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Tract Map 9833-1 Lot 8 Geotechnical Report
SUPPLEMENTAL E C L (COMPACTION) LP PROPOSED 740 S.F. GUEST/POOL HOUSE ADDITION W 43686 PIASANO PLACE TEMECULA COUNTY OF RIVERSIDE,) CA, FOR JACK AND LILI DINH PROJECT NO. e I DECEMBER 27, 2015 ENGINEERINGLAKESHORE LAKESHORE ENGINEERING December 10, 2015 Project No. 15-075C2 Property Owners: Jack and Lill Dinh Client: Rick Hatfield (909) 851-4228 (Building Contractor) Attention: Public Works-Land Department, City of Temecula, CA. Subject: Supplemental Geotechnical (Grading Compaction) Report Proposed 740 S.F. Pool/Guest Room Addition 43686 Piasano Place, Temecula, CA. Lot 8 of Tract 9833-1; Plan No. LD 15-1707; Permit No. LD 15-4118 Gentlemen-, INTRODUCTION At the request of Mr. Rick Hatfield, Lakeshore Engineering was requested to provide an updated Geotechnical (Foundation Recommendation) Report for the subject site. The property was rough graded (circa 1997) for a construction of a new single family home construction on a level pad. The site is now planned for a detached pool/guest house addition, to be located on the northeasterly corner of existing pad/slope portion. Our original Preliminary Site Soils Investigation and.Rough grade compaction Reports were prepared for then property owners Mr. Glenn Crowther(P.N, 96-022.P1® dated. August 22, 1997), The purpose or focus of this report is to provide updated findings, conclusions and recommendations for the planned detached addition of a pool/guest room. Our scope of work to prepare this supplemental report included the following: MY a) A site walkthrough/reconnaissance to verify or determine if any alteration has been made to the original manufactured pad and the site has not undergone any supplemental grading operation. b) Conduct 3 hand auger exploratory borings to the depth of 4 feet within the areas of proposed spread footings, to determine and/or verify the suitability of existing soils for support of proposed construction. c) Laboratory Soil Testing(Expansion Index, Maximum Dry Density and Chemical Scan) to determine soil characteristics at the foundation area, d) And the preparation of this Geotechnical/Foundation Recommendation Report. 26811 Hobie Circle, Ste. 13, Murrieta, C-A. 92562 (951) 329-6730; E:Iakeshoreengineerin@yahoo.com AAWMAW MOMM"" SWO&A" 1060" AWWW" � � � saw"" 8"060A � gum" Sawa" UW� U� 1�� W"Q""" Qa� i� - � - - ----- -� � --� -- -- --- - - � - -� ---- - � - � - - � � - � - � - � - � � � � � .. � � - - � � - � - � � � � � � ---- - � -- I � � k� � -- �- -- -- - --� --�- - ---�� --�- --- --- --- --- -- - � -- - --- - � � � - ��� - - ��- -- ----- -- - -- - � -- - --- - - - � ��-� -� -- - - ��� -- - � � � � - � � - . - � . � -------., -. . - .. . , - " -, . � --- -:-...�'.-� - � . � - � ..- . ��. �: ::::!::::;::o:- , - -`.-�-. � I . . :��' . ... .� � . - ���:: ��:�:����:�:��:��:���:�!��!,:�:��' .�....-����������� - � � -- - --- � -X:- �.. �� ..:.I-XI�. �. � - -- .. -� . � �...-:��� :*�:, , ... - ----- �:. . -....-�.�.�... �� � �� � � ::�"::":.... -.'�.:..-.-.------- b:�: �� -��-�- -.-�. �...:� �: ,���.����.........��.......��.,.� - - � - � - - �.���'-,L�� � ��� ��- � - - - - :.'-�- .. - ,.::::::�`::�':: -- -�: :�i�'....'i.."'i.,.. i ':� -'-.-'�.*�-.::::::::. :�:�:��:�::��������.�.�,.��.�,.�...'�,�.�..�:������:: .--,... ��... � ..'-��...A �� .�..����....�......�.���������������������.".......,........��...,..����.��� � ..-..'..:.....�..'....%��..������-��........��.......-. � �� .. � AERIAL MAP (APN.959-020-008) �.. iii��i���iiii;���!!!�������,*:.��.,�.��...��-.-.--. ����.�.�.�...�.���������������;i����i�i��ii�i���.-�..�. - � I , � � � - . - I � � ��� ;i��i�i�;�i��!;���!� � - * .. --. ....... . -.... ���������������:���:����������)�� � � �'�:�i;�:�:-i;:!:!:!i�ii ............ � � ...'-......� - ,.�.'.:'...:-:.:.%* -......-�- � - li ..�.....-....�........ �� JACK AND LILI DINH .�� �9` :j:j :'.:�-..-.L�.-.'..'.....- "** . -'% � .:... 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O.GS 0,79 0.52 0.57 0,33l 0.39 0.26 0,12 3,00 0,00 0,00 0.20 0,40 0,60 0.90 1.% 1.70 140 1.60 1,20 100 000 0.20 0.44 0.60 0.20 1.00 1,20 1,40 1.60 1,90 2,00 Period.T(sec) Period,T(sec) For PGA,, T,_, Cu.S,,and CR, values, please view the detailed report. http:/lehpl-earthquake.cr.usgs.govldesi,gnmaps/us/surrimary.php,.template=minimai&Iatitude.,. 