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HomeMy WebLinkAboutCDP 02-24; ST CLAIRE RESIDENCE; AS-GRADED COMPACTION REPORT AND FOUNDATION RECOMMENDATIONS; 2006-04-25C-ç'? oz.M MIDDLETON ENdINEERING,. INC. 2450. Vineyard Avenue Escondido, California 92029-1229 Job #05-423-F Phone (760) 743-II4 Fax (760) 739-0343 April 25, 2006 . Kirk Patrick Development, LLC Attention: Mr. Ty Rossmann 936 Monterey Boulevard Hermosa Beach, California 90254 . - AS-GRADED COMPACTION REPORT AND FOUNDATION RECOMMENDATIONS FOR PROPOSED SINGLE FAMILY RESIDENCE LOCATED ATM=ADAMS STREET, CITY OF CARLSBAD DRAWING #412-2A, PROJECT #CDP 03-12 In accordance with the Grading Ordinance for the City of Carlsbad, this as-graded compaction report has been prepared for the above referenced project. We have completed engineering observation and testing services in conjunction with the grading operations for the building pad and retaining driveway retaining wall backfills. This report summarizes the results of our tests and observations of the compacted fill. The compacted fill in the subject area was placed periodically from December 28, 2005 through April 11, 1006. Actual dates are shown on the enclosed compaction test result sheets. I. REFERENCES The following listed grading plan and document was used by this office as part of this project: Grading Plan prepared by Pasco Engineering. "Preliminary Geotechnical Investigation" report, prepared by this office, dated February 11,. 2002, Job 402-108-P. H. GRADING INFORMATION/GROUND PREPARATION Prior to grading operations, the site within the limits of the grading operations for the construction of a building pad was cleared of vegetation. All questionable loose and compressible soils were also removed from the areas receiving fill. Adequate keys or benches were constructed a minimum of 2- feet into firm, undisturbed natural ground or formational soils prior to fill placement. The building area is a split level pad with -a difference of 10-feet from the upper and lower levels. Both levels were undercut to an elevation of 58.0 to remove all loose and compressible soils. The final grades of the upper and lower pad was achieved by placing properly compacted fill. As-Graded Compaction Report Page 2 4488 Adams Street, Carlsbad S , April 25, 2006 Site preparation and grading were conducted in substantial conformance with Appendix Chapter 33, latest edition of the California Building Code, the Grading Ordinance for the City of Carlsbad and our above listed preliminary geotechnical report. All inspections and testing were conducted under the observation of this office. In our opinion, all embankments and excavations were constructed in substantial conformance with the provided grading plan, and are acceptable for their intended use. M. FILL PLACEMENT Fill was placed in 6 to 8-inch lifts and compacted by means of heavy construction equipment. Field density tests were performed in accordance with ASTM Method D-1556 sand cone method as the fill was placed. The moisture content for each density sample was also determined. The approximate locations of the field density tests are shown on the attached drawing. The locations of the tests were placed to provide the best possible coverage. Areas of low compaction, as indicated by the field density tests, were broughtto the attention of the contractor. These areas were reworked by the contractor and -retested. The test locations and final test results are summarized onthe compaction test result table. Elevations and locations of field density tests were determined by hand level and pacing/tape measure relative to field staking done by others. The results of our field density tests and laboratory testing indicate that the fills at the site were compacted to at least 90% of the corresponding maximum dry density at the tested locations. If the building pad should undergo any prolonged seasonal wetting and drying periods prior to construction,' remedial grading could be required depending on the site soil characteristics. Depths of removal and re-compact can best be determined just prior to construction by appropriate inspection and testing. IV. SITE CORROSION ASSESSMENT A site is considered to be