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Home My WebLink AboutParcel Map 7555 Parcel 3 Soils Report Y � � W. C. HQBBS, CONSULTING ENGINEER 29284 OLD WRANGLER ROAD CANYON LAKE, CALIFORNIA 92587 (909)244-51 TT Project No: 98027-1 Date:April 29, 1998 Mr.and Mrs.Johnston 40112 Zumara G`t. Murrieta,Califomia 92562 Subject: Results af Compacdon Testing During Rough Grading, Par�cel 3 of PM 7555,Walcott Lane, Temecula, Riverside County,Califomia Dear Mr.Johns�n, Contained herein are the resufts of compaction testing and obs�rvations made during rough grade operations for the house pad area at the subject site. The location of the tests are plotted on a portion af the grading plan and the test results are contained in the attached Appendix A. It should be noted that observatian and testing for the pad and drive areas was performed on a periodic basis, and portions of the ir�formation relative to procedures used was provided by the grading contractor and by direct observation. This observation and testing was performed in accordance with generally acoepted engineering pradioes. The cqnclusions and r�eoornmendations oontained in this r�port were based on the data available and the interpretation of such data as dictated by our experience and badcground. Hence, our conclusions and recommendations are professional opinions; therefare, no other �� warranty is offered or implied. - pp FFi M� Accompanying Illustrations and Appendices G�'�� O Test Location Map, Plate 1 ��y��d 0 �� 1 Appendix A, Summary of Field Density and Laboratary Test Results P� �� N�yw�P . �&�p�Ur R cG�� N yP o s. O�P�GF��Po�"P��T�t,pL��` �PpAqR�`N��' �5�1��C�' Fp ht�C�0�1�-�jpp,��t ��h�ON�t _ �EP Mr.Johnston,Walcott Ln.,Temecula Page: 2 Project No: 98027-1 $Ut'11f1'k11�/O'f Ea11�7W01'IC General Site grading was conducted during the month of April, 1998, by PDQ Equipment of Temecula, Califomia. Rough Grading Areas to receive fill or to be processed were first stripped of vegetation that was disposed of properly on the site or otherwise removed from the site. The ground to receive fill was scarified to a depth af 12 inches, brought to near optimum moisture content and compacted to the minimum requirements prior to the placement of fill. Fill was placed in 12-inch loose lifts, brought ta a uniform near optimum moisture content and compacted to a minimum of 90 percent relative compaction. This is relative to the maximum dry density as determined in acoordanc�with ASTM test designation D 1557-78. Grading was aocomplished with the use of a D�size Doz�r and Water Truck Water was added when neoes.�ary with the use of a wate�-trudc drawing irom a meter. Compaction was achieved by repeated passes of the heavy equipment over each lift of fill. A key was excavated a minimum of 2 feet into competent earth materials, approximately 2 to 5 feet below existing ground surFace, at the toe of proposed slopes. Benching into firm materials was accomplished as the fill progressed up the gently sloping ground so that all fill materials were placed onto competent earth. The area of the "Arizona" a-ossing was over excavated approximately 2 feet ta provide firm embedment for the culverts. CONCLUSIONS AND RECOIVIMENDATIONS CONCLUSIONS (1)Test results indicate that fill plaoed as a result of this grading, to the horizontal and vertical limits as indicated, has been compacted to at least 90 percent r�lative compaction. A total of 9 tests were conducted and the results ar�e tabulated at the back of this report. The approximate locations of the field density tests are indicated on the Test Location Plan, Plate 1. (2) Fill Materials consisted of onsite silty sand and sand. (3) Based on observation and classification, the matrix soils on the pad area appear to have an expansian potential af low to very low. W.C.HOBBS,CONSLT[,TING ENGINEER Mr.Johnston,Walcott Ln.,Temecula Page: 3 Project No: 98027-1 (4)Ground�nraterwas not encount�red in any af the excavations during rough grading operations. (5)Preparation oF the driveMray surface combined with compaction and an averlay of decomposed granitics should provide adequate support for emergency vehicles with up to 30,00�gvw. RECOMMENDATIONS The recommendations contained herein are contingent upon W. C. Hobbs being retained ta provide the following services in order to cor�firm design assumptions and review the field c;anditions of any excavations. Bearing Value and Footing Geometry A safe allowable bearing value for foundations embedded a minimum af 12 inches below lowest adjaoer�t grade into competent native ground ar compacted fill ground is 1500 psf. These values may be increased 1�0 psf per foot of depth and or width and should not exceed 2000 psf. Continuous faotings should havE a minimum width of 12 inches. The use of isolated column footings is permitted, and where utilized, should have a minimum embedment af 12 inches below larwest soil grade. Iriterior column footings need not be tied to perimeter footings, but should meet the minimum embedment criteria of 12". Minimum caver to daylight at slope face is 8 feet. Settlemerrt The bearing value recommended above reflects a total settlement of 0.5" and a difFerential settlement of 0.5". This settlement is expeded to occur during construction and as the loads are being applied. Where foundations are embedded into native ground, settlements can be substantially less. Concrete Slabs ��P All concrete slabs on grade should be at least 4 inches thick. They should be underlain inches of sarxi or gravel. Areas that are ta be carpeted or tiled, or where the intrusion of moisture is objectionable, should be underlain by 6 mil visqueen properly protected from punci�re witf,� ��eG additional 1 inch o�f sand over it. This arrangement of materials would result in a profile do .