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HomeMy WebLinkAbout1.7-7243 Record Drawing11 )S41M.14 I KAPRONXT No, 022-0%9 JUNE 3, 2005 1-v, 1350 EASTGRAND AwNvE ARROYOGRANKCALIFORNIA 93420 KA No. 022-05069 Page No. 6 After completion of the recommended site priepuation, the site should be suitable for Shallow footing supports. The proposed structure footings way be designed utilizing an allowable bearing pressure of 2,000 pof for dead -plus -live loads. Footings should have a minimum embedment of 12 inches. fimp#Mter lam n on aWKWWCAMstructiont Based on our findings and historical records, it is not anticipated that groundwaterwill rise within the zone of structural influence or affect the construction of foundations and pavements for the project. Hdwevet; if earthwock is performed during or soon after periods of precipitation, the wbgmde soils may become saturaterl, "pump," or not respond to deasificatiou techniques. Typical remedial measures include- discing and aerating the soil during dry weather, mixing the soil with dr ya materials; removing and replacing the soil with an approved fill mawrial; Or mixing the Soil with an approved time or, QMart product: Our fim Should be consulted prim to implemerift remedial measures to observe the unstable subgrado conditions and provide appropriate recoommendshous. Site Ineamt—ton General site clearing should include removal of vegetation; existing utilities; structures including foundations, basement walls and floors-, trees and associated root systems, rubble, rubbish; and any loose StWor saturated materials. Site Stripping Should extend to a minimum depth of 2 to 4 inches, or until all organics in excess of 3 perma by volume are removed. Deeper strippirig my be required in localized ova. These materials will not be suitable for use as Engineered Fill. Howeve4 stripped topeoil may be stockpiled and reused in landscape at motor- rat area& The site is predominately utilized for agricultural purposes and partially occupied by 4 Mobile home and out buildings in the central portion of the site. Associated with these4evelopmem are buried structures such as irrigation lines and septic system that "tend into the project site. Any buried structures encountered during construction should be properly removed andler relocated and the resulting excavation& backfilled with Engineered Fill. Disturbed eras caused by dentolition activities should be removed and/or recompacted. Excavations, depressiom or soft sad pliant areas extending below planned finish subgrade level should be cleaned to firm undisturbed soil, and backfilled with Engineered fill, to goneral, any septic tanks, debris pita, cesspools, or similar structures Shoidd be entirely removed. Concrieft Wings Amid be removed to an equivalent depth orf at least 3 feet below proposed AmItin-a elevations or as recommended by the Soils %r r. If not utilized for the new dcvclopmcrit, water wells should be abandoned in accordance with the county standards. Arty Other - buried structures should be removed in accordance with the recommendations of the Soils fingincer. TU resulting excavations should be backfilled with Enginecred fin. Trees are located at the site. Tree removal should Include rom greater than lunch in diamew. The resulting excavations should be backfilled with Engineered Fill. A ditch tied a sump we located at the site. If the ditch and sump will be abandoned, all deleterious materials should be removed from the ditch aid sump prior to backfilling, T'he resulting excavation should be cleaned to firm native "ad and backfilled with Engineered Fill. Krum Jr AUOCboetl be, With Offices Saving TW Western United States THE DELIVERY OF THIS DRAWING SHOULD NOT BE cONSTRUED TO PROVIDE AN EXPRESS WARRANTY OR GUARANTEE TO ANYONE THAT ALL DWENSIONS AND DEWLS ARE EXACT OR TO 041tGATE THAT THE USE OF THIS DRAWING W01PLIES THE REVIEWAND APPROVAL OF DPS1 OF ANY FUTURE USE ANY USE OF THIS FORMATION is AT THE SOLE RISK OF THE USM -1 dim GEOTECHNICAL ENGINEERING * ENVIRONMENTAL ENGMEERING CONSTRUCTION TESTING & MSPECTION Jun 3, 2005 KA Project No. 022-0069 Mr. Dan Pike S & S Homes of the Central Comit, br- 1350 East Grand Avenue Artwo Grande, California 93420 1W Preliminary Geotech" tagmeering Investigation Proposed Re"atial Development Tentative Tirset 63" Old River Read & Piumma Lime Bakenfield, COWDrDii Dear Mr. Pike - in accordance with your request, we have