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B15-0728 (2)
V. -kr- .n f. 0�T Thr •c�UNt�• Butte County Department of Development Services PERMIT CENTER 7 County Center Drive, Oroville, CA 95965 Main Phone (530)538-7601 Permit Center Phone (530)538-6861 Fax(530)538-7785 FORM NO DPC-01 ACCESSIBILTY UPGRADE WORKSHEET Job Address.. 2-3-1 Project Name QrNitj e'V Applicant Jcn nx:Qb(' � &�O Owner 1. Construction Cost: $ b. Basement $ V Date'31';�Dl( , Permit Number B a. Ground floor $ c. Other floors ( ) $ 2. Construction Cost on the same path of travel during the previous three years: $ BUTTE 3. _ Total Construction Cost (add amounts in 1 and 2 above): $ (OS00 0 COUNTY 4. Current Valuation Threshold (Effective January 2012): $ 136 060.00 PR 02 2015 SELECT YOUR APPLICABLE ACCESSIBILITY UPGRADE COMPLIANCE OBLIGATION DEMLOPMENT This alteration consists solely of accessibility upgrades and is limited to its specific scope of work. SERVICES ❑ The existing primary entrance, route of travel, at least one restroom for each sex (as applicable), public phones or drinking fountains (if any), parking, storage and alarms that serve the area of alteration currently comply with all accessibility provisions as for new buildings. ❑ The total Construction Cost (item 3 above) exceeds the current valuation threshold and the alteration occurs on the ground floor. will upgrade the existing primary, entrance, route of travel, at least one restroom for each sex (as applicable), public phones or drinking fountains (if any), parking, storage and alarms that serve the area of alteration to comply with all accessibility provisions as for new buildings. ❑ The total Construction Cost (item 3 above) does not exceed the Current Valuation Threshold (item 4 above) or the alteration occurs on a floor other than the ground floor. I will upgrade the existing primary entrance, route of travel, at least one restroom for each sex (as applicable), public phones or drinking fountains (if any), parking, storage and alarms that serve the area of alteration, as applicable, to comply with all accessibility provisions as for new buildings. ❑ The total Construction Cost (item 3 above) does not exceed the Current Valuation Threshold (item 4 above) or the alteration occurs on a floor other than the ground floor and providing compliance with all accessibility provisions as for new buildings would create an unreasonable hardship. will provide accessibility to the maximum extent feasible without incurring disproportionate costs (i.e. 20 percent of the amount in Item 1 $ ). In choosing which accessible elements to provide, priority will be given to those elements that will provide the greatest access in the order provided in the Cost Table. (Please complete the Cost Table) Signed OR Building Division Plan Approval Cost Table Date �J.Zhs— Date I-1- 2z -15 Step A. Select the compliance status applicable to each category. If "Existing Full" is selected go to Step C. Otherwise, go to Step B. Step B. Select the individual elements in this category that are non -complying. Describe the upgrades necessary for full compliance of each selected individual element and provide their costs. Step C. Go to the next category (2, 3, 4, 5 then 6) and perform Step A. Repeat until all 6 categories have been completed in order. K:\NEW_WEBSITE\Building\Building Forms & Documents\2014\2014 Forms - Completed\DPC\DPC- 01 _Accessibi Ity_Upgrade_Worksheet_ 11.26.12_rev'd_3.7.2014_AKM.doc Page 1 of 3 NOTE: If providing an individual element is unfeasible or the costs of an individual element cause the total costs to exceed the disproportionate costs for this project, note it as such and skip to the next individual element selected. Your total costs should be approximately equal to or greater than the disproportionate costs unless full compliance for each category is achieved prior to exceeding disproportionate costs. Disproportionate Costs for this project $ LO$1��� (Amount frnm Arra-c-cihility Ilnnrnrlo Wnrlrchcnl CATEGORY COSTS 1. PRIMARY ENTRANCE TO ALTERED AREA Compliance Status: ❑ Existing Full r"� Upgrade Full ❑ Upgrade Partial ' DOOR ' ❑ ❑ A. Change of door B. Threshold $ ❑ C. Hardware ❑ D. Kick plate E. Strike -side clearance ❑ ❑ F. Other SIGNS AND IDENTIFICATION ❑ A. Sign at building entrance ❑ ❑ B. Sign in building lobby C. Other Subtotal 2. ROUTE TO THE ALTERED AREA Compliance Status: ❑ Existing Full Upgrade Full ❑ Upgrade Partial CHANGE OF ELEVATION(S) A. Ramps/Curb Ramps $ (C9511dn ❑ B. Lifts ❑ C. Elevators DOORS ❑ A. Change of door ❑ B. Threshold ❑ C. Hardware ❑ D. Kick plate ❑ E. Strike -side clearance ❑ ❑ F. Signs and identification (Braille) G.Other $ Subtotal KANEW_WEBSITE\Building\Building Forms & Documents\2014\2014 Forms - Completed\DPC\DPC- 01_Accessibilty_Upgrade_Worksheet_ 11.26.12_ rev'd_ 3.7.2014 AKM.doc Page 2 of 3 CATEGORY COSTS . RESTROOMS SERVING ALTERED AREA Compliance Status: ❑ Existing Full ❑ Upgrade Full ❑ Upgrade Partial ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ A. Enlarge restroom B. Enlarge door(s) C. Strike side clearance D. Door symbols E. Signs and identification (Braille) F. Replacement or relocation of fixture (specify) 1. $ 2. 3. 4. G. Replacement or relocation of accessories (specify) 1. 2. 3. 4. H. Grab bars (bars and backing) I. Other Subtotal 4. PUBLIC TELEPHONES Compliance Status: ❑ Existing Full ❑ Upgrade Full ❑ Upgrade Partial ❑ A. Retrofit/Add Subtotal $ $ 5. DRINKING FOUNTAINS Compliance Status: ❑ Existing Full ❑ Upgrade Full ❑ Upgrade Partial ❑ ❑ ❑ ❑ ❑ A. Replace drinking fountain B. Relocate existing drinking fountain C. Provide alcove D.Add wing walls and/or floor treatment E. Other $ Subtotal $ 6. PARKING, STORAGE, ALARMS Compliance Status: ❑ Existing Full . ❑ Upgrade Full ❑ Upgrade Partial ❑ ❑ ❑ ❑ A. Replace curb ramps B. Re -slope parking space & loading/unloading aisle C. Paint the border of loading/unloading aisle blue D. Other $ Subtotal $ TOTAL $1��� K:\NEW_WEBSITE\Building\Building Forms & Documents\2014\2014 Forms - Completed\DPC\DPC- 01 _Accessibilty_Upgrade_W orksheet_l 1.26.12_rev'd_3.7.2014_A KM.doc Page 3 of 3 a TABLE OF CONTENTS A. ORDER OF, WORK B. AIR, WATER POLLUTION, EROSION AND DUST CONTROL C. HAZARDOUS WASTE IN EXCAVATION D. UNANTICIPATED CULTURAL RESOURCES DISCOVERY E. RIGHT OF PUBLIC UTILITIES F. MAINTENANCE AND CONTROL OF TRAFFIC G. TESTING & INSPECTIONS H. EROSION CONTROL PLAN I. CONSTRUCTION LAYOUT AND STAKING J. CLEARING AND GRUBBING K. EXISTING HIGHWAY FACILITIES L. WATER M. EARTHWORK N. MISCELLANEOUS CONCRETE CONSTRUCTION O. CONCRETE RETAINING WALL P. REINFORCEMENT Q. 4" PERFORATED PIPE R. FILTER FABRIC S. TUBULAR HAND RAILING & GUARDRAIL T. SAWCUT U. PVC SCHEDULE 40 PIPE V. LANDSCAPING W. LIGHTWEIGHT, GEO-FOAM FILL X. WATERPROOFING EXISTING BASEMENT APPENDIX A - GEOTECHNICAL REPORT 1 1 2 2 3 3 3 3 4 5 6 6 6 7 9 12 13 13 14 14 15 15 15 19 H (h PART II - CONSTRUCTION PROCEDURES AND DETAILS A. ORDER OF WORK: The order of work shall be determined by the Contractor and approved by the County The Contractor shall submit a construction schedule to the County for.review and approval prior to starting any contract work. B. AIR, WATER POLLUTION, EROSION AND DUST CONTROL: - Scope of Work: The Contractor's attention is directed to Standard Specifications, Section 7 "Legal Relations and Responsibilities," Section 13 "Water Pollution and Control," Section 14 "Environmental Stewardship" sub -sections 14-1.03 "Type ESA Temporary Fence," 14-9.02 "Air Pollution Control," 14-9.03 "Dust Control", 14-10 "Solid Waste Disposal and Recycling," and Section 21 "Erosion Control" for requirements related to air and water pollution control and dust control. The Contractor shall abide by the following regarding the control, of dust and erosion: , 1. All exposed earth surfaces shall be watered periodically during construction activities. This practice shall be conducted twice during the morning and afternoon work hours. Further, the frequency of watering shall increase if wind speeds exceed 15 miles per hour averaged over one hour or peak at 20 miles per hour. 2. Mud and dust carried onto street surfaces by construction equipment shall be removed on a daily basis. 3. Haul trucks shall be covered with tarpaulins or other effective covers at all times., 4. Exposed surfaces shall be revegetated in accordance with the plans as soon as feasibly possible. , _. 5. Disturbed areas shall be sufficiently compacted to reduce the potential for erosion. All slopes greater than 10% and less than 50% that are free of vegetation shall have earthguard applied or mulch spread and tacked down prior to a 30% chance of rain. The Contractor'shall not be required to submit a water pollution control plan, but shall be responsible for adhering to the requirements of the Standard Specifications, including providing such water pollution control measures as called for on the plans, and the SWPPP for this project and as directed by the Engineer or the County. Measurement and Payment: Compensation for providing air and water pollution control and dust control shall be included in the prices paid for the other items of work in the contract and no additional payment shall be made therefore. Part 11-1 of 19 w C. HAZARDOUS WASTE IN EXCAVATION: Scope of Work: The Contractor's attention is directed to Standard Specification Section 14- 11 "Hazardous Waste and Contamination" for requirements related to hazardous waste in excavation. If the Contractor encounters material in excavation that he/she has reason to believe may be hazardous waste, as defined by §25316 and §25317 of the Health and Safety code, he/she shall immediately so notify the County in writing. Excavation in the immediate area of the suspected hazardous material shall be suspended until the County authorizes the work to be resumed. If such suspension delays the current controlling operation, the Contractor will be granted an extension of time as provided in Section 8-1.10, "Liquidated Damages", of the Standard Specifications. If such suspension delays the current controlling operation more than 2 working days, the delay will be considered a critical delay and the Contractor will be compensated for such delay as provided in Section 8-1.07, "Delays," of the Standard Specifications. The County of Butte reserves the right to use other forces for exploratory work to identify and determine the extent of such material and for removing hazardous material from such area. D. UNANTICIPATED CULTURAL RESOURCES DISCOVERY: Construction operations on this project may unearth or uncover cultural resources of a historic or prehistoric nature. If buried or obscured cultural materials are observed during vegetation removal and/or construction, the work in the area of discovery shall cease, the County of Butte shall be notified, the encountered resource shall then be identified, recorded, and an assessment made of the resource by a qualified archaeologist. The right is reserved to the County of Butte and its authorized agents, including a qualified archaeologist and appropriate professionals to enter upon the right-of-way for the purpose of investigating and/or excavating and removing such resources. The Contractor shall cooperate with forces engaged in such work, and shall conduct his operations in such a manner to avoid any unnecessary delay or hindrance to the work being performed by such other forces. The Contractor shall immediately notify the County of Butte of any delays to his operations as a direct result of the discovery of possible cultural resources that were not indicated on the plans or in the Technical Specifications. Any such delays will be considered a critical delays within the meaning of Section 8-1.07, "Delays," and compensation for such delay will be determined in accordance with said Section 8-1.07. The Contractor shall be entitled to no other compensation for any. such delay. Part 11-2of19 A c E. RIGHT OF PUBLIC UTILITIES: The rights of Public Utilities to enter upon the work for the purpose of making changes necessitated by the demolition are as specified in Section 5-1.36D of the Standard Specifications. F. MAINTENANCE AND CONTROL OF TRAFFIC: Scope of Work: The Contractor shall supply at his own expense all flagmen, detour signs, barricades and all other traffic control devices and personnel in compliance with provisions of Section 7-1.04 "Public Safety" and Section 12 "Temporary Traffic Control" of the Standard Specifications, and as ordered by the County, necessary to provide a satisfactory level of safety. The Contractor shall provide the County with'a Traffic Control Plan five (5) working days prior to starting work. The Traffic Control Plan shall comply with the Standard Plans and signs/striping plans. The County retains the right to modify the plan as he may determine necessary. When leaving a.work area and entering a roadway carrying public traffic, the Contractor's equipment, whether empty or loaded, shall in all cases yield to public traffic. Measurement and Payment: Full compensation for Maintenance and Control of Traffic including signs, shall be included in the prices paid for the other items of work in the contract and no separate payment will be made. G. TESTING & INSPECTIONS Scope of Work: This work shall consist of all testing and inspections required for the completion of the work as shown on the plans and as specified in the Standard Specifications, Standard Plans and these Technical Specifications. The Contractor shall pay for all failed tests as determined by the Engineer. Tests shall include all tests normally performed by the Engineer to check the Contractor's compliance with the contract provisions. Measurement and Payment: The cost for furnishing testing and inspections shall be included in the prices paid for the other items of work in the contract and no separate payment will be made. H. EROSION CONTROL PLAN This project is less than 1 acre in size; therefore a California General Permit for Stormwater Discharges will not be needed. Scope of Work: The Contractor shall comply with the City of Oroville Erosion Control requirements during construction. The Contractor shall be responsible for providing the Part 11-3of19 k necessary labor and materials, and for taking the appropriate measures to assure compliance with the City of Oroville Erosion Control requirements pertaining to storm water discharges. The Contractor along with the County of Butte is responsible for completing, in a manner acceptable to the City of Oroville the following: - The Contractor shall supply an erosion control plan prior to starting construction. - Complying with the City of Oroville Erosion Control requirements. - Installing, maintaining, conducting daily inspections and removal of, when completed, the BMP items for this project. The erosion control plan shall be reviewed by the Engineer, prior to implementation. The erosion control plan shall be kept on the site during construction. It is the Contractor's responsibility to perform daily visual inspections of all stormwater pollution control devices. Summaries noting the daily inspections shall be submitted monthly to the contracting agency along with payment requests.. The contractor shall maintain all storm water pollution control devices on the project in proper working order, including cleaning and/or repair during the duration of the project. No condition of the erosion control plan shall release the contractor from any responsibilities or requirements under other environmental statutes and regulations. The Contractor shall maintain the BMP measures throughout the project. It is the Contractors responsibility to continue BMP maintenance during any project delays if any shall occur. Measurement and Payment: The cost of installing, maintaining, conducting daily inspections and removal of, when completed, the BMP items shall be considered as being included in the contract price paid for other items of work, and no separate payment will be made. All fines due to improper installation of the BMP will be at the Contractors expense. CONSTRUCTION LAYOUT AND STAKING Scope of Work: This work shall consist of furnishing and setting construction stakes and marks to establish the lines and grades required for the completion of the work as shown on the plans and as specified in the Standard Specifications, Standard Plans and these Technical Specifications. Sufficient dimension and grades are shown on the plans, therefore construction staking is not required for this project, but may be useful to the contractor. The Contractor shall be responsible for re-establishing control monuments disturbed by his negligence at his expense. The Contractor shall check and verify the accuracy of all control monuments and verify the accuracy of all control lines and shall report any and all discrepancies to the Project Manager at the County of Butte and NorthStar Engineering prior to starting construction. Part 11 - 4 of 19 w 'o All contract work shall be constructed to conform to the lines and grades shown on the contract plans and the Contractor can, at their discretion, provide construction layout and staking for all items of work. Retaining Wall: At a minimum offset stakes shall be set at the ends, mid points, angle points, grade breaks and points of curvature of the wall to the face of the wall. Sidewalk: At a minimum offset stakes shall be set at all grade breaks, angle points and points of curvature. All computations, survey notes, and other records necessary to accomplish the work shall be available to the County of Butte upon request. Construction stakes shall be removed by the Contractor from the site of the work when no longer needed. The Contractor shall pay to re-establish control points, monuments, or stake out points. Re- establishment shall be performed by a registered Civil Engineer or a licensed Land Surveyor. All disturbed monuments shall be reestablished after construction is complete. Measurement and Payment: The cost for furnishing construction layout and staking shall be considered as being included in the contract price paid for other items of work, and no separate payment will be made. J. CLEARING AND GRUBBING: Clearing and grubbing shall conform to the provisions in Section 16, "Clearing and Grubbing," of the Standard Specifications, Standard Plans and these Technical Specifications. The area to be cleared and grubbed shall remain within the excavation and embankment slope lines. Specific items requiring removal include the following list and all items as shown on the plans. ■ Remove and dispose of the existing railing. Remove and dispose of the existing concrete. ■ Remove, preserve, and delivery of existing plaques to Butte County General Services. ■ Remove, preserve, and delivery of existing flag pole to location specified on plans. Remove, preserve, and reinstall site sign as specified on plans. ■ Remove any additional items encountered by the Contractor that are associated with the completion of this project as determined necessary by the County. ■ Remove all excess construction materials and equipment at the end of the project. ■ Remove landscaping and rocks as needed. Save rocks for future landscape and replant plants in pots to be transplanted after construction. Measurement and Payment: Clearing and Grubbing shall be measured on a lump sum basis. The contract lump sum price paid for clearing and grubbing shall full compensation for Part 11-5of19 furnishing all labor, materials, tools, equipment and incidentals and for doing all the work involved in clearing and grubbing including .the placement of temporary construction fencing and the removal of all listed items above, as specified in the Standard Specifications and these Special Provision, and as directed by the Engineer. K. EXISTING HIGHWAY FACILITIES: The work performed in connection with various existing highway facilities shall conform to the provisions in Section 15, "Existing Facilities," of the Standard Specifications and these Technical Provisions. The Contractor shall be responsible for locating all existing signs, trees and utilities within the project limits whether shown on the plans or not. Where not in conflict with the work the Contractor shall protect all the existing facilities, and where in conflict the Contractor shall make the modification necessary to remove or provide temporary modification to keeps the facilities in working condition. Prior to -the start of construction the Contractor shall be responsible for contacting all utility companies and/or utility districts as to the, location of all underground facilities. The Contractor shall be responsible for the location of all underground facilities or other buried objects which may be encountered but may not be shown on these plans. The Contractor shall call Underground Service Alert (USA) at (800) 227-2600 at least 3 days prior to construction. The Contractor shall also be responsible for locating all existing irrigation systems within the project limits whether shown on the plans or not. Where not in conflict with the work the Contractor shall protect the irrigation systems, and where a conflict with the work is found, the Contractor shall make the modifications necessary to remove the irrigation system and leave any part that remains in a fully operational condition as approved by the Engineer. The cost to repair damaged irrigation systems shall be the responsibility of the Contractor. Measurement and Payment: The cost to modify any existing facilities