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Home My WebLink AboutTract Map 9833-3 Lot 5 Rough Grading Ear h echnics REPORT OF OBSERVATION AND AELD DENSITY TESTING ROUGH AND FINE GRADING SINGLE FAMILY PAD LOT 5, TRACT 9833-3 43394 CALLE DE VELARDO TEMECULA, CAUFORNIA APPROVED arYOP'I'EMBCIJIA DlPAIaMBNI'OI'rulUCWODs BY: ~ . , ~ PROJECT NO. 99209-01 JULY 7,1999 Prepared For: Mr. Dave Ashby 24795 Shoshone Drive Murrieta, California 92562 RECEIVED JUL 26 1999 CITY OF TEME::GULA ENGINEERING DEPARTMENT Earth Technics P.O. Box 891989, Temecula, California 92589 (909) 699-5451 \ July 7, 1999 Project No. 99209-01 Mr. Dave Ashby 24795 Shoshone Drive Murrieta, California 92562 SUBJECT: REPORT OF OBSERVATION AND FIELD DENSITY TESTING ROUGH AND FINE GRADING Residential Pad Lot 5, Tract 9833-3 43394 Calle De Velardo Temecula, Riverside county, California Gentlemen: INTRODUCTION This report presents the results of our observation and testing performed during construction and grading for the residential pad and access driveway during rough and fine grading of the subject lot. , The pad was constructed northwest end of the Calle de Velardo cul-de-sac in the Temecula area of Riverside County. The results of our Field Density Tests obtained during grading are tabulated in Table I, Results of compaction Tests. The approximate locations of the tests are shown on the Plot Plan, Plate 1. The 3D-scale As-Graded Grading Plans were prepared by McDermott Engineering, Murrieta dated July 3, 1999, and were used to plot our data and guide the grading, along with field staking. Pro;ect Description The proposed development consisted cutting the ridge on the north and northwest portions of the lot and placing fill on the south and southeast end of the pad. Approximately 4600 yards was exported to the site to the south to fill a swale area. In general, the pad required cuts up to 21 feet on the northwest and fills to 10 feet on the south-southeast. Cut and fill slopes were constructed at finished inclinations of 2:1 (horizontal to vertical) or flatter. The main house pad was constructed in transition from cut to fill and overexcavation was performed to eliminate the transition. The cut slopes and daylight cuts consist of dense sedimentary bedrock of the pauba Formation that had no adversely oriented bedding to develop stability problems, and are stable as constructed. The fill slopes are stable as constructed, based on high strength values tested by direct shear. The granular nature of the fill slopes could be easily eroded and should be planted as soon as possible. ~ . o 2000 .4000 SCALE feet INDEX MAP " , .' ~ .i '/' . , !,t i,," . ~~# f /~~~o/F " /.(>.., ,. ./ /~ Y N INDEX MAP OF LOT 5, TRACT 9833-3 CALLE DE VELARDO TEMECULA, RIVERSIDE COUNTY CALIFORNIA SOURCE: u.s.G.S. 71-, MIN. QUAD. PECHANGA 1988 CPR 1988) 3 99209-01 Page 3 Purpose of Gradinq The purpose of the grading was to prepare the site for the proposed construction of the one and two-story single family residence, and driveway access. GRADING PROCEDURES Gradinq Procedures The site was stripped of the light growth and grasses, in the areas to receive fill and the pad area, and removed off-site. The soft soil/colluvium, and alluvium in the swale areas to receive fill was then overexcavated 1 1/2 - 4 feet or until the dense underlying sedimentary bedrock was encountered. Fill keys were necessary as shown on Plate 1. The fill materials were brought to near optimum moisture utilizing a 5000-gallon water truck when necessary, and compacted with a large caterpillar D8K bulldozer, and 823 rubber-tired scraper. The pad was in transition from cut to fill so the pad