completed, a Preliminary Geotechnical Engineering investigation four the above -referenced Site. The results of our investigation are presented in die attached report If you have any questions, or if we may be of Rather "Amx*, plesse do not hesitate to, Contact our office at (661) 837-92W ly submitted, & ASSOCIATF,% INC, Em - With omm Savtog The Western two atm 22os coy Ave me * B*auW CA 93301. (661) 83742M * Pax* (661) 837-9201, KA No. 022-05069 Pap NM 7 Following Stripping, tree removal and demolition -activities, `!JW exposed subgrade within building pad, exterior flauvork and pavement mess should be excavated/wArified to a depth of at least 12 Inches, moigose-conditioned as necessary, and recOmpacted to a minimum of 90 porecat Of maximum density based an ASTM Test Method DIS57. Limits of recompactiort should extend 5 feet beyond structural elements. The upper soils, during wet whiter months, become very moist due to the absorptive rima 1120ber'stirs Of the soil. Earthwork operations performed during winter months may encounter very moist unstable soils, which may require removal to grade a stable building foundation. project site winterization corisisting of placement of aggregate base and protecting exposed soils during the construction phase should be performed. A representative of our firm should be present during all site clearing and grading operations to test and observe earthwork construction. This testing sod observation is an integral pad Of Our service as acceptance of earthwork construction is dependent upon compaction of the material and the stability of the mat,, -M. The Soils Engineer may WJect any material 69 does not meet compaction and stability raph-ements. Further recommendations of this report are predicined upon the assumption *9 earthwork construction will conform to recommendations set forth in this section and the Engineered Fill section. Ensdationg The proposed structures may be supported on a "low lbundstion System bearing on undisturbed native soils or Engineered Fill. Spread and continuous footings can be designed for the following maximum allowable soil bearing pressures: Footings should have it minimum embedment depth of 12 inches measured from tough grade or exterior grado, whkbover is lower. Footings should have a minimum with of 12 inches regardless ofload. The total soil movement is not expected to exceed I inch. DiMmatial soil movement Should be less than V2 inch. Most of the Settlement is expected to occur, dutrag construction as the loads am applied. However, additional post -construction septlemeat may Dectir, if the foundation soils are flooded or saturated. �1 —J t mmitjv4 of the suits to buried coomvw. Detaits, of the laboratory tea program and resuhs or the laboratory 1h sts am summarized in Appendix A. This information, along with the field observations, was used to mpare the firral boring top in Appendix A. Som PRO] Based on o w findings, the subsurface conditions encountered appear "ical of those found in die geologic reg ion of the site. in general, the Surface soils consisted of approximately 6 to 12 inches of vary loose s itty sand and sandy silt soils. These soils am disturbed, have low strength eh stirs, and are high y compressible when satumted. Below the very loose surface soils, approximately 3 to I I feet of to to medium dam silty sand, silty sarWsandy'sik sandy silt, and sand were encountered. Field and laboratory bests Suggest that those soils are mo krately strong and slightly compressible. Penetration ncsistari ee ranged from 7 to 34 blows per foot 'Dry densities ranged from 97 to 115 prf Representative soil samples consolidated iratey I to 2% percent under a 2 ksf toad what saturated. Representative soil samples had angles of int "at friction of 30 to 13 degrees, Below 4 to� 2 few layers of predominately sand, silty Sand, silty sand/saudy silt and sandy silt were eacountereil. Them soils W similar strength characteristics as The upper soils and extended to the termination 4" ofour borings. For additional information about the soils encountered, please, refer to the lop of tog pits in Appendix A- GROUNDWATKIt KKAIng vas were checked for the presence of groundvvitter during and immediate4y following the drilling operitions. Free groundwater I was not encountered. 