corrosive to foundation elements, walls and drainage structures if one or more of the following conditions exists: * pH is less than 5.5. * Sulfate concentration is greater than or equal to 2000 ppm (0.2% by weight). * Chloride concentration is greater than or equal to 500 ppm (0.05% by weight). For structural elements, the minimum resistivity of soil (or water) indicates the relative quantity of soluble salts present in the soil (or water). In general, a minimum resistivity value for soil (or water) less than 1000 ohm-cm indicates the presence of high. quantities of soluble salts and a higher propensity for corrosion. VINJE & MIDDLETON ENGINEERING, INC, 2450 Vineyard Avenue • Escondido, California 92029-1229 • Phone (760) 743-1214 As-Graded Compaction Report Page 3 4488 Adams Street, Carlsbad April 25, 2006 V. APPROPRIATE LABORATORY TESTS -Maximum Dry Density Optimum Moisture Tests: The maximum dry density and -' optimum moisture contents of the different soil types used as compacted fill were determined in accordance with ASTM Method D-1557. Expansion Tests: Expansion tests were conducted per 2001 UBC Standard Procedure 18-2 - - on representative samples of the on site soils during the preliminary, investigative phase of - the project in order to determine the expansion potential and to provide appropriate foundation recommendations. As no new soils were, encountered during the grading operations, no-additional testing was conducted. C Direct Shear Tests: Direct shear tests were conducted on representative samples oftheon - - - site soils during the preliminary investigative phase of the project in order to determine the allowable bearing capacity and to provide retaining wall design parameters. As no new soils - - were encountered during the grading operations, no additional- testing was conducted. D. Corrosion Testing: pH-Resistivity and sulfate testing were determined in accordance with California Test Method 643 and 417 respectively on a representative sample of the finish grade soils in the building pad area in order to determine the corrosiveness of the soil. - VI. RECOMMENDATIONS - - THIS REPORT SHOULD BE CONSIDERED AS A PART OF THE PROJECT FOUNDATION PLANS AND MUST BE PROVIDED TO THE PROJECT, ARCHITECT/STRUCTURAL ENGINEER" TO ENSURE THE FOLLOWING FOUNDATION RECOMMENDATIONS ARE INCLUDED IN THOSE PLANS** The following minimum foundation recommendations for very low expansive (Expansion Index less than 21) bearing soils, classified using the "Unified Soil Classification System" or "USCS" - - - as SM, with minimal indicated fill differential depth from our "Preliminary Geotéchnical Investigation" report should be adhered to, and incorporated into the foundation plans. Foundation plans and details may be submitted to our office for review, to insure conformance with our recommendations: Please note (**)'items for revised recommendations since the - issuance of our referenced preliiiiinary geotechnical report. - - - - A. Foundations, Monolithic Pour System Conventional shallow foundations with stem walls and slab-on-grade floors, or slab-on- ground with turned-down footings. -- - VINJE & MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue • Escondido, California 92029-1229 0 Phone (760) 743-1214 - As-Graded Compaction Report Page 4 4488 Adams Street, Carlsbad April 25, 2006 F. Continuous strip stem wall foundations and turned-down footings should be a minimum of 15-inches wide by 186inches deep one and two story structures respectively. Spread pad footings should be at least 24-inches square and 12-inches deep, for one and two story structures. Minimum depths are measured from the lowest adjacent ground surface, not including the sand under the slab. Exterior continuous foundations or turned-down footings should enclose the entire building perimeter, to include the garage entryway. Continuous interior and exterior stem wall foundations should be reinforced with a minimum of four #4 reinforcing bars. Place two bars 3-inches below the top of the stem, and two bars 3-inches above the bottom of the, footing. Turned-down footings should be reinforced with a minimum of two #4 bars top and two #4 bars at the bottom. Reinforcement for spread