shall be included in the prices paid for the other items of work in the contract and no separate payment will be made. L. WATER: Scope of Work: The Contractor shall furnish for use under these Technical Provisions all water required and as set forth under Sections 14-9.03, 17, 19, and 25 of the Standard Specifications. Measurement and Payment: The cost for water shall be considered as being included in the prices paid for other items of work in the contract, and no separate payment will be made. M. EARTHWORK: Scope of Work: This work shall consist of performing all necessary work to excavate all materials and to place fill material where necessary. All earthwork shall conform to the Part 11-6of 19 provision of Section 19, "Earthwork" of the Standard Specifications, the Standard Plans and these Technical Provisions. Earthwork shall consist of performing all operations necessary to excavate earth, rock, and all other materials to prepare for wall installation and to backfill behind the proposed wall as specified in the wall specifications.. Included in the earthwork furnish all equipment necessary for these operations, and the performances of all incidental work of whatever nature that may be required to build the grade and maintain it in the form specified. Included in the work shall be all associated grading of areas to drain, and the scarification and recompacting to 90% maximum dry density of the top 8 inches of the subgrade. Where fill material is to be placed all layers when compacted shall not exceed eight inches (8'`) in thickness. Each layer shall be spread evenly and be thoroughly mixed during the spreading to promote uniformity of material in each layer. After each layer has been placed, mixed and spread evenly, it shall be thoroughly compacted to at least ninety percent (90%) of the ASTM Specification D1557 Compaction Test. Compaction shall be undertaken with equipment capable of achieving the specified density and shall be accomplished while the fill material is at the required moisture content. Each layer shall be compacted over its entire area until the desired density has been obtained. All earthwork shall conform to the Geotechnical Engineering Report for the Oroville Veteran's Memorial Park by CGI Technical Services Inc. dated August 4, 2009. See Appendix A for a copy of the Geotechnical Engineering Report. If inconsistent soils conditions are encountered during earthwork the County shall be notified as soon as possible. The County of Butte will be responsible for initial testing but the Contractor shall pay for all failed tests as determined by the Engineer. The cost of failed tests shall be deducted from the Contractor's progress payment. Tests shall include all tests normally performed by the Engineer to check the Contractor's compliance with the contract provisions. Measurement and Payment: The cost for earthwork shall be considered as being included in the contract price paid for other items of work, and no separate payment will be made. N. MISCELLANEOUS CONCRETE CONSTRUCTION: Scope of Work: Curbs, gutters, sidewalks and concrete slabs shall conform to the provisions . in Section 73, "Concrete Curbs and Sidewalks," of the Standard Specifications, the Standard Plans and these Technical Specifications. Subgrade preparation shall conform to the provisions of Section 73-1.0313 of the Standard Specifications. The Contractor shall be responsible for performing grading, including furnishing fill material and excavating, as necessary to establish finish .grade for placement of concrete sidewalk and concrete slab construction. Subgrade shall be compacted to a relative density of 95 percent in conformance with California Test Method No. 216. No concrete shall be placed until the subgrade and forms have been reviewed for satisfactory compaction, alignment, and grade, and approved by the County. Expansion Joints, '/2" wide full depth felt expansion joints at 50 feet on center for sidewalks Part 11-7of19 ry Control Joints, 1/8 -inch -wide, scored at 1" depth, shall be constructed at 5 foot intervals in all new sidewalks. Weakened plane joints shall be constructed in the ramps in accordance with the applicable provisions of Section 73-3.03 of the Standard Specifications. Portland Cement concrete sidewalks and slabs shall be constructed at the location shown on the plans, or as directed by the County, and shall conform to the details and dimensions as shown on the plans. If ADA requirements are found to be in conflict with design and field conditions the County Project Manager shall be contacted. Concrete: Construction of all curbs, gutters, sidewalks, ramps, slabs and curbs shall be of Class "A" Portland Cement concrete as specified in Section 90, "Concrete" of the Standard Specifications, and shall conform to the provisions of Section 90-2, "Minor Concrete," of the Standard Specifications. Minimum fc=3000 psi. Adhesives: The County prior to use in the work shall approve Adhesives or bonding agents used to join new concrete to existing concrete. Lampblack: Lampblack of approved quality shall be mixed with all concrete used in the work at the rate of one pound per cubic yard of concrete. Joint Filler: Premolded expansion joint filler shall conform to the provisions of Section 51- 2.01 B of the Standard Specifications.. Dowels: Steel dowels, where specified,, shall conform to the provisions of Section 51-1.02C and 52.1.02B of the Standard Specifications. Curing: The curing method of Portland Cement concrete shall conform to Section 90-1.03B of the Standard Specifications. The curing compound shall consist of the compound specified in Section 90-1.03B(3)(b) #4 of the Standard Specifications. Reinforcing Steel: Reinforcing steel shall conform to the provisions of ASTM A-615, Grade 40 for #4 bars and smaller and ASTM A-615, Grade 60 for #5 bars and larger. All rebar is to be deformed. Welded wire fabric shall conform to the provisions of ASTM A 185. 1. Reinforcement cover shall be as follows: — Concrete cast against and permanently exposed to soil: 3" clear — Concrete with soil or weather exposure: (#5 bars and smaller) 1 1/2" clear — Concrete without soil or weather exposure: 3/4" clear 2. All reinforcing steel shall be accurately secured in position before and during concrete placement. 3. All reinforcing steel shall be clean and free of deleterious materials at the time of concrete placement. Measurement and Payment: Concrete sidewalks shall be measured by the square foot in place. The price paid per square foot for installation of concrete sidewalk shall include full Compensation for furnishing all labor, tools, concrete, additional materials and equipment, and for doing all the work involved in installing curbs, gutters, sidewalks, slabs and handicap Part 11-8of19 ramps including removal of structural section material, providing fill material, placement of asphalt concrete adjacent to new concrete construction, grading and sand cushion under sidewalk as shown on the plans as required by the Standard Specifications and these Technical Provisions, and as directed by the Engineer. O. CONCRETE RETAINING WALL Scope of Work: Concrete Retaining Walls shall be installed as shown on the Plans and shall conform the applicable provisions of the California Building Code, 2010 Edition, and the 2001 CMC, CPC, CEC, and the CFC as well as all applicable municipal, State, Federal regulations, these Technical Specifications and the Geotechnical Engineering Report for the Oroville Veteran's Memorial Park by CGI Technical Services Inc. dated August 4, 2009. See Appendix A for a copy of the Geotechnical Engineering Report. Foundation: The Contractor shall be responsible for the location of all underground facilities or other buried objects which may be encountered but which are not shown on the plans. Foundation calculations assume stable, undisturbed soils and level or stepped footings. Any unusual soil conditions such as organic soils or uncertified fills shall be brought to the attention of the Engineer prior to construction. All excavations shall be inspected and approved by the County before concrete is poured. Footings shall extend into firm, undisturbed native soil 12 inches minimum below existing grade (18 inches minimum where pre -saturation of soil is required), unless noted otherwise on plans, details or geotechnical report (whichever is lowest). Fill material shall be free from debris, vegetation, and other foreign substances. Engineered fill may be used as existing grade provided tests are presented to the Engineer of a 90% relative compaction per ASTM 1557. The bottom of all footing excavations shall be clean and level. All finished grade shall slope at a minimum slope of 2% away from all foundations a minimum of 6 feet horizontal unless noted otherwise. The Contractor shall be responsible for determining the exact location of and the securing of all anchor bolts, holdown anchors or straps, embedments and column baseplates prior to the foundation inspection, the placement of concrete and/or the installation of structural framing members. Concrete: All concrete shall have a maximum slump of 4" +/- 1", unless otherwise noted. All foundation and slab on grade concrete has been designed for a minimum fc=2,500 psi. However, Contractor shall supply concrete with a minimum fc = 3,000 psi after 28 days curing. Aggregate size shall be a maximum of 1-1/2" in foundations and 3/4" at all other locations. Curing compound shall be sprayed on all exposed surfaces immediately after final troweling All cement used shall conform to ASTM C-150 and shall be Type II or Type III low alkali. Part 11-9of19 14 Aggregate shall conform to ASTM C-33 and shall not contain materials which are alkali reactive as determined by ASTM C-227, 289, and 295. If test data is unavailable in regards to alkali reactive materials, provide cement with maximum alkali content less than 0.45% by weight. Vibrate concrete around all bolts, rebar and surfaces. Construction joints shall be clean and wet prior to placing concrete. Concrete shall have a water -cement ratio of 0.47 to 0.52 Ib./Ib. or less. Addition of water at the job site is not permitted unless special inspection has been provided and test specimens are taken. If hot weather conditions are anticipated at the job site, concrete materials (aggregates, mixing water, and cement) shall be cooled prior to mixing, and retarders or plasticizers may be added to provide workable concrete. Forms, reinforcing steel and subgrade shall be fogged or sprinkled with cool water just before concrete is placed. All projecting corners of slabs, beams, columns, walls, etc. shall be formed with a 3/4" chamfer, unless specifically noted otherwise. Calcium chloride admixtures or chloride -based admixtures shall not be used. Concrete shall be air entrained a minimum of 5% and maximum of 7%, where exposed to freezing / thawing conditions. Reinforcing Steel: Reinforcing steel shall conform to the provisions of ASTM A-615, Grade 40 for #4 bars and smaller and ASTM A-615, Grade 60 for #5 bars and larger. All rebar is to be deformed. Welded wire fabric shall conform to the provisions of ASTM A 185. All lap splices shall not be less than 62 bar diameters of the larger bar. Horizontal laps in adjacent bars shall be staggered 5'- 0" minimum. Reinforcement cover shall be as follows: — Concrete cast against and permanently exposed to soil: 3" clear — Concrete with soil or weather exposure: ( #5 bars and smaller) 1 1/2" clear (#6 bars and larger) 2" clear — Concrete without soil or weather exposure: 3/4" clear All rebar bends shall be made cold. #5 and larger rebar shall not be re-bent All reinforcing steel shall be accurately secured in position before and .during concrete placement. All reinforcing steel shall be clean and free of deleterious materials at the time of concrete placement. Each reinforcing bar shall be wired to a cross bar at a maximum spacing of 24" o.c. or at every intersection. Part ll-10of19 IS A "standard hook" is defined as either a 1800 bend plus a 4 bar diameter extension, but not less than 2 1/2" at the free end of the bar or a 950 bend plus a 12 bar diameter extension at the free end of the bar. Hooks for stirrups and ties shall be as follows: — #5 bar and smaller, 950 bend plus 6 bar diameter extension at free end of bar, or — #6, #7 and #8 bar, 95° bend plus 12 bar diameter extension at free end of bar, or #8 bar and smaller, 1350 bend plus 6 bar diameter extension at free end of bar. Hand Rail and Guardrail Sleeves: Hand rail and guardrail sleeves shall be installed in proposed retaining walls where indicated and as specified on the plans. Retaining Walls: Backfill shall not be placed until the wall concrete or grout has cured for a minimum of 21 days. The Contractor shall provide shoring (designed by the Contractor) for the wall while compacting backfill Unless noted otherwise, walls have not been designed to accommodate permanent surcharge loads due to footings, large vegetation (trees or bushes greater than 6'-0" tall), light poles, flag poles, fences or other loads occurring within twice the height of the retained soil behind the wall or on the wall (i.e. for a 5'-0" wall, these loads shall occur at least 10'-0" or greater behind the wall). Retained soil at top of wall shall be graded flat (i.e. no slope is allowed) unless noted otherwise. Unless noted otherwise, walls have not been designed to accommodate temporary surcharge loads due to construction or other loads occurring within twice the height of the retained soil behind the wall (i.e. for a 5'-0" wall, these loads shall occur at least 10'-0" or greater behind the wall). These loads include loads from construction equipment or vehicles such as bulldozers, cranes, etc. or for storage of construction materials. The minimum distance shall be maintained at all times or shoring must be provided for the walls to accommodate these loads. Vertical contraction joint design and spacing shall be provided by the Contractor. As a minimum, contraction joists shall be cut or formed to a depth approximately 1/4 the thickness of the wall and shall be placed vertically at 20 feet to 25 feet on center maximum, but not greater than two to three times the height of the wall, along the length of the wall. In addition, they shall be places within 10'-0" of wall returns that create discontinuities (i.e. "L" or "T" intersections). A 12" wide (minimum) "wall" of full -height, clean, free -draining material (drain rock) shall be placed directly behind all retaining walls that are not adjacent to the existing concrete walls. A "wall" of geotextile filter fabric shall be placed between the drain rock and the soil behind it. Drainage for the retaining wall shall be provided by the following method: — A four -inch (4") diameter continuous perforated drainpipe shall be placed directly behind all retaining walls (at the base of the wall). The pipe shall drain (slope) to daylight. Where water in the pipe would be required to run Part 11 - 11 of 19 ry horizontally more than 40'-0", a return (drainage outlet) 'of the same diameter shall be provided in the pipe to allow for drainage directly through the retaining wall. Three inch (3") diameter weep holes placed horizontally at U-0" to T-0" on center at two to four inches (2" to 4") above ground level may be substituted in place of option #1 upon written amortization by the county. If the wall is greater than four feet (4'-0") tall, a second row of weepholes shall be placed three feet (3-0") above the first row. A coarse filter fabric or mesh should be placed directly behind the weep holes to prevent loss of small gravel. All walls that are adjacent to existing concrete shall be backfilled with a geofoam as shown on the plans and in these specifications. Depending on the composition of the soil behind the retaining wall, some staining of the wall may occur where methods of drainage that depend on running water through the wall are utilized. The Contractor is responsible for ensuring all drainage systems are maintained and in working order at all times during construction. The County is responsible for their maintenance upon completion of construction. Catastrophic failure of the wall can occur if maintenance is neglected. The Contractor shall consult with the County to determine if the wall use will be such that the outside face of the wall must be dry at all times. If so, it is recommended that waterproofing (designed by the Contractor) be placed against the backside of the wall full height from the bottom of the footing to the top of the wall. Walls shall be placed so as to meet the slope setback requirements of Figure 18-1-1 of the latest edition of the CBC. If wall location will be such that water flows are expected near the base (toe; at the outside face) of the wall, measures such as vegetation / ground cover, erosion -control mats and / or strategic rip -rap placement (minimum 12" diameter) shall be utilized to ensure that soil erosion does not occur anywhere'in this area. Measurement and Payment: Concrete retaining wall, including guardrail and handrail sleeves, shall be measured by the lineal foot amount placed. The unit price paid per lineal foot of concrete retaining wall shall include full compensation for furnishing all labor, tools, materials and equipment, and for doing all the work involved in installing concrete retaining walls as shown on the plans as required by the Standard Specifications and these Technical Provisions, and as directed by the Engineer. P. REINFORCEMENT Scope of Work: Reinforcement shall conform to the provisions in Section 52, "Reinforcement," of the Standard Specifications. Part 11 - 12 of 19 w. • Reinforcing steel shall conform to the provisions of ASTM A-615, Grade 40 for #4 bars and smaller and ASTM A-615, Grade 60 for #5 bars and larger. All rebar is to be deformed. Welded wire fabric shall conform to the provisions of ASTM A 185. Reinforcement cover shall be as follows: Concrete cast against and permanently exposed to soil: 3" clear Concrete with soil or weather exposure: (#5 bars and smaller) 1 1/2" clear Concrete without soil or weather exposure: 3/4" clear All reinforcing steel shall be accurately secured in position before and during concrete placement. All reinforcing steel shall be clean and free of deleterious materials at the time of concrete placement. Measurement and Payment: The' cost for reinforcement shall be included in the' prices paid for the other items of work in the contract and no separate payment will be made. Q: 4" PERFORATED PIPE Scope of Work: This work shall consist of furnishing and installing the 4" (PVC) Schedule 40 pipe perforated as shown on the plans and as specified in the Standard Specifications, the Standard Plans and these Technical Specifications. 