was overexcavated 30 inches and recompacted. The grading contractor was Mr. Ted Woods of Woods Construction, Fallbrook. TESTING Field Densitv Testinq Field density testing was performed in accordance with ASTM D1556-64 (Sand Cone Method). The elevations and the results of the field density tests are presented in Table I of this report. The approximate location of the tests are shown on the Grading Plan, Plate 1. Maximum Densitv Determinations Maximum density/optimum moisture determinations were made from representative samples of on-site soils used in the fill operations. The tests were performed in accordance with ASTM D 1557 which consist of compacting 5 equal layers of soil in a 1/30 cubic foot volume mold with 25 blows of a 10 pound hammer falling 18 inches. The results of the Maximum density/optimum determination are presented herein as Table II, Laboratory Test Results. A. 99209-01 Page 4 Expansion Testinq A finished grade sample was obtained and tested for expansion utilizing the D.B.C. 29-2 method. The test yielded an expansion index (E.I.) of 10 which is very low expansion in classification with the D.B.C. Table 18-1-B. The foundation should have a minimum of one No. 4 bar top and bottom as reinforcement. Soluble soil sulfate was 35 ppm allowing normal Type II concrete with 2500 psi strength. SUMMARY Our description of grading and backfill operations, as well as observations and testing services, were limited to those grading operations performed between June 1 and 9, 1999. The conclusions and recommendations contained herein have been based upon our observation and testing as noted. It is our opinion, that the work preformed in the areas denoted has generally been accomplished in accordance with the recommendations of the D.B.C. Appendix Chapter 33, the Riverside County Grading Code, as amended by Ordinance No. 457 specifications, and the requirements of the regulating agencies and is acceptable for its intended purpose. No conclusions or warranties are made for areas not tested or observed. This report should be considered subject to review by the controlling authorities. This opportunity to be of service is sincerely appreciated. If you have any questions, please call. 5 99209-01 Page 5 Larry J. Fast R.C.E. 29150 Registration WLS/LJF:ss Distribution: Attachments: (4) Addressee Index Map - Page 2 Appendix A - Laboratory Test Results Plate 1 (3D-scale) - Grading Plan Plate 2 - Typical Foundation Design Table I - Results of Compaction Tests Table II - Summary of Maximum Density Testing Cp FOUNDATION AND SLAB RECOMMENDATIONS FOR EXPANSIVE SOILS (ONE AND TWO-STORY RESIDENTIAL BUilDINGS) EXPANSION INDEX 0-20 VERY LOW EXPANSION EXPANSION INDEX 21 - 150 LOW EXPANSION EXPANSION INDEX &1 - 80 MEDIUM EXPANSION EXPANSION INDEX 81 - 130 HIGH EXPANSION 1.ITORY FOOTINGI ALL FOOTINOI 12 INCHEI DEE'. FOOTINOI CONTINUOUI. NO lTEIL REQUIRED FOR EX'ANSION FORCEI. ALL 'OOTINOI 11 INCHES DUP. FOOTINOI CONTINUOUI. 1-NO. 4 "'R TO" AND 10TTOM. EXTERIOR FOOTINOI 1. tHCHES DEEII. INTERIOR FOOTINGS tJ INCHEI DEEII. 1-"0. 4 IAR TOP AND 10TTOM. EXTEfltoft FOOTINOS 14 tNCHU DEE". INTERIOR FOOTINOS t2 INCHES DEE,.. t-NO. . IAR TO' AND 10TTOM. 1-ITOIIlY FOOTINOI ALL 'OOTINOI tI INCHU DEE,.. 'OOTINOI CONTtNUOUI. NO ITEEL REQUIRED fOR U"ANIION fORCES. ALL FOOTINOI tI rNCHEI DEE,.. FOOTINOI CONTINUOUS.t.NO, 4 BAR TO,. AND 10TTOM. ALL fOOTINGI tl INCHES DEE,.. FOOTINOI CONTINUOUI. t-NO. 4 IAR TO" AND 10TTOM; EXTERIOR fOOTINGS 24 INCHEI DEE,.. tNTERIOR fOOTINGI tI INCI:fES DEEII. t-NO. II IAR TOf' AND 10TTOM. GARAOE DOOR GRADE IUM NOT REOUIRED. t2 INCHES DEE,., t-NO. 4 IAft ,. INCHES DEE,.. 1-NO.4 BAft 14 INCHEI DEE,.. 