pad footings should be designed by the project structural engineer. Foundations where the surface of the ground slopes more than 1-unit vertical in 10-units horizontal (10% slope), shall be level or shall be stepped so that both top and bottom of such foundation are level'. Individual steps in continuous fobtings shall not exceed 18- inches in height and the slope of a series of such steps shall not exceed 1-unit vertical to 2-units horizontal (50%) uliless otherwise specified. The steps shall be detailed on the structural drawings. The local effects due to the discontinuity of the steps shall also be considered in the design of foundations as appropriate and applicable. Open or backfilled trenches parallel with a footing shall not be below a plane having a downward slope of! unit vertical to 2 units horizontal (50%) froma line 9-inches above the bottom edge of the footing, and not closer than 18-inches from the face of such footing.. Where pipes cross under footings, the footings shall be specially designed. Pipe sleeves shall be provided where pipes cross through footings or footing walls and sleeve clearances shall provide for possible footing settlement, but not. less than 1-inch-all around the pipe. ** 6. All interior slabs should be a minimum of 4-inches in thickness reinforced with #3 reinforcing bars spaced 18-inches on center each way, placed midheight in the slab. Use 4-inches of clean sand (SE 30 or greater) beneath all slabs. A well performing moisture/vapor retardant (10-mil or greater) must be placed midheight in the sand. Joints in the moisture/vapor retardant should be overlapped a minimum of 12-inches: 7. Provide re-entrant (±270° corners) reinforcement for all interior slabs as generally shown on the enclosed "Isolation Joints and Re-Entrant Corner Reinforcement" detail. Re- entrant corners will depend on slab geometry and/or interior column locations. VINJE & MIDDLETON ENGINEERING, INC. • 2450 Vineyard Avenue Escondido, California 92029-1229 • Phone (760) 743-1214 As-Graded Compaction Report Page 5 4488 Adams Street, Carlsbad April 25,t 2006 S. Provide "sft-cut" contraction/control joints consisting of sawcuts spaced 10-feet on center maximum each way for all interior slabs Cut as soon as the slab will support the weight of the saw, and operate without disturbing the final finish, which is normally within 2-hours after final finish at each control joint location, or when the compressive strength reaches 150 to 800 psi The "soft-cut" must be a minimum of 1-inch m depth and must not exceed 1 ¼-inch in depth or the reinforcing maybe. damaged Anti-ravel skid plates should be used and replaced with each blade to avoid -spalling and raveling Avoid wheeled equipment across cuts for at least 24-hours B Corrosiveness L Laboratory test results indicate that the minimum resistivity is greater than 1000 ohm-cm suggesting the presence of low quantities of soluble salts Test results show Ahat the chloride concentration is less than 500 ppm, and the pH is l. greater than 5 5 Based on the results of the available corrosion analyses, the project site is considered non-corrosive The project site is not located within* 1000-feet of salt or brackish water. 2 Based upon the result of the sulfate test, the amount of water soluble sulfate (SO4) was found to be 0'.00 1 percent by weight which is considered neghgible ccordmg to the California Buildrng Code Table No 19-A-4 Portland cement Type II may be used C Paving and Concrete Improvements Not Within The Public or Private Street Right of Way 1 Exterior flatwork adjacent to buildings must be a minimum of 4-inches in thickness reinforced with 6x6/10x10 welded wire mesh carefully placed 2-inches below the top of the slab Provide "tool joint" or "soft cut" contraction/control joints spaced 10-feet on center (not to exceed 12-feet maximum) each way within 24-hours of concrete pour. The construction procedures for sawcuts (if used) are described m Item #A-8 above 2 Concrete driveways and parking areas should consist of 5-inch thick concrete reinforced with #3 reinforcing bars spaced 18-inches on center each way placed 2-inches below the top of the slab The concrete should be placed over 6-inches subgrade