1 1 it should be recognized that water table elevations may fluctusta with time, being dependent upon seasonal proipitation, irrigation, land me, and olimatio auditions, as well as other factors. Therefore, water level observationsat the time of the field investigation may vary from those encountered during the construct ion phase of the project. j ha evaluation of such factors is beyond the scope of this report. I Soil liquefaction is a state of soil particle smTension, caused by a complete loss of strength when the effective stress drops to zero. LkpWkcdw normally occin in soils, such as stunk in which the strength is 1 timely frictional. However, liquefaction has occurred in soils other don clean Sands. Liquefaction usually occurs under vibratory conditions, such as those inthiced by seismic events. Due to the depth to gmadwsber; the potential for soil liquefaction is very low. Therefore, no mitigation measures arl necessary. Resistance, to lateral footing displacement can be computed using so allowable friction factor of OA acting betw cen the line of foundations and the supporting subgrade. Lateral resistance for footings can alternativo e be developed using an allowable equivalent fluid passive pressure of 350 pounds per cubic i foot acting against am appropriate vertical footing faces. The frictional and passive resistance, of the soil may be combined without reduction in determining the tow lateral tosistanoe. A 'A kwease in the above value may be used for short duration, wind, or seismic loads. I Faffineered FRI The Majority of the upper native soils within the project site an Identified as silty sand, Sandy silt, and sand. These:soils will be suitable as Engineered Fill, provided they we cleansed of excessive organics and debris"; The pre lar A materials Specified for Engineered Fill is suitable for most applications with the exception of exposuto erosion. Project site winterization and protection of exposed soils during the conshuctiot i phase shoidd be the sole responsibility of the C;ooftactoir, since he has complete control of the project ite at that time. Imported F ! I it material should be inately non -expansive granular material with a plasticity index less than I0 and a UBC Expansion Index less than IS. Imported Fill should be free from rocks and lumps grat , ter than 4 inches in diameter. All Imported Fill material Should be submitted for approval to the Soils Er goer at least 49 hours prior to delivery to the site. Fill soils sh goer Duld be placed in lifts approximately 6 inches thick, moisture -conditioned as necessary, and i compacted!, to achieve at least 90 percent maximum density as determined by ASTM Test Method I DI 557. AIJ Iftional lifts should not be placed ifthe previous lift did not meet the required dry density or if soil cond tions we not Stable. The shrinkon recompacted soil and fill placement are estimated at 12 to 20 percent A subsidence of approxi t ly 0.2 W may be assumed for the upper native Soils. This estimate is based on compaction of the upper soils to a minimum of 90 percent of maximum density based on ASTM Test Method DI 557. Over -compaction would result in additional shrinkage. These values we approximate and should1be ro-evalusted during grading operations. %A No. 022-OSW page No. 5 a km—k &W —ey M One of the most common phenomena during seismic, shaking accompanying any earthquake is the induced settlement of loose unconsolidated snits. Based on site Subsurface condition% and the moderate to high set of the region, any lose fill materials at the site could be vulnerable to this potential hazard. However, this hazard can be mitigated by following the design and construction recommendations of our owtadmical Engineering Investigation (over -excavation and rework of the loose soils stiftir fill). Based on the moderate penetration resistance moisured, the native deposits underlying the site do not appear to be Sutied to $iPiflOgOt seismic settlement QQN910= AND BF&MUMADQN-8 prov Based on the findings of our field and laboratory investigations, along with 'ous 9potech MW experience in the project ares, the following is a summary of our evaluations, conclusions, and recommendations. Admittistrau" ggmmury In brief, the subject site and soil conditions, with the exception of the loose surface soils and existing development, appear to be conducive to the development of the project The sutflm soils are disturbed, have low strength chwacteristic� and are highly compressible when saturated. Accordingly, it is recommended that the surface soils