m .. " CIA OAF GARBAGE, nfl�k�n odor,dry,s�rusf hif n . p Wood, [asOic, n Afrrs n I f p° asbc froilnn N.A Nrnsfld of IAmNNpnrrr milk r cartons,sf.rmd. 115 CNN°r9n m Id m, 0, .As. r��rw N"NkN Apnnm � m 40 far pAn. Il.frrflll I prfl'rs'u s GARBAGE con sosis rrf;dark gray day and wood,dairipr. p s, rw CEn Ad-- ffrlHi I psprus GARBAGE consists rmf:dary gray day and wood, Uace 20 �. �s ppas6c bags and,sadrdffflrve pieces, fra;ease in ( ffwnsNure srNr ent to m os sN. mro 1mm 25, roM" 4rA 1 k r IIA. RBAGE�5 wet. ArA e Aff A gray, Af AYf Y SAND, w0 sdsd, sand us 30 DS tl 0/18 psrrmdo minai f y fine du°sNrned wet. �4 f i NN I Grades to�n� rr^n�sflrnAnfA�Yrmrnr&kr"Ish �Wr toANflrarrli wPn Ned ICrnflr4Y, kfs Ds fl r Air der to OecrN°ra5e Nlln day confrmnt rffli sik, N AA -35 :� i SZ Is ha)ter Auiu 0rafEfYff 0R0UN^,fIAJlN A''N"IVER COFIF(ECTIVE Arf. Y..A.NYAf 14 EASIAfYN....°'f "Y REPCI fl:p"r "Nf ..mof GfdN h LJMah, �G Aron . „ 02738-0030'-038 LW-2LW-2ge Gf i r Page 722 of 4165 i Am I f.. 0 .. ... ����...__. .. IL f:Pf H1 400 HOLLOW SFEM A4ff4ff ds SAMPI ING RE1IQff 4"4Af ff°0ffff'f4 SAMPLER n DATE fnffWLETED 0/fff Q LAI fV fAU V ON 0 off OF f A ff441 SF x Wn w 44..�.d ��� rn � " &�4f4g4 T W Def tit 3.w 5 feet Ibp W BOO hi's on 0 /44 40 140 � ' I 44 45 I I I 50- 60 �mm I 80- i i I Off.. 44 4fq 70 Is t Water(Jurinq nnIf ng 11 C w ' WEI1. 1 Gf'f f4fI/f W A"1FXiiiimii.4f f::ff:;ffif4 EC1 /V U'''''''':', A�c;"r 10 4f Ff.:A4/:ff/':IICu'f'ff PM':Pf4R..f. f:�f y 0 f' L,Ikwa1'°o Dames & Moore � 4-444 W 4...4� 447� f�� �p ��� 4 �� f 4 °°fk4/ Page 723 of 4165 w. mAN.11146 ORW..1U')G V ",) M HOLLOW SIEM AWER a aaa u�a a a SA WE.1 G ME N"11100 2"CALIFORNIA AMPI 11R OWN .M ,..�,��,.�... ��.,,�,m�,,,,,,,, as YMB01 S DES031PHON 4m � �r �� �f „ �) � ) �,fr �rrar U� �'�Ty U yr r . � �� �� a" E! a� "r°yaw 1p an Grades to da ry INrwn,uncrr ase on m6sture stir) rrk. to yaw u�r nf�ur �Ua .�� f- Wit �frU"�urr )' ya fts �"�dark r U °as�a�� Yr1Ghb1 ,1 ll"a rBrcIrealTiie 0n maCihil0.0P'e co1.e8"r) to )'H,L becomes dart'gray c;ay,mor 5U. ,. 0... rrflB d ppm a 4D f 114e(bum yroaurrr y)yym wracim suG), moist, so1fl,. i { s 11 2/2 Greerrosflr r)rary sandy cRa y Ho1fl„sand !is poorly graded, ed, � �., � Carrayrr�rirwrti)Uy very �Rr��^- wa�flr�r ��flp�tors4�, U1fl�yRflor�urrflr {f 1);:1 yyurr 0 /fly red fl re miciflons, 1M1 a r f �rrr with Na ck sU orr� �� yr�"Il��urll7� ar�rfl®Auu�r)1f�:y � ua�a9r C� 1/a�a��uuaa6v yu8�a� IDS N ppm Uf/f �� 11rowrri5h yr llllow to ye llowish red,CLAYEY SA[40,Wore, � sand is Iarro y graded, 3and'as yrecioninantly vieiry fun rarrrrar r or is mottled ) y 211• 1'o1afl V/epffi R5 fi^ 1 bgs at flflOO yrs on UOM, 1b I y5... y/y i 30- yy ds1 w°a1l-.'r 1)arra^rs a'a111rmf1 �..._. �.. ......... _.� .. w R 0 U 0,9C)W A FE:V Q:;P,".)),1 R E f;) !V F µ: A( V..1:1:)rq 1 Sm,',,"A S 1 B f,fl .M..,,y R II.-P 0 by..fl.. fl)Orfla0tr lllr ray flWa' i w. Dames & rrflmr 1 rflrfcrrnflr����r 027311m.000.w0 L ... Page 724 of 4165 GROUNDWATERMONITORING WELLS Page 725 of 4165 q��� q� ryy i ��116�Gw m ��n p& CITY C � � ,NG � �V.�,�� ro DRIP 90-1 ".I,�,�,. SUPERVISOR: n Li ins,CEC-4, 1,520 � DM 0E: ' wen Lice VE: In. 2a5 a a " f ILL- f : Cleadieart CorstArW,n, Ckienvaville,Calffoinia , E F: 5.5 it- u ft. L °EF914° .75 ff DRILL RIG: ling °° 0° 7� j w� � RAMAIC V*LL DESIGN � ry SO a ._ ......................... _....... tz mmmTE ," .,, Tests DESCRIPTION OF avmm mm�m�wm w_ w awmmm�w � mm w �mwwwwwu ia�wawaww ry � wur (2.0 ft. above existingwade) Soft medlu irn brown clay, sandy, Wilt nth rock fag �� .60 z -0range brown cuttings darnp "�� 7) 1 a Mediumdlense brown i t, " -Jed slit sand and g ravels 6 12" thick) M saturated f° 2 U. BASAL CONTACT HOLOCENE Al LUVIUM Very sliff to hard grayand brown silty clay; !ff 21.W f � f7° Iu f ff� 1 ,5 I iE 4 Valry dense gray and brown rnfatft suppode, clayey,gravel conglornerate; rounded sarxisftne claststo damp nriw�aom�reowww� n�m� uww JOB NO. 5146--&9410 HAL.LENBECK & ASSOCIATES MURE NO. HA-I Page 726 of 4165 MEAMMIMIMM 0m lkmmmumwmu FI „,,,,.� .14 Stephmi Lucas S � � � v��� "�wrv�u� "� ���,,.� � ��.�1v ��µ�,,,,� �e DRIU,,,. R: Weeks �Dd fmng, Sebastolml, Callforms, PERF:1 -49.0 f. WELL DEPTI 1:50.0 m I ,,,. : ' '� w"� .,� �r' m lam c m � � SIGN 11 LINE " 7 1 WELL,, DESIGNLp ' f, II fff� 7 ,�� � � DESCRIPTION �„ � � L Tests i im mrmn m amw m umu. co Top of sip ) elevation: - m .; ,, w Om ar , ) Elevation: - immrmrvm w�mrvmi roman wwmmmr; mmrmmwmw immm�ww�u�muumimmum md� -� 'm�����u Medium i f ydow brown gravelly clayey sift; l mmm m,11 7N saturated 72, Lu ME I murw I am BASAI.CONTACT m,,,10LOCE E ALLUVIUMw I Hard r lay 0000ioor M) ntin " ww ,i�. wwawwrwmmu �� a� mimmre. m�mmw�rnn wwmmmmmmrviamwm 'r ..... a �mm . ... __.wI JOB NO. 51 ' 1 fro HALLENBECK & ASSOCIATES FIGURE ).14A Memawammi m Page 727 of 4165 m PRE ` '-e J H CITY DI"1 GRAMIC Ukiah,.Cal Ifornis WE-1 L,DESIGN -WEET' Comments Tests DES011"Up"I OF MATERIALS C:w urmq �Po'WI�F1V4 mn�� ruire� � ems... o�tlX+ uu;wuup�m I IMN NYu"A NwuwIIII�Fwlllomf� 'I awwumwumw�, u w w '� muamomoumm 2 De ruse g P,- lily g rave I 1-fard g my silty clay a Y �WL ::1 � 3 uj Cr Lu lard gray rid bra ri !Olt clay 13 LL Cr Dense rv,.&y dayey seedy gravo.1; moist, Hard dark, gray sifty clay 5 Hard graysft day 2J0):BNE((.`X 1 KAIRE 140.H'A-;,b. Page 728 of 4165 UKIAH CITY LANDFILL G(W"C Fm "my �� w 7190 ISM, DESWU aT N OF" MATERIALS C- 54) cz g M Hard Crab' dayey slit S µi E)ense blue gray silty sarid; wm tur tl w�wwm ' �I ° I rei opuU. IJdC UN Page 729 of 4165 PROJECT:ECT: H� I ' F 1 Ukiah,, llfo rfl ELL NO. . a ��mwp, uwn �.. � un � * reunnwimm�wuwwuam�iun...moo: �wu� II..,. I G '11PLiFIVISO : Stephen ,!,w, 1.5 CO S .: ki. DATE: 1 ,Mw1.1-I Lf "GER: f, en f„ m w � SLOT W w 2 in. SEAL: 21.5 5 k RILL,,,. w Cleaftiul ConWuMn,Guerneville,Caffibmia PE-,R ,,. 5. f a -55u f, '��,,,, ,' 4: ' ,5 ft. ��� � M w ILL DESIGN ., � ,��° 1L. f I �mmimm 1tmm f �. M , WL .,.ff . ... 5 .. r DESCRIPTION OF MATERIA1.3 � Wll INN�IYWIull�q I.. bi 9W Diu u�wur�enwm�reawmra�m a� u�mr Rmp of casfrigl v m; „.4 ft. above existinggrade) Medium dense m ° and r n sifty sandy el (road fill) Medium tiff orange brown clayey sift with 5 -- rock firnrnents; plastic sheeti m , 1u refuse r 'ill) M m u 1 e lmmm' �f f uni emus mi Meclum 611fforange r f, clay with 0.2 'o-ra-;;ge brown a nnd� silty same; gravel, . . 1' sandsto,ne, cheil and schon niro f 2 ' , r MMURTMEMMOMMMMMOMMM Page 730 of 4165 PROJECT,: UKIAH CITY LANDFILL GRAPHIC GRO U l u ° 5 5. 11,E h �a Medium dense orange brown and gray silty sandyma, ,,,, ���m , am " tm , ' m���P 'm ' 8 ND schist ro&ftagm�pts; dry iums,fiff orangebrown clayeysift to 0 silty clay; � � ,, 5 Dense 6011ty cobblesand ra ; dq ND ND . a 01 a S I ND uv ;'TOTAL DEPTH 35.0 FT. � re � wmimio wi - emu ... w � u n e 45 w n m�tiawr uxuuw a um JOB m 51464910 1,1Xt 1 uE CI( & ASSOCIATES MURE NO. 3 Page 731 of 4165 � ooiouoouui o MILLING 1 G R: SleptwnUms DR11J.-E : Clearbeaft Conk % Guerneville, alfti 'a PE"FI': 194 ft. -,,M,O ft. WF Ll,,,,, EP, :34b ft, �. � ", „ �'�1 1 ,11 1 1 "1'1"1 D �C,; 4 01 *)l ,, " — a ILA' " „ gdyPoq' R ° aents Mar DESCRIPTION OF MATERIALS i° - 'm (2.6 ft. above existing grai�) Meclur dense gray brown sifty sandy gravel l fill) KUdiurn stilt green gray .0 with minor gravel; 1 . 11 n-1 1 '1 (fill) Stiffdark , green gray sifty clay to clayeyi t �r 10 ND <5 %gravel and wocA fragments; damp (fill/ lluviun"1 Carbonized wood 1 rne1'1 leaves and 1°w�1�° art, n was fl� �4) Stiff bhue qreon gray hey. - sift with sifty sand layers; mafted, carbonized grasm at bedding f1c ( l11l 11°1 4 IS 1 ) " . 1 1° al" 1 1 a� 11 n't mm ��m. °,° � d Derme graybrown and red nifty gravel with �1"1 1''11 r inteitedded silty sand;,molstcon " "yin tin Page 732 of 4165 Ukiah ' or' 1 I,.DPI n ��,a N a wail aid 00-ter, ,,, wu�ww � re It. sts 2- 3 ) [', rise gray n and red My gravol Wi9i m1nor interbeddeO silty, scour--id; rnoi wet st to m �. . 'j U1911?27/90 CC Modiurn stiff arange browrivith blue gray, Uj 30 M�5 TOTAL., DEF)TH 5,0 FT. .. 40 Page 733 of 4165 m imoioiouuuiwwv �uu�o �u�uo �� ��� � �u��im� _i PROJEC'll'o, UKIAH CITY LANDFILL, Ukiah NO. 90-5 DRRLE'; adwart Cwis1nxftn,Guerneville,Calffomia PERF: `gym w-34.0 k. DEP11+34.0 ft. WELL..pf 6 DI IL f ' I -1 M / Po �"H I 1 � Stem kilter commehts ..... a Tests I SC I@ TIII RI ,n Top of � k elevation: --747.2 .; '.2 ft. above existinggrade) SubElevation: Me jury's dearyse gr;iy brown sifty sandy gravel (roicid fill) 00 1 u 31 0A Vory sfiff orange and olive brown moftled gravelly clayey slit (chi , quartz, siftstone, and sandstone 2)1'" is 1 i ran brown and lip r mottle 1 14 1 Stiff blue green and red brown mottle r, IA;YW IIWU unn KKK... iNNplmm#M nn: , roam w prod Mi JOB '1 10 1'„ LE114BECK & ASSOCIATES FIGURE NO.HA ft - iu wwmi Page 734 of 4165 i ui u WATERw . 1112 Tests DESCRIPTION OF MATERIAt., z Medluni stiff blue green su � n brown n mottledsilty fne.,.grained sand M1 v, Medium dense blue gray My sandyr l 340 4 r 1) n 4HALLENBECK O I Ali FIG1.)RE NO.44 5 Page 735 of 4165 ul�ooHn00000 � iuu'n'n� i a � �i� imuiou i����uu�uwvuw��uo�uoouuui DATE.': . DRILLING LOGGER: Stptmn Ujcas DF111,,,. ER: Clacarheart Goes gym,Gumneville,CaMornia RF 17.5 ft. -37.E ft. WEI,,, "M-4 DRILL.RIBFalling FA-1 00 Thick-amritDRILLING METHOO:S'ODM.r ID Hallow Stem wn,Aug, or Commits GROUNDWATER M : 71X7.76 �Wand Ot ' III' EASE= Top of casing elevation: -759.5 ft.; Stirface Elevation: -757 ft. I.:'hiff orangem n sift Mth cobbles and boulderv,.o�,. fill) z .b SIM gray and r n FT'mo tl solid with minor rock fragments en r fill) elry stiff gray il own and orange brown moftled silty clad witrh miinor r kir°a ments; s s a o cracks; (native) 2)20m ) 14-1 ,ard, arange brown and graymottled clayey sir n-ip &1 ND Dense orange a brown and gray silt l �° rv� u� and olive mw a y and orange brown clayey slit ' 13 1 '" m � ,,, L q�NBEASSOCIATES F 1 aA „ . Page 736 of 4165 M lid WELL, If m '� - Connents m Tests M n " w w M ... 117,lm a RI aY'1 l nu n w �nn �nnn M,M 2 1nn lard olive gray and orarge browri clayey Milt 26 10 LLI uLl��l w qqpp reaw m Uh �Medium dense W M� K(It 45 u� �e JOB NO. 5146n„n m, I fill' �f inn�l °III �I °a ill IATE FIGURE NO. I-Yk Page 737 of 4165 uuuuui�ui iouui�� Dui W;E� 08/ TIT wV F rvry w wm� �wmi a �i� Si 'I 1 00-GEFI: Stowi imcm. St OT SIZIE: 0.02 7h. �0�30]i RIL Weeks Diillhvj,a eb opl, Calffornia. � PERF: 1 .! EL.1 DEFTI 1 .0 ft WELL RILL.R � racy 04,E Rotary -- r' � .� DESIGN ents �� � � f � I= 1 her , " m � a o DESCRIPTION F � � . above existinggrade) ........ ...... Surface Elevation: -833 ft. Stiff f l brown sifty claywith rninor gravel m I m Franciscanre angular sandstone la 10 to 2 fine f . 20 A.Lf. Page 738 of 4165 111-DESIGN UkIlli dlConfinuod . MW Comacans. and GROLNOWATER �nI. v w /2749 _... Qher gists ESQ 1II") I LZ 20 Stiff yellow brown sifty dad with m1nor gravel 1 %, re angulai Frands amp sandstorie claims) w 6 1 firs g ilay clayey slit(stone) 30 j z 1 5 ontft,� low Page 739 of 4165 RIGa° u UKIAli CITY IIII f California WEL.t. M IIICOMMards u �. DESCRIPTION OF MATERIA1 S 50 Dense gray clayey l ri,) Demsm gray nifty gravel Dense bh,je gray clayey silt(stonn); dry to very slightly mo 6md 60 z 70 75 wu�w�wi�umi w � ��u��. � �ry muuanrr�rarcw:�. � u,� ", d v u u u ASSOCIATE,,, °���, ' I- Page 740 of 4165 �u um�uuu �imo�iuuuu oi°° iti Callforni II .....: EL EVATM 22 IIIIII ��� III . binni u Tests DESCRIPTION nse bh.je gray-,cl i (ston , dry to very lightly m 'l ° . I)ense dart, gray ( ); P CY Dense 1,mlyrniclic sift, el (sandstone and ° C11011 Cla gray sl dry verysIghtly molst, confinued '.. JOB NO. 1 1--IALIIIII '„NBE K II III CI �°, F„°GUI--1E',NO. H' uui Page 741 of 4165 �iui o �mP „ mim� mUmm OEM G T,, KIAH CITY California II' P� IIII„ luYm Ulidah imxwwwrwi wmmmawurw�w.wrvwq mwwvmu w,mnwlm'n wlmeuwnwrlwwmwimw�alla�V�d�tw�wixm'�IimmawmmwwroanmwIM ''w mrvwammw m�wmmmmm�m yywp 9plllnie n f' AW � w Via. 72722 WAT11"ER ELFI MU h.�www �Iw,w w ww�mmmmxrvmro u+w mT.' DESCRIPTION E 1IC. a wi�x_wvxwwwn�uunwowm�m�mmawraxxne ir�wm�w �wumw � �mn�m ham. � -, � �� nuww Dense blue gray dayey sift(stone); dry Ic very d hitl moist. z 2 13 wrvmm continued :EE]=wmMmNMmmwmM1 �.._. mmww�i al uumn i w' Page 742 of 4165 "13. a a,,,, ) 1 a - Confibued w ard CWwr wn m WAI ER El EVAM24S Tests DESCRIP"T'JON F MATERIALS C w 11 � w � n Denso blue gray clayey silt(stone); dry to very, slightly rnolst wv� mm�wmrwu�imm 1,,)ense bluer la silty sandy gravel; L saturided cc TOTAL DEPT1,1 i B NO. 1 I,-iALL Im"14 11: TES IF"D.)REnl n. HA-7 Page 743 of 4165 ���� I LANDFILL,ILL, h, California u m 190WM�WUW IiPPumNWwu� NW�NDA�N�mbN4mmPoXNN Im vui I NMI � Ilm RU Hq M� � „ Stephen I,,, , , 152,0 CASE M � . PVC DATE:121 M. E o - 7. w � � iW N fo ���g l'I o is PER I1 - m I,�I ��� 4a a0 ft AI , gym 7 bu' of U. ° � _�° wM m cwwwrwrds ti A � 7 m e a ��, m Tests 3 Top of casing (170C) oleration: -839.5 It.; (2.5 ft. atme, existing b o ... norm u u s Surface Elevation: ­837 ft. 0 S Stiff orange brown clayoy sift with minor gravel; w rn N to dry m5 z ww� mww�' uiu pu �R 1 i ° ,. m. ooiuNnm n�mmmmurvnonm. uu �nMMuoNn�m�«amrcmu� Mmu wmmw „ 1 1--IALLEMBECK ASSOCIAI VS FIGURE'NO. 1 a Page 744 of 4165 �° IC I W D�n I �� a�.. LL � ��� �� �. I I A)E �,� tv °a 'TIER L "'T" ° : 700.6 ft.' S 1 md W tho Tests DEESCIRIPI"JON OF" MATERIALS Po darng)to dry, liard mmngeand-bray, rnottled sifty, clay, Derme gray fine to ilyiedit..im grah"ied silty LIJ UI w� ww ry , i 7 Not film Continued mom �9 � ., a �s 91k. Nlh' V �I Vim, 011k I I,,9C9p E O . . II,,,, b HISIVAINOWMAI Page 745 of 4165 l L DE..-, FW-L-7 Oftr � W as Of SC111:11PTION OF MATERIALS IlDense gray finsto nwdium gralnedfliIso sandQs, inter-beds llai „ gr ay, ciapy . sift to My clay ww� 65 Lu 75 Not St&gaed JOB NO. 514,6.8 �„ SIPw� ,�11!'rod °���' � � �� dIP! MWIRE NO. 1 Page 746 of 4165 PROJECT. LANDFILL Ililt III8 CbMinued � u x lvr wdnmrwgmry mnmmmrvmmmww �iw iwwrvw'www xu mmnw�.rvw: axn �' Tests � OUNTL ° 70 m as I, DESCRIPTION OF MATERIALS II lard gray clayey sift to sifty day; dyy z 1 Hard i gray slid with minor n rairssifty z 10 , z Not Slabifized Continued JOB NO. 146-89,10 HALLENBECK & AsSOCIATESfin„ Page 747 of 4165 omuulmllf W VVO ImmmU BONN WMAINNIMMIUMMIM , e m �m m �" �'I�' -, -�! m . m � , .aNm m C Tests DESCRIPTION OF:' MATERIALS C) Hard r slit witti I Ins grained silty 1 111 sand(stone) chats; dry 3 uj N � 4 i �Nmm LA,mr w�Rµ xmwr;p M Ik�� C)a ray, sift W�u1® 1 *14ot stabilized TOTAL., 1.)EM,1,,1 140.0 FEET JOB NO. 5146-8910 HALLEMBECK ASSOCIAI"° „ICIURE 1 . 1,,,1 -So Page 748 of 4165 Vman ILA,,.ING SUPERVISOR: Stephen L. ommmm COEG# I. CASING: 2 in. PVC I)ATE.". -14-92 of�,,,,.� C� m' omru; f ff C 'm0. fi'�mf S .0 SIZE. g„Pf in. SEAL. 10,0-13.0 ffa, �mffNf �' m ,Ol r�fo mrt ommsf°m� immm°m C�m�mmmmmo IN., C% PERF: 'f 5 5 ffw WELL L DEP U 1' 5 ff AT Rig—roak--15 GRAPHIC C P E m Au gem,.-., M Hollow GROUNDWATER ..12)2"2 Z A4 ' TL � . 4Z AS Top of Casing („T Elevation 708.38 ffm (above -2.3 ff.0 Atxwe Existing Grade u Surface ll wmmw' 7 )ff. W yellow-brown,dark ellow m'o mm'mm and m . rate fl - rown mottlod sniffy clay with minor gravel thin to rnedimmm sizes ' fenses of sifty sand,upper I fL.very moist due to recerd rains,dr ou!f from f ff.to 4 ft. moist at 5 '. ND h VVI very m'oof f of 10 ff 10 ND f ' ff miffm f.ur� fmf�ofm��'�kii m murrf m,m�fo � ,nm�mmmoff��o�f Silty c���� minor gurof N ", moderate ff m 'mm mottled sandyclay with o,ckmruf thin larninatioii-t of sifty www 18.70 moderati yollow-1.)rowin, m mm urn nd li tmf olive gray rnofflwl BTOC sandy ill wfth minor gravel 3) m5" 12-M-92 Moderate m° flow- 7 �mm"ommm�gmo��mmugur m'mmf �� �°mf oV'f gray ff�orf silty clay onst °yollom�mw mmm,wn and fmg ofn gm y mmmoffl f u , fmmmo to coarse-grained lm�m Sandy gravel; ravel is' m.m m mm ular to f oui° g g f ubr mm o ; f f 1P 4 a5" ("live gray gravelPy clayey silt,minor sull pebbles mflrw �rvND ' „ L .108 NO. 5145 HALIENBECK & AISPSOCIATEE; F„°lf f„1R NO. -f Page 749 of 4165 PROJECT: UKIA14 CITY ND I L Ukiah, Calltomila WEI I NO. 9 -1 C nummi tlkWWM'�'MAIm.4%�ImI�AY�.... ww m� PoXAR�pIwMmpYII��MM AII@q �V�pl. I��f %M1Mi'w i� GRA Piu GROUNDWAI ER El I.."-'vxn0N. 689.60 ft. rm DESCRIPTION OF MATE-,A)ALS AID K ° fivgravelly «l ., TnInr smMl pebbles � 5 45 s CD Lp ND C� ediuin blue-gray • ° m r inottl nifty clay �NIM m TOTAL �IEii, ' �'@ 213.0FT. ....... .....I........, III N �«" �p JOB NO. 1.5146 H LL ''ro ' FIGURE NO. •.I Page 750 of 4165 ir ,ure�mo�n�m�... � waxw�u��i u� �� wmniumr�ww nmw��uen.�imemwu� wni..... f f1fl' ,114L P 1 m �� �� ���I„� m�, ' 1 �'� [ in. P T� 1 17,1 T., UKIAH CITY LANDFILL, Uldah, California WELL. NO. 92-2 M,WMM f f1 11,,,.ff f fo f'f f a"m m, m1N staff (- mf o f °f f n: fa °f fm�mw f„ f: 5 - .0 ft. Fli')RIUEA: f nr f le art �m�m�»tn3cfi ,.S uLgieK f e P R 5.4 �5 ft. IA D P`f°f : 49.5 ffw 'Ill L MG: Deepirt'nk 'I OK RigRAPHIC t—G[57$ ,~uE"Cf f°f 8. 4 25 f f f f ff m � �mm .. . n�, „n M „ f111f'f mf .°9. '. "f"f 7 ff moro 17 ' ,µ . . w E Top of Casing "r Elevatbiiri:720.92 ft. (Mbove MSL.); -.1..0 t, Almve Existing Gmm Locking r M oneiP f Surf-ace Elevation: 71 .5 ft. Artaslaii 1 -29- Dark fm a brown aridmoderate mf� - mm m� ff sad sniffy clay fh M1f1� usual ,,,,,,,, 1 " 11 14D very thin lasninations of siftw 'W ) 7 ND tM 3 ' 1 ND L.Qtt olive gray, dark f - n and r ,f r f *,mffo° wn mottied samly aft wfth gravel,very thin Wmm°mf�m ,f nPm of sift clay, � , 1 ��� thin f rxi fm"ns °with gravel(gravel of 1� ffm m'm°iete ) � 4 7 N a Light ofive grayn pale olive xrv� f d sarKly silt amlf'm gravel 5) - f Medkirn f~luem m andgreen-grayriWic-W sa,yxj-y claqey sift With rvef moist tw1ween 15 fo 15,5 1 ffmfurm to very thin larnin- f1 mm 'f v fine 1,m"medium-grainedurm mmm m mf w a "� N clay seams 1 f f , . � � . 7')2" 52 ND �16 ,: �... 6W m; )r "7 off) ', Po ina. confawed �1 p wi Nm uarnmmuwm �ia�awu�u o �T nvenrvum�m ����� �� m ��U'� � ASSOCIATES mi u�wu�..: _..�o. JOB' . 5146 uFIGURE NO. A-2a Page 751 of 4165 GROUNDWATER ll EVXI I >720.992.ft, on 12129WE'LL ��� ^��� W, 31 DESCRIPTIO14 OF MA10:11 Medium Aaa ma�,y a n n y mottled as y clayey sa 2 9 2'* 1 ND rav d- ,T-noist bff.�eoia i 5 to 15,.5 feet,thin fa,,,a veiry thin l Maa- ^: ations of sifty,very fine,to ineckan-gra.1ned saride and silty � � Ell. -,a a Between 151 2 * m (, My. ry f 1 )2 66 11 Medium bkliSh giray gravelly clayey sift �w^ wimmm w off „p„ aa�a'a��bluishra y a"amottled re p pffi ay14anl° a A info add h thin lens f clayey sift, ease sandy gravel, gravel lenses salmrated, clapay sift lenses dry 4V 11 55 ND ..................... � x µ ................ 12 „- 12/5- ND Medium bluish a°a y a,f greerf0sh pray iTyAlaa gravelly silty clay, day , � • �..� �.. 1 off 5P Serdon e polGet ND a Not detoded mMOM 'JOB NO. 5146 1--IALI„ENEIECK Page 752 of 4165 wiw =ioiuuouuuiuuuuuu tt t 'PBRVt ff: t ptie LurAs, E , .1520 � SING, 2 in.. PVC„m ... DATE, Dec.1 5&�16, 1992 tff tt.t,w.tt L GGE'.wf w ffst t°n Cayson, Staff Goo SLOTSIZE: 0.01 in SEAL .0 18.0 �tRft t t f't: Clear t,,,f nwt nstrucfflon,t" uou"uws itt Pt RF:20 40.0fL WE kJ-DEPTH: 40 ff" ttt t fff ttPm 10K GRAPHIC 5 fft ft ttHolloww w,�tWEI rp ff f f f � 7 .4 ft.o f A29 "° 23 IPTDESCR 1 N OF MA wnr�u�wwummwu � m md�wwno �xwuw unnwwuuw � nwmuru r u�i rn wuxal r�. v, of Casing ( Elevation:744.9 , (above MS1 1.4 ft t,)lo e 17-Asting Grade L.oddng cover in concyrete Surface ,°l anon: .0 ft. mmxp u gry�A MgY'WW i � ' ad„I�ate yalkw-birwri sandy cfty with-1 gravel,sand increases with depth,abundant d*i t Wi tt »of sifty saryd m, t Dark yellow-brown and moderate w n rmifflec.l stffy,firle t thrOLIgtOUt ,,. m edlurn sand whh -150/6 gravel,lenses of a blundwit gravel ro e" 2) f nn Dark yeflow-bmwn and rwxxlerat y brown rr t sandy sift with .... , ,,,t gn vut' tt°iln to thinwfmstfoos of sifty sard fatwmsww wm -a jFIE ma .p Dade.yellow-brown, rrvidente txvwn, and t° fit olive giray rnoffled sligtitly sandy clayeysth.,wtt thin stay clay upaotions Xa " 940 a " 3,4 ND Medium bluegaay sandy clayey sil vvikh gravel rrv�.,� several 0.5 to t°" tommses of smfty Q'ie to medhim saw h�Ad 4 7I " D garnr: t behveeri 18-19 feet �, m��tu tt. mv a�� tt � � 12-29-92 sff ssmm s"tt sftt ofs is moftt' ssuw gmww�etty,sftt to d t�,f�� ND Medium t tu�om rs n Im om� 1 y m' y nations observed around sore of the Wiper sf gravel III w� e � „ I, iNre . -� . r.... uu a b p wmmrerewwxu��nm all. i Page 753 of 4165 PROJECT: UKIAH CITY LANDF11 I Ukiah, California WELI 140. 92-3 Continued � wm 1 �' PIiI „ GROUNDWATER `f�f A ON: 724, ff, n 2 192 �n I LL DESIGN ,. cll� to �.' greenishit, L 25 MwAurn bluish gray,as-%I r mm'����'f elf .a 4315 f9�' to r sandy sift, silty clayhaminations cbserved arourxisorn(.:.A of the larger graveA � w w u� moist at P S feel I)T 1 1f" I YD 1 `r 13Arr ND MIN CZvery thin to fll-fin Ilarni ion f� fl'f em ,fhu.,�f iun(..d m�,w��m�u„ ru �� sand between 32 to 4 Rmf �� ND mw m '41 W ND u n mw suM�u- ww ,iww�uww —:.uuuwr�W�mnm�m�wuwuor�m -W�� 10 TOTAI DEPTH 40.25 , 4 1, i me w, N Not detected mm� EW 1 �5146�, ��!..IAI,,,,LJl...`.,3 E' K & ASIROCIATIES FIGURE 1'M I,,,,14. t.) Page 754 of 4165 T:: UKIAH CITY L.ANDFILL. Ukiah, California WELL 140.9,24 FDNi'z-ii� � M ;; R� m�� ti,� w C & _a2 C.'ASIu; . gyp„ - 5� Off' fir ° in Ef. L' 8 I. 5 � ' a 1�N f ,,.f f� m �� f'fm���'�or' � �'� �' f"a � ft. ' �, Top of Cass T(X') fm fk)m'm: -802 It. ( f mv I -2 ff. 8 irich'm conductor Above xiss r' 'i Grade � � form installed to 915 ad depth of feet army fib fth �, c� ��afa on � a �, mmfa f;,:ffi n rmw 6 ff �. cur Pale yellow-brown to moderate of ,mo silty clayto clayey instafied l,ft�.. silt on 3-16-92., Ddiled to 130 foc4 wifl,mut. arx=ntedrV frac atom"on -f" - uConstfucled dry well cm 3-18-93. We " urkierstand that free qroundMder was ,. imesent in ttis well t,,W late , ] 19.93 5 weeks later). r rnnLst " 1 Medium olive gray clayey sHt to silly sand, me pawliafly rmmiented zones of sifts sand(dry) dCd — sw C s �wrvrvw� � m dl mrm olive gray clqyey m ' to sifty ofm (dry to slightly m am continue � �� NO JOB NOW 5145 " ENB ASSOCIATES n F-1GURE NO. 14 ROMMUMMMIMMENEM Page 755 of 4165 ail P PROJECT: UKIA)i CITY LANDFILI Ukiah, CrAllfornla W'EL L NO. 92-4,Conflimmd DESCRIPTION OF MATERIALS au�waxim�uauumrmum� ium�r��uwmrvG arw Medium olive gmyclayey silt to 'ift la (dry to slightly dw m ) � ND sligVy molstn etwe„mm 34 It. and 42 ft. pf Apt ND .............. I, I �,�„„-,,,,,Not "DOw-1, ���������� mnn wuuuuuwuuu nnniwwwuwwuni Ilia tllltllllllllll lllllln lllllll nni�nnn ni nnnnnunimnnnnnnnnni�•rmmmuuuunnnnnnnnnnonn...... nnnnnnnnmm.nnnni Lmm 46) m IAL JOBS n 1 " � ,,,, 14 r mmmmffmmmmmnmxonmgmwmm Page 756 of 4165 i�uua �m�� � � ooum�m�mu om�i UKIAH CITYNDI"ILL,, Ukiah California WELI NO. fl ue DESCRIPTIONGFIOUNDWALTER DEF::1TI i: 126 ft. on 4-2.9..-93 ILL I T1 ........-................ ........................ ......... ....... OFMA'IrERIALS Mediae olive gray cloy y sift to silty r. y(dry to slightly dame) � m ND 42 7 ND $. d mm mm Medium blue gray slit 10 silty fiur e-gir itwx-,1 ' '( done),veiry did 7 ;l Dark olive gray to Win gray cJayey sih, (dry) �r ND „- �.ww.. Not Detected . . nnunnnnnnnnmwwmnnnnunnnnnnnnnnnnni uuuuuuuumnnnnnnnnni nnuumnnnnnnnnnunnnnnnnnnniw.�mmmm�niuuxmunnnnn ",�' i � nniuuwuxmn Doan nni i0000nnnnnnniuww ,nmm000unnnnnnnnnn Page 757 of 4165 FF)ROJECT": � 1 NDF1. , Ukiah, California WELL . � nafnuw GRAPHIC GROUNDWATERDEPTH. I 6ta c 4.- g WELL DES ..... ... ..wry .... w. ........ ........ -m, DESCRJ TION OF MATERIALS CS, ,85 - W Dark olive r to blue gray clayey sift (d'y) � % .� P BF1.,,m, bentofifte PaRets .............................. igflCy ii- olst zones between 88 ff.10 89.5 ff. �e in~nnY blue gray 1 1 y clayey 0 �° 'm ��n '( 1oaw) � . ,. ...em 95 l'igfly moist,zone between 94 ft.to 97 µ.me ",_M .,� ,��...p t x z r' 1' max^. s m r ^� ligtly uoi f o��n f n 'f 64 ft, 10 'f 6"71t® �, � A!���� w �b � - ' �.4— ..� n T ligtly ur ist zone between 110 , o,116 ft. � ����. C 1 NSF-I HUh �7 MMM Page 758 of 4165 PROJECT: imommumiimo mmmmmmmmim�mimmum!mr�io�m�imiwm�i ors ontInued onnimui�moimommmm mm wmwwarx rea Fw m DESCRIPTION of:::, mxrERIALS ,. : umemnnmmwmaawwwnnnww auwn, msanwm w II�� � �ria�� maw aaarewmwmmmuurw m mw waraaawnu ��«�TM Medium glue r interb d i ail sifta si �wu e :gym I E � 2 �? ND 5 �mho„ .�w ND ummxmmaaure ��wrowww a umm� ,�mva000w wwwa. u """•� �u� immwmm, m,wwwrerew� mmmrvmmrm.. TOTAL. DEPT)i 130 FT. 5 45 ND N(A Detected m. _. .... „ uwm ai mummmuu muuuumww,r�.�mmmiuummmmuuuuuummmuuuuuuuuummmm ��wwmmuuuw+n a�mr uuuum nuNNwmu muuuwul�m mu mum a�w,mnna wm oomum�lnww�nnno munmm wwr� JOB NO. 514 1 w,i ma d,,�'��°NASSOCIATESFIGURE: w �'� 4 w�mm a mlum�uu� Page 759 of 4165 P w AT min Y�n LOG OF' 1Cv W m U LANDFILL a BORING fjj � ""m.. �.� CATION OF � 11 1�1 11W ` ,... 1W1 1111 ..._w. . . ... . .. .:,:.... SAND ..S� �� �M�„ SINE ULE PVC CASING, G, ° :a a� �..� n " IP,114 SAND 1 ��T�ara TE 11,1W1�11� �i�;111 (V ."w. 12" F ..._ �."� �� "" .�... _�.� _. ,... �...� a flTIME . _ ...... ...... L� a 11A1` k �� lt� .._�, ..a.. . "� as DESCRIPTION 41 a14DY SCR Caljr (SM), c�hA Veuowi Wwi brown (15y,..,f b ell) " m r � . 6 ,r. . ,.� ,�a�a u~rauurua�AV (GM), oUve 1"" r�WCrarr ,how (c f„ 6/u), d m egb SaTY �. s�a� wicicke cur rnetcamorpW ic, o 21 s ��� a„��/ i �,„ ��, . -� Ww°aa�mCy a°aurvcxWaaCrutawa� r�rtcuwrsur� aa c;�rwrWt_ ,� `� �OaaUwr"pr;�+r. Po' n.., wax �, m" Sin Y IL"W r �.�&""" 1N�'oftled r" '....'(2 �Wr'w.�a n u� �.,�,r �����a �.�� �aoCB`u �pare .. Cara�� u'p��a^�«'��. 4 m q .uduea" �"dAM1:aaaIPM� a .. r�„ cCwrru�:u 'Ct�u "C Y 1 � C � �a1 err a ^ (,-1r"nm to 3 r.rrw 'd a metar) mirn ra°aus rooi hoirE � r Some c�u above w W°a�wu t my gr aver 22 NO FRE Wad DER�ENC 9 TERE W Depth P �,. °W Muir Sampler driven to 16.5, 22 fi- 46MBLOW 1520 .x' W4MMpY .. V,,........w pNvill✓ ,IIN. OG F' u, ,XPLOF �T .. C1'Y MY� CF Z,1H IAXDNPoem IdY �lrl6�6GL .ux �i Po �,Wes. ...I...."...�"„...nr .. '� wo q. IYaM FDYNNCY. BORM 14-2 ,fly JOBRINSER: ----- --------- -------- .... w .... ..._ ... �m E E1 E" T AND w ��' $'�W&µ .m, g�6'�06 0 �._q��..........e�...+wir..e w,.�.�•..a.....•...+rnw rwmmrr„•w ,+.....rrw....�ww.rw�wa mit 4 " Pht to E - " a aEuaOWrr: a III 1 "" 5e�el Conductor Casing �'� E �� . " WER'"] PM I! M DES._ .,�-8 .... .. ..,".. u » aTIME M00 Alf DATA ® 9, � m. ... _.... ��,, .,.. ..__.� �. . iz ,� E° N SAND 6); Reddish bycrz� (5 SM w NN a� 5 �N giwl uu SANDY... SILTY �«.,.,. .r. ... �^•N�:fi..,�,....w M�.g.l�A�.......—w1.��r.. .��..m ........,...W,.,�. w - own 7 �Po tt t _ .W Po �a IIr Mliox,Lslz red dry 60,14coarse S :�zi d, -1,07, Gravel, <5;w a'� Clay, S rw Po 1 151 c fineGravel, mow , pebbles ( min. t t� ) � b SP ITT--— m SMZY CLAY ( ) griky ( A wet, aaaata:rate > plaMicity, —20 very line Hai Lne smd, 23 .. 4 a Po Fld. 5 snpakamnawp�w,mai !ul fllln rw::, uy. w u .�. LOG N ,. a, rye , g ..,. 6 ", E"Wi� ��.�Ba"'81,�� CM �n ANC a4 n W aIG [FlUELD WCATION OF BORING" IMMY) PTCHMS J,. BRUMMER PRIZUR-WE0.3 u SPEC 17 : 10 ....14' -Itm ". WELI., CASING' G �G _ w� ° n .. w' uua::Avp � � o� �:� a 'A 3, ° Yes Total gin, � IWATER UPIT p 58 1 �.... �.. ,, mu GAGE 51 -SIL ry 'Y' CLOD' SAND —609 Sand (yeTj fine Sand to medilam grained Gruvel), ffff W uwd illa moist W«yw R s e.gyby � 6 MP e. mi,.m..�...... faster, d ri.1G1 � i tl -(SIM .,. ...,.�en.Gravel,m Very dark .nr. my n...r,......._ .. a , a���a- ..�. Il ,�°°" t" mow . Of 13 becoming dark, gray ;?.5K IY4/), incremiq Sand-aud a t W mN W nnw9 m 50 ravel co n e nt, f Gravels, 0 ®Sand n &J,.unnd Gravels), soles brml tthp.- A . w izaterbedded San,4y, Silty Gravel and Silty Sand &md), both with - .... Yea" Clay, w m. � m 70- 20 � _ m feaster driffi.:: rr' Gsµ I& 0 50 y „ b 7 fl ""'" x n n py��ww Fmm - u I I i a� �r iwonn ar�mi%uu mw o i uwnww ri ..� � ,................. .......... OF..... .. R �� ..... -B A I.. .� DDRINCT' 4 c 94,.... EQUINEWT AND SPENRCATIOM3, Ur HSA with 1 to 1.0' 11' Steel Conductor Casibf Set to 34,5' r 2 5 to Total Depth j,2/12. SAND "� e r 55.E 4 DEPTH 5811 � , a � C� " Cis' �. ,ffiatjDA 'ea", 9 . El . . IN .,���.p��A�� mY � '"''�.m .�...�o.....m��.�......�, .,..�..�.. ...i,,..�, -I Dark gray as " 5 m 7 ., . n tim end of the sampler, 7 : �aw H5 6 7 5 ._ .... mom MONITO ING WELL,. MW-96-1 SAMPL Drilling ettiod°1, 5" Hollow Stern Auger mam pflilr°rg l'getg g: Conthrmous Core (CC); Drive Sample (D Date Coirrr le1e . 12120/96 yam g)- � g�� m1i��arm 1e 1 � ir�i m �. �� �..m�" � " ..mw . m ... a ...� ref ' 15 � � c?,s mar ption .� � Reddish �m GRAM., armm �n rmmir4 rrrrr m ��¢ pmmmbe fir f.nrfi N mmmr mmw dry, m irrmmioirrmmr� rrmua� �� frrfm mrmmra aU r . , 6 � � . .. m 1W fmrmmrrl � �� � f mmwmmrrr,red tlmrr Jm W04% �•w 10- CC w mm a mrrrom mr 4 mrm vgameftm O US 15............ (Oro 4 Bomrnm dmmrk Mum,mrmmmrr, w 11M Hm'mrufm ftrk black rmmr rrmfred kiM voymrrlmmt, a A m 0 fro C ..� Wrh gnry silky CLAY, r�� rrf molsL � Grue fin r m Ay SAND, CL Gremmdsh Ay In One sundy Cl AX m 1 1 z mr ...� ��®� f f @I� ��mrr� rr r� � i�f � m rsam mmmm arm malU�r w r1mmml w �� mom� f� urmm�� ' m wmm am rmr ire rr�mm�m���hrl rr�m L f m maamf wM 4nch fmmm dmmmr mmr h bertmmmmarmII .5fr f fr. m 6.5 rmf� rrmmmm oW&J mm fair 11�� .... 2 Roamed to I Wnch Munulm,fmm 23.5 fed bgs onl?PQ w e u. l r . F rmrrwh fmmrrter round frr mmmtrrmm weg mmrmf mf mm 1 . 1r .i f dimplor SqftlRde 40 PVC casig fog 2 fed sp fr 8.0 19st pw rmrfrrm cb fe f 9suesdod PVC 0.0104nd ; s1dod mesm tom 8,0 to MOW w Fi rr padc consindul Ah 2,112 t.m' m .M ummuf. 35 MONITORING WELL, III - 6- f°oundwa1er(',Orirecfi cmr Actioull Report kildah,I andfill DAMES & MOORE Ukiah, California " imaf WWwar uIX� W lm Page 1 of 1 Page 765 of 4165 SAMPLING V�WIU' . .mm MONITORING UW I�n�Y �Plmo a mllllllmiuu PUU m-1 ° 'w�u' iumw 111"Wlilfing Method: 8"1 lollow fff mlm mmgor � Smomg�mog Me thod Coofimumm Core C fafm fmWnplefmm 12 f90 6 BevatWoin fog of Cas[ng : w m � m �x m �� m wm � mmm�m � (0 g mmmgm9 LISC5� Description lb mmery of Wthl is h hem ¢gym 3w .... . wmwnhlllbi yelDw sly CLAY,mmmwuwmml,wummw mmmmmmoumu m " nm.. wmgi�Wu WM smwm wwu w,mmw�w W1Wm mmw ��" III. uumroml m'tlmm Illmm phb imoist. CC Wo Mid capboinkerhown,IrVnd thick ...., GF9045h 91HY,mu d uww ,mm ammmm 5HA ID mmu m sh brown mmum.mm some wall mmmmundm®wet. CC 20 f' i m C 25 Wm W reenlIdm gray CLAY,WK maiW,phisk. 3. Wm� e'mm � ��IPm WwamlUlUm �w���mmmw auger �29 mum I onon w Rem mummm �o�Wmmm m mmmmmimmrmmuw iww 1 11 Wwder N. r°o uuw�mmm w mw l w� e mum@m o INC ca�di tam b ww� �35 bw mum W"mmmmimmmwb mWWumm wmamm SOW&140 wumh lbreadqA PVC UWiWWwamwi mWmum mm mwmw mWm W 5 mmw Wm mum Wmm m. FlimpackownsbudmImth 471,12 III une Sbv smnd� . mm S mm . ._;. m mm, mmmm mm mmmm mmmmmm. mmmmmm.mmmmmmmm��mm �mmmm..,...mmmmmmmmmmmm mmmmmmmm�mmmmmm mmmmmm mmmmmm mm. mmmmmmmm..mmmmmm mmmmmm m MONITORING WELL MW-96--2 Groundwider Correc.live Actlun Report Lfidati I anciflH DAMES &MOORE � �,C�� o�mWa Page 766 of 4165 SAMPLING IVIONITORING WEII...I. MW=96-3 mm Driffing Method: " Holic'm Sfsn Auger sanoing method Cd'onfinuous core (CC) ID Bevation (Tbp of Casing): ." m Inch,moW, 11 r iish I15,� a @�inn ox" r x l ic. ' W ccR _.......__ . .. .._ n.. M m .mm .. .. .. ,�.. Wry . . Gm h brown sly dopy GRANAL,immled jWgbWs to 2 Whes,mme lawn»sbinhmg. 0 CC III.. BINAh gird jymly b daM SILT,wNh omi-mund 'm pew 25 DS dots jmbWs to�'hches dimielet 11VIB 30._ (mrsenish gray dopy ENO'my aid all 93 We Becomes Wins w gmy. 35 - I° wun Grounclwateir Corrective Action Report Ukiah Landfl� Page f of Page 767 of 4165 SAMPLING MONITORING IUN IRIIN m EI..1l0000m I ni,m, m'u�°i-n 3 UD I �:I f�� ��u��1hrig off°oil: Continuous Core (CC Date Completed 12/21/96 ma E' CID k LI mm 8 r � . MIL 40 - ol ; _..... a Offled with 8-ire Mbw aut uuu au gm 40 ImA b s on 1 tm2.5 fest of bo4ng to 40 kpt bgs,, Bedew wO pllug . Four tau diamvM ou dwator nwan& a n rmst I;,62 . ,�M... rwich iu a ter Su°wwUl 0 ITV"C caslrq han 2 fatal ags to I I. tamp au `uuusa-o- fu ffu fro ¢a� ufa Rf � rf �a�ari VaNd scroeurkmi 115 6 5 Ud Imo, Mr pack wndmeted u 11 ne Stv=W„ 50 — 55 60.... 55.,,,,.. ..... 7 mTONIRING WELLM foa,indwat r Corredive AcAlon R er.mrt Ukiah Landfill 4-1111,1` ah P �f . R / of 2 Page 768 of 4165 SAMPLING MONITORING IUN IRIIN m EI..1l0000m I ni,m, m'u�°i-n 3 UD Date Completed 12/21/96 Samp1hrig Med Continuous Core (CC ma E' CID k LI mm 3.5 r � . MIL a, Offled with 8-ire Mbw aut uuu au gm 40 ImA b s on 1 tm2.5 fest of bo4ng to 40 kpt bgs,, Bedew wO pllug . Four tau diamvM ou dwator nwan& a n rmst I;,62 . ,�M... rwich iu a ter Su°wwUl 0 ITV"C caslrq han 2 fuel ags to I I. fam0ga. `uuusa-o- �u uro ¢a� ua R � r� �a�ari VaNdsuroeu i 115 to 26 5 Ud Imo, Mr pack wndmeted wW% #2112 Lane Stv=W„ 50 — 55 60.... 55.,,,,.. ..... 7 mTONIRING WELLM Ukiah Landfill 4-1111,1` ah P �f . R / of 2 Page 769 of 4165 APPENDIX D ENGINEERED ALTERNATIVE ANALYSIS Page 770 of 4165 Project: TECHNICAL MEMORANDUM City of UkiahLandfill Mendocino , California Subject:Project No.: 02-907 Engineered AlternativeIFinal Cover System Brown,Date: August 2015 Prepared By: Damon ®, Engineering Mike i, ®, Engineering wu mTy.C.w. EE IF 1847 t Exp, FINAL COVER SYSTEM DESCRIPTION The proposed final cover system willI I identified as Be Tea® ClosureTurfTM Icomprised specialized tufted geotextile, and a sand infillI a The structured geomembrane component serves as the low-hydraulic condI I (LHCL), whereas the specializedI infilll erosion-resistant layer asI in 27CCR. LiteratureTMproduct I enclosed in Attachment 1 of thisTechnical Overall, the proposed final cover system designl I ascending )® Minimum 1-foot tI Il foundation layer. mil linearI ) geomembrane liner Gripneewith Spike )a Specialized tufted geoI (Engineered Minimum Y2-inch thickinfill layer. EAA Technical Memorandum Page 771 of 4165 [ui additimi to the above features, the fuui i cover system wHi also be equippedwith a gas r N..,;f coin po uieil. .,I,,,his mpmi&it wH iisist of a series of 3 5 foot wide c0ectioui strips p ,;d p r Hei mid/or p rp ui ucW r to s�opes quid spaced at maximum 220-foot uuit upvM , "I he fl to ui strips, which wHi be miistructedf the seas Super dpu it tOO with Spike Dowii mat ru i described above for the r r r ui Hu ii r mp ui uit,wHi be mmiiected to the Ll::::,'G c0ectioui system to prev&it the H - p of gas pressures b&ieath the fuel per system. F:Iressure r0ease valves wH also be iuista��ed at regW r iuiterva�s betwe&i the c0ectioui strips as Dui additiouiai precautioumiy irrieasure. eases refer to the TecNiicai Sp u u to ui p&idi 11), Couistructioui Quafty Assurmice ) Rmi p&idi �), quid Couistructioui I r uui p&idix )of this RilM C�osure quid PosUosure Maiuit&miice Rmi for detains regar&iig inaterW quid uui t H to ul specificatiouis for the respective uumi cover systern coinpoui&its described above. As outRiied above, the proposed &igiuieeredR rui tove premiled h r uui substitutes the pat&ited geosyuitheticproduct Oosurel,,, iI..Im uui Heu of the ILIII,,,,,ICL prescriptive st ui r Le., L required uuider 27CGIR lf ato ul u r to ul of Dui &igukiieered aft&riiative is �� ui r 27CCIR, , , which stipWates that Dui &igiuieered afteriiativemay be miisidered of miistructioui of the prescriptive t ui r is umr urnaW quid uu�iiecessarHy burd&isorriequid wHi cost substmitiafly more thmi the proposed aR&rilative. F::`u° h rm r , the ui uui r ft rui to rust be miisist&it with the per-f rrn, uice goW addressed by the prescriptive t ui r quid afford a �&it protectioui agaiuist water quafty impairm&it, "I he f0owiuig uuif rm to ui has be&i corripHed to demouistrate urrnpfu a ,; with tease criteria quid uui Udes data regar&iig the properties f the : r l,,, iI..Im, as wefli as coinp ru souis of perforinmice quid costs of the proposed Oosurel,,, iI..Im &igiuieered aft&riiativeto that of the prescriptive t ui r quid the pir u �y proposed geosyuitheticclay kui it CL Rul i cover system, Perfbimance Die theprimary iruaN for deinouistrafiiig equiva�&icyto the prescriptive tmidar is uui ultir to ui through the fuel cover system. tui this ire it , uuftir i to u ai ivW&Icy ia� h ui erform ui th � u�ir Tu�irf""A t ct it u� �ir iripti Subtifle D cover system. The uiW have iuiicUded the use of two rn th � u , 1) the I lydr6ogic lf;;;;°,vaWatioui of Lmidfifl Perforrnmice (11 I �9 quid ) the uir u Method uir u t aL, 1 ), Both rnethods wereinp for a g&ieric � ul full site uul Texas, Rii&iigs from tease miWyses t k the H uul Page 772 of 4165 INFIL.TRATION 1EQUIVAL,,,IIEN N L,,,YSIS Ill a ue'r" rf"I'm a„ SUBT171,,,I1E I11) FINAL,,, IESYSTIEMS ------------ fri f Cover System fri f Cover System u 611:.:] l oddl fo-� u in Texas - e,age n.nuau Infiftmfoa (Cubic I ee 3 347 Cum,oud Method with iity, andy SoH h6low the 1.33 C�Iloeuuwe" W—f° gagllou�e � uw ',°�a .......................................................................................................................................................................... ........................................................................................................................................................................................................................................................................................................................................................................................................................................................ C 4oud Method with Sity-Sandy SoH with Some C�Na heb the Noswm %'"o-�u��'r aNNou�a geuw�°�a 6�, 4 4,,5�1 As demonstrated �n the above taWe, the Ill a re-1 urf"I'm product ct exWUts substanfiaHyl lower �nf llltrafi n rates for the respective scenailos as comparedto the presciipfive standard. -1 W n be aftiibuted to the �ower hydraWic conductivfty characterisfics of the II,,,,,Ill,,,,, lf,,, ll[;;;; geomembrane (finer as compare t III,,,,,, as weH as the more e cent remova' Of lMOi tU re above the III,,,,,H 1 component, thereby ire a 6n the amount of Ilp t �li� 111 iu�m�� tratli n ant the m 11::3 e on thesecircumstances, the Ill u�ur �ar u ff"I' u�mIpr product meets the reqWred pefform n e goW for an engineered fteurnafi e by jprovUn e u 111 to r greater Iprote fion �nst Ilp t nt411 water quafty �'mpairment. Other features or e by C�osurelu ff"I' that demonstrate fts suftabflftyn eu gm neere fteurnafi e furolo° pefform n e Iperspe t e can be summmized as f0 , -arhe �gjpe stabMty characterisficsof �osu r lu ff"I' far exceeds those jprov�ded b other geosynthefic products ct lin W&n III,,,,, which I's veryII'mIpofta t based on the steep sIlqjpes that eat at the Ill,,,,, n ffi. -arhe bottom spked fiic;lion sufface of the Super GdpnetO Ipurov� e maximum �ntefface fiic on and a Ngh factor of safety aga�nst sI16ng at the 'liner/f a ndafi n layer soli �nterf e. -arhe I[;;;;�ngm neere -1 uff component efimm ates the 1p tentW for soHI creep and veneer faHures iresufting furom saturation of the vegetafive soil cover that �s a required component of the presciiptive Subfifle D finam ll cover and other to adffio m 111 geosynthetic cover systems. As note �n the Iprevious buMlet ftem, this Ilp t nfl'411 � exac&rbated by the very steep s�qjpes that eat at the Ill,,,,, ndflHl, -arhe drainage aspects of the Glosurelu ff"I' re designed to aflow ira�nfall' to penetrate rapi 111 r through gh the sand �nfffl layer and anto the StWCtUred drain I11iner bedowwhich has a v&T high tur n smo ssivfty for u b e uentconveyance of thewater off of the finer system, -arhe sand �nfflllll has been demonstrated to hands 'e over six �nches per hour of ra�nfaHl �ntensfty Wthout erosion when appfied on three hori ontW' to one vefticW' 3RI �' Ilpe m Such ra�nfaHl energy conditions on traditi nam ll vegetative soflI cover wouN Rkeyy re Ulllt In signfficant eros uon 111 damage. -arhe drainage aspects of the l u re-1u ff"I' described bo e promote very Uc�e n" and �OW ftflrNd ity stormwater run,,,,off, which represents a beneficW feature EAA Terhnaral Memorandum D,,,,3 Page 773 of 4165 since the mel t r,un- mff is subsequenflydischarged to the he m rai creek that bor'ders the no rtl°m ur i boundary f the 0 h� evNig compar,aWetor, m t ur r,un- mff quality from tr,adffionW vegetative s61 cover,wouild be Oficuft. � m ur Turf"„111 is designedto provide weatherhigmsustance andmm mbf,all protection when exposed to extr,eme 1-mat and uftra-vWet (UV) exposur,e,. Based it insults of independent, makworld weatherhigtests and data from istin ur mj t , � m ur Turf"„111 call provide decades of mHaW rfbrm m n beyond the � m ur Turf"„111 has been tested for,wind upffi msustance andm mnstr, t no upUft when exposed to 120 mfles per, hour, wind. As such, the iI m reTurf""„ll, call withstand most wind conditionsthat couild maHsficaHy be encountered t the site, As presented in the ur m t fteratum data enciosed her, Ni as Attachment 1, CiIosu ur T rf"I'll' has been approved for, use as all ngm Ineer,ed after'nafiveby the t two sites in CaHfonia TI-iese sites aespon to the ur 11,,,,,�or II,,,,, m °mild and PortoiI been successfuHy empiloyedt a number, of iandfii sites throughout the nit States, NicWNig sites in the southeast and east that cure subject to much harsher, weather, conditions than wouild be expe0enced at the II,,,,,andfiL sugnu,ficanfly easier, than for, a CCI,,,,,, TI-ie foHoWng providessummary to support this m ufu mml! In nerar , � m ur Turf"„111 � m m nt is very str,augl-ftforwar'd, both from p�acement and seaming standpoint Furfl-ier,more, heavy equipment mqWr,ements for, � m ur Turf"„111 � m m nt cure flmfted p0marflyto a mbber fim forkffi or, gWvaie t. Convers6y, CCI,,,,, mm stmc on is very Wbor, intensive ith substanfiW mHance oil heavy equipment (Le., scr,apers, dozers, compactors, etc,), 1,,,,,ess CQA is requilred for �osu r Tu r„"1111 due to the consistency of the m to ru it and manufacturing pur m testing for a CCI in turn, is more t n u and occurs t a higher firequency to verify the consistency of borrowsource m tedW and the contractor's ift to achieve moisture meet, compaction, and hydr a iii conductivity during constructiom Instaiiabon of a wailed, douibie-rhig um°mfitur ,mm t ur (SDRI) is lreqWlred to test the fi6 per'meabMty of CCI s, which is costi�y and time consumNig, Such a provision is not ur gWlr for, � m ur Turf"„111, In compar,uson to other, geosyntl-iefic Uner, systems, CiIosureTu r "I'll' is sUghflymore iabor, intensive due to the iace m nt of the n Ni i i � err, I,,,,,� ever,, this Nicr,eased Wbor, i E`AA Technical Memorandum D-4 Page 774 of 4165 rnore ttia ri offset be ttie eRniriatiori of ttie vegetativeH iayer. ShHar to tti [,,,,, coristructiori, coristructiori of a vegetative soH hyer is Wso very iabor iriterisive with ub tr uritrui i irdiarice ori tieavy equiprnerit. i ri additiori, 6uri ttie case of ttie GCI,,,,, 6uriW cover stern ttiat was l ur iou s� proposed for ttie I,,,,. urid i, ttie gas ur li �ayer rnaterW and Sabo r requhrernerits are sigrifficarifly greater as cornpared to ttie C�osuireTu jITIll. Ttius, tti C�osureTujjTlll uuriW cover systern 6uri t Hatio ri irepreserits ttie feast iriterisive appiroacti frorn on viuri t H tvi uri staridpoirit. Maintenance CiosuireTujITolm offers6 uri6 i urit rnairiteriarice advaritageover a prescriptive ubtifl D 6uriW cover and ariy ottier trur difio r1W geosyrittiefic cover systerns ttiat require vegetative ii cover. i ri esserice, vegetative soH covers ofteri require regWar mairiteriarice ur W d to the ur 1pahr of eirosioriai darnage, 6uri t Hatio ri of eirosiori corifiroi measuires (Le., sHt ferices, tiay baies, watHes, etc.), siope irepahrs, and irevegetatiori. Br sii »uri firorn the vegetative fl cover Wso causes dtatiori of drairiage ditcties and ui d.: that require sub u urit repair. ucti provisioris are riot r u i r d witti ttie MsureTujITolm product, ttieireby l ur vidi r1 sigrifficarit cost savirigs over ttie coursettie l trd uur rnairiteriarice l uru »d. Cost Ttie cost of ttie firiai cover systern usirig MsuireTujITolm was cornpaired to ttie GCI,,,,, uri c subsequerit October 31, 1 final Closure Construction Submittal Package (EBA, 2013), Sirice ttie d6 i° ur orlt Iproducts irifluerice ottier aspects of ttie firiai cover coristructiori Le., fouridatiori �ayer, gas reHef iayer, eirosiori,,,,ur vi tarit �ayer, drairiage, access ur » d , etc.), ttie cost cornparisori 6uri iud d ttiese variaNes6uri ttie ariWysis. url ur � , ttiose uric dosure coristructiori iterns uric irifluericed by ttie firiW cover systern desigri (i.e., mobiRzatii »uri, �eactiate corifird systern 6rnll ur verne rit , I,,,,.F'G coHectiori acrid corifird systern, etc are riot 6uridud d 6uri ttie ariWysis. Ttie corresporidirigtvirnat d coristructiori costs for ttie two firiW cover systerns are preserited 6uri the H 6uri taWe. Page 775 of 4165 NS III 1RUC III 1011Y COS III COMPAIRISGINS Closure III u irfT111 vs I11, IIf"'' III III,,,,,COVER SYS"'ll"I ---------- Item ClosuraTurff Final Cover System Final Cover System F,oun abon Layer/ Englneere �:1fl _ . 