compacted to a minimum of 90% of ASTM 1557-91 V V -S 4 5 V - • •• S V V - • •' V •• 'I VINJE & MIDDLETON ENGINEERING, INC. • 2450 Vire)ard Avdue • Escoridido, :C1iforria:92029-I229 . Phné(760) 743I2I4 As-Graded Compaction Report - Page 6 4488 Adams Street, Carlsbad April 25, 2006 Where longitudinal grades exceed 15%, provide a minimum of 8-inch wide by 8-inch deep shear anchors dug perpendicular, to the driveway 'longitudinal profile into the approved subgrade at 25-foot interval maximum Provide "tool jomt" or "soft cut" contraction/control joints spaced 10-feet on center (not to exceed 12-feet maximum,)..each way within 24-hours of concrete pour The construction procedures for sawcuts (if used) are described in Item #A-8 above ** 3 Asphalt concrete (AC) driveways 'and parking areas should consist of 3-inches AC over 64inches Caltrans Class 2 aggregate base compacted to a minimum of 95% over 6-inches subgrade compacted to a minimum of 90% of ASTM 1557-91 Where longitudinal grades exceed 110%, 'A-inch asphalt should be added to the design asphalt thickness for each 2% increase in grade or portion thereof 4 Sub and basegrade soils should not be allowed to dry out or become saturated pnor to placement of concrete or asphalt. Subgrade and basegrade soils shall be tested for proper moisture and compaction levels just prior to placement of the improvements 5 Proper drainage must be maintained at all times so that no water from any source is allowed to infiltrate the sub or bas egrade soils,-or deterioration of the improvements may - -occur:. D Inspections 1 If required by the governing agency, this office should be notified to insp'ect'or test the following prior to foundation concrete pours Inspect the plumbing trenches beneath slabs after the pipes are laid and pnor to backfllhng Test the plumbing trenches beneath slabs for minimum compaction requirements prior to sand and moisture. barrier placement : -- Inspect the bottom of the footing trenches for proper embedment into firm compacted -• . or formational soils, and mspect for proper footing .width prior to placement of reinforcing steeL d) Inspect the footing reinforcement size and placement Inspect the slabs for proper thickness,- reinforcing placement and size, inspect the sand thickness and. moisture barrier placement and thickness, after the initial footing embedment and width inspection, and prior to concrete pour VINJE-& MIDDLETON ENGINEEIUNG, INC. 2450 Vineyard Aveiiue Escondido, California 92029-1229 ¶ Phone (760) .743-1214 As-Graded Compaction Report Page 8 4488 Adams Street, Carlsbad April 25, 2006 depth, and 20% for each additional foot of width to a maximum of 3,500 psf, if needed The allowable soil bearing pressure provided herem is for dead plus live loads and may be increased by one-third fior wind and seismic loading. . .' . 4 The lateral bearing earth-pressure s may be increased by the amount of the designated value for each additional foot of depth to a maximum of 1,500 pounds per square foot F General Recommendations 1 The minimum steel reinforcement provided herein is based on soil characteristics only, and is not intended to be in heu of reinforcement necessary for structural considerations 2 Recommendations for a swimming pool/spa are not within the scope of this report..If a swimming pool/spa and associated structures are to be constructed, this office should be contacted in order, to provide site, specific recommendations prior to beginning any 'excavations 3 All retaining walls should be provided with a drain along the backside as generally shown on the enclosed "Retaining Wall Drain" detail Specific drainage provisions behind retaining wall structures must be inspected by this office pnor to backfilhng the wall All backfill soils must be compacted to a minimum of 90% of the corresponding maximum dry density, ASTM 1557-91 4 All underground utility trenches beneath interior and exterior slabs 12-inches or more in depth shall be compacted by mechanical means to a minimum of 90% of the maximum dry density of the soil, unless otherwise specified Care should be taken not to crush the utilities or, pipes during the compaction of the trench backfill No flooding orjettmg of the backfill is allowed - 5 The planting of large trees behind any retaining wall will adversely affect their performance and should be avoided .