be recompacted. This compaction effort should stabilize the surface soils and locate any unsuitable or pliant areas not found during out field investigation. The majority of the upper native soils within the project site are identified as silty sands, sandy silts, and sarids. These soils will be Suitable as Engineered Fill, provided they are cleansed of excessive organics and debris. The site is prWornitaftly utilized for agricultural purposes and partially occupied by a mobile home and out buildings in the central portion of the site. Associated with these developments we buried structures Such as utility lines, irrigation lines, and septic systems. Any Surface or buried structures encountered during congb-,ictiob should be property removed and the resulting excavations backfilled with Engineered Fill, It is Suspected demolition activities will disturb the upper soils. Disturbed areas caused by 4anoliti I on activittes should be removed andlbr moompacted. Tis -ase "W at the site. Tree removal should include roots greater then I -inch in diameter. The resulting excavations should be backfill with Engineered Fill. A ditch and a sump are located at the Site. if the ditch and sump will be abandoned, all deleterious materials should be removed from the ditch mid sump prior to backfilling. The resulting excavation should be claimed to firm native ground and backfilied with Engineered Fill. Sandy soil conditions were anoountered at the site. These cohesionless soils have a tendency to cave in trench wrap excavations. Shoring or sloping back trench sidewalls may be required within these sandy soils. KxWW & Associates, Inc. With Offim Saving Tac Western L%ftd Stalft KA No. 022-05069 Pap No. 9 Wit= am tAuftmoift The ground surfaces should slope away from building Pad and Pavement areas toward appropriate drop inlets or other surface drainage devices. it is recotomeaded that adjacent exterior grades be sloped a minimum of 2 percent for a minimum distance of 5 14% Away from structures- Subgrade soils in pavement aress; shoum W slopw a m frinturn of I percent and drainage gradients maintained to carry all Sin ft water to collo ion facilities and off-site. These grades should be maintained for the life of the project. Roof drains should be installed with appropriate downspout extensions out -failing on sphiA blocks so as to direct water a minimum of 5 feet away from the structures or be connected to the storm drain Systan; for the development Eft lamb, bdm Utility trenches should be excavated according to accepted engineering practices following OSHA (Occupational Safety and Health Administration) standards by Contractor experienced in Stich work, The responsibility for the safety of open tronches should be home by the Contractor. Traffic and vibration adjacent to trench wells should be minimized; cyclic wetting and drying of excavation side slopes should be avoided. Depending upon the location and depth of some utility trenches, groundwater flow into open excavations could be experienced, especially during or shortly following periods of precipitation. Sandy soil conditions were encountered at the site. These cohesionless soils have atendency tocavt in trench wail excavations. Shoring or sloping back trench sidewalls may be required within these sandy and gravelly soils. Utility trench backfill placed in or adjacent to buildings and exterior slabs should be compacted to at least 90 percent of maximum density based on ASTM Tea Method D1557. Utility trench backfill placed in pavement areas should bocompacted to at least 90 paceat of maximum density based on ASTM Test Method D1557. Pipe bedding should be in accordance with pipe manufacturer's recommendations. The Cattractor is responsible for removing all water -sensitive soils from the trench regardless of the backfill location and compaction requirements. The Contractor should use appropriate equipment and methods to avoid damage to the Utilities andVor structures during fill placement and compaction. Flow Sid* Ed Loft EMMA Concrete slab-onvade floor should be underlain by a water vapor retarder. The water vapor retarder should be insWied in accordance with ASTM Specification E 1643-99- According to ASTM Guidelines, the water vapor retarder should consist of a vapor retarder sheeting underlain by a minimum of 3 inches of compacted, clean, gravel of 3/4inch maximum size. To aide in concrete curing an optional 2 