-, e of aoncrete, 1 inch of sand, 6 mil visqueen, 1 inch of sand and subgrade soil. Driveway slab� ' °�u°� �G�P� nat re uire underla ments. Contractors should be advise that when pouring during hot or w��,Pp�° q Y weather conditions, they should provide large slabs with sufficiently deep weakened plane�ts to inhibit the development of unsightly and irregular cracks. Clean onsite earth materials such as sand may be used for slab underlayments. W_C.HOBBS,CONSULTING ENGINEER Mr.Johnston,Walcott Ln.,Temecula Page: 4 Project Na: 98027-1 Rer.omrr�endations,coritinued Reinforcement Continuous footings should be reir�forced with a minimum of one number 4 steel bar placed at the top and one at the bottam. Slabs should be reiriforced with a minimum of number 3 steel bars plaoed at the center of thickness at 18-inch centers both ways or welded wire fabric equivalent to 10x10, 6/6 may be used. Selection is left to the Structural Engineer or Contractor. Lateral Loads The bearing value of the soil may be increased by one third for short duration loading (wind, seismic). Lateral loads may be resisted by passive forces developed along the sides of concrete footings or by friction along the bottom of ooncxete footings. The value of the passive resistance may be oomputed using an equivalent fluid density of 250 pcf. The total force should not exceed 2500 psF. A coefficient of friction of 0.35 may be used for the horizontal soil/concrete interFace for resistance af lateral forces. If friction and passive forces are combined, then the passive valu�s should be reduoed by one third. A safety factar of 1.5 should be used in design. Re#aining Walls Retaining walls should be designed to resist the active pressures summarized in the following table. The active pressure is normally calculated from the lowermost portian aF the faoting to the highest ground surFace at the badc of the wall. The active pressures indicated in the table are equivalerit fluid densities. Walls that are not free to rotate or that are braced at the top should use active pressures that are 50% greater than those indicated in the table. RETAINING WALL DESIGIV PRESSURES Slo�e af Adive Pressure Passive Pressure ad�aoent round LEVEL(�5:1) 30pcF 450 pcF 2:1 3$pcf 250 pcf Th�se pressures are for retaining walls backfilled with non�ohesive, granular materials and provided with drainage devices such as weep holes or subdrains to prevent the build-up of hydrastatic pressures beyond the design values. W. C.HOBBS,CONSULTING ENGINEER Mr.Johnston,Walcott Ln.,Temecula Page: 5 Project No:98027-1 Recom'r�endations,coritinued Fine Grading Fine gradirx,�of areas outside of the rgsidence should be accomplished such that positive drainage exists away from all footings. Run-0ff should be conducted off th� property in a non�rosive manner toward approved drainage devices. Construction Baddlling of any retaining walls should be observed by a soil engineer to assist the contractor in adiieving the proper degree of compaction and desired moisture conterrt. Also, the retaining wall subdrain system should be observed by the engin�er prior to the badcfill being placed. It is advisable to have the foundation excavations observed by a soil engineer prior the placement of constrL�ction materials in them as consequential changes and difFerences may exist throughout the fill and natural soils on the site. The ground left at the surFace has very high erasion potential. It is strongly recammended that irrigation and vegetation or other approved means of erosion control be placed as soon as pradical to minimize damage due to erosion. The apportunity to be af service is appreciated. Should questions or camments arise p�rtaining ta this dvcument, please contact the undersigned, in writing, for clarification. RespectFully Submitted, W.C. HOBBS,CONSULIING ENGINEER SSIp,y9 . , ILLIAM ��f � H48BS � � � , No. 42265 * Exp. 3-31-20D� � Bill Hobbs, RCE 42265 `�1'q CIVI �`�' Civil Engineer TEOF C��Q� Distribution: Addressee(4) Attachments: Appendix A, Plate 1 W_ C.HOBBS,CONSULTING ENGINEER APPENDUC A SUMMARY OF FlELD DENSITY TESTS Test Date Location Elev.* Typ Max M.C. Dry Rel Comments Num. of Test of Test f� Crv D.D. � Dens. Com Remarks 1 4/98 PAD AREA 1245 A 131.5 13.0 119.0 90% Fill 2 4/98 PAD AREA 1247 A 131.5 12.5 118.5 90% Fill 3 4/98 PAD AREA 1248 A 131.5 11.5 124.5 95% Fill 4 4/98 PAD AREA 1249 A 131.5 11.5 118.0 90% Fill 5 4/98 PAD AREA 1251 A 131.5 10.0 119.5 91% Fill 6 4/98 PAD AREA 1253 A 131.5 10.0 122.5 93% Fill 7 4/98 PAD AREA 1255.Ofp A 131..5 9.0 123.0 93% Fill $ 4/98 PAD AREA 1255 A 131.5 10.0 122.5 93% Fill 9 4/98 DRNE AREA 1208.5 A 131.5 9.0 119.0 90% Fill Field Density Tests were cpnduded in acoordanc,e with ASTM D 2937 fp denotes finished pad. *Below current pad elevation SUMMARY OF LABQRATORV TEST RESULTS Curve Soil Maximum Optimum Letter Description D�nsitYpcF Moisture% A Silty, SAND fn to 131.5 10.0 med., Brawn(SM) Maximum density and optimum moisture determined in ac�ordance with test method ASTM D 1557-78. W. 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