594„5 6 465„6 Ng 6 _ a_e_r___________________________________....__ 66„ 66 96„ 66--- .___ a�FLoIlira8"so oa� ofllfaea°( Il,CL)(1�) ,64„66 1,493,6g6 .. ...... ... I rosion IPeslsfanf La er,R) $3,807,850 $1,866,300 IDrainage System Components_______________. 55 „g 1 6 ----- " D II ��"oawoa oa�fr'oQ 166„ 66 561„g 6 Access Roads $172,580 $374,790 EXTENDEDTOTAL $7,348,9907,76 $ 0 L° Geosynthefic Clay Uner T'he LIl ICE.oom oneaf for the losureT' urffgaa�cover,system includes the Super,Gripnet"'with Spike Down,whHe the GCL final cover,system 6ncIl,u es the GCL. ( ) 111 he erosion-resistant layer component for the losure_l" urf final cover, system lay W es the Engineered T urf and sand inflll layer',whHe the GCL,finai cover,system includes a geonef oom oslfe drainage layer,and vegetative soil layer'. s presented in the above table, the cost for the l s r T rf", fiord cover system is approximately $419,560 less than the III,,,,, fiord cover system. M addition, as noted in the previous subsection, loin ,,,.tern maintenance associated with l s r T rf"I" is substantially less than any final l cover system that requires are erosion-resistant layer comprised of a vegetative soil cover. The estimated cost savings from a maintenance perspective over the ,,,,.year posWosure maintenance period equates to approximately 77„400. Thus, the overall cost savings resulting from replacing the previously proposed III,,,,, final cover system with ClosureTurf'I'll is approximately $696,960. ill,,,,,,USIGINS s demonstrated by the m r tii information presented herein, the proposed l sur Turf"r" engineered It rn tii meets or exceeds the rf rm n criteria addressed by the prescriptive standard. Furthermore, the cost analysis comparing construction costs for the l sur Turf"r" versus the previously proposed GG11,,,,, final cover system reveals that a significant cost savings can be realized through implementation of the l sur Turf"r'" option. Based on tease circumstances, it can be concluded that the l sur Turf"r" engineered alternative meets the a lio in criteria specified in 27CCR, §20080(b). FAA Technical Memorandum II Page 776 of 4165 IREIF::EIRENCES EBA Engineering, January r 8, JOil7 " c l7ir. 1 Documel7t for City of Ukiah L..... l7 ifl, Me 17doci/70 C17 , Cfifi (Volumes /through 1 , EBA Proje.ct A/d. 02.... , RirqDared for City of LAiah DqD rtrnent of PuUic Works by EBAEngineering, Beata Rosa, EBA Engineering, October 31, 20,13, Fh7al Closure C' 17struC 017 Submittal Fla.cka.ge, EBA Proje.c / , 02.... � RirqDared for City of LAiah DqDartrnent of PuUic Works by EBA Engineering, Santa I,., s , C aHf rni . luau , JTI., King, T, gym, n&r , T.I., I.....�adj-l....�amou, T. and KHre, Rate. of L iquid Mi O17 'Through to i/7 a Geomembral7e Placed 017 a Semi Pemvable ilium,' Geosynthetics Illn rn i n � '1 off. 4, Nos. 3.... ,m FAA Technical Memorandum 1 7 Page 777 of 4165 -------------------------------------------------------------------------------------------------------------------- ---------------- ---------------------------------- --------------------------------------------------------------------------------------------------------- --- A I.......... Closure I urf'T'Ll PIIGII�)UGI"' "T"MIE Page 778 of 4165 IrTfiltrution Equivalency Analysis b.ttp0//waters°n. dgeo. or.iil ➢.osiii.r t'u:i°f! leas r turf bnn.. Tice enefits/... Call Today!770-777-0386 ISend Vita An Email 411:y ffIp tlrrrio ers Ge rell erhj �111 IIA6:Ir G6:ll¢.tn I:.'q P.aIIIPo�DDIG P"WG:y 111DD� 1 it nm!!S Ilosuuve"lll"uurffo d S.:Ilaatuuure II uurlift PMarffaa rnaaarroae neuua^ff is If ° Is infiltration 11 alluuMillen y Ain allysisw WIN jai�I a �Nm w li., 'x1.1 a d'�.'8 4�,vre Vaw e, IrnnGruPlrnnuolrnn te:a:I ruPa:all reeaffuuuae,^,Irnne,^unt Qaw»affe,^,ffVlrn d IVnyt:l e,^P PpF flap 'nuolVnt6tlle Il,r II'OruQall Gapaae^,a'riy t.e:lrnn^,u Qaaa^aapuntQaPlrne,^,aff Oru4q S°:6: 258, 0,II"'Ihlis Ireguullat:o n allllaaws far an alltearnadve Glue rfforir name^,(bated)cover aytt.eir n,G:Uu°ne of the Irequu6teir ne^,nt:a Tor de^,t:earlrnniinGny equivalency ivalle^,uncy ua i nCullt:reatuaan.Tylaiilmlllly„this is evaluated uo ing two Irnetllraadaa1ogIie.w,s...QPl t:llre II Ilydlraallaaylla° Evaluation of II aandffllllll Peau Rvir nalne:e:(PGP ILP)Modell and(II)the Giid rouud Meatalrodl P1a��pt:IVn a�:pff�tar^ae,:Irnneata apaffu»I senses Ik��nr„r„Irn uua�ue�:a�ff t:aa aaalrnnlaQaae:t:llre ulrnfflillt:lraat:6aaru 1ae:n°Paanrnnaauna:e,:gaff t:llre,^,�"IlmwrwmwureiPmwa°G'&VIG P lilrnaull G aunaa^a"nyat:e:lrnn t:aa t:llre Ppaa^aue:aPlat:6naa^°nuulVnt:iit:lle,:Ilr G eases,^,a. aVa� , oo;'re'° Fticoirnparsonoffinfflitradon rates!is shown ln the IIalbllea'for both irna„tlraudollogIi For aa generic sGu:einlla:nsaH:a a ..a'ki.°rr �. e^ue^ uolltaa�ffelrrna�aun.at:inset:e.tlVn„.at:t:Pne^Gllma�uutiwura�i'm�w EIItlunalaPG:auwaeu°n, ut:r�nurnuauwa�affe�n� uu�sa�aoa�:uupoauGara�: �a�:ulrn„Iayslauunaat. IunfflilltaaGliaaun when coirrnp:ua ed to the Pp escrIlm:We^Subtitle Ilr Standard IlaundffPllll ffiiunaall ally mires syrte^Irnr. u.a„e6m `turns u n ..0 w,.`:TaMrnr ��%,.,�ol, ,":L;,IP D G"i. I Modell ff'arrS e^,6n'Texaas-. 83 347 > or"(q u 5v I, Average A nlrnuualall lllrnff lluuaat:Ilaan(GP'u lbk G iir¢ouud Method Mt:lhn ashy„Saundy Soiill 1.33 4.51 Cc, I the JJlaaauuua;l"uu1110(Galalllons/ L, day) rrLr kr D,Iu,.a'- ,�u,�An'l:.snD Giidliroud Method with Slity-Sandyl'6cAll 024 4,51 j owilY:llr naalrnne^,G::IlaaylVnelllaanaat:llhe G a ouunlurft(GuallllaulrrosIdaay) �...��,,.t nri"n,r'.J,r Lc" .,kJ1C P..1C.urr_a Summary of Results for livifillltiara1ion lEqu ivaiencVAin,Wysesfor^ar Generic Site Pua"reYas Rate Of 111quullaff 04 graatllauu T"Two ugh 11I i n y G eo rnennllarauna Placed d Q,Du y ftalrrnll-PanrlrrnaaallaIle iMedllaam„J.P,GuPrnuud„ it F�rffu�;` ��:+ r.;C.a'rl.t.°,' t'.117.VGuu"npy„t'.Pt.f�„Iaropyllrauaat:„'t".II-Haaa�ff�-14�aannauuu asana�ff V4t.y.VGIhnPun„GuramuaayOlrnfflh�nraGPrc:D,Onffnnrroslaffllaunalall 1GGGG'Y„ymuP..�„V�Ilmu��..�"1-�. > I',,ahaa::b r s'r Evall a r r+,hsul:I 0. Te.' , „1����}tiff 'd';'"..`„a�7•o:1:ii,;,,;�o I of 2 O/ Dili r u r U I f. 0 f i 9 r 6r �)� rN fpfr "��✓ r��f�r� r`' �y� «l lei Y ad �r r i V TM ClosureTurf r � Brought to you b M SoIIIA slopes dmiii,If`t wmiirk, although they keep You SO erosioin coinflinually i)I a g u es the oingoiing main agerneint of i a in d f i I i s, uincftjstr'uai waste s�tes, CCR stor-age areas, a in d other e in v i r,o in rn e in t a i cointak,uneint aI[.)I[.)Hcafloins requh,- ing coinstaint a ebudcfiing of �Oqi)es weakeined b u aiin aind Mind. Vin ackfiflointooingoiing rna'inte- inaince headaches, tiracfifioinai systerns utHWing sod as their- rna'in corn�[.)oineint it costly to rnaiinta�in, �dow to iinstaH, aind �intiroduce uinwainted slqi)e �instabMties. I heire is in aPteirinafive sok..ifloin avaHaWe foi these chaHeing ing appkcafioins wNch addiress the les soins Peai ned by the iind� ..jstiry s6ince the hmpG erneintafloin of Su..jbflfle IID. The iininovative sok..ifloin is caHed Oosu refi..jr-f"I' wNch rneets aind/oi exceeds the i eq..Arerneints set forth by the IEFIA bin Su..jbfifle �ID. A thiree cornpoineintsystern, Closui el U..jirf is i evok..ifloiniziing the way eingiineers, owineirs, gover-runeint ageincies aind rnainy othei s soWe cointa�inrneint chaNeinges. The Oos�..jireT�..jirf systern offei s excepfloinai d�..j i abMty ain Ipneas.ing aesthetics at a nowei cost thain tiraditioinal Ipiracfices. V CK I% �//%%/�/avr;��//�, ;;,,;,;yr rw ,,,; /i,,,, ,, �, i; ,/,, „�/ / „r ,d. r/c,,, � iitn,,,/i ��ir!%r,1 N����C,. OFF '10 Page 781 of 4165 o 0 i 1 ClosureTurf TM makes fast, cost-ef ficient llerosion control so easy—it 's virtually install and that 's all, ClosureTurf is a patentedthree component system comprised of a structured geomembrane, an engineered turf, and a specialized sand infill. The ClosureTurf system provi es many advantages over a typical Subtitle D landfill cover such as.- Reduces construction and long-termProvides for enhanced gas collection maintenance costs (when applicable) > Improves short term and long term slope > Improves stormwater quality stability > Incremental closures for odor control ar Excellent performance in extreme weather and leas ate reduction (close as you go) conditions With several square miles of Installed product, ClosureTurf has proven to be superior i performance when compared to other cover solutions—not only in the laboratory but also in real life applications where it counts. The system has a proven track record to significantly outperform traditional vegetative closure methods with regard to installation, ain enance and environmental compliance. t J J �l i � � o r: Prevents common erosion, storm water and siltation problems—even during severe weather events, > Utilizes the highest interface friction geomembrane available in the market which provides greater stability steeper grades and reduces the needo rebuild slopes® > The lifespan oft e Clos reTurf system extends well beyond the required 30 year past closure maintenance period. It protects against driving farces, severe weather conditions hest and wind uplift, :?'C Cost Savings. > Significantly lowers upfront capital costs. (ar i, vurmrw�� row�iuui�ru gum > Dramatically reduces maintenance costs, > Reduces the cost associated with the repair of significant failures, 1 Page 783 of 4165 P y , f EnvironmentalBenef Its: �a Obtain control over gas collection sooner than Inter ("close as you go"), fir" 3"u Reduces environmental carbon footprint by ups; to 75% during construction, Lowers the production of Ieachate by allowing incremental closures. ,. Durable system construction designed to safely convey internal gas pressures, reduce unwanted releases and avoidslope stability issues® The ClosureTurf system requires no irrigation, fertilizing, seeding or mowing. > Provides filtration resulting in clean storm water runoff® Other Benef Its: � Reduces overall surface emissions. Easily adapted during or after construction for solar field development. �o, Rapid, low-impact construction, L NB o l ' rn� Page 784 of 4165 F, r1a Take a closer look at ClosureTurf ClosurpTurfT11. is a patented, three corr cnent system vampr sed of a structured geomembrane, sn engineered turf.: and a speciaiiZed sand in ill. `he foundation of the sy t rn is an impermeable, highly tl-ansmlssive structured georr em rane. It provides far the hi hest interface friction values avaiiable in the market. i h+r engineered turf component gives the SVStel'O its natural lock and feel of grass while protecting 4w geomem rane from extreme weather condi ices for the long term. The speciaiiza and intili component is placed between the blades of the engineered turf .and ailo is the system to be traffi(`k d 'u'`hile also providing additionAl protec'lo r, from weathering, When required, Clos reTurf's patented s rfici C gas s ste . is Included with the System 11-0 vent landfill gas emissions. ClosureTurt is fast and easy/ to install fcr are aesthetically pleasing, cost-effective is dfili closure solution. SAND INFILL "J ENGINEERED� TURF •Supports traffic loadsSTRUCTURED � �® �® • Provides additional UV protection G EOM EM BRAN E • Dimensional stability • Lab tested in high rainfall events ®4313 interface friction Creates a non-exposed system •Studs on top provide •Aesthetically pleasing •Superior weathering protection Quick drainage of •virtually maintenance free • Reduces heat absorption high intensity rainfall events •Superior resistance to. •Spikes on bottom provide S Extreme weather Nigh friction to subgrade Long-term UV light • Ex Beds most regulatory Neat c g y thickness requirements by 2OD/D I �I�iiI�INVM��� ill u V ul �II I i (fir If hit / n � f D / l / / / r / i i r/ ,f r ss, a Y 'i Y'jip�p� ul liiim ClosureTuirf's patented surficial gas collection systern reduces, and in sorne cases, elimilrnates the need for tradltnonal gas wells and plpin . It can fuinctiloin as a standalone systern or lin conpunction wlth a tiradiitional systern. Underneath the ClosureTurf systern, gas is generated and ii to the surface where a vacuum cremm ated by the diifferential pressurc s is vented through the surficial gas collection foot. This method prowiin,ies an efficient method of gas collecton whine ireducling the arriount of condensate that needs to be managed. The unique design of the Closure-Turf Surficial Cir�,s Collectiion Systern resulted in one landfill winning pan lnternational Achleverneint Award for a corns med gas collection and closure systc:rn and the Soliid Waste Association of Forth America ( illy ) Gold (Excellence Award for larndfiil gas collection lin '4Cl a 1 � ' l ,Cfi Qv F/ ,> re� i ,ltonagr Q, I�? wnati�nq runf ! rYd(rrlr� o��, � �� al f �3fo I � ...... 71/ ii%///. , , 1* ( Y71�,r' 4� 'l am/5!i�i/, i; 3'" 'siis f ,1 f 1/1, 1 e O ,r,,; „ / ► W / ,,,;/ ,". «., // /aJ �W,j 1/0 x (// , fe o j1 Ur�,f�r�C<f,6"V11 / a avi a i as ,,, ,, ,,, ..... ai HYDROTURFTm HydroTurf is an economical, environmentally-friendly aI r tiv revetment rock riprap and pipedchannels. It is a patented three component system madeof a structured geomembrane, n engineered turf and a specialized ozzolarni infill ( ro i r ), Created specifically for bench drains, downchutes and perimeter channels on landfill covers,HydroTurf will flex and move with typical if r i I settlements that occur land- fill v rs. It provides superior hydraulic performance a I of handling large velocity and Ire flows resulting in very high velocities. Delivering the same advantages as ClosureTurfa Flydrd'rurf offers rap ild, low inipact instalpatilon that's significanfly less costly than hard armor and piping, and is projected to last more than 'l00 years when properly maintained. Best of all, unlike hard armor rlprap channels, I-Iy roTurf improves the environment by producing cleaner storm water runoff. , / / r / f / rr / / i , / / Page 787 of 4165 ���%�� �/G/F/l/ l/ � 011)m�rP o If�tiN��PWi WWw NW wf,� �•. , A r yVl�� I IUYum"I �f� IY�I i'll �V r Y �V I��P VNIi u f !l " / / / -�n rE I -m, r / i 1, x u i uW I� / Vu / r U / dl u ��11��'/ �� >I1 r�>'ft/H✓�Ii,�H 1 u' i(Y{I jl r I/ r I � I, VVV V V u I IIII I Page 788 of 4165 a� �" � �„ w� � � � � � �� wmi � � " � a � a � � m m � � .' a. m . a � i � a � � � m � � n v � � � � �' - � � r »a � a � m ^ � � �r- - � m � m � � � � � „ i � i � u�: i r�� ti � � � .� m a� �a � ° u w. c w w �' ry w m I� � ��� a�.,�� M p � � u �, �� e �W n.: � � P.i. �:,a w .� w� o', I' ai P �� �a' I sill rri I /o T Closu reTurf The costmefficient , 0 compliancemdriven , environmentally friendly landfill solution , HI , d" II . IIII pp ,V III I iryyyy With slope erosion and vegetative maintenance an ongoing battle, and compliance issues ever looming, choose the cover solution designed to eliminate the most common problems associated with landfill management. r ClosureTurf is specifically designed to solve soil erosion, slope instability,gas emissions, n high costs of installation and maintenance. Discover the solution that makes your job a lest easier, keeps you compliant and makes you look good h � in the process. For more information on ClosureTurf, visit cloy ret rfaco , email us at info@closureturfacom or call 00-373-247 . r" I ALL ClosureTurf COMPONENTS ARE PROUDLYIN THE USA. j , Waters1hed i f 1111) Ttics- MGeos �Yf „I�� daIY�facuired in pmamrtn rshljm bi �", wOught to you by,Af"rY a,Av?m)na„v ;���R�al�.1 T' 1 2 h��,l„ c"Ic. 'v4,tre urCcc')i�rt beir pVasuurir'll'uuirhf"IGfraduuurupIJSIYaaafrsnhlkd„68m„WSaand8,585,hml„pw�IrmamNaarnIPaatert No,2„681,hM;amrdpaflI mI�aahirrnhsI�rrmdpNrn��aarudprrraadpmmmaarkaairefllrmII'firollerffaf' fmfsllrxdhurrmfpimhllrmsurm„Il.11f,;,aairudexu:OdolvellyVNrmimsxdphao iruu merkaa,AH Iru�aamrimaafNaarr„irimrarimrimrsrdpaafNrsrrs and sduug�esrtN rsuum aallplI eaarl MQ Oiru fIhb II eiraWu i ew namirimMg ftheweaafaadurllfiroduurrNaairm based uuljimirm tests and data ufmVNmw+maphas elllaa lAim„Ilraaafmw+mllr,fIIrNs Orrti'ruirmmaafNrsiru should not I wed or rel1ledp upon for any s erllkoplAkaafloirmwhllraau hirdeperudarus'niraufimssNmurmllmmuaiiimaimuaVoinvanidveir licvas:Nmuuaafi tsuad:d:duduaa,whual[Alllw mildOpIp"raIbll":.�Nirurcatl:Iheachuualluusmlbu a aW:IlrsfsNsllua uirudaauurvd:inirroll,na uuvarairuW:maaairwairiruairi of an IleuuraN„ 9r II N II f II N is N II is 9r � � is N axllfrassedp or Ilmmllf ledp,b imu k dsyWaatersllradp f snn yrts:IlretIrs l,p.f as to s:llrm d°ffech pa6vuurllr we paw s:llrm irmsuuVhs W II pall uraair does Gems}tusllrmhVrs I11.11(vassuuirima vanrgp IIIaft In raaurdmerhoirm Ilrmrew hlh,Any st atemeruh imu k rEmOnirimuay not be all rairimllnNmfisksce,vadpoltlounua9Niri@durimaffloimirimuayberme(assuairryordNmskable when llnuarsNruuVaanorm mllfhonMraundNNhonsordriminshuanrmsmxpss:dxpumruauuaxofvaplIlnONruablelawsorgdrr+miraninenhirimgWafudsunsNrahllrNirug bear M Its has be rmrnAiruumd as pdmmrmuruwNrsrr or as as re mmmrimrsrdpaafNrsrr t hifirksge my pdas"A' rlrr�li„c ClosureTurf" Brought t®you by 4yru, Amwp %.� U.S.Patent Plus,7,682,105 &13,58 a,322 m Canada Patent No.2,663,170 a Other Patents Fending Ny �r i i y ,r ra iVu a �r C a orelI ' irl"" mr o° m � �I m l ri arid mri u° ri mri a l l firl of n e n e e n n . MsureTurlmm �s a three coimporient systeim coirnprised of an hemp erirneaWe, higWy transirMssive structured geoirneirnbo°ane, p edaH e engineered turf, and sandki'MIlL The structured geoirneirnbr ne coirnporient � thefoundation of the systeim and poro u e for the highest interfacefricUon vaWes avaflaWe in the ina rket.The eng[ neered turf coirnporient is paced on top of the geoirneirnbo ane glAng the systeirn its natu a� l hook and 'fee� of a grass whine protecting the geoirneirnba ane coirnporientfroirn ext reirne weather, condfflons 'for the Ilong ter-urn. IF:In lllly, the sand un,ffilll pllaced in the engkieered turf enaWes the systeirn to be trafficked, whHe Mso poroMkig for addffior4l protection and an additioriM Victor, of safety against weathering. A vlrtuaIkly inakiteria ce free to hno� ogy de,,, signed to Ilast, MsureTurl has proven to be the most ustain We dosure option avaHaWefor the waste fti u try. See how MsureTurf perforims in soi,ne of the most deirnandkig appHcatlons. t 1 r r� I rI ( I ( I I I 1 � 1 1 I I I� I � I I IIIIIIIIII II � I�II�III�II �II�I11111J11111 � II + , , IIIIIIIIIN ASALLE-GRANI LANDFILL Location:Jena, LA The soil of the LaSalle-GramL Landfill in Pentral LOUISPMa was highly erodible, had Completed--2009 a high plasticity index,and had a natural pFl of 0.0,so its characteristics Weren't Owner,Progressive Waste cr,ndu."i ve to side slope maintenance. bi fact,every° spring the existing are etative SoNtions slopes required slope repair,reseeding and liming in order to remain intact. (Pres- ize:g acres sure to find a more stable solution led the operator tr,Implementing Closure Turf's -13 degree intertars? friction technology, which is more than a 3,0 factor of safety against sliding failure,over 10 acres of the landfill. CRAZY IIIIIIORSE L F I LIIII IIII Location:Salinas,CA Situated adjacent to the San Andreas Fault in California, the Craz d Horse Landfill Completed*202 m Salinas, CA, required a solution that would enable capping without modi yIng Owner:Progressive Waste steep slopes of 2.,25H M And,since most available borrow soil was eypensive and Solutions environmentally impacted with agricultural chemicals,the site was especially ch;;l- ize:68 ages lenged in producing surface water quality that met the regulations. The 65®acre landfill is also situated in a residential area that demanded a final cover sysLem 001' that was aesthetically~pleasing and not subjected tc on-going errision and main-tenance noise, 1IIIII UMBER RIDGE I E LANDFILL OUICK STATSPROJECT SCOPE Location:Ric.hwoeds, MO Due to its location in a seismic-area,concerns ever slope stability that could com- : 2010 promise gas collection and containment was a major concern for this landfill The Owner: Progressive Waste lack of quality borrow soil and the h19'11 cost of procuring it made a ClosureTurf Solutions system an easv choice. Likewise,gas collection using deep wells would drastically Size:10 acres increase installatiori costs and compromise speed of closure. A s,,stem that could roy perform e'fectibely Withot_rL deep vertical wells was greatly advantageous, <<piiu I�r i IIII IIII ull RII II R IIIIIIIIII" IIIIIIIIN N IW 1111 L 11,ocation,tla:irtford,•g "i" The visa in that the a.iwirier had for the lOarttord l...a ndlill was ooe where they woulmi Completed:2013 be able support the initiatwes to promote renewable ener v 'that were consistent wneir:Connecticut Resources with both the C' M"...:I rF and the Cutts°of l0art;f'ordl,1;;T.C'Iosurel`urf enabled them to do Recovery Authority just that,by providing for the beet closure technology available !imd is capable of Size-38 acres incorporating tradit anal rid d or fkyiWe sa l:r photcvolt��)ac panels. // �� Page 793 of 4165 FRESU11 TS 'O'le'dbrev s..'hdrig C)UrSVVes wt-wking and reww*ing our Operators quickVV learned of Clom.jre Turf's abillty Ito ;provide k,,ng term eroslon control as the system slopes,hut after we mstm',led the controlled rainfall ruinoff in excess of.4 inches per hour-et times dUli it's first year in action,In fact,the Cosure TWPF.sysizrrm we,didn't system has endured mrre than 300 incNes oil,rainfall since 2006 Ancl,three moril,hs allter phase One of have to do or�,thlirig to it agoen, the prnject,was completed,a tornado produclng shear-winds og"70 rnph Nit across the front of the Iandfffl The gposs loots areat,,i.ihe sard wit1holit darnegirlg the turf cap. Flriafly, the I aSailp s.and lnfiiH re.,nairled In place with no erosion when a hosil't momed and"Oleee's nq.:u (evee broke,releasing water over 5 acres of the project area, erosion"I The Closure Turf system requires no mo,,iving, little maintenance, and has remained in tact even un- Delaney i ewis. der the most extreme weather conditions Low maintenance costs Lan relate to signit ica nt savings over Mtrct Lapdffl Manager: the 30vear post closure period Best of all,soil erosion,water infiltration,leachate reduction and fugitive IESI Cu,lp.A Progrens^ve 14'aste, gas emissions were immediately controlled once the ClosureTUrt SyStern was installed, SoWhon Covinpony RESULTS "We've Oeen extilen7ely erri- pressed wilt,trie staepilti.,of our Installation of the ClosureTurf system was successfully achieved with currently developed slopes under slopes and quWlify oF the water earthquake loading,eliminating 10,000 round trip truck loads(equivalent to 660,000 miles) that would runoff Pion.,now Include a 2 have been required for soil borrow.The combination of soil import elimination and reduced heavy equip- rnega-wattsoiat arraysyste- ment needs reduced the project's carbon footprint by 70C/C. down the road, vn;cr,will mear, this land Wfil Pioduce reriewat°le Clos-ureTUFf eliminated dirty stored water runoff by replacing�, traditional vegetated cover with a Cover energy source tha!gives Dock to systern that produces very clear E,rid clean water free of fertilizer and rinuddyrunoff In addition,Closure® the ermonrient Turf ehininated slope veneer failures from high seismic loads and reduced veal lyinaintenp.nceactiL.lities for the SVSWA to essentially zero, These would have included rebuilding slopes because of erosion, Dave Me= P•E revegetation,dust control efforts, mewing of weeds and grasses to reduce fire danger,and conti-Ohng Projecir,14anager rodent populations, Eauplas Vdalev.soud Waste Authopltv RESULI S aprurilng 100%of methone iris Drovidea opt;cirls fw carbcin azatts ClosureTurf's patented system precluded the need for gas wells or piping,This resulted in a cost savings and given as rnope fue.1 to burn fop of$15,0nu per acre that-would have been required for installing deep gas wells.ClosureTurf's structured gene�atw�g energry. A—,socir os an cnernbrane reduces oyVgen in the system that results in higher qualitV methane gas to be vented for flan area s closer),aft con inn or alternative energy generation 1,e con'rouled which P:;gilea�_44na. a L the structured inerribrane protects Under the ClosureTurf system,the gas rises to the surface due to positive pressure and generates, ]little against cixitgen rhitration,edml- -ondensate to be collected and mariaged The Timber Ridge system is consistentiv venting 500 SUM natmg Inat as a Pre patriway," c L of gas over a ten-acre closure with no vertical wells,,This achievernerit has resulted in Timber Ridge win- ning an International Achievement Award for a.combined ges collection and closure s,-stem and the Solid Mak'e Fretsen, PE, Waste ASSOLi of North America(SW4NA)Gold Award for landfill gas collection in 2_012, Reg'clnal Engineer IESI "oath,A Pi,ogre.:.isive Olosie, Tchition Cornicany FRESt"Pil I S C osur-O`urrf was s0ected �or use by tr�e owner fim the ioilowiinq reasons::CkALJr"PTUrf'S gec-mernbrane curnponent had a prci-�en to hack record in lzirK.F'lH dosurre appficetions,the engineers.d turf with sarld`infM was durable and strong protecting th-e undeirlying georneiTlbrane from while also emabhrig the systelin to be driven eo,crross by fight rubber bre vehii.,Jes without darriaginq the SGN requwed for normal solar fie W apearatilons.As the best kwi g-terrrn sokition for l4artford,Closure'rurfalsc%pro-Jided for tin aes the'Lically-pleasi rig envilrorlment in a high profille area, Page 794 of 4165 oil s Othieris successful li�rlstallatloi� Industrial Sludge n h Lagoon I im erl iie Landfill * Ill oo ' iomm I' inoon, GA ll oo ' Iliomm Oakdale, I * Coiimpleted 2013 Completed 2011 Owner,, A Pacif ic Owner,, Progressive Waste SoWtions Size 70 acres - Size 4 acres Weati,lierford Landfill Sauf ley Landf!If Location Weatherford,T Location Pensacola, II=i,,,. Completed 2010 Completed1 Owner, Progressive Waste Solutions Owner,, Esc ambila Count Size 8.5 acres - Size . acres Berkeley County Landfill Sandtown Landfill * Location i oncks Corner, SC Location San to n, DE * Cornpleted 2013 Completed 2013 * Owner,, Berkeley County Owner,, Berkeley County Size 12 acres - Size 4 acres Lanchester Landfill B! County Landfill Location N ar on, PA, - Location Woo lawn, IN "oinipieted 2013 - Completed 2013 Owner Chester County m Owner Montgomery omer County Size T acres Size 5 acres Tanglpa mo F) rlsh Solid Waste Facility B&W I'Dantex Landfill • Location independence, LA Location Amarillo, TX ®Completed 2013ommmimiete20133 • Owner Tangipahoa Fl rlsh GovernMent Owner,, Department of Energy, EPA Region ion Size 22 acres Size 5 acres Contactru Arnerica for information on other successful Closure'r r TM landfill applications acrossthe (�'Aosure'Turlf delivers superior perfonnance. Watershed (.rolosuare ii.ulrl was specifically desoglr)ed to addiress aii-)d solace elroslolrr, � Geosyn hetics,w slope llrrtegrity, gas emissrolr)s, rlrrstallatiolrr aii-)d marlrrtelrralrrce cost colrriarolu EPA rmegu.alatlolrr compllalrrce, alrrml lolrrgevlly of str ucture alrrml Manufactured uti IpartnersNIp rare: appealralrrce. 1Discovelr the solu lolrr that mlellvelrs olrr Its prolrrrlses. (.roi°aoose (.roiosu.ire'.l...0 irf. ),r11144 '����ru 01111ilTfffl+` For moire llr)forma lolrr olrr (.roiosu ire"I a irf, vislt closu.aretu irf.colrro, or° ema l ups I 'JI aI llr)foC6)closu.ametu ii.f.com or call 800.,, 7 ,..2478. v.514 2014 Watershedeo ynthetu t 1 J /J l J f J � 1 l' J � I I 1 J I 1 J J J J. i Brought to you by ;, ra v";° closure r,u rf,!mll,i ims beein ex° iiii iiii l r "tested Uin Ittie lab iiii iiii i11 "real nur° "i p p i ili ° iiii iiii for per-forr'naince aindr blii fiii° . The goa:ui was to produce a:u system that performs better Closu.ulr'eturf has proven to be erivilrorirnerita:uiiy protective than current "Su.ubtit::ie I1)" requirements and can Ir'esist the and more stable than tr'adiit:ioinai vegetative/soii solu.ut::Porls many common failure modes of today's closure covers. as a cover system. Tr'adit:ionai approaches to laindfiil ciosu.ulr'e have ¢:::u.ust::omalr'iiy involved the use of a vegetative cover® However, many of he engineered turf technology was originally developed these cover systems have failed as a result of excessive for professional sports venues. Over the last decade the erosion® gas pressure buildup, earthquake loads, poor market has expanded greatly and technology has im® ma iriteria rice arid inadequate oversight: procedures after proved dlr'a rna:utica:uliya The ia:utest generation of poiyethyl site ¢:::losulP°'e. erne material now provides exceiieint:: Ir'esidu.uai strength and color du.urabiRy against LJV iight::.. lin response to inu.umelr'ou.us faikir'es of these ciosu.ulr'e sys.. terns and associated rising costs, engineer's have looked By combining the newest technology of engineered at new approaches in estabUshiing a more stable and en- turf with a 50 mil thick geomembrane that has the high® vir'ounmeintaiiy sound sokit:ioin, An old solution to address est interface friction available in the market, and addling coven' failures and the associated errovirorimeint::ai impa¢:::ts approximately a 0.5 inch of sand for infill® the CIosureTurf is the impiemerrotatioin of exposed geomemblr'aines, How°° system is quickly becoming the preferred choice among ever, exposed geomemblr'aine systems are st::ili costly to the engineering community for covering landfills, mines, mairitaiun,are not wind resistant, and do not, plr'ovide for an industrial waste sites, and CCR storage areas, The prod- aestheticaiiy pieasiing soiutioin, For these reasons, many uct is proven to significantly outperform current closure state agencies do not grant fiinai coven' status to exposed methods while allowing engineers to deliver a soured geomemblr'aine coven' systems. After all,, the geomembraune solution with net savings to their clients. is still exposed to the eiernerrot::s for the entire duration of Tl°'roe driving perfolP°'marro¢:::e 2::IP°'PteIP°'Pia folP°' tl°'roe pIP°'odu¢:::t aIP°'e the appik--atioin„ The best approach st::iii iinvoives covering stalrilit:y" t:IP°'arrosmissivit:y au°'rod dulP°'alril°ut:y, Tl°roes, 2::IP°'it:elP°'ia and protecting the u.uinder'iyiing geomernbrarroe, howevelP°' serve to mitigate II..FO emissions au°'rod liquid infiltlP°'atiorro instead of using two feet: of soil to do it, it can be done fora durationthat extends well beyond the post-¢:::IosulP°'e with a speciaii ed tufted geotext:iie ("errogiineered turf"), irro°° period.Tl°'roe gIP°'apl°ros au"'rod ¢:::1°6aIP°'ts represent sU.ummalP°'y of tl°'roe filled with sand that has been engineered to perform bettelP°' perfolP°'marro¢:::e. than the tr'adiitioinai soil cover. Combining an engineered turf iunfiiied with sand and a highiy i,i®S.Patint Nos.7a82u105&85ki,4, ,322 transmissive st:lr'u.u4::Au.ur'ed geomemblr'aine forms a system Cainada Patel t No. 1,6 31,17, known as iosulr'd'Tu.urf. The next generation ciosu.ulr'e system, other Pat a is Fleind'iing ri IlandflHs and m4ie p llesv sllUng of the scull cover a1ori steep slide slopes 6s of prm rnalry concern, particullar" after major storm events. Dud rig a raumm everi,the ur" IlnfMl will penetrate a icM through the sand Infill and drain directly In the drainage s steii-im below avoiding sand erosion and i-inaintaining stability of the sand ummfulllL "Tube InflU �s also held in place by the unique uuw structure f the engineered turf that traps the sand to anchor and ballast the erig6rieered turf to the surface At covers. Note that: suuwnreTuuwnr"f can use placed on very steep slopes Tests Indicate 43 degrees Interface friction value The slope stability safety factor can use calculated fnr" ururlm the chart using the equation: n: Closmilre,ruirif System iiiii ilteiiii-IfaceIlllflll'll I� iiiii iiiii Sheair tmreurogtt: 5 a R? Sloes angle Slope S Ir � Fl i mmmeter (deg) (p^a„f) 34. 1.51,,,,1:1 1.4 a ID � 27 2m :1V 1.9300 220 , Leak m wr � o ,,. Linear(Peak) Linear(LD) .,,,,,eW,,,,, ,,,,. ,,,,,,,,,,, „vi,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,.,.,,,,,,,,,,,,,,,m,,,,,,,,,,,m 0 n 22 300 400 s NormaV Stress (a°sf) CIlosa.are"Fa.ar " sand ilnfiH rnaterii Q its R Rahlfafl Hiinten i[ty ail n s�teep slopes under severe , ai l-wir �m [ i �m . The stab ty �# yr � � fi � of the sand lnfi V Is c.ontli°oHed by the foHowh,ig pli°oda.ac.t c.0aao ac.teli°1isfic.s: x� > IIP Hr l i im/IIP Hrryt a ill Ile III IIra�NV1�p Ili issi lfty //i / Lc He ad enjth Grass irdeirlocking girld Sand gradaUcin ilk" ANN tos uire-rH.urf mis desIigned with the H.,ib ve cN.,ii°Hicteiristics in rariind. 'I tie sHir)d IinfiUI c:Hlrr 6 N.,incfl e over six inches ip lr hour of rainfall n linten [ty, wKII eirosion when H�apaHpaH0li��u�c� on 4 RakifaIlf penetrates quIickIly through the sand and Into the structured dra Iln Iliirier beIlowwf a h has a ver hIiiHW h transmissNIlty. The eneirgy that a:ouDd cause eIrosuorl is sur- face of: the sand. 11"he tira nsrnIiissii t its presented In "s the gralI at left. 0 HydraWlic Gradient Weathering he illn 1m i sill s n : ' For a II Illll0000r n Illll0000r III e 1.20 .. ._. �...... _ _ _ 7 yr(84%retained strrength) .. I - --- 100 „�i.0 gr(83%retained strength) � .. ... 3"=m7,3145Ln(x)+ 165.87 80At 0 ....... w 4 , 5 yr(90%retained strength) N I� 30 yr projection: «� 75®l®retuned 20 - Y ( _. _ strength 1.3 r 97/®retained strength} 0 --- �- 10000 1.00000 1000000 Weathering'Time(hour) Oosimr Turf is desigr�edto provide th riuig r sistarce ar�d g tbim eimibr rm protecfioru hers exposed to the most extreme condItions. Based thin hidepe rat, rea[­worid weatherhig tests performed 1: Aflas IM 1: ri i IC s1:iuig i.... bor tori s ire New lMv r„ AZ 11he ter�siQ s1:r rgffi of the r�gium r turf firers is projected to have 75% r tern orb after 30 years,. 11"his irm earns that with 1:ypic i 1:u. ffic ioadhmg forces, the irm at ri i cup provide over four times time strength required after thirty years of extreme heat and LIV exposure. Based thin the 1: s1:iuig data coHected aM shomi hi the graph above, ar�d datafrtmim irm ary existhig OOSUr ICimrf projects„ the systeim cup provide provIde decades of reflable performance beyond time standard thirty�year post-closure r maintenance period. i n uu Tunnel uuTesting esa Imin o at Im uu loon III Suu°nCE. lahl E:nnclCnOSEEd gE:MnnWnnbu°ams la`E: Su..ASc:.E:�pUbk� to darn4:gE� from high Mridsa, tf)E� tE:dvidlog u°m.AsT n uThsTau°nd tf)EnSEE 9W.c:.E:S. A sh.jdy was IG)EM"forrnnE:d on tf)En n uu°nd u..AlCnfuTT u`E:ac:.flo ns by GE:nou°g a `I`EECf) RE:SE:nau°c:h Ilu°nsflt.A EE."To c:ornnlCnk tE: tf)En E:Wak.AaTuo n wind Tu..Au°nm I tE:sTuu°ng was IGnEffforrnnE:d. "1111En 00SLA"EC.IF1.Au.fr" Gnrod� ..Act a ndic:.4:tEE d no u..AIC Hft n hE:m E:nnclCnOSEE d to`120 mph n uu°nds. "11...his os uu°n contrast Mth E:nnclCnOSEE d E:Mu° Wnn- buµau°n yStEArns WhEM`E: E:XtE:Au°sivE: anchoring uS �`EMJuJA`E:d E:WE:m for a,0 mph Mrlds, u"to uu- "Tu rf tectinndlog IGau ova features that � en p ry-iffigate the forces of vwunn a such as a Iporous uu-.. flo ns and tflades b nn unnc; and reacTunnc; QAc;4 kilt the Mrid cau skv,; a resastance to the upHfta ClasureFud Wind Tunnel Test IlR s s ur IIl xrfrr start to a vwltr IV-;w Im:er r p,I „vm increm Ikru x i� uvwr,n livo rNrou v I:o bend weeir'lle:: .➢ �„y �,uYiU/a Wh uIa I IoIr fomemud Ihm I snBY an41 rr9 a duw I ma I d lcl ,aj vl vst CWst IO W�w 4 Id� �6 t m.ls �, . r r Gas system monitoiring locaflons oir wells in i:he landfill will have io be accessed by pear kons on foot oir�n vehicles The typical posed geomembirane cloSUire, bey n fUlly exposed, WOUld likely be damaged dUrIng access., F'Ur'ttwrl,, ttw geomembranecan be damaged by bbirds oir other, an orals Ali SUch damage to the om embii-an ttflckeir, coveired Mth sand �nflll i:hat not only ballast the sysi:em bUt also allows foir access of a 60 ps� Hire pres SUre veNcle on 31 slopes and Ur)to 90 psi thre pireSSUire in flatter aireas Ml:hOLA being SLJscer)i:ible to damage. a i The pressure 'i,n tl� cover ered Ine IEn r�' ....��A .a �. a7td�l4 d �., ,�b��I �`�e8" Gw'uIp6ttu°"t'°wfth � /mid% J r ✓�//a /� � /// Gl Prepared Subgrade 'evwtimir� � �r° i /r M1 y (`a; ,, �00, t co 2 Footprint.- Traditional vs. ClosureTurf TM* F i irorrn I J l„off ollll... ,. Protection � —Drainage ..,�� i' nolrrmbn rrluew, ( ) (227,0001 Z�W Composite a (19,000) (288,000) a l� (19,000) i ...°^ ,. .�� plouououuuulolololololololoulmlololololololololmoommmmmmool�� mol .......,, ......... ,aa ._ -.. ..m�.�.a ,. -, .__�:._ Soi Proof poto ��ilo Foundation r oNin o1 � l'�a� 11 � � � ��ttWWpp1rry�pp�� �p�p W �µ (13,000) IIIIIIIIIII I���iVa (16,000) � ( �IIIIIII VUIVIVI II�Y,AY,A �� irfint 7 TM Waste ( Kg n ) ( ) _.,,a .w,. .. ... ./h )) IMIIItiIItiIItiIItiIIIUIIUIIIUIIIIIIIIIIIUIUIUIUIUIUl01U1011VIIVIIVIMNW .. S riith (;io Soil Prooll' orrr eimbrr rrn o extH Four, -�iorrn Rolling of ..�,. ( 9 I ( , ) a�l��r i"�rr( gy�r� (32,000) iLar �1111111111111'jjo, waste , ) ( , ) O IIII IIII �IIIR' OX I�11A AT IIIII�I�LY roil llCO, III I urrrrrrrr rrrrrrrrrr rrrrrrrrrrrrrrrn F-b of P ri rr t rrrrrrrm (132,200 IIII�IIIIL )+ I�IrJprl IIIIII W ) IIIIII rrrlr,Iµrlr�rirrrrrrrrrrrr )+ ./h ) W!W�i,UU uuNe'kYl�Ujy�l+'mI aA�f IIII uNi UII��wj lll. IU 'kY��llf�/�III ""�'enul�ll W�������//� WNiro;'�WW!q1�1'dMM�PoMIUtlebe!MO�Ifir1k�VIi01191W'�M,'31MYMPoPoIMNY91'oYoYoAl�eiM'u�/�bY1dWb'�%� 13ou.uu c e, �aeu neu,Ira.p""Tr aa�u�.uon all vs.IF.uposed Geornlelrnllbi Bane I lL aaua�fHII f�oveirs feast and Su.ustaain all.�Il ty IPerspaec:flves,"Geos}poaH.��edc,Magazine, r Ya°ry�j ��I N�l>7 ClosureTur, T" Brought to you by Agr'tj Arnei,ico To learn more about ClosureTurf or to find a representative near you,visit our website at closureturf.corn. Watersihied IIIII nn 6�� YII 9 Brought to you lbyy rru s?sw'aoruuO arwfactuIY°'e hl° paurtmmrlta'iwlOp withm �a E3100 3, '' 7 d'or �w; r turfxclm Il' � aV Y,:: �9n�J1rt�LIAV u� 40 0 Q' d'yao'n to°a mNunalrllaalr tll'umll'wlruull'wrlra awt atausllwmfil,m sfiatllu thrs',II. ,aaa'ndmduusllarNfilllcellurrfitoAgnuvfinwllsa AIIII Jlasuulnrt oat"�II'wlraaadauc4 .511'astalrut,0tuu.3,���„t��aonfi�,t�fi�a d3tu Qalrua�llalru d'"auaont Otuu.