4" (PVC) Schedule 40 perforated pipe shall be Type 1 Grade 1 with a Cell Classification of 12454 as defined in ASTM D1784. Measurement and Payment: The cost for furnishing and installing the 4" (PVC) Schedule 40 perforated pipe shall be considered as being included in the contract price paid for other items of work, and no separate payment will be made. R. FILTER FABRIC Scope of Work: This work shall consist of furnishing and installing the non -woven geotextile fabric between the course rock and the earth backfill for the retaining walls as shown on the plans and as specified in the Standard Specifications, the Standard Plans and these Technical Specifications. Non -woven geotextile fabric shall be minimum weight of 4.Ooz/sy, polypropylene, needle punched non -woven fabric. Additionally, the geotextile shall meet the minimum requirements of AASHTO M288-06 Class 3 for elongation >50% and the following properties: Mechanical Property Test Method Unit Minimum Average Roll Value MARV MD - I CD Part 11 - 13 of 19 Grab Tensile ASTM D4632 lbs. 115 115 Puncture Resistance ASTM D4833 lbs. 45 45 Trapezoid Tear Strength ASTM D4533 lbs. 45 45 Apparent Opening Size AOS ASTM D4751 U.S. Sieve 70 Flow Rate ASTM D4491 al/min/ft2 120 Measurement and Payment: The cost for furnishing and installing the filter fabric shall be considered as being included in the contract price paid for other items of work, and no separate payment will be made. S. TUBULAR. HAND RAILING & GUARDRAIL Scope of Work: Tubular hand railing and guardrail shall consist of furnishing and installing all the tubular hand railing and guardrail as shown on the plans. Tubular hand railing and guardrail shall conform to the provisions in Section 83-1, "Railings," of the Standard Specifications and the California Building Code 2010. Guardrails shall perform a protective barrier and shall have balusters or ornamental patters such that a 4 -inch diameter sphere cannot pass through any opening. Vertical hand railing and guardrail posts shall be epoxied or grouted into the galvanized pipe sleeves, where applicable, or fastened to the proposed and existing concrete utilizing an approved method as shown on the plans. The proposed sleeves, as referenced above, will have been poured into the proposed retaining walls as specified in Section O "Concrete Retaining Wall". The finish on the tubular hand railing and guardrail shall be a galvanized finish. The Contractor shall set up a pre -construction with the guardrail/handrail Contractor and the county to review the project prior to starting the manufacturing of the railing. Measurement and Payment: Tubular hand railing and guardrail shall be measured per linear foot. The linear price paid shall include full compensation for furnishing all labor, materials, tools, equipment and incidentals, and for doing all the work involved in, furnishing and placing the tubular hand railing and guardrail, complete in place, as shown on the plans, and as specified in these specifications and the Technical Specifications, and as directed by the Contract Officer. T. SAWCUT Scope of Work: Sawcut shall consist of saw -cutting existing concrete pavement or concrete with a power driven concrete saw to the lines and dimensions shown on the plans to create a neat line to which new asphalt concrete pavement or concrete shall conform. Measurement and Payment: The cost for the sawcut shall be considered as being included in the contract unit price paid for other items of work, and no separate payment will be made. Part ll-14of19 U. PVC SCHEDULE 40 PIPE Scope of Work: This work shall consist of installing PVC Schedule 40 pipe as shown on the plans and as specified in these Technical Specifications. All PVC Schedule 40 pipe shall be manufactured from a Type I, Grade I Polyvinyl Chloride (PVC) compound with a Cell Classification of 12454 per ASTM D1784. The pipe shall be manufactured in strict compliance to ASTM D1785 and D2665 (where applicable), consistently meeting and/or exceeding the Quality Assurance test requirements of these standards with regard to material, workmanship, burst pressure, flattening, and extrusion quality. Measurement and Payment: PVC Schedule 40 pipe shall be considered as included in the contract unit price paid for other items of work, and no separate payment will be made. The contract lump sum paid shall include full compensation for furnishing all labor, materials, tools, equipment and incidentals, and for doing all the work involved in furnishing and placing the PVC Schedule 40 pipe, complete in place, as shown on the plans, and as specified in these specifications and the Technical Specifications; and as directed by the Contract Officer. V. LANDSCAPING Scope of Work: Landscaping shall be completed by others. Even though the landscaping is not included in this project it is the Contractors responsibility to clear, compact and leave the future landscape areas in a usable state at the end to the project. Top soil shall be placed in future landscape areas at a minimum depth of 5 inches. The finish grade of the top soil shall be 2 inches below the finish grade of the adjacent concrete. These future landscape areas shall be stabilized per the Erosion Control Plan. Measurement and Payment: The cost for landscaping in not included in this project. The cost for placing the top soil and for stabilizing the future landscape area shall be considered as being included in the contract price paid for other items of work, and no separate payment will be made. W. LIGHTWEIGHT, GEO-FOAM FILL Scope of Work:This work consist of the furnishing and installation of lightweight, Geo -Foam Fill within the concrete retaining wall section as shown on the plans and as specified in the Standard Specifications and these Technical Specifications. References: = ASTM C 165 - Test Method for Measuring Compressive Properties of Thermal Insulation — ASTM C 203 - Breaking Load and Flexural Properties of Block -Type Thermal Insulation — ASTM C 303 - Test Method for Dimensions and Density of Preformed Block Part 11 - 15 of 19 F) an Board -Type Thermal Insulation — ASTM C 390 Practice for Sampling and Acceptance of Thermal Insulation lots — ASTM -D-1621 - Compressive Properties of Rigid Cellular Plastics — ASTM D 1622 - Apparent Density of Rigid Cellular Plastics — ASTM D 1623 - Tensile and Tensile Adhesion Properties of Rigid Cellular Plastics — ASTM. C 2863 - Test Method for Measuring the Minimum Oxygen Concentration to Support Candle -Like Combustion of Plastics (Oxygen Index) — ASTM D 6817 Specification for Rigid Cellular Polystyrene Geofoam — ASTM D 7557 - Standard Practice for Sampling of Expanded Polystyrene Geofoam Specimens. Submittals: The following. submittal to the owner shall be made. 1. Product Data: Manufacturer's data sheets on each product to be used, including: — Preparation instructions and recommendations. — Storage and handling requirements and recommendations. — Installation methods. 2. Shop Drawings: Showing the following: - Profile and section view of the proposed embankment. — Size, type, location and orientation of all Geofoam blocks. _ — Location and type of connectors. — Ballasting or guying techniques. — Placement sequence and methods. 3. Manufacturer's Certificates: Certify products meet or exceed the following: — Manufacturer's test reports showing the physical properties and standards for the products specified as tested in accordance with ASTM D 7557. — Manufacturer's Certificate of Compliance for the first 100 yd. (376 m3) and for every 1500 yd3 (1147 m3) thereafter of Geofoam before product.is delivered to the site. — Computer generated stress -strain data and the accompanying curves from compressive testing. Curves and/or data shall clearly indicate the stress at 1 percent strain and the modulus of elasticity. — Each delivery shall have the compression test data for each lot attached with the delivery paperwork. — Certificate of Compliance shall include currentinspection reports showing that the Geofoam manufacturer is. in compliance with a UL follow-up service program for both flame and physical properties. Part ll-16of19 v Quality Assurance: Manufacturer with a minimum of 5 years documented experience in the manufacture of lightweight, geo-foam fill. Manufacturer must also have a UL classification in category BRYX. Manufacturer must also maintain a UL classification in category QORW that ensures physical properties in accordance with ASTM D 6817. Third -party certifications that only include ASTM C 578 physical properties will not be considered as an alternative equal and will be rejected. Delivery, Storage, and Handling: Handle and store products in accordance the manufacturer's recommendations until ready for installation. Prevent damage to the Geofoam blocks during delivery, storage, and construction. Geo -Foam Fill that is anticipated to be exposed to sunlight for more than six months shall be covered with an opaque material to prevent ultraviolet light degradation. Remove material that is exposed for excessive period beyond six months. Protect the Geo -Foam Fill from: organic solvents such as acetone, benzene, and paint thinner; petroleum based solvents such as gasoline and diesel fuel; and open flames. Geo -Foam Fill should be considered combustible and should not be exposed to open flame or any source of ignition. Sequencing: Ensure that placement drawings and other information required for installation of products of this section are furnished to affected trades in time to prevent interruption of construction progress. Manufacturers: Insulfoam, A division of Carlisle Construction Materials, 6004 N. Westgate Blvd., Suite 120, Tacoma, WA 98406. ASD. Phone Toll Free: (800) 248-5995, Phone:. (253) 572-5111, Fax: (425) 251-8405. Web Site: www.insulfoam.com. E -Mail: geofoam@insulfoam.com. Substitutions:. Not permitted. Materials: Geo -Foam Fill: InsulFoam GF shall conform to ASTM D 6817 and may be fabricated using material with recycled content. Blocks shall have a height of at least 36 inches (.91 m), a width of at least 48 inches (1.22 m), and length of at least 96 inches (2.44 m). Blocks shall be within tolerances of 0.5 percent of respective height, width and length dimensions. Additional field and/or shop trimming and cutting shall be required as necessitated by the geometry of the fill being constructed. Type EPS22: Physical Properties when tested in accordance with ASTM D 6817 shall be: — Density shall be a minimum of 1.35 Ib/ft3 (21.6 kg/m3) when tested in accordance with ASTM D 1622. — Compressive Resistance at 1 percent deformation shall be a minimum of 7.3 psi (50 kPa) when tested in accordance with ASTM D 1621. — Flexural Strength shall be a minimum of 40.0 psi (276 kPa) when tested in Part 11 - 17 of 19 0 accordance with ASTM C 203. — Elastic Modulus shall be a minimum accordance with ASTM C 203. — Oxygen Index shall have a minimum accordance with ASTM C 2863. of 730 psi (5000 kPA) when tested in volume of 24.0 percent when tested in Connectors: Connectors shall be galvanized steel multi -barbed connectors or a urethane adhesive as recommended by the manufacturer. Each connector shall have a lateral holding strength of at least 60 lbs (27.22 kg) when tested with an EPS 15 Geofoam. Examination: Do not begin installation until substrates have been properly prepared. Verify that the grade on which the Geofoam fill will be placed is graded to the elevations indicated on the Drawings and that the finish -grade is smooth and free from holes and protruding objects. If substrate preparation is the responsibility of another installer, notify Engineer of unsatisfactory preparation before proceeding. Preparation: Clean surfaces thoroughly prior to installation. Prepare surfaces for uniform bearing using the methods recommended by the manufacturer for achieving the best result for the substrate under the project conditions. Installation: Install in accordance with manufacturer's instructions. Geo -Foam Fill shall be placed to the lines and grades shown in the Drawings and as directed by the Engineer. The surface of a layer of Geo -Foam Fill blocks to receive additional Geo -Foam Fill blocks shall be constructed with a variation in surface tolerance of no more than 0.05 feet (15 mm) in any 10 foot (3 m) interval All blocks shall accurately fit relative to adjacent blocks. No gaps greater than 0.07 feet (20 mm) will be allowed on vertical joints. Finished surfaces of the Geo -Foam Fill immediately beneath pavement sections shall be constructed to within the tolerance of zero to minus 60 mm (0.20 ft) of the indicated grade. Blocks placed in a row in a .particular layer shall be offset 2.0 feet (0.6 m) relative to blocks placed in adjacent rows of the .same layer as shown on the Drawing. In order to avoid continuous joints, each subsequent layer of blocks shall be rotated on the horizontal plane 90 degrees from the direction of placement of the previous layer placed, where possible. Blocks shall be cut using a hot wire. Because of the light unit -weight of the geofoam fill, provide temporary weighting and/or guying as necessary until all the blocks are built into a homogeneous mass, -and the pavement section in place. During placement of the load distribution slab over the top surface of the Geo -Foam Fill, it is permissible to use rebar supports to support the reinforcing steel during concrete placement. Part ll-18of19 Protection: Protect installed products until completion of project. Repair or replace damaged products before Substantial Completion. Measurement and Payment: The cost for installing lightweight Geo -Foam Fill shall be considered as included in the contract price paid and no separate payment will be made. The contract lump sum paid shall include full compensation for furnishing all labor, tools, materials and equipment, and for doing all the work involved in installing the lightweight Geo -Foam Fill as shown on the plans as required by the Standard Specifications and these Technical Specifications, and as directed by the Contract Officer. X. WATERPROOFING EXISTING BASEMENT Scope of Work: This work consists of furnishing and installation of a HDPE self-adhesive waterproofing membrane on the side of the existing basement wall as shown on the plans. Waterproofing membrane shall be self-adhesive HDPE Grace Below Grade Waterproofing system 4000 or approved equal. If the existing vent shaft is not capped contractor shall cap with concrete and place waterproofing membrane over the cap. Measurement and Payment: HDPE self-adhesive waterproofing membrane shall be measured per lump sum. The contract lump sum price paid for HDPE self-adhesive waterproofing membrane shall include full compensation for furnishing all labor, materials, tools, equipment, and incidentals, and for doing all the work involved in waterproofing the existing basement wall as shown on the plans and as directed by the Engineer. Part 11-19 of 19 APPENDIX A GEOTECHNICAL REPORT 46 CGI TECHNICA SERVICES INC. Geotechnical Report OROVILLE VETERAN'S. MEMORIAL PARK Oroville, Butte County, California 47 •O • �- } i�®T'y�`;. �ir � �, t5 lak M'. SOME ? c�2533 81 7 WWINoro viI eve�eransmemorlalparkor�'8�QQ4(�iirutePQy-693 0 J CGI Technical ServicePrepared for:s, Inc. � OVMP COMMITTEE 530.244.6277 -Fax: 530.244.6276 , P.O. Box 2586 www.currygroup.com Oroville, CA. 95966 ,Al, CGI TECHNICAL SERVICES INC. Redding Office 1612 Wedding Way Redding, CA 96003 Ph: 530 244.6277 Fax: 530.244.6276 Chico Office 40 Seville. Ct., Ste. 120 Chico, CA 9592$ Ph: 530.879.5800 August 4, 2009 CGI: 09-1872.01 OROVILLE VETERAN'S MEMORIAL PARK COMMITTEE P.O.. Boa 2586 Oroville, CA. 95966 Subject: Proposal for Geotechnical Services Oroville Veterans Memorial Park City of Oroville, California Dear Committee Members: CGI Technical Services, Inc: (CGI), is pleased to submit this geotechnical report for the proposed development located in Oroville, Butte County, California. This report presents our findings, conclusions, and recommendations for design of the proposed project. W, a appreciate the opportunity to perform this study and look forward to continued participation during the design and construction phases of this project. If you have any questions pertaining to this report, or if we may be of further service, please contact us your,earliest convenience. Regards, CGI TECHNICAL SERVICES, INC. 11 R EG e,Jo. James A. Bianchin, C.E.G. -� Senior Engineering Geologist Azeddine Bahloul, P.E. Senior Engineer Copies: Two (2) hardcopies and one (1) electronic file (PDF) to OVIN P Two (2) hardcopies and one (1) electronic file (PDF) to Northstar Engineering W J TABLE OF CONTENTS GEOTECHNICAL REPORT OROVILLE VETERANS MEMORIAL PARK BUTTE COUNTY, CALIFORNIA 1.0 GENERAL..................................................................................................................................................................1 1.1 PROJECT UNDERSTANDING............................................................................................................................1 1.2 STUDY PURPOSE.................................................................................................................................................1 1.3 PREVIOUS WORK PERFORMED.......................................................................................................................1 1.4 SCOPE OF SERVICES...........................................................................................................................................1 2.0 FINDINGS................................................................................................................................................................ 2 2.1 FIELD INVESTIGATION.....................................................................................................................................2 2.2 SITE CONDITIONS.............................................................................................................................................. 3 2.2.1 Surface Conditions................................................................................................................................................... 3 2.2.2 Subsurface Conditions............................................................................................................................................... 3 2.3 GEOLOGIC CONDITIONS................................................................................................................................. 3 2.3.1 Regional Geology..................................................................................................................................................... 3 2.3.2 Local Geologic Setting.............................................................................................................................................. 4 2.3.3 Groundrvater...........................................................................................................................................................4 3.0 GEOLOGICAL HAZARDS...................................................................................................................................... 4 3.1 GEOLOGIC HAZARD ZONES............................................................................................................................ 4 3.2 FAULTING & SEISMICITY.................................................................................................................................. 4 3.2.1 Seismic Setting........................................................................................................................................................ 4 3.22 CBC Design Recomwendations.................................................................................................................................. S 3.3 LANDSLIDES........................................................................................................................................................5 3.4 LIQUEFACTION AND LATERAL SPREADING................................................................................................ 5 3.5 EXPANSIVE POTENTIAL................................................................................................................................... 6 3.6 SOIL CHEMISTRY................................................................................................................................................ 6 4.0 ENGINEERING PROPERTIES OF SIGNIFICANT EARTH MATERIALS..................................................7 4.1 ALLUVIUM............................................................................................................................................................7 4.2 MODESTO FORMATION.................................................................................................................................... 7 5.0 CONCLUSIONS AND RECOMMENDATIONS........................................................................................................8 5.1 GENERAL............................................................................................................................................................. 8 5.2 FAULTING............................................................................................................................................................ 8 5.3 LANDSLIDES........................................................................................................................................................8 5.4 LIQUEFACTION POTENTIAL............................................................................................................................ 8 5.5 E.IPANSIVE POTENTIAL................................................................................................................................... 8 5.6 SITE PREPARATION AND GRADING.............................................................................................................. 8 5.6.1 Strippitg................................................................................................................................................................8 5.6.2 E.zstiag Utilities, Wells, andlorFoundations.............................................................................................................. 9 5.6.3 Scarification and Compaction..................................................................................................................................... 9 5.6.4 Keying and Bencbing................................................................................................................................................ 9 5.6.5 Well Unstable Soil Conditions................................................................................................................................. 10 5.66 Site Drainage...................................................................................................................................................... 10 5.6.7 Excavation Characteristics Brilking...................................................................................................................... 10 5.6.8 Temporary dam' Permanent Slopes............................................................................................................................... 11 5.6.9 Ovetevcavation d: Subdrains................................................................................................................................... 11 5.6.10 On -Site Soil Materialr......................................................................................................:................................ 12 5.6.11 Inpotted Fill Materials - General........................................................................................................................ 12 5.6.12 Materials - Granular......................................................................................................................................... 12 CGI: Copyright 2009 CG09GRO17 11 - 5.6.13 Placement 6 Co✓oaction................................................................................................................................... 