to 4 inches of granular fill may be placed on top of the vapor retarder. The granular fill should consist AWING 0 F ar"I" E COO" to"It 0 D" L. ALSEPTO 1.0ki A.C.E. 67602 CITY RECORDS NO., Dead Load Only W 1,500 pst Dea&Plwl,ive Load 2,000 psf - Total L04 iw,-I"pg wind or seismic loads 1 2,650 psf _J Footings should have it minimum embedment depth of 12 inches measured from tough grade or exterior grado, whkbover is lower. Footings should have a minimum with of 12 inches regardless ofload. The total soil movement is not expected to exceed I inch. DiMmatial soil movement Should be less than V2 inch. Most of the Settlement is expected to occur, dutrag construction as the loads am applied. However, additional post -construction septlemeat may Dectir, if the foundation soils are flooded or saturated. �1 —J mmitjv4 of the suits to buried coomvw. Detaits, of the laboratory tea program and resuhs or the laboratory 1h sts am summarized in Appendix A. This information, along with the field observations, was used to mpare the firral boring top in Appendix A. Som PRO] Based on o w findings, the subsurface conditions encountered appear "ical of those found in die geologic reg ion of the site. in general, the Surface soils consisted of approximately 6 to 12 inches of vary loose s itty sand and sandy silt soils. These soils am disturbed, have low strength eh stirs, and are high y compressible when satumted. Below the very loose surface soils, approximately 3 to I I feet of to to medium dam silty sand, silty sarWsandy'sik sandy silt, and sand were encountered. Field and laboratory bests Suggest that those soils are mo krately strong and slightly compressible. Penetration ncsistari ee ranged from 7 to 34 blows per foot 'Dry densities ranged from 97 to 115 prf Representative soil samples consolidated iratey I to 2% percent under a 2 ksf toad what saturated. Representative soil samples had angles of int "at friction of 30 to 13 degrees, Below 4 to� 2 few layers of predominately sand, silty Sand, silty sand/saudy silt and sandy silt were eacountereil. Them soils W similar strength characteristics as The upper soils and extended to the termination 4" ofour borings. For additional information about the soils encountered, please, refer to the lop of tog pits in Appendix A- GROUNDWATKIt KKAIng vas were checked for the presence of groundvvitter during and immediate4y following the drilling operitions. Free groundwater I was not encountered. 1 1 it should be recognized that water table elevations may fluctusta with time, being dependent upon seasonal proipitation, irrigation, land me, and olimatio auditions, as well as other factors. Therefore, water level observationsat the time of the field investigation may vary from those encountered during the construct ion phase of the project. j ha evaluation of such factors is beyond the scope of this report. I Soil liquefaction is a state of soil particle smTension, caused by a complete loss of strength when the effective stress drops to zero. LkpWkcdw normally occin in soils, such as stunk in which the strength is 1 timely frictional. However, liquefaction has occurred in soils other don clean Sands. Liquefaction usually occurs under vibratory conditions, such as those inthiced by seismic events. Due to the depth to gmadwsber; the potential for soil liquefaction is very low. Therefore, no mitigation measures arl necessary. Resistance, to lateral footing displacement can be computed using so allowable friction factor of OA acting betw cen the line of foundations and the supporting subgrade. Lateral resistance for footings can alternativo e be developed using an allowable equivalent fluid passive pressure of 350 pounds per cubic i foot acting against am appropriate vertical footing faces. The frictional and passive resistance, of the soil may be combined without reduction in determining the tow lateral tosistanoe. A 'A kwease in the above value may be used for short duration, wind, or seismic loads. I Faffineered FRI The Majority of the upper native soils within the project site an Identified as silty sand, Sandy silt, and sand. These:soils will be suitable as Engineered Fill, provided they we cleansed of excessive organics and debris"; The pre lar A materials Specified for Engineered Fill is suitable for most applications with the exception of exposuto erosion. Project site winterization and protection of exposed soils during the