- G.' Seismic Coefficients ** The following site specific seismic parameters for the above referenced project were determined in accordance with the latest edition of the Cahiomia Building Code requirements The following parameters are consistent with the indicated project seismic environment and may be utilized for project design work . . :. ,VINJE&. M I DDLETON ENGiNEERING, INC. 250 Vineyard Avenue • Escondido, California 920294229 Phone(760) 743:1214 Liquefaction and seismically induced settlements will not be factors in the development of the proposed structures and improvements 1 -.4 H. Setbacks / 1 Fo'otmgs located on r adjacent to the op of slopes slou1d be extended to a suThcient depth to provide a minimum horizontal distance of 7-feet or one-third of the slope height, whichever is greater (ned not exceed 40-feet maximum) between the bottom edge ofthe "footing and face of'slope Rmforcement for deepenea footings should be provided by the prbject structural engineer and detailed 6n 'the. approved foundation plans 2 The outer edge of all slopes expenénce "down slope creep", which may cause,distress to structures If any structures including bu4dmgs, patios, sidewalks, swimming pools, spas etc, are placed within the setback, FURTHER RECOMMENDATIONS WILL BE REQUIRED , 3 -4 .4 -L The concrete reinforcement recommendations provided herein should not be considered to preclude the development of shrinkage related cracks, etc , rather, these recommendations are intended to minimize this potential If shrinkage cracks do develop, as is expected from concrete," reinforcements tend to limit the propagation of these features These recommendations aie believed to be reasonable and m keeping with the local standards of construction practice Special attention should be given to any "re-entrant" corners (±270 - degree corners) and curing practices during and after concrete pour in order to further minimize shrinkage cracks F '4 I Slopes 1 All slopes should be landscaped with types of plants and planting that do not require ' excesive irrigation Excess watering of slopes should be avoided Slopes 1ft unplanted - will be subject to erosion.,The irrigation system should be installed in accordance with the govermng agencies ' ,- 2 Water should not be allowed to flow ovr the slopes in an uncontrolled manner. Until .r landscaping IS' established, plastic sheeting should be kept accessible to protect the VINJE & MIDDLETON ENGINEERING INC 2450 Vineyard Avenue Escondido California 92029 1229 Phone (76 0) 743 1,,214 p '4 '4 As-Graded Compaction Report Page 10 4488 Adams Street, Carlsbad April 25, 2006 along the top edges of all fill slopes Inno case should water be allowed to pond or flow, - over slopes 3 Brow ditches should be constructed along the top of all cut slopes sufficient to guide runoff away from the building site and adjacent fill slopes pnor to the project being completed J Drainage 1 The owner/developer is responsible to insure adequate measures are taken to properly finish grade the building pad after the structures and other improvements are in place so that the drainage waters from the improved site and adjacent properties are directed away from proposed structures in accordance with the designed drainage patterns shown on the approved plans 2 A minimum of 2% gradient should be maintained away from all foundations.,.Roof gutters and downspouts should be 1xistalled on the building, all discharge from downspouts should be led away from the foundations and slab to a suitable location Installation of area drains in the yards should also be considered 3 Planter areas adjacent to foundations should be provided with damp/water proofing, using an impermeable liner against the footings, and a subdrainage system within the planter area A. It should be noted that shallow groundwater conditions may still develop in areas where no such conditions existed prior to site development This can be contributed to by substantial increases of surface water infiltration resulting from landscape imgation which was not present