13 5.7 UTILITY TRENCHS AND TRENCH BACKFILL.............................................................................................. 13 5.7.1 Trenches and Dervateriag......................................................................................................................................... 13 5.7.2 Materials ................................................................................................................................................:............13 5.7.3 Placement and Compaction...................................................................................................................................... 14 5.7.4 Trench Subgrade Stabililation................................................................................................................................. 14 5.7.5 Trench Pl:rgs......................................................................................................................................................... 15 5.8 FOUNDATIONS................................................................................................................................................. 15 5.8.1 Minimum Footing Embedment and Dimensions.......................................................................................................... 15 5.8.2 Allowable Bearing Capacity..................................................................................................................................... 16 5.8.3 Lateral EarthPrersms..........................................................................................................................................16 5.8.4 Minimum Footing Reinforcement.............................................................................................................................. 17 5.8.5 Estimated Settlements............................................................................................................................................ 17 5.8.6 Constnrction Considerations..................................................................................................................................... 17 5.9 SLIDING AND PASSIVE RESISTANCE............................................................................................................17 5.9.1 Sliding Resistance.................................................................................................................................................. 17 5.9.2 Passive Resistance.................................................................................................................................................. 17 5.9.3 Safety Factors....................................................................................................................................................... 17 5.10 INTERIOR CONCRETE FLOOR SLABS SUPPORTED ON-GRADE.............................................................18 5.10.1 General...........................................................................................................................................................18 5.10.2 SnIgrade Preparation.......................................................................................................................................... 18 5.10.3 Rock Capillary Break/ Vapor Barrier.......................................................................................:.......................... 18 5.11 EITERIOR CONCRETE SLABS SUPPORTED-ON-GRADE..........................................................................19 5.12 RETAINING WALLS...........................................................................................................................................19 5.12.1 Latera! Earth Pressures..................................................................................................................................... 19 5.12.2 Drainage Measmes............................................................................................................................................ 19 5.12.3 DynanticEarthPresstrres...................................................................................................................................20 5.12.4 Compaction Adjacent to Valls ............................................................................................................................ 21 5.12. S Retaining Wall Differential Settlement .................................................................................................................. 21 5.13 SHORING CONSIDERATIONS......................................................................................................................... 22 5.14 PAVEMENT DESIGN......................................................................................................................................... 22 5.14.1 R-Values........................................................................................................................................................22 5.14.2 Subgrade Preparation......................................................................................................................................... 22 5.14.3 Aggrzgate Base................................................................................................................................................. 22 5.14.4 Asphalt Concrete Paving.................................................................................................................................... 23 6.0 REVIEW OF PLANS AND SPECIFICATIONS..................................................................... 23 7.0 GEOTECHNICAL OBSERVATION AND TESTING DURING GRADING ................................................ 23 8.0 LIMITATIONS....................................................................................................................................................... 24 PLATES Plate1.............................................................................................................................................. Site Location Map Plate2.............................................................................................................................................. Geotechnical Map Plate 3............................................................................................................Keying, Benching, & Subdrain Details Plate4........................................................................................................................................Retaining Wall Details APPENDICES AppendixA........................................................................................................................... Subsurface Exploration AppendixB.............................................................................................................:..................... Laboratory Testing CGI: Copyright 2009 ri CG09GR017 J 1.0 GENERAL This report presents the results of our geotechnical study for the proposed Oroville Veterans Memorial Park (OVMP), located in Oroville, California. CGI Technical Services, Inc. (CGI), has prepared this report at the request of OVMP committee. The project location is shown on Plate 1 — Site Location Map. The following sections present our understanding of the project, the purpose of our study, and the findings, conclusions, and recommendations of this study. Our services were performed in general compliance with our proposal dated May 14, 2009. 1.1 PROJECT UNDERSTANDING Based on information provided by NorthStar Engineering (NorthStar, 2009), the project civil engineer, we understand that the proposed project consists of the design and construction of a Memorial Park located south of Feather River, north of Montgomery Street, west of the existing Veterans Memorial Hall, and west of a private apartment complex and Boss Burger Parking. A portion of the project will extend to the west between the River and the Veterans Memorial Hall/Museum. The Memorial Park is proposed to consist of an overlook terrace, parking area, driveways, bathroom structure, and landscape design, as shown on Plate 2- Geotechnical Map. Because the project property consists of hillside terrain, it is anticipated that some 'to significant grading will be required to construct the overlook terrace. It is also anticipated that retaining walls will be included within the project design. It is assumed that the proposed bathroom be one story; constructed using standard stick framing or masonry, and that the structure will be supported on shallow foundation systems (spread footings). The foundation loads for that structure are unknown but assumed to not exceed 3 kips per lineal foot and 15 kips for continuous and isolated foundations, respectively. 1.2 STUDYPURPOSE The purpose of our geotechnical study was to explore and evaluate selected site surface and subsurface conditions in order to provide geotechnical engineering recommendations related to the design and construction of the project, and to identify potential geologic hazards that could impact the project. The subsurface characterization was primarily intended to estimate the depth, profile, consistency, and strength of the soils. that might be encountered during project construction, along with the general depth to groundwater. 1.3 PREVIOUS WORKPERFORMED Our review and research of the site revealed no existing geotechnical work performed for the site. L 4 SCOPE OF SERVICES Services performed for this study are in general conformance with the proposed scope of services presented in our May 14, 2009 proposal. Our scope of services included: ❖ Reconnaissance of the site surface conditions, topography, and existing drainage CGI: Copyright 2009 1 CG09GRO 17 features; ❖ Attempted acquisition of existing, available geotechnical data for the project site; ❖ Review of pertinent,: selected regional geological data; ❖ Exploration of. the subsurface conditions within the project site using a rubber fire backhoe. Exploration locations areshown on Plate -2 — Geotechnical Map. Exploration procedures and test pit logs are presented in Appendix A Subsurface Exploration; 4. Performance of laboratory testing on selected samples obtained during our field investigation. Laboratory test procedures and results of those tests are presented in Appendix'B — Laboratory Testing; ❖ Preparation of this report, which includes: ■ A description of the proposed. project; A summary of our field exploration and laboratory testing programs; A description of site surface and subsurface conditions encountered during our field investigation; A description of ground shaking conditions expected at the site, including CBC seismic design criteria; Recommendations for: • Site preparation, engineered fill, site drainage, and subgrades; • Suitability of on-site materials for use as engineered fill; • Construction of keyways, benches, and subdrains; • 2007 CBC seismic design criteria; • Concrete slabs on -grade; • Temporary excavations, shoring, and trench backfill; • Lateral earth pressures for retaining wall design; • Allowable bearing capacities for foundation design . and construction; and • Pavement design. Appendices that present a summary of our field investigation procedures and laboratory testing programs. 2.0 FINDINGS 2.1 FIELD INVESTIGATION CGI conducted a geotechnical field investigation to evaluate subsurface soil conditions; ' and to provide subsurface . data for evaluation of the proposed development. Our field geotechnical investigation was limited to reconnaissance -level geologic mapping of the project site and subsurface exploration through excavation of four test backhoe test.pits. The test pits, designated TP -1 through TP -4, were excavated on July 1, 2009. Test pit locations are shown on Plate 2. Detailed descriptions CGI: Copyright 2009 2 CG09GR017 6 of soils encountered are presented on the test pit logs included in Appendix A. The soils encountered within the test pits were logged in general accordance with the Unified Soil Classification System (USCS). Surficial and subsurface soil samples were collected and transported to our laboratory for testing. Laboratory test results are included with this report. 2.2 SITE CONDITIONS 2.2.1 Surface Conditions The general topography of the site consists of flat terrain with gentle to steep descending slopes at the northern portion of the site leading down to the Feather River.. At the time of our study, the project site was covered with seasonal grasses, shrubs, trees, and seasonal vegetation. Locally, a paved bike -path and unpaved road traverse a portion of the project site. Large tree stumps, moderate amounts of debris, and deleterious materials were locally observed at the western portion of the site. A portion of the site was previously occupied by three residences. Drainage occurs as sheet flow into the Feather River located north of the site. According to the Preliminary Grading Plans prepared for the project (NorthStar, 2009), elevations across the site range from about 155 to 195 feet above mean sea level (MSL). 2.2.2 Subsurface Conditions In general, on-site subsurface soils consist predominately of alluvial fans with a distinct red color. Those materials were generally stiff. The northern portion of the site is covered with medium dense to dense dredge tailings resulting from mining for gold in the gravels of the Feather River in the late 1800s through the mid -1900s. The southwestern portion of the site is covered with approximately 1.5 feet of artificial fill from grading operations after removal of three residential structures. The logs in Appendix A present specific soil descriptions encountered within each test pit. 2.3 GEOLOGIC CONDITIONS 2.3.1 Regional Geology The project site is located in the northern Sacramento Valley within the Great Valley Physiographic province. The Great Valley province is bordered to the north by the Klamath and Cascade Physiographic provinces, to the east by the Cascade and Sierra Nevada Physiographic provinces, to the west by the Klamath and Coast Ranges Physiographic provinces, and to the south by'the Transverse Ranges Physiographic province. The Great Valley Physiographic province is about 50 miles wide and 400 miles long. The Sacramento Valley, which forms the northern portion of the province, is about 150 miles long and 40 miles wide (Hinds, 1952). According to Hackel (1966), "The Great Valley is a large elongate northwest -trending asymmetric structural trough that has been filledwith a tremendously thick sequence of sediments ranging from Jurassic to recent." Sediment thicknesses of up to 10 miles are reported within the Sacramento Valley; however, in the project area, being at the northern margin of the valley, those thicknesses have been projected to be less than one mile (Hackel, 1966). Sediments within the Great Valley consist of both marine and continental deposits, with most of the sediments underlying the project area consisting of continental deposits. CGI: Copyright 2009 3 CG09GR017 2.3.2 Local Geologic Setting Modesto. Formation, Lower Member.(Qml). The project site is underlain predominately by the Modesto Formation (Helly & Harwood, 1985). • These materials consist of distinctively red with minor brown gravely sand, silt and clay, derived from volcanic rocks of the Tuscan Formation. Artificial Fill (af). Artificial fill materials are locally present at the northern and the southwestern portion of the site. The former fills materials represent dredge tailings and more recent uncertified fill materials from grading operations after removal of former residences. The unengineered fill materials appear to range in thickness from one to two feet for the southwestern area and more than seven feet for the dredge tailings. Rock outcrops were observed at the limit between the project site and the existing Veteran's Hall. Large boulders, at least 5 feet in diameter, were observed on .the surface of the eastern part of the site. 2.3.3 Groundwater Groundwater was not encountered within the test pits. It is anticipated that groundwater elevations will fluctuate over time; however the topography of the site suggests that it is unlikely that ground water will exist at shallow depth. The depth to groundwater can vary throughout the year and from year to year. Intense and long duration precipitation, modification of topography, and cultural land uses, such as irrigation, water well usage, on site waste disposal systems, and water diversions can. contribute to fluctuations in groundwater levels. Localized saturated conditions or perched groundwater conditions near the ground surface should be anticipated during and following periods of heavy precipitation and snowmelt. If groundwater is encountered during construction, it is the Contractor's responsibility to install mitigation measures for adverse impacts caused by groundwater encountered in excavations. . 3.0 GEOLOGICAL HAZARDS 3.1 GEOLOGIC HAZARD ZONES No mapped geologic hazards zones are known for the project region. 3.2 FAULTING & SEISMICITY 3.2.1 Seismic Setting The State of California designates faults as active, potentially active, and inactive depending on the recency of movement that can be substantiated for a fault. Fault activity is rated as follows: Fault Activity Rating"s Fault Activity Rating Geologic Period of Time Interval (Years) Last Rupture Active . Holocene. Within last 11.000 Years.. CGI: Copyright 2009 4 CG09GRO17 S The California Geologic Survey (CGS) evaluates the activity rating of a fault in fault evaluation reports (FER). FERs compile available geologic and seismologic data and evaluate if a fault should be zoned as active, potentially active, or inactive. If an FER evaluates a fault as active, then it is typically incorporated into a Special Studies Zone in accordance with the Alquist-Priolo Earthquake Hazards Act (AP). AP Special Studies Zones require site-specific evaluation of fault location and require a structure setback if the fault is found traversing a project site. The site is not located within an Alquist-Paolo Earthquake Fault Zone and no active faults are .known to pass through the project site Qennings, 1994; Hart & Bryant, 1997). However, the closest active fault, as zoned by the State, is the. Cleveland Hill Fault, located approximately 6 miles east of the site (Jennings, 1994). Historically over the last approximately 200 years, 5 earthquakes with local magnitudes (ML) equal or greater than 5.5 have occurred within approximately 50 miles of the site, based on a search of selected earthquake catalogs (Toppozada and Branum, 2002). The most recent significant earthquake to affect the project area was an earthquake with a moment magnitude (Mw) of 5.7 that occurred on August 1, 1975 approximately 6 miles (10 km) from the site. 3.2.2 CBC Design Recommendations At a minimum, structures should be designed in accordance with the 2007 California Building Code (CBC) seismic design criteria. CBC -based design requires the definition of the following" seismic parameters: Site Class Designation; Site Coefficients (F, and FJ; Mapped spectral accelerations for short periods (SJ; and Mapped spectral accelerations for a 1 -second period (Si). CBC SEISMIC .DESIGN PARAMETERS Parameter CBC Designation Site Class Designation D Site Coefficient, F 1.373 Site Coefficient, F, 1.979 Mapped Spectral Acceleration, S, 0.534 Mapped Spectral Acceleration, S, 0.211 3.3 L.-4NDSLJDES Gentle to steep slopes exist at the northern portion of the site. No signs of landsliding, either former or incipient, were observed on or adjacent to the project property. It is our opinion that natural landslides pose no risk to the project. Potential man-made slope failures are discussed in greater detail in Sections 5.6.8, 5.7, and 5.13 of this report. 3.4 LIQUEFACTIONAND LATERAL SPREADING Liquefaction is described as the sudden loss of soil shear strength due to a rapid increase of soil pore water pressures caused by cyclic loading from a seismic event. In simple terms, it means that a CGI: Copyright 2009 5 CG09GR017 liquefied soil acts more like a fluid than a solid ,when shaken during an earthquake. In order for liquefaction to occur, the following -are needed: ➢. Granular. -soils (sand, silty sand, sandy silt, and some gravels); A high groundwater table; and �. A low .density in the granular soils underlying the site. . If those criteria are ..present, then there is a potential that. the soils could liquefy during a seismic event. _ The adverse effects of liquefaction include local and regional ground settlement, ground cracking and expulsion of water and sand, the partial or complete loss of bearing and confining forces used to support loads, amplification of seismic shaking, and lateral .spreading. In general, the effects of liquefaction on the proposed project could include: Lateral spreading; Vertical settlement; and/or The soils surrounding lifelines can lose their strength and those lifelines can become damaged or severed. Lateral spreading is defined as lateral earth movement of liquefied soils, or soil riding on a liquefied soil layer, down slope toward an unsupported slope face, such as a. creek bank, or an inclined slope face. In general, lateral spreading has been observed on low to moderate gradient slopes, but has been noted on slopes inclined as flat as one degree. The Modesto.Formation underlies the majority of the project site. Earth materials of that formation are relatively stiff with high fine content and partially cemented, and pose a low potential of liquefaction. Dredge tailings across the northern portion of site are composed of dense sandy gravel with . high permeability therefore; do not pose a - liquefaction . potential issue for the project development. Thus, it is our opinion that liquefaction potential for,this site is low. 3.5 EXPANSIVE POTENTIAL There is .a direct relationship between plasticity of a soil and" the potential for expansive behavior, with expansive soil generally having a high plasticity. Thus, granular soils typically have a low potential to be'expansive, where as, clay -rich soils can have a low to high potential to be expansive. Atterberg limit testing performed on :one selected sample recorded plasticity index (PI) of approximately 13. _This PI correlates to material having a low expansion potential (Day, 1999). 