�„tatw','dRt7td„'ao'nfi uutllwumu d"atu.o'ntr�d' Iru�llun. ulu�auuuaao�aboauanrnliunuunn^uu�aomuuuu.x�uu�s�ap�p�nMiluuuu,xaalVwlVwnMaouonp�Ilu vie a�aullwa�urhaueaaaMdullauuaes hmild data aMNea�awa�ual laaMj uuwwwa wsllnVuuuuath analculldnmaaMuuas oil uPlied ulla tau all'ufisll'werillficall'wlllw4Vcatillaau'uaailtllwcauut !I nanon and virdficatton of ltsacmaqsuit a billtyand alislAicabillty Since the actuM use by othelts!I s beyond owwuua'raU9,,napguumainar oil wasu'aalgaIaso'nyIluilu'nd,, exIlsessedaii iniphed,11sinade by WateiisPoii�d6posyiinillnM��ir,,1111(as to the effirds of sudh use oil the lesultsw be obtained,,nw does Wateiished GeosyNhetirsILIL(asvjuuu'n'araao'nyIIIIabbOlit'yIlu'nraru'nu'un^tallownIhon^u'mwaillo,AnysWn^H'u'nent,u'u'nade PuarrNu'ulm'na u'uawt'Vraausalluaall cuuliu'n'what'asllu'ncaaddIlt'liau'ualll"m'nfau'amat'Vawo'nlin�aa be n sruau' aada+,VII'auV�raadwco'n'waatllarullau'�aau'��wtllonallcwmndIltllao'n�r�su'�ciliculmntao'nceslash9'awu'Vrrraauus�rstirwwIlll�rabll�rllaow�sawu'� mraruonliunru'nt'u'ar uullaotVaau'usV t'llnVu'u � � II � � II II II II � � ap wumu'eiiii 6 to be sslroaruurfi as II'wci nllssVuua awu as a wamcoi nlm'numN'uadatlIo n to Piu'ufirlinga alrofi Il'wat'umu'nt v.5,14 Page 804 of 4165 Geosyntec 1255 Roberts Boulevard,Suite 200 144 Kennesaw,Georgia 30144 PH 678.202.9500 } FAX678.202.9501 consultantswww.geosyntee.com 15 May 2015 Jose Urrutia, P.E. Vice President of Engineering Watershed Geosynthetics 11400 Atlantis Place, Suite 200 Alpharetta, GA 30022 Subject: Literature Review and Assessment of ClosureTurf UV Longevity Dear Mr. Urrutia: Watershed Geosynthetics, Inc. (Watershed) has patented an alternative landfill closure system termed, ClosureTurf.. ClosureTurf consists of high-density polyethylene (HDPE) grass blades tufted through a polypropylene (PP) geotextile backing which overlies Super Gripnet®, an HDPE or linear low-density polyethylene (LLDPE) geomembrane manufactured by AGRU America Inc. The addition of a layer of sand ballast during installation completes the system. The sand ballast provides cover for the lower portion of the HDPE grass blades, the PP geotextile backing, and the Super Gripnet® (Figure 1). The ClosureTurfsystem, therefore, is a "hybrid" closure system in the sense that it is neither a traditional soil cover or an exposed geomembrane. ClosureTurfhas been used to close a number of landfills throughout the United States. A select list of sites where it has been used is shown in Table 1. Applications extend to other facilities as well, such as capping of coal ash ponds. Watershed has requested that Geosyntec Consultants, Inc. (Geosyntec) provide an assessment of the longevity of the ClosureTurfsystem with regard to UV degradation. Since ClosureTurfhas elements (i.e., the HDPE grass blades)that are permanently exposed to UV radiation, this assessment will be particularly focused on the exposed portion of the system. However, the UV longevity of the PP geotextile backing and HDPE geomembrane will also be addressed by reference. Geosyntec's approach to this assessment has been to conduct a literature review of pertinent documents available (journal papers, white papers, presentations, etc.), distill the results of the review, and perform limited analysis. This report concludes with a summary of the review and analysis along with brief discussion for recommendations. GR5769/C1osureTurf UV Longevity Assessment rLdocx Page 805 of 4165 Mr. Jose Urrutia 15 May 2015 Page 2 EXECUTIVE SUMMARY The UV longevity assessment of the ClosureTurf system (Figure 1) began with a literature review. In general, relatively little published information was discovered regarding exposed HDPE grass blade degradation. The information that is available consists of retained tensile strength test results of HDPE grass blades after exposure (1, 5, 7 and 10 years) at a field test facility in New River, Arizona (Watershed, 2014). Extrapolation of this data by Watershed (2014) resulted in a prediction of 65% retained tensile strength after 100 years of service. In addition, Richgels et al(2015) published half-life (i.e., 50% retained tensile strength) predictions of exposed HDPE grass blades using a laboratory data release from the Geosynthetics Institute (GSI) on HDPE geomembrane strips exposed to UV lamp irradiation. Richgels et al (2015) obtains an upper bound and lower bound half-life predictions of 247 years and 176 years, respectively. Extrapolation of the field data from New River, Arizona yielded a half-life of 216 years. Geosyntec checked the calculations shown in Richgels et al (2015) and obtained 277 years and 214 years for the upper and lower bound estimates of HDPE grass blade half-life. Differences in the results between Geosyntec and Richgels et al (2015) are attributed to rounding. Geosyntec attempted to repeat these calculations for actual performance requirements (i.e., 12.5% of original tensile strength) of the HDPE grass blades rather than a randomly assigned half-life, however the predictions resulted in service lives that were too lengthy to be reasonable. The most likely explanation is that the laboratory data has not degraded enough to allow for service life predictions using 12.5% retained tensile strength. Future data releases from GSI will aid in providing more accurate predictions below the half-life. Based on Richgels et al(2015)predictions, as well as the prediction given in Watershed (2014)it appears that the half-life of the HDPE grass blades exposed to Arizona-like conditions is on the order of 100 years. These results are promising; however additional field test data is needed to improve the half-life predictions, particularly since half-life predictions for exposed HDPE geomembrane are also approximately 100 years (Koerner et al, 2015). Understanding the differences in weathering between HDPE grass blades in a synthetic turf and an HDPE geomembrane will provide additional insight into the similar half-life predictions of the two geosynthetics. Finally, the service life of the HDPE grass blades in the ClosureTurf system should ideally be based on its performance requirements rather than a half-life which will result in a longer service life prediction. GR5769/ClosureTurf UV Longevity Assessment rLdocx en��r'i11e III�� '�1"'71.^ I ,�e m llsbw I II4'iIin oW.or's Page 806 of 4165 Mr. Jose Urrutia 15 May 2015 Page 3 In addition to the HDPE grass blades, there are two unexposed elements of the ClosureTurf system: (i) the PP geotextile backing for turf component; and (ii) the Super Gripnet® which consist of a HDPE geomembrane (see Figure 1). Watershed has incorporated UV degradation inhibitors into the PP geotextile backing which, according to Watershed has lead to an improvement in UV resistance by a factor of 14 over the original prediction of 65% retained tensile strength after 100 years (Watershed, 2014). Koerner (2011) has estimated that covered HDPE geomembrane will have a half-life of 446 years at 20 degrees Celsius and 265 years at 25 degrees Celsius. Therefore, the most critical component of the ClosureTurf appears to be the exposed HDPE grass blades when it comes to UV degradation. However, degradation of the HDPE grass blades to unserviceable levels can be remediated by replacement of the turf component of the ClosureTurfsystem. BACKGROUND AND LITERATURE REVIEW SUMMARY In total, Geosyntec has reviewed approximately 40 technical documents to date. The database is a combination of documents provided to Geosyntec by Watershed as well as documents collected by Geosyntec. A complete reference list of the documents in the database can be made available upon request. In general, relatively little information was found on the topic of exposed HDPE grass blades with respect to degradation due to UV radiation. The documents that were obtained and reviewed are listed below. 1. Field test data provided by Watershed from the New River, Arizona testing facility on the HDPE grass blades (Watershed, 2014). 2. Testing results (Atlas-MTS) discussing the UV longevity of polyethylene and polypropylene grass used for outdoor European athletic facilities. 3. Technical paper by Richgels, et al. (2015a) published in the conference proceedings for Geosynthetics 2015 in Portland, Oregon. 4. Presentation by Richgels., C. at the Geosynthetics Conference for 2015 in Portland, Oregon (Richgels, 2015b). GR5769/ClosureTurf UV Longevity Assessment rLdocx en��r'i11e III�� '�1"'71.^ I ,�e m llsbw I II4'iIin oW.or's Page 807 of 4165 Mr. Josh Urrutia 15 May 2015 Page 4 5. Presentation by Diguilio, D. at the Northern New England SWANA Conference on 25 September 2013 (Diguilio, 2013). The following documents on the topic of HDPE Geomembrane degradation due to UV exposure were reviewed and found to contain useful information regarding this assessment. 1. Geosynthetic Research Institute (GRI) White Paper 96 (Koerner et al., 2011). This white paper contained degradation data (% retained strength and elongation) on laboratory aged samples of 1.5 min HDPE geomembrane. Aging was completed using a UV Fluorescent device per ASTM D7238 at 70 degrees Celsius (°C). 2. Geosynthetic Institute (GSI) webinar presentation by Koerner et al., (2015). This presentation contained a slide that compared predicted (laboratory vs. field) half-life of geomembranes of various resins, including HDPE, as well as a suggestion for estimating lower bound half-life. 3. Journal paper authored by Rowe et al. (2010) published in the Journal of Geotechnical and Geoenvironmental Engineering. DISCUSSION OF DOCUMENTS AND DATA The data from the New River, AZ testing facility on the artificial grass component of ClosureTurf (Watershed, 2014) appears to be the only data set of its kind in our compiled database. The data consists of tensile property testing from field samples exposed to the Arizona environment at approximate exposure periods of 1, 5, 7 and 10 years. At each of the four exposure periods, 20 samples were tested for a total of 80 tests. The average values for tensile strength retained at each corresponding time period is 97%, 90%, 84% and 83%, respectively (Figure 2). One additional data point was found in the Atlas-MTS document. That data point indicated that approximately 90% of tensile strength of polyethylene grass would be available after 20 years of field exposure assuming average European climatic conditions (temperature, irradiance, etc.). However, the average European irradiance is approximately one-half to one-third that of Arizona (Figure 3) notwithstanding temperature effects. Therefore, the Atlas-MTS data point will be consistent with the data from the New River, AZ facility in the 7 to 10 year time frame once adjusted for the relative levels of exposure and temperature between Europe and Arizona. As such, this data point will not extend the exposure duration covered by the New River, AZ data. The paper and corresponding presentation by Richgels (2015a, 2015b) utilized the laboratory data released from the GSI on UV degradation of HDPE samples to make upper and lower bound estimates of the field half-life of the HDPE grass blades. The upper bound method utilizes Arrhenius GR5769/ClosureTurf UV Longevity Assessment rLdocx en��r'i11e III�� '�1"'71.^ I ,�e m llsbw I II4'iIin oafl.or's Page 808 of 4165 Mr. Jose Urrutia 15 May 2015 Page 5 modeling of lab data to project exposure times at half-life to site temperatures combined with ratios of UV irradiance between the laboratory lamp and monthly average irradiance at New River, AZ to develop half-life loss per month. A similar procedure using a linear extrapolation (rather than Arrhenius) was demonstrated for a lower bound estimate. The Watershed (2014) field data set was plotted in between the upper and lower bound estimates. This method is further discussed in the section below titled, "HDPE Grass Blade Service Life Calculations". Koerner et al. (2011) discusses the UV longevity of both exposed and unexposed geomembranes made from various resins, including HDPE based on GSI's laboratory testing program. This document is particularly useful in regard to the ClosureTurf elements that are considered non- exposed (i.e., the PP geotextile backing for the turf component and the underlying HDPE geomembrane). The presentation by Koerner et al. (2015) includes estimates of half-life of exposed HDPE geomembranes as well as a recommendation for linear data extrapolation as a lower bound limit that was implemented by Richgels (2015b). PERFORMANCE REQUIREMENTS The definition of service life of an HDPE (or other resin) geosynthetic (grass blades and geotextiles/geomembranes) typically invokes the half-life criteria. However, the half-life criteria is arbitrary and while useful as a general indicator for comparison it does not directly relate to any aspect of field performance for ClosureTue or any other geosynthetic. Therefore it is more appropriate to define the service life in terms of field requirements placed on the material. HDPE Grass Blades For the case of the HDPE grass blades on the ClosureTurfsystem, tensile strength requirements fall in the range of 2.5 to 3.5 lbs, based on applied loads of pullout forces from equipment operation and water runoff forces (Diguilo, 2013). The ClosureTurfHDPE grass blades are manufactured with 20 lbs. of tensile strength immediately following the process (Diguilo, 2013). Therefore, without considering a factor of safety, the required tensile strength of the HDPE grass blade is equal to approximately 12.5%to 17.5%of original strength capacity. GR5769/ClosureTurf UV Longevity Assessment rLdocx en��r'i11e III�� '�1"'71.^ I ,�e m llsbw I II4'iIin oafl.or's Page 809 of 4165 Mr. Jose Urrutia 15 May 2015 Page 6 PP Geotextile Backing and HDPE Geomembrane Performance requirements for the PP geotextile backing and HDPE geomembrane depend on more site-specific parameters (e.g., steepness of slopes, seismicity, etc.) than the HDPE grass blades. Therefore until a parametric study is completed which will define the performance requirements over a range of expected conditions, the half-life will have to be used as a benchmark for degradation of the PP geotextile and HDPE geomembrane. HDPE GRASS BLADE SERVICE LIFE CALCULATIONS In order to develop a prediction for the longevity of the HDPE grass blades with respect to UV degradation, Geosyntec implemented the method found in Richgels (2015a, 2015b) for two levels of retained tensile strength. The first level is the 50% of tensile strength, or half-life, criterion that is commonly used as a benchmark for geosynthetic service life. Geosyntec performed this calculation to compare our results with the results presented by Richgels (2015a, 2015b). Once the half-life estimates were calculated, Geosyntec attempted to repeat the calculations using a retained tensile strength of 12.5%of an HPDE grass blade. Half-Life Estimation (50% of Retained Strength) The assessment utilized by Richgels (2015a, 2015b) begins with a laboratory data release from GSI (Figure 4). The data includes retained tensile strength of HDPE samples that have been incubated under a UV lamp at elevated temperatures, which accelerates the UV weathering process in accordance with ASTM D7238. As mentioned, the GSI data includes samples tested at three elevated temperatures: (1) 80 degrees Celsius (°C); (11) 70°C; and (111) 60°C. The testing program appears to have originally included only the 70°C data, with the 80°C and 60°C testing added at a later date (therefore, weathering is not as advanced). The 70°C data set has reached approximately 66%, while the 80°C and 60°C data sets have reached approximately 78% and 86%, respectively. Nonetheless, logarithmic extrapolations to 50% retained strength were performed for each data set. The amount of exposure time (on a log scale) corresponding to the 50% retained strength plotted vs. the inverse of the corresponding temperature (80°C, 70°C and 60°C) is shown in Figure 5. Figure 5 allows for extrapolation to find the laboratory exposure time required to achieve 50% retained strength at temperatures lower than the test temperatures (i.e., actual field temperatures). Once the curve is defined relating any temperature to a level of laboratory lamp exposure, the remaining task is to develop a relationship between laboratory exposure and field exposure for a GR5769/ClosureTurf UV Longevity Assessment rLdocx en��r'i11e III�� '�1"'71.^ I ,�e m llsbw I II4'iIin oW.or's Page 810 of 4165 Mr. Josh Urrutia 15 May 2015 Page 7 particular site. In this case, the testing site in New River, AZ where Watershed has performed tests on HDPE grass blades, was selected. Richgels (2015a, 2015b) presents monthly averages at the site for: (1) peak turf temperature; and (11) irradiance as a fraction of the laboratory lamp irradiance. Using these two values for a given month combined with the Arrhenius model, an estimate of half-life loss per month is obtained. Summation of the half-life lost per month over a year yields the annual half-life loss. The inverse of the annual half-life loss is the predicted half-life in years. Using this method, Richgels obtains a half-life of approximately 247 years, while Geosyntec obtained a half-life of 277 years using the same data (Table 2). The difference is attributable to rounding errors in the logarithmic projections. Following the suggestion of Koerner et al. (2015), Richgels (2015b) treated the results of the half-life mentioned above as an upper bound estimate. For the lower bound estimate, Koerner et al. (2015) suggests performing a linear extrapolation of the laboratory data to lower field temperatures, rather than using the Arrhenius model. With the linear extrapolation, the ratio of monthly irradiance to laboratory lamp irradiance is scaled linearly to calculate the number of months required to reach half-life at 80C, 70C and 60C. Linear extrapolations per month are made from the elevated temperatures to the corresponding peak turf temperature in that month. The resulting half-life loss per month is summed to obtained half-life loss per year. The inverse of that result is the half-life in years. Richgels (2015b) calculates a half-life of 176 years using this linear model. Geosyntec's calculation using the same data resulted in a half-life of 214 years (Table 3 and Figure 6). The difference in the calculations is approximately the same as with the calculation using the Arrhenius (logarithmic) model. Figure 7 shows the calculated upper (Arrhenius - logarithmic) and lower (linear) bound curves calculated by Richgels (2015b) along with the field data on the HDPE grass blades provided by Watershed (2014). As shown in Figure 7, the trend line fit to the field data falls in between the upper and lower bound curves produced by Richgels (2015b). Note that the first point from the field data at approximately 1 year is omitted from the trend line. This is because the first data point is assumed to be within the anti-oxidant phase of degradation rather than the polymer oxidation stage as suggested by Rowe et al. (2010). Additional discussion regarding the stages of degradation for polyolefin materials can be found in CUR 243 (2012). Service Life Estimation Based on Performance Requirements (12.5% of Retained Strength) Geosyntec repeated the calculations discussed above for the estimation of half-life, but extrapolated the GSI laboratory data down to 12.5% rather than 50% at 80C, 70C and 60C. Upper bound GR5769/ClosureTurf UV Longevity Assessment rLdocx en��r'i11e III�� '�1"'71.^ I ,�e m llsbw I II4'iIin oafl.or's Page 811 of 4165 Mr. Josh Urrutia 15 May 2015 Page 8 (Arrhenius — logarithmic) and lower bound (linear) estimates were 2,500 years and 2,043 years, respectively. These estimates of service life are simply too large to be reasonable. A likely explanation is that the samples tested at 80C, 70C and 60C have not degraded enough to produce accurate predictions at 12.5% retained strength. As previously mentioned, the data for 80C has reached 78% retained strength; the data for 70C has reached 66% retained strength; and the data for 60C has reached 86% retained strength. Therefore, the extrapolation for each of these data sets to 50% retained strength will be much more accurate than extrapolations to 12.5%. In addition, small uncertainties in log- based extrapolations will greatly influence results. For these reasons, it is not practical or useful at this time to quantitatively assess service life in terms of actual performance requirements when those requirements are substantially below the half-life. There is some value, however in a qualitative use of performance requirements in comparisons with half-life estimates (i.e., to establish the factor of safety remaining at 50% degradation). SUMMARY AND CONCLUSIONS Geosyntec's literature review of approximately 40 documents yielded few sources of UV degradation data for exposed HDPE grass blades. Relevant data that was found included the field test data from the New River, AZ testing facility provided by Watershed (2014) and one data point from Atlas- MTS. The Atlas-MTS data point indicated that HDPE grass blades in average European climatic conditions would retain approximately 90% of its original strength after 20 years of field exposure. Taking into account the differences in temperature and UV irradiance between New River, AZ and European averages, the data point is consistent with the New River, AZ test data in the 7 to 10 year range. Following the method presented in Richgels (2015a, 2015b) for HDPE grass blades, Geosyntec calculated an upper bound half-life of 277 years compared with Richgels 247 years using the Arrhenius (semi-log) extrapolations to site temperatures and ratio of laboratory lamp to field irradiance. Geosyntec calculated a lower bound half-life based on linear temperature extrapolations, as suggested by Koerner et al. (2015), of 214 years compared with 176 years obtained by Richgels (2015b). The differences between Geosyntec and Richgels calculations were attributed to rounding. As shown in Figure 7, the field data from New River, AZ suggests a half-life of 216 years when considering only the last three data points (i.e.,polymer oxidation stage). GR5769/ClosureTurf UV Longevity Assessment rLdocx en��r'i11e III�� '�1"'71.^ I ,�e m llsbw I II4'un oa.'�.or's Page 812 of 4165 Mr. Josh Urrutia 15 May 2015 Page 9 Another prediction of HDPE grass blade degradation is included in Watershed (2014) using the same (New River, AZ) field data. That prediction of retained tensile strength at 100 years of service life is 65%. Therefore, it appears that the half-life of the HDPE grass blades will be on the order of 100 years based on the existing field data set and extrapolation methods found in the literature and presented herein. The results are promising; however additional field test data is needed to improve the half-life prediction, particularly since the half-life predictions for exposed HDPE geomembranes are also approximately 100 years (Koerner, 2015). Half-life predictions presented herein will also need to be revisited when additional labratory data is released from the GSI testing program. Geosyntec attempted to calculate the service life of the HDPE grass blades using 12.5% of retained strength, rather than an arbitrarily assigned half-life. However, the calculation resulted in unreasonably long service life. This result is likely due to uncertainties in extrapolating the laboratory data released from GSI down to the 12.5% retained strength level. The data release has degraded to 78%, 66% and 86% for the 80 °C, 70 °C, and 60 °C test temperatures. Therefore, extrapolations to 50% may be warranted while extrapolations to 12.5% may not be until additional lab data is available. That being said, it should be recognized that half-life, or 50% of retained strength, has a factor of safety of 2.8 to 4.0 when considering the tensile capacity performance requirements of HDPE grass blades. With regard to the unexposed elements of the ClosureTurfsystem, Watershed (2014) indicates that the retained tensile strength of the PP geotextile backing prior to the addition of UV inhibitors is 65% after 100 years. This estimate is based on exhumed samples of the geotextile from the LaSalle-Grant Landfill in Louisiana. According to Watershed (2014), the addition of proprietary UV inhibitors to the PP geotextile backing has led to an improvement in UV resistance by a factor of 14. The final geosynthetic in the ClosureTurfsystem is the covered HDPE geomembrane. Koerner (2011) estimates that the half-life of a covered HDPE geomembrane is 446 years at 20C, and 265 years at 25C. Furthermore, the degradation of the unexposed elements of the ClosureTurfsystem invoke the half-life criteria. As discussed with regard the exposed HPDE grass blades, actual performance requirements should ideally be used to determine system longevity. However, the existing testing programs need to be allowed to degrade further before projections to lower values are made. It is worth reiterating that applications of ClosureTurfin areas of the United States where the UV irradiance and the temperatures are lower will result in longer half-life predictions than discussed above. In some cases (e.g., the Northeastern States), the differences will likely be quite large when compared with Arizona. GR5769/ClosureTurf UV Longevity Assessment rLdocx en��r'i11e III�� '�1"'71.^ I ,�e m llsbw I II4'iIin oafl.or's Page 813 of 4165 Mr. Josh Urrutia 15 May 2015 Page 10 Finally, once UV degradation of the most susceptible component of ClosureTurf(i.e., the exposed HDPE grass blades) does result in a tensile break, replacement of the HDPE grass and PP geotextile backing can be performed. CLOSING Geosyntec appreciates the opportunity to assist Watershed in the development of its ClosureTurf products. Questions and comments may be directed to either of the undersigned at 678-202-9500. Sincerely, Will Tanner, P.E. Ming Zhu, Ph.D., P.E. Project Engineer Senior Engineer Attachments: References Tables Figures Copies to: Bill Gaffigan (Geosyntec) Mike Ayers (Watershed) GR5769/ClosureTurf UV Longevity Assessment rLdocx en��r'i11e III�� '�1"'71.^ I ,�e m llsbw I II4'iIin oa.'Mr's Page 814 of 4165 REFERENCES Atlas Materials Testing Solutions, (Atlas-MTS). "Artificial Grass Yarns—Improving Sports Performance". CUR 243, (2012) "Durability of Geosynthetics". Stichting CURVET, Gouda, The Netherlands. Diguilo, D. (2013), "ClosureTurfrm—The Next Generation Closure System". Northern New England SWANA Conference, Lebanon, New Hampshire, September 25, 2013. Koerner, R., Hsuan, Y., Koerner, G., (2011) "GSI White Paper 6 - Geomembrane Lifetime Prediction: Unexposed and Exposed Conditions". Geosynthetics Institute,Folsom, Pa.,February 8, 2011. Koerner, R., Koerner, G., and Hsuan, Y. (2015) "Lifetime Predictions of Covered and Exposed Geomembranes". Webinar GSI-WI4, January 14, 2015. Richgels, C., Ayers, M., and Urrutia, J., (2015a) "Estimation of Geographic Ultraviolet Radiation Levels and Impact on Geosynthetic Cover Systems". Proceedings of Geosynthetics 2015, Portland Oregon, February 15-18, 2015. Richgels, C. (2015b)"Estimation of Geographic Ultraviolet Radiation Levels and Impact on Geosynthetic Cover Systems". Geosynthetics 2015, Portland, Oregon,February 15-18, 2015. Rowe, K.,Islam, M., Hsuan, Y., (2010) "Effects of Thickness of the Aging of HDPE Geomembranes". Journal of Geotechnical and Geoenvironmental Engineering, ASCE, 136(2), p.299-309. Watershed Geosynthetics, (2014) "Technical Submittal for ClosureTurfrm—Alternative Final Cover, Closure of Municipal Soild Waste Landfill Units", December 2, 2014. 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QA dnu°nace dunro Coll[rolhgn,, lnnstallIttdawnn, the corrm coef"dlw:°n rnt rw ould be 0.2d Thk ft Lntndduwnn iS My vanddrd drww dnnhednn'auOunnn sWl p rnnwandwddQ"s Ws Wan nlnc so-called Giroud pernn, anknulky% I, dQ% perrrmendndB:ky values run;uh in Bwnw•n ounldu type Wfice flovf tdnn°npugh (he M'ectrs 'The tuppur pennn+a^,anladhy dngwnit is thwtm d llwnrn: In tmw d + 0j n h0 .1 Lit The drnf'dltruiiona pawntla l of trine d.'dnnsun.rc d`rf dlnna,nlcover` ,� :ste1!nnn nss a;o nnlnrnred 90 udnt Tcx a pnumsQMNe manntdrnnA a Mn g l'q utionn l 'd d e fdnnnnl a: nor lnrenfilus a na.nd^ve d are as 9lnldoww Rate ,tirwwrWtr lkKis Orr A (AwarretmCanrwr„, fp'P'wua 4'd i")n A sc ni Per ntcadrd'e Nlccdwwrrrr„11 A, Oirw.:wuwd T D, n reer „„ "EX, t tw::lj•Harrwwwu and ,1'�'A' Khkv, Gco, r'tit.h tic,, 1997, Vol, t.rrwnct�bve�nn't'tce,,,. 500����rri.�cRod. � rn ttw,�d.ro��t. �w�reta�r;,tear�t�n �'��:«a? ��n� �,�9 546-0600# 800 32 1 6371z) Page 829 of 4165 A, �� 1411�?1 kLu pmmp:: Final �.....Lo-sa a ...Lqd.,.La�� p Not of p,aaPSA!a Wsaarx! UGaa;wt (riAndmini thickness) paralyprrop;t ene double-layered vvwicn g wata;;xHic geoma.°a&'arvnca �p8-inch Arapnntrahon paver l2" rrapr ttaar.rr4r rr fldtraatnatra layer (k = Ix 10-5 c raAw,wec°) The rc°vuhs of the ( ARK ,anr; o'sran are spacwa,ww on TaaWe p behin Tacv scewaahos pear dw soil Wjvr frawr°rewh the CURwe 'p trtf system we ma: compawd against the preserf6ve standard., al' A sflta Sandy Sod wwptpa paennearparnpnty pApg&.ydwr- than the p r s,wyrupXiv aatandan! Wr a raaft"rhra'AO ar IM,LT, fflad ll~� A s1hy' c l a�ey Sand vOOi pernwaAbilit at the presc Hk)CCl 10"bap a.ap [h p acw���r A{rtpaa'.r st:andaaa�d' h wmfaaaraprn be noted aw r .c.ptttred paenucr.MUN; van or p xio c•n�'i/s c in tptc^ rt- i'diratpa_ n LapUer rs quits aac°laaewaahle wwntpa typical sa.apprr Lowr pc„rsarcwabilky 06 rea:drag arngni nca;raat clay, content (typically wWr Am 5ifpGp,p pmspaa 1. tpre r'a200 Aveh plaaaa pwrmeaaf"arCkyr ,pwti;rwptnc°crtncwra N badmHy awaaanamon m;W As cin Lie seen on Tda(',k 1, le embnaawd Waprldrbon of We t` pa:aQaawe Tr.rK hna l cover syartein K well b °paus Me c,AaaMed a rtpfptr°atton rates Or the parcbachlPtpve starracparcp c°t.rw-car.. symern Ar.. R.o0i assurned mAka rude sAl a;,crcacpptraany The a rumraied pacwrraac° bapwtaes of HIC strh ,radc, soils are p.welam the upper Onh as caaNtuprrt.+wwd by p:cprraadon 2, w me of Ecptamnc n p rar Pc 4'.'Tra"a ",n.' t: e c.arpcifl atpons is valid, Tlwse resulis are par-parra:a6" due w the raacaia.° i lows ccr hydr•acappc head c•aaNwhy c°sF dw Closure rrar-p wNweni wwidi cnd a. a/..°° tr:aps(Al Wya in to saataarwpc d IhaaMst sand, 111v p')resc°rlpt 'ke a',indAa d aiawtwM any k 1' r 6 awwchec, but 61'at k Bgoo dt(Ylcuk to phacv wiikr;un rhu 9 nct A ata<6na,2C rea�ia,dk� 1[Yta is t sV o rcrtaarorcd t6r StalwdAly Eu+raa�t Uvp �tN'.,,ess t'00 C-A araason Read, a+,�r�4�'s'91,kwrre C 29440 43.._54r ,0600- 600 32 1379 Fax B4 Y 5+aa4..t:516 Page 830 of 4165 'Table Landfill Final Cover Infiltration Equ'valCalculation SOH Ttrq;en Silty-sandy Silty-sandy soil _._ ..........................._...�" Tc,q:)soiV (h) 12 in a 0,3048 rn 0.E qn k 0.01.77 m Wiagcaataranr q..ayaru" �t:,,,r„+� 18 on 04572 rn 18 in p 04572 na q' B ��pp p u 1. ICrn q 0,01 m If"t'q�l�rrrnk�ar°rut �&r.�nq ( ) 1. cnr 0qp 1 rya Area of Eto; e 0,79 rarer` w T85E• 5 qnl 0,79 crr "r rc T85E-05 r l' gn'fkltr„.anion Layer k, kcubvr E.f:OE cm/sec �� L DOE: 07 rn/sec 1 001"-0 cm/sec III 1 00E-106 rrr/sen.':: fdppe; Perrneability Limit, 'S.46L-05 m/sec; a 31E:-04 m/sec q:gr'n f E:;--07 r.r„r:kfK:.rrrc l � 4q -08 rrrr/.arM Estimated h'ifi triaagra.:rrn, Q 4. 1", Ga/dad .. Q/�a a osure farfEr �:r tr r Cover _ �....._ .. ­­. . __ ........���.� Topsoil(h) 12 in 0,3048 m 0,5 qn k E 01,27 rn gnfltr°aaa'bon Lz.iy r 18 kin a OA572 arr :f,E in 0,4572 m u Diameter ameter° rJ Hole (d) E rmr'an q 0,01 rn I rara'a a r'd.t'Wp'.f rn - ..� p v .� rn' n"a��caf�4�r.rkc.- t/.7 rrrr � 7.3m�E�..t.q�� ro'r f,.7.;t a.ra"« q J.� .rk... ,. . krvf trar„kcan q..„.yer qr, f'r:.,; 1,00E 05 crr/sec° p' f.E?4:Ak:-07 narrsec 1 0 E-05 cairn/sr.;c a l.0079.-07 rn/rrrrac'w Upper IErarwne,,,aWhty Un,a�t„ k;a a 5,46E t7E m/sec s : 3 E-f74 r'n,ors'ec Flow R E,9 E-0 7 rn'/sec f 016E..08 r`r'r''/sn,c. Eshrrated knf traatnrarn,„ .. 4�1 'ia,/da ,4 a/ a t f'II"Raa;� n:ar aaa�° I c.ua'fl rraaa� 'raarc a aatawa�aa I a-caa `pr.c a n.�rar rah rrat nnr' better ''atf� ta�t;c't'�inaaa �a rot qKM than dic prescrlpOye standard forCa~»11SO'Ut°On.ara OHaar~Ir fifl &�r�rra9closure systen'ts. Exeoubve w t��.t;* t:P t.�, cri';yran ��.r,Ac::p. d"r«e nst.(mrav"Wrp,SC 29440- 843 546 4600 00 31 1379 Fax 843 546,-051 Page 831 of 4165 irWOU have wi� questic'ms regardkg thk now please caH dw mdmigml at (916) 218- 8311 Vcr'v Tnik. Your", bIC, Christc,q,il'ier ',kl Richgels, 11", \VCSRI-H RW,�-IiMl 1: M&hwI A' ers� (Iosiure, I uif. L. ,C' Josic, (,Inu�ia. (101SLIN "I)AITIA VieCef1j, ILSI- P�'icq,'NSSiVC \VUSN' SOlUI411'15' JcK INWA I kS! Progmssi ke Waste Solutions Joe ARK I FS! Progressive Waste billukoin Joey NIAL IESI Progressive Waste Solutbns wizat "ruran. Wexur Am (Ammdwnts Anne Steac�. Inc, Exemme McewSOO Ga"Nun Road, Georgetown, SC 29440 843 546-0600 800 32 L-1379 Fax 843 546-0516 Page 832 of 4165 arkaw ,.a�w:dmmm ...... m re rd HYDROLOGIC EVALUAIALN ON LAVUFILL PERFOPMANCF HELP MOEAL VER81CM 1,07 (1 NOVEMBER IN" DEVELOPED BY R1`;LVkR0NMKNThL 1ABORATOVY UdhE WAVERWAYS EXP00MOUT 07ATrON pnp mPA RISK REDUCTION ENUTNEEPINK KAHIPATOR')," k k k k 0 0 n.w k*.k k k ...... PRECIPITATIDN DATA PILE TEMPERATURE DATA PlUk CiAzIEEIPIQUALLAS07, SOLAR RADbATEUN UATA FILE; 040SLIPJw\DALKAS.&J � EVAPOTkANSPIRATION PA TA: CLVzHJ&&P3w\DALKAS.0j1 SOIL AND PETI.GM DATA FILE, OHnPHI UATA FILE; 0\znnbP3w%DLS smLCJU'1' TIME; 1112, DATE! 81 TITLE: Subtitle D with Sail Cap Dallas, Texas NQdT, INLTIAL MOI47URE CONTENT OF THE LAYERS ANK SNnW WATER WERE qj COMPUTED AS NEARLY STEADY STATE VALUES BY THE PROGRAM LAYER I TYPE I - VERTLrAL PRROOKATInN LAY0Y MATENTAh TEXTURE NUMBER THfUFNESS 24 .00 :01CHEC; POROSETY u.4530 VOL/V0, FIELD CAPAQM,, 0.1900 VOL/VOL WILTINVI POINT G-0850 VOL/VOL !HTTrAL SDI WATER cnNTEN! w 0. 1909 VOL/m., EFFECTIVE SAT. HYD. CADND 01 cm/SEC NOT& SATUPATED JAURAWLIC &(NDUCTIVITY IS M01,9 T1 hTEn BY 5 0) FOR RCK" &TaNELE! IN TUP !AYER 2 TZPY," I,ATF',RRf'1 UR-111111N/y" Fk' MATERIAL TEXTURE NUMHER ('' 000 Qcy2s POROSITY 0-8500 V01,0011 FIELN CAPACITY O,QUO VUL/VOL, WILTING POINT u nos, vnj4 V% INITIAL SOEL WATER CONTRNT voh/vOL EFFRCTIVE SAT HYD I,OKD. 12 cm/SE('' S I n P'X PERCEN'T DRAINAGE LENGTH',, 100.0 F E 0.� Avd)1ii1v D w0h Sol ! Cap PAqv 1 Page 833 of 4165 TYPE 4 - FLEXIBLE MEMBRANE LINEF MATRR:AL TEXTUPK NUMHEH I' 4 u T11ECENE00", D�01 P)ROK 1 TY D KIKLU CAPACITY f) W15HNG POINT 0,0 0 0 Vol voI' LNETIAh Su lb WATER CONTENT 0,00no vnQv0L EFFECTIVE SAT HYD OND. n !Y99999=00012 CM/SE,' FML PINHULE DENSTTY ;&Z HOLEVACKE FML INSTALLATION DEFEUTS Kop HDLPS/ArRE FML PLAVI&MRNT UUAKTY I' y El rl. TYPE RARRTEP SnIL 040,' MATRRIA. TEXTURN 1UM114P H, T HI C EN 0.59 1 HCA 01� POROSIT'll �� 47"�1) %��,,,,/ �.' FJFKD VAPAC:m 0. 080 VnLIVOK WILTIN" PUINT 0.205P Von/VOL, INITIAL 301L WhTER NTENT 0,4750 vuh1vuLl EFFECTrVE qAT. HYD. COND, 0.17DOGDOO&CON C4 CMISK' I,AY ,,, ,, """"r" TYPE I VERTICAL PERCOLATIUN LAYE,','� MAIENJAZ TEXTURE NIMBER I THQKNS r0NUC :Nmos POROSTT'r' W.6110 VOL/vu' FIELD CAPACITY 0-2922 VOL/voi, WILTING POINT 17.n770 VOLHOL rNTT&AK NOH WATEP CnNTENT 6-0920 VOL/V0, EFFEKTIVE SA! HYK. CONn. u D2 cm/sK, LAYER 6 TYPE 1 BARR(ER A01K kIN0,,' MATERIAL TEXTURE NUMBER ,Z&y 1 N C H E 'URKS:71, Q,45ou Von 00"", FIEL10 CAPACITV 0 093D VOL/VO',, WILTING PQIN�' 0-0130 VOL/vu� INITIAL NUJL WATEP CONTENT nAbln VOWOL, EFFECTIVR LAT. HOD. COND, CMISK' LAYEP '7 I"' z' LA�T FAL LAYEZ' MATERIAL TEKTURE NUM2ER 0 1H1UNNE01 O'lu I NaH ES POR Apr HY 1 0 B500 VOL/vot, FIELD CAPAUTTY wrloo vnyvul� 'ID wArh sm ! cop Paqw- 2 Page 834 of 4165 W15TINO POINI' D'5050 vollv% INITIAL Sulb WATER CONTENT voloi voldv%,, FFFRCTIVE SAT. HYK CQND CMIST'', S 1&C P E-.� u Q PER(ANT DRAINAKK kEITSTH 2000 FEET LAYER 1� TYPE 1 FLRXIBLE MEMBRANE LINER MATERIAL TEXTURE NUMBER 0 THIUKNFS�� 0-06 PDROOTT'�, 0.0000 VOL/vOL, FFELD CAPAWITT monoo vouvw wrLTLNG pnIN,T, Q odoo vcqdv0I, !NITEAL SuIL WATRR CONTENT mucoo vnilm, EFFECTIVE SAT. HYD. VOND. D um/sm'', FML PINHOLE DENSITT 1-00 H=S/APRIL FMK INNIALLATIUM DRFEUIS 1 .00 HOLES00K.", FML hLACEMFNT 0HALKY AX)T) LAYER TYPE I PARKER SOIL LINER MATEPTAK TEXTURE NUMSEP 16 THICKMEQ',� 24 .00 INCHES POROSITY 0,4210 VOL/VUL FTELD =Arjvl,� 0.4100 VOL/vv, WILTINO POINT 0, 1670 VOL;VOL INIIIAL SOIL WATER CONTENT 0.421n VOL&O'', RPRQC11VF SAT HTU. WOND WSK'': GENEPAL DNStON AND RVAPORAVEVE ZONE DATA (IN"k,VE, N�R,4'PFF 5CS FUNOPP OURVP NTIMBEP, BY O) FRACTION OF APRA ALLOWING RUNUFF loulo PERCENT AREA PRnJECTED ON HORTZONTAL PLANE m 1 -A00 ACRM',,3 EvApnRATIVE ZDNE DEPTH lulo iNCHEE, THITTNL WATER (N EVAPUINATIVE ZONE 1 .2J2 3NCHE,,9 UPPER LIMIT OF EVALTRATIVE STnPAGH 453C iNCRE,'".3, LOWER IJMTT OF EVAPORATIVE STU(AlE O.BS& INCHE,,,, ONIETTAK SNOW WATER 0,000 INSKES TNFTIAL WATER IN LAYEP MATER&ALS K4,171 INOHES TOTAK INITIAL KA P 204.378 INCHQ,", TOTAK SUBSURVACE 1NPK0,',1 w 0-A 0 !NCHESKEAP :VA POTRANS PTA ATIRT AND WEATHER DA0''a NOTK: E Deb.UTRANSPIRAPEON UATA WAS QBTAINED FRONI DALLAS TEKA,,; wrATIUN KATITIH 1,,: 12.81 DEGFE0,' 1 MAMU M L EA F AVEA !NDEX 1 ,0 STXI ART OF URDWING 102ASON IJULTAN DATE) 61' END OF UROWING SKASUN WOLIAB UATQ 10, EVAPORATIVE ZONF DEPTH 1 0-A I NCH&� AVERAOE ANNUAL WfND SPEED 10,80 MPH suht0j. D W10 Soil Cap Page i - Page 835 of 4165 AVERAGE 11T QUARTER PFLATIVE HLNIDI77 U,Dj AVEPAGS IND QUARTER PRIATIVE 1.UM101TV 68.00lti AVERAGE SPU QHAPTEP PF10TIVE HHMIDITY 05,00 AVERAGE 4TW QUARTER RELATIVE HHMIDITY 66.UO NOTE: PRECTPTTATION DATA WAS SYNTHETZALLY GKNERATED USK= W%KFICIRNTO FOR DAWLAA TEXA5, PWNVL MEAN WNTHLY PPFrTFfTAT1GN INCHE0 3AN/JUK FEW AUG MAR/SEP APP/nOT MAY'Nov JON/LWO 1 so 1 ,17 2 Ob i ,76 j 11 2,47 106 14-11 1IOT0 TEMPEPATURR DATA WAS SYNTHETICALLY GENERATED UWEN�,� QUEFFICIENT9 FOR TEXT�� NURMAL MEAN MuNTHLY TEMPEFATURE DEAREKS FAARENNEIT, IAN/= FEaIAU! MAI/sEp kpp/ow MAY/Nov juw/DE 44 09 48,00 5&' 'U 05.00 70 a2 .5,') 46 30 19-50 15.60 67,90 5 0-�C NUTEi BOLA? RACLATION ETTA WAS SYNTHETICALLY GENEPATFD =N�,, WOERPTCTENTR FOR DALLN EXA � AND STATION LATITOPY 42.90 =REE,,> *....u..I.m I I..ry I.6. I�a I As w v I.I..I A. V x.I.�..in n.8 k A w MONTHLY TOTALS AN lNaHES) FOP YEAR 21 JAN/jIM FEB/AUG MAR/SEP APR/OPT MAYINOV JUN/PFU PR EC L P I PAT I UN v6E 1 22 0-70 0,10 1 -A 6 0 8 6 0,41 3 81 v-A 4 n,qh 1 ,01 2,6") i'NRf FF " 5 11'1t L u,0uu u.UUU U.Ocu EVAPOTHANAPIPATINN 0.506 0,91, 1 ,221 QAE4 L951 1 oil'', 0.411 1019 2 &A 0.966 3 410 L 409 LATEPAI DRAINA5% COLLECTED 0.0421 0 419 0 A 261 G.0985 0.0611 0 ulk"i FROM hAfFF 0,0342 H OA,4 D C905 D A669 O-Aqos 1 1 17'� WERPULATTUNIKEAKAGE OHNONGH 0,004d GX01A i 0020 D.0021 U.0017 U.XUJ '3 hAYEP 4 0 001 1 4.1016 0.0021 j.0017 0 AQ1 3 0 052S PERCOLATION/LEAKAGE THRO"CH 0-001 H 1,5012 0 A02S 0 A021 WX511 H 00 !AYEP k,, 0,U011 0,nnj6 n,0021 0.0QL7 L 00i U&521 hATERAY DRAINA2E cnLLEUTEP 0,5048 0 OU2H U.0021 5,007 Q-Aol,� FROM [UYER 7 D001 0 0010 0.0HAV 0.001 , 0.0013 0 OH2,5 PERCuLATION/bRAKAGE TUNJUGH 0 OODO 0 OU00 1,6000 0.0,00 O.0000 0 0000 sukkip D w0h sud cap pi, 4 Page 836 of 4165 UT.x i l; '3P s 0 (T T 0 A001 0 0050 0 zu ;c 0 Do I", MONTHLY UMM'sl+,T'LER 1'OR I...1P 11,7 HEAD AN H Z 'T"f"f OF LAYER 3 n qHv 5 HY1 K265 0,951 0.713 1 0 S O DEVIATION OF DAILY 0,20 Kl8u 0. 111 U J9a . .! J ; 0 1T.'! AVEHAAE DAILY HEAD '"N U-0 tf1 Z000 0 frDO s }0c .i,f,OU c , TU I)EVIATiON Of LAILY c 0 c 0.s,r riOR n.(;dDO I DUO 0 '0fi TOP F LAYER sT Knoo 'Shc 0.000 1 03'. Q'07A U UBVLATION OF DAZIN 0.000 D d cn n s kn fi 'ioo i) 000 0. m'' 'ib h Jr d'iA..ip.R..Ji k m A N k'w-re 'N •.F.n rM m v R k 1f:'k w o-ry w.n^ .w w w'mi'i4''ib'i4�4+m�y.yip M'&a M..m.*d y N k M n r�'7 1 '�''r�.P A n sI°, .. FNCHES CU. FEET PERCEN] EVAPOTRANSPIRATION 1s ?y'l. S6232 602 92,10 PERUMBAFAGE THROUGH tFiaR 4 0 'd 6 R 0,16 (TF;h�"./C.,'Lr�l,��.It`: THROUGH LAYER 6 ( (JTi{,i ,;:1 .. ,. AVG. rili:AD ON TOP :7F LAYER ER s . curl D A i.m7A';L . _I;:.rCCN f 1, FPOM Iaa.'f EF 00ply 15,572,s 0.16 AV n READ ON TOP rsT" 1,A`xItA H 0 00(7:1 AN"E IN WATKW STOYAGE 0,037 111 .042 2 sl,.. SOIL WATER Je,",V START t,i,rT OF YEAR 2 i 1 .271 74091X00 4010 WATER AT END i F r.h.P 204 .41q ?. U:7 ! A IA SNOW WATRk AT START OF aEAF 0.00s 0—KOO 0 0,. SHOW W WATEH AT END OF YEAR is -"00 Q woo I) Ki ANNUAL WATER T;rlDrT'T r'ALANOS L s"sp)n 01 L7,013 Gubtilto 5 With Sol! Cap ti s.,l v Page 837 of 4165 M"NTHhY TDTRUS 12N INCHES, FOR YEAR 2 JANNUL FEVAIC X.q'T/0E-"' PRECLPITATWIN' 1.41 1 An H4 1 13 1,01 2,24 vkv At ' AR '4 1 '01 1,74 1 b".) PUNUX" 000 0-110 133 c A95 0-311 n 02�� 000 0 159 0-A 0 2 c-A 0 Q 0'000 0.U' " EVAPUTRANSPIkATEON OAK 1 . 144 I 'A ?7 2A10 1.190 1AV3 1 .455 A-11v 1 631 j,ns7 I a1v t 2 W3 IATEPAK DRAINNOT CUIXECTED U 2486 OAK? 0 A465 0.4417 n 6114 0 42 W,, FRUM LAVEk 2 0 1H80 QW52 0,4867 0,3116 0,26% PAW'', PHWULATcnN/LEAKAqR THWAT! O.G049 0 AU32 0 0097 00120 Q AW9 Q.Uhl:} LAYER ,4 0.5172 O.A059 n'0jsv UAW] OAD52 C 0040 PERCOLATTOWLI,AKA&E TIRRINA 11 =9 Q U0 3 s 0 A09k 0.0220 Kolus GAC9111 LAYER p 0-0072 0 AW 0 0081 0 ccol a AW A,U 0 A(-, LAITRAL nRAINAGE COLLECTED 0,0n4q 00023 0 on9q 0-cI20 DAWN 0,00911 pTnm LAvEm 7 0.0072 0 AW 0 OD97 0 A072 D UU52 0.0040 PERrGIATTOWLEAKNOK IW', UT! G,UGOG 0 uUou 0,GOOD D.0000 0,5030 0 jom? 1ANFR WAU00 U,0000 0.DODD Q 0 U 0 0 0 Wu 0 U 0 F." . . . . . .. . . . . MUNTALY TUMMARIEN FOR DAILY HEABS IINCHESi AVEWE WILD HEAD ON 2-169 E ,400 H 'AU9 9.204 6-39 1 TOP &V LAVER Y 4 .602 A.40 5,906 4 574 A-16 D 2,4 4;.,,, STD, DEVIATION OF DAILY 0.285 O-Asn 2012 0 -mis W601 OAK MEAD OM 10P OF LAVER 1 0,441 0,420 0.7y6 0143P D-103 oAli AVERAOR DAILY AEAD ON 0,onu 0,00n 0 AUG c X00 0 no Q 0AW) TQP UP LAVER ki 0.0ou & 0 0 0 n'010 0 noo 0 000 o nn G'jp DAWN U,ocu 0 000 0 AGO 0 D59 0,coo r 000 INAD ON 13P OF LATER G OAK 0-A 0 0 Q 000 0 000 n-0 0 0 0 AVERAGE DAILY HEALJ 000 0-Quo 0 too 0-0 0 n 0,000 0.QW, TOP &F LAYIR B 0000 Wcoo 0A00 0-00C & UOQ 0,07'' STO IrEVIATIQN UP DAILY 0.0ou UADO 0,0('0 0,490 OADY 0 0510 HEAD UN LnP OF LAVER B 0_00n 0-000 0.000 GAUD mnc WADI) ANNUAL TOTALS FOR YEAR 2 INCHES 7u FITET PERCENT, P F. I P PA I CO) 0 49 100 0(l RMCAFF 0,961 J49VA04 4-16 EVAPUTRANSPIRNPUIN 14 4H9 8BH93-A91 00-32 UPAFNAGE COLLEUTED WON LAYER 2 4 7988 17419 F2? 14 74 oubr it Le U with SA I Cap Pago, Page 838 of 4165 P9RC 0TAKAGE THROU0H LAWEP 4 b-A 9761j 119.238 211 AVN HITA" ON TOP OF LAYEF , I -A 19", PEVC /LRAVACE THHUUGH LAIEP 6 0.00682 AVG—HEAD ON TOP OF LATER 6 D-00(1] Fwv wom C VA77 PERC./LCAKAGE THROUGH LAYEP 9 n&0000 5.309 O.UQ AVG. HEAD ON PON OF LAYER 8 0,000 rIANGE TN WATER ST=Q) U.Isj 549,14: b 5= WATER AT SUARI OF YEAR 2U4 .411 742D27.062 Su L WATEP AT END OF a Ak 204 .066 vl SNOW WATER A7 START OY YLAR 0 UOU CMOW WATER AT ENV OF !RAP 0-&0 J ANNUAL WATER VUDCUT EAVANCR 0 cool .0 001 U.01 ­i k.... M%THIN TOTALS LN ,fig QRSS) FOR YEAR 1,w.,N U FEB/AUV MAR'SEP APRQVT MAY/NOV jUN/UE(' PRRCTPlTAT10'4 9 5 Qa 2 18 2 07 A 5i 1, 18 2.74 2 65 0 to 0-95 0-A-, RUNOFF' 0.000 0,00( n 176 0 coo 0-005 &16' 5.U49 0,001. 0,051 0 41C 1-A&3 D 03) EVAPOIRANSPIRATIOP,l 1 48C 0 221 2.3h, 2.000 2,191 0,100 2,97; 2. 