12/I3i2015 tia December 10, 20155 Project No. 15-075.C2 Page No. 2 BACKGROUND INFORMATION AND PROPOSED DEVELOPMENT The site currently supports an existing house, swimming pool and landscape, limited to the easterly half of property. The remaining lower easterly portion appears as undeveloped ground. House is supported on a manufactured hillside benched hillside pad, sandwiched or supported by cut (southwesterly side) and fill slopes on the easterly side. House sits on an over-excavated and reworked fill pad. Existing fill slope (easterly facing along rear of house) is in the order of about 30 feet high and the front yard south-westerly cut slope is in the order of 12 feet high, all slopes surface appears pitched at 2:1/H:V. Except for the installation of leach lines, the easterly remaining land was left as undeveloped land (see aerial photo exhibits). The site, when compared to original rough grading plan on file (L3-97-046). shows no major deviation or undergone regrading since the completion of original grading operation, circa 1997. The property is now proposed for a 2Wx 3)7' one-story, detached pool/guest quarters addition, to be located on the northeasterly corner of existing pad. Proposed building footprint location extends beyond level pad over onto descending 2:1/H:V fill slope ( see attached plot plan exhibit). Roof W cover drainage will be collected via downspouts and directed and exit at toe of slope. Building plans., prepared by Cliff Parris, were used as reference in the preparation of this report. Construction type will be conventional, wood framed and stucco walls with tile roofing, founded on concrete spread footings, matching house in looks and built. FIELDEXPLORATION AND FINDINGS Proposed building area is in the process of landscape removal (trees, shrubs and low garden block Z_ walls) in preparation for foundation installation/construction. Three hand dug trench or bore holes were conducted to log the subsurface soil profile and determine the competency of subgrade for support of building construction. In-situ soil density tests were conducted and bulk samples recovered for laboratory testing. The approximate location of our hand auger exploratory trench/boring conducted are shown site Plot Plan exhibit. The depth of borings extended to about 4 feet, or below tree root-hairs. Loose topsoil, encountered at 18 to 30 inches is underlain by engineered/compacted fill dirt. The fill dirt extended to depth of our trench/boring, The fill dirt, below topsoil., is predominantly a light brown, Silty/Clayey SAND (SM/SC), dense, lacking visible voids, well graded wl/trace gravels. No water seepage or standing water were noted in the exploratory holes. Boring logs are attached with this report. LAKESHORE ENGIEERING December/2 8, 201 5 Project No, 15-075.C2 Page No. 3 EX.lST.JNGPAD AND FILL SI PS ASS STD IEIT E ION CONTROL) Building pad was rough graded and completed in 1977, with the construction of house and pool completed circa 1998. Existing easterly facing fill slope, in the order of 30 feet high, pitched at 2:I/H:V and approximately 20 feet high in the area of proposed building construction. Slopes are fully ground covered and shows no signs of distress (erosion, pop-outs, creep., etc.). Slope contours appears smooth and uniform. Onsite manufactured slopes was noted to be free from distress (either deep seated and surficial failures) and in our opinion considered to be grossly stable. However, the subgrade soils consist predominantly of granular sandy soils, susceptible to erosion. Slopes should be conscientiously maintained (irrigated and ground covered to mitigate the potential of surface erosion). LABORATORY TESTING Maximum Dr v Densit'y and Optimum Moisture Content Determination A representative soil sample was collected from the field and classified under the Uniform Sol Classification System. The soils sample was then tested in accordance with the procedures as outlined in ASTM Method D 1557-78,to determine the maximum dry density and optimum moisture content of the particular soil type. The test results are presented below: Soil Type Soil Description t�ion 0 timum Moisture Content Max, Dry Density A. Lt. Brown Silty SAND (SM/SC) 9.5 %dry wt. 129.5 .PC-F- Expansion Index Test A representative soil sample was tested in the laboratory in accordance with A.S.C.E. Expansion