1-NO. II IAft TOil AND 10TTOM. . TO,. AND 10TTOM. _ TO" AND 10TTOM. LIVING AMA fLOOR BLAIS . t/2 INCHES THICK. NO MEIH a 112 INCHEI THtCK.. . tl2 INCHES THICK. 4 INCHEI THICK. I X I-I" REQUIRED fOR EXPANSION I X l.tO/tO WIRE MUH AT I X 1-10/tO WIRE MEIH AT . WIRE-MEIH AT MID-HEIGHT. fORCES. NO -IAIE REQUlAED. MID-HEIGHT. t INCHES MID-HEIGHT. 4 INCHES - NO. a DOWELLS FROM FOOTING I MIL VllQUEEN MOISTURE GRAVEL Oft lAND IAIE. I GRAVEL OR lAND IAIE. I TO ILAI AT at INCHEI ON IARRIER PLUS t INCH lAND, MIL VIIOUEEN MOIITURE MIL VISOUEEN MOIITURE CENTER: 4 INCHES GRO\VEC OLII IAAlItlER PLUS t INCH lAND, IARRIER IILUS t INCH lAND. lAND lASE, I MIL VIIQUEEN MOISTURE BARRIER PLUS 1 INCH lAND. OALIIAOE fLOOR SLAII . 1/2 INCHES THICK. NO ME'H . t/2 INCHEI THICK. ' . tl2 INCHES THICK. 4 INCHEI THICK. I X I-I" REQUIRED FOR EXPANSION I X I-tO/tO WIRE MEIH OR ' I X 1-10'10 WIRE MESH OR . WIRE MESH OR QUARTER FORCES. NO IUE REQUIRED. QUARTER ILA.,. JlOLATE QUARTER ILAaI. ISOLATE lUll. ISOLATE FROM ITEM NO MOlaTUAE IARAIER FROM ITEM WALL FOOTINGS. FROM STEM WALL fOOTINGI. WALL fOOTINOS. 4 INCHES REQUIRED. 1 INCHEI ROCK, GRAVEL OR 4 INCHEI ROCK, GRAVEL OR ROCK, GRAVEL OR lAND IAIE. lAND lASE. NO MOISTURE lAND lASE. NO MOISTURE NO MOISTURE IARRtER IARRIER REQUIRED. IARRIER AEQUIRED. REQUIRED. ,.LIIE.IOAKING OF LIVING NOT REQUIRED. MOISTEN 10AK TO tl INCHES DEPTH 10AK TO t. INCHES oEIITH 10AK TO 24 INCHES DEPTH TO AftEA AND GARAGE ILo\l PRIOR TO "OURINO TO 4~ AIOVE OPTlMU....' TO ... AIOVE OPTIMUM ... AIOVE O,:"TlMut.II MOISTURE IOILI CONCRETE. MOISTURE CONTENT. MOISTUAE CONTENT. CONTEN'!. HOTEl: t) ALL DEPTHI ARE RELATIVE 'TO SLAI IUBOAADE. I) SPECIAL DElIGN II REQUIAED FOR VEAY HIGHLY EXPANSIVE IOILI. FOUNDATION AND SLAB DETAIL (NOT TO SCALE) VIlOUEEN "GRAVEL OR lAND IAIE (WHEN REQUIRED) JOB NO.: ~92.09-01 FOUNDATION AND SLAB RECOMMENDATIONS 7/9q DATE: FIGURE NO.: PLATE 2 '{EARTHTECHN.CS- 1 TABLE :r RESULTS OF COMPACTION TESTS. JOB NO.: 99209-01 ASHBY - 7/7/99 NAME: DATE: MOISTURE UNIT DRY RELATIVE SOIL TEST NO. DATE DEPTH CONTENT DENSITY .COMPACTION TYPE (...) (PCF) (...) 1 6/1/99 1206 9.3 115.9 90.1 A Key 1st lift 2 6/1/99 1208 10.2 118.4 92.5 A Key fill 3 6/1/99 1212 8.8 119.2 92.6 A Alluvial removal 1st lift 4 6/1/99 1215 9.2 115.0 . 89.4* A Fill Pad 4A 6/2/99 1215 9.8 121.5 94.4 A Fill Pad Retest of 5 6/2/99 1217 9.1 117 .4 91.2 A. Fill Rear Yard . 6 6/2/99 1216 10.3 119.0 92.4 A Fill Rear Yard' 7 6/2/99 1218 9.2 117.9 91.6 A Fill Pad 8 6/3/99 1219 9.4 118.1 92.3 A Fill Pad-Front 9 6/3/99 1218 10.0 120.5 93.6 A Pad Fill Rear 10 6/4/99 1220 9.5 116.7 90.7 A Pad Finish Rear . , 11 6/4/99 1220 8.7 117.6 91.3 A. Pad Finish Front .12 6/9/99 1220 9.1 118.3 92.5 A Pad Finish 13 6/9/99 1220 8.5 . 120.4 93.5 A Over excavation , Finish -- SEE PLAN FOR TEST LOCATIONS : ~S.nd Cone ASTMD1558-84 ~-DrIYe Cynnder ABTM 02837-71 !I-Nuclear ASTM 3017-78 . . **TEST FAILED, SEE RETEST Esrth Technics ~ TABLE ]I LABORATORY TEST RESULTS JOB NO. : 99209-01 NAME: ASHBY DATE: 7/7/99 SOIL TYPE CLASSIFICATION . MAXIMUM OPTIMUM DENSITY IPCFI MOISTURE 1%1 A On-site Silty to clean sand with minor gravel 128.7 10.6 . , . . , , , .' , -- q EARTH TECHNICS APPENDIX A \0 ..= li. 5 . o en , en Q. - ~ I en en LaJ 0: .... en (!) z - 0: ct. LaJ I :I: en PROJECT: ASHBY" 6 4 , , 3 , " i i' " , " I, , , 2 , ' . I I ., I '1..1 I , I I, , , I ' , , , , , " , ", I I I o o , " . I I 2 3 4 5 6 NORMAL PRESSURE- KIPS / SQ. FT. EXCAVATION NO. i=-K. DEPTH: o. /' 'KE.MoL.Vs.t> Th 90% REl.tI(D-lE. COM ~l~ SATURATED TEST IN SITU. MOISTURE TEST rJ = 29 C = 325 . rJ · C = . P.S.F . P.S.F DIRECT SHEAR TEST DATA Earth Technics EXHIBIT JOB NO.: 99209-D \ DATE: 5f~ \\