02 1,IA51 Z501 0.262 LATERAL DRAINAGE COILLCTED 4,19% 0,1281 G.S788 0 .7482 0,5605 U 190,1 FROM LAYER 2 0 6436 0 4519 C-A 741 0-Aa 30 0,2161 O, JGor, PERCOLATEON&EAFAGR TINCION 0,0619 0,002F n.0151 0 UJU 0 0001 U.Aol� 1AYER 4 D.010 0.0081 05559 0,QQhq &0044 w-AG14 PERCOLATIONAEAKAGE FHAU06H 0,0019 D,0028 0,013Q U QLB 0.0100 6r.D072 LAYER 6 0.0121 0,008 3 00065 D'0060 U-�04? 0-OD 1 IATERAL DRATNAUE LULLVCTED 0 0039 0,UUjH U UU98 0,0LAL 0,Q 100 0-0 0 7 FROM LATER -7 0-A I j A 0.u9s 3 0.006, 0 0060 n 004, 0-0044 PEFCOLATIUNKNAKAGE THPOU01t 0.0002 U.Quvo ( 000 0 3000 0-0000 0,000) LAYER Y4 0,0000 0,00co o,onmo n,00yo o=vo MONTHLY SUMMARIES FOR DAEKY HEADS 4NCKF0 V DAIA,,� M�-!AP ON b 2 1 .1909 6 lob 9,0055 b0by 4'80 TOP ME LAYER J 7,479 9.391 1,48h 1, 741 2,706 2.011 subtitle 0 wich smi Cap Page 839 of 4165 LTD. DEVIATION OF JAHN 0 112 0, 14E 43b3 0,897 0 06 009i� HEAD UN TbP OP INUR u-b8h w A20 0,179 0� 396 0 24A 0-A AVERAGE UAILY HEAD ON u woo 0 on 0 000 0,0 c n 0-000 0,000 TUP OF LAYER 6 0=0 0'0DQ 0.00D 0000 n 7:in5 0'00'� STD, DEVIATION QP DAIkY H 000 1 HHH 0.000 007in 4 ,000 0 oull HEAD ON TOP OF LAYER 0,00w u_A00 Z000 0 non A vvy 5 UQ] AVERAGE WAILY HEAD ON 0 Qon Q-000 0 000 Q'000 0,000 TOP OF LAYER C, U'PUK Amuo c'000 0,000 n Ono P w) STD, DEVIATLON OF DAILN 0 000 0 unn cuoy 0,014H O-AC6 0 000 HEAD ON TOP OF LAYER 8 0 00D 0.000 O'Hou U_Aun 0-moo 0 000 ANNUAL TOTAL3 100 YEAR !NCHES CO, FEFT PEWTENI PRECtPLTATION "' 'G4 09H11-:97 100=1 Rr VoFfL' 0 tn6 180.0uO 2_1 � EVAIGTRAWS P ERA P 101',[ i 0,119 6101).484 A D.Q, DRAINAKE GOLLEWTED FROM LAYER 2 4,7747 iiK0.141 zu.20 PEP". /ISAKAnE THROUnH !AYSP 1 0,081030 31592u 0 3'''' A G H2AN ON TOP OF IAYHP 1 V810 PEP7./LRAKA!H IT if LAYM! U,01)7V39 114,403 AVQ. HVAb ON TOp nu LAYER 4 o= DPAINAGE rOLLECTEr, FROM LAYNk 0,0870 119490 0 3'', I%RC /LEAKAGE THPOUGH i AYRR 9 0 000003 0,009 AVG itRAD ON TnF of JAYER 0 GQG3 CHANGE IN WATER STORAGE, 0,746 V709,37? 3-01 SUIL WAIIH AT START OF YEAR 204 ,566 712176,20'', SO[& WATER AT ENK OF 72AP, 103-bou 719866.87'', SNOW WATER Al qTART OF =.T­ 0-A 0() 0 1 n 0 0 1,0� SNOW WATER AT END OF YEAR 0-An"I O'coo 0,DJ ANNUAL WATER BUDGET BAKANCE 0-A000 'j'018 n no ............. MONTHLY D)TALN : IN 0CAPS) FOR TEAR i JANIJUL FEUQUI MARWEP APPIOrT MAY/NOV JUV/DRC PREOLPITATTUN 0 kno IQ 9. 1.1 0-A? 1 hl N"bklf hp n wilh Poll Cap Page 840 of 4165 n,78 LA, 0 07 0,11 1.42 JA'r RUNOFY 3 DOO D-A 0 0 0 Wj 0 000 u-0 u u 0 0 Q EVAPOTRANSPIRATI&I 1 ,23A 2, 121 I -A79 1,216 1 -865 2,256 n A A 0 1 .2 5n 2.749 1 1 355 1.196 j 126 WTERAL DRA I NAGE COLLECTED 02079 HAUAI j lilt UATUH 1 ,09 11 0025D FROM LAYER 2 n 614H 0 4874 0 1133 r 1700 0,1110 00M WEkW"hAT10M/kEAKAGs THR050H 0-0042 0 0557 n nhwo u 0 1 12 0 01sw u-A I S'7 LAYER 4 W0111 0,004A 0 0060 DAM 0,0161 0.0055 PERCOLATIONWAKABB THWARK 0 004L 00057 0.0081 0.0131 0 0184 0.0 1 S'7 LAYER 6 0 A120 0,A 0 H 8 0 0064 0.0 0 p 5 0 Ws 0-0 0 K I',"" 1ATERAL DRAINAGE COLLECTED 0-0041 0,005V WUNBw 0 0120 O'GIA1 Wulod Flom LAYER 1 0.0120 CAW 0 0064 7.OnI5 0 0062 U WCOEATEON/LEAKA&S THODUG! n 5000 Q,00wo o,onnn D ,00Do D,000q 0 U A W," JAYEP 0.0000 Q onon 0.000 'r D,0000 u DODO mnmTHKy SUMMARIES FOR DAILY HEADS ANCEEW AVMRAOE PAKA HFA``I ON .557 I.B79 & 159 Y.AK Q,590 11AQ TOP OF LAYER ^ ".Sal 5.740 4 208 b1bi1 4,142 ETD. DEVIATION OF DAILY 0.931 0,717 0.461 1.03, 1 .130 1 ,26, HEAD ON TOP W LAYEA U,118 0-014 0'654 0.4 5 b 0,200 D,142 AVE WOE DAIKI UEAD VM 6AU0 O-ANG 0,050 0 s F;9 uAq K&W TOP nF 1AYER ion WACO WOU0 0 ouu 0 010 D is ATD. DEVIATFuN OF UALUT 0,00c K500 0 uQu u U55 0WO UAW, HWD UN WP UF LAYER A 0,Dow K&UP 0-400 0,000 0,000 0,0 D 0 AVERAW LALLY HEAD 04 0 -noo 0,09n Vocc AA00 0.00c c,n) TOP OF LAYER 8 GA00 0'000 0 U&C 0-A 0 0 0-A n 0 c-A 0 0 21I1. URVATIUN QF DAILY 0,uly umoo Kwon K041 KA50 QAK� A ON TOP OF LAYER 8 U'Dou 0,000 O'Dow 0-000 0,001 DAW ANNUAK TOTALS FQR YEAR WHES U. FEET PERCENT PREO'PIT ATIoN 1202 I79110609 1 on W Ry,p I," Wu a 9E5 .4;ALA 7.0 EVAPOTPAMSPIRATION 4 in 85277.623 71 .5P� DRAINAGE COKLECTEU FROM LAYER 1 6. 1621 2060,910 19- 311, PKPP. &WAUL THPOWN LAYUP 4 0.112197 408,726 0, 311 AVA. HEAD ON TOP OF LATER 6-AuAl PERC,/LEAKAW THROWN LAYER 0,11207, 408.652 0 All AVQ. HEAD ON TOP UF LAYER 0,0001 DRAINAUE COLLECTED FROM LAYRR O'Llwo 4U9.531 O'K Subra rlp D wirn Ook cyp pan 4 Page 841 of 4165 PERr /T,RAKAqF THRANUH IAYEK Y u.noonn? 0 Ono n 00 AVN. HLAN ON TOP OF LAYER 8 nuny CHANCE K WATER SIORACE n. 192 1421 19A 1 Z� snrL WATER AT ,IART OD TKAR m Boo 73qR9'3 ,,R75 Hulk WATQ AT HNU OF YEAR 204.112 01p4m Hill KN(M WATER AT STAkT UP YHA�� 0,000 0 hco 0 10 SNOW WATIR AT END UF YEAR- n,ono i 5 O'co ANNUAL WATEk SITNIRT BAKANA", o 0 n 0 C k 0 1 k k k A AM h k k MORTHLA TQTALS iLN INCHES! FIR YFAR 7 - - -- - -- - - - - - JAN&Uk FEBAUG MAP/SrV APPIlOr MAY,NnV OUN/1007 PREOEPKATInN I 4H 1 to 1-61 1.41 4,41 3,1� 1 .12 1 72 1 .94 1.11 n,73 0-51 kfun& OZOU &000 0=c nAUD U-009 U IZD, D—con G—A01 0 QUO U 010 0,U00 EVAPOTHANSPIRATLON 5-A21 aK820 1 911 3,551 0311 2A57 1 AID 0.HOD j,?bv Z021. r 19 0.651,71 LATERAL ORAINAUE (QLLEqTHIA O.Z336 0, 101 5 1248 0,01115 6,068, 0,050.; FROM LAYER UA513 0.0sq! 0.0407 0,2072 0 2 396 Q,17&3 PERCULATIONM;AKA GE ryiRouuH 17. .1.47 0.0332 0-0028 0 0031 0,0017 0 0416 LAYER 1 0 0020 n.Apis 0.0012 O.Oull 0 On& 0.011,7 PEFCD&ATIONMEAKAGE THNuUAH n.0041 O.AO32 0 OU2H D-DO)l 0 00A 0AU!'', LANER 0 5020 0 0016 0-An3n n.0041 n.0041 0.0017 GATEPAK DRAINAGE COLLECTED 7AA47 0.0011 DA028 0.0021 G.00IR FROM LAYER '7 0.0020 0.0016 OAGIT 0,504D 0,0047 0,0017 VER1nLA71CWQ2AKACI0 71RCUCH OADC, CADDO OADUO 0.0100 Q.Onuo 0.3onD fAYEP 0 000c 0 QQQV 0,DOUG D m 0 0 0 Q 600p 0'bon(D - -- -- -- - -- - - - - - -- - - - - - - - - - - MONTHLY 5UMMARIES FOR DAILY HEADS KNCHEAj AVERAGE DAILY HEAD ON 2 91H 2,161 1 -613 -014 0-A Ro 0,RK, TDV AD LAYER 3 1 140 0-070 0 677 2 519 i jDQ 2 ?01_1{ GTE, DEVIATInN OP DAILY U-073 0.17H 0.14, U LUQ 0,069 0,200 HEAR nN vnp op EAYER A 0,091 K068 � 77 5001, AQVME DAUN HEAB ON }.000 0,000 U AGO 0 w 0 0 0,noo 0.000 TOP OF LAYER 6 0,ouc 0.000 0 0Q 0-A00 0_AQ0 UAK) ATE, DEVIATLON OF DAILY 0,400 K000 0-&Qb O'Doo 0 UOQ 0,0Q0 DN POP AD LAYLlk 1.000 0ACC, G,000 D .00 0 COG OAK; AVERAGE DAILV READ ON n,400 0,000 0=0 0 non 0 000 0,=O TOP OF LAYER 8 000D 0=5 D&OU DAUN QQUQ UACU suboalp D with soil cap Paqe- I Y Page 842 of 4165 STD. DEVIATIUN UF DAILY O DOQ 0,000 0-000 moon 0,00c UAZ) HAD �M MP OV LAYER 8 n nno Q 0 D 0 Qncn Q'QQF c ou(:[ k k k A k. A k I A A'*A.I I.I ........ ANNUAL TOTALS FQP YEAP CU. FEET PERCEN1 PRECI P I TNT U Ji 25 9 12 16 RUNUFF 0.194 705w3o 0 j� EVAPOTRANSPIRATION 23.952 06045,107 94 34 DRAINAGE COLLECTED FROM LAYER 2 1 9420 559/'116 6 n'' PEFC.dKEAKAGE QW&KA 1AYEP 4 ZU3'30y 120.901 0-1 A HEAD ON TO& OP lAVEP 1 687, ERIC /LEAKAGE Tisymm rAYER A r,ny;2; ITQA7 0. 1,11 AVG—"EAD nN TOP OF KAYER OAQ00 cum-'g� vpn nom uYER 7 0-1 114 j2! .0b2 0 PHPr./LRAVAnl TPRO"OR VAYER 0 u upoods 0.009 O.Url AVQ. HEAD cM JUU OF lAYER s 1ju)l� PHANOIE IN WATER SrURAKE 12Qj,8ji 1 , 31 Rnil WATER AT START OF YEAR LUA -212 SOIL WATER AT EIM OV 7EAY,,� LOA 881 740080,917 2NON WATER AT START UP 7EAR cxuO 01000 0 0'') SNOW WATER AT END UF a A-R 0,000 q,n() ANNUAL NATER RUDNE! HAIAMC�-,� n now 0 A62 0—A 0 k A kAJr ur k A 0 aw iA A iN MONTHLY TOTALS QN FNCHES) FOR YEAR jAN/JUL FEB/AUG KARMP AMOCT MAYWOV jUNREC PREC E P I TA7 I uN uAl 1.22 6,02 kis P,47 5,01 3,12 006'' EMU,-"" 0,000 0-m 2 0 0-183 D's" U1206 5,0 7 0.npo 0=z 0,011 0 ?Qu 0 02 0 uQ() EVAPORRANTPERATtON 0.411 14YU 2,960 BA44 2-916 2 12 � 1142 1186 3 ,424 2 041 2,220 L 60, LATERAL DRALNAKE CUILYTED 0.054 U.1468 U.089 O,bb2U 1."q39 U Nib2 FROM LAYER 2 n.1924 0 421R n,2921 7 -A431 7.q448 0.9854 Subrlrin D winh Sol! Car. pagn 11 Page 843 of 4165 PERCOIATIUNAVAKAGE TPROO1.4 n CO21 0.000 0,0111 0 506 0 01R4 0 010, IAYER 4 o ow n.n o 7 7 v Yom D I 179 c n i 6c o A 16 7 PERCOLATION/LEAKAGE TH%V`,H 0. Qs cXG31 U,ujjj n,mlok "'104 A,0 1 3"."' LAYER 0 viol Q.GOT 7 0,n056 0 0174 0 0160 0 0117 EATERAK UP ,INN GR rNmm,TH 00526 W-Aoiu 0 011i OA101 0 016Z n 01m FROM LAYER ',' 0,0155 &mouH n,00KA Q ojl3 0 vjh& 1.016; PER PULATIUN/LIAKAUE THROUGH & uuuh 00505 uAnA ronc n onon n,hw] 0.0000 0.000� MONTHIY SAMMAVIES YOR DAILY HEAUS ANCHES, AVERAGE DAILY HEAN ._fa 1 .624 2, 17G ?A62 1,251 12ALi 9-417 TOP OF LAYER 'r 6-92L 4,585 2 614 12 oil A -276 A 17,111 STD. DEVIATION OF DAILY 0.141 1 ,906 1 159 A04 1 ,20, O'Bl'i HE AU nN TnP OF LAYER 0462 0 477 0.124 3 824 1 ,019 1 02�� AVERAGE DAILY HEAD CM 0 QQJ VA06 0 VDQ & 05c 0000 o,nuY ITIP qF LAYER �'i Q 000 OADO O.UDT QX00 CA00 0,00''� STD. DKVIATION OF DAILY n.000 0,000 0 001 q'000 0,000 0 -30(� HEAD ON TOP OF LAYER G it noo 0 Ono 061 0 009 c'060 0 QQ; AVERAN6 DAILY HEAD ON J11,000 0,100 0,010 5,05n cmc 0 nn�� TOP nP LAYER 8 K-000 O'non 0 001 0,000 O'noo STO DEVIATION (W LALLY 0,00n D'Oun 0 000 ow"A O-Ann QA0'� HEAd ON TOP OF LANER & &000 n-OnG 0 DID c 00c 0,000 0 coy '' k I A A ANNIAP TOTALS FUR YEAR - - - - -- - - ----- ?NCHES CU FEET pEpchNIT PRECIPITATION 35AQ 1214tnh9n 10 0-A PI CHUFF' TA16 0501 ,67V n-A EVAPOTRANSPIRATION 23. 704 86045,511 DR IN COLLECTED FOXY LAYEP 2 7-A91 1 2 192R, I to 01 .74 PERMLEAFAGH THROUGH LAYER 4 0,113674 495,242 A03 HEAD nN 70 OF KAVER 311 7 571,� PE PC /LEAKAGE TURCCOH 1AYEP 0 5 131,33 447lAin 5, 31F, AVG, HEAD ON TOP DP LAfFR � 0 5D0.1.1 DRAINAGE COLLECTED FROM LAVER 1 0,2135 464 431 0 011, PERC. ILRAKAOF THRULIGH LAYER w DAUODD3 OA09 0,0 AVG HEAD ON TOP OF LAYER 0 uOu'' cHANUE IN WATER ST=Q,,,� 2.041 740AE6 1-0"y SOIL WATER AT START YAR YEAR 2DI H81 V40086-90, qunrklp 0 wuh soil unp Page 844 of 4165 SOIL WATER AT END OF YEAF'' 015 q24 047007 61L SNOW WATEP AT START OF YEAR i t 1" 0 000 ANOW WATER AT END OF YEAP n 000 (o'� ANNOAK WATEP BUDGET EALANCE MUNTHLO' TOTAIT (IN KUHRA, FOR YEAP '7 jAN/JuL FIR/Aum MANSEP ApplurT my/mov JUN/us, PRECEPITATION 1 -97 2 M8 1 ,13 0,14 ...0 A .8 1 60 ; 16 2,RG C-19 H 2.0, FIJ TN F 0,coo U,519 0.3n, 0.0 n 0 0 njo 0-A Q� 0 DOD 0 P62 n 501 0-194 0=0 KQL�', EVAKUTRALAPIFATI&N 2,026 i -910 1401 1 -ill 1- )1 4 649 1 420 1.447 2-A44 211Q 1... ,Y j 0 1 rAVERAK DRAINAKE (l!JXCTTD 0,70IR 0,473O 421 1 r 911 0,215n Q-A t A FROM LAYEP 0 1636 0-A 9 6 4 1-�3 41 0.5846 n &955 C 926-, PEPOnLAPION/hEAKAK THAIXM c,0121 0,QQ85 J=77 0,0055 0.0541 C "o 0, KAYEP 4 Q,uGQv T'voll POusw 00303 01012i PIKEWULATION/LHAFAUE THkA011H 0 .0 12 3 0,0081 0.0077 00056 0.004 1 Q G 0 LAVER 0,2063 0,0013 010061 0403 n'DI, A'Qds'' COLLECTED 0.0i24 0 908S O.00V7 0.0056 0,004& 0—00) FROM LAYER 0-0061 D&UR QQQ61 0,0102 0,012V 01010) PERCOMATION/LEAKACE THPOHOM o,00uo o,ovio o oonn n.nonn n 9noo 0,000i f.TT/tU J 0 ODUO 0.0000 U,OQUO Kuuuo Q UnHo 0,000D MONI'I L'P FOR DAILY HEADS i1IAQ1 E0 AVERAGE DAILY HEAD ON 8,130 0 lij 4,109 1,512 W.64V Q 28-11 701) OF LAYRR -3 4 .320 0691 4.JQT 6,812 0341 10 ,11 ATt DEVIATION OF DAILY 0,796 0 144 n-4 71 0141 D.21R 1 -0 4'"" HFAI,') 011 TOP OF LAYER 1 01431 3 009 0,371 1 055 u3s? 2 3""1 AVEXAGE DA3LY HIAD Ut' 1'', 00b u 000 0,000 Lluou Kou) 0.00i TnP OF LATER F? u-cov 0 U00 0,U60 &oQQO D00Q Q.UD,I DIV. DEVIATION OF DAILY Zouo Q AuQ Q-us D C.01i 0.Dow 0 muC', HUD (M TUP OF LAYER b Koo& C 000 0 0v 00 UIDU D.ubn AVERAGE DArkY HEAD ON 0-00, 0 000 ZDQ0 0,000 0,000 0,00'', TOP uF LAYER II'I 0 000 0 coo 0 510 0,000 U-000 0 STD �rEVLAVIQN OF DATEY 0.000 0,onc 0-A00 0.noo 0,00 HEAD ON POP OF LAYEW S 0.000 1 000 0,000 0,nho KHOR 0'100 Yjl, J r D w i r h Sn 11 Page 845 of 4165 ANNUK Tof S VUP YEAR LNCHES CA, FEET PEHUEN''' PRECrPITATTON :100,102 100 Q'i R',01nFl, 1128 plu 1..0, EVAPOTRANSPIRA110N Ob,120 9121S,963 74"�i URAENAGE iNLIJCTED PREM LAYEP 2 5,6441 21211 .211 0,9'', PRRr 1JEAKAOF THR010H LAYEP 4 0,104591 '35.A70 013t AVQ HEAP 4N TOP OF LAYEP b0RH6 PERCUKEAKAGE TH41001 oAV2R 6 0-Aod GRI 319.640 0 1 AVn HHAA ON TOP OP LAYER 6 U-Anlj DRAINAGE VOLbECTED FROM !AYEF ULQ46 179 512 K-� , ?EHQ =AKAnE TITOUnH LAWEP Chowou? 599 AVG, READ ON TOP UP LAVEP KOU01 •1"J",N fl� QQ9H 35A j75 0,3, TTS OS WAER TART YEAR 2U5921 4,512 81' SUIL WATER AT VMD OF YEAP TOCU22 74"59, 10 150W WATEP AT JTART OF YU0 Kou�� N�00 0 SNOW WAIEP AT END nP YEAR 5,000 G.U60 0,00 ANNUAL WATUH RUDONT BALANCE, -AnDo a 05, 0 00 k k ..... ............ ........M... ".�.� . ry. ,"j*........... MONTHLY VOTAKS QN !NQHESj FOR YhAR JAMUL FEB/AUG MAR/SEP APR/00T MAN/NOV JMJ/DM( ' PREQ P I TAT i 01 1.10 0-A 7 4 84 3 09 2.01 3 .42 1 .24 6 91 n.01 K&J, RUM Tt" 0 U00 0,c to 0.005 Q,K2 n 000 0 v a 1 ,919 K021 D Doi 0 000 0 ,000 KOK, UVAPOTRANSPLRATT014 0,54 1 ,710 1 ,344 41261 1 ,72V 2.42-t 2 K 291 1 .061 1K 0- 375 n-AS L LATIPAL DRAINAGE COI&ECTEJ 0.7ohn 0-SKI U14590 0 4151 O-AI32 0.4202 FROM LAYER 2 n7H81 0,6195 0,4299 0 AJ74 0,2291 n, jbj,) PURCULATION/LNAKAUZ THROUGH 0-w! 31 O.U592 0 AUH 1 4 Qu& 0,0101 n,0077 LAYRF 4 9.014h 0.0101 0 0078 0 00no 0,1044 K05114 sub' 1110 D with Toil Cap Page 0I Page 846 of 4165 PERVOLATrON/LEAXAM THIRODA 0.0: 11 0 U002 0 00s 1 U AG82 0 0 L01 U-A V 7 7 LAYER �, v.sm nzwq 0,0179 0,006Q D 0044 0 OUV,,,; LATMRAL URAMAGE MLLECIRP 0 0133 0,0002 O&M vuuw: 0,qj;2 VROM LAYER U-A i 30 0-Al to 0.001, 0 006p 0-ACA4 0 U011 PER COLATIAm/hAAKAYE THIADUGH 0 AULD 0-AOOO 0 Apow 0 0 0 0 U 0-0000 D.0000 1AYER Ot 0,1101 0.0000 a MY VOW 0 Ah&) SUMMAPrEn MR DAILY MEAUS (INCHES) AVEPAM IJAMY HEAD ON RAM t .452 Y407 5536 MA 5,!V� TOP OF UANER � 9-100 7 211 s 239 318A M 1 00, SM 1�1 VIATION Op as py 0 161 V065 0.461 2 .S19 1) 151 0_491'1" HEAD ON vnp OP LAYER 3 1.619 0,691 0 489 YAM 0 AM AVERAGE DAM HEAP ON c a H 000 0,05n 0MA Q,000 Vmo�� TAP OF LAYEP /,, U,pqo n ODD V000 VA00 0=1 G.000 UF DAILY 0,005 A Goo n 0 0 0 0,00, Q'Anc 0 0% READ ON TOP OF CAMP 0 0-Quo 0 000 n too G-ARC c-Ano 0 Dcl� AVERAGE DAE, HEAP ON 0,000 0,100 1 coo MUD n om VOU0 TOP OF KAYEP H V000 Vocm 0 nuo 0=5 0,000 FTB DMATION On PAILY 0-A c U 0 1 ODO n-0 0 0 0-000 c noo U-0 0 HEAD CM TOP UP 1AYER P V000 DIOUD U43D L 000 ANNUAL TMAL& FOR YEAR INMES cu. FEET PERCENT PREWIPMAT10,4 887S3 ,508 100M, RUNUM" M81 6R27.652 1.f RVAPCONAM P LYATI 04 19 YOH 4 Q 1w.1 1 1 70 V7 DFAINAM COMMED YROM PAYEP 2 1 02TV 2319142 1 21 43 PETC-dLIVAKAGE THROUGH LAM 4 0 IG2 '41 AV9. HEAD QN TOP UP LA YEN 3 b 696A PEPC MEAKAGE THROUM TER 0 LOR84H 3 7 ;.137 q-A AVA HEAD ON T01 OV 1AM P 0_05M DRAINAUR POWLECTRU FRom LAYER 7 1, 100 31TA12 G_A„_ PERC MRAKAOF THROUGH LAYER 9 0 005301 6 009 ;VG—"EAD ON TOP OF LAYER CIMNGE IN WnTER 0TORAVE, 711J 718 SOTL WATER AT STAPT OF YEAR 200 022 147B51, 187 SOIL WATER AP ENP OP YEAP 204 .003 140,40 ,411 SHOW WATER AT START OF YEAR H,QUY 0.000 SNnw WATER AT HNU OF YEAR 0 00Q 0AGO Subtitle U With g"11 r1r, page- IF Page 847 of 4165 ANNUAK WATER BUDOET BAIANWF" 0AQQc D09 Q.00 .......... MUNTHLY TOTALO i2N jNCHES! FUR YEAR FEE/AUG MAP/SEP APRIUCT MA7/NO4` JUNNEC PkECQETATD;N 1 ,22 2 42 9 A, 4,91 CAR WAI: 5.46 KOD 5 so 1 ,44 SAD 2 .21 =%, 0 1 CCU 0,016 u non ),71j 0—A2 3 0 000 1 04b kmno 0 &79 0,016 D,165 EVAPDTRA SPA PIPATION b.60 Koyv 2,91A 0,436 OQ94 103;, 2-158 U coo 3-A A 8 omo k5yj 1 6K D 1105 0.2923 0, 3117 "A241 n.54H6 0.661 9 FR(W LAYE 0356 0,8331 n,7930 Q 7117 1 .1294 koy& k EF`'(:" )I 11 /L EA 0 0025 U,009S 0 no62 y,00w/ u,0113 n 0 j I LAYER zl 0 0175 UA141 0 0116 0 0124 0,0189 0,01y", PERVOTATION/LEAKAUE ITROH115 0.0015 .b D 9 4 O.KC62 0 0076 0 A 1 14 L 1," lAYER Q-0174 0 x 14 j o,nji6 0 OIZ4 K0188 0'CIR� LATERAL DRAINAGE COLKECTLU 0,0021 Kowbq 0.0062 U.0970 0 OL14 0.010, PROM LAYER 7 1.0171 0.3144 0,0136 0.0124 O.All j,0jsL PERWQUATIwN/ABAFAQR THUODqU oluuou oluvoo oluouo 0 00DO 0.0000 C uluu LAYER 9 0,0000 n,onoo 0,ADDU 0.0000 0-Anon 0,0000 MONTHLY S45MAPIES FOP 17.ALLY HEAIA KNCNEG� AVINI,j,m G,,, HEAD ON L 41P A,p7l 1,961 9 IHQ 7 M58 7 TOP nF LAYER l 11 349 k0j 9AIG 8,174 13,441 12.lq'7 NTU, DROATION OF DAIL? 0,284 1.271 Q. QA 2-ZS3 0.534 QAHi ; HEAD UN TOP OF LAYER 2.625 0.940 D, j4h C-805 3028 1 .04'/ AVERAGE DAILY HIAD ON VCOD c.000 u,c n o K010 0 0 q n 0-A D�e TOp np LAYER n Don c,000 D 0 0 0 n 0on 0 000 QCUO STD. DEVEATION OF DAILY D000 0A0j 0,000 U.000 0,000 0.000 HEAD ON TOP OF LAYER A 1-000 0,000 D 000 0.0ou n coo 010111) AVERAqE DAILY HEAD ON 0-000 K000 COCO 0,000 D,nHu D'00s 10P OF LAYER R, 0000 U,000 U-005 Kooc 0,000 U. DEVEATION OF DAILY D'suo 0 005 0 000 0.0no Q Quo 0001) HKAD ON TUP OF LATER F 0'000 u.0 0 0 0-ADO u Ano 0.0 0 n 5-0 0 TOTAI F`AR TNCHES CU FEET PFRQRN7' AUK ILK D with Sol! I a, to Page 848 of 4165 PREC:PITATION 34114Y,010 ;00 00 AM0 F F 10RA F`,'J�A P YRAS I 1,D 20.504 92b7ym 54 -A C) DRAINAGE COLLECTED FROM LAYRP 2 R-0441 3002 181 20 H P8RC.QEAY/``nW THWA&H LAYER 4 0 239113 06 AVA.-�HAD ON !UP OF LAYER '� 7,010 PERU./LEAKAGE THROUGH LAYEP A 0.131106 Kub'682 AVU, HRAn OM TJ;P OP LAYER 6 0 (I001 DRAINA% CQLLF�THD FROM LAYER 7 knAA 505.01 PERMUEArAGE IHRUS;H LAYRF 9 0 90DOq1 0 ou 0 0) AVG, HR:AT W ON 70P uV LAYER 8 0000� CHANGE !N WATER STOPAGE 2-014 20649012 1.41 SnIL WATEP AT START Of YEAR 05400 740717.437, 501h WATER AT IND OP TRAP 200.996 101111 20, SNOW WATEP AC STANT Or VEX, 0 0 0 F'11 0 000 c-A U 2NOW WATER A7 END OF YEA[-' DAXI C -00C 0,00 ANUNAn WATEH BUDIET BAIANCL 0,0000 0,048 ZOO ................ MONTHIN TOTALS (IN TOICHES! FOR YEAR tO 1AN/3% FEE/AUG MAR/SEP APR/OTT MAY/NOV JT real/DRC' PRECIPITATION 9 IAI 201 1 .22 7,6e 5 24 0,5E 3,49 5.49 ;,vq 0 41 1 '& RKNOPF G,0 0 0 0.006 O'DOH 0.00Q 1 ,931 0 AD 0-000 0,094 OAR6 I DQQ 0,00n 0,008 1 CAP OTRANSPIRATION 1 -A37 DAG? 3 810 1 .931 v 701 1 .404 p n6v 1.6my 1 912 L.2q9 1 501 1 .bv� GATRRAL DRAIN= CQLLECTED 0 1160 0,510 0.4281 O1KS2 DA601 O.H%-'' FROM LAYER 0,6216 QA432 DX766 00RA v OR07 0,6129 PEPCOLATInN&SAXAnE InRUU'1d 0 0140 0,0094 0,0078 0 XG47 0 0 2 00 0 O:U, ?AYER 4 DALIQ 0-AO81 00117 041 ;5 0.001 0,01Lj PEPCOLATTON/LEARAGE THPOUnH OA14D O.H094 0 ,0075 0.1067 0 Dogs Q,0J4'j LAYWR (S G-Allu U.0061 D.0117 0.0104 0,0103 G-0310 LATERAL DRAINAGE %I&ECTHD 0.0141 U 0595 UAN78 ".0007 0,009H (,014'� FROM LAYE 7 0-010 0 0081 0A117 0,0131 NA103 0,0109 PEWCULATION/LVAKAOM THknuSH 0 GOOD C&Q00 O.Ouou n0000 0 ODOO &U00) LAYER 9 1 0003 0 0020 nmoop OADOD 0,0000 0'000� yubt !tie D with Sail onp loge I Page 849 c9 4165 MONTHLY NUMMARIES FOR DATLY HEAD5 ( !NCKES) AVERACL DAQY HEAD nN 9 6 q0y 1 out I —A94 0—40 10 006 1`()P lrF 4 228 8.132 1.062 7 A08 7,30a STV. nRVIATION or DATCY K@9G K&U, $01 0.291 3 No 1 READ ON TOP HY LAYEP 3 U jQH n-A03 I _K9 Q'blA 0.0D ?.a/- AVFRAnN HATLY HEAD ON Q1000 0.0ou d 100 K000 U.004 n TOP OF LAYKY o, A.000 N000 0 Dow AI OHO 0 000 ON% TTv. DEVIATIDN OF DAInY 0.000 0,00`0 01000 DX0Q 0,000 G�cwf� HEAD ON TM p np LAVER 0400 Kcso 0000 K000 O-ADD n,qMj AVERAGE VAIIN HEAD rN 9'000 0 000 n Acu 0 0 0 0 o 5 0 n U HKo TOP OR LAYEP e U X00 0 000 0 NUN n'010 0 PAO 0'001", AID DEVIATION OR nArLY KOHO Q_A00 0.000 6005 0-10C HEAD ON TOP OR LAYER It Zloo 0.000 kjow p OU0 005 0,0n�) I A 4 A....... .....Nth. ANNUkK TOTALS FOR VEAP lu 7RCHEs CU. FEET PRPCENi PRECIPITATION 1060.900 NON'', EUN017i." P L I cl 22=q 8080.562 64 92 nRArNA= COLLECTED FROM LAYER 2 7_207 2QZ!.G4B 2 2-A PEK-dLEAKAGE THROUGH AYEP d 0. 07VOW 103-55S AVG, HEAD ON TOP OF LAYFR 3 7.2LD'?, ER L EA 44t s 098 0.4 AVG. HEAD ON TOP nP LAYER 6 5 OD01 bRAINAUE COLLECTKD FPPM 1A7ER 7 ki2lj 463.553 PEkQ./LHAKAUb THROUGH hAYER 0 ZOUU000 0-102 AVG. READ ON TOP OF KAYAR 0-Non CHANTE IN WATER AT%An C346 1216.841 SOIL WATER AT START OF YEAR 206.99A 1% 397.29,� 1OT1, WATER AT ENO OF YEAP, 207, 441 152604,12'", SNOW WATER AT START OF YEAP' UN ) Q,Ljv SNUW WATER AT END nF WFK Kuul) 0,(!'('K' ANNUAL WATER BUUCET BAIANwE -0,00S 0.0ff A A I ...... .....4.N "..M 0 A N I.. *.. a.a �............ subtql le D with SOIL (0o' Page 850 of 4165 AVERAGE MONTHLY VALUES IN :[r',11ES FOR YEARj 1 THROUGH 1,?J JANNUL I'3;f/AUG MAP/SEP APRMW M (,?„G'v' T'I'N/1'.b! PRECIPITATION z �'�i CFs, lC:5f!fig 7? ;1 2.7s RUNOFF �° C.0 S4 0,164 160 K VW 0,056 01001 ITO DEVIATIONS I1 .ST7S t)ky fJ 014 .1. Ril U.5a2 0.466 0.00 11, 0 iI4d4 01 2B 0.237 0 124 0,u0 VO Y'I'VA ,i! N I PA"T I 'are!` r 0 d ;1 1 WD 60: G .9 34'; {,f""> 0,501.1 Ii,G's°Y f'F !, 1;'P LlirnW POrLEWTEU FfW V LAYEP Tn r r ' STD DEVIATTOW t,.2196 f;i 1 6 43J 1750 0,2430 0 J625 0 ju2r; 03100 7 34{y 0 2311 ;:I. 4,4 0, 3061 , ..: P,11 !; I J DEVIATIONS$?T1;, 1, Col"; it 0027 0,0020 0,0"I4J, 0,305 k'F'E OLATI JT7, S,I ,el'•AGi. THROjGH LAYER 6 DEVIATIONS EUaATIONS 0.00I6 f! 7;id:7 0.002+:' i;J, lii]". 0 005q s;ub;r n.o w,1. 0.0530 003B 0.0L4.7 rr }, n—AC63 LATERAL L, !71 ACPI/;3E C rLLE V l ,7 FROM LAYER "U..C11,'ii!I !_d:)!J "J 0 0094 0.0074 0 0081. Il 09 1.(709(1 ITO DEVIATIONS i.ONS 0 (:9(.4 G :G r)27 0.0102s 0,i 04 L 0,0055 G,r O J. i d7C:t[r ,L Y:':.C.s PIMf.A.�K W 111'.F nu+,H 'G/T EP '1i 1 dl,A 7, �.:Uri7r 0 fl 1J(.) (, il,lo 0. � ti 1;'3 D 11'iVI 1_"ONA 00iuou 77 GOW 0.0000 (1.C(ioo vocn H (;iP,iOO 0.5000 .Huyu 0 0000 0.0000 AVERAGES OF MONITIN AVERAWD DAILY HEADS QNCHES� SubLine D wi t ti "1.1 cap , g 3 Page 851 of 4165 DAILY AVERAGE HEAD ON TuP OF LAFER AVERhAES 4 , 3165 3 067 1.8540 5,4560 6 4416 6, 1122 6,1415 A R121 4 7109 ,, ,7j7? 0'6R43 5-5021 STU DEVIATIONS A 17?v 2.A241 1484H A 0670 4.!!nA A 440� a bijo A hk4q 2.7220 1,140y 1 )74r 4-Aysq DAILY AVERANM HEAD ON TOP 00 hAYER AVERAGES 0300 0.0uuj 0,15M 6-0001 0 0 1 MOD01 0-0001 0 AOD! 0-MOO 1 5 000'� STU, URVIATIUNS H,nnou 0'0000 0 0000 1.0110 0-WQQ 1 u X003 0,0001 U-0000 00105 O'nool 0 0001 01000'. DA;LY AVERAGE HKAD ON I p Of LAYER 8 AVEJ?AUV',' u Houi0-0001 0,01C1. 01 G'0001 0 QD01 U.000: Zoyol 0.uoni V0,500 Q-Aonl 2%. DEVIATInNK O.Qu! Alucoo 0.00ou 0.40GI U-0001 0 D0011 0-Acil n'5001 0.0oul 0'poul 0 0011 0 000, AVERAGE ANNUAL TOTALS JNTM DFVTATIONS, POk YEARA 1 THROUnH 10 "NQHEv CO. FEET PER CENf' PREQLPITAI 101 b 5 1 !09QSQ 1 c 90 RWKI F -151 t -�2 95: 1730.66 1 ,40 EVAPOTRANSPIRNMON 20,115 1, 30w; 8040344 7n,qq',,' LAVERAL DRAINAGE COLEECTED 5, 12012 A-A?29zi 04Z,355 jQ-2200,11 PROM IA7EN PERCOLATEMLEAKAGE T4,IROM0 0,09551 0 03892) 346,610 0.3271C7 LAVER 4 AVERAGE HKAM ON TOP 5. iI3 2,217) OF WAYEk i PERCOLMEON/LEARN&K THRnUGA u,09510 0,03890 340659 v 10 LAYEP 6 AVERAGE HE AU ON TOP 0.000 0.0001 OF 1AVER 6 LATERAL DRAINAGE COLLECTRA D-A9541 &6181E) 146-AI4 0. 2271:I FROM LAYER 7 PERCOLATION/LEAKAGE THRUBIH 0 00000 0.Q U 0 0 G 0 009 LAYER F AVEPAGE HEAD ON Dif, it Ono 010= OF LAVER CHANGk IN WATER LTORACE U,20" 1 , 02% Subtitlo D with Fail cap Pole, Z' Page 852 of 4165 PEAK DAILY VALUE1 FOR YEARN I THPGUGH QNPHES! !CU. ITT PH EU 17 T TAT 101,,' 19 WHAINAKE rnkLECTED FRwM KAYEP 2 0049pw WERVOLATION/LSARA"E VHPUiJUH LAYEP 1 =097 AVERAnE HEAN ON TOP OF LAYEP i MAXIM1W HRAID ON TUP OF LAYER A LrOATION UP MAXIM[M HEAD IN LAYER (PTSTANCE FP OM PRAIMY 10.4 FRE'V PEPCULATION/IYAKAO! 000004 LAYER 6 a 000/04 2 9801 AVERAGE HEAU ON TD? OF LAYRA 5 W=Y URAINAGE r(TIACTED FPCM LAYEk 0 GOD79 2,61322 THRUUUH (AY ER 0 0-GunkIck 0-noo0j, AVERAGE HEAo nN 10P OF LAfER 8 0.01) MAXIMUM HEAD ON TOP OF LAYER H 500� LOWATIGN BF MAXTMUM HRAb IN LAYEk DISTA= PPOM DRAIC 04 FEE`'' SNOW WATb 1 00 310 143,� MAATMUM VEG, SOIL WATER (=/V%) 0,1590 MINEMUM VEN. 301L WATER Q%/VOL .005,,., hwadx ary OOWW"J using MOZYOO'c equarions. Maximum SaLuraled DepTh ovel Landr Q[ Linu,,, bY Bvvc' M, MvEnvcu, rJ"rVeErity of Kansas A=10 journal of Environmpnval Enipinearinrj 119, Nc , Malch 1193, pp 262 270, FINAk WATER STOPAGE AT END OF YEAR iAYEA 6 8 84 0. 1204 0.1700 0,8500 u,0000 U,000''.) 4 0,5500 0A750 5 17U.20UI U-A 9 n('J 9 4840 0-A A?0 wyn22 0,0110 8 00000 0,UUU0 y 10.24 H 0 pubtirle D With soil ci,,p Page Vt Page 853 of 4165 Page 854 of 4165 , t t*n M s.m m.k I e J am b 4 I A*I I I.............. ............ HYDROLOGIC EVA EMI ATFON OF LANDFILL PERFURMANrE HELP MODEL VERSION 1.07 it NnVEMRRR 1997j DEVELOPED DY ENV IRONMRNTAL I: A„ USAE WATERWAYS EXPKRIMENT STAT101:1 VOR UIRIT RISK REDAPTrON ENGINEERING LARCQQATUP� PRECIPITATION DATA FTLE: U;QHEL1 DALLAG.4 TEMPERATURE DATA FILE; U:QhEhP?w\DALLAS.D7 POLAR RADIATIUN DAIA FLLE: Q\zhELP3w\DAQAS.m1 '11 EVAPOTPANNUIRATTnN DATA, CoWbLP30DALLAS Dij SnIL AND DENIair DATA FILEi QIWELP30CT VAL00" OUTPUT DATA FL LE; FT.&J", TIME: 1104 DAT0 H/ 6/2013 TITLEg Closure Turf Equivalency Dallas Texas NOT0 =TIAL M00TURE ITENT OV THE LAYETS AND ENOW WATER WE0,'� COMPUTED AS NEARLY STEADY-STATE VALUES RY THY. PROCkAM �AYER TVPE 1 VERTICAL PERCOLATION LAYUP MATERIAL TXXTURR NUMBER TH I QTRQ-; QZ0 LNQHE�7' PURDSTT'L G,4LIV VOL/VU�, PIELD CAPAPITY 0,0450 VuldVOL WJLTLNQ VOTNT 0-0180 VOL001. INITIAL R= WATER CONTENT 0.017? VOL/VOL, EPPECTIVE NAT HVD, COND. U,990999978000EQ2 CMIS0.' LAYER 2 TVPF 2 , LATERAL DRATNACE 7AYEP MATERIAL TEXTURE NUMSEP THIGRNE0� U 20 INCHM.-I 1:7), D'H5GO VIT/Voll FIRED CAPACITY 0,01,00 Vol,/"'(DI, WILTINU POfN'[ 0.0000 VOL/Vol, INITIAL SOIL WATER CONTENT 0.00vz VOL/VaL EFFErTIVE SAT. HYD. POND 12 CM/Sb� mnpF V,00 PERCENT ETAINARR LENUMI 100-0 F E ET Page 855 of 4165 LAYER TYPE I FLEXIBLE MEMBRANE !rNER THICKNRK; 0 PUMSIT''Y 0 coon onL/vol, FIELD CAPAKTY 0,0500 VOLIVK, WILTING Pomp (I "luc'j ENTTIAL SOIL WAITP CONTENT 0.0000 vnh/vo�' wFumm SAT HYD. COND, n,199999996000H.12 rmloq- PMK PINIBLE DENSITY koc HOVES/ACRE FML SNSTAILATION DEFECTR 1 'no HOLEVACKE FMV PnAWEMENT QUALrTY 3 00D LAYER I TYPE 3 BARRIER SOIL LINSH MAVERTAn TEXTUPP NUMBEP K, TV FrKNFS,� 1805 1 N CH b", PORn A T I Y' D.471n Vp h/VA, FIRIP CAPACITY A0H VOL/VOL, 7.4", -�650 win/voo" ENITIAL SOIL WATEP fUNTENT KA750 Ajoh/V01, EFFECTiVE mr, Hyo � n%- 0100005AD"040004 CMIS0 LAYER TIPE 1 VERTICAL PERCOLATICW LAVVP, MATERTAL TEXTURE NUMBER is TH10KNEAS 600 ou TM E PDROSTTY 0,6715 VOL/V0, KPLO CAPACITY Kim vupvu�' WIETINM POTNT 1.0770 VOL/vui, 1NITIAL SOIL WATER UUNTENT 0,2920 VQQVD�, EVVEUTLVE SAT fIYo COND, 0 LUOU0000MOU010 00 WM/SEC TAYPR 6 TYPE 2 LATE PAL IaAINAGII LAYEP NATERIAL TEXTURE NUMBER THACWHES,j 12,GC 1 N 7 H E POR05FTY 0 4570 VOW% KELL "APACITY n USID VOL/V05 WFLTTNQ POFN'--', 0.0330 VoLivy, !UYT1AL Sn!L WAYEP CUNTIMT 0-A830 VO1 /V0, EFFECTIVE ;,AT HYD, CuND. cm/su' JANER TIPE 2 - LATERAL DRAZAG& LAY&t MATERIAL TEXTURE NI.NBER 0 T H 1 C KN F 0.2u I NCH E POROSITY 0mou vowvn-�'' FIELM CAPACrl� 0 A100 VUL/vull Page 856 of 4165 WILTrNq POINT 1 5,5050 vQL)vQ, TNITEAL SOQ WATER CONTENT EPPErTIVE 3AT."YN c0wD--- rm/AE� SL(% 2QU PERCENT DRAINAGE LENGTH Ku's FETT Ayhy la TYFE 4 - FLEX!HLE MEMBRANE L19EP MATERIA! TEXTNkE NUMBER v, IT TcKNE0,111 n H J�,� If,I("I i I(,"'In', PDROSKY 1't.000i VOL&Q, KELC CAPACITY 1 ,1000 VMS& WILTKO PO=, 0.0505 VGL&G�,, rNITFAL SOIK WATER %NTEN7 D GQQQ VOL/Vol'' EFFECTIVE SAT, PYK COND OWL PINHOKE DENSTTI HOLEMAIRE FML 1NATA1,1;,,,ATION DEF Nub 7S I on HOLESQ�RF F M t PLAqEMEMT QUALETY 000D GRHIkAL DESION AND EVAPOPATIVE ZONE XlA MMVF MUMPEk WAY USER OPECIFIEK AT kuXTF CURVE NM42s" 9 5,0 f) FKAXYGN IP AREA AVIDKING RUMORF 100-A PERCENT AREA PRO"NOTED OU HnRIZONTAL PEANE 1 .095 Acp. 3 EVAPOPATIVE IONE DEPTH 0 1 TNCHE�S iNfTEAK WATEP IN EVAPU PAT IVE ZONE 0.010 TN?H '„ HPPER LIMIT OF EVAP(RATIVE STORAGE 0-A2n 1 N"H 0Y LCIER wmv no 6VAP000kTIVE STORAOR 0.011 INN .,.a INIT!AL SnOW WATETE 5-AOO i NCHh-,' 1NITIAK WATER TH LAYER MATERIALS K4 760 TNQEl/' TOTAL ENKIAL WAThR L81 AK IKHES TnTAL HUPOURPACE rNFLOW 0-40 INSKES/YEACi EVAPUTRANSPIkAT_ON AND KEATHER DATiAl NOTE7 RVAPOTPANSP0ATION IDA7A WAS QRTATNED PPQPl 0 A L...,..A.,, T S X A STATtON KATITUDE WEAREES MAXFMHM LEAP AREA wDRx 4 On SIART OF GkOWINO 9RASON 12ULIAN DAT& 6} ENA OF SEASON fOULIAN DATE; 12 1,� EVAPORATEVF ZONE DEPT%H Q,F KMH0� AVERAGh ANNUAL WIND SPEED IC-80 MRH AVERAOE IST HAPKI 10LATIVE 4UM101TY m ,nn AVERAGE 2U0 OUARTER OQATlVE OUMIOITY 68 On AVEPAUE Qn UUAWTER PILATiVE U=01TY G 1 20 AVERAGE! STH QJARTEP REOATIVE KWrDITY 66,00 NOTE, PPRUIPITATIAN DATA WAS SYNTHiT,CA KLY GENERATEn USIN(-`; COEFFICIENTS FOR 0 A h 5 A TEX0�� MEdktj MCq,[q,:{Ly PRECIPITATION QNCHE0 JANIJUL F=AUG MAR/SEP APR/= MAY/Nov JWDEA, Conn hm NwkAm"', loge Page 857 of 4165 RAO ! 16 j 1°� 2.17 1 16 1 6'„ NOTE; TEMPERATURR UAIS WAE GYNTHETTCALLY GENEKAYEU UYIN(,� COEPPICIENTS FOR DALLAI-3, EX art NQ711)`L ME1111 MOKTHhY TRmPERATIMB DEGREES PAMRENHETT� JAN/JUL VER/AUO MAR/SEP APR/UCT NAYINOV JUNM0- 44 ou 4B-50 82 0�� 81,52 7H m 57 9n 47 hQ HJU,107EON [ATA WAS SYNTHETICALLY GEN ERA TEU NWTI',' COEFFICIENTS FQk DALLk� IEXQ,� AND STAVFnN LATITIME . 3201 bHQRFy,.; MONTHLI TOTAK (IN INCInkyj F YEAP MAPKEP APR/aCT OWN% ANIFYC' PREC!PITATIUN 6 L.21 0,77 0.1b 1 86 0,Rd, RUNOFF., OA44 unh 0,040 0 004 6 110 u 251 U.015 1 U97 0,316 01010 0,111 KVAPUTkANSv1RAT[QN 0-128 G,659 0-02, 0.206 1.160 0,70 0130, 2.Al2 KART Kin U.606 koin LATERAL DRAINAGE rJOLECTEM 0-0710 uAwy, 9 0901 0.0911 0 .0911 0,Dj7'7 KBOM LAYEH 1 00100 DAVA 0.0243 0.0n)2 0.039i 0 &2'; VEPCOLATIGN/LEAK ,E THP JIG TI ? 0065 c u0n2 0 cool 0 UQ02 0.00&,� 'AYER 4 Kvouy 0,00uj 0.000i 0.10n2 0 0001 Q.)UV4 LATERAL DRAINAGE Wrim LECTED 0-A000 0 u a 0 1 Z000w D 0DILD 0,0100 0 0 U U PROM LAVER 17 D ODDS 9mon D10505 0Ajou 0 DOOM O-OQ03 YEVWUhATION/LEAKAGE THRaUGH 2,0001 O-ail 05 U.0002 O .A901 0000? 0 1001j LAVER 1� 0001 0 0001 n 1001 0 00Q1 0 nM"WY SMW"IES PUP VAILY MIAUS ITN04Ey AVERAGE DAIL7 HEAP �,N 128 04?7 CAK u-0 3 2 TOP OF LAYER � 19O 0AGS 0-32'1 STD. ORVIATrON oy [OlLy q.221 0,100 OAK U.050 KID& 0.107 HUO CM 10F OF 0AYER I u A07 0-A Q4 U. 12b U,164 0-109 0311 AVERAGE DAIKY HEAD I,iJtd1 0,Uou 0 000 I'= 0-A 0 0 0 000 n-0 0 (11"mcTuN Page 858 of 4165 TOP OF LAYER 8 0.00n 0 coo n,AKC 0 ODA A 000 0 000 qTv EVIATIUN QF DAUY & Vol Q 000 O,QUQ C,'fl D 0 0 c 0 0 n uQ0 Q-00, .......... ........ ...... ANNUAn TOTAK POP YEAV INCHES Cu—"EET PEHCENI-11, PREC 1 P I TAT!QN, 00 0 j 7 KQ21 cc,4 1 RUNQU, 41207 1517B 850 21 NVAPATWITSPi PAT T0,',J 911 AS05.5hr Q 9 0E DRALNAVE COLIEUTED FROM 5AYEP 2 v2sh Qvi'm /s S. '' PLP�./LEAV= THponjj LAYER 4 0-002100 � Ahb 0,0� ANn. IWAU ON TOP OF tAYER 0.1 A 9,�� DRAINANP TrNisn'TEV FRCM LAYHR 7 Q ACQ s 1096 PEPWdLEAVIGE THRnUnR LAYER 8 H03HQ7 0160 AVG—"EAD ON Top UV LAYEP 8 UHANIE EN WATEk lTuuw: n 00 501h WA TIF AT A . QF YEAP 194 ,161 6 /0661ARV SnrL WATER AT EN( YEAR 184 40 6106H, Isn ..NO WATBP Ar STAp q q F YEA', U.004 ") 000 SNOW WATEP AT EUU OP YPQ,, ru 0"" I mou 0r ANNUAL WATEP BUDGIT 045ANCE MONTHLY TnTALS KN rMCHET POk YEAR JA7d/,3131! PEE,,/Pjy�': 1,IAP/WEF ppp/oUl I AY/NOV INNIUE;�' PRECIPITATION u-4 1 L 38 5 -84 3.1s 01 2 24 6 A 2 4, AH 1, 34 kci 1 .14 1 -A� RUNOPP'' 0 019 1 043 1102 1 -662 1 . 14, 0065 1 119 2,081 nAU DAGI 0.90 EVAPUTKAnSPINATln�,J 0, 115 hois 2-AS8 LAVI 1 ,62C 1.204 0-608 3-03 1 0-846 1 .4 n 1 0,701 0 717 Chow ROT"" Page 859 of 4165 LJV1',RRA1, '�;.Ob62 C 1914 0.2005 Q, LA76 0 A724 ),03J8 FROM 1AYEP o.o2ov 9 n i A 7 o oin 0 1201 0.as 30 0.0 72 Q PERVOLATICN/LEAKAOE T400UOH Z00% 0,0054 ?An04 U,0001 0,3002 0,000� LAYER 4 Q.00GL 0.00n7 0 nuil 0-BOU3 hATAPAW DRAINAGE mUMITI, 0 1105 n 0001 0.001 0 onum n-0000 0 00n, PROM hAyEk 7 CA CH OAGOK o o5on 0.1010 PERPULATION/LEAKAGI THQUUQH 0 .0002 0ABUT 1 0003 C.0002 0 0001 5-voul LAYER ii 5 1000 1,0001 O.A00" 0 0= 0.0002 RATHLY SkWNMRJKS FOR DArLY HEAES KHATS,, AVRPAGE ETILY HER[; 3 0,296 0-275 D'voy 0 ADH G1011 Tnp OF LAYER , C.G41 Q,Qvc n,o4i 0-11H 0 oil 0.176, STD C EVTATION OF UAIL? 0,264 0,279 0,280 Q.240 0-18Q 01151'_� P7AX) ON TOP Do LAYER A 51145 01125 0 121 0,119 Kisq 0_17i AVEYAGE DAILY HEAD ON 0.0ou 0-0nu 00DO OAK 0050 Q-00'', TOP OF LAYER 0,000 0 Auu 0 A30 C,cuo Q-A 0 0 0 C M." KTU. DEVIATmN up LATLI b-cc? 0-Avu 0,000 0 009 Kuoo 0 QU0 ON TO," 1',AYEP A n nno 0 Q00 U Awn 0.000 7.U00 U UP0, ANNUAL TOTALS F01 YEAR INCHES CU, PEET IQ 40 Vb.703 JX0 RHNOFF 14.500 5260.640 0 7 Ar EVAPUTRANAPIRATT01 2 45 94204,781 41,03 DRAINAK UOW1 RCT15 rAN LAIC4 2 K0391 1771 ,514 3,41 PERQ /LRAKN0 THWIN11 LAYER 4 002130 R_A%q UAI AM! HEAD ON I 01 LAYRR DPAINAGE COLUECTED FROM [AYRR 7 OAD03 1.154 0,00 PERr.1VEAXAaH 7UPOMH LAYER S 0.902mi2 7,100 0,01 AVG. HEAu nm POP OP LAYER R BAKU0, CMIXIMS IN WMAK KVWa,E snLL WATER AT START 1W YEAR iH4 062 6706Hh 18­7 SUEL WATER AT ENN OF TEA, 264.VK 670685,18'7 SNOW WATER AT START OF YEAR 0-At1Ci 0 011 K00 SMA WATER AT EMb UF YEAR 0_0&) 0=0 CWON Nm KwAnw," Papa 6 Page 860 of 4165 ANNTAL WATEP BUEUET BAKANQ (S�,,0 C" i� .......... ......­� A w I., .n &5. ". F .,*.µ.wkkM~m it 1rku�. p..k iM MONTHLY TOTALS ; IN INCHHS, FOP YEAP JAN/JUL FFR/A"a MARKEY APR WT MAYBOV JUN/DE(' PRECIPITATION u.77 1 45 SAR 2 18 2,11 j 38 2 70 2'65 K in 0,hy 0-4 R Am FF1 G iss 0,000 1 70 1 V94 Cl,662 2 u 718 0-A2A 1 -46, D AV I u A91 0 001.; IVAPOTRANKPFRATInN 0,095 0 201 1' 119 C-902 A -A 74 1 -a I i 1 596 2. 170 11146 0.14 " I 46d 0-1 K.11 LATEPAL WA11MUD: C 0.00913 0 06 77 " 2090 0.0615 0-A b 9 u 0 A659 FROM LAW 2 0 0224 G.W2 0,0119 o,ocoj 0,A4qs UAW) PSNCULATTOWINAKAUF THPDUGH j DOW 0.0002 0,0004 0,G101 v VyI2 &,Qq0,,j WWR 4 0 A010 0-0001 0,000 1 0 0 0 0 P A 69cs a Boy LAWAK DRAINAGE COLLECTED 0 0 0 H 0 0 0000 n A03 1 0 U500 c Yono 0 A 0 0 F. WRIP 7 0.Ono& 0 AGO, 0 0006 Q-0050 0 0000 0 0 0 0 0 PERC0LhTr0NQEAKAMk 15=011 4,0001 0 1]001 0 000 1 w-4001 0 pool Q u0A LAY HP 0 v 0 0 0 OIDD13 D 0001 0=00 D 0101 C QQQ1 MONTHLY SUMMAPIES FOR DAILY HEADS (INCHESf AVERAGE DAILY HEAD ON OyRD QA64 DAYS, n POZ c 107 0.095 TIT OR LAYEV 0 015 0-�40 0,051 0-ODA o j nq u.0 1" 01W ITZAVI(h Of WIN 0 199 UAR4 0 189 0-A 059 0 166 012uz HFAD ON TOP OF WAYEIR A 0 110 0,097 n 155 0 027 0 LEE OAKj AVERAGE DA25Y HFAI 0,lob OZOC OW0 000c o onb 0,000 Imp OF TAVOR 0,10, Q-Ano a,000 0-COG 0-A 00 0 D 0"D STU, UEVEATTON OF DAILY 0 000 0000 0-000 0moo 0 00C 0 001,111 HBM W 'MP OF WMR 8 0 noo 0.0on 0 000 Q10Q5 0 coo 0,000 kd^k k a A.... ....m.y*x..*a...,k. ,w ............ ANNUAL TOTALS W YEAR WDEE uu—FEET PERCENT PREC L P!FATIQ 1 64 RUNOFF" 4039 19709-9!A RVAP0TRANSPQAT!Q1 11 .74 42HUI 922 WHE HPANNAGE [OLLEC"P.,E'D FRC,M LA x F, 0 A618 2124 IAH 2,W" PERWLEANAGE THROWH LAYER 4 omlfol 5-824 O-Al uwWw nOT"nAw", Page 861 of 4165 AW3. HILIN) ON TOP UU LAYER 2 b.0 9 0", DININAOR COMACIlU FMM j.yYR 7 —KlrJ 5.76V PERO,/LEAKAGE THROUGH LAVEH 8 00uhAws S,U5� a G. HEAU UN TOP OV UAYEP GAww CHAN09 IN WATER OTURAMt U,24H S011 WATHN AT ZTART DF VXAF L14. 102 MOLL WATER AT END OF YEAR SNAC2 6 115 1 bNOW WATER AT 9TAkT 0! V2AF 0,00, 01you RNOW WATER AT END OF YEAR 0,0cl, uAllu AANIML WATER BUDnET SAIANnNY, COO! MONTHIN TnTALS TN ENCHHQ POP LEAR JANQUI FED/AUG MAP/;Er APYOUT MAKNOV J7 N007 PH EC 1 P 1TAT TQN, 2 60 1 9 Q 0 02 1 -5 0 7q 1'25 5-07 0-11 7 .42 1 A R LI'N(-',PIT 1590 & 046 0, 224 6AL3 2-112 0-A 1 D ORD u 104 7.24p Coon 0.81i I -AAH EVAPOTRANSP I RAT FON 1 ,072 1 81Q 0 RH3 2 -027 2. 047 1 .44 j 0 vou 1 ,441 2.327 0 41R 0 431 0 61'.-, LATERAL DRALNAGE UOLVECTED ""37 0, 19AS D Q990 0 1628 UA660 6 ojq,,� PROM LAVER 2 C00CA D,092" 0,092! 0,=l 0 34n7 n OWQ , PEPCOLATION/LPAWAGE THROUGH 0.0003 U,0004 own; mm Q,0002 0,0001 J=h Z, 0.0000 O-ADDO 1.VU12 0.003C 0.0um U,ion,,, FATERAL DRATNACE GOLL1271'ED CAGOC D&OUL 0,0000 MY= 00000 0.00m,'', FKV LATER 7 o,uonc 0 wooQ 0,0010 yogoo 0,00,, 0,001C PERCUTATEIN/bRAKA6V THROTAH 0-0001 0.0001 A Donn vml vml 0,00K, LAYER R V-Asoo ownG 0.0002 0,0000 0,0001 O,uuo: MONVHLY SITIMARIES POP DAIIN HVADS KNaHER AVERAGE DATLY BEAD ON 0,246 0-104 n, jq; 0,20 0.100 c c4l"ll ak MR UP LQMP 3 0-107 0,015 AAAS 0,njj 0.267 u STIA. DEVIATRN OF DAILY 0 238 0'211 u-191 0-A 6 y 0 177 0, HEAD ON TOP OF !AYER A 0,029 0.047 0-ac; N-A21 0,20 AVERAnk DALLY HEAD ON c uuo 5,005 n000 0.000 0-A00 0=0 TOP OP LAYER P O-AQO Knob 0 ouo D ODO vQ05 UAOC� AFD ObVIATLON OF UALLy Q.uvw WAOU 0,000 0 000 v An? 0 noQ HEAD ON TOP OF !AYER P 6 pit 0000 u ono 0.000 CA00 G 000 I lu,mv hid Page 862 of 4165 .......... ....... i k ABNWAi TQTALP FOR YEAR luchus VU FEET PERCENT A M I P!TAT LON K JM2 1906319 10 0 mm F P, 2016 59967.07H 5n-11, EVAPOTRANSPIRATION K.525 scwsy. ilb 17,01 DNATNAIE CULLEPTED FROM LAYER 2 2 ,00A4 ?CEO Q61 K-A'� PERWLEAKA0E TRRQUOH LAYER 4 D02315 0,171 H-A! AVG, IMAU ON TOP nF L7 7EP "o, 14 114, DRAINAGE PULLFGTED PROM LAYVR 7 0,0000 i'llb 0-011"� PRRC./KFAKAuR THPUU0H UAYEP S 0.64LOAR 7 ?02 PHANQU lU WAPIP STOPAnR -0 no SUIV MATEk AT STAR7 nF YRAR 380,001 EyKKv A. Sr, IK WATEP AV ENO Up YEAP, 184 42 ""CARE 1R7 SNOW WATER AT START UP YE AP 0,00'') n1poo C ,ou' SNOW WATRR Al END OF YEAk i, 0H G ANNUAL WATER BUD T 8ALANCE 0000 5 k 0 k k MUNTHKY TOTALS HN SHOHERi VCR YEAR WANAUL FES"AUS MARKEP APR/OCT MAYINOV JHH/DE(' 1 RE214 ITATJON 1 4H 1 06 1 ,65 1-A 1 4 ,48 3. I 1 92 1 , 71 1 91 1 11 0,73 O.K Rlll(119;:iFF 0 215 0,aig WnLq Z635 1.964 L 10 n 002 0 370 6,4U? 11640 1.002 0, 1014 EVA16O1RANA4IRA111,N L.814 1 .311 1 -104 2.02H 2,311 2.07! 1 418 5 934 1 ,921 11214 048J 0 6 9 KATERAL DRAINAGE A EPTEU O.la% 0 I 3 0 OE71 0.0945 U.1052 FROM LAVER 2 0 0000 U.OU29 n 0197 G.1071 0.0911 0,081y 0 0 0 0 2 0.0001 0 U002 0-ADD2 0.0002 0,00% LAVER 0.05no Kccoo 0,wool 0 0002 Dom Oman WnLEZCTFD C.0 0 0 0 is A000 O'Gloo 0 u c 0 0 Q,Duo@ 0-A u CI(.) FROM LAYER n,0000 0.0000 0.0000 n,oGon 0,0000 0,000�j PEPROLATIONAEAKAST ITRURIH KU002 0-nOO2 0 0 P02 5 onow 0 „yooj 0-5101 LAYER F� U,0004 0=00 n olni 0 0002 Q'cnol am to Pow Page 863 of 4165 M als11.0Y 0NMARJ Es Ft'lrl. DA11.Y HEADS KN IrKi TUP UP 1,d v i.' 1i,rorwk 0.55y 0 076 0,140 C,204 U KH H DEVIATION ':P ;11 IL:'r 0.213 0 . LH KA 90 '.' 254 0. 1 ! 1I�1. TOP 1,P LATER aI 0—000 D 001 u 000 0,000 ri,000 0 r",u J 0 s 0 001000 fi 1J'I u HEAP ON i'rP 1141^ LAYER ;T 0,0Q0 a 000 0 nuc 1 0QQ 0'000 1: 00 ro-*.m nr b'iF'a0 m ru;rya of iy, '.ik F mx n'*+fem N N k*m d A W N rr H''N'x 4 wive h N4r�. n.x.¢.w ns m,pµ%�nA''m'WiRN h�wb'w s4'v'&a-hd ,b a.m u y mew nr u'A v o-aaceww b N''rvr4m new rr..M.�p mN w�YN Hrm a trm'.Aa�5 n M.�Mh ry m'y A•vo-k u u MA^1tikw M N k x{d 4d�Er'Yd fry x k'a.�, Arl"Or IUIALS POP YEAR PRECIPITATION .....24,39 9216 T r 150 h EVAVOTRAXNPIRAwm 16,206 5104.4 0"7 .gip. .. } PER?,/LE KA E THKMEH I AVE c IU02DRE ., 0.�d 1. DRAINAGE 0? -E , L`E M LAYER 7 0 n AVG. HEAD ON TOP nP LAYER k'";; 0 it"rK, „1,.r��,1f1>i[ NIJ 4ae 11;i a ,I't„Q..,uis ,iij 652 S411 YC_1 WATER AT { l+V] UV (lul"R lH4 ,762 6 (j6ps IF?'7 `OIL i4ATER AT kYd1 i.?1^ YE AIR 104 .942 "! a 70, '12NOr1 WATER AT START aE ANNUAL WATER SNbUET R i„1Id:'�F b,UQDQ .4029 xL:I e..ik w n w a yr tk y d w m Po d v A M w,w w w H W p w n n vw•#vF xc a F dr a w,§a m m.m w v CC,itdlHIN 1 1'A 1 ':IN Ira 911:° PQR YEAR b d/h:N/i f PER/AUq MAP/SEA r R/OC MAY/NOV JUN/d 10::: R"Nau�ra�•d� �acrf 1;c��zu��l�o� q Page 864 of 4165 1 ,10 AA9 n 97 4 qA A 40 0yll Pi MOK", 0 nQ 1 .96) 1 ,48q 1,25E 2 12, 0 94 1, 0 1116 0.357 1 2%q 4 716 2 ass 0-1 1 A EVA POTRANSP I R AV FON klDc 1 ,642 z .502 1 345 1.519 1 -A 6 0-A 3 2 1 .000 1 071 1 412 1.109 3 "rIcro I LATERhK DRAINAlly CULLECIED 0-AR41 b p il 1 0-A 074 & 1541 & b Im 5 A 204 PROM LAYER , CA025 0,0147 0A600 n 1114 Q 1G04 KU591 `NPC0LATl0N/LI?AVX13 TH410UU 0 0 0 0 D 0-A Q05 0 00 0 2 0 IC03 a 0001 0 Ono I 15YER 4 U—AIVO 0 0010 omoul amol 0 000, 0,000-, LATERAL DRAINAGE VOILLE A CTIlD Knomo D- COL K00% 5 on"n K0000 0 U000 ppnM LAYER '7 0 0000 C.0000 U,0000 0,0Qy0 0,0000 0,000() PAWPOIATION/LITAKAGE THROHOH C U001 0 0004 W.DW02 0 U301 0.00Q] &000] lAYER k 0-A000 0 UOOO 0 0001 0,0002 0.03C3 U 00K," MONTHLi SUMIMRIES FOR DATLY HEADS ANCHEP, AVERAAE DAILY HEAD wN 0,22A U.372 OA51 m 242 0,016 U.UK, TOP OF LAYER 4 0—011 0 Q29 0,067 it, 100 0 A4 01U DEVIATTUN OF DArLY 0. 13y 0.240 0-A 14 c -AS 1 u-1 8 0 ullp`b HEAD ON TOP QF TAYER i u-112 c,ulb 0 180 C 290 0-058 0 AVSMAOF nAl.hV HE= U!N .n00 0.0u0 Q04 0,000 0000 5.000 mp to lAup 8 -000 0-000 010 0-Ano 0 p 0".� ATO URVIATION OF DA10Y -AO 2 0.= pia OO 0 unu " WOU HEAD ON TOP OF lAYEH 1 oZyc OAK D oun O'nuo O-A00 U.06/� ........ . .. .... ......... ... ....... ......... ABITHAL T&TALS FOR YEAR 6 TNCHE2 CU. FEET PRIACEN1 PREVA P TAT 1 Cd� ly IQ 1224bi 690 155.0Q imnFF -12 1 6R?!8.TUb I I . I 1� EVAPQrRAWSP(RA TIXI 1i F1 5O14A 15, 4 ,3C DRAINAUE CCLLEWTV5 PROM LAYER 2 1931AAh ia,4 PERC./LEAKAGU THRUUUH LAYEP 4 KOC2403 8,90i AVG. HEAD ON TOP OP LAYFIR ',, U. 149':� DRATNAOR COLLECTED FKV LAVER 7 p 0003 1 ,21d PFRC./KEAFAnP TUWXJGn LAVER P 0 OKIK 1,01y 7.01, AVG."EAL ON TOT OR LAYEIR E,3 1,000') CHAYZP�F,' I-N "1 025 SOIL WATER AT NTAPT OF YEAP 184.942 BOIL WATEH Aq ENU OF TEAT,, 04 ,967 671420 50D 5NOW WATER AT nVART OV YEAF, U(","! 0 000 0 SNOW WATER AT END OF YEAP cbmw Page 865 of 4165 ANNUAL WATER S=FT RAKANC[,,; o (t")(i"', n (- ............ ..... . . ......... ............. MUNTHLY TUIALS !IN INCHES) FOR NEAR J AI';"'JUL VV'lRQVP APSO-T MAY/NOV jUNlhv,,' PPE71PLIAT:01 1 ,97 2.09 jli 0,84 1 ,03 4.8,',, 16 16 5,b9 Z.21 2.0, KNOFF n'505 01 ,10 0.0 A 6 0.021 0 n38 U.611 1 ,40, O.R92 A';ll U 726 1 ull L',V A RP,,'�"I,P 1 P,,'.Tl 1 161 3 nH5 n-AG I 1.n65 0,VSK 2.671 L 1 150 1 161 1 -SOO 1 -114 2 .4 R 1 1 3 47 LATERAL LUMP r%Qr7EK QW171 0 1010 01120 k.016 U,040 n.080)f FROM LAYER 2 o,n412 0 05SI 0 06A4 0 jyjj & jv4; n 1 711"" PER(JOLATION/hPAKA% THROUGH 0,5DOV b.noui I n000 O,ODHI N.0001 0-005 � LAYER 4 o_uuui Q OnQj 0 OOC 1 D.0001 0 AnO4 0,00011 1AITRAL DRAFNAnR pohhErTllb Of 0001 0 0001 Q ,HHU0 0,000C D'Onou 0-000 FROM LA7ER '' 0 0000 n QC00 A.0000 0 GOOD 6,0001 0,1100 PKIPCOUATIMLEArAlE THPOUGH 0,=4 G Q00 u coo, 0 0101 0-00 0 NQU2 LAYER 1,00ul 0-000i QX00O MONTHLY SUMMARrFA FOR DAILY HEADS ANCHES, AVERAQ1 DAILT HwAD 101 0.330 U00Q u,208 0,104 O'KA 0,115 TOV OF LAYER 0,usy 0,081 h-�0 9 0. 144 0,26q 0 2A7 STU. DEVIATION OF DAILY 0.03 0,224 G202 0.141 0.159 10211 HEAD ON I OF 4AVER I C -A 6 7 0,A 7 2 1 1 IV4 0-040 0 262 0 20 AVEKAGE DAILY HEAD ON 0,00H O&DO 0,000 u boo O'Dno 0 000 TOP OF LANK 1�1 0-ans vmo XUDO U.Guw C'GEO 0 BOO STD. DEViATION OF DArKV 0 GCO 0 OU0 01,000 n' .re 0 nQUIC 0 Otrr HEAD COY TOP OF KAYFP A 0,000 n-Avo 5 nuu 0 000 ABNUAL IT)TALS POW YEAR '7 INVHEa CU FEET PERCENIf" PR TD-1,P IT,k!'I 0P.) 4 7 1 1 100.0 0 FmKwlU 184 49;21 ,684 4 it A4 EVAPOTHANSPERATION 055 bK46 155 si.71 DRAINAGE COLLECTED FRCM KAYER 2 1 -0291 446 1-69H 1 9"-f (how nQTpmA"'-' !Nye 12 Page 866 of 4165 PER7, 0EAKAGE THPOISH jAyEp 4 3-HG6 AVC, HEAD ON TOP nP LAYER DRAINAGE OULLECTED FRIM LAYER DAUM 1 -36C PERC0LEAKAGE THROK(A !AYER S ?AWARA& AVG, HEAD uN 1UP nF 1AYEP (i Iuw-; CHANUP !N WATEP 0.205 - VO4 .25y 0 SUL! WAVER AT ETART OF YEAR 194.167 671429.sk; NOIL WATER AT END 10 Y=,' L84 AGI AlQ89,18,11 SNnw WATER AT CTAFT OF YEAR 0.000 W.Bon 0,00 SKM WATVR AT ENO UP YEAR 0-A 0''I 0-ADO U,0f ANNUAL WAIEF PUDIOT BA5ANQ`,' 0 1000 0,007 ........ ..... MONTHLY TOT AK irm rwmu, FoR YEAR 8 jAN/JUL FER!AUG MAR,fEP ARP/97T MAY/MUV jUNQ0-' PRECIPITATION 1 ,03 2AA n 7 4,84 I -As 2'4 5,26 L 4z 1 04 n j j 2.11LiL .r FF 0,100 LAIN 0, 11 A i A A 0, 120 ! b84 1 841 5-60 q 101 0,026 0-000 OARD EVAPUTRAHSPARATJ('r" 0 Q2 1 -021 KJA 2 034 1 .384 1 ,119 1 419 0 )41 n 661 1 .Q41 0, 111 0 177 LATERAL DRAINAGE ATLECTED 1QQ1 5,191S 0,0698 0,0999 PA172 0 021"l 111019 LAYER 0240 0.0261 y,214 n,qjjq 6,0qn; u,jS:R PRKULATLON/LRAN-ATT THFrXER 0,0001 0 0004 0 UOK A,Q)03 0,0601 Q,ODOO LAYEP Al 0,0001 K"001 0,0000 CAUH! O.G002 Q.004 LATENAU DRAINAGE COLLECTED 0,5000 0.000, n.=u 0.0000 0000 voum, PROM KAYER / n-00up Q=Qw ZOO. uAnou 0,(7000 0-mou PERCOLATLON/LHAKAKE THRR)UH 0 0001 0 0 0 0 3 0 C092 h V502 A 0000 n unH! :J kxmp A 0 it O 0=05 0 0000 0 uOul G.0002 o,nnn'� MONTHLY SUMMARIES FOR DAILY HEADS (fNCHP0 AVERAGE DAILY HEAU ON 0-19, 0,299 O-Abn 5. 18U 0,015 0 03 , TOP OF hAIER 0 029 0 ,017 Kow n onq 0.162 Q-a r,, AID DEVIATION OF DATLY 0.20 D.2F7 0 lis 0,142 0 AS OAU`. HEAD ON TOP OF IAYER 1.1jq 0.222 0 110 u 0u 0-124 D-Qn"� AVERAGE DAILY HEAD (N 0,000 0,000 o nou Q'Quu OAK 0.000 NW UF LAYIR 0 UOD 0 090 0 0ou 0 0 0 n u 0 c 0 0 A00 OTD. i�EvIATION UP DAIIN 0 uao 0,0o11 0 Duo 0-000 0,000 OXA, HEAR UN TOP OF LAYER 1 0_man 1-301 0 000 0 A10 Q 0 n 0 6100'i Come ho FWKM"'y logo I Page 867 of 4165 A v. A I EAR ....rr. AN%Mh A!"ALS FOR Y 46.5-1 41120,516 49,13 DRAENAKE COULECTED FROM LATER 0-8028 2914 219 3.2A, PERO./LEA KAnE Slit UCH LAYER 4 D,052103 -0 AVG. HEAD ON TUP OF LAVEP vjwv,,� DRArNA&K COLLFTNAD FROM LAYER 6 Auu a 0-A4 A % U"j PARn./LEAKAGE THPOUUR LAYEP S 0-AQ 1801 5,536 AVO HEAD OM TOP UP LAYER F Q 0000 CHANnR TN WATER PlUkAOF 0. 300 ljus,ili(5 NOIL WATEP AT qTART UF YEAk AS4,742lE SOIL WATER AT END OF YEAR 05,C66 671751 . iQ SNOW WATER AT SIART OF 741, 0 000 ,,,t 100 0", ONAW WATEN AT vND np YEAR 0 V05 0,905 Q-00 ANPPAL W&ER BUDGET BALANrf 0 Ti Y 10.'�)!) ............v a b h....... KANTHwY TOTALK (:M 7NCRE& Fop YEAR JAN/JLT FEB/AUG JUi',�/DEU PRECIPITATjn�,� 1 12 2 A 1 3-01 4 6'34 2 52 KA6 0 . 5-00 1 ,44 5 lu 2 2L F'UMAP 0 159 G,844 1 391 3.QC3 2 147 0.40� EVAPUTRANSVIRATIC',� 1'015 1 .524 1 -018 1 . 125 p 684 1 -A 8 61 34.Dq , 0-000 2,055 0,61, A 481 Y 208 LATERAL DRAINAGE COKLEITED 0,2203 "916 0� 1141 0, 1:99 0 1341 0 0454 FROM LAYER 2 010418 0,onou 0-A621 0.0390 5.2194 0 14 01, YERCOLATIUN/LEAKAGE THROU0H U-AUU5 0,00n2 0.0002 00002 0 u15? n Uoyj lAYER '1 0-A002 0.2005 5.0001 Q ,00"i D onas U-0004 Page 868 of 4165 LATERAL UPAINAGIN COLL07ED 0 0 0 0 1 0 0000 U Q5uv 0 P000 0 0 0? Q U000 FP OM LAYER 7 0-0100 n juny a 0000 c Ono 0 0% PLROULATION/LEAKAGE THROIXM Q C004 0 0002 h,0002 0,nQ02 u,"103 0-A051 KAYER 8 D noul 0 OOON 0,OnO 1 U0001 U.0004 0=03 KIN"Ty GMSMUES h0k IOILY OnnUV (INCOQ) AVETAGE DAILY HEAD NO om8 0,257 IUP OF LAYNH -,' 0.071 to 1 0.057 0.311 0-0 6 STD. DEVIATION OF PAIIN 0-240 0,A c I Q W29 0.270 0.216 0. 16' HVAD ON TOP OF LAHR j 0-A 18 0 U00 0 371 0ASS 0.249 0-00'1 AVERAUE DAILY HHAN ON 0,001 0 unk 6 ODO 0-A04 0.000 0 00^ ; TOP OF LAYER ,.1 0000 0 000 0,000 0.500 9A01 1 00('� STU DEVIATLON OF DAELY 0,000 0 1000 0 mpo 0 ,Q ,D 0 is 2 HEN> 05 TOP OF LAYEP 8 0 AGO 0.000 A00 p Onn p 000 0 cou ............... PANLML ITTAIS FOR YEAk ICY"'. VF p F"F'"."E"�)"T P b EC I P 1 TAT L O�N 19,60 lilly 010 10 Q-A 0 EVAPOTRANN P I RAT 10,',i 11.50 62911'184 13-1 F� DRAINAGE VULLEPTED FRUM LAYER 2 1,260 46740" 3AQ PERC./L%AFAGF THROU(E LAYEP 4 Q'Q Avs—"EAD ON 13P OF LAVER 3 DRATNAGI COLLECTED FROM KAYEE 1 0-0004 1.405 0 Hf1 PERO&LEAKAGE I'dPOUGH LAVER H 0 1 0 0 2 i 1 A-A69 NOT_ AVG. HEAD DN InP OF LAYER H 0 AQQ� CHANGE IN WATER STORAGE,, -DA14 .414,550 A &I SOIL WATER AT START OF YEAP luqAsk 671VAA12 SOIL WATER AT END OF YEQ Q L37t Aslo bKOW WATER AT START OF YEAl'', 9500 0-000 Q oc SNOW WATER AT END OF VFAP 0 mon Zojo 0-A() ;VNUAL WATER RIJUGE1 bAnANQ',' 0,5630 U 014 uAll.) MOVTHLY TOTALS AN INCHES) FUR YKAR lop-1 S Page 869 of 4165 AAN)JUL FEB/AUG MANSEP AnV;OCT MAV/NQV JUN/DEC PRECIPITATION 60 1 -4 1 1 .22 " SH D,24 0 to A 19 1.49 1,01 Q.0 4.06 RUN001-1 -Q 0 0 A 632 W.711 f �90 G,OD4 0 D001 091 1 582 1,311 &.Vil HNA, R-8N EVAPOTSONSPIPATINN 75A 0 is, L.210 U.d8v 1 , 01 0-505 1 .181 1 000 2 sci 1.7L2 1 .12''1 LATERAL ORAINAUE CULLECTEU 0 Ulu? 0 07 12 0-ADOW 0 Now 1 1 U560 a 0 1 1 FROM LAYER 2 0 0001 Q_A452 0,098P C IS4S 0.09H4 n S7%', PEN001 AT YUN/LEAKAGE MP TIN 0 0002 voog2 0,000Y yAQ01 U AOQ 1 0 ,000 LAYER 4 01DUOU 00001 voods Q,=3 "'Duo! 0.00m, LATEPAK DRAINAnE COLLIRrTOU 0 QQQQ 5.0000 vzoqA n,vono o 000�� FROM LAYER '(' 0 0004 0,0000 q,vooq yy0or 0,q0jQ G,Toul PERCOLATIUNMEAKAGE THROUGH Zum vom 0,0002 O.A001 U POD! 0=00 LAYSP 9 D006 NO= 0,=2 04nni 04012 0.0015 MUNISLY SUMMARIES POP DAILY Hp,g INCHH0 AVERAUE DAILY HZAIi '�Jj 12 0'151 D 195 0 04A Q' j�v 0 02� TOP OF KAYFR 11 0 006 0 Coo N = Q_A4H 6-371 0-A 6 I'll STU. UEV:ATION OR DAILY n !0 n.22d WA /0 GA92 GAH1 0,10� HT L) uoG, 1 0 024 5-171 n-220 0 123 0.197 0.2 f AVEPAGE DAIL( REAL GN 0.000 0 QDQ U _Aou D'050 Q=4 W.U00 14P OF LAIER 8 0 000 0-000 0,000 &'Ono ONIG 0.000 STD. DEVIATION uF DALLY 0 000 2,00C 00CC 0 000 n UGH HEAD ON TOP OF NAYEP 9 n ouG 0=0 Cook C coo 0 Ono 0,000 ..... ......A.. ,I w 14*n N i.... I I m 5..w .......................... ANNUAQ TOTALT POP YEAP N 04 1 "dC511v , OY 16,661 60480 215 yj-i I EVAP0TRAN1PTRAT:U,'N 14.010 S092q,250 400`i DRAINAGE COLKITWED FRnM LATER 2 1 ,101, 4024 ,411 314�1 PER LEAKAGE THROUCH LAYEP 4 O,UU245n 8,893 is AVG HEAD Cho 10P UV LAYER ­�, U !4 19 UP IF CYLLECTEn PHCW LAYER I UU05 1 .225 0-0 PERO./LEAKAGE PHROUGH LAYER 8 A02090 1 �89 0-01 AVn HE% ON TOP UP LAYER 0,0000 rHANUE IN WATER QTORAG�,E` 0 im 171,02 0 Ley 007L WATER AT AT ART OF VEAH 181 -952 67L46'"bo (lown; I wl QunaWnc% Npe , 16 Page 870 of 4165 SOIL WATER AT END OF Yn=' 115AGO "J55CAK'' SNOW KATER AT START OF YEAR OAK, U.0ou SNOW WATEP Al END OP Yurr,, D 0410 Q'0QQ ANNTIAL WATEW RUDq07 UhLAOCE 0 000 0 .0 u2a 0 .......... ......—.-- . ... .ilW'.............. ---pk......to......... AVERAGE MONTHLY VALHES Q !NCHSS FOR YEARS i THPOUGH TOTA k KA 2 -A it 2 A 0 131 3 06 2 2.07 2, 35 i'A) 2-31 1 -"5 3 Ks STD DEV2AFI`LHR c -02 095 1 P9 2, 1h 2,09 1 it 2Aj L Q inTAh", D sly 1.150 0,132 1 _msc 1 ,044 0 Ilk j be] 1 .245 0 124 n.8 2;1 STP DEVYA TION5 0.47R n'sbc 3 ,196 2,339 1 .7?1 0 93R 1 -424 U'All 154 j -015 291 n V12 EVAPUTFANSPIRATION unTAL,'; 0,60 1,134 00 LASU : ,Sol 1 '441� 1 -A I q 3 ,413 bEk LAQ 0,172 1.84 sI sTD DEVIATImV 1, 395 0,489 0 415 0 190 G.S22 U-60 0 At 7 n-A4 0,04 ? 0 628 H-1 AN u.4 1 LATERAL DRAINAIR COLLECTED PROM LAYEP 2 TCTALS' K107A 0, 1442 0,1114 Q 0924 C.06W9 1.0175 0,0179 0-02sp 0 0417 Q4704 BAKI A 112l: PTA DEVTATIONT 0 m6w 0 0?06 n.05A 0.0520 u-3 1 0 0 U2 K, 0,0199 0 0041 0 006i 0 0551 b'"56 & 104ii PFP%LATl0N!LZAFAa0 THVOUOH U11YER -t TUTA0', u.nous OX04.3 Q.Q0Qq 0 0102 0 OQ02 0 0501f 0,0000 O-Aunj 0,0001 0,0002 V0003 0 ODDII KV, DEVTATEONE QAOUL 0,0001 KuOul n,000j Annul O.UKA' K000w 0,00ju 0 cool 0,0001 0.0001 ZOOK, LATEN% UVRINAUY CULLEWTEU FRUM LAYER 'i TOTALS n.um 0 0000 1 ,0000 5.0000 D-Aoon 0osun"I urf hqon a I olc loge 17 Page 871 of 4165 u0no MOOD 0007) PERCOLATION/11CAKAUS THRn"OH LAYFP fd TOTAL.',,' m 0002 0,0501 0 Q052 O.OD02 u'udki u 000i MUD& n OD91 O&U01 U,Qowi U.0002 hodul, HTH. DEVIATZONO & ppol 0,0001 0.0um 0-0001 Q.50D! Q,GUM� Qmu" 1,0001 MM 0 0061 U,0001 AVERAGER OF MIN94LY AVERACED DAILY HEAUG (ENPHES! DAILY AVERAWE MAO ON TOO 01 nAYIV 3 AMA� 0, 1191 0,1617 W. 1504 0 1914 0, 1206 0.0017 0,0218 C,543V 0 0812 0,11-1 0 1004 0122111 STIn DEVIAT1000 0 0914 0 0950 0 0547 QU&96 PIC526 0,0347 0,0146 0 0144 5,0182 0.6779 0,0814 0, [1411., D . AVEPAIr HEAD ON T3P OF 5AYFR AVERAGES, u-AK90 o,00no D,wmnu U0000 DDjuw 0,00;� 0,00on n,onoo 3 MOD O-AOID 01MC D=00 TTb DEVJAMNS 0,000 D 0000 O'Ne90 C-0000 0,0Q( L 010OU0 0,onon u-A0Q0 y000n AVERAGE ANNUAL TOTALS I ATD. DEVIATIUNQ VCR YEARS i moum 10 INCHES cu, FEEV PENCE= PRRPJPTTAT6QN 1-9- 109959-A 1 on A�, F UND F F, la,546 5-0102: 49317 4" 16,44-11� EV,Ell PCYP rlli`,N�:��P I T""O"T�'Xl 14 582 211631 , "190 -A I dq on.,j [ATURAk DRAINAGE 00LECTER 90625 1 U,19016) 3614-n85 3-A 12 9 FROM LAYER 2 PERCOLATION/LRAKAOR THROHOH 0.00229 ZOUG31) A.296 0-A074.1 LAYER �; AMA GE HEAD ON TOP 0. 11a 0.02u) UF KAYEP 3 LATERAE DkAINAGE COLLECTED 0,00015 j 0-00005) 130 O'Guiv-1i fWUM KAYEP V PERMATION/ITIAKAOE THROUGH 0 CC07 1 0-Aon2p j 701 0.00671'', LhYEN a AVERAGE HEND ON TbP 0 000 4 3) OF LAVER 8 CHANGE !H WATER OTORAGE 0,024 0 000 M 5 3 PEAK DAIKY VALUES FOR YEARS I THROUGH 10 rENCHES) frU, FT logo IS Page 872 of 4165 PREC!P I TAT 4 A 5 16153.499 RUNOFF j-Buy 1%95 362 � ETAJNAGE mCkLEWTED FROM LA?ER 2 5,02161 Sc 01117 PERCOIAT70100RAVAuE TUROUGO LAYEP 4 Q—Annm AVER/. E HEAD ON TOP OF LAYER j ksol.'' HIRAI� ()N TQP OF LAYER A 1,107 (U� HEAD IN QKTANUE FROM DRAJN FEE,i DIZAINAUR MLLECTED FROM LAYER 0,00001 00013 PERVOLATION/LEAKAIE THI,GUGH !AYER 8 5 OD000 V1340� AVERAGE HIAD ON TOP OF LAYER B Q-"nf ON JVP OF LAYER H a 00, LOCATION OP MAXIMUM HEAD K LA7HR 1DESIANCE PROM UPAIN) 0.0 FRET 9NOW WATEI, QO I R 0:t MAXFMNM VOG SnIL WATAk ?VOLIVOLi 0.02L,a, MINIM"M OR? 5011, WATER QQ11V00 n-r;Y 1 4"1", M&OLmum hPOIN 10 cumpWud usinq McEmnels squanLmns, Rer"r0aws; MuMmam SaWlaved Depth over Landfill Linw by Brune M, AcEnt0q, University of Kamun-Y ASCE jumnal uf Envirunmonral Enykneriw4 vc! A9, No. 2, Mar, h :59j, pp, 26w 2,&, FINAL WATSV STOFAnE AT END OF YEAR K) L/V� 8 9900 1,15,20UO ()Q 0 0 5NOW WATER to Page 873 of 4165 APPENDIX E SEISMIC HAZARDS ASSESSMENT AND STABILITY ANALYSIS Page 874 of 4165 FINAL (.,'OVER STABILITY ANALYSIS UKIAH LANDFILL (.'LOSURE WASTE MASS SLOPE STABILITY A. stability and seismic hazards analysis has been performed for the final closure of the Ukiah Landfill. and is presented in the TID Final Closure Plan (1]'.]1A, 2008). A. summary of the static stability and seismic response of the final landfill waste mass configuration presented in the YID is as follows- • A. seismic hazards analysis concluded that the design earthquake is a Maximum Credible Ewtliquake (MCE) with an estimated magnitude 7.]Mw occurring on the Maacama Fault, resulting in an average peak bedrock acceleration of 0,66g derived from multiple attenuation relatiomhips. • to stability of the entire waste mass was modeled by evaluating failure mechanisms passing through refuse and the base of the laiadfill and indicate a static factor of safety gj�eater than 1.7 for failure through the base of t1le laiadfill. • Pseudo,static analyses performed to determine the yield acceleration (Ky) aiad evaluate the stability of the waste mass under seismic conditions was also performed., The yield acceleration calculated for the entire waste mass was 0 Bg • Seismic displacement analyses using the program YSLIP PM(Matasovic, 1997) indicate that permanent seismically induced displacements will be less than 8 inches for failure through the base of the landfill. SEISMIC HAZARDS ASSESSME NT Title 27 of the Calif.omia Code of) egulations (27 CCR), Section 20370 requires that Class III waste maiaagement units be designed to withstand the Maximum Probable Eafthquake (M.Pl]") without damage to the foundation or to the structures which control leachate, surface drainage, erosion, or landfill gas. '11e MPE is defined in 27 CCR 20164 as the maximum eEalliquake that is likely to occur during a 100 year interval., Using a 701,,o chance of non-ex ceedence as the definition "likely", the recurrence interval. for the MPE is approximately 280 years. 27 CCR 217,50 outlines requirements for the preparation of a slope stability report for a Class III landfill wbich includes the use of the MPE to determine the maximum expected horizontal acceleration in rock at the site Federal, Regulations contained in 40 CFR Part 258.14 (Subtitle D) require owners aiad operators of waste management units located within seismic hazard zones to design the unit to resist the maximum horizontal acceleration in lithe material for the site. Seismic hazard zones are defined as areas having a 10 percent or greater probabil.ity that the maximum expected horizontal acceleration in lithified earth material, will exceed 0.1 Og in 2,50 years. The project site is located 1 1,project%90ICbsuge'EurfSlaHflt�,I.Ik�ahl.,angily➢I Com Slqx Slahffitydoc Page 875 of 4165 in a seism.ic ha7ard zone, as is m.ost of the westem. Uii.,iited States. Th.erefore, Subtitle D regulatioii.,is require tl�iat the maximum. horizoii,,ital acceleratioii,,i in bedrock be deterMiii.,ied eitli.er from. seism.ic probability maps prepared by the USGS, or from. a detailed sita specific analysis A. site specific aiimlysis was perfonned for the project site. As noted previously, in C,'alifomia, site specific analyses for municipal solid waste sites are perfarm.ed using the MPE. Laii,,idfills that accept hazardous or designated wastes are required to be designed to the m.ore stiilct Maximum. C,redible Earthquake (M(.',E),., The M(.',E is defined in 27 201.64 as the m.axim.um. earthquake that appears capable of occurring under the preseii.,itly known geologic framework and is coiiisidered the upper bound earfliquake for a given seism.ic source. Th.e C,'alifomia Division of Mines and Geology (C,DMG) provides additional guidance for deriviii,,ig MPE and M(.',E estimates (CTMG, 1975) A. determ.iii,,iistic seism.ic hazards assessm.eii,,it was perfonned to estimate the peak bedrock acceleratioii,,i to be used in the final closure design. The site is located in a region characterized by moderate to high seismicit. , In this region, earth.quakes occur on ii.,iorfliwest--southeast treii.,idiii.,ig strike slip and oblique faults in respoii.,ise to sudden releases of dextral shear stress that, dominates t1)e North C,oast Ranges Geom.oirphic Province. Seism.ic sources located within 1.00 kin of the site were compiled by EBA,and evaluated for this repart,in order to deteliml.iii.,ie the peak bedrock acceleratioii,,i for the site, The Maacama Fault, with an estimated MC,E of 7.1. (C.,DMG, 1.996) is located 0 6 m.iles (LO 1cm.) west of the site and is expected to geii.,ierate the highest peak bedrock acceleratioii,,i. An average peak bedrock acceleratioii,,i of 0 66g was calculated for a magnitude 7.1. eartli.quake on the Maacama Fault using atteii,,ivatioii,,i relatioiiish.ips developed by A.brsJ'-1amsoii.,i& Silva(1997); C,ampbell (1997);Idriss(199 1); and Geomatrix (199 1). Far--field sources such as the San Andreas Eault located 30 m.iles (48 kni) southwest of the site, may also be capable of geii,,ieratiii,,ig moderate ground shaking m.otioii,,is at the site The combinatioii,,i of long period (low frequeii.,icy) ground motion (which may correspond to the laii.,idfill's f4ii.,idani.eii,,ital period) and loii,,iger duration grouii,,id shakiii,,ig associated with a large, flar field event suggest that, such an event, even t1i.ough characterized by a smaller peak ground acceleratioii,,i than near,,.field sources, could reps eseii,,it a significant seism.ic event for the site. Th.e target spectrum. developed for a flar-field seism.ic event (M(.',E) on the San Aadreas Fault suggests that the period of ground motion is in the range of 0�1,5 to 0 30 seconds which is lower t,haii.,i the ftuidam.eii,,ital period of the landfill (0.3 to 0 4 seconds) and not significantly higher than the period of grouii,,id motion gerierated by the Maacama Fault(0,1 5 to 0.25 seconds) Therefore, due to its close proximity,the Maacama Fault represeii,,its the m.ost sig,nificaii,,it seism.ic source. As discussed above, 27 requires that, at, a m.inim.um., C,'Iass III landfills be designed to withstand strong ground motions associated with the M.13E. However, the final closure configuration 17or the Ukiah Municipal Solid Waste Disposal Site has been designed using the higher bedrock acceleration (0.66g) associated with the larger M(.',E occurring on the Maacama Fault. The estimated recuirreii,,ice interval 17or the Maacama Fault and other potential seismic sources in the region is approximately 220 years (Table 1). This is comparable to the recurreii.,Ice inteiwal of approximately 280 years calculated 15or the MPE, Since eardi.quakes comparable in size to t!)e M(.',E are absent f."rom. the historic seismic record 1or the region, the use of the m.ore Lrandflfl Cov"Slope StaWhydor J)HUNIM"..;ENGMEEWNG Page 876 of 4165 stfingent MCII::.7' as the desigri. earthquake provides a more realistic and conservative estimate of the maximum expected horizontal bedrock acceleration at the site. Table 1 Potential Seismic Sources (3) (4) Recurrence Fundamental Source Distance MCE Interval Period PGA (km) M """ '""-............................................................................................... -............... (y-ears) f s...ec....o...n (k.)............................. aaciynki 1 7 . 7.1 220 0,15 025 0,,66 ..........-111-1...............................................'.....I--...................................................................�.... SaAdrea ..........................................................4................................1......0........0..........................................T................................................................2..........1........0.................................... .................0.............1............................0..........3............0...............................................................................0 .... ........ ......... 8 ..... ......BaftletSp 7.1 2 OA 0.30 0............2..1.......41 H.ea!d!� &R24 !jLEE22 4 100 "two 222 ..... .�.. ............ .................. 0.15 025 0 07 Notes: (1) MCIE=Maximum Credible 1E pidce(CDMG, 1996)its mornent magnitude. (2) CDMG, 1.996, (3) Bkised on attenuation relationships (Abrahmnson & Sflw� 1997; Geornatrix, 1991;lChiss, 1991, Qunipbefl, 1.997). (4) PGA1:::::?eidc Ground Acceleration based on attenuation relationshillps. FINAL COVER SYSTEM SLOPE STABILITY The shear strength of the various interfaces present in the proposed altemative final,cover system were evaluated and the resulting static and psuedo static slope stability andlyzed. The design characteristics of the current. proposed altemative final cover system includes the follovoing components (in descending order)- • An engineered synthetic turf cover with sand in. fill ballast. • A finear low-density polyethylene structured geomembrane liner • A landfill gas pressure relief layer consisting of strip drains, pressure relief values, and associated collection piping components; and • A 12 inch-thick (minfinum) f6undation layer moisture conditioned and compacted to 90 percent.relative compaction. Shear Strength Properties Geosynthetic material interfaces, whether between two geosynthetic materials or between a geosynthetic and native or compacted soil material are typically the weakest �.nterfaces in a final 3 E BA�> I.Apxrrpect%907UT=re ruffitabifiqUidah Landf!H Cows Mope Sty bifityr.doer Page 877 of 4165 cover system, causing block-type orwedge failures to occur. Table I presents the shear strength properties use in the slope stability analysis ,Fable 1. Slope Stability Properties and Stability Results IN11'.'ERJ'ACE' FRIC11"ION COHESIONADHESION S11"All"IC PSEU111301 SEISMIC ANGLE,(W) (11?SF) (FS)',s S11"All"IC, IPERMANEN11'. 111311SPLACEMEN11' (FS)4,1 2/�33 1"03 Foundation 3202r).803 3 2.81 <1 Soil/I.A.D111-' .................................................................................................................................................................................................................................................................................................................................................................................................. ............ ...................................................................................................................................................................................................................... .................................. 3 0 331 L21 <1 shear strength(l) Notes: (1) LIME finear low-density polyethylene gt,,omenibrane; (2) Peak shearstrength (3) Post-peak sine aT strength(laTge displacement) (4) Factor of Safety (5) For maxinium sideslope of 2:1(2U') (6) Interface of combined geosynthefic components(11..DPT..�'Aurflsand ballast) Stability.Analysis Slope stability of the proposed final cover system was modeled using the infinite slope method. This method provides a conservative approach to the evaluation of the stability of shallow failures of constant tliickness along a defi.ned interface This method stones the failure block is infinitely long and neglects resisting forces at, the toe and along the sides. Analyses were performed for a L,LDPE geomembrane/artificial turfwith sand infill ballast cover system using a critical slope angle of 26.5 degrees (21-1.IV) The stability analysis was performed using a spreadsheet based on the principles and equations of the infinite slope stability analysis. Results of the infi.nite slope stability ,analysis indicate a minimian static factor of safety of 2.8 for failure at the LLDPE,/subgrade interface and a minimtun static factor of safety of 3.3 for failure above the L,LDPE geomembrane (see Table 1). Spreadsheet fi.les and equations used in the analysis are appended to this technical memorand.tun. A pseudo-static analysis was performed to determine the yield. acceleration (K.,y) for the cover. The yield acceleration was determined using a trial and error procedure in 'which the seismic coef'ficient was varied until a factor of safety of 1.0 'was obtained. The lowest yield. acceleration calcu lated. for the L,LDPE geom mouse/anti ficial turf cover system 'was Qom 70�g. Because the maximu,rn horizontal acceleration of O�.66g predicted by the site response analysis does not exceed. the calculated yield acceleration, permanent seismic displacements of tie L,LDPE geomembrane/artificial to cover system are highly unlikely. The stability of slopes subject to seismic loading conditions can be fuil-her evaluated. in terms of permal.lent disIplacements (deformations) that, are expected to occur. 7.17he Newmark Mettiod. (1965) is commonly used to 4 E EI�M EN21HERING L prqjec 190'Mosure RArfSW.rfit3,Ukiah Landfdl Cover Slope Stabifitydoc Page 878 of 4165 evaluate slopes under seismic loading conditions. The method evaluates the stability of slopes in terms of permanent defonnations that result when seismically induced ground accelerations exceed the yield acceleration of the slope mass. The total amount of slope defonnation is estimated by summing only the down,slope displacements that occur during each brief period of time when the yield acceleration of the slope mass is exceeded. As stated above, a.pseudo-static analysis of the site determined that the yield acceleration is not exceeded by seismically induced strong ground motions, therefore no permanent displacements of the final cover system are predicted by the NewmarIL Method. CONCLUSIONS Results of the slope stability analysis using the infinite slope method indicate a.minimum 1"actor of safety of 2.8 for failure of the cover system utili7ing a. LLDPE geomembrane/artificial turf engineered alternative cover system constructed on maximum 21LIV slopes under static conditions These results suggest that the final landfill configuration will be stable throughout flie postclosure maintenance period following closure in accordance with the Final Closure Plan Drawings and Technical Specifications The yield acceleration calculated for failure of the cover system is greater than the PGA predicted by the site response analysis, indicating that permanent seismic displacements of the LLDPE goo membrane/artificial turf cap are highly unlikely. 5 1.Apn7jaIA907W3oqure TwiStabifityVAdab IjuadH Cova Mope Rabifily doii, Page 879 of 4165 REFERENCES Abrahamson, N.A., and, Silva, W.J., 1997', Empirical Response Fpectral Attenuation Relations jbr Shallow Crustal Earthquakes, Seisin ological Research Letters, Vol. 68, No. 1., January/February 1997. Calif.-'bimia Division of Mines and Geology (CDMG), 1.996, CalfIbrnia Stronp ., Motion .Instrumentation Program (CSMIP), FTP stronp, motion seismograph recor(Is jbr Northridpe- Castaic, Northridpe Pacoima Dam, Loma Prieta Santa Cruz and Loma Prieta Corralitos Eureka Can fir on. Calif.-'bimia Division of Mines and, Geology (CDMG), 1.97'5, Recommended Guidelines jbr Dsine rmininp, the Maximum Credible and the MaximumProbable Earthquakes: CDMG use No. 43. Canipbell, Vim W., 1.997', Empirical Near Source Attenuation Relationships jbr 116rizontal and Vertical Components oj'Peak Ground Acceleration, Peak Ground Velocil)�, and.Pseudo Absolute Acceleration Response Fpectra, Seisinological Research 1,etters, Vol. 68, No. I, January/February 1997. EBA. Engineering, 2008, ..)6int Technical Document jbr Ciol Oj' Ukiah, Landfill Mendocino Counl)�, Calf1brniq; January 2008, EBA.Engineering, Santa Rosa, C.A. Geoinatrix Consultants, 1.991., Reftrenced in.1driss, 1991, Idriss, I.M., 199 1., Procedures for Selectinp, Earthquake Ground Motions at Rock Sites, National Institute of Standards and 'Fechnology, Septeinber 1.991., Matasovic, N., 1997, 17SLIP :1:111, A computer program for simulation oj'(tynamic behavior oj'a rip,id block on an inclined plane and calculation oj'permanent displacement oj'the block, April 1997. Nevi ark, N.M., 1965, cts oj' Earthquakes on Dams and Embankments) Fifth Rankine Lecture, Geotechnique, Vol. 1.5, No. 2, 13 160. 6 IIIIIIIIII ............. Undfill Com SkIn Swabilfty doc Page 880 of 4165 City of Ukiah Landfill IIV,,'Ina l Clasurre GeasyntheticIIV,,'Ina l Covwr Systern bgiira de old Against LUIln, FIE M'l iirosp'II Static Canditions fractiori sat, M m 0.00 cos R 0.8949 tau"'Vi R 0.4,986' soil a .lit M. .,,,:: "1 1 0.0 DICE riviri stress Ir 17570 F:IS , rior'IMM stress ( :::z 3.5240 01°DSF, effective stress (YM � 3.5240 FDSF, re istiri stress S 4.8737 01::)Sf: 615 Iw'inall oover lief n lllope Glb ure .If°urf E.`.3A E`ru giir.eem°iing Page 881 of 4165 finfirwite Slope StabilityAnalysis i ith Parallel Seepage City of Ukiah IIII airy ill FIirwal Closure Subgrade Soil Agahnst lly,,IIII,,, ; B IIIE;;;;' III Icmspik Pseu ,static Coinditioins fraction sat. im = 0.00 co ., 0.8949 tan R ., 0.4986 cohesion C 3 FIS Mction an& op ,::::z 2&0 tan o = OZ317 soisrNc 000 f. h ,, 0.66 o fodi o stress 4 FIS F::, cto r' of Safety F::, 1 m04 2015 Rnab oom� iinf-ak¢rp°ae Ck)su re Tuff E1:3A Engineering Page 882 of 4165 lInfinito SlopeStability n lI sip with Parallel Seepage City of Ukiah Ill,,,,,.andfill F:In l Closure, Geosynthetic F:Inal Cover System Static Saturated Conditions ition sod depth Z = O�04ft fracfion sat. M = 0.00 cos R ,, ,.8949 fain 0.4986 fru lxion ng�e 35�O 0 fain o ,, sei&mic coeff. OM drNing stress ::::: 1 5973 PSF normm a� stress 3 2036 PSF effective stress (Tµ 3 2036 PSF resusfing stress S 5.2432 PSF Factor Safety FS 3,28 20,15 Fund cover-jirif..,_dope C'IbSUre Turf EBA Erigiineeo,irig Page 883 of 4165 lnfiirflii e,,, lqj,m Stal,,iihity, Analysis with Parallel lSeqpage City, of Ukiah Landfill F':'liinal Closure GeosyntheticF':'liinal Cover System LLDIPE II 'llii q"flii gaiins Turf Pseudo,-stafiic Conditions fraction sat, M _ 0.00 c ,,,,,,, 0.8949 tun R ,:::::: 0.4,986 fri tiuoin ngi(-D u ° 35.0 0 tan o U.7002 no rrna� slur(-m (1 ! 1494 PSI::` lf,,,n our of Safe,ty lf,,,° 21 6115 d,,,linal alo euW..,,uuif-slot e Cbsuire Turf 1:!.'" Page 884 of 4165 APPENDIX F DRAINAGE ANALYSIS Page 885 of 4165 DRAINAGE ANALYSIS CITY OF UKIAH LANDFILL FINAL CLOSURE CONSTRUCTION I. INTRODUCTION The City of Ukiah Landfill is located in Mendocino County approximately 2.5 miles east of the City of Ukiah near the end of Vichy Springs Road. The site address is 3100 Vichy Springs Road, Ukiah, CA 95482. Title 27 of the California Code of Regulations (27CCR), §20260(c) requires that the final closure to be designed, constructed, operated, and maintained to prevent inundation or washout due to floods with a 100-year return frequency. The potential for inundation and washout from the 100- year flood event was evaluated by examination of the 100-year floodplain shown on the Flood Insurance Rate Map (FIRM) prepared for the Mendocino County by the Federal Emergency Management Agency (FEMA), Map Number 06045C1516F, 2011. The FIRM map indicates the landfill is located within OTHER AREAS (outside the 500-year flood boundary) and outside the 100-year flood hazards area. All on-site drainage control facilities will be designed to prevent inundation of landfill or impairment of environmental control systems resulting from a 100-year storm event in accordance with 27CCR, §20320(e)that outlines construction standards for Class III landfills. II. HYDROLOGY/HYDRAULIC ANALYSIS A surface water hydrology analysis was conducted in accordance with 27CCR, §21150 for determining design parameters for the final closure drainage facilities. A. CONFIGURATION Figure F-1 shows watersheds "A" through "M", used to model surface water runoff for the landfill and its facilities. Watersheds "A" and"K" will capture storm water from a portion of the landfill and drain towards the east into an existing sedimentation basin before outletting into an unnamed tributary to the Russian River. Watersheds "B" through "F" will capture storm water from their respective areas of the landfill and outlet through existing locations into the unnamed tributary. These outlets will be reconstructed in order to reduce the potential for erosion to the unnamed tributary. Watershed "G' will capture storm water and outlet into an existing sedimentation basin located on the northwestern edge of the landfill. Watersheds "I", "J", and "L" will capture storm water off the adjacent areas of the landfill and route the water around the landfill into their current drainage patterns. Watershed "M" will capture storm water from the borrow area and route the waters through an existing sedimentation pond. The existing sedimentation basins outlets will be upgraded with new outlet structures to reduce the potential erosion to the unnamed tributary. F-1 Page 886 of 4165 B. METHODOLOGY The storm water control system is designed to accommodate peak surface water flows for 100- year, 24-hour precipitation in accordance with 27CCR, §20365, and occurring during the most critical stage of site development when runoff is anticipated to be a maximum. The surface water hydrology analysis was conducted using the rational method as outlined in the County of Mendocino Road and Development Standards. Rainfall intensity for design of the drainage facilities was calculated from the 100-year recurrence interval rainfall intensity-duration chart for Mendocino County, Ukiah-Lake Mendocino Dam (Standard D11G). A runoff coefficient of 0.90 was used for areas of the landfill receiving closure and 0.45 was used for areas outside of the landfill as average slopes at the site exceed 25% (Standard D12). A minimum value of 1.0 was used for the K-factor and an initial time of concentration of 15 minutes was used. Watershed areas, hydraulic distances, and slopes were measured from Figure F-1. Discharges were calculated at the points of concentration shown on Figure F-1. Channel velocities were calculated using the computer program Hydraflow Extensions. C. RESULTS Surface water hydrology calculations for 100-year storm flows are presented in Tables F-1 and F-2. Hydraulic results for the proposed ditches and storm drains are presented in Tables F-3 and F-4. Results show that the proposed improvements are sized adequately to handle the 100 year storm event. ATTACHMENTS Fi ures F-1: Hydrology Map F-2: FENIA Firm Map F-3: Rainfalllntensity-Duration-Frequency Chart F-4: Runoff Coefficients Tables Table F-1: ,Storm Drain Hydrology Calculations Table F-2: Ditch Hydrology Calculations Table F-3: Storm Drain Hydraulic Calculations Table F-4: Ditch Hydraulic Calculations Tables F-5.1 through F-5.11: Time of Concentration Calculations F-2 Page 887 of 4165 0 oo vO'HVNn oo VEIEI aVOLI SJNRidS AHOIA OM IIIj4NVl HVINA w ELm LL dVW AS0-1o�JG),H E _ o tI o /��r�/Ifj���/�jI��IVUI»IVIIII���or�mlVfff� i r r u 1�1�/�� iai�dlYu� »��+�U1�llf1111lIVUlUI�� t, r/ s1 IIII ' � mf v x x N� fyy I� u L e o / f / `xQ U ,J e. o °o m o r e � 6 � o " w a - _ a a » o ova . o f w o � o a o 1 w, ry w�j ra 0 LO 0 CY) 00 ui m 00 .1 o' 9, x CLS c o M m t D w U. uj CL .1 1! ui Polo dl z F U ILI Ul Z Z' CL F-UJ U. w LLJ W) :R LLJ ui LL. z 6 z 0 E CL LLI E _j LU ac C, z z ----------- ---------- ------ --------------------------------------- ---------- ------------------------------- ma n - - - - --------------- �l ry L.4 MEN]fficyklyAlpm .,V 6E x, SE ----___-----___-----___-----___-----___-----___-----___-----___- ------------ u U IUOJ h. - lu U) zLLJ 0 AID A05 U, ct ........... Table F-1: Storm Drain Hydrology Calculations 100-Year Storm Event Point Total Intensity Sum Q of Conc. Shed Time I C Area Area K KAC Sum ACI Design (POC) Area (min)• (in./hr.) (acres) (acres) KAC (cfs) P#1 A4,A5A 1 A7,A8 18.1 1.98 0.90 5.83 5.83 1.00 5.24 5.24 10.4 Design Flow for Storm Drain P#1 P#2 B4,B5,B6, B7,B8, B9,B10,B1 12 1 18.6 1.95 0.90 13.44 13.44 1.00 12.10 12.10 23.6 Design Flow for Storm Drain P#2 P#3 C4,C5,C6, 19 C7,CS 16.2 2.10 0.90 8.20 8.20 1.00 7.38 7.38 15.5 Design Flow for Storm Drain P#3 P#4 22 D1,D2,D3 15.3 2.16 0.90 2.05 2.05 1.00 1.84 1.84 4.0 Design Flow for Storm Drain P#4 P#5 27 E4,E5 15.7 2.13 0.90 1 5.71 5.71 1.00 5.13 5.13 10.9 Design Flow for Storm Drain P#5 P#6 31 F1,F2,F3,F4 15.5 1 2.15 1 0.90 1 3.70 1 3.70 1 1.00 1 3.33 1 3.33 1 7.1 1 Design Flow for Storm Drain P#6 P#7 33 GI 15.0 2.18 0.90 1.71 1.71 1.00 1.54 1.54 3.4 Design Flow for Storm Drain P#7 P#7A 33A G1,G2 15.0 2.18 0.90 2.04 2.04 1.00 1.83 1.83 4.0 Design Flow for Storm Drain P#7 P#8 �Gl,(32,(32A� ,G3, G4,G5,G6, 38 G7A 19.5 1.91 0.79 6.00 6.00 1.00 4.74 4.74 9.0 Design Flow for Storm Drain P#8 P#9 G1,G2,G2A ,G3, G4,G5,G6, G7,G7A,G8 43 ,G9 19.8 1.89 0.66 11.69 11.69 1.00 7.72 7.72 14.6 Design Flow for Storm Drain P#9 P#10 41 G8,G9 15.0 2.18 0.45 1 2.04 1 2.04 1 1.00 1 0.92 1 0.92 1 2.0 Design Flow for Storm Drain P#10 P#11 44 H1,H2 15.0 2.18 0.90 1.37 1.37 1.00 1.23 1.23 2.7 Design Flow for Storm Drain P#1 l P#12 52 K4 15.0 1 2.18 1 0.90 0.62 0.62 1.00 0.56 0.56 1.2 Design Flow for Storm Drain P#12 P#13 53 K5,K6 15.0 1 2.18 0.90 0.87 0.87 1.00 0.79 1 0.79 1 1.7 IDesignFlow for Storm Drain P#13 P#14 K4,K5,K6, 51 K7 17.1 2.04 0.52 10.06 10.06 1.00 5.23 5.23 10.7 Design Flow for Storm Drain P#14 P#15 Kl-K$Al- 55 AS 18.3 1.97 0.49 23.92 23.92 1.00 11.72 1 11.72 1 23.1 Design Flow for Storm Drain P#15 P#16 58 1 M1,M2 1 15.0 2.18 0.45 2.09 2.09 1.00 0.94 1 0.94 1 2.1 IDesign Flow for Storm Drain P#16 P#17 59 M4 15.2 2.17 0.45 3.19 3.19 1.00 1.43 1 1.43 1 3.1 Design Flow for Storm Drain P#17 P#18 60 M4,M5,M6 15.3 2.16 0.45 4.50 4.50 1.00 2.02 1 2.02 1 4.4 Design Flow for Storm Drain P#18 P#19 M4,M5,M6 61 ,MS 15.3 2.16 0.45 6.28 6.28 1.00 2.82 2.82 6.1 Design Flow for Storm Drain P#19 P#20 63 M7 15.0 2.18 0.45 0.45 0.36 1.00 0.20 0.20 0.4 1 Design Flow for Storm Drain P#20 P#21 M4,M5,M6 65 M7,M8,M9 15.8 2.13 0.45 11.25 11.25 1.00 5.06 5.06 10.8 Design Flow for Storm Drain P#21 *See Tables F-5.1-F-5.11 for t,calculations(minimum t,-15 min.) Initial Time of Concentration of 15 minutes was used based on Mendocino County Standards I=8.8428/(T)-0.1166 where I is intensity(m./hr.)and Tc is the time of concentration(County of Mendocino Std DI I G) Slopes are mearsured as Vertical/Horizontal. Flow depths,wloaties&top widths determined using Hydraflow Express Page 890 of 4165 Table F-2: Ditch Hydrology Calculations 100-Year Storm Event Point Total Intensity Sum Q of Conc. Shed Time I C Area Area K KAC Sum ACI Design (POC) Area (min)* (in./hr.) (acres) (acres) KAC (cfs) D#1 Al 1 15.0 1 2.18 1 0.90 1 2.27 1 2.27 1 1.00 1 2.04 1 2.04 1 4.5 1 Design Flow for Ditch D#1 D#2 A2 15.0 2.18 0.90 0.54 0.54 1.00 0.49 0.49 1.1 Design Flow for Ditch D#2 DO A2 15.0 2.18 0.90 0.54 0.54 1.00 0.49 0.49 1.1 Design Flow for Ditch D#3 D#4 A4 15.0 2.18 0.90 0.50 0.50 1.00 0.45 0.45 1.0 Design Flow for Ditch D#4 DO A3 15.0 2.18 0.90 0.37 0.37 1.00 0.34 0.34 1 0.7 Design Flow for Ditch D#5 D#6 A2,A3,A4 1 15.9 2.12 0.90 1.42 1.42 1.00 1.27 1.27 2.7 Design Flow for Ditch D#6 D#7 A6 1 15.0 2.18 0.90 0.72 0.72 1.00 0.65 0.65 1.4 Design Flow for Ditch D#7 D#8 A5 1 15.0 2.18 0.90 0.52 0.52 1.00 0.47 0.47 1.0 Design Flow for Ditch D#8 DO A5A6 16.0 2.11 0.90 2.65 2.65 1.00 2.39 2.39 5.0 Design Flow for Ditch D#9 D#10 A7 1 15.0 1 2.18 0.90 0.64 0.64 1.00 0.58 0.58 1.3 Design Flow for Ditch D#10 D#11 A2,A3,A4, A5,A6,A7, AS 18.1 1.98 0.90 3.56 3.56 1.00 3.20 3.20 6.3 Design Flow for Ditch D#11 D#12 B1,132 1 15.0 1 2.18 0.90 1 1.56 1 1.56 1 1.00 1 1.40 1 1.40 1 3.1 IDesign Flow for Ditch D#12 D#13 Bl 1 15.0 2.18 0.90 1.26 1.26 1.00 1.14 1 1.14 1 2.5 IDesign Flow for Ditch D#13 D#14 B1,B2,B4 1 17.4 2.02 0.90 2.75 2.75 1.00 2.47 1 2.47 1 5.0 IDesign Flow for Ditch D#14 D#15 B5 15.0 2.18 0.90 1.04 1.04 1.00 0.93 1 0.93 1 2.0 IDesign Flow for Ditch D#15 D#16 B3 15.0 2.18 1 0.90 2.53 2.53 1.00 2.28 1 2.28 1 5.0 IDesign Flow for Ditch D#16 D#17 131,132,133, B4,B5 18.1 1.98 0.90 6.31 6.31 1.00 5.68 1 5.68 1 11.3 Design Flow for Ditch D#17 D#18 B7 15.0 2.18 0.90 1.18 1.18 1.00 1.06 1 1.06 1 2.3 1 Design Flow for Ditch D#18 D#19 B6 15.0 2.18 0.90 1.54 1.54 1.00 1.39 1 1.39 1 3.0 IDesign Flow for Ditch D#19 D#20 131,132,133, 134,135,136 B7 18.3 1.97 0.90 8.81 8.81 1.00 7.93 7.93 15.6 Design Flow for Ditch D#20 D#21 B9 1 15.0 2.18 0.90 1 1.02 1 1.02 1 1.00 1 0.92 1 0.92 1 2.0 Design Flow for Ditch D#21 D#22 B8 15.0 2.18 0.90 1 0.77 1 0.77 1 1.00 0.69 0.69 1 1.5 Design Flow for Ditch D#22 D#23 131,132,133, B4,B5,B6 B7,B8,B9 18.5 1.96 0.90 10.83 10.83 1.00 9.74 9.74 19.1 Design Flow for Ditch D#23 D#24 B10 15.0 2.18 0.90 1.09 1.09 1.00 0.98 0.98 2.1 Design Flow for Ditch D#24 D#25 131,132,133, B4,B5,B6 B7,B8,B9 Bl0 18.6 1.95 0.90 11.92 11.92 1.00 10.72 10.72 20.9 Design Flow for Ditch D#25 D#26 Bl l 15.0 2.18 0.90 1.52 1.52 1.00 1.37 1.37 3.0 Design Flow for Ditch D#26 D#27 Cl 15.0 2.18 0.90 0.87 0.87 1.00 0.78 0.78 1.7 Design Flow for Ditch D#27 D#28 Cl 15.0 2.18 0.90 0.87 0.87 1.00 0.78 0.78 1.7 Design Flow for Ditch D#28 D#29 - 15.3 2.16 0.90 0.00 0.00 1.00 0.00 0.00 0.0 Design Flow for Ditch D#29 D#30 C3 15.0 2.18 0.90 0.58 0.58 1.00 0.53 0.53 1.1 Design Flow for Ditch D#30 *See Tables F-5.1-F-5.11 for t,calculations(minimum t,-15 min.) Initial Time of Concentration of 15 minutes was used based on Mendocino County Standards I=8.8428/(Tc)"0.e1ee where I is intensity(m./hr.)and Te is the time of concentration(County of Mendocino Std DI I G) Slopes are measured as Vertical/Horizontal. Flow depths,wloaties&top widths determined using Hydraflow Express Page 891 of 4165 Table F-2: Ditch Hydrology Calculations 100-Year Storm Event Point Total Intensity Sum Q of Conc. Shed Time I C Area Area K KAC Sum ACI Design (POC) Area (min)* (in./hr.) (acres) (acres) KAC (cfs) D#31 C3 C4 1 15.7 2.13 1 0.90 1 1.08 1 1.08 1 1.00 1 0.97 1 0.97 1 2.1 1 Design Flow for Ditch D#31 D#32 C5 15.0 2.18 0.90 0.77 0.77 1.00 0.70 0.70 1.5 Design Flow for Ditch D#32 D#33 C4,C5 16.0 2.11 0.90 2.72 2.72 1.00 2.45 2.45 5.2 Design Flow for Ditch D#33 D#34 C6 15.0 1 2.18 0.90 1.40 1.40 1.00 1.26 1.26 2.8 Design Flow for Ditch D#34 D#35 C1,C3 C4,C5,C6 16.1 2.11 0.90 4.12 4.12 1.00 3.71 3.71 7.8 Design Flow for Ditch D#35 D#36 C7 15.0 2.18 0.90 2.42 2.42 1.00 2.18 2.18 4.7 Design Flow for Ditch D#36 D#37 C4,C5,C6 C7 16.2 2.10 0.90 6.54 6.54 1.00 5.88 5.88 12.4 Design Flow for Ditch D#37 D#38 C8 15.0 2.18 0.90 1.67 1.67 1.00 1.50 1.50 3.3 Design Flow for Ditch D#38 D#39 D2 15.0 2.18 0.90 0.55 0.55 1.00 0.50 0.50 1.1 Design Flow for Ditch D#39 D#40 Dl 15.0 2.18 0.90 0.92 0.92 1.00 0.83 0.83 1.8 Design Flow for Ditch D#40 D#41 D1,D2 15.2 2.17 0.90 1.48 1.48 1.00 1.33 1.33 2.9 Design Flow for Ditch D#41 D#42 D3 15.0 2.18 0.90 0.57 0.57 1.00 0.51 0.51 1.1 Design Flow for Ditch D#42 D#43 El 15.0 2.18 0.90 0.72 0.72 1.00 0.65 0.65 1.4 Design Flow for Ditch D#43 D#44 E2 15.0 2.18 0.90 0.80 0.80 1.00 0.72 0.72 1.6 Design Flow for Ditch D#44 D#45 E3 15.0 2.18 0.90 2.24 2.24 1.00 2.02 2.02 4.4 Design Flow for Ditch D#45 D#46 E1,E2,E3 15.6 2.14 0.90 3.76 3.76 1.00 3.38 3.38 7.2 Design Flow for Ditch D#46 D#47 E4 15.0 2.18 0.90 0.68 0.68 1.00 0.61 0.61 1.3 Design Flow for Ditch D#47 D#48 E1,E2,E3,E 15.7 1 2.13 1 0.90 1 4.44 1 4.44 1 1.00 1 3.99 1 3.99 1 8.5 1 Design Flow for Ditch D#48 D#49 E5 1 15.0 1 2.18 1 0.90 1 1.27 1 1.27 1 1.00 1 1.14 1 1.14 1 2.5 1 Design Flow for Ditch D#49 D#50 Fl 15.0 2.18 0.90 0.63 0.63 1.00 0.56 0.56 1.2 Design Flow for Ditch D#50 D#51 Fl 15.0 2.18 0.90 0.63 0.63 1.00 0.56 0.56 1.2 Design Flow for Ditch D#51 D#52 F2 15.0 2.18 0.90 0.18 0.18 1.00 0.16 0.16 0.4 Design Flow for Ditch D#52 D#53 F3 15.0 2.18 0.90 1.59 1.59 1.00 1.43 1.43 3.1 Design Flow for Ditch D#53 D#54 F1,F2,F3 15.5 2.15 0.90 2.40 2.40 1.00 2.16 2.16 4.6 Design Flow for Ditch D#54 D#55 F4 15.0 2.18 0.90 1.30 1.30 1.00 1.17 1.17 2.6 Design Flow for Ditch D#55 D#56 Gl 15.0 2.18 0.90 1.71 1.71 1.00 1.54 1.54 3.4 Design Flow for Ditch D#56 D#56A G1,G2 15.0 2.18 0.90 2.04 2.04 1.00 1.83 1.83 4.0 Design Flow for Ditch D#56A D#57 G1,G2,G2A 16.1 1 2.10 1 0.90 1 2.93 1 2.93 1 1.00 1 2.64 1 2.64 1 5.5 1 Design Flow for Ditch D#57 D#58 G3 1 15.0 1 2.18 1 0.90 1 0.65 1 0.65 1 1.00 1 0.59 1 0.59 1 1.3 1 Design Flow for Ditch D#58 D#59 G1,G2,G3 1 17.8 2.00 0.90 3.59 3.59 1.00 3.23 3.23 6.4 1 Design Flow for Ditch D#59 D#60 G4 1 15.0 2.18 0.90 0.92 0.92 1.00 0.83 0.83 1.8 1 Design Flow for Ditch D#60 D#61 G1,G2,G3 Gq 18.9 1.94 0.90 4.50 4.50 1.00 4.05 4.05 7.9 Design Flow for Ditch D#61 D#62 G5 1 15.0 1 2.18 0.90 0.87 0.87 1.00 0.78 1 0.78 1 1.7 Design Flow for Ditch D#62 *See Tables F-5.1-F-5.11 for t,calculations(minimum t,-l5 min.) Initial Time of Concentration of 15 minutes was used based on Mendocino County Standards I=8.8428/(T)"0.e1ee where I is intensity(in./hr.)and Te is the time of concentration(County of Mendocino Std D 11 G) Slopes