conshuctiot i phase shoidd be the sole responsibility of the C;ooftactoir, since he has complete control of the project ite at that time. Imported F ! I it material should be inately non -expansive granular material with a plasticity index less than I0 and a UBC Expansion Index less than IS. Imported Fill should be free from rocks and lumps grat , ter than 4 inches in diameter. All Imported Fill material Should be submitted for approval to the Soils Er goer at least 49 hours prior to delivery to the site. Fill soils sh goer Duld be placed in lifts approximately 6 inches thick, moisture -conditioned as necessary, and i compacted!, to achieve at least 90 percent maximum density as determined by ASTM Test Method I DI 557. AIJ Iftional lifts should not be placed ifthe previous lift did not meet the required dry density or if soil cond tions we not Stable. The shrinkon recompacted soil and fill placement are estimated at 12 to 20 percent A subsidence of approxi t ly 0.2 W may be assumed for the upper native Soils. This estimate is based on compaction of the upper soils to a minimum of 90 percent of maximum density based on ASTM Test Method DI 557. Over -compaction would result in additional shrinkage. These values we approximate and should1be ro-evalusted during grading operations. %A No. 022-OSW page No. 5 a km—k &W —ey M One of the most common phenomena during seismic, shaking accompanying any earthquake is the induced settlement of loose unconsolidated snits. Based on site Subsurface condition% and the moderate to high set of the region, any lose fill materials at the site could be vulnerable to this potential hazard. However, this hazard can be mitigated by following the design and construction recommendations of our owtadmical Engineering Investigation (over -excavation and rework of the loose soils stiftir fill). Based on the moderate penetration resistance moisured, the native deposits underlying the site do not appear to be Sutied to $iPiflOgOt seismic settlement QQN910= AND BF&MUMADQN-8 prov Based on the findings of our field and laboratory investigations, along with 'ous 9potech MW experience in the project ares, the following is a summary of our evaluations, conclusions, and recommendations. Admittistrau" ggmmury In brief, the subject site and soil conditions, with the exception of the loose surface soils and existing development, appear to be conducive to the development of the project The sutflm soils are disturbed, have low strength chwacteristic� and are highly compressible when saturated. Accordingly, it is recommended that the surface soils be recompacted. This compaction effort should stabilize the surface soils and locate any unsuitable or pliant areas not found during out field investigation. The majority of the upper native soils within the project site are identified as silty sands, sandy silts, and sarids. These soils will be Suitable as Engineered Fill, provided they are cleansed of excessive organics and debris. The site is prWornitaftly utilized for agricultural purposes and partially occupied by a mobile home and out buildings in the central portion of the site. Associated with these developments we buried structures Such as utility lines, irrigation lines, and septic systems. Any Surface or buried structures encountered during congb-,ictiob should be property removed and the resulting excavations backfilled with Engineered Fill, It is Suspected demolition activities will disturb the upper soils. Disturbed areas caused by 4anoliti I on activittes should be removed andlbr moompacted. Tis -ase "W at the site. Tree removal should include roots greater then I -inch in diameter. The resulting excavations should be backfill with Engineered Fill. A ditch and a sump are located at the Site. if the ditch and sump will be abandoned, all deleterious materials should be removed from the ditch mid sump prior to backfilling. The resulting excavation should be claimed to firm native ground and backfilied with Engineered Fill. Sandy soil conditions were anoountered at the site. These cohesionless soils have a tendency to cave in trench wrap excavations. Shoring or sloping back trench sidewalls may be required within these sandy soils. KxWW & Associates, Inc. With Offim Saving Tac Western L%ftd Stalft KA No. 022-05069 Pap No. 9 Wit= am tAuftmoift The ground surfaces should slope away from building Pad and Pavement areas toward appropriate drop inlets