3.6 SOIL CHEMISTRY A selected sample of the near -surface soil encountered at the site was subjected to chemical analysis for the purpose of assessment of corrosion and reactivity with concrete. The sample was tested for soluble sulfates and chlorides. Testing was conducted by Basic Laboratory of Redding and results are presented below, as.well as included in the appendix of laboratory results. CGI: Copyright 2009 6 CG09GR017 According to the ACI -318, a sulfate concentration below 0.10 percent by weight (1,000 ppm) is negligible. A chloride content of less than 500 ppm is generally considered non -corrosive to reinforced concrete. 4.0 ENGINEERING PROPERTIES OF SIGNIFICANT EARTH MATERIALS The following section discusses selected engineering properties of critical earth materials that could .be encountered during construction of the proposed project. The discussions are based on field observations made during exploration and on laboratory test results. Those data are presented on the exploration logs located in Appendix A. Laboratory test results are presented in Appendix B. 4.1 ALLUVIUM Alluvial materials (dredge tailings) encountered during this study consist of medium dense to dense, moist, sandy gravel. Alluvium was encountered to depths of up to 7 feet deep. Cobbles and boulders up to at least 14 inches in maximum dimension were observed during this study. 4.2 MODESTO FORMATION The Modesto Formation underlies most of the site and consists of medium stiff to stiff, moist, sandy to silty clay. Atterberg limit testing performed on one sample yielded a PI of approximately 13 with a Liquid Limit (LL) of approximately 34, correlating to a low plasticity soil. The Modesto Formation yielded an R -Value of 14. CGI: Copyright 2009 7 CG09GRO17 Sample Saath Sample Sulfates (ppm) Chlorides (ppm) P TP -2 0'— 2' 153 7 According to the ACI -318, a sulfate concentration below 0.10 percent by weight (1,000 ppm) is negligible. A chloride content of less than 500 ppm is generally considered non -corrosive to reinforced concrete. 4.0 ENGINEERING PROPERTIES OF SIGNIFICANT EARTH MATERIALS The following section discusses selected engineering properties of critical earth materials that could .be encountered during construction of the proposed project. The discussions are based on field observations made during exploration and on laboratory test results. Those data are presented on the exploration logs located in Appendix A. Laboratory test results are presented in Appendix B. 4.1 ALLUVIUM Alluvial materials (dredge tailings) encountered during this study consist of medium dense to dense, moist, sandy gravel. Alluvium was encountered to depths of up to 7 feet deep. Cobbles and boulders up to at least 14 inches in maximum dimension were observed during this study. 4.2 MODESTO FORMATION The Modesto Formation underlies most of the site and consists of medium stiff to stiff, moist, sandy to silty clay. Atterberg limit testing performed on one sample yielded a PI of approximately 13 with a Liquid Limit (LL) of approximately 34, correlating to a low plasticity soil. The Modesto Formation yielded an R -Value of 14. CGI: Copyright 2009 7 CG09GRO17 5.0 CONCLUSIONS AND RECOMMENDATIONS 5.1 GENERAL Based on the results of our investigation, it is our opinion that the site is suitable for the proposed improvements provided recommendations presented, herein, are utilized during design and construction of the project. Specific comments and recommendations regarding the geotechnical aspects of project design and construction are presented in the following sections of this report. Recommendations presented, herein, are based upon the Conceptual Grading Plan dated April 29, 2009, and provided by Nothstar, along with stated assumptions. Changes in the configuration from those studied during this investigation may require supplemental recommendations. 5.2 FAULTING No known faults pass through the project site. Several faults have been mapped in the vicinity of the project area. The site does not lie within the boundaries of an Alquist-Priolo Earthquake Fault Zone, therefore, it is our opinion that surface rupture potential is low. 5.3 LANDSLIDES No signs of landsliding, either former or incipient, were observed on or adjacent to the project property. It is our opinion that naturally occurring landslides pose a low risk to the project. See Sections 5.6.8, 5.7, and 5.13 of this report regarding temporary and man-made slope stability issues. 5.4 LIQUEFACTIONPOTENTIAL Based on our observations and material exposed during the investigation, it our opinion that liquefaction and lateral spreading have a relatively low risk of adversely affecting the proposed improvements. 5.5 EXPANSIVE POTENTIAL Atterberg limit testing performed on a select surficial sample recorded a plasticity index of approximately 13 for the majority of the materials that will be encountered on site This material correlates to material having a low expansion potential (Day, 1999). 5.6 SITE PREPARATIONAND GRADING 5.6.1 Stripping Prior to general site grading and/or construction of planned improvements, existing vegetation, trees, organic topsoil, debris, and deleterious materials should be stripped and disposed of off-site or outside the construction limits. It is anticipated that stripping depths will extend 2 to 6 inches deep, depending on the vegetative cover density and types. In addition, there are a number of trees, large stumps and shrubs that may have relatively dense accumulations of roots that are laterally and vertically extensive. These root balls could extend. deeper than 3 feet below grade and should be removed during stripping. CGI should be allowed to observe stripped areas to confirm that adequate removal of organic, deleterious, and unsuitable materials have been properly stripped and removed from the site. CGI: Copyright 2009 8 CG09GRO17 5.6.2 Existing Utilities, Wells, and/or Foundations Three residences existed at the southwestern portion of the site. No remains of the structures were observed during our site investigation. Below -grade utility lines, septic tanks, cesspools, wells, on- site waste disposal fields and tanks, and/or foundations that are encountered during construction should be removed and disposed of off-site. Buried tanks, if present, should be removed in compliance with applicable regulatory agency requirements. Existing, below -grade utility pipelines (if any) that extend beyond the limits of the proposed construction and will be abandoned in-place should be plugged with lean concrete or 'grout to prevent migration of soil and/or water. All excavations resulting from removal and demolition activities should be cleaned of loose or disturbed material prior to placing any fill or backfill. 5.6.3 Scarification and Compaction Following site stripping and overexcavation, areas to receive engineered fill should be scarified to a minimum depth of 8 inches, uniformly moisture -conditioned to near optimum moisture content, and compacted to at least 90 percent of the maximum dry density as determined using standard test method ASTM D15571 . 5.6.4 Keying and Benching The portion of the proposed development area is located on sloping ground, some of which has slope inclinations exceeding 20 percent (5:1, horizontal to vertical), and significant fill placement is anticipated on these slopes. Therefore, keying and benching are anticipated to be required for this project. We recommend that on slopes inclined at 5:1 or steeper, that keyways be constructed in accordance to details presented on Plate 3 — Keying, Benching, & Subdrain Details. Keyways should be excavated a minimum of two feet into acceptable soil or rock materials, be a minimum of 10 feet wide, and the bottom of the keyway should be inclined into the cut slope a minimum of 4 percent. Keyways should be observed and approved by a CGI engineer or geologist. Once a keyway has been excavated and approved, a subdrain should be installed along the entire length of the keyway at back of the keyway to capture and divert groundwater away from engineered fill materials used to construct the fill slope, as shown on Detail 1 on Plate 3. It is recommended that collector pipelines that take water from the subdrains and extend through engineered fill materials to daylight and drain onto the ground surface be constructed using solid (unperforated) piping materials. As engineered fill materials are placed within the keyway, per recommendations of Section 5.6.13 of this report, benches should be graded into the cut to tie the engineered fill and competent intact soil and rock materials together. As noted on Plate 3, benches should be a minimum of 6'feet wide and have vertical backcuts at least 4 feet tall. The benches should be inclined into the cut slope a minimum of 2 percent. Subdrains should be installed at the back of the benches at no more then This test procedure applies wherever relative compaction, maximum dry density, or optimum moisture content is referenced within this report. CGI: Copyright 2009 9 CG09GR017 15 -vertical -foot and/or 30 -horizontal -foot intervals, whichever comes first. The subdrains can be tied into the keyway subdrain to drain from one outlet, or they can drain individually. It is recommended that collector pipelines that take water from the subdrains and extend through engineered fill materials to daylight onto the ground surface be constructed using solid (unperforated) piping materials. 5.6.5 Wet/Unstable Soil Conditions If site preparation or grading is performed in the winter, spring, or early summer seasons, or shortly after significant precipitation, near -surface on-site soils may be significantly over optimum moisture content. This condition could hinder equipment access as well as efforts to compact site soils to a specified level of compaction. In addition, perched water can be present in subsurface layers throughout the year and contribute to wet soil conditions. If over optimum soil moisture content conditions are encountered during construction, disking to aerate, replacement with imported material, chemical treatment, stabilization with a geotextile fabric orgrid, and/or other methods will likely be required to facilitate earthwork operations. The applicable method of stabilization is the contractor's responsibility and will depend on the contractor's capabilities and experience, as well as other project -related factors beyond the scope of this investigation. Therefore, if over -optimum moisture within the soil is encountered during construction, CGI should review these conditions (as well as the contractor's capabilities) and, if requested, provide recommendations for their treatment. 5.6.6 Site Drainage Finished grading should be performed in such a manner that provides a minimum of 10 horizontal feet of positive surface gradient away, from proposed structures. The ponding of water should not be allowed adjacent to structures, retaining walls, or the top of fill sections. Interceptor drains should be constructed above all cut and fill slopes to prevent water from flowing over those slopes. Surface runoff should be directed toward engineered collection systems or suitable discharge areas and not allowed to flow onto or over slopes. Discharge from roof downspouts should also be collected, conveyed in solid (unperforated) pipelines, and discharged away from all structures and into engineered systems, such as storm drains. Landscape plantings around structures should be avoided or be dry climate tolerant and require minimal irrigation. Care should be taken to avoid overwatering all landscaping. 5.6.7 Excavation Characteristics & Bulking Explorations for this project were advanced using a rubber -tired backhoe. In general, earth materials encountered during this study were penetrated with relatively minimal to moderate effort using this equipment. It is our opinion that soils present at the site should be excavatable using conventional heavy grading equipment operated by experienced personnel. Large cobbles and boulders, if encountered within those soils, could pose difficult excavation conditions. Rock outcrops were observed at the western margin of the site, near the Veteran's Hall. Bulking or shrinkage of excavated materials at the project site can be estimated using the following information: CGI: Copyright 2009 10 CG09GRO17 Shrinkage & Bulking Factors .Material Bulld2g Shrinkage Modesto Formation, upper 3 feet 2% to 5% Modesto Formation, below 3 feet 2% to 5%.., Dredge Tailing 5% to 7% --- Uncertified Fill Unknown Unknown These factors should be -included in volume calculations for on-site soils that are excavated then compacted per recommendations within this report. 5.6.8 Temporary & Permanent Slopes This section explicitly excludes trench slopes for buried utilities. Temporary trench excavations are discussed in Section 5.7.1 of this report. Temporary construction slopes for keyway and bench construction can be constructed at '/2:1 inclinations if the temporary cut slopes are less then 6 feet in height. All other temporary slopes should be constructed no steeper.then 1:1. Permanent slopes should be constructed at inclinations of 2:1 or flatter. In isolated areas where a cut slope is less than 8 feet tall, is adequately protected from erosion, and is not intended to support structures or surcharges, then the cut slope can be constructed at inclinations of 1.5:1 or flatter, per Section J106 of the 2007 CBC. In order to comply with CBC regulations, minimum setbacks for proposed structures should be equivalent to the height of the slope divided by 3, but need not exceed 40 feet. If the desired setbacks are less than these requirements, then the foundations of the structures should be deepened or opt for alternate setbacks in accordance with requirements of section 1805.3.5 of 2007 CBC. 5.6.9 Overexcavation & Subdrains Overexcavation of selected soils should be performed during grading of the project site. We recommend that compressible alluvium, and uncertified fill materials encountered during rough grading be overexcavated. A CGi engineer or geologist should observe and approve the overexcavated areas to confirm that those materials have been fully removed prior to placement of engineered fill materials. Overexcavated materials containing organics, debris, or deleterious materials should be removed from the project site and disposed of at an approved location. It is our recommendation to overexcavate the dredge tailings at least five feet below the finish elevation of the retaining wall foundation or to competent material. Areas that are overexcavated should be backfilled with engineered fill materials, in accordance with recommendations presented in Section 5.6.13 of this report. CGI: Copyright 2009 11 CG09GRO17 5.6.10 On -Site Soil Materials It is our opinion that most of the near -surface soils encountered at the site can be used for general engineered fill provided it is free of organics, debris, oversized particles (>3") and deleterious materials. If highly plastic clayey materials (materials having a plasticity index exceeding 30 and a liquid limit in excess of 50) are encountered during grading, those materials should be segregated and excluded from engineered fill, where possible, or thoroughly mixed with granular materials to reduce the plasticity of the soil.. The existing artificial fill materials encountered during exploration can also be re -used as engineered fill provided those materials are screened of organics, woody debris, refuse, and deleterious materials. If potentially unsuitable soil is considered for use as engineered fill, CGI should observe, test, and provide recommendations as to the suitability of the material prior to placement as engineered fill. 5.6.11 Imported Fill Materials - General If imported fill materials are used for this project, they should consist .of soil and/or soil -aggregate mixtures generally less than 3 inches in maximum dimension, nearly free of organic or other deleterious debris, and essentially non -plastic. Typically, well -graded mixtures of gravel, sand, non- plastic silt, and small quantities of clay are acceptable for use as imported engineered fill within foundation areas. Imported fill materials should be sampled and tested prior to importation to the project site to verify that those materials meet recommended material criteria noted below. Specific requirements for imported fill materials, as well as applicable test procedures to verify material suitability are as follows: IMPORTED FILL RECOMMENDATIONS GRADATION Sieve Size General Fill Granular Fill Test Procedures Percent Passing ASTM AASHTO 3 -inch 100 100 D422 T88 3/< -inch 70-100 70-100 D422 T88 No. 200 0-30 <5 D422 T88 PLASTICITY Liquid Limit <30 NA D4318 T89 Plastic Limit <12 Nonplastic D4318 T90 ORGANIC CONTENT <3% <3% D2974 NA 5.6.12 Materials - Granular All granular fill should consist of imported soil mixtures generally less than 3 inches in maximum dimension, nearly free of organic or other deleterious debris, and essentially non -plastic. Specific requirements for granular fill, as well as applicable test procedures to verify material suitability are presented in Section 5.6.11 of this report. CGI: Copyright 2009 12 CG09GRO17 5.6.13 Placement & Compaction Soil and/or soil -aggregate mixtures used for fill should be uniformly moisture -conditioned to within 3 percent of optimum moisture content, placed in horizontal lifts less than 8 inches in loose thickness, and compacted to at least 90 percent relative compaction 2. Testing should be performed to verify that the relative compactions are being obtained as recommended herein. Compaction testing, at a minimum, should consist of one test per every 500 cubic yards of soil being placed or at every 1.5 -foot vertical fill interval, whichever comes first. We recommend that CGI be retained to perform compaction testing to verify compliance with our recommendations. In general, a "sheep's foot" or "wedge foot" compactor should be used to compact fine-grained fill materials. A vibrating smooth drum roller could be used to compact granular fill materials and final fill surfaces. 5.7 UTILITY TRENCHS AND TRENCH BACKFILL 5.7.1 Trenches and Dewatering Utility trenches greater than 5 feet deep should be braced or shored in accordance with good construction practices and all applicable safety ordinances. ' In general, the only soils having a tendency to run or flow were dredge tailings; however, there is a potential that shallow un -shored trenches excavated, in the remain areas of the site, with sidewalls steeper than 1:1 could locally cave. The actual construction of the trench walls and worker safety is the sole responsibility of the .contractor. Heavy construction equipment, building materials, excavated soil, and vehicular traffic should not be allowed within a 1:1 (horizontal to vertical) projection from the toe of the trench excavation to the ground surface. Where the stability of adjoining buildings, walls, buried utilities within the trench sidewalls, or other structures is endangered by excavation operations, support systems such as shoring, bracing, or underpinning may be required to provide structural stability and to protect personnel working within the excavation. No groundwater was observed in the excavated test pits. Groundwater might be encountered within the depths of typical trench excavations and could enter utility trenches excavated for this project. If groundwater is encountered during construction, it is recommended that the contractor install measures to capture and/or divert groundwater from entering the excavation. If this is not possible, then the contractor should channel groundwater to flow towards collection points to be removed from the trench and disposed of at an. approved area. 5.7.2 Materials Pipe zone backfill (i.e., material placed from the trench bottom to a minimum of 6 inches over the pipeline crown) should consist of imported soil having a Sand Equivalent (SE) of no less than 30 and having a particle size no greater than 1/2 -inch in maximum dimension. On site soils will likely not meet this recommendation. Trench zone backfill (i.e., material placed between the pipe zone 2 This test procedure applies wherever relative compaction,'maximum dry density, or optimum moisture content is referenced. within this report. CGI: Copyright 2009 13 CG09GR017 backfill and finished subgrade) may consist of on-site soil that meets the material requirements previously provided for engineered fill with 100% passing the. 3/4 -inch sieve. If imported material is used for pipe or trench zone backfill, we recommend it consist of fine- grained sand. In general, use _of coarse-grained sand, crushed rock, and/or gravel is not recommended due to the potential for soil migration into and water seepage along trenches backfilled with this type of material. Recommendations provided above for pipe zone backfill are minimum requirements only. More stringent material specifications may be required to fulfill local codes and/or bedding requirements for specific types of pipe. We recommend the project Civil Engineer develop these material specifications based on planned pipe types, bedding conditions, and other factors beyond the scope of this study. 