are measured as Vertical/Homontal. Flow depths,velocities&top widths determined using Hydraflow Express Page 892 of 4165 Table F-2: Ditch Hydrology Calculations 100-Year Storm Event Point Total Intensity Sum Q of Conc. Shed Time I C Area Area K KAC Sum ACI Design (POC) Area (min)* (in./hr.) (acres) (acres) KAC (cfs) D#63 G4,G5 19.1 1.92 0.90 5.37 5.37 1.00 4.83 4.83 9.3 Design Flow for Ditch D#63 D#64 G6 15.0 2.18 0.90 0.33 0.33 1.00 0.30 0.30 0.7 Design Flow for Ditch D#64 D#65 CH G2,G3 G4,G5,G6 19.2 1.92 0.90 5.70 5.70 1.00 5.13 5.13 9.9 Design Flow for Ditch D#65 D#66 G8 15.0 2.18 0.45 0.66 0.66 1.00 0.30 0.30 0.7 Design Flow for Ditch D#66 D#67 G8,G9 15.0 2.18 0.45 4.12 4.12 1.00 1.86 1.86 4.1 Design Flow for Ditch D#67 D#68 Hl 15.0 2.18 0.90 0.74 0.74 1.00 0.67 0.67 1.5 Design Flow for Ditch D#68 D#69 H2 15.0 2.18 0.90 0.63 0.63 1.00 0.56 0.56 1.2 Design Flow for Ditch D#69 D#70 Il 15.0 2.18 0.45 3.61 3.61 1.00 1.62 1.62 3.5 Design Flow for Ditch D#70 D#71 I1,I2 15.7 1 2.13 1 0.45 1 7.15 1 7.15 1 1.00 1 3.22 1 3.22 1 6.9 1 Design Flow for Ditch D#71 D#72 Jl 15.0 2.18 0.45 1.06 1.06 1.00 0.48 0.48 1.0 Design Flow for Ditch D#72 D#73 Kl 15.0 2.18 0.45 1.98 1.98 1.00 0.89 0.89 1.9 Design Flow for Ditch D#73 D#74 K1,K2,K4 15.8 1 2.13 1 0.45 1 3.81 1 3.81 1 1.00 1 1.71 1 1.71 1 3.6 1 Design Flow for Ditch D#74 D#75 K4,K5,K6 17.1 2.04 0.50 9.70 9.70 1.00 4.85 4.85 9.9 Design Flow for Ditch D#75 D#76 K4 15.0 2.18 0.90 0.62 0.62 1.00 0.56 0.56 1.2 Design Flow for Ditch D#76 D#77 K5 15.0 2.18 0.90 0.57 0.57 1.00 0.52 0.52 1.1 Design Flow for Ditch D#77 D#78 K6 15.0 2.18 0.90 0.30 0.30 1.00 0.27 0.27 0.6 Design Flow for Ditch D#78 D#79 K7 15.0 2.18 0.45 0.36 0.36 1.00 0.16 0.16 0.4 Design Flow for Ditch D#79 D#80 Ll 15.0 2.18 0.45 1.44 1.44 1.00 0.65 0.65 1.4 Design Flow for Ditch D#80 D#81 Ml 15.0 2.18 0.45 1.42 1.42 1.00 0.64 0.64 1.4 Design Flow for Ditch D#81 D#82 M2 15.0 2.18 0.45 0.67 0.67 1.00 0.30 0.30 0.7 Design Flow for Ditch D#82 D#83 M3 15.0 2.18 0.45 0.22 0.22 1.00 0.10 0.10 0.2 Design Flow for Ditch D#83 D#84 M4 15.0 2.18 0.45 0.88 0.88 1.00 0.39 0.39 0.9 Design Flow for Ditch D#84 D#85 M5 15.0 2.18 0.45 1.06 1.06 1.00 0.48 0.48 1.0 Design Flow for Ditch D#85 D#86 M6 15.0 2.18 0.45 0.25 0.25 1.00 0.11 0.11 0.2 Design Flow for Ditch D#86 D#87 M7 15.0 2.18 0.45 0.66 0.66 1.00 0.30 0.30 0.7 Design Flow for Ditch D#87 D#88 MS 15.0 2.18 0.45 1.78 1.78 1.00 0.80 0.80 1.7 Design Flow for Ditch D#88 *See Tables F-5.1-F-5.11 for t,calculations(minimum t,-l5 min.) Initial Time of Concentration of 15 minutes was used based on Mendocino County Standards I=8.8428/(T)"0.e1ee where I is intensity(in./hr.)and Te is the time of concentration(County of Mendocino Std D 11 G) Slopes are measured as Vertical/Horizontal. Flow depths,veloaties&top widths determined using Hydraflow Express Page 893 of 4165 Table F-3: Storm Drain Hydraulic Calculations 100-Year Storm Event Point of Cone. Pipe Qioo Diameter Manning's Velocity Flow Depth (POC) (cfs) Slope (in) "n" (ft/s) (ft) 41 Storm Drain P 41 10.4 0.0402 18 0.014 11.14 0.78 412 Storm Drain P 42 23.6 0.1828 18 0.014 24.13 0.81 419 Storm Drain P 43 15.5 0.1166 18 0.014 18.38 0.72 422 Storm Drain P 44 4.0 0.1408 18 0.014 13.21 0.34 427 Storm Drain P#5 10.9 0.2176 18 0.014 20.97 0.50 431 Storm Drain P 46 7.1 0.1753 18 0.014 16.96 0.43 433 Storm Drain P 47 3.4 0.1372 18 0.014 12.16 0.32 433A Storm Drain P 47A 4.0 0.0223 18 0.014 6.95 0.54 438 Storm Drain P 48 9.0 0.0500 18 0.014 11.51 0.68 443 Storm Drain P 49 14.6 0.0200(min) 24 0.024 6.16 1.41 444 Storm Drain P 410 2.0 0.2292 18 0.014 12.26 0.22 445 Storm Drain P 411 2.7 0.0200(min) 18 0.024 4.09 0.60 452 Storm Drain P 412 1.2 0.0117 18 0.024 3.67 0.45 453 Storm Drain P 413 1.7 0.0100 18 0.024 4.60 0.57 451 Storm Drain P#14 10.7 0.0200(min) 24 0.024 7.64 0.91 455 Storm Drain P 415 23.1 0.0500(min) 2-18" 0.024 8.11 1.13 458 Storm Drain P 416 2.1 0.0500(min) 18 0.024 5.31 0.41 459 Storm Drain P 417 3.1 0.0500(min) 18 0.024 5.80 0.51 460 Storm Drain P 418 4.4 0.0500(min) 18 0.024 6.50 0.61 461 Storm Drain P#19 6.1 0.1340 18 0.024 12.34 0.88 463 Storm Drain P 420 0.4 0.0446 18 0.024 3.49 0.23 465 Storm Drain P 421 10.8 0.0500(min) 18 0.024 7.06 0.75 Initial Time of Concentration of 15 minutes was used based on Mendocino County Standards I=8.8428/(T,)-o.5166 where I is intensity(in./hr.)and Tc is the time of concentration(County of Mendocino Std D11G) Slopes are mearsured as Vertical/Horizontal. Flow depths,velocities&top widths determined using Hydraflow Express 4annings"n"value CMP- 0.024 HDPE- 0.014 Page 894 of 4165 Table F-4: Ditch Hydraulic Calculations 100-Year Storm Event Bottom Mannin's"n" Maximum Maximum Design Maxim erosion Ditch Quo Slope Left Side Right Side Width mat 0.020 Top Width Velocity Depth Flow Depth riprap 0.035 (cfs) Slope Slope (it) liner 0.020 (it) (ft/s) (it) (it) D#1 4.5 .1494 max. 2:1 max. 10:1 max. 0 0.020 4.32 5.79 1.2 0.38 D#2 1.1 0.02 min. 2:1 max. 10:1 max. 0 0.020 2.88 3.47 1.2 0.31 D#3 1.1 0.3243 1.5:1 max. 1.5:1 max. 5 0.020 5.18 3.80 1.0 0.06 D#4 1.0 0.02 min. 2:1 max. 10:1 max. 0 0.020 3.12 2.47 1.2 0.26 D#5 0.7 0.02 min. 2:1 max. 10:1 max. 0 0.020 2.76 2.21 1.2 0.23 D#6 2.7 0.3571 1.5:1 max. 1.5:1 max. 5 0.020 5.27 5.19 1.0 0.09 D#7 1.4 0.02 min. 2:1 max. 10:1 max. 0 0.020 3.48 2.77 1.2 0.29 D#S 1.0 0.02 min. 2:1 max. 10:1 max. 0 0.020 3.12 2.47 1.2 0.26 DO 5.0 0.3846 1.5:1 max. 1.5:1 max. 5 0.020 5.30 7.40 1.0 0.13 D#10 1.3 0.02 min. 2:1 max. 10:1 max. 0 0.020 3.36 2.76 1.2 0.28 D#11 6.3 0.0250 2:1 max. 2:1 max. 0 0.035 3.72 3.64 1.5 0.93 D#12 3.1 0.0900 2:1 max. 10:1 max. 0 0.020 4.08 4.47 1.2 0.34 D#13 2.5 0.0723 2:1 max. 10:1 max. 0 0.020 3.96 3.83 1.2 0.33 D#14 5.0 0.2080 1.5:1 max. 1.5:1 max. 46 0.020 46.18 2.30 1.0 0.04 D#15 2.0 0.02 min. 2:1 max. 10:1 max. 0 0.020 4.32 3.22 1.2 0.36 D#16 5.0 0.02 min. 2:1 max. 10:1 max. 0 0.020 5.76 3.91 1.2 0.48 D#17 11.3 0.1666 1.5:1 max. 1.5:1 max. 27 0.020 27.40 4.05 1.0 0.11 D#1S 2.3 0.02 min. 2:1 max. 10:1 max. 0 0.020 4.32 3.09 1.2 0.36 D#19 3.0 0.02 min. 2:1 max. 10:1 max. 0 0.020 4.68 3.29 1.2 0.39 D#20 15.6 0.2719 1.5:1 max. 1.5:1 max. 5 0.020 5.90 10.28 1.0 0.30 D#21 2.0 0.02 min. 2:1 max. 10:1 max. 0 0.020 3.96 3.06 1.2 0.33 D#22 1.5 0.1486 2:1 max. 10:1 max. 0 0.020 2.88 4.34 1.2 0.24 D#23 19.1 0.1783 1.5:1 max. 1.5:1 max. 5 0.020 6.11 9.78 1.0 0.37 D#24 2.1 0.02 min. 2:1 max. 10:1 max. 0 0.020 4.08 3.03 1.2 0.34 D#25 20.9 0.3605 1.5:1 max. 1.5:1 max. 5 0.020 5.96 12.60 1.0 0.32 D#26 3.0 0.01 min. 2:1 max. 2:1 max. 0 0.035 6.36 4.88 1.2 0.58 D#27 1.7 0.0250 2:1 max. 10:1 max. 0 0.020 4.20 2.31 1.2 0.35 D#2S 0.02 min. 2:1 max. 10:1 max. 0 0.020 3.60 2.78 1.2 0.30 D#29 1.7 0.3909 1.5:1 max. 1.5:1 max. 5 0.020 5.21 4.76 1.0 0.07 D#30 1.1 0.02 min. 2:1 max. 10:1 max. 0 0.020 3.72 2.511.91 1.2 0.31 Initial Time of Concentration of 15 minutes was used based on Mendocino County Standards I=8.8428/(T�)-0.5166 where I is intensity(in./hr.)and Tc is the time of concentration(County of Mendocino Std D 11 G) Slopes are mearsured as Vertical/Horizontal. Flow depths,velocities&top widths determined using Hydratlow Express n value-.020-liner per Manufacturer -.020-erosion mat -.035-rock nprap lump Calculator used to check httos://www.omnicalculator.com/nhvsics/hvdraulic-iumn#calculating-the-hvdraulic-iumn-nronerties Omni Calculator Page 895 of 4165 Table F-4: Ditch Hydraulic Calculations 100-Year Storm Event Bottom Mannin's"n" Maximum Maximum Design MaAmmn erosion Ditch Quo Slope Left Side Right Side Width mat 0.020 Top Width Velocity Depth Flow Depth riprap 0.035 (cfs) Slope Slope (it) liner 0.020 (it) (ft/s) (it) (it) D#31 2.1 0.02 min. 2:1 max. 10:1 max. 0 0.020 3.72 2.77 1.2 0.34 D#32 1.5 0.02 min. 2:1 max. 10:1 max. 0 0.020 3.72 2.77 1.2 0.30 D#33 5.2 0.3636 1.5:1 max. 1.5:1 max. 5 0.020 5.36 9.81 1.0 0.12 D#34 2.8 0.02 min. 2:1 max. 10:1 max. 0 0.020 4.56 3.23 1.2 0.38 D#35 7.8 0.3050 1.5:1 max. 1.5:1 max. 5 0.020 5.45 11.10 1.0 0.15 D#36 4.7 0.02 min. 2:1 max. 10:1 max. 0 0.020 5.52 3.78 1.2 0.46 D#37 12.4 0.3286 1.5:1 max. 1.5:1 max. 5 0.020 5.69 10.01 1.2 0.23 D#38 3.3 0.0150 2:1 max. 2:1 max. 0 0.035 3.44 5.26 1.2 0.86 D#39 1.1 0.02 min. 2:1 max. 10:1 max. 0 0.020 3.24 2.51 1.2 0.27 D#40 1.8 0.02 min. 2:1 max. 10:1 max. 0 0.020 3.84 2.93 1.2 0.32 D#41 2.9 0.4505 1.5:1 max. 1.5:1 max. 5 0.020 5.27 6.28 1.0 0.09 D#42 1.1 0.01 min. 2:1 max. 2:1 max. 0 0.035 2.28 1.69 1.2 0.57 D#43A 1.4 0.0225 2:1 max. 10:1 max. 0 0.020 4.32 2.19 1.0 0.36 D#43 1.4 0.3704 1.5:1 max. 1.5:1 max. 5 0.020 5.18 5.57 1.0 0.06 D#44 1.6 0.02 min. 2:1 max. 10:1 max. 0 0.020 2.20 2.64 1.2 0.55 D#45 4.4 0.02 min. 2:1 max. 10:1 max. 0 0.020 3.20 3.44 1.2 0.80 D#46 7.2 0.5000 1.5:1 max. 1.5:1 max. 5 0.020 5.42 10.42 1.0 0.14 D#47 1.3 0.02 min. 2:1 max. 10:1 max. 0 0.020 3.36 2.76 1.2 0.28 D#48 8.5 0.5111 1.5:1 max. 1.5:1 max. 5 0.020 5.51 9.85 1.0 0.17 D#49 2.5 0.0172 2:1 max. 2:1 max. 0 0.035 2.64 4.81 1.2 0.66 D#50 1.2 0.02 min. 2:1 max. 10:1 max. 0 0.020 3.36 2.55 1.2 0.28 D#51 1.2 0.2500 1.5:1 max. 1.5:1 max. 5 0.020 5.15 4.73 1.0 0.05 D#52 0.4 0.02 min. 2:1 max. 10:1 max. 0 0.020 2.16 2.06 1.2 0.18 D#53 3.1 0.02 min. 2:1 max. 10:1 max. 0 0.020 4.68 3.40 1.2 0.39 D#54 4.6 0.3108 1.5:1 max. 1.5:1 max. 5 0.020 5.33 8.10 1.0 0.11 D#55 2.6 .0136. 2:1 max. 2:1 max. 0 0.035 5.76 1.88 1.2 0.53 D#56 3.4 0.0500 2:1 max. 2:1 max. 0 0.035 4.92 3.37 1.2 0.41 D#56A 4.0 0.0223 2:1 max. 2:1 max. 0 0.020 4.92 3.37 1.2 0.41 D#57 5.5 .0223 min 2:1 max. 2:1 max. 0 0.020 3.32 10.62* 1.0 0.83 D#58 1.3 0.02 min. 2:1 max. 10:1 max. 0 0.020 3.48 2.77 1.2 0.29 D#59 6.4 0.1811 1.5:1 max. 1.5:1 max. 5 0.020 5.57 6.07 1.0 0.19 D#60 1.8 0.02 min. 2:1 max. 10:1 max. 0 0.020 3.72 2.96 1.2 0.31 D#61 7.9 0.1571 1.5:1 max. 1.5:1 max. 5 0.020 5.66 6.48 1.0 0.22 Initial Time of Concentration of 15 minutes was used based on Mendocino County Standards I=8.8428/(T,)"0.51ee where I is intensity(in./hr.)and Tc is the time of concentration(County of Mendocino Std D 11 G) Slopes are mearsured as Vertical/Horizontal. Flow depths,velocities&top widths determined using Hydratlow Express *Max Slope 35% n value-.020-liner -.035-rock nprap -.020-erosion mat Page 896 of 4165 Table F-4: Ditch Hydraulic Calculations 100-Year Storm Event Bottom Mannin's"n" Maximum Maximum Design MaAmmn erosion Ditch Q- Slope Left Side Right Side Width mat 0.020 Top Width Velocity Depth Flow Depth riprap 0.035 (cfs) Slope Slope (it) liner 0.020 (it) (ft/s) (it) (it) D#62 1.7 0.02 min. 2:1 max. 10:1 max. 0 0.020 3.72 2.77 1.2 0.31 D#63 9.3 0.1026 1.5:1 max. 1.5:1 max. 5 0.020 5.63 7.71 1.0 0.21 D#64 0.7 0.0300 2:1 max. 2:1 max. 0 0.035 3.12 2.21 1.0 0.26 D#65 9.9 0.4237 1.5:1 max. 1.5:1 max. 5 0.020 6.20 9.39 1.2 0.30 D#66 0.7 0.0968 2:1 max. 2:1 max. 0 0.035 1.32 3.67 1.0 0.33 D#67 4.1 0.0684 2:1 max. 2:1 max. 0 0.035 2.64 4.82 1.0 0.66 D#68 1.5 0.0176 2:1 max. 2:1 max. 0 0.035 2.32 2.23 1.0 0.58 D#69 1.2 0.0200 2:1 max. 2:1 max. 0 0.035 2.08 2.22 1.0 0.52 D#70 3.5 0.1504 2:1 max. 2:1 max. 0 0.035 2.16 6.34 1.0 0.54 D#71 6.9 0.1065 2:1 max. 2:1 max. 0 0.035 2.28 2.55 1.0 0.57 D#72 1.0 0.0380 2:1 max. 2:1 max. 0 0.035 1.72 2.70 1.0 0.43 D#73 1.9 0.0399 2:1 max. 2:1 max. 0 0.035 2.20 3.31 1.0 0.55 D#74 3.6 0.0954 2:1 max. 2:1 max. 0 0.035 2.36 5.17 1.0 0.59 D#75 9.9 0.0140 2:1 max. 2:1 max. 0 0.035 3.48 5.19 1.5 1.25 D#76 1.2 0.0525 2:1 max. 2:1 max. 0 0.035 2.04 3.57 1.0 0.51 D#77 1.1 0.0543 2:1 max. 2:1 max. 0 0.020 1.60 3.44 1.0 0.40 D#78 0.6 0.0260 2:1 max. 10:1 max. 0 0.020 2.88 2.50 1.0 0.38 D#79 0.4 0.0699 2:1 max. 10:1 max. 0 0.020 2.04 2.31 1.0 0.17 D#80 1.4 0.0500 2:1 max. 2:1 max. 0 0.020 1.76 3.62 1.0 0.44 D#Sl 1.4 0.01 min. 2:1 max. 10:1 max. 0 0.020 4.92 1.39 1.0 0.41 D#82 0.7 0.01 min. 2:1 max. 10:1 max. 0 0.020 3.84 1.14 1.0 0.32 D#83 0.2 0.01 min. 2:1 max. 10:1 max. 0 0.035 2.40 0.83 1.0 0.20 D#84 0.9 0.01 min. 2:1 max. 10:1 max. 0 0.020 4.20 1.22 1.0 0.35 D#85 1.0 0.01 min. 2:1 max. 10:1 max. 0 0.020 4.32 1.29 1.0 0.36 D#86 0.2 0.01 min. 2:1 max. 10:1 max. 0 0.020 2.40 0.83 1.0 0.20 D#S7 0.7 0.01 min. 2:1 max. 2:1 max. 0 0.020 1.84 1.42 1.0 0.46 D#SS 1.7 0.01 min. 2:1 max. 2:1 max. 0 0.020 2.68 1.89 1.0 0.67 Initial Time of Concentration of 15 minutes was used based on Mendocino County Standards I=8.8428/(T�)-0.5166 where I is intensity(in./hr.)and Tc is the time of concentration(County of Mendocino Std D 11 G) Slopes are mearsured as Vertical/Horizontal. Flow depths,velocities&top widths determined using Hydratlow Express n value-.030-lines.025-erosion mat -.035-rock nprap nprap hydraulic jump erosion mat Page 897 of 4165 $ \ % k \ � f / g 9 \ \ 2 \ § § § § /pu ƒ up 6 A A A A« » o » o » o » o »e ° ) \ ) e ! Z 12 a . g b � � \ 2 4Qf § E \ § \\ » s 5 : j } J ® « ( { § / E \ LO 0 rn rn 00 m m ¢� cl 145 O O O O O O O O x O V N O W O O O O O O O R � L R O V N O O O O O O O U O\ O\ O\ O\ O\ O\ O\ O O O O O O O 2 C N N N Q � FL •.Cy G O O O O O O � O O _ N In In V oy m 'O u � y � F o w CI B o W 0,2 .. �' 2 $ \ % / c \ � f / § \ u g S j b j 145 \ § § § § // \ / \ \ \ \ \ r \ 6 A A A A> A » o » o » o » o » e » ) e ! Z 3 # } 2 S J 2 2 ) } 2 2 Z 3 2 12 Q . g b � � \ 2 4Qf § E \ § \\ » s 5 : j } J ® « ( { 7 ( \\ $ \ % k \ � f / \ 2 \ § / / 6 A> 6 » o » e » ° ) \ j } ) � \ \ e ! Z 3 # } Z 3 u % % _ 12 \ b 71 , \ � / \ = 2 � \ � z� $ \ % k \ � f / \ � g 2 3 § \ § § § / /} uru 6 A 6 A« A » o » o » o » e » ) e ! 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Z 3 # } 3 J & \ ) } 3 2 2 } u 9 9 9 9 2 /� . g ) ° a Q ® / ) ! 2 } : § \ E-1 APPENDIX G APRIL 2019 UPDATED DESIGN PLAN FOR LANDFILL GAS COLLECTION AND CONTROL SYSTEM (EBA, 2019) IL- Page 909 of 4165 DESIGN October 2015 vbscd April 201,9 Prepared For: City, of Ukiah, Departnient of Publicor 300 Seminary Avenue Uldah, CA, 95482 Prepared By: EBA Engineering 825 Sonorna Avenue Bents Rosa,sa, EBA Job No. C) - � (Task Mike e Dc1mataoa s i;, C,M.L. ., C.1 l . j847 Senior Hydro eo logi of OF C E:=:OBA NEERING Page 910 of 4165 TABLE OF CONTENTS PAGE SECTION I INTRODUCTION ............................................................................................ 1-1 SECTION 2 BACKGROUND INFORMATION.................................................................2-1 2.1 SITE LOCATION AND DESCRIPTION .......................................................................2-1 2.2 LANDFILL HISTORY AND DEVELOPMENT............................................................2-2 2.3 PREVIOUS LANDFILL GAS (LFG) INVESTIGATIONS............................................2-2 2.3.1 Perimeter LFG Monitoring ................................................................................. 2-2 2.3.2 Partial Perimeter LFG Collection ........................................................................2-2 2.3.3 New Source Performance Standards (NSPS)Monitoring ...................................2-3 2.3.4 Assembly Bill 32 (AB32) Emissions Monitoring................................................2-3 SECTION 3 LFG COLLECTION AND CONTROL SYSTEM DESIGN CRITERIA .. 3-1 3.1 REFUSE COMPOSITION AND QUANTITY............................................................... 3-1 3.2 LFG GENERATION AND RECOVERY ESTIMATES ................................................ 3-2 3.3 LFG QUALITY CHARACTERISTICS .......................................................................... 3-4 3.4 LFG CONDENSATE GENERATION ESTIMATES..................................................... 3-5 3.5 LFG MIGRATION CHARACTERISTICS..................................................................... 3-6 SECTION 4 LFG COLLECTION AND CONTROL SYSTEM DESIGN .......................4-1 4.1 LFG EXTRACTION WELLS .........................................................................................4-1 4.1.1 Well Field Layout and Rationale ........................................................................ 4-1 4.1.2 Well Completion Depths .....................................................................................4-2 4.1.3 Well Construction Characteristics .......................................................................4-3 4.1.4 Wellhead Completion..........................................................................................4-3 4.2 COLLECTION SYSTEM PIPING..................................................................................4-3 4.2.1 Piping Layout and Rationale............................................................................... 4-3 4.2.2 Sizing of Primary Header Pipe.............................................................................4-4 4.2.3 Construction of Collection System Piping...........................................................4-4 4.3 CONDENSATE COLLECTION PROVISIONS.............................................................4-5 4.4 FLARE STATION...........................................................................................................4-5 4.4.1 Gas-Liquid Separator.......................................................................................... 4-6 4.4.2 Blowers................................................................................................................4-6 4.4.3 Totally-Enclosed Vertical Ground Flare..............................................................4-7 4.4.4 LFG Flow Control and Monitoring Mechanisms ................................................4-8 4.4.5 Automatic Safety Control Systems..................................................................... 4-8 4.4.6 Control Station Assembly....................................................................................4-8 4.5 PERMITTING .................................................................................................................4-9 City of Ukiah Landfill—Updated Design Plan April 2019 Page 911 of 4165 TABLE OF CONTENTS (Continued) PAGE SECTION 5 MONITORING AND REPORTING.............................................................. 5-1 5.1 FLARE STATION........................................................................................................... 5-1 5.2 WELL FIELD .................................................................................................................. 5-1 5.3 TITLE 27 PERIMETER LFG MONITORING ............................................................... 5-2 5.4 AB32 MONITORING..................................................................................................... 5-3 5.4.1 Monitoring .......................................................................................................... 5-3 5.4.2 Recordkeeping ..................................................................................................... 5-4 5.4.3 Reporting.............................................................................................................. 5-5 SECTION 6 PROPOSED ALTERNATIVES...................................................................... 6-1 6.1 ALTERNATIVE WALKING PATTERN....................................................................... 6-1 6.2 WELLHEAD GAUGE PRESSURE................................................................................6-2 6.3 PROVISIONAL GAS RELIEF COMPONENT VENTING........................................... 6-2 SECTION 7 TEMPORARY MITIGATION MEASURES ................................................ 7-1 SECTION8 SCHEDULE ...................................................................................................... 8-1 SECTION 9 REFERENCES.................................................................................................. 9-1 LIST OF APPENDICES Appendix A - Figures Appendix B - LFG Generation Modeling Results Appendix B-1 - Scenario 1 Appendix B-2 - Scenario 2 Appendix B-3 - Scenario 3 Appendix B-3 - Scenario 4 Appendix C - LFG Samples Certified Analytical Report Appendix D - LFG Condensate Generation Calculations Appendix E - Construction Drawings Appendix F - Collection System Piping Head Loss Calculations Appendix G - Alternative Walking Pattern Documentation City of Ukiah Landfill—Updated Design Plan April 2019 Page 912 of 4165 SECTION 1 INTRODUCTION This Updated Design Plan (Updated Plan)presents background information, design criteria, and a landfill gas (LFG) collection and control system design for the City of Ukiah Landfill(Landfill),in Ukiah, California. The design and installation of a LFG collection and control system is being required to comply with the Methane Emissions from Municipal Solid Waste Landfill requirements associated with Title 17 of the California Code of Regulations (17CCR), Subchapter 10, Article 4, Subarticle 6, also identified as Assembly Bill 32 (AB32). Specifically, this submittal has been prepared to address the design plan requirements stipulated in 17CCR, §95464(a)(1)for the design and installation of a LFG collection and control system. Compliance with these requirements was prompted by the detection of methane emissions from the waste management unit(WNW) surface exceeding the 200 parts per million by volume(ppmv)threshold criteria as determined during a field monitoring event conducted on August 8, 2013 (EBA Engineering [EBA], 2013b). In response to aforementioned emissions findings,the Mendocino County Air Quality Management District(MCAQMD) originally requested in a letter dated August 23, 2013 that the City of Ukiah, Department of Public Works(City)prepare a Design Plan for a LFG collection and control system to comply with AB32 regulations. A Design Plan (EBA, 2013c) was subsequently prepared and submitted to the MCAQMD in October 2013 and included a target completion date for having the LFG collection and control system installed and operational by December 31,2014. The installation was to be integrated with the final closure construction proj ect for the Landfill,which was scheduled for implementation in the spring and summer of 2014. Since submittal of the original Design Plan as described above, the Landfill's final closure construction project has been delayed on multiple occasions due to changes to the final cover system design and associated negotiations with California Regional Water Quality Control Board, North Coast Region (RWQCB), California Department of Resources Recycling and Recovery (CalRecycle), and Mendocino County Health & Human Services Agency (Local Enforcement Agency(LEA), as well as the City's decision to prepare an Environmental Impact Report(EIR)as a mechanism to support the project. As part of these efforts,two updated versions of the Design Plan were submitted in August 2015 (EBA, 2015) and May 2016 (EBA, 2016) at different stages of the final cover redesign in order to bring the Design Plan current. Neither of those versions included substantive changes to the original LFG system design. This version of the Design Plan has been prepared to account for modifications to the Landfill's final cover system that influenced the previous LFG system design. Overall,the revisions presented herein are primarily limited to modifications to the routing and/or locations of collection system piping and condensate drop-outs to compensate for changes in grade breaks and drainage channel configurations. Aside of these changes, the remaining LFG system design components, sizing, City of Ukiah Landfill—Updated Design Plan April 2019 1-1 Page 913 of 4165 construction materials, monitoring and reporting, proposed alternatives, and temporary mitigation measures are the same as previously outlined in the prior Design Plan versions. City of Ukiah Landfill—Updated Design Plan April 2019 1-1 Page 914 of 4165 SECTION 2 BACKGROUND INFORMATION The purpose of this section is to summarize background information used in the development and design of the LFG collection and control system. The primary topics discussed in this section include general site characteristics and findings from previous LFG investigations. Each of these topics is discussed separately in the following subsections. 2.1 SITE LOCATION AND DESCRIPTION The Landfill is located at 3100 Vichy Springs Road, approximately three miles east of Ukiah in Mendocino County, California. A site location map showing the location of the Landfill is presented as Figure 1 (Appendix A). The Landfill's WNW occupies approximately 40 acres of permitted landfill area on a 283.5-acre parcel having a maximum width of approximately 1,000 feet in the north-south direction and a maximum length of about 3,500 feet in the east-west direction.Existing ground surface elevations for the WNW range from approximately 710 feet above mean sea level (MSL) near the western footprint, to about 970 feet MSL along the southeast footprint. The WNW has been graded to form a series of flat terraces stepping down from south to north. The WMU surface is covered with seasonal grasses. A site plan illustrating the WNW topography and adjoining areas is presented as Figure 2 (Appendix A). Land adjacent to the Landfill property is zoned primarily as rangeland and is used for grazing. Dwellings within 1,000 feet of the landfill property include a group of structures owned by the Vichy Springs Investment Group that are located within 500 feet of the Landfill's south property line and a single-family residence located approximately 900 feet west of the Landfill's western property boundary. A rural residential development is located approximately 1/4-mile west of the Landfill property boundary. A housing development is also located along the south side of Vichy Springs Road and westward of the Vichy Springs Resort. The entire development is approximately 1,000 feet southward of the Landfill property boundary and is separated from the Landfill by an intervening ridge. It should be noted that the City owns an approximate 97-acre parcel that adjoins a portion of the Landfill's southern property boundary. This property, which has been previously identified as the "Gun Club Parcel", was purchased as a buffer zone to limit future development adjacent to the Landfill. The Gun Club Parcel is a separate parcel and is not considered part of the Landfill property. City of Ukiah Landfill—Updated Design Plan April 2019 2-1 Page 915 of 4165 2.2 LANDFILL HISTORY AND DEVELOPMENT Waste disposal operations at the Landfill began in 1955 at the eastern end of the WNW footprint and progressed upslope and westward. Prior to 1971, the Landfill was operated as a burn dump, with most of the burn-dump activities reportedly occurring in areas east of the power lines. After 1971, the method of operation transitioned to a fill and cover approach in a canyon/gully terrain. During the 1970's, the unnamed ephemeral creek was realigned northward to maximize the available fill area, and a soil berm was constructed along the toe of the WMU to separate the waste from the realigned creek channel. The Landfill operated as a nonhazardous Class III solid waste disposal site servicing Ukiah and the surrounding area. The Landfill ceased operations in September 2001. 2.3 PREVIOUS LANDFILL GAS (LFG) INVESTIGATIONS 2.3.1 Perimeter LFG Monitoring The Landfill has been equipped with a perimeter LFG monitoring system since September 1994. The original system consisted of five LFG monitoring points(GAS-1 through GAS-5),followed by the installation of five additional LFG monitoring (GAS-6 through GAS-10) in September 1996. The locations of the LFG monitoring points are shown on Figure 2(Appendix A). Each of the LFG monitoring points are equipped with one to four individual monitoring probes constructed of 3/4-inch diameter polyvinyl chloride (PVC) casing and capped with labcock valves. The monitoring probes range in depth from approximately 9 to 250 feet below ground surface (BGS). The LFG monitoring points are monitored on a quarterly basis to fulfill monitoring requirements set forth in Title 27 of the California Code of Regulations(27CCR), §20921. Historical findings from this monitoring initially identified LFG migration in the area of GAS-3 and GAS-4,which prompted the installation of a partial perimeter LFG collection system in 1997 (see following subsection). Following its installation, methane was only detected sporadically in GAS-3 and/or GAS-4,mostly during periods when the partial perimeter LFG collection system was experiencing mechanical or operational issues. However, since the spring of 2017, elevated methane has been consistently detected in GAS-4. The only other historical perimeter methane detections corresponds to GAS-6 (sporadic)and GAS-10 (consistent). However,these detections have been determined to represent gas of natural thermogenic origin and are not related to the Landfill (Lawrence & Associates [L&A], 1998). 2.3.2 Partial Perimeter LFG Collection As outlined in the previous subsection, subsurface LFG migration was identified along the southwestern edge of the WNW in the area of perimeter LFG monitoring points GAS-3 and GAS-4 following installation of the perimeter LFG monitoring system. Methane concentrations measured in these perimeter LFG monitoring points consistently exceeded the regulatory threshold for methane of 5 percent by volume (%vol). In response to these conditions, a partial perimeter LFG collection system was installed between the southwestern edge of the WNW and the property line in the summer and fall of 1997 (see Figure 2, Appendix A). In general, the system consists of 17 vertical City of Ukiah Landfill—Updated Design Plan April 2019 2-2 Page 916 of 4165 extraction points installed in native geologic materials and completed at depths ranging from 35 to 133 feet BGS. The extraction points are connected to a buried 6-inch diameter, high-density polyethylene (HDPE) header pipe that leads to a vacuum blower located at the western end of the WMU. The vacuum blower creates a vacuum in the header pipe that draws the LFG from the soil through the extraction points and header pipe,whereupon the collected LFG(diluted)is vented to the atmosphere via a 4-foot tall,4-inch diameter stack. The system,which was designed by L&A,works on the premise that the extraction well field creates a barrier against migration while simultaneously mixing the collected LFG with"clean" soil pore gas that dilutes the LFG to concentrations that can be discharged directly to the atmosphere. 2.3.3 New Source Performance Standards (NSPS) Monitoring In July 1999, a Tier 2 sampling program was implemented at the Landfill by EBA to comply with NSPS regulations. The program entailed the advancement of 26 soil borings to depths of five feet BGS along existing benches within the WMU and the collection of LFG samples for chemical analysis. The LFG samples were composited in the laboratory at a 3:1 ratio and analyzed for non- methane organic compounds(NMOCs)using United States Environmental Protection Agency(US EPA)Method 25C. The corresponding results revealed NMOC concentrations ranging from 290 to 2,900 ppmv. Field monitoring for methane from the soil borings revealed concentrations ranging from nondetect to 59 %vol, with an average concentration of approximately 40 %vol. Hydrogen sulfide was also monitored in the field and revealed concentrations ranging from nondetect to greater than 200 ppmv, with an average concentration of approximately 12 ppmv. The overall purpose of the Tier 2 sampling program was to determine a site-specific NMOC concentration that could be used to calculate the total NMOC emission rate for the Landfill. The corresponding results revealed a total NMOC emission rate of approximately 6 megagrams per year (Mg/yr)(EBA, 1999). As this concentration was well below the regulatory action limit of 50 Mg/yr, installation of a LFG collection and control system was not required under the NSPS regulations. 2.3.4 Assembly Bill 32 (AB32) Emissions Monitoring AB32 methane emissions monitoring was performed at the Landfill by EBA on August 8, 2013 to comply with 17CCR, §95463(b)(2)(B)and to establish if methane emissions of 200 ppmv or greater are currently being emitted from the WMU surface. The field work was performed using the instantaneous surface monitoring procedures specified in 17CCR, §95471(c)(1) and §9547 1(c)(2). The corresponding results from this monitoring identified a total of nine locations in which methane was detected above the 200 ppmv threshold. The concentrations detected ranged from 277 to 89,000 ppmv (8.9 %vol) and were primarily located in the southernmost portion of the WMU. Average readings for the remainder of the WMU ranged from approximately 10 to 20 ppmv (EBA, 2013b). City of Ukiah Landfill—Updated Design Plan April 2019 2-3 Page 917 of 4165 SECTION 3 LFG COLLECTION AND CONTROL SYSTEM DESIGN CRITERIA Design of a LFG collection and control system is contingent upon a number of parameters ranging from the quantity, composition, and age of the refuse, as well as site-specific subsurface characteristics. Since a substantial portion of LFG parameters can be highly variable and difficult to quantitate, the criteria used for design purposes were based primarily on characteristics observed during previous site investigations and the use of theoretical parameters/models in which reasonable assumptions and calculations could be made based on existing data, available literature,and relative experience. Parameters used to develop design criteria included: refuse composition and quantity; LFG generation rates;LFG quality;LFG condensate generation; and LFG migration characteristics. Further details regarding these parameters are summarized in the following subsections. 3.1 REFUSE COMPOSITION AND QUANTITY The Landfill was in operation from 1955 to September 2001 and operated as a nonhazardous Class III solid waste disposal site. Composition of the waste reportedly received at the Landfill included paper products, food wastes, glass, metal, wood, plastic, cloth, rubber, synthetics and inert waste such as soil, ashes,rock, etc. No high liquid content wastes, designated wastes, or hazardous wastes were accepted for disposal. Previous estimates of the waste stream by category identified approximately 27 percent of the waste as residential, 32 percent commercial, 14 percent industrial, and 27 percent self-haul(City, 1999). As previously outlined in Subsection 2.2(Landfill History and Development)of this Updated Plan,the Landfill was operated as a burn dump prior to 1971. Thus,it is possible that the bulk of the waste in the WMU prior to 1971 is primarily inert. Several previous estimates have been reported with regard to the quantity of waste in-place at the Landfill. In a technical memorandum prepared by Pacific Waste Services,Inc. (PWS)for the City in December 2009,the in-place tonnage was estimated at 1,499,300 tons(PWS, 2009). This estimate was not based on any weigh scale records and assumed a constant 550-ton increase per year of waste placement over the period of 1955 through 2001. In June 2013,the City generated a revised estimate as part of the Landfill Heat Input Capacity Report that was prepared to comply with AB32 reporting requirements. As part of the City's revised estimate,actual tonnage data was compiled for the period 1990 through 2001. For years prior to 1990,the City reduced the annual waste placement tonnage by 550 tons per year(same incremental rate assumed by PWS)through 1955. The corresponding total in-place tonnage resulting from this revised calculation equated to 1,039,116 tons (City, 2013). City of Ukiah Landfill—Updated Design Plan April 2019 3-1 Page 918 of 4165 3.2 LFG GENERATION AND RECOVERY ESTIMATES Several LFG generation models were evaluated to establish LFG generation estimates for the Landfill and to develop design parameters for the LFG collection and control system. These models included the first-order decay model from the 2006 Intergovernmental Panel on Climate Change (IPCC) as required by 17CCR, §95464(a)(1)(F), as well as miscellaneous first order generation models developed by SCS Engineers (1998) for the Solid Waste Association of North America (SWANA). Multiple models and scenarios were employed to evaluate the range of generation rates calculated by the respective models, which in turn was factored into the determination of potential turndown ratios for the flare design. This use of multiple models is considered appropriate to compensate for the number of variables that are difficult to define with any certainty(i.e.,historical disposal rates, historical waste composition, waste moisture content, etc.). As part of the aforementioned models, the two (2) variables that most strongly influence the corresponding results are the methane generation potential (Lo)and/or the methane generation rate constant (k). Lo represents the total amount of methane that a unit mass of refuse will produce if given enough time to fully decompose. The k constant,in turn,corresponds to the fraction of refuse that decays and generates methane in a given year. Based on the average rainfall in the Ukiah area (approximately 3 8 inches per year),Lo and k values of 1.6 cubic feet per pound of refuse(ft3/lb)and 0.038/year(IPCC default value for areas with average rainfall between 20 and 40 inches per year), respectively, were selected for modeling LFG generation rates for the Landfill. Using the resources and information described herein,LFG generation modeling was performed for four(4) different scenarios. These scenarios included the following: • Scenario 1: A total refuse tonnage of 1,499,300 tons placed between 1955 and 2001 as estimated by PWS. • Scenario 2: A total refuse tonnage of 1,039,116 tons placed between 1955 and 2001 as estimated by the City. • Scenario 3: An adjusted refuse tonnage of 1,125,300 tons based on PWS estimate placed between 1971 and 2001 to account for potential inert refuse resulting from former burn-dump operations. • Scenario 4: An adjusted refuse tonnage of 809,644 tons based on City estimate placed between 1971 and 2001 to account for potential inert refuse resulting from former burn-dump operations. A summary of the LFG generation modeling results is presented in Table 1. Copies of the corresponding spreadsheets and graphs for the respective model results are presented in Appendices B-1 through B-4, which coincide with Scenarios 1 through 4 described above. Please note that the LFG generation rates presented in Table 1 assume a methane composition of 50 percent by volume. In addition, since the collection and control system cannot capture all of the LFG generated in the WNW due to a variety of factors(i.e.,WNW geometry, hydraulic conductivity of the cover, degree City of Ukiah Landfill—Updated Design Plan April 2019 3-2 Page 919 of 4165 of saturation of the refuse, degree to which air infiltration can be tolerated, etc.), a collection efficiency of 75 percent has been assumed for design purposes. This collection efficiency is consistent with the recovery rate stipulated in the AB32 regulations. TABLE 1 LFG GENERATION ESTIMATES AND RECOVERY YEAR 2019 Methane LFG Potential LFG Model Lo k Generation Rate Generation Rate Recovery(2) (ft3/lh) (1/year) (SCFM) (SCFM) (SCFM) Scenario 1: PWS Tonnage Estimate for Period 1955-2001 IPCC Model ---- 0.038 ---- ---- 139 Simple First Order-Median(1) 1.6 0.038 93 186 140 Modified First Order(1) 1.6 0.038 97 194 146 First Order Multi-Phase(1) 1.6 0.038 67 134 101 Scenario 2: City Tonnage Estimate for Period 1955-2001 IPCC Model ---- 0.038 ---- ---- 98 Simple First Order-Median 1.6 0.038 67 134 101 Modified First Order(3) 1.6 0.038 69 138 104 First Order Multi-Phase 1.6 0.038 48 96 72 Scenario 3: PWS Adjusted Tonnage Estimate for Period 1971-2001 IPCC Model ---- 0.038 ---- ---- 122 Simple First Order-Median(1) 1.6 0.038 82 164 123 Modified First Order(1) 1.6 0.038 86 172 129 First Order Multi-Phase(1) 1.6 0.038 63 126 95 Scenario 4: City Adjusted Tonnage Estimate for Period 1971-2001 IPCC Model ---- 0.038 ---- ---- 88 Simple First Order-Median(1) 1.6 0.038 59 118 89 Modified First Order(1) 1.6 0.038 61 122 92 First Order Multi-Phase(1) 1.6 0.038 46 92 69 Lo: Methane Generation Potential SCFM: Standard Cubic Feet per Minute k: Methane Generation Rate Constant PWS: Pacific Waste Systems,Inc. (2009) LFG: Landfill Gas IPCC: Intergovernmental Panel on Climate Change(2006) ft3/lb: Cubic Feet per Pound(of refuse) City: City of Ukiah,Department of Public Works(2013) (1): Assumes an average methane concentration of 50 percent by volume. (2): Assumes a 75 percent collection efficiency. (3): SCS Engineers, 1998 The current LFG generation rate for the Landfill based on all the modeling scenarios ranges from 92 to 194 standard cubic feet per minute(SCFM),with potential LFG recoveries ranging from 69 to 146 SCFM As presented in Table 1,the biggest variable influencing the generation rates is the amount of in-place waste. Scenarios 1 and 3 which assume a higher in-place waste tonnage yield LFG generation rates and recoveries ranging from 126 to 194 SCFM and 95 to 146 SCFM,respectively. City of Ukiah Landfill—Updated Design Plan April 2019 3-3 Page 920 of 4165 In contrast,the lower in-place tonnage assumed by Scenarios 2 and 4 yield LFG generation rates and recoveries ranging from 92 to 138 SCFM and 69 to 104 SCFM, respectively. As presented in the various methane/LFG generation graphs presented in Appendix B,the Landfill is on the downward side of the generation curve and will continue along this pattern until the generation potential of the refuse is completely exhausted. 