before the development of the site It is almost impossible to absolutely prevent the possibility of shallow groundwater on the entire site Therefore, we recommend that shallow groundwater conditions be remedied if and when they develop 5 The,property owner should be made aware that altermg drainage patterns, landscaping, the addition of patios, planters, and other, improvethents, as well as over irrigation and variations in seasonal rainfall, all affect subsurface moisture conditions, which in turn affect structural performance VII GENERAL INFORMATION It should be noted that the characteristics of as-compacted fill may change due to post-construction changes from cycles of drying and wetting, water infiltration, applied loads, environmental changes, VINJE & MIDDLETON ENGINEERING INC 2450 Vineyard Avenue Escondido California 92029,-1229 Phone (760) 743-1214 * ** * As-Graded Compaction Report Page 11 4488 Adams Street, Carlsbad April 25, 2006 etc These changes can cause detrimental changes in the fill characteristics such as in strength behavior, compressibility behavior, volume change behavior, permeability, etc Where present, clayey deposits are subjected to continued swelling and shrinkage upon wetting and drying Maintaining a uniform moisture during the post construction periods is essential m the future performance of the site structures and improvements The property owner(s) should be aware of the development of cracks in all concrete surfaces such as floor slabs and extenor stucco associated with normal concrete shrinkage during the curing process The features depend chiefly upon the condition of concrete and weather conditions at the tome of construction and do not reflect detrimental ground in. Hairline stucco cracks will often develop at windows/door corners, and floor surface cracks up to 1/8-inch wide in 20 lineal feet may develop as a result of normal concrete shrinkage (according to the American Concrete Institute) The amount of shrinkage related cracks that occur in concrete slab-on-grades, flatwork and driveways depend on many factors, the most important of which is the amount of water in the concrete mix The purpose of the slab remforcement is to keep normal concrete shrinkage cracks closed tightly. The amount.ofconcrete shrinkage can be minimized by reducmg the amount of water in the mix To keep shrinkage to a minimum, the following should be considered A Use the stiffest mix that can be handled and consolidated satisfactorily B Use the largest maximum size of aggregate that is practical, for example concrete made with %-inch mawnum size aggregate usually requires about 40-pounds (nearly 5 gallons) more water per cubic yard than concrete with 1-mch aggregate C Cure the concrete as long as practical The amount of slab reinforcement provided for conventional slab-on-grade construction considers that good quality concrete matenals, proportioning, craftsmanship, and control tests where appropnate and applicable are provided This office is to be notified no later than 2 p.m. on the day before any of the following operations begin to schedule appropn on ate testing and/or inspectis A Fill placed under any conditions 12-inches or more in depth, to include 1 Building pads 2 Street improvements, sidewalks, curbs and gutters VINJE & MIDDLETON ENGINEERING INC 2450 Vineyard Avenue Escondido California 92029-1229 Phone (760) 7434214 ', As-Graded Compaction 'Report '. '. ' - Page 12 4488 Adams Street, Carlsbad April 25, 2006 3 Utility trench backfills - 4.., Retañng wall backfills.. 5 The spreading or placement of soil obtained from any excavation (spoils from footings, underground utilities, swimming pools, etc).. B Inspection and testing of subgrade and basegrade beneath dnveways, patios, sidewalks, etc, 'priorto placement of pavement or concrete. C. Mois'ure téstiig. D Geotechnical foundation inspections, if required by the governing agency. E. Any operation not included herein which requires our testing; observation, or inspection for certification to the appropriate agencies Vifi LIMITATIONS Our description of grading operations, as well as observations and testing services herein, have been limited to those grading operations performed