5.7.3 Placement and Compaction Trench backfill should be placed and compacted in accordance with recommendations previously provided for engineered fill. Mechanical compaction is strongly recommended; ponding, flooding, and jetting should not be allowed during construction. It should be noted that if in rare instances, ponding; flooding, or jetting are allowed, the pipe zone backfill materials should have an SE of 50 or greater and should be less than 1/2 -inch in maximum dimension. In addition, a number of additional conditions for collection and removal of excess ponded, flooded, or jetted water will be required if those methods are utilized during. construction. Special care. should be given to ensuring. that adequate compaction is made beneath the haunches of the pipeline (that area from. the pipe springline to the pipe invert) and that no voids remain in this space. 5.7.4 Trench Subgrade Stabilization Soft and yielding trench subgrade could be encountered along the bottom of trench excavations. It is recommended that the bottom of trenches_ be stabilized prior to placement of .the pipeline bedding so that, in the judgment of the geotechnical engineer, the trench subgrade . is firm and unyielding. The Contractor should have the sole responsibility for design and implementation of trench subgrade stabilization techniques. Some methods that we have observed used to stabilize trench subgrades include the following: �. Use of 3/4—inch to 1'/2 -inch floatrock worked into the trench bottom and covered with a geotextile fabric such as Mirafi 500X; Placement of a geotextile fabric, such as Mirafi 500X, on the trench bottom and covered with at least one foot of compacted processed miscellaneous base (PMB) conforming to the requirements of Section 200-2.5 of the Greenbook, latest edition; Overexcavation of trench subgrade and placement of two -sack sand -cement slurry; and ➢ In extreme conditions, injection grouting along the trench alignment. If floatrock is used, typically sand with an SE of 50 or more should be used to fill the voids in the rock prior to placement of pipe bedding materials. CGI: Copyright 2009 14 CG09GR017 5.7.5 Trench Plugs The use of relatively clean sand and crushed rock within utility trench backfill can form a path of. migration of groundwater through these materials, since they tend to have a higher permeability then the native soils and engineered fill materials. If these materials are used as backfill, a lower permeability plug should be placed and compacted within the trench at regular intervals. We recommend that the lower permeability material consist of grout or a well graded soil with greater than 30 percent passing the No. 200 sieve. The plug should be placed for a length of 3 feet at an interval of about every 300 feet along the length of the trench. If structures are situated at elevations lower than utility pipeline servicing the buildings, there is a 'potential that water. might migrate along the pipeline bedding and beneath the structures. We recommend that if such conditions are present, a lower permeability plug should be placed and compacted within the trench at the service stub from the main utility and where the utility penetrates the structure's perimeter foundation. We recommend that the lower permeability material consist of grout or bentonite. The plug should be keyed into the trench sidewall and bottom a minimum of 6 inches, extend from the trench bottom to the top of trench, and be a minimum of 2 feet wide. 5.8 FOUNDATIONS 5.8.1 Minimum Footing Embedment and Dimensions The only proposed structure for this phase of the project is a public toilet facility. Minimum embedment depths, widths, and thicknesses of footings should conform to Table 1805.4.2 of the CBC, but should be determined by the Structural Engineer. Transition lots, where structures span across both native cut materials and engineered fills, can lead to differential settlement issues. Foundations should not sFan both cuts and fills unless engineered fill thicknesses are less than two feet thick beneath the bottom of footin s. Where proposed foundations span both cuts and fills, we recommend that: • The area of cuts supporting the proposed foundations should be overexcavated below the planned bottom of footings to a depth of at least 3 times the width of the foundation. CGI should observe and approve the overexcavated area once exposed. Overexcavation limits should extend throughout the cut area and to a minimum of five horizontal feet past the perimeter foundations of the structure. The overexcavated area should then be backfilled in accordance with recommendations presented in Section 5.6.13 of this report; or • Proposed foundations should be deepened to extend through engineered. fill materials and extending at least 2 feet into undisturbed native soils, so that the entire foundation system for the structure rests on undisturbed native soils. If this depth is less then 5 feet below the planned bottom of the foundation, then a two -sack sand -cement slurry can be used as backfill in lieu of structural concrete, from the excavation bottom up to the planned bottom of the proposed foundation. CGI should observe and approve the deepened foundation excavation prior to placement of slurry or structural concrete. CGI: Copyright 2009 15 CG09GRO17 Deepened footing excavations should extend below any observed yielding material. If soft,yielding, or unsuitable soil is encountered during construction, CGI should review these conditions (as well as the contractor's capabilities) and, if requested, provide recommendations for their treatment. It should be noted that frost heave is not, typically a hazard in the area. and is generally not considered in design of foundation systems. Therefore, no recommendations for frost protection have been provided herein. 5.8.2 Allowable Bearing Capacity It is assumed that all structure foundations for the proposed buildings will rest entirely on cut or entirely on engineered fill. The foundations must not be constructed partially on fill and partially on cut. Isolated and continuous footing elements should be proportioned for dead loads plus probable maximum live load, and a maximum allowable bearing pressure of 1,500 psf. The allowable bearing pressures provided are net values. Therefore, the weight of the foundation (which extends below finished subgrade) may be neglected when computing dead loads. The allowable bearing. pressure applies to dead plus live loads and includes a calculated factor of safety of at least 3. An increase of allowable bearing pressure by one-third for short-term loading due to wind or seismic forces should NOT be incorporated unless an alternative load combination, as described in Section 1605.3.2 of the 2007 CBC, is applied. The allowable bearing value is for vertical loads only; eccentric loads may require adjustment to the values recommended above. 5.8.3 Lateral Earth Pressures Subsurface structures should -be designed to resist the earth pressure exerted by the retained, compacted backfill plus any additional lateral force .that will be applied due to surface loads. placed at or near the wall or below -grade structure. Recommended design criteria for subsurface structures are presented below: The recommended equivalent fluid weights presented .below are for static (non -earthquake) conditions with the ground level or inclined at -2:1 behind the shoring system. Lateral Earth Pressures Under Static Conditions Lateral Earth Slope Inclination Equivalent Fluid Weight (pcl) Pressure Condition Above Structure Moist to Wet Conditions . At -Rest . Flat �� 2:1 100 Active Flat 60.. 2i1 70 The resultant force of the static lateral force prism should be applied at a distance of 30 percent of the wall height above the soil elevation on the toe side of the wall. Because the backfill material behind the proposed retaining wall is unknown, the tabulated values are based on a soil as mixture of inorganic silt and clay of low to moderate plasticity and a unit weight of 120 pounds per cubic CGI: Copyright 2009 16 CG09GR017 foot (pco, and do not provide for surcharge conditions resulting from construction materials, equipment, or vehicle traffic. Loads not considered as surcharges should bear behind a 1:1 (horizontal to vertical) line projected upward from the base of the shoring. If surcharges are expected, CGI should be advised so that we can provide additional recommendations as needed. 5.8.4 Minimum Footing Reinforcement Footing reinforcement should be designed by a Structural Engineer and should conform to pertinent structural code requirements. Minimum footing reinforcement should not be less than that.regwred for shrinkage, temperature control, and structural integrity. 5.8.5 Estimated Settlements The proposed structures should not rest partially on fill and partially on cut. All foundations are anticipated to rest on native soils or engineering fill. Anticipated total settlement for the proposed structure foundations, if construction occurs as recommended within this report, should be less than one inch. Differential settlement for the structure foundations is anticipated to be less than '/z -inch in 20 feet or 3/4 -inch over 30 feet. 5.8.6 Construction Considerations Prior to placing steel or concrete, foundation excavations should be cleaned of all debris, loose or disturbed soil, and any water. A representative of CGI should observe all foundation excavations prior to concrete placement. 5.9 SLIDINGAND PASSIVE RESISTANCE 5.9.1 Sliding Resistance Ultimate sliding, resistance generated through a compacted soil/concrete interface can be computed by multiplying the total dead weight structural loads by the friction coefficient of 0.25 and 0.30 for artificial fill/native soils and imported granular, engineered fill, respectively., 5.9.2 Passive Resistance Ultimate passive resistance developed from lateral bearing of shallow foundation elements bearing against compacted soil surfaces for that portion of the foundation element extending below a depth of 1 foot below the lowest adjacent grade can be estimated using an equivalent fluid weight of 150 pcf. Passive resistance of the upper one foot of the soil column should be neglected. 5.9.3 Safety Factors Sliding resistance and passive pressure may be used together without reduction in conjunction with recommended safety factors outlined below. A minimum factor of safety of 2 is recommended for foundation sliding, where sliding resistance and passive pressure are used together. The safety factor for sliding can be reduced to 1.5 if passive pressure is neglected. CGI: Copyright 2009 17 CG09GRO17 5.10 INTERIOR CONCRETE FLOOR SLABS SUPPORTED ON -GRADE 5.10.1 General All ground -supported slabs should be designed by a Civil Engineer to support the anticipated loading conditions but, as a minimum, should be at least 4 inches thick. Reinforcement for floor slabs should be designed by a Civil Engineer to maintain structural integrity, and should not be less than that required to meet pertinent code, shrinkage, and temperature requirements. Reinforcement should be placed at mid -thickness in the slab with provisions to ensure it stays in that position during construction and concrete placement. The mat slab can be designed using a flat slab on an elastic half -space analog. A modulus of subgrade reaction (ks,) of 50 kcf is recommended for design of mat -type foundations. That modulus of subgrade reaction value represents a presumptive value based on soil classification. No plate -load tests were performed as part of this study. The modulus value is for a 1 -foot -square plate and must be corrected for mat size and shape, assuming a cohesionless subgrade. 5.10.2 Subgrade Preparation Subgrade soils supporting interior concrete floor slabs should be scarified to a minimum depth of 8 inches, uniformly moisture -conditioned to near the optimum moisture content, and compacted to at least 90 percent relative compaction. 5.10.3 Rock Capillary Break/Vapor Barrier Interior concrete floor slabs supported -on -grade should be underlain by a capillary break consisting of a blanket of compacted, free -draining, durable rock at least 4 inches thick, graded such that 100 percent passes the 1 -inch sieve and less than 5 percent passes the No. 4 sieve.3 Furthermore, a vapor barrier should be placed beneath all interior concrete floor slabs supported -on -grade that will be covered with moisture -sensitive floor coverings. This barrier may consist of a plastic or vinyl membrane placed directly over the rock capillary break. The vapor barrier should be sealed around all penetrations, including utilities. If a vapor barrier is not installed, there is a risk of moisture vapors and salts penetrating the slab -on -grade. For this project, flooring materials on slabs -on -grade are unknown. It is our recommendation that American Concrete Institute (ACI) guidelines ACI 302 and ACI 360 be referred to regarding installation of vapor barriers based on the anticipated flooring materials to be installed. A capillary break and/or vapor barrier may not be required for some types of construction (such as equipment buildings, warehouses, garages, and other uninhabited structures insensitive to water intrusion and/or vapor transmission through the slab). For these types of structures, the gravel capillary break and/or vapor barrier recommended above may be omitted and the slab placed directly on. the prepared subgrade or other approved surface. In the event a capillary break and/or vapor barrier is not to be used, CGI should review the planned structure in order to assess the 3 In general, Caltrans Class 2 aggregate base (or similar material) does not meet the requirements provided above for a capillary break. Therefore, we recommend this material not be used for a capillary break beneath interior concrete slabs supported -on -grade. CGI: Copyright 2009 18 CG09GR017 applicability of the approach and provide (if necessary) additional recommendations regarding subgrade preparation and/or support. 5.11 EXTERIOR CONCRETE SLABS SUPPORTED -ON -GRADE Subgrade soils supporting exterior concrete slabs; should be scarified to a minimum depth of 1 -foot, uniformly moisture -conditioned to near the optimum moisture content and compacted to at least 90 percent relative compaction. In the event the exposed subgrade is dense and uniformly compacted, scarification and compaction may be omitted if approved by CGI during construction. 5.12 RETAINING WALLS 5.12.1 Lateral Earth Pressures It is our understanding that a retaining wall is proposed for the overlook terrace. This retaining wall should be designed to resist earth pressures exerted by the retained, compacted backfill plus any additional lateral force that will be applied to the wall due to surface loads placed at or near the wall. The recommended equivalent fluid weights are presented in section 5.8.3 of this report. The resultant force of the static lateral force prism should be applied at a distance of 30 percent of the wall height above the bottom of the foundation on the back of the wall. The tabulated values are based on a soil unit weight of 120 pounds per cubic foot (pcf), and do not provide for surcharge conditions resulting from foundations, vehicle traffic, or compaction equipment. The drained values do not provide for hydrostatic forces (for example, standing water in the backfill materials). Foundation loads not considered as surcharges should bear behind a 1:1 (horizontal to vertical) line projected upward from the base of the wall. If conditions such as surcharge resulting from footings or hydrostatic forces are expected, CGI should be advised so that we can provide additional recommendations as needed. Surcharge loads induce additional pressures on earth retaining structures. An additional lateral load on non -yielding walls equal to 0.5 times the applied surcharge pressure should be included in the design for uniform area surcharge pressures. Lateral pressures for other surcharge loading conditions can be provided, if required. 5.12.2 Drainage Measures Drainage measures should be constructed behind the proposed retaining walls to reduce the potential for groundwater accumulation. To help reduce the potential for the buildup of hydrostatic forces behind walls, a granular free -draining backfill, at least 2 feet thick, should be placed behind the wall, as shown on Plate 4 — Retaining Wall Details. The two -foot thick layer can be decreased to one foot in thickness if wrapped with a geosynthetic filter fabric, as discussed on Plate 4; however, the structural engineer should be consulted to confirm that the retaining wall is' design to withstand potential increased stresses due to compaction closer to the wall. The free -draining backfill should Within this report, exterior concrete slabs supported -on -grade refers to walkways, patios, etc. and specifically excludes roadway pavements. CGI: Copyright 2009 19 CG09GR017 consist of clean, coarse-grained material with no more than 5 percent passing the No. 200 sieve. Acceptable backfill would be: ■ Pervious Backfill conforming to Item 300-3.5.2 of the Standard Specifications for Public Works Construction (Greenbook), most current edition; ■ Permeable Material (Class 2) conforming to Item 68-1.025 if the Caltrans Standard Specifications, most current edition; ■ Pea gravel having a nominal diameter or'/4-inch; or ■ Crushed stone sized between'/4-inch and '/2 -inch. In lieu of free -draining backfill materials of the types suggested above, manufactured (geosynthetic) drainage systems (for example MiraDrain manufactured by TC, Mirafi, Inc., or equivalent) can be used against retaining or below -grade walls. Manufacturer recommendations for the installation and maintenance of these products should generally be followed, although they should be reviewed by CGI for approval. In addition, manufactured drainage systems should be attached to the retaining wall face as opposed to the excavated slope face. This implies that provisions to protect the integrity of the drainage panels will need to be made while fill materials are placed behind the walls. A perforated drainpipe system should be installed at the base of the wall to collect water from the free -draining material and/or geosynthetic drainage system. The drainpipe system should allow gravity drainage of the collected water away from the buried wall or, as a less preferred option, should be tied into a sump and pump system to remove the water to an acceptable outlet facility. Finish surface grades should be sloped away from the retaining walls and designed to channel water to an acceptable collection and offsite disposal system. Provisions should be included for removal of surface runoff that may tend to collect behind the backs of walls and for drainage of water away from the fronts of walls. Also, provisions -should be included to mitigate the infiltration of surface water into the below -ground, free -draining backfill/geosynthetic drainage system by placing a minimum of 18 -inches of low permeability compacted soil over the top of those materials. 5.12.3 Dynamic Earth Pressures For unrestrained walls, the increase in lateral earth pressure acting on the wall resulting from earthquake loading can be estimated using the approach of Seed and Whitman (1970). That theory is based on the assumption that sufficient wall movement occurs during seismic shaking to allow active earth pressure conditions to develop. For restrained walls, the increase in lateral earth pressure resulting from earthquake loading also can be estimated using these relations. Because that theory is based on the assumption that sufficient movement occurs so that active earth pressure conditions develop during seismic shaking, the applicability of the theory to restrained or basement walls is not direct; however, there have been studies (Nadim and Whitman, 1992) that suggest the theory can be used for such walls. CGI: Copyright 2009 20 CG09GRO17 In the Seed and Whitman (1970) approach, the total dynamic pressure can be divided into static and dynamic components. The estimated dynamic lateral force increase (based on seismic loading conditions) for either unrestrained or restrained walls, could be taken as the following: Where: Pe=3/8*pga*Y,*H2 P� = Seismically -induced horizontal force (lbs per lineal foot of wall) pga = Peak Ground Acceleration (g) Y, = Total unit weight of backfill (pcf) H = Height of the wall below the ground surface (ft) Peak ground acceleration (pga) values for the site are provided in Section 3.2.2 of this report. The centroid of the dynamic lateral force increment should be -applied at a distance of 0.6*H above the base of the wall.. To estimate the total lateral force, the dynamic lateral force increase should be added to the static earth pressure force computed using recommendations for active lateral earth pressures presented above. That recommendation is based on the concept that during shaking, earth pressures recommended for permanent conditions will be reduced to those more closely approximating active conditions. 