3.3 LFG QUALITY CHARACTERISTICS Table 3 provides a summary of the estimated LFG quality characteristics at the Landfill. This summary is based on field and laboratory test results on LFG samples collected by EBA on September 12 and 16,2013. The LFG sampling was performed using two(2)shallow hand-augered boreholes (GP-1 and GP-2) completed at depths of approximately six feet BGS, as well as from existing leachate wells LW-1 and LW-2. Please refer to Figure 2 (Appendix A) for the corresponding locations. Dedicated samples were collected from LW-1 and GP-1,while a two-part composite sample was collected using LW-2 and GP-2. In addition to retaining samples for chemical analysis,the respective locations were monitored in the field for methane, oxygen, carbon dioxide, and hydrogen sulfide using portable meters. These results are also presented in Table 3 below. The laboratory testing was performed by K Prime,Inc. (K Prime),a California State-certified analytical laboratory located in Santa Rosa, California. A copy of the Certified Analytical Report (CAR)prepared by K Prime is enclosed in Appendix C. TABLE 3 ESTIMATED LANDFILL GAS COMPOSITION Laboratory Test Results Parameter Field Monitoring LW-1 GP-1 LW-2 and GP-2 Results (Dedicated) (Dedicated) (Com osite) Primary Gases: Methane 47.8%Vol 55.2%Vol 57.5 %Vol 37 to 67%Vol Carbon Dioxide 33.2%Vol 35.7%Vol 34.9%Vol 33 to 40%Vol Oxygen <1.00%Vol 2.48%Vol <1.00%Vol 3.4 to 6.7%Vol Nitrogen 18.3 %Vol 6.66%Vol 7.22%Vol NA Hydrogen Sulfide NA NA NA 0 to 16 ppmv VOCs: Dichlorodifluoromethane 0.572 ppmv NA <1.00 ppmv NA Dichlorotetrafluoroethane 0.103 ppmv NA <1.00 ppmv NA Vinyl Chloride 5.83 ppmv NA 1.54 ppmv NA Methylene Chloride 0.147 ppmv NA <1.00 ppmv NA cis-1,2-Dichloroethene 2.06 ppmv NA <1.00 ppmv NA Benzene 0.161 ppmv NA <1.00 ppmv NA Trichloroethene 0.241 ppmv NA <1.00 ppmv NA Toluene 0.390 ppmv NA 7.01 ppmv NA Tetrachloroethene 0.819 ppmv NA <1.00 ppmv NA Chlorobenzene <0.100 ppmv NA 1.95 ppmv NA (Continued) City of Ukiah Landfill—Updated Design Plan April 2019 3-4 Page 921 of 4165 TABLE 3 (Continued) ESTIMATED LANDFILL GAS COMPOSITION Laboratory Test Results Parameter Field Monitoring LW-1 GP-1 LW-2 and GP-2 Results Dedicated Dedicated Com osite VOCs (continued): Ethylbenzene <0.100 ppmv NA 159 ppmv NA Xylene(M+P) 0.409 ppmv NA 123 ppmv NA Xylene(0) 0.144 ppmv NA 136 ppmv NA 1,3,5-Trimethylbenzene <0.100 ppmv NA 6.02 ppmv NA 1,2,4-Trimethylbenzene <0.100 ppmv NA 6.29 ppmv NA Total Volatile Hydrocarbons(l) 33.7 ppmv 80.6 ppmv 1,120 ppmv NA %vol: Percent by Volume ppmv: Parts per Million by Volume NA: Not Analyzed (1): Total Volatile Hydrocarbons is synonymous to Non-Methane Organic Compounds(NMOCs). It should be noted that the concentrations presented in Table 3 are considered to be conservative in nature and will likely decrease over time. Since LFG has been generating within the refuse mass for at least 40 years, a surplus of highly concentrated LFG may be currently present within the WNW. However, upon removal of this surplus by the active collection efforts, coupled with the age of the refuse and dilution effects resulting from the influx of atmospheric air,it is estimated that methane concentrations could stabilize somewhere in the 35 to 45 percent by volume range. Carbon dioxide and volatile organic hydrocarbon/NMOC concentrations will also likely exhibit similar reductions, whereas nitrogen concentrations will likely increase. Whereas the length of time it will take for such reductions to occur is unknown, prior experience at similar sites suggest that it could occur within two to six months of system start-up. 3.4 LFG CONDENSATE GENERATION ESTIMATES Condensate generation was approximated based on temperature and vapor pressure differentials of the LFG. Calculations were performed for flow rates of 53 and 210 SCFM,which correspond to the design flow range for the proposed LFG collection and control system (see Section 4 [LFG Collection and Control System Design]). In addition,final inlet LFG temperatures of 36°F and 59°F were also considered to simulate extreme and average temperature conditions indicative of the Ukiah area. Results of the condensate generation calculations are presented below in Table 4. Please refer to Appendix D for copies of individual spreadsheets that summarize the respective calculations. City of Ukiah Landfill—Updated Design Plan April 2019 3-5 Page 922 of 4165 TABLE 4 CONDENSATE GENERATION CACULATIONS Flow Rate Temperature ff) Vapor Pressure(psia) Average Vacuum Condensate Generation (SCFM) Initial Final Initial Final Pressure(psia) (gpd) 53 120 36 1.6927 0.0999 13.797 50 to 52 53 120 59 1.6927 0.2561 13.797 45 to 52 EO 120 36 1.6927 0.0999 13.797 199 to 207 120 59 1.6927 0.2561 13.797 179 to 207 SCFM: Standard Cubic Feet per Minute °F: Degrees Fahrenheit psia: Pounds per Square Inch(Actual) gpd: Gallons per Day As summarized in Table 4,the condensate generation rate at the site may range from approximately 45 to 210 gallons per day(GPD)based on the given temperature and flow scenarios. Please note that 36 degrees Fahrenheit(°F)corresponds to the average ambient temperature during the coldest month of the year(December), and therefore represents the period of greatest condensate generation. Since the average ambient temperature over the entire year is 59°F, the average volume of condensate generated over the course of 12 months will be less. 3.5 LFG MIGRATION CHARACTERISTICS The two primary components of LFG migration correspond to surface emissions and subsurface migration through subgrade soils and rock formations. As a general rule, LFG migration can be expected to follow a path of least resistance in response to pressure differentials. Surface emissions typically occur when vapor pressures within the WMU exceed atmospheric pressure and can vary during the course of the day due to fluctuations in atmospheric conditions. Similarly, increased vapor pressures within the WNW can induce lateral and vertical LFG migration through subsurface soils and rock formations,including preferential migration through permeable zones(i.e., sand and gravel deposits,fractures,etc.). Finally,concentration gradients between LFG within the refuse mass and surrounding soil-pore gas in the vadose zone can result in the diffusion of LFG both laterally and vertically. It should be noted that the surface of the WNW is currently comprised of interim cover soil. However, a low-permeability final cover system will be installed over the entire WNW as part of the final closure construction operations. Since the final cover system will include a geomembrane component, the new final cover system should serve to reduce potential surface emissions on its own. Conversely, the low-permeability nature of the final cover system could increase vapor pressures within the WNW,thereby increasing the potential for lateral and/or vertical LFG migration through the subsurface soils and/or rock formations, similar to what is currently being observed in City of Ukiah Landfill—Updated Design Plan April 2019 3-6 Page 923 of 4165 the area of GAS-4. Thus, whereas the LFG collection and control system is being mandated to address fugitive surface emissions, it will also serve the dual purpose of mitigating the area of existing migration (GAS-4) and minimizing the potential for increased subsurface LFG migration elsewhere around the WNW. City of Ukiah Landfill—Updated Design Plan April 2019 3-7 Page 924 of 4165 SECTION 4 LFG COLLECTION AND CONTROL SYSTEM DESIGN This section presents the various components of the LFG collection and control system design. The design has been developed to meet the requirements of 17CCR, §95464(b). Based on the current and projected LFG recovery rates presented in Subsection 3.2 (LFG Generation and Recovery Estimates), the design flow rate for the system has been established at 53 to 210 SCFM (at 50 percent methane). This range covers the highest anticipated LFG recovery rate based on the most conservative generation model. In addition, the design range can accommodate lower flows to account for future operations as the generation rate continues to decreases over time. Overall, the LFG collection and control system will consist of a series of perimeter and interior LFG extraction wells, associated above ground collection system piping, condensate collection provisions, and a flare station. Further details regarding each of these components are summarized in the following subsections. Construction drawings illustrating the LFG collection and control system design are enclosed in Appendix E. Sheets 600 through 602 provide plan views of the system layout. Sheets 700 through 706, in turn, provide details of the various system components. 4.1 LFG EXTRACTION WELLS 4.1.1 Well Field Layout and Rationale Since the WMU is comprised mostly of steep slopes,the well field layout is primarily dictated by the location of benches, which provide access by a truck- or track-mounted drilling rig. With that constraint in play,the well field for LFG extraction has been designed to create a series of perimeter and interior extraction well locations. Sheets 600 through 602(Appendix E)show the proposed well field configuration. As presented on these sheets, a total of 18 extraction wells(EW-1 through EW- 18)will be installed as part of the proposed construction. The rationale for the well field layout is as follows: • The perimeter extraction wells located near the edges of the WNW will be used for migration control in response to the anticipated increase in lateral and vertical pressures induced by the installation of the final cover system; • The interior extraction wells will be used to collect methane-rich LFG for the purpose of operating the flare and to deplete the LFG generation source; City of Ukiah Landfill—Updated Design Plan April 2019 4-1 Page 925 of 4165 • The overall extraction well configuration will serve to provide coverage of the entire WNW as a means of minimizing the potential for fugitive surface emissions, including areas of exceedances identified during the August 8, 2013 emissions monitoring event; and • LFG extraction well EW-9 is intended to target the LFG migration observed in GAS-4, although other LFG extraction wells may also serve this purpose depending upon the migration pathway responsible for the conditions exhibited in GAS-4. For design purposes,it is assumed that the operating flow rates for the extraction wells will initially range from approximately 5 to 8 SCFM,which equates to a total now of 90 to 144 SCFM. This flow range encompasses the estimated maximum 2019 LFG recovery rate of 146 SCFM as presented earlier in Subsection 3.2 (LFG Generation and Recovery Rates)of this Updated Plan. It should be noted, however, that the actual flow rates will be contingent upon LFG quality at the respective locations. The aggressiveness upon which the well field is operated will be dictated by the extent of atmospheric air intrusion and the ability to attain flows that will not compromise the safety of site operations (i.e., subsurface fires). 4.1.2 Well Completion Depths The extraction wells will be completed to depths of approximate 10 to 15 feet above the base of refuse. Based on a previous seismic refraction survey performed at the Landfill in 1993 (Norcal Geophysical Consultants, Inc., 1993), it was estimated that the base of refuse ranges from approximately 700 feet MSL(north)to 880 feet MSL(south),with refuse thicknesses ranging from 40 to 65 feet. However, additional refuse was placed in the southern portion of the WNW following the seismic refraction survey,thereby increasing the refuse thickness in some areas to greater than 80 feet. Based on these characteristics, the proposed extraction well depths will range from 25 to 80 feet BGS as measured from the top of the completed final cover system surface, with an overall average depth of approximately 50 feet BGS. Ideally, a minimum perforation depth(i.e., depth to top of perforated interval) of 15 to 20 feet BGS will be maintained to minimize the potential for atmospheric air intrusion during system operations. In the event shallow auger refusal conditions are encountered that do not allow adherence to this specification, consideration will be given to either reducing the minimum perforation depth or adjusting the corresponding well location. The extraction wells will be drilled using a truck- or track-mounted drilling rig equipped with 24- inch diameter solid stem augers or bucket auger (see following subsection for further details). A qualified drilling contractor with a current C57 contractor's license will provide the drilling services, under the direct supervision of a California Registered Geologist. The field geologist will be responsible for logging the respective boreholes, making determinations in the field regarding the completion characteristics noted above, and preparing well completion logs. This individual will also perform field monitoring during drilling to evaluate individual borehole conditions and for health and safety purposes. The scope of field monitoring will include selected gases(i.e.,methane, oxygen, carbon dioxide, and hydrogen sulfide) and volatile organic compounds (VOCs) using a portable LFG analyzer and photoionization detector(PID),respectively. Refuse spoils generated by the drilling operations will either be temporarily stockpiled on visqueen(and covered) or placed in roll-off bins,whereupon the material will be transported off-site to a permitted solid waste disposal facility. City of Ukiah Landfill—Updated Design Plan April 2019 4-2 Page 926 of 4165 4.1.3 Well Construction Characteristics The well casings for the extraction wells will be constructed of 4-inch diameter, Schedule 80 polyvinyl chloride(PVC)pipe. As noted in the previous subsection,the perforated interval for each well will start at 15 to 20 feet BGS and extend downward to the completion depth of the well. The annulus around the well casing will be backfilled with gravel pack material consisting of 1-to 2-inch diameter, non-calcareous washed rock and will extend 12 inches above the perforated casing. The gravel pack,in turn,will be capped with a 3-foot-thick hydrated bentonite seal,followed by soil to a depth of 1 foot below the refuse/final cover interface. A second hydrated bentonite seal (1.5 feet in thickness) will then be placed across this interface, followed by compacted soil to the base of the final cover system's geomembrane. Finally, a PVC well bore seal will be placed beneath and across the geomembrane as a protection provision against atmospheric air intrusion during system operations. Please refer to Sheet 700 (Appendix E)for a typical LFG extraction well construction detail and a tabulated summary of the proposed completion characteristics for the respective extraction wells. 4.1.4 Wellhead Completion The wellheads for the extraction wells will be completed above ground. The wellheads will be equipped with 1.5-inch diameter PVC gate valves and fittings to regulate and control LFG now. Each wellhead will also be equipped with a sample port, differential pressure ports, and an orifice plate to allow for the monitoring of LFG quality, temperature, vacuum conditions, and now. PVC flex hose will be used to connect the wellheads to the collection system piping. Please refer to Sheet 700 (Appendix E)for the wellhead completion characteristics. 4.2 COLLECTION SYSTEM PIPING 4.2.1 Piping Layout and Rationale Extracted LFG will be conveyed to the flare station via above ground collection system piping(i.e., laterals and headers). The proposed layout of the collection system piping is shown on Sheets 600 through 602 (Appendix E). As shown on these sheets, most of the collection system piping is aligned along the outside edges of the benches to allow for future operation and maintenance access. Other design features and considerations include the following: • The layout has a modified "loop" configuration that allows for a more even distribution of flow throughout the system. • The system is segmented and equipped with valve assemblies that will allow for portions of the system to be isolated for repair and maintenance while the remainder of the system remains operational. • The system has been designed for the removal of LFG condensate at various locations within the well field by promoting gravity drainage of the condensate towards low points within the City of Ukiah Landfill—Updated Design Plan April 2019 4-3 Page 927 of 4165 collection system piping,whereupon the condensate is drained via dedicated drainage lines that convey the collected condensate to an existing leachate drain located along the northern toe of the WNW. 4.2.2 Sizing of Primary Header Pipe Head loss calculations were performed using the Darcy Formula to determine sizing requirements for the primary header pipe. A copy of the corresponding head loss calculations is presented in Appendix F. Based on a proposed blower vacuum rating of 35 inches of water column ("wc), a desired wellhead vacuum inducement of 10"wc at the extraction wells furthest from the flare station (EW-17 and EW-18), and a maximum flow rate of 210 SCFM,the corresponding head loss for a fl- inch diameter header pipe is approximately 2.2"wc. This translates to an available residual vacuum of 22.8"wc, which should be more than sufficient to compensate for any unforeseen performance losses related to potential surging effects or flow reversals (i.e., LFG versus condensate flow). 4.2.3 Construction of Collection System Piping The collection system piping will be constructed of Schedule 40 PVC pipe ranging in size from 4 to 8 inches in diameter. The PVC piping and fitting components will be j oined using solvent welding methods and painted to provide ultra-violet (UV) light protection. As outlined in the previous subsection, 8-inch diameter pipe is proposed for the primary header pipe to accommodate anticipated flows and promote condensate drainage. Six-inch and 4-inch diameter piping is proposed for selected header and LFG extraction well lateral segments,respectively. Other pertinent components of the collection system piping will include the following: • Isolation valves will be installed at major junctions and other strategic points within the primary header(see Sheets 600 through 602, Appendix E)to provide for greater flexibility from an operations and maintenance standpoint. This provision will allow sections of the primary header to be isolated while the remaining sections remain operational. • Flexible couplings will be installed within the header segments to accommodate thermal expansion and contraction of the pipe due to ambient temperature fluctuations. • Pipe anchors will be installed within the header segments to secure and restrict pipe movement at pertinent points within the system. The majority of the proposed pipe anchor locations will correspond to header-to-header and lateral-to-header connections and condensate drainage lines. • Pipe supports for selected above ground PVC piping segments will be installed to allow for the passage of surface water drainage beneath the pipe and to adjust pipe slopes where needed. City of Ukiah Landfill—Updated Design Plan April 2019 4-4 Page 928 of 4165 4.3 CONDENSATE COLLECTION PROVISIONS LFG condensate generated with the LFG collection and control system will be collected and removed at various points within the collection system piping. Condensate will also be removed at the flare station at a point just prior to the blowers. The locations and type of equipment to be used to remove the condensate can be summarized as follows: • Condensate Drop-Outs: Condensate drop-outs will be installed at various locations within the well field area(see Sheets 600 through 602,Appendix E). The condensate drop-outs are located at various low points within the collection system piping. The condensate drop-outs are designed to collect and convey condensate by gravity now via dedicated drainage lines to the existing leachate drain located along the northern toe of the WNW. The condensate drainage lines will be comprised of HDPE pipe and will include U-traps to isolate the drainage lines from the LFG stream. The removal of condensate from these areas is necessary to avoid potential problems related to LFG flow blockages and surging effects. • Gas-Liquid Separator: A gas-liquid separator will be installed at the flare station directly upflow from the blowers. The purpose of this component is to remove moisture from the LFG air stream prior to entering the blowers and flare. Removal of the moisture is achieved by centrifugal force created within the gas-liquid separator. Condensate removed by the drop-outs and discharged to the existing leachate drain will be managed in the same manner that the leachate currently is managed; i.e., the leachate drain discharges to a vault located near the west end of the WMU, whereupon the leachate is pumped to an existing leachate above ground storage tank (AST) for subsequent disposal at the City's publicly-owned treatment works (POTW) facility. Condensate collected by the gas-liquid separator will also be handled in a similar manner. This condensate will either be gravity fed to the aforementioned vault or pumped directly to the existing leachate AST. Provisions will be made to line the vault with a solids epoxy resin-based coating to provide waterproofing, sealing, and corrosion protection. 4.4 FLARE STATION The major components of the flare station are the blowers and the flare. Other pertinent equipment and features include: a gas-liquid separator for removing condensate and particulates from the LFG stream;LFG flow control and miscellaneous monitoring mechanisms to evaluate flare performance and compliance; and automatic safety control features. Further details regarding each of these components are summarized in the following subsections. It should be noted that the flare station will be comprised of a skid-mounted packaged combustion system. In general, a packaged combustion system consists of a pre-piped and pre-wired unit in which all the system components (i.e., gas-liquid separator, blowers, flare, control panel, etc.) are mounted on two separate skids. This type of system is proposed as a mechanism to reduce field installation costs. In addition,the packaged combustion system can be trouble-shooted and tested at the factory following fabrication to ensure proper operation. City of Ukiah Landfill—Updated Design Plan April 2019 4-5 Page 929 of 4165 4.4.1 Gas-Liquid Separator The gas-liquid separator is designed to remove moisture for the LFG stream prior to entering the blowers and flare. Removal of the moisture is achieved by centrifugal force created within the gas- liquid separator. Free liquids generated by this process are collected at the base of the unit and will be discharged to either the leachate vault or leachate AST as described in the previous subsection. This unit will be located on the packaged combustion system at a point upstream of the blower inlet. 4.4.2 Blowers The function of the blowers is to induce a vacuum in the LFG extraction wells and collection system piping and convey the LFG generated from these sources to the flare. The desired vacuum for the LFG collection and control system is set at 35"wc. This vacuum will be sufficient to induce a minimum vacuum of 10"wc in the LFG extraction wells furthest from the blower, extract LFG intercepted by the final cover system's gas relief component,and to overcome associated head losses in the collection system piping. As outlined in Subsection 4.2.2(Sizing ofPrimary Header Pipe)of this report, a residual vacuum of 22.8"wc will be available in the primary header system under the aforementioned conditions. The design flow rates for the entire LFG collection and control system are 53 to 210 SCFM. Two blowers will be installed at the flare,with the second blower intended for secondary standby requirements or to allow for alternating use of the blowers. The blowers will consist of centrifugal-type blowers equipped with 7.5 horsepower,3-phase,totally- enclosed fan cooled(TEFC)motors. Flexible connections will be installed on both inlet and outlet sides of the blowers to absorb vibrations during operation. A summary of the blower performance parameters is presented in Table 5. TABLE 5 BLOWER PERFORMANCE SPECIFICATIONS Parameter Specification Fuel Landfill Gas Fuel Specific Gravity 0.97 pounds per cubic foot Fuel Temperature(Range) 100°F to ambient Design Flow Rate(Range) 53 to 210 standard cubic feet per minute Blower Turndown Ratio 4:1 Inlet Vacuum Pressure 35 inches of water column Discharge Positive Pressure 10 inches of water column °F: Degrees Fahrenheit City of Ukiah Landfill—Updated Design Plan April 2019 4-6 Page 930 of 4165 4.4.3 Totally-Enclosed Vertical Ground Flare A totally-enclosed vertical ground flare (flare) will be utilized for the thermal destruction of LFG collected by the LFG collection and control system. In general, LFG extracted from the LFG extraction wells is diverted to the flare station where it is combusted in the presence of oxygen to carbon monoxide, sulfur dioxide, oxides of nitrogen(NOx), and other related gases. The flare will be specified to meet all requirements of the MCAQMD and AB32 regulations, and will be equipped with a series of operational mechanisms, safety controls and monitoring devices (see following subsections). Table 6 below provides a summary of applicable performance standards for the flare. TABLE 6 FLARE PERFORMANCE STANDARDS Parameter Specification Fuel Landfill Gas Fuel Composition(estimated) Methane(30 to 55 percent) Carbon Dioxide(20 to 45 percent) Nitrogen(5 to 12 percent) Oxygen(0 to 3 percent) Hydrogen(0 to 1 percent) Trace Compounds(<1 percent) Fuel Specific Gravity 0.97 pounds per cubic foot Fuel Temperature Range 100°F to ambient Design Flow Rate(range at 50 percent methane) 53 to 210 standard cubic feet per minute Pilot Fuel Propane Fuel Pressure to Flare 10 inches of water column Minimum/Maximum LFG Heating Value 269 to 492 BTU/scf Minimum/Maximum LFG Heat Release 0.9 to 6.2 MMBTU/hr Flare Turndown Ratio 4:1 Minimum LFG Retention Time 0.7 seconds Minimum Combustion Temperature 1,400°F Design Operating Temperature 1,400°F to 1,800°F Destruction Efficiency Overall=>98 percent by weight Oxides of Nitrogen(NOx)=0.06 lbs/MMBTU Carbon Monoxide(CO)=0.20 lbs/MMBTU °F: Degrees Fahrenheit BTU/scf: British Thermal Units per Standard Cubic Foot MMBTU/hr: Million British Thermal Units per Hour lbs/MMBTU: Pounds per Million British Thermal Units City of Ukiah Landfill—Updated Design Plan April 2019 4-7 Page 931 of 4165 4.4.4 LFG Flow Control and Monitoring Mechanisms The flare will be equipped with automatic flow control capabilities and miscellaneous monitoring devices. The two primary components of the LFG flow equipment are the flame switch assembly and an actuated LFG inlet valve. The flame switch assembly is the source mechanism for activating the LFG inlet valve and includes such equipment as a UV flame detector and miscellaneous electronic relay components. The LFG inlet valve,in turn, shuts down flow to the flare in case of a system failure or emergency and is controlled by an electric or pneumatic actuator. The flare station will also be equipped with a variety of sensors and gauges to monitor system parameters,with the most prominent parameters being flow and temperature. Flow will be measured using a differential pressure or thermal mass flow meter. Temperature within the flare will be monitored using thermocouple transducers and temperature sensors. These devices are wired to a flame temperature controller unit that will be capable of regulating flare temperatures (through activation of an automatic damper[s]) and/or shutting down the flare station in cases of minimum/excessive temperatures. 4.4.5 Automatic Safety Control Systems In addition to the aforementioned safety control measures, the flare will be equipped with a flame arrestor and miscellaneous automatic shutdown devices. The flame arrestor is a safety mechanism designed to stop propagation of the flame. This device is equipped with an internal multi-plate bank assembly that absorbs and dissipates the heat from the LFG,which in turn lowers the temperature of the LFG below its ignition point,thereby quenching the flame. The flame arrestor will be installed in the inlet pipeline,just prior to entering the flare. The automatic shutdown devices,in turn,provide oversight of system operations and terminate operations if pre-set conditions are not satisfied. Conditions to be programmed for automatic shutdown will include,but not necessarily limited to,the following: pilot light failure; low/high temperature conditions; flame-out conditions; high condensate level in gas-liquid separator; and power outage. 4.4.6 Control Station Assembly The overall collection and control system will be operated by a programmable logic control (PLC) housed inside a self-supporting,weatherproof control panel. The PLC will be responsible for overall system operation and control. In addition to the PLC, the control panel will contain the following control/safety components and features: • Automatic start/re-start control system • Pilot gas control system • Modules for low/high temperature shut-down and automatic temperature controls integrated with the flare's damper system • Motor starter panels, including variable frequency drive (VFD)provisions • Power transformer and miscellaneous relay mechanisms • Indicating lights showing system operation and status • A continuous chart recorder for temperature and flow City of Ukiah Landfill—Updated Design Plan April 2019 4-8 Page 932 of 4165 • Autodialer alarm system The control station assembly will be mounted directly onto the packaged combustor system unit. All electrical components for the control station assembly and flare station will be Underwriters Laboratory (UL) approved. 4.5 PERMITTING Permitting of the proposed LFG collection and control system will entail the acquisition of an Authority to Construct(ATC)/Permit to Operate(PTO)from the MCAQMD. The ATC/PTO process will be coordinated by EBA with the MCAQMD. Upon issuance of the ATC by the MCAQMD and subsequent installation of the LFG collection and control system, provisions will be made to coordinate a final system inspection with MCAQMD and perform any source testing that may be required to satisfy applicable PTO requirements. Other local permits that may be required as part of the installation process include a drilling permit for installation of the LFG extraction wells, as well as building and electrical permits. The acquisition of these types of permits (as applicable), and any other local permits that may be required, will be obtained by the construction contractor selected to implement the final closure construction project. City of Ukiah Landfill—Updated Design Plan April 2019 4-9 Page 933 of 4165 SECTION 5 MONITORING AND REPORTING The LFG collection and control system will be monitored throughout the course of operation to evaluate the performance and effectiveness of system operations. The proposed scope and frequency of monitoring activities are designed to maintain system efficiency and safety, and to comply with federal, state, and local regulatory requirements,including AB32 regulations. Details regarding the proposed monitoring and reporting provisions are summarized in the following subsections. 5.1 FLARE STATION Upon commencement of system operations, the flare station will be monitored initially on a daily basis to assure safe and efficient system operations, and to confirm compliance with applicable regulatory performance standards. Since the flare station is responsible for inducing sufficient vacuum pressures for the entire WMU and subsequent combustion of the LFG,it is imperative that the equipment components are operating at optimal efficiency at all times. Upon stabilization of system operations, the frequency of monitoring will be adjusted accordingly. In order to monitor system performance and identify potential hazards,the following parameters will be monitored and recorded: • Ambient temperature • Blower inlet vacuum pressure and differential pressure • Blower operating hours • LFG inlet temperature and pressure • LFG flow rate • LFG quality (methane, carbon dioxide, oxygen and balance [nitrogen] concentrations) • Flare temperature • Flame arrestor pressure and differential pressure The parameters outlined herein will be recorded on an entry log. All completed entry logs will be maintained on file at the City's office and will be made available to the MCAQMD,CalRecycle,and LEA upon either verbal or written request. 5.2 WELL FIELD LFG parameters will be monitored at each of the wellheads. Data compiled at these locations provide the greatest source of information regarding LFG collection and control system performance. Parameters to be included in the data collection will be as follows: City of Ukiah Landfill—Updated Design Plan April 2019 5-1 Page 934 of 4165 • LFG Quality: Monitoring of the four primary LFG components (methane, carbon dioxide, oxygen and nitrogen) and the associated ratios of these compounds plays an important role with regard to operation of the LFG collection and control system. Methane concentrations provide an indication of the overall decomposition rate of the refuse and the overall health of the methogenic(anaerobic)organisms.Nitrogen and oxygen concentrations,in turn,provide indications of excessive flows and the influx of atmospheric air. The influx of atmospheric air into the WMU can be detrimental to anaerobic decomposition (thereby eliminating methane production), and can also increase the potential for subsurface fires. Individual extraction wells will be adjusted accordingly to maintain the highest methane content as practical, while still maintaining adequate migration and emissions control. • LFG Temperature: Excessive LFG temperatures provide an indication of potential subsurface fires. LFG temperatures typically range from ambient to approximately 130°F. Temperatures approaching the high end of this range will be used as a precautionary warning of potentially adverse operating conditions. • LFG Flow: Flow rates provide an indication of the performance of the respective LFG extraction wells. In addition,individual flow data can be useful in diagnosing problem areas in cases where decreases in overall flow rates are observed at the flare station. Finally,now data can be used to monitor whether the well field is operating within the LFG generation design parameters. • LFGPressure: Pressure data is used to evaluate whether an individual LFG extraction well is maintaining a negative pressure (vacuum). In some cases, excessive negative pressure conditions may also provide an indication that the well is clogged or damaged. Data compiled from the aforementioned monitoring will be used to evaluate conditions in proximity of each source location, and to make necessary flow adjustments at the respective wellheads. The monitoring of LFG extraction wells will be conducted initially on a weekly basis (minimum)until system operations stabilize,whereupon the monitoring frequency will be reduced to either bimonthly or monthly, as appropriate. Consistent with the recording procedures outlined above for the flare station, all data will be recorded on an entry log and maintained on file at the City's office. The corresponding entry logs will be made available to the MCAQMD, CalRecyle and LEA upon either verbal or written request. 5.3 TITLE 27 PERIMETER LFG MONITORING Monitoring of the perimeter LFG monitoring points will be conducted on a quarterly basis in accordance with 27CCR, §20921 and the Landfill's Final Postclosure Maintenance Plan. In addition to fulfilling the aforementioned regulatory requirements, the monitoring of perimeter probes will provide pertinent information regarding the overall performance of the LFG collection and control system. As previously noted in Subsection 4.1.1 (Well Field Layout and Rationale),installation of the final cover system could increase lateral and vertical pressures within the WNW, thereby potentially inducing subsurface migration of LFG. Thus, the perimeter monitoring will assist in City of Ukiah Landfill—Updated Design Plan April 2019 5-2 Page 935 of 4165 determining whether the LFG collection and control system is providing adequate subsurface migration control, including whether ongoing operation of the existing partial perimeter LFG collection system is necessary if the historical LFG migration in that area can be abated by the new system. In accordance with 27CCR, §20934,the results of the monitoring will be reported within 90 days from when the monitoring was performed and submitted to the LEA, MCAQMD, and RWQCB. 5.4 AB32 MONITORING 5.4.1 Monitoring The LFG collection and control system and WMU surface will be monitored to comply with AB32 requirements in accordance with 17CCR, §95469. The scope of monitoring will include the following: • Instantaneous surface monitoring will be conducted on a quarterly basis to determine if surface emissions of 500 ppmv or greater, other than non-repeatable, momentary readings, are present at any location on the WMU surface. The monitoring will be accomplished using a portable gas detector while walking in a designated 25-foot spacing interval pattern where practical(see Section 6 [Proposed Alternatives] of this Updated Plan for noted exceptions). As required by the regulations,the WMU surface will be separated into grids approximately 50,000 square feet in size to delineate individual monitoring areas. Please refer to Appendix G for an illustration of the designated grid pattern. • Integrated surface monitoring will be conducted on a quarterly basis to determine if the average methane concentration within the individual grids exceeds 25 ppmv. The instrumentation and walking pattern will be consistent with those described above for the instantaneous surface monitoring. • Any components of the LFG control and collection system that are under positive pressure will be monitored on a quarterly basis to determine if any leaks are present at methane concentrations exceeding 500 ppmv. The only components under pressure will correspond to the conveyance piping between the blower and flare, as well as the flame arrestor and automatic block valve. There will be no components under pressure in the well field. The monitoring will be performed using a portable gas detector. • The wellhead for each extraction well will be monitored on a monthly basis to determine whether the extraction well is being operated under vacuum conditions (i.e., negative pressure). The monitoring will be performed using a Magnehelic pressure gauge. This monitoring requirement is redundant to that previously described in Subsection 5.2 (Well Field of this Updated Plan. City of Ukiah Landfill—Updated Design Plan April 2019 5-3 Page 936 of 4165 • The flare will be monitored for temperature and flow rate using dedicated instrumentation and the corresponding data documented using a continuous recorder. In addition, the flare will be source tested on an annual basis to verify compliance with emissions and destruction efficiency criteria. The test methods and procedures employed to perform the respective monitoring provisions outlined above will be in accordance with the applicable subsections of 17CCR, §95471. This includes portable gas meter instrumentation and calibration, emissions monitoring procedures, wind speed data collection, and precipitation documentation(i.e., no measurable precipitation 72 hours prior to emissions monitoring). In addition, in the event that an emissions and/or operating threshold is identified, corresponding corrective actions will be implemented within the time frames specified in the AB32 regulations. In accordance with 17CCR, §95469(a)(1)(C) and §95469(a)(2)(C), if no exceedances of the 500 ppmv (instantaneous) and 25 ppmv (integrated) emission thresholds are encountered for four consecutive quarters,the quarterly emissions monitoring frequency specified herein will be extended to annually. In addition, if the flare remains in compliance after three consecutive source tests,the annual source test frequency specified herein will be extended to every three years per 17CCR, §95464(b)(4)(A). 5.4.2 Recordkeeping Records will be maintained for the respective monitoring activities and will be made available for regulatory review at the City's office. The types of records to be maintained will comply with 17CCR, §95470(a) and include the following (as applicable): • All LFG collection and control system downtime exceeding five calendar days, including individual well shutdown and disconnection times, and the reason for the downtime. • All LFG collection and control system downtime in excess of one hour, the reason for the downtime, and the length of time the system was shutdown. • Expected LFG generation flow rate for the applicable calendar year. • Records of all instantaneous surface readings of 200 ppmv or greater associated with the LFG collection and control system and surface emissions monitoring, including specific details of the findings, corrective actions, and subsequent re-monitoring. • Records of any positive wellhead gauge pressure measurements, the date of the measurement, the well identification number, and the corrective action taken. • Results of flare source tests. City of Ukiah Landfill—Updated Design Plan April 2019 5-4 Page 937 of 4165 • Records describing the mitigation measures taken to prevent the release of methane or other emissions into the atmosphere during periods of shutdown or repair of the LFG collection and control system. • Records of any construction activities,including description of reason and associated details of the construction and mitigation measures taken to minimize methane emissions and other potential air quality impacts. • Records of the equipment operating parameters for the flare,including all 3-hour periods of operation during which the average temperature difference was more than 50°F below the average combustion temperature during the most recent source test, as well any other parameter boundaries that were exceeded. The aforementioned monitoring records will be maintained and be made available for regulatory review for a minimum of five years. In addition,the following records will be maintained for the life of the flare: vendor specifications; expected gas generation flow rate; and percent reduction of methane achieved by the flare. 