Index Test Method as specified by U.B.C. guidelines. The degree of expansion potential was evaluated from. measured soil volume changes obtained during soil moisture alteration. The test results are presented below: Sample Location Depth Soil Description Expansion Index Expansion Potential House Pad F.G. Clayey SAND (SC/SM) 17 VERY LOW Corrosion Suite® Test results are attached in the back of report. Sulphate content is < 150 ppm and Concrete Portland Cement Type I I may be used, LAKESHORE ENGIEERING December.)8, 2015 5 Pro ect No. 15-075-I.C2 Page No. 4 CONCLUSIONS AND RECOMMENDATIONS Based on the results of our field and laboratory test results, understanding of site original scope of -1 grading operation and on. our past experience on this kind of work in the area, it is our opinion that A the underlying compacted fill (encountered below tree roothairs at 30-36 inches below grade) is dense, lacking visible voids and considered suitable for its intended use. The proposed building may be supported on conventional spread footings established in dense unyielding soil. No earthwork or moving of dirt, except for the backfill of retaining walls, is proposed for this pool building addition. Foundation is planned for conventional spread footings bench stepped along descending slope and retaining stem walls. Retaining walls in the order of 0-9 feet high. The local soils are considered to be VERY LOW in expansion potential . with an E.1 = 18. FOUNDATION-FOOTINGS Spread footings should provide an adequate foundation system for support of the proposed one story construction. The allowable soil bearing pressure of 1500 pounds per square foot may be used. This value can be increased by 1/3 for short term wind and seismic increases. Exterior and interior footings should a minimum 24 inches below grade (on level building pad) and footings deepen below existing topsoil, roothairs encountered to 30"'below grade), and established 12 inches into competent engineered fill dirt along slope areas. Footing width is 12-inch minimum. The footing should be reinforced with at least two 4 4 rebar. ONE at near top and ONE 9 4 rebar at near bottom. For lateral loading, a value of 0.30 friction factor is recommended with an active pressure of 40 -4/sq. ft. Passive soil pressure of 250 4/sqs ft. may be used where competent soil contacts cement. Retaining walls should be designed for anticipated structural surcharge loading where applicable and for at rest condition (55 psf active pressure). FOOTING SETBACK FORM SLOPE FACE JI Footings (both retaining walls and house spread footings) either to located or constructed near to slope face should have a horizontal setback distance of 7 feet minimum to daylight, distance measured from bottom edge of footing. FOUNDATION SETTLEMENT Compacted fill below, building footings, are in the order of 2 1/21 to 6 feet maximum fill thickness, 27- Z-- as located and shown on Plot Plan exhibit, The underlying dirt, below topsoils, is considered dense and Competent. LAKESHORE ENGIEERING 'a J, DeCember 28, 20155 Project No. 15-075.C2 Page No. 5 Based on the above recommended soil bearing loads, differential settlement should be in the order of less than 1/2 inch over a span of 50 feet, considered typical and within tolerable limits. 2013 CBC - SEISMIC DESIGN PARAMETERS The guidelines provided hereon are derived from ASCE 7-2010 edition for 2013 CBC compliance. Site coordinate 33.4864 d N and -117.1095 d W. a Mapped Spectral Ace. Parameters. Ss= 1.887 g and Si =0.767 g Site Coefficient: Fa= 1.0--(1613.3.3.1) and Fv = 1.5 (1613) 3.3.2) 10E Spectral Response Parameters: Sins = 1. 7 g and Sdmi = 1.151 g Design Spectral Ace. Parameters: Sds = 1.258 g and Sdi = 0.767 g FOOTING TENCH EXCAVATION INSPECTION All trench excavations should be inspected for competency of footing bearing soils For its intended use and meeting slope face distance setback requirements. Footing trench inspections should be conducted prior to wooden form setup, steel rebar installation and/or concrete pour. 10 CONCRETE SLAB-ON-GRADE Then local soils are predominantly of sand and silt mix. considered to be low-moderate in expansion potential (E. . <20 and soluble sulphate of less than 150 p. .)