5.12.4 Compaction Adjacent to Walls Backfill within 5 feet, measured horizontally, behind retaining walls should be compacted with relatively lightweight, hand -operated compaction equipment to reduce the potential for creation of relatively large compaction -induced stresses. If large or heavy compaction equipment is used, compaction -induced stresses could result in increased lateral earth pressures on the retaining walls in addition to those presented in this report. Backfill material should be brought up uniformly behind retaining walls (in other words, the backfill should be at about the same elevation behind the retaining wall as the backfill is placed and compacted). The elevation difference of the backfill surface behind the wall'should not be greater than about 2 feet, unless the walls are designed for those differences. 5.12.5 Retaining Wall Differential Settlement Retaining walls that span across cut -fill lines have the potential to experience differential settlement much like structures, as discussed in Section 5.8.1 of this report. Differential settlement of walls can result in cracking and deformation of the walls, whether they consist of concrete cantilever, segmental block, or other retaining wall systems. Where proposed retaining wall foundations span both cuts and fills, we recommend that either: 1) recommendations made in Section 5.8.1 be performed; -2) control joints be established in the retaining walls at the cut -fill daylight line location; or 3) the retaining wall be designed by a structural engineer to be sufficiently rigid to resist stresses induced by anticipated differential settlement along the retaining wall. CGI: Copyright 2009 21 CG09GRO17 5 1 SHORING CONSIDERATIONS If shoring systems are utilized in this project, they should be designed to resist earth pressures exerted by the retained soils plus any additional lateral force that will be applied to the shoring due to surface loads placed at or near the excavation. Retaining systems that are free to rotate or translate laterally (for example, cantilevered retaining walls) through a horizontal distance to shoring height ratio of no less than 0.004 are referred to as unrestrained or yielding retaining structures. Such shoring systems can generally move enough to develop active conditions. Retaining systems that are unable to rotate or deflect laterally (for example, restrained basement walls) are referred to as restrained or non -yielding. If such shoring systems cannot move or translate very much, then at - rest conditions develop. Recommended equivalent fluid weights for active and at -rest conditions are presented in Section 5.8.3. 5.14 PA VEMENT DESIGN 5.14.1 R -Values An R -value test was performed on a selected sample of on-site soils obtained during subsurface exploration at the site. The R -value test was performed in accordance with Caltrans test method CT -301 and is presented in Appendix B. A laboratory R -value of 14 was obtained from the testing. Because the actual subgrade materials that will be present at finish subgrade are unknown at this time, we recommend that confirmatory R -value tests be obtained during construction. If construction R -values are significantly different than the R -value reported above, then we can modify the pavement design at that time to reflect the constructed conditions. 5.14.2 Subgrade Preparation All subgrade soils should be scarified to a minimum depth of 1 -foot, moisture conditioned as necessary to near optimum moisture conditions and compacted to a minimum of 95 percent of the maximum dry density as determined by AASHTO (American Association of State Highway and Transportation Officials) Test Method T-180. The subgrade should be smooth and unyielding prior to the placement of aggregate base rock. Density testing and proof rolling of the subgrade using a loaded water truck should be performed with satisfactory results prior to placement of the aggregate base rock. Concrete curbs and landscape planters that border pavement sections should be embedded into the subgrade soils a minimum of 2 inches to reduce the migration of meteoric and irrigation water into the pavement section. 5.14.3 Aggregate Base The aggregate baserock (AB) should be of such quality as to meet or exceed Caltrans specifications for Class 2 AB and should have a minimum R -value of 78. The AB should be spread in thin lifts restricted to 8 inches in loose thickness or less, moisture conditioned as necessary to near optimum moisture content and compacted to -a minimum of 95 percent of the maximum dry density as CGI: Copyright 2009 22 CG09GRO17 determined by AASHTO T-180. Density testing and/or proof rolling should be performed prior to placement of the asphalt paving. 5.14.4 Asphalt Concrete Paving An .R -value obtained for this "study had a value of 14. Traffic indices (TI) for proposed project access roads and parking areas were not available to us at the preparation time of this report.. To, provide recommendations for structural pavement sections, we evaluated design criteria for three TIs: 4,:'6, and 8.. Using those criteria, we have prepared AC structural pavement section recommendations. Recommendations for full depth AC, and AC and AB sections are provided in the following table: Section Traffic Index Type B AC Thickness (ft) Class'2 AB Thickness (fr) 4 0.45 Full Depth 6 0.70 - - - AC 8 0.90 - - - 4 0.17 0.65 AC and AB 6 .0.25 1.00 8 ..0.40 .. 1.30 Asphalt paving materials and equipment should meet or exceed current Caltrans specifications 6.0 REVIEW OF PLANS AND SPECIFICATIONS .We recommend. CGI conduct a general review of final plans and specifications to evaluate that recommendations contained herein have.been properly interpreted and implemented during design. 'In the event that CGI is not retained to perform this recommended review, we will assume no responsibility for misinterpretation of our recommendations. 7.0 . GEOTECHNICAL OBSERVATION AND TESTING DURING GRADING This: report was based, in.part, upon review of data obtained from a limited number of observations, site visits, soil excavations, samples, and .tests: Such. information is, by necessity, incomplete. The nature of many sites is such that differing soils or geologic conditions can be experienced within small distances and under varying climatic conditions. Changes in subsurface conditions can and do occur over time. Therefore, the findings, conclusions, and recommendations presented in this report are only valid if CGI has the opportunity to observe subsurface conditions during grading in order to confirm that our collected data are representative for the site. CGI: Copyright 2009 23 CG09GRO17 8.0 LIMITATIONS This report has been prepared in substantial accordance with the, generally accepted geotechnical engineering practice, as it existed in the site area at the time our services were rendered. No other warranty, either express or implied, is made. The recommendations provided in this report are based on the assumption that an adequate program of tests and observations, as described in Section 7.0, will be conducted by CGI during the construction phase in order to evaluate compliance with our recommendations. Conclusions and recommendations . contained in this report. were based on the conditions encountered during our field investigation and are applicable only to those project features described herein (see Section 1.1 — Project Understanding). Soil and rock deposits can vary in type, strength, and other geotechnical properties between points of observation and exploration. Additionally, groundwater and soil moisture conditions can also vary seasonally and for other reasons. Therefore, we do not and cannot have a complete knowledge of the subsurface conditions underlying the project site. The conclusions and recommendations presented in this report are based upon the findings at the point of exploration, and interpolation and extrapolation of information between and beyond the points of observation, and are subject to confirmation based on the conditions revealed by construction. If conditions encountered during construction differ from those described in this report, or if the scope or nature of the proposed construction changes, we should be notified immediately in order to review and, if deemed necessary, conduct additional studies and/or provide supplemental recommendations. The scope of services provided by CGI for this project did not include the investigation and/or evaluation of toxic substances, or soil or groundwater contamination of any type. If such conditions are encountered during site development, additional studies may be required. Further, services provided by CGI for this project did not include the evaluation of the presence of critical environmental habitats or culturally sensitive areas. This report may be used only by our client and their agents and only for the purposes stated herein, within a reasonable time from its issuance. Land use, site conditions, and other factors may change over time that may require additional studies. In the event significant time elapses between the issuance date of this report and construction, CGI shall be notified of such occurrence in order to review current conditions. Depending on that review, CGI may require that additional studies be conducted and that an updated or revised report is issued. Any party other than our client who wishes to use all or any portion of this report shall notify CGI of such intended use. Based on the intended use as well as other site -related factors, CGI may require that additional studies be conducted and that an updated or revised report be issued. Failure to comply with any of the requirements outlined above by the client or any other party shall release CGI from any liability arising from the unauthorized use of this report. CGI: Copyright 2009 24 CG09GR017 . t�4 REFERENCES BNI Building News (2006), Standard Specifications for Public Works Constniction `Greenbook'; Anaheim. Day, R. (1999), Geotechnical and Foundation Engineering, Design and Construction, McGraw — Hill, New York, NY 10121-2298. Hackel, O. (1966), Summary of the Geology of the Great Valley, in Geology of Northern California, Bailey, E.H. ed., pp 217 — 238. Hart, E.W. and Bryant, W.A. (1997), Fault -Rupture Zones in California, Alquist-Priolo Earthquake Fault Zoning Act with Index to Earthquake Fault Zone Maps, California Division of Mines and Geology Special Publication 42, with supplements 1 and 2 added in 1999, 38 p. Kelley, E.J. and Hardwood, D.S. (1985), Geologic Map of the Late Cenozoic Deposits of the Sacramento Valley and Northern Sierran Foothills, California, United States Geological Survey, Miscellaneous Field Studies Map MF -1790, scale 1:62,500. Hinds, N.E. (1952), Evolution of the California Landscape, California Division of Mines and Geology Bulletin 158, pp 145-152. California Building Code (2007), International Code Council. Jennings, C.W. (1994), Fault Activity Map of California and Adjacent Area, with Locations and Ages of Recent Volcanic Eruptions, California Division of Mines and Geology, Geologic Data Map No. 6, Scale 1:750,000. Nadim, F., and Whitman, R.V. (1992), Coupled Sliding and Tilting of Gravity Retaining Walls During Earthquakes, in Proceedings of 8th World Conference on Earthquake Engineering, San Francisco. Seed, H.B., and Whitman, R. (1970), Design of Earth Retaining Structures for Dynamic Loads, ASCE Specialty Conference on Lateral Stresses in the Ground and Design of Earth Retaining Structures, p. 103-147. NorthStar Engineering (2009), Oroville Veterans Memorial Conceptual Grading, dated April 29. Toppozada and Branum (2002), Bulletin of the Seismological Society of America; October 2002; v. 92; no. 7; p. 2555-2601. Toppozada, T. R. and D. Branum (2002), California M >_. 3.3 earthquakes, history and areas damaged, in Lee, W. H. et al., International Handbook of Earthquake and Engineering Seismology, International Association of Seismology and Physics of the Earth's Interior. CGI: Copyright 2000 25 CG09GR017 p , `r Dinham. 70 If � ��• J XQ Honc Project Vicinity a SITE LOCATION MAP Plate CGI TECHNICAL GEOTECHNICAL STUDY SERVICES INC. OROVILLE VETERAN'S MEMORIAL PARK 1 Project No. 09-1872.01 OROVILLE, BUTTE COUNTY, CALIFORNIA CGi: Copyright 2006 CG09GS014 Y , , 1 M1. 1 • 1 ? Y 1 YM1 Y Y� 1, of ARTIFICIAL FILL (APPROXIMATE LOCATION) ❑ TP -4: TEST PIT LOCATION -A sw nasc rviap from vrcliminary Urading flan (1NorthStar, 2009) GEOTECHNICAL MAP Plate CGI TECHNICAL SERVICES INC. GEOTECHNICAL STUDY OROVILLE VETERAN'S MEMORIAL PARK 2 Project No. 09-1872.01 OROVILLE, BUTTE COUNTY, CALIFORNIA CGi: Copyright 2006 CG09GS014 Y, 1 ,Y \ FtEf Y Baia; �, YY nasc rviap from vrcliminary Urading flan (1NorthStar, 2009) GEOTECHNICAL MAP Plate CGI TECHNICAL SERVICES INC. GEOTECHNICAL STUDY OROVILLE VETERAN'S MEMORIAL PARK 2 Project No. 09-1872.01 OROVILLE, BUTTE COUNTY, CALIFORNIA CGi: Copyright 2006 CG09GS014 Height, if <5' H/5 H/5 no Keyway 2' Min 2' Min , 1 Required 20' Max 10' Max 1 Per Appendix J of 2007 California Building Code 'Subdrain Placement Within Drainage Terraces Swale, Canyon & Drainage H (ft 7ad �# - . )r06060-120 62' r awipevium or Alluvium>120 'lb be RemovalPreer r..� ' Per Appendix J of 2007 California Building Code '� C410 Plate - C61 TEcmmcm. KEYING, BENCHING & SUBDRAIN DETAILS �; ScRvrcrs.I.C. OROVILLE VETERAN'S MEMORIAL. PARD 3 OROVILLE, BUTTE COUNTY, CALIFORNIA cct No.: 09-1872.01 Properly r ,pu r It�xLs O k 1S ' Line •, Interceptor d r k s pp d-.�y. r s ,•tS eDr:nl lr`k* tb} I C r h r Lf gr rc wt'Ft3' •a,. I hgmcc'Z-G_eol_Ggi tf:''•`7 ___ �s''''2�i+{. •+ ' - Remove Unsuitable Material - Drain I • as Determined by Geotechnical I � . � • F � Engineer or Engineering Geologist Drainage -Detail I. <, Terrace Subdrains - • , i�1p5°``atlr� .. i Alinimum 12" wide ... l /� & 1 Y' deep - H ~ ,. r• �6'Min t ,�yj� 15' Max 6' Min Property. r.+t` aI've, 1 - { LineX4— r�'7y� - ... t• W - r .... '. - Pilter Pnbnc per , - Caltrans Sec 88 _ < i . _ 30'MazFO`� j ya Ma ,•Jf ; soda p,, spry una. 2%min y' i y,r " 4' Min i; _ i ,. Bench SuDtlmin L e Pcrformatiods .. 3/4" Crushed Ruck . 2' Mm ,,r,• <496 Min.'i See Detail 1-. Subdmio should be minimum 4" diameter, Schedule 40 PVC i pipe or I IDPL'• If fill - - ; • mrregam.d pipe thickness exceeds 15', then only Schedule' r 1 r _ _ f A i . • 30' Maz %f - V - •• 40 PVC pipe should he allowed. PVC pipe should have a minimum of �` eight 1/2" diameter holes per lineal foot of pipeline along at least two • I rows separated by 90 radial degrees. The two rows of holes should be Keyway installed in the lowerportion of the trench as noted in Detail 1. If, - 10' Width Min .. ° - corregated hIDPE is used, perfamtions should be spaced at min. 3 -inch • intervals along the length of the pipeline and four, equally spaced - r - ,, - roues of perf)rmntions should be present along the pipeline axis. Subdmin outlets should be to an approved drainage facility. Inlet pipelines should be capped. - - C410 Plate - C61 TEcmmcm. KEYING, BENCHING & SUBDRAIN DETAILS �; ScRvrcrs.I.C. OROVILLE VETERAN'S MEMORIAL. PARD 3 OROVILLE, BUTTE COUNTY, CALIFORNIA cct No.: 09-1872.01 Conventional Retaining Wall Drainagc Blankct •.. �• a' R `' c ar `—comparted Low cpCi e',' Pcity .bility %if r':• :: '24^ bti Backfill os Ot'irinal Ctnua� \ti uDrnin or Equivalcnt Drainage Panel ` `ti.PEtvious Bscttmi l Geote:tilr Wrap Drrinagt �ldicria t12" Min Geosynthetic Retaining Wall Drainage Panel 'r. rbc°O?q �.boe o�oa�o,o•kc Y • ��.0 too, kxtcrilrr of Notins_ cenrertile Wry 4.inch DiameterPeeforated Drain Pipe '1--1 Pervious WA-Mv Drainare MAterlall ~'• Pervious flackfi Diairnge Maim 4 -inch -diameter Perfonted Chain Foundation Perimeter Drain Footing Slab t_rlyineeie.i Fill or Native Ground Sand Blanket to 2 inehr. . typical Vapor Banicr BtankzyCtpittuy Break 4-intdies Thick General Notes Pervious hickfill%drainage material should conform to Pervious Backfill per Greenbook specifications, Class 2 Permeable R9aterial per Caltrans Standard Specihcttiuns, pea pawl having a nornimal .1/4 -inch diameter, or mashed stune sized between 1/44nch and 1/2 -inch. Geosynthetie tvrappitap 111aWfial Sltoukl confilrrti to Caluatts Standard Specifications Section 88, placed per manufacturer's specifications. Perforated drain pipe should consist of 4 -inch. diameter Schedule 40 PVC, with two sets of 1/4 -inch (maximum) diameter perforations drilled axially at 96 degrees to each other, with at least one perforation per line spaced at 12 inches, and the perforations installed facing downward. Drainage should be collee; od in a solid conduit and diverted to a proper, approved drainage Eicility, Plate C• CGI TECHNICAL WALL AND DRAIN DETAILS SERVICES INC. OROVILLE VETERAN'S MEMORIAL PARK 4 OROVILLE, BUTTE COUNTY, CALIFORNIA Project No.: 09-1872.01 APPENDIX A SUBSURFACE EXPLORATION The subsurface exploration program for the proposed project consisted of excavating and logging of four exploratory test pits. Test pit locations are shown on Plates 2. The test pits were excavated on July 1, 2009 using a Caterpillar 420D rubber -tire backhoe. The test pits were excavated to depths ranging from approximately 3 to 7 feet below the existing ground surface. Select samples of surficial soils were collected from the test pits for laboratory classification and testing. The results of the testing procedures are attached within Appendix B. The exploration logs describe the earth materials encountered. The logs also show the location, exploration number, date of exploration, and the names of the logger and equipment used. A CGI geologist, using ASTM 2488 for visual soil classification, logged the explorations. The boundaries between soil types shown on the log are approximate because the transition between different soil layers may be gradual and may change with time. Excavation logs for this study are presented as Plate A-1.1 through A- 1.4. CGI: Copyright 2009 1 CG09GR017 '0, i . LOG OF EXPLORATION: TP -1:77 PROJECT, Veterans Memorial Park EXPL. VENDOR Biglow Construction .SURFACE ELEVATION: 175 Feet , PROJECT NO.: 09-1872.01 EXPL. METHOD: Caterpillar 420D BackhoeTOTAL DEPTH OF HOLE: '7 Feet f , c LOCATION: Oroville, CA LOGGED BY: , , ' .. A. Bahloul ., DEPTH TO WATER: NE _ START DATE: July 1, 2009 CHECKED BY:' JABianchin ,BACKFILLED WITH: Excavated Soil a END DATE: July 1, 2009 HAMMER TYPE: 1 . '0, i DREDGE TAILINGS (af) .., c a = a \ o ' t dens e, with subiounded to rounded gravel and cobbles up to at least ` • .. N X r_ .v 14 in ches in diameter. t" • C. • zy. �, U �;O U bo;, y Notes & .. v'72 E E o Material Description ' Assigned Ca' ,nRi a ! • - a' o Laboratory '0, i 't The log and data presented are a simplification of actual conditions t �. C:GI TECHNICAL encountered at the given location and time ofexploration. Subsurface,-- SERVICES 'INC. t '` conditions may differ at other locations and with the passage of time. , r , —2.1_ PLATE NO.: A a DREDGE TAILINGS (af) ' Sandy GRAVEL with Cobbles, light brown, moist, medium dense to t dens e, with subiounded to rounded gravel and cobbles up to at least ` r_ 14 in ches in diameter. t" • • rye••• _ ,• _ � . - , • � - t - �' J Y 5 feet: caving 't The log and data presented are a simplification of actual conditions t �. C:GI TECHNICAL encountered at the given location and time ofexploration. Subsurface,-- SERVICES 'INC. t '` conditions may differ at other locations and with the passage of time. , r , —2.1_ PLATE NO.: A a • �i r 't The log and data presented are a simplification of actual conditions t �. C:GI TECHNICAL encountered at the given location and time ofexploration. Subsurface,-- SERVICES 'INC. t '` conditions may differ at other locations and with the passage of time. , r , —2.1_ PLATE NO.: A a 0 5- LOG OF EXPLORATION: TP -2 SM ARTIFICIAL FILL (al) Silty SAND with Clay, dark brown, dry, medium dense to dense, with fine to medium sand. a PROJECT: Veterans Memorial Park EXPL. VENDOR: Biglow Construction SURFACE ELEVATION: 190 Feet PROJECT NO.: 09-1872.01 EXPL. METHOD: Caterpillar 420D BackhoeTOTAL DEPTH OF HOLE: 5 Feet LOCATION: Oroville, CA LOGGED BY. A. Bahloul DEPTH TO WATER: NE START DATE: -July 1, 2009 CHECKED BY: JABianchin BACKFILLED WITH: Excavated Soil END DATE: July 1, 2009 HAMMER TYPE: z 7 0 5- SM ARTIFICIAL FILL (al) Silty SAND with Clay, dark brown, dry, medium dense to dense, with fine to medium sand. a MODESTO FORMATION (Q-. 1) i I 3 0 ~O - 0 o 0 v �• z 7 .� ..� C. .O bz y CC v b I� U O U c Notes & Ca E E o tU„ i Material Description @ c r Assigned v, oa a '3 a � o . Laboratory 0 5- SM ARTIFICIAL FILL (al) Silty SAND with Clay, dark brown, dry, medium dense to dense, with fine to medium sand. MODESTO FORMATION (Q-. 