or other surface drainage devices. it is recotomeaded that adjacent exterior grades be sloped a minimum of 2 percent for a minimum distance of 5 14% Away from structures- Subgrade soils in pavement aress; shoum W slopw a m frinturn of I percent and drainage gradients maintained to carry all Sin ft water to collo ion facilities and off-site. These grades should be maintained for the life of the project. Roof drains should be installed with appropriate downspout extensions out -failing on sphiA blocks so as to direct water a minimum of 5 feet away from the structures or be connected to the storm drain Systan; for the development Eft lamb, bdm Utility trenches should be excavated according to accepted engineering practices following OSHA (Occupational Safety and Health Administration) standards by Contractor experienced in Stich work, The responsibility for the safety of open tronches should be home by the Contractor. Traffic and vibration adjacent to trench wells should be minimized; cyclic wetting and drying of excavation side slopes should be avoided. Depending upon the location and depth of some utility trenches, groundwater flow into open excavations could be experienced, especially during or shortly following periods of precipitation. Sandy soil conditions were encountered at the site. These cohesionless soils have atendency tocavt in trench wail excavations. Shoring or sloping back trench sidewalls may be required within these sandy and gravelly soils. Utility trench backfill placed in or adjacent to buildings and exterior slabs should be compacted to at least 90 percent of maximum density based on ASTM Tea Method D1557. Utility trench backfill placed in pavement areas should bocompacted to at least 90 paceat of maximum density based on ASTM Test Method D1557. Pipe bedding should be in accordance with pipe manufacturer's recommendations. The Cattractor is responsible for removing all water -sensitive soils from the trench regardless of the backfill location and compaction requirements. The Contractor should use appropriate equipment and methods to avoid damage to the Utilities andVor structures during fill placement and compaction. Flow Sid* Ed Loft EMMA Concrete slab-onvade floor should be underlain by a water vapor retarder. The water vapor retarder should be insWied in accordance with ASTM Specification E 1643-99- According to ASTM Guidelines, the water vapor retarder should consist of a vapor retarder sheeting underlain by a minimum of 3 inches of compacted, clean, gravel of 3/4inch maximum size. To aide in concrete curing an optional 2 to 4 inches of granular fill may be placed on top of the vapor retarder. The granular fill should consist AWING 0 F ar"I" E COO" to"It 0 D" L. ALSEPTO 1.0ki A.C.E. 67602 CITY RECORDS NO., W Z 9 CC < OC < CC Ix cc 2 50 OR 0 13 0 W W :�i M to to S20) to 1 MAKEEZ: M I ON 2 0 rq W r4 o 04 V X , 1 CAt N'% ' v!5�, S to j§ W S2 > CK W 0 -J 4dr E 00 oz;51 I 'CO OW I-- 3t Z U. -H W Ix W W Z 9 CC < OC < CC Ix cc 2 50 OR 0 13 0 W W :�i M to to S20) to 1 MAKEEZ: M I ON 2 0 rq W r4 o 04 i i W w Nay omme -05069 qdvua�& ASSOCIATES, INC. �' � 1>aa�el�l.a > d GEOTECHNICAL ENGINEERING s ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION ftwMiklaOf&SE-2 CSlnpacteeiMxtecial&C- c€ � February 27, 2015 KAPmjcctND.M2-05069 —01t The excavation will need to be Cleaned of any vegetation (including tumbleweeds), deleterious Compaction specifleations are to the only criteria for acceptance of the site grailing or grail'other such ,�i, � a > {!} � or al, prior to placement of fall tvmo " " g "l should be 'vi " However, the tion. test is the ally rexxl sing 0 a W Ms. McCabe Ss. S H pay removed. After removal of all vegetation, tires, deleterious materials, � materials � the performance o the Grating Contractor. IU numerical test its tion the compaction test cannot � oft 998 Bustonl Street, Suite C fig excavation bottom is complete, the bottom of lite excavation should be do of any be to � the engineering performance of the acted material. Tl °e* rr% the �t of a. z GrcrverBch, CA 93433 loose soiik scarified to a depth of 12 inches, m to at %t t tintum . contest, compacted to als will also be dependent a the stabaility of that material. The Soils angincer has the C- uJ met and rovompacted to not % than 95 percent of the maximum duty based on AST M Test Method option of rejecting any compacted material regards of the degree of cation i