• Concrete slab-on- grade should be design in accordance with 2013. CC guidelines for low expansive soils. Prepared subgrade for interior floor slabs is suggested to be pre-saturation, 1 soil depth penetration, to 1 0% above optimum moisture or minimum overnight to aid in the concrete curing process. Concrete floor slab may be supported directly on properly prepared ground of 3 of clean sand over finished pad grade, covered with 10-mil visqueen to prevent punctures and aid in concrete cure, and capped with another 2-3 inches of sand. Type I 1 Portland cement with strength of 200 psi is recommended, The concrete floor slabs should be reinforced. with %® 3 rebars at 1 ,,on center both ways or equal (6" x "!# 6 x #6 '. '. .). Concrete floor should be at least 4 inches thick. Expansion cold joints should not exceed 14 feet apart in both directions. December 28, 20155 Project No. 15-075.C2 Page No. 6 SITE DRAINAGE Any future or supplemental grading operation conducted should provide positive drainage around building to minimize water infiltrating into the underlying foundation soils. All drainage should be directly off-site via non-erosive devices such as ditches and/or manufactured sales. Property M,A should be made aware of the potential problems which may develop when drainage is altered through the construction of additional garden walls, pool, patio decking, and gazebos, that are not shown on approved plans. Ponding water situations, leaking irrigation systems, over watering or A other conditions which could lead to ground saturation must be avoided. RETAINING WALL BACKFILL AND FUTURE GRADING This report is limited to existing site conditions noted on December 27, 2015,the last day of our field inspection. Prior to conducting additional onsite grading (such as retaining wall backfills), the engineer of record should be notified for supplemental compaction testing of fill placement where needed.. Our findings have been obtained in accordance with accepted professional engineering practices in the field of soil engineering. This warranty is in lieu of all other warranties, either expressed or implied. We sincerely appreciate the opportunity to be of service. If you have any questions concerning this report or require further information, please contact this office at your convenience, ........... % ectfully Suh',"' `�spes En, theerin pore eta Y ng, CE 3 744 L . 6/30/1 d 9; Enclosed: Plot Boringi/Tren&hlog. Chemical Lab. Test Sheet c-C E-copy to Client & 2 copies to City . LAKESHORE ENGIEERING . . , ;A NIL- Deeprin Soil Profile Field Lo No. lelo Job No, ate: 1 -- Elevation: Project a e: eference Logged by. Location- assistant: water feel; g —Drilling om are : Pp- Time: ,, RA Setup: Start: Stop: 'Drfilling Method: eight: fro Iei =ht. I ( .. Depth Samples Blow USCS Material Description Remarks P p (Feet) Count Symbol (consistency, moisture, color) 17, o TO i; 061 � - ,� g j 4AE NACCU-ILL-Ln APLE 8 3 4 ` A '. Lit J s �'� ate: 0. a 6 Pr o et Name: eerenee Logged by: Location- .Assistant- - Water Level: illin an 'ri e- Sets Start. s Sto a Drilling Method: l Driving Weight: -- Drop Height. Depth Samples Blow USCS Material Description Remarks t eet Count Symbol (consistency, moisture, color) . . �� CtME- Ex - - sba L,4J f V C- . f p _ R , P/A C 6 iPACIEn I -l _ u e i W ?;x SoflCor CORROSION&a`r ERMI L SCIENCES 41765 Hawthorn Street Murrieta,CA 92562 ph (95 )894-2682-fy\951)894-2683 Work Order No.. 15K1160 Client: Lakeshore Engineering Project No.: 15-075-PI Project Marne: I ATFIEL®/PIASANO 4 Report Date: DE EMBER 27, 2615 Laboratory Test(s) Results Summary The subject soil sample was processed in accordance with California Test Method CTM 643 and tested for pH ! Minimum Resistivity (CTM 643), Sulfate Content (CTM 4 7) and Chloride Content (CTM 422) . The test results follow; f inirnum Sulfate Sulfate Chloride Sample Identification pH Resistivity Content Content Content j (ohm-cm) (mg/kg) (% by wgt) (ppm) j Sample A 6.6 4,200 10 0.001 20 _.._._---------------------.. ........... ...................... l _ _____ _____ _______ *ND=No Detection We appreciate the opportunity to serve you. Please do not hesitate to contact us with any questions or clarifications regarding these results or procedures. hrr et K. Kaya, Laboratory Manager / / 1 _ gg 3 fl im l — - 1� Y O, ✓ ... ..,,,; ,. �� � _ Jai. a^ K cw E y E sz NG z 1 j1 -10USF. you i� AD gg""�� 5 — F' 3r i so Y A !� A r J J �" am or n ln__ 111-o' 3 � 3 r Yr` .: ... ,. " .. - s- ry. , x