1) i I CL Sandy to Silty CLAY, reddish brown, moist, medium stiff, low plasticity I� I� r CCGI TECHIVLCAL The log and data presented are a simplification of actual conditions encountered at the given location and time of exploration. Subsurface SERVICES INC. conditions may differ at other locations and with the passage of time. PLATE NO.: A-2.2 c CGI TECHNICAL The log and data presented area simplification of actualconditions encountered at the given location and time of exploration. Subsurface .SERVICES INC'.conditions may differ at other locations and with the passage of time. PLATE NO.: A-2.3 LOG OF EXPLORATION: TP -3. PROJECT: Veterans Memorial Park EXPL. VENDOR:. Biglow. Construction SURFACE. ELEVATION: 190 Feet PI'QJECT NO.: 09-1872.01 EXPL. -METHOD: Caterpillar 420D BackhoeTOTAL DEPTH OF HOLE: 4.5 Feer o. o LOCATION: Oroville, CA LOGGED BY: A. Bahloul DEPTH TO WATER: NE START -DATE: July 11 2009 CHECKED BY.- JABianchin BACKFILLED WITH: Excavated Soil END DATE: July 1, 2009 HAMMER TYPE: .0 c CGI TECHNICAL The log and data presented area simplification of actualconditions encountered at the given location and time of exploration. Subsurface .SERVICES INC'.conditions may differ at other locations and with the passage of time. PLATE NO.: A-2.3 . MODESTO FORMATION (Qml) . Sandy to Silty CLAY, reddish brown, moist, medium stiff, low plasticity 0 o. o o o .. . 1z .0 Z. � .B co Q a U c :. �. Notes & a C] a E a o U t„ Material Description y a y a -o Assigned to . oa a3 a a Laboratory c CGI TECHNICAL The log and data presented area simplification of actualconditions encountered at the given location and time of exploration. Subsurface .SERVICES INC'.conditions may differ at other locations and with the passage of time. PLATE NO.: A-2.3 CL MODESTO FORMATION (Qml) . Sandy to Silty CLAY, reddish brown, moist, medium stiff, low plasticity CL. Sandy SILT to Sandy CLAY, brown moist, very stiff, low to medium Plasticity c CGI TECHNICAL The log and data presented area simplification of actualconditions encountered at the given location and time of exploration. Subsurface .SERVICES INC'.conditions may differ at other locations and with the passage of time. PLATE NO.: A-2.3 0 LOG OF EXPLORATION: TP4 w DREDGE TAILINGS (af) T PROJECT: Veterans Memorial Park • EXPL. VENDOR: Biglow Construction SURFACE ELEVATION: 180 Feet a PROJECT NO.: 09-1872.01 EXPL. METHOD: Caterpillar 420D BackhoeTOTAL DEPTH OF HOLE: r 3 Feet 4, LOCATION: Oroville, CA LOGGED BY: A. Bahloul DEPTH TO WATER: NE START DATE: July 1, 2009 CHECKED BY: JABianchin BACKFILLED WITH: Excavated Soil END DATE: July 1, 2009 HAMMER TYPE: a ov. -0 0 w DREDGE TAILINGS (af) w SW 3 0 o 0 x E � o z a ov. -0 ^' �. o ct: v ^: c U U Notes & a Ca E E B o' U U .Material Description Y � � i , . �• E- � Assigned rn n W a3' a :a a Laboratory 0 LCiI TECHNICAL The log and data presented are a simplification of actual conditions encountered at the given location and time of exploration. Subsurface SERVICES. ,INC. conditions may differ at other locations and with the passage of time. PLATE NO.: A-2.4 DREDGE TAILINGS (af) SW Sandy GRAVEL with Cobbles, light brown, moist, medium dense to dense, with subrounded to rounded gravel and cobbles up to at least ct: 14 inches in diameter. ' LCiI TECHNICAL The log and data presented are a simplification of actual conditions encountered at the given location and time of exploration. Subsurface SERVICES. ,INC. conditions may differ at other locations and with the passage of time. PLATE NO.: A-2.4 APPENDIX B LABORATORY TESTING Laboratory_Analyses Laboratory tests were performed on selected bulk soil samples to estimate engineering characteristics of the various earth materials encountered. Testing was performed under procedures described in one of the following references: ASTM Standards for Soil Testing, latest revision; . Lambe, T. William, Soil Testing for Engineers, Wiley; New York, 1951; Laboratory Soils Testing, U.S. Army, Office of'the.Chief of Engineers, Engineering Manual No. 1110-2-1906, November 30, 1970. Plasticity Index Test Atterberg-Limits (plastic limit, liquid limit, and plasticity index) tests were performed on a selected sample in accordance with standard test method ASTM D4318. Results of the Atterberg Limits tests are Presented in the report text and on the attached plate labeled Atterberg Limits Tests. Limited Corrosion Testing Soil chemistry tests were performed to evaluate the chloride and sulfate concentrations within one sample of on-site soils tested. The results of the test are attached to this appendix. Grain Size Distribution Grain size distribution was-determined for one selected soil samples in accordance, with standard test method ASTM D1140.. The grain size distribution data are shown on the attached plate labeled Laboratory Sieve Anaysis. Resistance R-Value Test One R-value test was performed on a selected relatively undisturbed sample using standard test method California Test Method 301. The results of the test are presented on the attached plate labeled R-Value. Moisture Density Relations The compaction characteristics of a selected bulk soil sample were. estimated in accordance with standard test method ASTM D1557. The results of the compaction test are shown on the attached plate labeled Moisture Density Relationshij�. CGI: Copyright 2009 C609GR017 i C CGI TECHNICAL SERVICES INC. ATTERBERG LIMITS TESTS Client: OVMP COMMITTEE Project: OROVILLE VETERAN'S ME\40RIAL PARK Location: OROVII_LE, BU1TE COUNTY, CALIFORNIA Sampled By: AB Received By: JC Tested By:.JC Reviewed By: JB Job No.: 09-1872.01 Lab No.: 3236 Date Sampled: 1 -Jul -09 Date Received: 1 Jul -09 Date Tested: 13 Jul -09 Date Reviewed: 30 -Jul -09 TP -2 @ 2-4' 100- 90 80 - — U -Line 70 - a x 60 - 4) -- 50-- CH-or-O71��<A -L1ne n W 40 (L 30 - MH or OH 20 - —CL_Mi L or OL 10 t ML( r OL 0 0 10 20 30 40 50 60 70 80 90 100 Liquid Limit (LL) ♦ TP -1 @ 2-4' I LEGEND CLASSIFICATION ATTERBERG LIMITS TEST RESULTS Location Depth, rt Sample No. - Liquid Limit (LL) Plastic Limit (PL) Plasticity Index (PI) TP -2 2-4' 1 Cllycy Silt 34.3 21.6 12.8 CGi: Copyright 2009 AST::\I D4318 & D2487 CG09GS014 0 LC• CGI TECHNICAL i5 SERVICES INC. MOISTURE DENSI'T'Y RELATIONSHIP Client: ON7MP COMMITTEE Job No.: 09-1872.01 Project: OROVILLE VETERAN'S MEMORIAL PARK Lab No.: 3236 Location: OROVILLE, BUTTE COUNTY, CALIFORNIA Material Description: Sandy Clay CURVE NO.: 1 Material Supplier: On -Site Material Type: Native Sample Location: TP -2 Sampled By: AB Date Sampled: 1 -Jul -09 Received By: JC Date Received: 1 -jut -09 Tested By: JC Date Tested: 6 -jut -09 Reviewed By: AB Date Reviewed: 30 -Jul -09 Test Procedure: ASTM Method: D-1557 Oversized Material (%), +3/4": 4.0% 140.0 135.0 130.0 d 125.0 Correction Required: ❑ yes i-- 'no 110.0 105.0 100.0 5 6 7 8 9 10 II 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 MOISTURE, % >PECIMEN A B C AOISTURE AT TEST, % 15.1 16.8 14.1 CRY DENSITY 116.2 113.6 108.6 Maximum Dry Density, PCF 117.5 With 10% Rock Correction 121.4 With 20% Rock Correction 125.6 With 30% Rock Correction 128.1 @ Optimum Moisture, % 15.5 Corrected Moisture Content 14.0 Corrected Moisture Content 12.4 Corrected Moisture Content 10.9 CGi: Copyright 2009 CG09GS014 M CCGI TECHNICAL SERVICES -INC. Resistance Value Client: 0«4P COMMITTEE Job No.: 09-1872.01 Project: OROVILLE VETERAN'S MEMORIAL PARK Lab No.: 3236 Location: OROVILLE; BUTTE COUNTY, CALIFORNIA Material Type: Reddish Sandy to Silty Clay Material Supplier: On -Site Date Sampled: 1 -Jul -09 Material Source: Native Date Received: 1 -Jul -09 Sample Location: TP -2 Date Tested: 9 -Jul -09 Sampled By: AB Date Reviewed: 30 -Jul -09 Test Procedure: Caltrans- Method: 301 ®-ego sow -o o A B C Moisture (%): Dry Density (pco: Expansion Pressure (pso: Exudation Pressure (psi): Resistance Value: 20.3 21.3 22.3 112.7 110.1 108.1 0.0204 0.0043 0.0039 558 376 256 19 17 12 R -VALUE AT 300 PSI EXUDATION PRESSURE14 CGi: Copyright 2009 CG09GS014 CC.Gi Technical ' EFSe-rvices, Inc: LABORATORY TEST RESULTS Client- OVMP Committee Material Supplier: N/A Job No.: 09-1872.01 Project: OVMP Material Source: Native. Lab No.: 3236 Material Type: Dredge Tailings Sample Location: TP-I @ 2'-5' Date Received: 7/1/09 USCS: Sandy Gravel Sampled By: AB Date Tested: 8/3/09 . Tested By: TJ Date Reviewed: 8/3/09 100 90 (I 80 70 - — F w I L 60 0 u z F 50 z U s a 40 -- 30 20 I° e 10 0 3" r 1.5" 1" 3/4" ur 3/8" #4 48 #16 #30 #50 #100 #200 GRAIN SIZE, SIEVE CGi: Copyright 2009 SIEVE ANALYSIS Sieve Size Grain Size Percent Standard (mm) Passing 3 75.00 100 2 50.00 90 1.5 37.50 75 V 25.00 r 56 3/4" " 19.00 48 1/2" 12.50 38 3/8" 9.50 33 #4 4.75 25 #8 2.36 21 916 1.18 17 430 600um 12 950 300um 7 #100 Boum 4 #200 75um 2.5 www.basiclab.com ba s i c 2218 Railroad Avenue voice 530.243.7234 l a b o r a t o r y Redding, California 96001 fax 530.243.7494 3860 Morrow Lane, Suite F voice 530.894.8966 Chico, California 95928 fax 530.894.5143 Report To: C G 1 TECHNICAL SERVICES (CURRY GROUP) Lab No: 9070275 1612 WEDDING WAY Reported: 07/17/09 REDDING, CA 96003 Phone: 244-6277 Attention: AZEDDINE BAHLOUL P.O. # Project: . GENERAL TESTING OROVILLE VETERANS MEMORIAL PARK Description: TP2 Lab ID: 9070275-01 Sampled: 07/01/09 12:00 Matrix: Soil Received: 07/07/0916:58 General Chemistry - Solid Analyte Units Resul Oualifier MDL RL Method Analyzed Prepared Batch Chloride mg/kg 7.48 J 1.00 10.0 EPA 300.0 07/16/09 07/16/09 B9G0473 Sulfate as 504 1.153 0.80 10.0 1." Notes and Definitions J Detected but below the Reporting Limit; therefore, result is an estimated concentration (CLP J -Flag). The J Flag is equivalent to the DNQ Estimated Concentration Nag. DET Analyte DETECTED ND Analyte NOT DETECTED at or above the detection limit NR Not Reported dry Sample results reported on a dry weight Basis RPD Relative Percent Difference < . Less than reporting limit < Less than or equal to reporting limit > Greater than reporting limit . > Greater than or equal to reporting limit MDL Method Detection Limit RL/ML Minimum Level of Quantitation -MCL/AL Maxium Contaminant Level/Action Level mg/kg Results reported as wet weight TTLC Total Threshold Limit Concentration STLC Soluble Threshold Limit Concentration TCLP Toxicity Characteristic Leachate Procedure Appro_ ed By ,:.Bas ...::; . ic,Labolatory,:Inc. alifornia FLAP Cert #1677 and #2718 r'6Zji .StL;,. Page 2 of 2 .I [3111:1E COUNTY DEPARTMENT OF' DEVELOPMENT'SERVICES-BUILDING Butte completed form to person or Gy CONSTRUCTION DEBRIS RECOVERY FINAL. REPORT utte =it C BuCounty Development Services- Final inspection will not be scheduled untd'completed repoR submitted BuilQing . APN: 0 3 0 L" 0 5 7 �/ J g 7 County Ceuta Drive •• /� / Bullding.PermIt p Oroviuc, CA 95%5 Owner Name: g / 1� / //r}Owner Phone: Jobsite Addnms': f /8 Project Type: O Construction 0 DemoGton Jobisife Contact Company: Jobsite:Phone;MATERIAL ( 1 Tom•: _T N , :Toon ACTUAL F.ACIL,ITIES/SERVICE-PROVIDERS. USED Inert Material (conerww. aprulp Lumber Plarffree Debris Dry wan Metal Cardboard Otter Other: . Total tons of material disposed of{not reeled or reused) ' Totat tons of material not disposed (elver recycled of* reused) Attach copies of weight receipts, Sate tags,or other verifying information for ail materials ' Perms x+ that were - tensed; reeycledor disposed. Please sign Indioafire that.the above kttomtabon is true and COMet to the best of your knowledge intf��,,..•,�,.•,,� .. (Owner or Contttetm: Ckde whicDate: h • • r Flnal Report returned wllh comments: (Intal) Date: Final Report am"vo k'(Sumbw Inspector) Date; K-%UU D W012011"pptoved forth %a Green Bldg. fotms\W D vDiversion-R.cycling foaas.doc Construction & Demolition (C&D) Recycling and Salvage Information GonA Waste services ' • Ree6rogy Bute Colmn Counties 5384868, 342-2222 Waste Management 8934777 J • Notthenn Recycling dt waste Services 876.3340 Malarial Reoovery FaeBitles:, • Recolm Bute Colusa Counties 2720 S. Sm Ave, Orovr'lle• 533-5868 • Neal Rued Recycling 6c Waste Faa(li(y . 1023 Neel Road • Kaifu River Consuucd a Co, , 1764 S4vay, Chico, 891-6555 • Granite Construction Co. 4714 Pacific Heights Rd, Oroville, 538-7616 FIxtum and kuDdlne 1Vlaterials: • Restore (Habitat for HumaniW): 220 Meyer, adoo, 895-1271 Tbbperlial list is for ittfgrrnatiaW ptnpom only and sot an ea&h=gxat ofay pzodt M of services. Sinn Me-tch • Aldred SaWSteel Mill Recyclers 786 Oro-Chioo Hwy, Durham, 3424930 • Chico Scrap Metal 766 Oro -Chico Hwy, Durham, 34S-1476 • Noncar R,ecyclers 1855 Kusel Rd, Oroville, 532411262 ]�'trd/Woo4 Waste: • North Valley Organic recycling 4441 Cohnnet Rd, Chico, 624-3S29 • ReMolgy Bute Colusa Canities Rerychng Ceptff 2720. S. Sm Ave, Oroville, S33 -S868 • Earthworm Soil Factory . Neal Road off Hwy 99,895.%76 • Town of Paradise Vegetative Waste Facility Claris Rd. dt American way, Paradise M-0924 • Old Durham wood Co. 342-7381 • Neal Road Recycling A Waste Facility 1023 Tied-Rosd Cardboard: • Chico Scrap Metal 878 B 20" St, Chico, 343-7166:. •' Chico Transfer & Recycling 2569 Soon Ave, Chico, 893-0333 • Work Trab tg Center 2300 Fair St, Chico, 343-8641 • Nor -Cal Recyclers 1855 Kusel Rd, Oroville Other ltmurm: • Greco Building Information www.epagov/epaoswednoa- hw/debris new/mdez.htm • Butte County Public Works Dept. Solid Waste & Recycling Division 879-2352 • www.ReeycleButte net Butte County Department of.Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR '7 County Center Drive Oroville, CA 95965 a (530) 538-7601 Telephone ,'(530) 538-2140 Facsimile f,www.buftecounty.net/dds www.butte-gen6ralplan.net ADMINISTRATION * BUILDING' PLANNING MINIMUM EROSION AND SEDIMENT CONTROLS FOR PROJECTS DISTURBING LESS THAN ONE ACRE The BMP's (Best Management Practices) listed below must be in. place during the rainy season (October 15 through April 15) and may be required at other times based on,weather and site conditions throughout the year. The BMP's listed are minimum requirements and additional BMP's could be required based on site conditions. • Stabilized entry: `Provide minimum 3° to 6° fractured rock 50' long x 15' wide by 6° deep over construction grade fabric. • All soils tracked onto paved roadways must be cleaned up on a daily basis. When streets are wet or during a rain event there shall be no tracking of soils onto the street. • Wattles installed properly behind curb or sidewalks. • Rock bags (minimum 2 per side) at all drain inlet locations within 150' of the project site. • Internal filters placed inside eachdrain inlet. • Trash bars across the back of all drain inlets. • Stabilize all disturbed soils in the front yard areas within 15' of the back of curb or sidewalk. (Straw or erosion blankets may be used for this application) • Stabilize all slopes where erosion could occur'and cause silt run off. (Straw, visqueen or erosion, blankets may be used for this application) • All paint, fuel, construction products etc. shall be stored in a covered location away from sidewalks and storm drain inlets. • Portable chemical toilets if provided on the site must be kept off of streets and sidewalks and at least 50' from the nearest storm drain inlet. • All trash must be collected and stored properly.. Do not let items such as drywall mud boxes, paint buckets, cleaning material containers etc. come in contact with any rainfall or storm water runoff. • Provide a designated area for concrete washout. Hay bales lined with visqueen may be used for this application. Rollaway bins -may also be used. All concrete washout systems shall be placed off of the paved streets. • After installation of the above items is complete a maintenance program needs to be developed to insure the continued effectiveness of your BMP's. K:\BUILDING\201 AApproved forms\Res Green Bldg. forms\Erosion & Sediment Control Measures.doc A . • j• - - i c � - s - - ; P,E715111N5- • 5 89 J6. 00" w 75.00'• S 89 36' 00" W. 75.00' 5 89 }6' 00" w 75.00% - ' N 89 36' 00' E 107.80' S 89 36' 00' W 1 }5.58' _ — _ _ — . — . — . — . — . — — _ — — — 5 89 38' 00" w —75.00' — — S 89 36_00" w —75.64. — . cote e)h.— — ——.—.-.— — —•— --_. .T .! Wooa fen a S' high _ WooO IeMe 5' hizi - I I I • . � • IAH09GVE w - :: 4. i- - -,�,� - . � � r Io i 1A1mSWE _ _ >E� .. I _ . ; � � I .• ul1 L _ ` • '1• --------- -------------------- - N N N H w r i NOTE: ----- Property owner Is res ponsible for determining e - ;� - r_ ,• j` locations of Property lines and �____�. t0• a E =_- easements and - E-: ___ I maintaining required setbacks I y - I = �. =--� cks from property lines E'__3 ; I easements. A Survey and t—a-.--=_- - - _-=`===T-•- _ __:-- _ , ;----- - __ - -- -t•_=='___� '_ -- ,,,moi rvey ma be re Cane ele - - n Y required if determined tee.' wals.. _ �a e,a j ate' _ dme:°at° � ecessary by the building official. ;----`.�-----� ---- ------ -I- - --- -----------------_ ^ ---_ - -- -I-,o Ps.E-------- f ' ILI �.. _ . _ _ R.20• {Ftp 5 69 36. 00" W 73.28 5 89 36. 00• W 75.00' S 1 36' 00'11 73.00' . - 'S 89 36' 00• w 75.00'i S B9 36' 00• W 75.00' S 89 36' 00• W 52.45' i L-30.82' •• cont e e O e ® ® 4' Concrete .m / ca a and Bader-aB le o0 7 OZ. ; - /: i i 1• 4 4 '� 111 „' I}Q-il J• f. •� / / _ - SITE AN - 4 GR./2 BATH RES.. IAT 22 SITE PIAN - } BR./2 BATH RES.. LOT 20 - SITE PIAN - 3 BR;/2. BATH RES_ LAT 18 rh ei R.60' .. , - _ ,•ra„ • • a yJ-� r % / L 8735' AREA CALCUUTIONS: Floor Ar 1,578 a/. Garage - • ARFA CALCUlATIONs: Floor Ar :1,396 ar, Garage . ARFA CALCULATIONS: Mor Arca: 1,398 al, Garage - • r - • _ 0.77 10 47 :572 a/, Trellis and Entry port!, are°; 369 A. / - - }71 sf, Trellis and Entry pore!, area; 193 s/. .y �- arca: 311 1, Trellis and Entry porch a ; 193 el. , • - i /• ® , Site Area: 13.NI el _Site Area, al F.y.+ �, lam_ , , .• ! - / / // Y __—____ _—_—_— y__ _ ___ ______ ______—___—Sda_Area: 9.651 a1—_ _ ±—__ _ _ _—_ ___ _—_— L 5 .. ;t. Ci - - '•.` �•.rr'• _ .�' ; ' • 8 / 6 ` F, ,S ij ° r '3 - © '� Z,EPHYR 41 4• Con°rete -11, ./ care and gaper fie). • (n �. R.20' 1 ��.a2' 5 89 36' 00• W 68.13' Properly f e S 89 36' 00" w 8800 Property line 5 89 36' 00" w �6.O, U' Phaer`Y line K� S 89 36' 00" W BB.00'•Property tine 5 89 36' 00_w— 70.66' Pnperry_Ilne_/'/ L.J2.0" J NOTE 000'e�" �— - --- i ---- -- - -- T -----r h ---r -- �--Z i I--- -- �\'•, �_9,42c0 .lam 1 SITE CONDITION './� —__ 10-P.S.E ----_— 1-------------�'-----I---- ---ti`=-----I—,'' --_— fl'�L�_------ 10'P.S.E-_\\_ O ! (J T�y = + - ry i red ENGINEERING MAY BE REQUIRED IF ANY OF THE FOLLOWING SITE _ ' - l I CQ�nL, I I I Paln°nrrn! e CONDITIONS ARE OBSERVED AND NOT SHOWN ON THE APPROVED I , ! APPROVED PLANS AND " `Al��•Y 1 •°o. Nawda 89303 - PLANS: ; , I Flood Zone;_ PERMIT SHALL BE ON SITE JAN ; I (7737323-36pP"I . I 2,3 20 i !< • EXCESSIVE SLOPES i ' 1 FIRM. 0CP0-7C a -7qo � FOR ALL IN 15 , -PBYr �n�9m.aan INSPECTIONS - - • - -1 I "' EXPANSIVE SOILS DELOP I 1 0 ARC I NW "spry i s , 4 EXCESSIVE CUTS OR FILLS 1 i _I. a ME�T1, 1•�— • . a ' No. 07705 ALTERATIONS TO NATURAL DRAINAGE I i $ �" I>j:� SERVICES �oI. �,,1^ ` • - �' I e NO. Ties ARCHITECT • OTHER UNUSUAL SOIL OR GEOGRAPHICAL I g I g' % 1. W I k&.. 0. 3{ QIP' I e OF CONDITIONS i 8 i 1£ I.} - I J* i E[ t:I' � i _.._..._ L.. IT�• .....1......� - _- ....�..=---'--� / Iq O 81 FBF pU - • si ! --• jg l I ;8 Title 24 Requirements enemy �''�:s nr �^*M mit.w �u If • � ;Fire•spookier.:permit:wdl:be:reguir'ed?1 iN 1 •_' • 8i � I i$ I 1 i' ® I iW ' Requirements Refer to attached �for.this`structuire separate; permit will I I. I i I energy certificate of compliance for be!required,to,be issued;prior,to rough j : I I' 1 • specific energy requirements for this :frame•inspection j'-c!a�r,i, for vin 1 r 1 'a I +'•I _ I � ht�ilrlina_ _. �T-_. -.r I,.�.:....�" f----••.•..-„.,,Tr_,-ter_:.__ i I I •• �� RA R ' Slag 37' 00” E ,1 Z9}..... _ _ I J - i S 'I I N 89 36' 00• r._.F&:X.-MTl y bt ......�.1 -- -- -•N 89 36' 00" E 86.00' Prop.4 line — —.. � . — . — N 89 36: 00• E 86.00' Property line N_89 36' 00• E 86, 'j �••�. �ti _ —'._._ _ to �• � '�-1---,— ------.�.__ '. . .. MASTER PLAN ;1-� V , WILDING I < i -ODoZ' ! 2T =_ Ck' ' ' ' ; m j i• i i •m M ;,'NO CONSTRUCTION IN I ?ERMIT# ]) `�o� Z i" - ' � a I 1 Complete construction Post Debris Recovery I I I ; 1 I ` P ry i 'ASSESSOR'S PARCEL# (�3 �� 1 I O = . 'EASEMENTS � _ -�, � I I x • � N final report and V.O.C. documentation and TALL PORTIONS OF STRUCTURE TO BE OUT PERS -8 coU DEl/ELQPMENT SERVICES. ; el E' a `,submit to Building Division prior to final OF EASEMENT -INCLUDING FOOTINGS, RIEWED FOR' `, I� S1 " c U hlolrlinar.inenraretien_ U ONS, WALLS, EAVES AND ROOF a�- I - I FO NDATI ,- - PLIANCE �' I F i s _ _,,I _ COD OM r w I -�M=>Z 1 1 =_ I , s I S I — _L... _ r I •' - - I s-_ 0, 1�_.��.�I DATE W Hoa I E i 'a i I I o � �� 1 of ,f som ,•=xn•o• The 2013 CBC, CRC; CMC, CPC + R" See attached- Minimum erosion control and - IN I I, D.. n726/zm4 -------- 5 89 37' 00• E_- ,17.96' � _ _ _ _ _ 1 ' ra js I CEC ,CFC, CGBC and 2013 California I I sediment controls for projects disturbing less i i 1 Energy Standards.aded b than one acre m s amenY the Drmving Idemlry . , � - I ,• 1 . sj - � i � _-- .� _ - _ _ _ -_ - jurisdiction apply to this. • •, - � • _ � _ -----�--------=---------.-------------- ------=------o- ?==pox ua -a NF£F�.u: u: •n zz .� S, 9• w rasa- _ _ g4 1, I iF3Fi8'f MURK 8 ��5 a'.��@: QSg ®® yaa--• �'`n & pp .3g qii22 @q3 22 gy. 19� p>�$ Z�u [dry 'aRj3 a 1P°�° URK H IC- 6��.-�� a ge._ �a ' 5�dg�^1ad'> ��.�3;0$•^38o s,��'���€.���3�•�Sp•,�E'nQ°°g-»,'se$2_om'F3�S E�E•17i� ��.�'9��N7tl� �Q���a� �L 2 S °a q RB§'§ @.@:8 '9� 6' 1 9. m P $d' H ��m�_ 6 C� � r r s S@ cy •7 0'2 g Z 9' qCq e_. o G .•' 8 P.J e• i•�� g=¢'''S N6 3.sCt�g''s- 5 iX a 'fir �n8�°SS` omx3q 8 aZc�'��� G 6�. 5' N 5' y 4 F' w' o app('' =e._ a4m �•'u 9 °j S' c.2 a rJ, A k �S.o N� B�u 8� M y r��- 8 d6tl.$ tl7' ..8jg.ffi gs�"r ss C^ 4 y NS Btl 5�if.Q� c m it m s ga• ���- � s�� �.FU ip�ospa PIP .7 D m r W � l� b c Go O coo.rNa �m d m� M 0 35•_2- 13'-7• O .. 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