penodically from December 28, 2005 through April 11, 1006. The conclusions contained herein have been based upon our observations and testing as noted. No representations are made as to the quality or extent of materials nof observed andteted. ' This report is issued' with the understanding that" the owner or his representative is réspon ible 'to ensure that the information and recommendations are' provided to the project architect/structural ' S 'engineer so. that they can be incorporated into the plans. Necessary steps shall be taken to ensure that. the project general contractor and subcontractors carry Jout such recommendations during construction The project soil engineer shouldbe provided the opportunity for a general review ofthe projects final design plans and specifications in order to ensure that the recommendations provided in this report are properly, interpreted and implemented. The project soils-engineer should also be provided the, S opportunity to field verif' the foundations prior to placing concrete. If the project soil engineer is not provided the opportunity of making these reviews, he can assume no responsibility for S. misinterpretation of hig recommendations.' The attached drawing details the approximate locations of cuts, fills, and approximate loôations of, " the-density tests taken, and is applicable to the site at the tithe this report was prepared. This report should be considered valid for permit purposes for a penod of six months and is subject to review by our firm following that tithe.. IF ANY CHANGES ARE MADE, PAD SIZE,' BUILDING- ' - S ' S - S ' - ' 'S 'S VIJE & MIDDLETON ENGiNEERING, INC. 2450 Vineyad Avenue Escondido, Cifornia 92029-1229 • Phone (760) 743-1214 ' Vale 2OQX i ei No. . . Locatitrn r iii iii Ft. . r itui Jnistur iniiit'. PcI I "Alensity Pet tteiaiive Conip. Comment 12/28, 1 Easterly Driveway Wall . . . +2.0 11.5 119.2 . 131.4 90.7 . . .. . 12/28 2 Easterly Driveway Wall -. . +4.0 . - 12.2 121.4 131.4. 92.4. Finish Grade .12/29 3 Lower Level, Pad . : . . 60.0 . 10.8.,4:,;120.3 . 131.4 . 91.6 Bottom ofRemoval at El. 58.0 12/29 4 . LowerLevel, Pad.. . . . '62.0 12.0 118.9 . 131.4 90.5 . 2006 01/04 5 Upper Level, Pad F, . .. 64.0 13.4 .115.6 - 131.4. 88.0 Test Failed 01/04. 6 Upper Level, Pad . . : .. . 94.0 12.8. 118.5 131.4 90.2 Retest.#5 01/06 7 Upper Level Pad 660 117 1201 1314 914 01/06 8 . Upper Level, Pad . . 68.0 11.2..: 119.4 131.4 .01/09 9 Upper Level. Pad . . . .. 70.0 . 13.5 116.0 131.4 - -88.3 Test Failed . 01/09 10 UpperLevel,Pad . . . . 70.0 .13.0 118.7: 131.4 90.3 . Retest #9 (I /AA .TL.......I ......I fl..J . . 'I Iflfl 1'TAL . 1TI A fl fl . . V. 7. , 11 L)1)pCiLVVVI, rau ,- . : .. . - . . IL..) IV Iz.V.0 13 , YI:O . rin1snraae .. . . 04/11 12 Southwesterly Dnveway Wall +2 0 11 3 119 7 131 4 911 Finish Grade 04/11 13 Southwesterly Dnveway Wall +2 0 12-4 118 8 131 4 90.4 Finish Grade **From our "Prelimmary, Geotechrncal Investigation" report, dated February 11, 2002, Job #02'-"l 08'-P mpr\my files\fihl control reports\05422 fkirk pafrck development 4488 a" ,street density test results OrC..,IrI.,MIIIJr1 ( t - 1 Provide granular, non-expansive backfill soil in 1 1 gradient wedge behind wall Compact backfill to minimum 90% of laboratory standard - - 2 Provide back drainage fr wall to prevent build up of hydrostatic pressures Use drainage openings along base of wall or back drain system as outlined below 3 Backdrain should consist of 4 diameter PVC'pipe (Schedule 40 or equivalent) with perforations down Drain to suitable outlet at minimu 1 Provide - 1ushed gravel filte m% ~ 1Acr r wrapped in filter fabnc (Mirafi 140N or equivalent) Delete filter fabric wrap if Caltrans Class 2 permeable matenal is used Compact Class 2 matenal to minimum 90% of laboratory standard 4 Seal back of wall with waterproofing in accordance with architect's specifications 5 Provide positive drainage to disallow ponding of water above wall Lined drainage ditch to minimum 2% flow away from wall is recommended -*Use- 11/2 cubic foot per foot with granular backfill soil and 4 cubic foot per foot if expansive backfill soil is ued / VINJE& MIDDLETON ENGINEERING, INC • -- /•:• -• .•' 0 •:.- • --".: PLATE 11 4- 0000/ 4 1