5.4.3 Reporting An annual report will be prepared and submitted to the MCAQMD and/or the California Air Resources Board (CARB)by March 15 of each calendar year. The report will cover the period of January 1 through December 31 of the previous calendar year. The contents of the report will include all the information stipulated in 17CCR, §95470(b)(3), including much of the records information outlined in the previous subsection (as applicable). City of Ukiah Landfill—Updated Design Plan April 2019 5-5 Page 938 of 4165 SECTION 6 PROPOSED ALTERNATIVES Alternative compliance options to the various requirements stipulated in the AB32 regulations are allowed for consideration under 17CCR, §95468. In this regard,the following sections outline three options as part of this Updated Plan to account for site-specific topographic features and design characteristics of the final cover system. 6.1 ALTERNATIVE WALKING PATTERN As previously discussed in Subsection 5.4 (AB32 Monitoring) of this Updated Plan, 17CCR, §95471(c)(1)(B)requires that the walking pattern for emissions monitoring be no more than a 25- foot spacing interval within each 50,000-square foot monitoring grid. Whereas the uppermost (southern)portions of the WMU surface readily allow for the implementation of this procedure,the majority of the WMU surface is comprised of steep slopes that present safety issues. A formal written request for authorization of an alternate walking pattern was submitted to the MCAQMD on July 18,2013 (EBA,2013 a). A copy of this request is enclosed in Appendix G of this Updated Plan. As presented in Appendix G, several of the concerns originally raised corresponded to logistical and safety issues associated with the vegetative cover (i.e., need for cutting of vegetation to facilitate emissions monitoring and potential safety hazards related to rattlesnake harborage). These concerns no longer apply based on the nature of the revised final cover system (i.e., synthetic closure turf in lieu of a vegetative cover). However, the safety issue of slip and fall hazards remain due to the steepness of the slopes. The majority of the landfill surface is at a slope of approximately 2.5:1 (horizontal to vertical). Slopes of this magnitude covered by a synthetic surface can be slippery when trying to traverse by foot,regardless if the synthetic surface is wet or dry. This potential hazard is further heightened when considering the sampler is carrying a 30-to 40-pound instrument on his or her back/shoulder and holding the detector probe in one hand, while simultaneously trying to focus on both the monitoring device and the ground surface. As part of the previous exemption request presented in Appendix G,it was recommended that only those grids with flat or shallow slope conditions(i.e.,grids G6, G7, G10, G11,G14,G18,G19,G26, G27, G38 and G39 [see Appendix G]) be subject to the 25-foot spacing interval walking pattern, while surface emissions monitoring for the primary slope areas would target the respective benches. Under this approach, both the inside and outside edges of each bench would be monitored in accordance with the instantaneous surface emissions monitoring procedures described in the regulations. This approach was considered to offer a means of monitoring for surface emissions within the primary slope areas as a whole while promoting a safe monitoring procedure for the individuals responsible for implementing the program in the field. This overall walking pattern was verbally approved by the MCAQMD on July 31, 2013. City of Ukiah Landfill—Updated Design Plan April 2019 6-1 Page 939 of 4165 Once the LFG collection and control system is installed and operational,it is recommended that the same alternative walking pattern as described above and approved by the MCAQMD be implemented as part of subsequent surface emissions monitoring. While the previous request focused on instantaneous surface emissions monitoring, the same walking pattern is also proposed for the integrated surface emissions monitoring. Please note that whereas the final WNW grades will be adjusted nominally as part of the final cover system construction, the bench locations and slope angles will generally mimic the existing configurations. Thus, the number, orientation and pattern of the existing grids as presented in the previous submittal (Appendix G)will not change appreciably and is still valid. 6.2 WELLHEAD GAUGE PRESSURE 17CCR, §95464(c) requires that each wellhead must be operated under a vacuum (negative pressure), unless the final cover system is constructed with a geomembrane or synthetic cover. Under this circumstance, an acceptable pressure limit for the wellheads must be specified in the design plan. Since the final cover system for the WMU will include a geomembrane component,the Landfill qualifies for an alternative wellhead gauge pressure limit. In this regard,it is proposed that the maximum wellhead gauge pressure limit be set at +2.0 inches of water column (positive pressure). Please be advised that the wellhead gauge pressure is indicative of pressure conditions at depth,not at the near surface. Just because a positive pressure exists at a wellhead,it does not necessarily mean that surface emissions will be the result of such conditions. Ideally, the wellhead gauge pressure should be dictated by the LFG quality as inducing too much vacuum can cause in the inducement of atmospheric air into the refuse mass and increase the potential for subsurface fires. Thus, in the absence of surface emissions within proximity of an extraction well,no adjustment to the vacuum is recommended regardless of the wellhead gauge pressure conditions, provided the maximum LFG quality conditions have been attained at that particular extraction well. In fact,it would be better to disconnect and cap the extraction well as opposed to risking a subsurface fire for the sole purpose of maintaining a negative wellhead gauge pressure. Under this scenario, replacement of the disconnected extraction well is not recommended unless surface emissions exceeding the regulatory thresholds are detected, whereupon a new extraction well(s) should be installed within the time frames stipulated in 17CCR, §95469(c). 6.3 PROVISIONAL GAS RELIEF COMPONENT VENTING The gas relief component associated with the final cover system will be connected to the LFG collection and control system and maintained under vacuum to eliminate the potential build-up of LFG pressure beneath the geomembrane. This provision is important as excessive LFG pressures beneath the geomembrane could compromise the structural integrity of the geomembrane. Whereas the LFG collection and control system is designed to operate on a continuous basis, there may be unforeseen instances where the system shuts down due to equipment failure or power outages. If City of Ukiah Landfill—Updated Design Plan April 2019 6-2 Page 940 of 4165 such shutdowns last for an extended period of time,temporary mitigation measures will be necessary to avoid excessive pressure build-up beneath the geomembrane. In this regard, the gas relief component will be equipped with pressure relief valves to allow for temporarily venting to the atmosphere LFG that may collect beneath the geomembrane during shutdown periods. The valves will be pressure activated if appreciable pressures buildup beneath the geomembrane. While such conditions may result in point source emissions exceeding the AB32 regulatory threshold of 500 ppmv, such emissions would only be temporary in nature and would cease upon reinstatement of LFG collection and control system operations. City of Ukiah Landfill—Updated Design Plan April 2019 6-3 Page 941 of 4165 SECTION 7 TEMPORARY MITIGATION MEASURES Per 17CCR, §95464(a)(1)(D), the design plan must include temporary mitigation measures to prevent the release of methane or other pollutants into the atmosphere during the installation or preparation of extraction wells,piping,or other equipment; during repairs or the temporary shutdown of LFG collection and control system components; or when solid waste is excavated and moved. The following provides a summary of the temporary mitigation measures that will be employed to meet these objectives: • New LFG extraction wells will be required to be drilled and installed in a single day. Installation must include placement of casing,gravel pack, and surface seal(including lower and upper hydrated bentonite seals). The top of the casing will be capped. Partially drilled or partially installed extraction wells will not be allowed to remain open overnight. • During the installation or repair of collection system piping,the ends of piping that could be susceptible to emitting LFG will be capped when not actively being worked on. No pipe ends will be allowed to remain open overnight. • As outlined in Subsection 4.2.1 (Piping Layout and Rationale) of this Updated Plan, the collection system piping is segmented and equipped with valve assemblies that will allow for portions of the system to be isolated for repair and maintenance while the remainder of the system remains operational. This provision will minimize the size of areas subject to potential fugitive surface emissions during repairs. • When practical, any planned shutdowns of the LFG collection and control system will be scheduled for the morning hours when barometric pressure conditions are typically high, thereby minimizing the potential for fugitive surface emissions. • Other than solid waste excavated during the drilling of LFG extraction wells, the only excavation of solid waste may take place during construction of the final cover system since the Landfill is closed. Under this scenario, any exposed in-place waste will be required to be covered with soil as soon as practical, or at the end of each work day,whichever occurs first. In regards to the solid waste that has been excavated (during final closure construction or drilling),this material will be stockpiled and covered, or placed in a truck or roll-off bin and covered, as soon as practical. No excavated waste will allowed to remain uncovered overnight and will be covered during transport off-site. City of Ukiah Landfill—Updated Design Plan April 2019 7-1 Page 942 of 4165 SECTION 8 SCHEDULE Installation of the LFG collection and control system will be conducted as part of the Landfill's final closure construction project that is scheduled to commence in the spring of 2020. The target completion date for having the LFG collection and control system installed and operational is December 2020. City of Ukiah Landfill—Updated Design Plan April 2019 8-1 Page 943 of 4165 SECTION 9 REFERENCES City of Ukiah, Department of Public Works, May 3, 1999, Report of Disposal Site Information (RDSI), Ukiah Disposal Site, Mendocino County, California;Updated Revision of May 1993 RDSI Prepared by EBA Wastechnologies. City of Ukiah, Department of Public Works, June 20, 2013, Ukiah Landfill Heat Input Capacity Report; Prepared for Mendocino County Air Quality Management District by City of Ukiah, Department of Public Works, Ukiah, California. EBA Wastechnologies (now EBA Engineering), October 6, 1999, Ukiah Municipal Solid Waste Disposal Site, NMOCEmission Testing Results, EBA Job No. 99-691 (7); Submitted to Mendocino County Air Quality Management District by EBA Wastechnologies, Santa Rosa, California. EBA Engineering, July 18, 2013 a,Request for Alternative Compliance Walking Pattern, City of Ukiah Landfill, Mendocino County, California, EBA Job No. 13-1953 (Task 2); Submitted to Mendocino County Air Quality Management District by EBA Engineering, Santa Rosa, California. EBA Engineering,August 16,2013b,Results oflnitialAB32Methane Emissions Monitoring, City of Ukiah Landfill, Mendocino County, California, EBA Job No. 13-1953 (Task 5); Submitted to Mendocino County Air Quality Management District by EBA Engineering, Santa Rosa, California. EBA Engineering, October, 2013c, Design Plan for Landfill Gas Collection and Control System, City of Ukiah Landfill,Mendocino County, California, EBA Job No. 02-907(Task 8); Prepared for City of Ukiah, Department of Public Works by EBA Engineering, Santa Rosa, California. EBA Engineering, October 2015, Updated Design Plan for Landfill Gas Collection and Control System, City of Ukiah Landfill, Mendocino County, California, EBA Job No. 02-907 (Task 8); Prepared for City of Ukiah, Department of Public Works by EBA Engineering, Santa Rosa, California. EBA Engineering,May 2016, Updated Design Plan for Landfill Gas Collection and Control System, City of Ukiah Landfill,Mendocino County, California, EBA Job No. 02-907(Task 8); Prepared for City of Ukiah, Department of Public Works by EBA Engineering, Santa Rosa, California. Lawrence&Associates,June 18, 1998,Preliminary Reportfor Methane Finger Printing at the City of Ukiah Sanitary Landfill, Ukiah, California, Job No. C96.06.08D; Prepared for City of Ukiah, Department of Public Works by Lawrence& Associates, Redding, California. City of Ukiah Landfill—Updated Design Plan April 2019 9-1 Page 944 of 4165 Norcal Geophysical Consultants,Inc., March 18, 1993, Seismic Refraction Survey, Ukiah Landfill, Job No. 92-282.02; Prepared for EBA Wastechnologies, Inc. by Norcal Geophysical Consultants, Inc., Petaluma, California. Pacific Waste Services, Inc., December 17, 2009, Technical Memorandum, U.S. EPA Greenhouse Gas Reporting, Ukiah Landfill, Project 305-1.2, Prepared for C$S Waste Solutions and City of Ukiah, Department of Public Works by Pacific Waste Services, Inc., San Ramon, California. SCS Engineers,March1998,Final Report: Comparison ofModels for Predicting Landfill Methane Recovery;Prepared for The Solid Waste Association of North America(SWANA);Publication#GR- LG 0075; SCS Engineers, Reston, Virginia. City of Ukiah Landfill—Updated Design Plan April 2019 9-2 Page 945 of 4165 APPENDIX A FIGURES Page 946 of 4165 �. �t / e w �r � l� YYY F df Ip z rIj ON 121 y c ` ' r A � � �rro �G r w,e ^ e f pr,hl f llph,"- Red 0 i,�� rip'•% r-`i'{iPh d�� � ;t� 4dm9YfPV k 4 r to ^ r� Er N A m ti+ f i III' rr,m ti W�.��� III III III. I ;4 r "M„" r tj t "v Oki r. w �. m ui f w f l y rrr k m �J rs4�¢t pper # 111r LOCATION MAP FIGURE 82`,SSC3YV<)IMA AVENUE CITY OF UKIAH LANDFILL `AN 1A ROlA,CA1 4N UKIAH CALIFORNIA TI.., ("")sew-oia4 02-907 Q:\02-907\Location Map.dwg,Fig 1,10/4/2013 8:55:49 AM Page 947 of 4165 LD6—Z0 VINNOJIIVO `HVNn IIIJONVI HVNn jO I.LIOoo 38noIj NVId 311S M M b LU 1 Z ® uoll If:''V t,4 a+�ii,ir �;, N! /,,( r I ll y �� 4, W/ i' S / Ily 1 u Or al! ..t I' a i I �W � f {, N r I �--�, u� �� Y " ip ' gyp/ry.a oyp .V' E a APPENDIX B LFG GENERATION MODELING RESULTS Page 949 of 4165 APPENDIX B-1 SCENARIO Page 950 of 4165 IPCC.' ,MO,DE,L Page 951 of 4165 Model Output: Lanfill Characteristics Landfill Name: Ukiah Landfill Year Opened: 1955 State: CA If Closed,Year: 2001 k Value: 0.038 City/County: Ukiah/Mendocino M Value: 6 Model Output: Landfill Gas Captured and Captured Gas Heat (graph values in MMbtu/hr) Landfill as Captured Year Captured Gas Heat 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 scf/min MMbtu/hr 1900 1900 1901 1902 1902 1903 1904 1904 1905 1906 1906 1907 1908 1908 1909 1910 1910 1911 1912 1912 1913 1914 1914 1915 1916 1916 1917 1918 1918 1919 1920 1920 1921 1922 1922 1923 1924 1924 1925 1926 1926 1927 1928 1928 1929 1930 1930 1931 1932 1932 1933 1934 1934 1935 1936 1936 1937 1938 1938 1939 1940 1940 1941 1942 1942 1943 1944 1944 1945 1946 1946 1947 1948 1948 1949 1950 1950 1951 Page 952 of 4165 Model Output: Lanfill Characteristics Landfill Name: Ukiah Landfill Year Opened: 1955 State: CA If Closed,Year: 2001 k Value: 0.038 City/County: Ukiah/Mendocino M Value: 6 Model Output: Landfill Gas Captured and Captured Gas Heat (graph values in MMbtu/hr) Landfill as Captured Year Captured Gas Heat 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 (scf/min) (MMbtu/hr) 1952 1952 1953 1954 1954 1955 3 0.1 1956 10 0.3 1956 1957 17 0.5 1958 23 0.7 1958 1959 30 0.9 1960 37 1.1 1960 1961 43 1.3 1962 49 1.5 1962 1963 56 1.7 1964 62 1.9 1964 1965 68 2.1 1966 75 2.3 1966 1967 81 2.5 1968 87 2.6 1968 1969 93 2.8 1970 99 3.0 1970 1971 105 3.2 1972 111 3.4 1972 1973 117 3.6 1974 123 3.7 1974 1975 129 3.9 1976 135 4.1 1976 1977 141 4.3 1978 146 4.4 1978 1979 152 4.6 1980 158 4.8 1980 1981 164 5.0 1982 169 5.1 1982 1983 175 5.3 1984 180 5.5 1984 1985 187 5.7 1986 193 5.9 1986 1987 199 6.0 1988 206 6.2 1988 1989 212 6.4 1990 218 6.6 1990 1991 224 6.8 1992 231 7.0 1992 1993 237 7.2 1994 244 7.4 1994 1995 251 7.6 1996 256 7.8 1996 1997 258 7.8 1998 260 7.9 1998 1999 263 8.0 2000 266 8.1 2000 2001 268 8.1 L] 2002 264 8.0 2002 2003 255 7.7 Page 5' of 4165 Model Output: Lanfill Characteristics Landfill Name: Ukiah Landfill Year Opened: 1955 State: CA If Closed,Year: 2001 k Value: 0.038 City/County: Ukiah/Mendocino M Value: 6 Model Output: Landfill Gas Captured and Captured Gas Heat (graph values in MMbtu/hr) Landfill as Captured Year Captured Gas Heat 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 (scf/min) (MMbtu/hr) 2004 245 7.4 2004 2005 236 7.2 2006 227 6.9 2006 I L 2007 219 6.6 2008 211 6.4 2008 2009 203 6.2 2010 195 5.9 2010 2011 188 5.7 2012 181 5.5 2012 2013 174 5.3 2014 168 5.1 2014 2015 161 4.9 2016 155 4.7 2016 2017 150 4.5 2018 144 4.4 2018 2019 139 4.2 2020 133 4.1 2020 Page 954 of 4165 Page 955 of 4165 III"I Y IICd°W.PlICIA11l1°°III IIL.. III III':; III IIIII...III... Model 2:Parameters Simple First Order Lo: 3,200 cubic feet Methane/ton refuse k: 0038/year Lag time between initial placement of refuse and start of generation is assumed to be one year. Methane Generation Methane Generation Annual (Million cubic feet/year) Refuse Lower Median Upper Year (Tons) Limit Limit 1955 ,.. 19,250 ,.. 0 0 d 0 ,.. 1956 19,800 1 2 3 1957 20,350 3 4 7 1958 20,900 4 7 10 1959 21,450 6 9 13 1960 22,000 S,h4',0 7 11 16 1961 22,550 9 13 19 1962 23,100 10 15 23 1963 23,650 11 18 26 1964 Z4,200 13 20 29 1965 Z4,'7'50 14 22 32 1966 25,300 0 16 24 35 1967 25,850 17 26 38 1968 26,400 0 18 28 41 1969 26,950 20 30 44 1970 ' 7'',500 21 32 47 1971 28,050 22 34 50 1972 28,600 24 36 53 1973 26'r➢j 50 25 38 56 1974 26'iiu,'7''d',0 26 40 59 1975 30,250 28 42 62 1976 30,800 29 44 65 1977 31,350 30 46 68 1978 m,900 31 48 70 1979 32,450 33 50 73 1980 33,000 34 52 76 1981 33,550 35 54 79 1982 34"100 36 56 82 1983 34,650 38 58 85 1984 35,200 39 60 87 1985 35,7'50 40 61 90 1986 36:,300 41 63 93 1987 36,850 43 65 96 1988 37',400 44 67 99 1989 3'7',950 45 69 101 1990 38,500 46 71 104 1991 39,050 48 73 107 1992 39,aMo 49 75 109 1993 40,150 50 76 112 1994 40,'7'00 51 78 115 1995 41,250 52 80 118 1996 41,800 54 82 120 1997 42,350 55 84 123 1998 42,900 56 86 126 1999 43,450 57 87 128 2000 44,000 58 89 131 2001 44,550 60 91 134 2002 0 61 93 136 2003 0 59 89 131 2004 0 56 86 126 2005 0 54 83 122 2006 0 52 80 117 2007 0 50 77 113 2008 0 48 74 109 2009 0 47 71 105 2010 0 45 69 101 2011 0 43 66 97 2012 0 42 64 93 2013 0 40 61 90 2014 0 39 59 86 2015 0 37 57 83 2016 0 36 55 80 2017 0 34 53 77 2018 0 33 51 74 2019 0 32 49 72 2020 0 31 47 69 2021 0 30 45 66 2022 0 28 43 64 2023 0 27 42 61 Page 956 of 4165 LO o LO m a. cm 0 M O N O N O N W O_ O � L N O� rl W Z �! 00 o o N W Z OW v� W C;, � Z 0 w x oc W � a W 0 a C;*� Z o 0 0 0 0 0 0 0 0 0 �o CA 00 �o N (-i,i/3ajVjV) ao►juaaaaq aaugjalV MODIFIED FIRST' ORDER MODE1, (SCE ENGINEE , 99 Page 958 of 4165 (�Ao l (Nl::�:: Model 3:Parameters Modified First Order s: 'tl.V90 Lo: 3,200 cubic feet Methane/ton refuse k: 0 038/year Lag time between initial placement of refuse and start of generation is assumed to be one year. Methane Generation Annual Methane Refuse Generation Year (Tons) (Million cubic feet/year) 19+55 ,.. 19,250 ,.. ,0 1956 19,800 1 1957 20,350 3 1958 20,900 6 1959 21,450 8 1960 22,000 10 1961 .2,550 12 1962 23,100 14 1963 23,650 17 1964 24,200 19 1965 24,750 21 1966 2r5,300 23 1967 2r5,850 25 1968 26,400 27 1969 26,950 29 1970 27,500 31 1971 28,050 33 1972 28,600 36 1973 29,150 38 1974 29,700 40 1975 30,250 42 1976 30,80o 44 1977 311,350 46 1978 311,90o 48 1979 32,450 50 1980 33,00o 52 1981 33,550 54 1982 33,100 56 1983 34,650 57 1984 35,200 59 1985 35,750 61 1986 36,30o 63 1987 36,850 65 1988 37,00 67 1989 37,950 69 1990 38,50o 71 1991 39,050 73 1992 39,600 75 1993 YV➢150 77 1994 W,'700 78 1995 111,250 80 1996 111,800 82 1997 12,350 84 1998 12,900 86 1999 ��13,�'15&:u 88 2000 14,000 90 2001 ��Y��Y,55&:u 92 2002 0 93 2003 0 92 2004 0 89 2005 0 86 2006 0 83 2007 0 80 2008 0 77 2009 0 74 2010 0 71 2011 0 69 2012 0 66 2013 0 63 2014 0 61 2015 0 59 2016 0 57 2017 0 55 2018 0 53 2019 0 51 2020 0 49 2021 0 47 2022 0 45 2023 0 43 Page 959 of 4165 LO o O o � cv m rn m 0 cv 0 cv 0 0 cv o � � o oc � Z � W Z w Q x o � W Q a Z o 0 0 0 0 0 0 0 0 0 0 0 0 0 - o O*� o0 l-- \O W') It m N (ift/3aIVIV) ao►juaaaaq aaugjalV FIRST DE E MODEL (SCE ENGINEERS, ) Page 961 of 4165 Model 4:Parameters First Order Multi-Phase k-Constant(for rapid) 0 08 Decay Rate of Rapidly Decomposables k-Constant(for slow) 0 06 Decay Rate of Slowly Decomposables Fraction rapid decomposing W11,G, Fraction of Rapidly Decomposing Waste Fraction slow decomposing 4"011,1, Fraction of Slowly Decomposing Waste Lo-Constant 3,200 cubic feet Methane/ton refuse Lag time between initial placement of refuse and start of generation is assumed to be one year. Methane Generation Annual Methane Refuse Generation Year (Tons) (Million cubic feet/year) 1956 19,800 4 1957 20,350 8 1958 20,900 11 1959 21,450 15 1960 22,000 18 1961 22,550 21 1962 23,100 25 1963 23,650 28 1964 2,4200 31 1965 24,750 33 1966 25,300 36 1967 25,850 39 1968 26,00 42 1969 26,950 44 1970 27,500 47 1971 28,050 49 1972 28,600 52 1973 2949,150 54 1974 29,'700 56 1975 30,250 59 1976 30,80o 61 1977 311,350 63 1978 311,90o 65 1979 32,450 67 1980 33,00o 70 1981 33,550 72 1982 33,100 74 1983 34,650 76 1984 35,200 78 1985 35,750 80 1986 36,30o 82 1987 36,850 84 1988 37,00 86 1989 37,950 88 1990 38,60o 90 1991 39,050 91 1992 39,600 93 1993 9V➢150 95 1994 W,'700 97 1995 111,250 99 1996 111,800 101 1997 12,350 103 1998 12,900 104 1999 ��93,�'96&:u 106 2000 14,000 108 2001 �09�09,66&:u 110 2002 0 112 2003 0 104 2004 0 97 2005 0 91 2006 0 85 2007 0 79 2008 0 74 2009 0 69 2010 0 65 2011 0 61 2012 0 57 2013 0 53 2014 0 50 2015 0 46 2016 0 43 2017 0 41 2018 0 38 2019 0 35 2020 0 33 2021 0 31 2022 0 29 2023 0 27 Page 962 of 4165 LO 0 M O 0) M (3) O 0) O N O N O_ O N w 00 F, � � O U w � z x � 0 aw � z W � o AH xw o � � a wz z 0 0 (-ijC/3aWW) uoiluaauag auugjaW APPENDIX B- SCENARIO 2 Page 964 of 4165 MCC MODEL ----------- Page 965 of 4165 Model Output: Lanfill Characteristics Landfill Name: Ukiah Landfill Year Opened: 1955 State: CA If Closed,Year: 2001 k Value: 0.038 City/County: Ukiah/Mendocino M Value: 6 Model Output: Landfill Gas Captured and Captured Gas Heat (graph values in MMbtu/hr) Landfill as Captured Year Captured Gas Heat 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 scf/min MMbtu/hr 1900 1900 1901 1902 1902 1903 1904 1904 1905 1906 1906 1907 1908 1908 1909 1910 1910 1911 1912 1912 1913 1914 1914 1915 1916 1916 1917 1918 1918 1919 1920 1920 1921 1922 1922 1923 1924 1924 1925 1926 1926 1927 1928 1928 1929 1930 1930 1931 1932 1932 1933 1934 1934 1935 1936 1936 1937 1938 1938 1939 1940 1940 1941 1942 1942 1943 1944 1944 1945 1946 1946 1947 1948 1948 1949 1950 1950 1951 Page 966 of 4165 Model Output: Lanfill Characteristics Landfill Name: Ukiah Landfill Year Opened: 1955 State: CA If Closed,Year: 2001 k Value: 0.038 City/County: Ukiah/Mendocino M Value: 6 Model Output: Landfill Gas Captured and Captured Gas Heat (graph values in MMbtu/hr) Landfill as Captured Year Captured Gas Heat 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 (scf/min) (MMbtu/hr) 1952 1952 1953 1954 1954 1955 2 0.1 1956 5 0.2 1956 1957 9 0.3 1958 13 0.4 1958 1959 17 0.5 1 1960 20 0.6 1960 1961 24 0.7 1962 28 0.9 1962 1963 32 1.0 1964 36 1.1 1964 1965 40 1.2 1966 44 1.4 1966 1967 49 1.5 1968 53 1.6 1968 1969 57 1.7 1970 61 1.9 1970 1971 66 2.0 1972 70 2.1 1972 1973 74 2.3 1974 79 2.4 1974 1975 83 2.5 1976 87 2.7 1976 1977 92 2.8 1978 96 2.9 1978 1979 101 3.1 1980 105 3.2 1980 1981 110 3.3 1982 114 3.5 1982 1983 119 3.6 1984 123 3.7 1984 1985 128 3.9 1986 134 4.1 1986 1987 139 4.2 1988 144 4.4 1988 1989 149 4.5 1990 154 4.7 1990 1991 159 4.8 1992 163 4.9 1992 1993 166 5.0 1994 168 5.1 1994 1995 171 5.2 1996 174 5.3 1996 1997 176 5.3 1998 180 5.5 1998 1999 186 5.7 2000 192 5.8 2000 2001 192 5.8 2002 186 5.7 2002 2003 179 5.4 ge 967 of 4165 Model Output: Lanfill Characteristics Landfill Name: Ukiah Landfill Year Opened: 1955 State: CA If Closed,Year: 2001 k Value: 0.038 City/County: Ukiah/Mendocino M Value: 6 Model Output: Landfill Gas Captured and Captured Gas Heat (graph values in MMbtu/hr) Landfill as Captured Year Captured Gas Heat 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 (scf/min) (MMbtu/hr) 2004 173 5.2 2004 2005 166 5.0 2006 160 4.9 2006 2007 154 4.7 2008 148 4.5 2008 2009 143 4.3 2010 138 4.2 2010 2011 132 4.0 2012 127 3.9 2012 2013 123 3.7 2014 118 3.6 2014 2015 114 3.5 2016 109 3.3 2016 2017 105 3.2 2018 101 3.1 2018 2019 98 3.0 2020 94 2.9 2020 Page 968 of 4165 SIMPLE FIRST R L (SCS ENGINEER'S, 199 Page 969 of 4165 III"I Y IICd°W.PlICIA11l1°°III IIL.. III III':; III IIIII...III... Model 2:Parameters Simple First Order Lo: 3,200 cubic feet Methane/ton refuse k: 0038/year Lag time between initial placement of refuse and start of generation is assumed to be one year. Methane Generation Methane Generation Annual (Million cubic feet/year) Refuse Lower Median Upper Year (Tons) Limit Limit 1956 10,'7'67' 1 1 2 1957 11,317'' 2 2 4 1958 11,867 2 4 5 1959 12,417'' 3 5 7 1960 12,967' 4 6 9 1961 13,517'' 5 7 11 1962 'tl4,067'' 6 9 13 1963 14,617'' 7 10 15 1964 15,16 7'' 7 11 17 1965 15,7,117' 8 13 19 1966 16,267 9 14 21 1967 16,817 10 16 23 1968 1'7,36'7 11 17 25 1969 1'7,917'' 12 18 27 1970 18,4 6 7'' 13 20 29 1971 19,017'' 14 21 31 1972 19,567'' 15 23 33 1973 20,'17'' 16 24 35 1974 20,a'pR�"r'7 17 25 37 1975 '1 217'' 18 27 40 1976 21,767 19 28 42 1977 22 317'' 20 30 44 1978 2286'7 21 31 46 1979 23,417'' 22 33 48 1980 23,±67'' 23 34 51 1981 Z4,517'' 24 36 53 1982 '5,067'' 25 37 55 1983 '5,a'p 7'' 26 39 57 1984 26,1 a'7'' 27 41 60 1985 26,7'117' 28 42 62 1986 27,267 29 44 64 1987 27',8'117' 30 45 66 1988 28,367 31 47 69 1989 28,917'' 32 48 71 1990 26),46'7 33 50 73 1991 26,540 34 52 76 1992 25,444 35 53 77 1993 21,±86: 35 54 79 1994 22,255 36 54 80 1995 26,330 36 55 81 1996 27,001 37 56 82 1997 34,184 37 57 84 1998 42,48E) 39 59 86 1999 44,995 40 62 91 2000 42,856 42 65 95 2001 10,'7"Z:] 44 67 99 2002 0 43 66 97 2003 0 42 64 93 2004 0 40 61 90 2005 0 39 59 86 2006 0 37 57 83 2007 0 36 55 80 2008 0 34 53 77 2009 0 33 51 74 2010 0 32 49 72 2011 0 31 47 69 2012 0 30 45 66 2013 0 28 43 64 2014 0 27 42 61 2015 0 26 40 59 2016 0 25 39 57 2017 0 24 37 55 2018 0 24 36 53 2019 0 23 35 51 2020 0 22 33 49 2021 0 21 32 47 2022 0 20 31 45 2023 0 19 30 44 Page 970 of 4165 LO o m a. cm 0 M O N O N O N O_ O � L N rl W Z O O O oc N W Fil Z ~ Ir' ICI �I /W ram, O O O O O O O O O O O ~ N O 00 \O N (-iiC/3ajVjV) ao►juaaaaq aaugjalV MODIFIED FIRST . Page 972 of 4165 (�Ao l (Nu:::::: Model 3:Parameters Modified First Order s: 'tl.V90 Lo: 3,200 cubic feet Methane/ton refuse k: 0 035/year Lag time between initial placement of refuse and start of generation is assumed to be one year. Methane Generation Annual Methane Refuse Generation Year (Tons) (Million cubic feet/year) 19955 ,.. 0,217 ,.. ,0 1956 10,76�7 1 1957 11,3117 2 1958 11,86�7 3 1959 12,Y'7 4 1960 12,96�7 6 1961 13,517 7 1962 11,06�7 8 1963 11,617 10 1964 15,16 J 11 1965 15,'7 7 12 1966 16,26�7 14 1967 16,817 15 1968 17,36�7 16 1969 17,917 18 1970 18,46�7 19 1971 19,017 21 1972 19,56�7 22 1973 20,117 24 1974 20,66�7 25 1975 21,217 27 1976 21,76�7 28 1977 22,3117 30 1978 22,86�7 31 1979 23,9'7 33 1980 23,967 34 1981 24,517 36 1982 2r5,06�7 37 1983 2r5,617 39 1984 26,16 J 40 1985 26,717 42 1986 27,26�7 44 1987 27,817 45 1988 28,367 47 1989 28,917 48 1990 29,467 50 1991 26,50 51 1992 25,444 44 53 1993 21,986 54 1994 22,255 55 1995 26,330 55 1996 27,001 56 1997 34,184 57 1998 42,489 59 1999 ��Y��Y,7i97i95 61 2000 12,356 64 2001 10,724 67 2002 0 67 2003 0 65 2004 0 63 2005 0 61 2006 0 59 2007 0 57 2008 0 55 2009 0 52 2010 0 51 2011 0 49 2012 0 47 2013 0 45 2014 0 43 2015 0 42 2016 0 40 2017 0 39 2018 0 37 2019 0 36 2020 0 35 2021 0 33 2022 0 32 2023 0 31 Page 973 of 4165 LO o � o � cv � rn m 0 cv 0 cv 0 0 cv o � � o oc cv � Z � W Z w A o W � A a Z 0 0 0 N (-iiC/3ajVjV) ao►juaaaaq aaugjalV FIRST ORDER MULTI-PHASE, MODEL, Page 975 of 4165 Model 4:Parameters First Order Multi-Phase k-Constant(for rapid) 0 08 Decay Rate of Rapidly Decomposables k-Constant(for slow) 0 06 Decay Rate of Slowly Decomposables Fraction rapid decomposing W1G, Fraction of Rapidly Decomposing Waste Fraction slow decomposing 4"011,1, Fraction of Slowly Decomposing Waste Lo-Constant 3,200 cubic feet Methane/ton refuse Lag time between initial placement of refuse and start of generation is assumed to be one year. Methane Generation Annual Methane Refuse Generation Year (Tons) (Million cubic feet/year) 1956 10,76�7 2 1957 11,3117 4 1958 11,86�7 6 1959 12,9'7 8 1960 12,96�7 10 1961 13,517 12 1962 11,06 J 14 1963 11,617 16 1964 15,16 J 18 1965 15,'7 7 20 1966 16,26�7 22 1967 16,817 23 1968 17,36�7 25 1969 17,917 27 1970 18,46�7 29 1971 19,017 31 1972 19,56�7 33 1973 20,117 34 1974 20,66�7 36 1975 21,217 38 1976 21,76�7 40 1977 22,3117 42 1978 22,86�7 43 1979 23,9'7 45 1980 23,967 47 1981 24,517 49 1982 25,067 50 1983 25,617 52 1984 26,16 J 54 1985 26,717 56 1986 27,26�7 57 1987 27,817 59 1988 28,36�7 61 1989 28,917 63 1990 29,467 64 1991 26,60 66 1992 25,444 67 1993 21,986 68 1994 22,255 68 1995 26,330 68 1996 27,001 69 1997 33,183 70 1998 42,489 72 1999 ��9��9,9i99i96 76 2000 12,856 80 2001 10,724 83 2002 0 80 2003 0 75 2004 0 70 2005 0 65 2006 0 61 2007 0 57 2008 0 53 2009 0 50 2010 0 47 2011 0 43 2012 0 41 2013 0 38 2014 0 36 2015 0 33 2016 0 31 2017 0 29 2018 0 27 2019 0 25 2020 0 24 2021 0 22 2022 0 21 2023 0 19 Page 976 of 4165 LO 0 o rn M � O � O N O N O_ O N 00 F � � O U w N � z x � aw � z W � o A � o � � a wz z o 0 0 (-iX/3aWW) uoiluaauag auugjaW APPENDIX B'-3 SCENARIO Page 978 of 4165 D Page 979 of 4165 Model Output: Lanfill Characteristics Landfill Name: Ukiah Landfill Year Opened: 1955 State: CA If Closed,Year: 2001 k Value: 0.038 City/County: Ukiah/Mendocino M Value: 6 Model Output: Landfill Gas Captured and Captured Gas Heat (graph values in MMbtu/hr) Landfill as Captured Year Captured Gas Heat 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 scf/min MMbtu/hr 1900 1900 1901 1902 1902 1903 1904 1904 1905 1906 1906 1907 1908 1908 1909 1910 1910 1911 1912 1912 1913 1914 1914 1915 1916 1916 1917 1918 1918 1919 1920 1920 1921 1922 1922 1923 1924 1924 1925 1926 1926 1927 1928 1928 1929 1930 1930 1931 1932 1932 1933 1934 1934 1935 1936 1936 1937 1938 1938 1939 1940 1940 1941 1942 1942 1943 1944 1944 1945 1946 1946 1947 1948 1948 1949 1950 1950 1951 Page 980 of 4165 Model Output: Lanfill Characteristics Landfill Name: Ukiah Landfill Year Opened: 1955 State: CA If Closed,Year: 2001 k Value: 0.038 City/County: Ukiah/Mendocino M Value: 6 Model Output: Landfill Gas Captured and Captured Gas Heat (graph values in MMbtu/hr) Landfill as Captured Year Captured Gas Heat 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 (scf/min) (MMbtu/hr) 1952 1952 1953 1954 1954 1955 1956 1956 1957 1958 1958 1959 1960 1960 1961 1962 1962 1963 1964 1964 1965 1966 1966 1967 1968 1968 1969 1970 1970 1971 5 0.2 1972 15 0.4 1972 1973 24 0.7 1974 34 1.0 1974 1975 43 1.3 1976 52 1.6 1976 1977 61 1.8 1978 70 2.1 1978 1979 78 2.4 1980 87 2.6 1980 1981 95 2.9 1982 103 3.1 1982 1983 111 3.4 1984 119 3.6 1984 1985 128 3.9 1986 136 4.1 1986 1987 145 4.4 1988 153 4.6 1988 1989 161 4.9 1990 169 5.1 1990 1991 177 5.4 1992 185 5.6 1992 1993 194 5.9 1994 202 6.1 1994 1995 211 6.4 1996 217 6.6 1996 1997 221 6.7 1998 225 6.8 1998 1999 228 6.9 2000 232 7.1 2000 2001 236 7.2 2002 234 7.1 2002 2003 225 6.8 Page 981 of 4165 Model Output: Lanfill Characteristics Landfill Name: Ukiah Landfill Year Opened: 1955 State: CA If Closed,Year: 2001 k Value: 0.038 City/County: Ukiah/Mendocino M Value: 6 Model Output: Landfill Gas Captured and Captured Gas Heat (graph values in MMbtu/hr) Landfill as Captured Year Captured Gas Heat 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 (scf/min) (MMbtu/hr) 2004 216 6.6 2004 2005 208 6.3 2006 201 6.1 2006 2007 193 5.9 2008 186 5.6 2008 2009 179 5.4 2010 172 5.2 2010 2011 166 5.0 2012 160 4.8 2012 2013 154 4.7 2014 148 4.5 2014 2015 143 4.3 2016 137 4.2 2016 2017 132 4.0 2018 127 3.9 2018 2019 122 3.7 2020 118 3.6 2020 Page 982 of 4165 SIMPLE FIRST ORDER MODEL Page 983 of 4165 III"I Y IICd°W.PlICIA11l1°°III IIL.. III III':; III IIIII...III... Model 2:Parameters Simple First Order Lo: 3,200 cubic feet Methane/ton refuse k: 0038/year Lag time between initial placement of refuse and start of generation is assumed to be one year. Methane Generation Methane Generation Annual (Million cubic feet/year) Refuse Lower Median Upper Year (Tons) Limit Limit 1955 0 0;,;;; 0,;;;; ,.,. 1956 0 0 0 0 1957 0 0 0 0 1958 0 0 0 0 1959 0 0 0 0 1960 0 0 0 0 1961 0 0 0 0 1962 0 0 0 0 1963 0 0 0 0 1964 0 0 0 0 1965 0 0 0 0 1966 0 0 0 0 1967 0 0 0 0 1968 0 0 0 0 1969 0 0 0 0 1970 0 0 0 0 1971 28,050 0 0 0 1972 28,600 2 3 5 1973 26'r➢j50 4 7 10 1974 26'iiu,'7''d',0 6 10 14 1975 30,250 8 13 19 1976 30,800 10 16 23 1977 31,350 12 19 28 1978 31,900 14 22 32 1979 32,450 16 25 36 1980 33,000 18 28 41 1981 33,550 20 30 45 1982 3,1"100 22 33 49 1983 3,1,650 24 36 53 1984 35,200 25 39 57 1985 35,7'50 27 41 61 1986 3P;',.,300 29 44 65 1987 36,850 31 47 69 1988 37';400 32 49 72 1989 3'7',950 34 52 76 1990 38,500 36 54 80 1991 39,050 37 57 83 1992 39,aMo 39 59 87 1993 40,150 40 62 91 1994 40,'7'00 42 64 94 1995 41,250 44 66 98 1996 41,800 45 69 101 1997 42,350 47 71 104 1998 42,900 48 73 108 1999 43;4,50 50 76 111 2000 44,000 51 78 114 2001 4,1,550 53 80 118 2002 0 54 82 121 2003 0 52 79 117 2004 0 50 76 112 2005 0 48 74 108 2006 0 46 71 104 2007 0 45 68 100 2008 0 43 66 96 2009 0 41 63 93 2010 0 40 61 89 2011 0 38 59 86 2012 0 37 56 83 2013 0 36 54 80 2014 0 34 52 77 2015 0 33 50 74 2016 0 32 48 71 2017 0 31 47 68 2018 0 29 45 66 2019 0 28 43 63 2020 0 27 42 61 2021 0 26 40 59 2022 0 25 39 57 2023 0 24 37 55 Page 984 of 4165 LO o 00 m a. cm a �,D 0 M O N O N O N O_ O � L N rl h+q Z O O O N W O � i■ �I O � Fil Z ~ Ir' ICI �I W � O O O oc O O O O O O O O O ~ \O N O 00 \O It N (-i,i/3ajVjV) ao►juaaaaq aaugjalV MODIFIED F41RST ORDER MODEL (SCS E E C , 9 Page 986 of 4165 (�Ao l (Nl::�:: Model 3:Parameters Modified First Order s: 'tl.V90 Lo: 3,200 cubic feet Methane/ton refuse k: 0 035/year Lag time between initial placement of refuse and start of generation is assumed to be one year. Methane Generation Annual Methane Refuse Generation Year (Tons) (Million cubic feet/year) 19+55 ,0 1956 0 0 1957 0 0 1958 0 0 1959 0 0 1960 0 0 1961 0 0 1962 0 0 1963 0 0 1964 0 0 1965 0 0 1966 0 0 1967 0 0 1968 0 0 1969 0 0 1970 0 0 1971 28,050 0 1972 28,600 2 1973 29,150 5 1974 29,700 8 1975 30,250 11 1976 30,80o 14 1977 311,350 17 1978 311,90o 21 1979 32,450 24 1980 33,00o 26 1981 33,550 29 1982 33,100 32 1983 34,650 35 1984 35,200 38 1985 35,750 41 1986 36,30o 43 1987 36,850 46 1988 37,00 49 1989 37,950 51 1990 38,50o 54 1991 39,050 56 1992 39,600 59 1993 YV➢150 61 1994 W,'700 64 1995 111,250 66 1996 111,800 69 1997 12,350 71 1998 12,900 73 1999 ��13,�'15&:u 76 2000 14,000 78 2001 ��Y��Y,55&:u 80 2002 0 82 2003 0 81 2004 0 79 2005 0 76 2006 0 73 2007 0 71 2008 0 68 2009 0 66 2010 0 63 2011 0 61 2012 0 59 2013 0 56 2014 0 54 2015 0 52 2016 0 50 2017 0 48 2018 0 47 2019 0 45 2020 0 43 2021 0 42 2022 0 40 2023 0 39 Page 987 of 4165 LO o O o °0 cv °0 rn 0000/ 0 cv 0 cv 0 0 cv o � � o oc � Z � W Z w Q x o Q a Z o 0 0 0 0 0 0 0 0 0 0 0 0 0 - o (-i,i/3ajVjV) ao►juaaaaq aaugjalV Page 989 of 4165 Model 4:Parameters First Order Multi-Phase k-Constant(for rapid) 0 08 Decay Rate of Rapidly Decomposables k-Constant(for slow) 0 06 Decay Rate of Slowly Decomposables Fraction rapid decomposing W11,G, Fraction of Rapidly Decomposing Waste Fraction slow decomposing 4"011,1, Fraction of Slowly Decomposing Waste Lo-Constant 3,200 cubic feet Methane/ton refuse Lag time between initial placement of refuse and start of generation is assumed to be one year. Methane Generation Annual Methane Refuse Generation Year (Tons) (Million cubic feet/year) 19955 ,.. 0 ,.. ,.. 0 ,.. .., 1956 0 0 1957 0 0 1958 0 0 1959 0 0 1960 0 0 1961 0 0 1962 0 0 1963 0 0 1964 0 0 1965 0 0 1966 0 0 1967 0 0 1968 0 0 1969 0 0 1970 0 0 1971 28,050 0 1972 28,600 6 1973 2949,150 11 1974 29,'700 16 1975 30,250 21 1976 30,80o 26 1977 311,350 30 1978 311,90o 35 1979 32,450 39 1980 33,00o 43 1981 33,550 47 1982 33,100 50 1983 34,650 54 1984 35,200 57 1985 35,750 61 1986 36,30o 64 1987 36,850 67 1988 37,00 70 1989 37,950 73 1990 38,60o 76 1991 39,050 79 1992 39,600 81 1993 9V➢150 84 1994 W,'700 87 1995 111,250 89 1996 111,800 92 1997 12,350 94 1998 12,900 96 1999 ��93,�'96&:u 99 2000 14,000 101 2001 �09�09,66&:u 103 2002 0 106 2003 0 99 2004 0 92 2005 0 86 2006 0 80 2007 0 75 2008 0 70 2009 0 66 2010 0 61 2011 0 57 2012 0 53 2013 0 50 2014 0 47 2015 0 44 2016 0 41 2017 0 38 2018 0 36 2019 0 33 2020 0 31 2021 0 29 2022 0 27 2023 0 26 Page 990 of 4165 LO 0 rn o rn M O O N O N O_ O N 00 F � � O U w � z x � 0 aw � z W � o AH xw o � � a wz z 0 0 (-ijC/3aWW) uoiluaauag auugjaW .............. APPENDIX SCENARIO 4 Page 992 of 4165 I CC MODEL Page 993 of 4165 Model Output: Lanfill Characteristics Landfill Name: Ukiah Landfill Year Opened: 1955 State: CA If Closed,Year: 2001 k Value: 0.038 City/County: Ukiah/Mendocino M Value: 6 Model Output: Landfill Gas Captured and Captured Gas Heat (graph values in MMbtu/hr) Landfill as Captured Year Captured Gas Heat 0.0 1.0 2.0 3.0 4.0 5.0 6.0 scf/min MMbtu/hr 1900 1900 1901 1902 1902 1903 1904 1904 1905 1906 1906 1907 1908 1908 1909 1910 1910 1911 1912 1912 1913 1914 1914 1915 1916 1916 1917 1918 1918 1919 1920 1920 1921 1922 1922 1923 1924 1924 1925 1926 1926 1927 1928 1928 1929 1930 1930 1931 1932 1932 1933 1934 1934 1935 1936 1936 1937 1938 1938 1939 1940 1940 1941 1942 1942 1943 1944 1944 1945 1946 1946 1947 1948 1948 1949 1950 1950 1951 Page 994 of 4165 Model Output: Lanfill Characteristics Landfill Name: Ukiah Landfill Year Opened: 1955 State: CA If Closed,Year: 2001 k Value: 0.038 City/County: Ukiah/Mendocino M Value: 6 Model Output: Landfill Gas Captured and Captured Gas Heat (graph values in MMbtu/hr) Landfill as Captured Year Captured Gas Heat 0.0 1.0 2.0 3.0 4.0 5.0 6.0 (scf/min) (MMbtu/hr) 1952 1952 1953 1954 1954 1955 1956 1956 1957 1958 1958 1959 1960 1960 1961 1962 1962 1963 1964 1964 1965 1966 1966 1967 1968 1968 1969 1970 1970 1971 3 0.1 1972 10 0.3 1972 1973 17 0.5 1974 23 0.7 1974 1975 30 0.9 1976 36 1.1 1976 1977 42 1.3 1978 49 1.5 1978 1979 55 1.7 1980 61 1.9 1980 1981 67 2.0 1982 73 2.2 1982 1983 79 2.4 1984 85 2.6 1984 1985 92 2.8 1986 98 3.0 1986 1987 105 3.2 1988 111 3.4 1988 1989 118 3.6 1990 124 3.8 1990 1991 130 3.9 1992 135 4.1 1992 1993 139 4.2 1994 142 4.3 1994 1995 146 4.4 1996 150 4.6 1996 1997 153 4.6 1998 158 4.8 1998 1999 165 5.0 2000 171 5.2 2000 2001 172 5.2 2002 167 5.1 2002 2003 161 4.9 Pa e 995 of 4165 Model Output: Lanfill Characteristics Landfill Name: Ukiah Landfill Year Opened: 1955 State: CA If Closed,Year: 2001 k Value: 0.038 City/County: Ukiah/Mendocino M Value: 6 Model Output: Landfill Gas Captured and Captured Gas Heat (graph values in MMbtu/hr) Landfill as Captured Year Captured Gas Heat 0.0 1.0 2.0 3.0 4.0 5.0 6.0 (scf/min) (MMbtu/hr) 2004 155 4.7 2004 2005 149 4.5 2006 144 4.4 2006 2007 138 4.2 2008 133 4.0 2008 2009 128 3.9 2010 123 3.7 2010 2011 119 3.6 2012 114 3.5 2012 2013 110 3.3 2014 106 3.2 2014 2015 102 3.1 2016 98 3.0 2016 2017 95 2.9 2018 91 2.8 2018 2019 88 2.7 2020 84 2.6 2020 Page 996 of 4165 SIMPLE FIRSTORDER MODEL Page 997 of 4165 III"I Y IICd°W.PlICIA11l1°°III IIL.. III III':; III IIIII...III... Model 2:Parameters Simple First Order Lo: 3,200 cubic feet Methane/ton refuse k: 0038/year Lag time between initial placement of refuse and start of generation is assumed to be one year. Methane Generation Methane Generation Annual (Million cubic feet/year) Refuse Lower Median Upper Year (Tons) Limit Limit 1955 0 0;,;;; 0,;;;; ,.,. 1956 0 0 0 0 1957 0 0 0 0 1958 0 0 0 0 1959 0 0 0 0 1960 0 0 0 0 1961 0 0 0 0 1962 0 0 0 0 1963 0 0 0 0 1964 0 0 0 0 1965 0 0 0 0 1966 0 0 0 0 1967 0 0 0 0 1968 0 0 0 0 1969 0 0 0 0 1970 0 0 0 0 1971 19,017'' 0 0 0 1972 19,567'' 1 2 3 1973 20,'17'' 3 4 7 1974 20,a'pR�"r'7 4 7 10 1975 '1 217'' 6 9 13 1976 21,767 7 11 16 1977 22 317'' 9 13 19 1978 2286'7 10 15 22 1979 23,417'' 11 17 25 1980 23,±67'' 13 19 29 1981 Z4,517'' 14 22 32 1982 '5,067'' 15 24 35 1983 '5,a'p 7'' 17 26 38 1984 26,1 a'7'' 18 28 41 1985 26,7'117' 19 30 44 1986 27,267 21 32 47 1987 27',8'117' 22 34 50 1988 228,367 23 36 52 1989 28,917'' 25 38 55 1990 22),467 26 40 58 1991 26,540 27 42 61 1992 25;444 28 43 63 1993 21,986: 29 45 65 1994 22,255 30 45 67 1995 26,330 30 46 68 1996 27,001 31 48 70 1997 34,184 32 49 72 1998 r„p:'.��,48E) 34 51 75 1999 44,995 36 54 80 2000 42,856 38 58 85 2001 10,'7"Z:] 40 60 89 2002 0 39 59 87 2003 0 38 57 84 2004 0 36 55 81 2005 0 35 53 78 2006 0 33 51 75 2007 0 32 49 72 2008 0 31 47 70 2009 0 30 46 67 2010 0 29 44 64 2011 0 28 42 62 2012 0 27 41 60 2013 0 26 39 58 2014 0 25 38 55 2015 0 24 36 53 2016 0 23 35 51 2017 0 22 34 49 2018 0 21 32 48 2019 0 20 31 46 2020 0 20 30 44 2021 0 19 29 42 2022 0 18 28 41 2023 0 18 27 39 Page 998 of 4165 LO 0 CY) CY) CY) (3) a. cm O O O O 0,000e O ICI O o oc oc N (.i,i/pjVjV) uoijuiauaq auuqjalV