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Highway 79S Geology Report
r Engineering (909) 793-7442 RV� Geology P.O• Box 11923 • San Bernardino, California 92423 ___ -- --- - - �#PP UL� C1�Y 4 � REV{EWED BY October 13, 1997 �. � ��g� ��� �� �, � r rE� i�^p�i,,'( ° � • ��s 'T'• '�''�'r'}a�v1n�tF'�'��. r�v'�/I� ~�� E tOPt i 5' i,Y CaF W _S�' �,� �: i��. -� n , ,+���r�t�JF�t Cz T►�C.yE r l. +' r,�-s r � S�r �(1t�/t•. R"fi'�ti�3Y���`�� ��S'�1' fab laf-� Mr. Chip 5wanson S'i.A�c (? t��C,rel E_J4ti"r'� t t ( ` ' `,��'t�c�Af" `.,:J�c� rI,^, `.s ."R!J:�T b!_ �.� 1`Ci°�+:��'�'��'iF�t., r::>,. A+T_y1hL'�Ti�Jk l LandGrant Development KE�:j�{7���t;�J(:U�3 Jt�dT!_::" � ' ��� 12625 High Bluff Drive, Suite 212 San Diego, California 92130 SUBJECT: REPORT OF PRECISE GRADING & IMPROVEMENTS Pads 5, 6, 7 & 8, Vail Ranch Center Southeast Corner of Country Glen Way and State Highway 795. Temecula, California Work Order No. 224-01 Dear Mr. Swanson: INTRODUCTION In accordanc;e with yc�ur request, we have prepared this Report of Precise Grading presenting the results ��f our obse;rvation and testing during site improvements at the subject site. All compaction test results are included in this report in Appendix C Table I. The 2(1-scale plan prepared by brf enterprises of Lake Elsinore, California was utiliud during grading and to locate our field density tests and was utili7�ed as a base map for our test locations presented as Plate 1. ACCOMPANYING MAPS AND APPENDICES �� I,c>cation Map - Figure 1 Density Test Location Map - Plate 1 Appendix A - References Appendix B - Laboratory Test Results Appendix C - Results c�f Compaction Tests ---------------- -------- —------------------ • Geologic • Fault/Seismic • Environmental • Percolation Evaluations Studies Assessments 'Iesting Mr.Chip Swanson Landgrant October 13, 1997 Page 2 n..,,:�..+r�crintion 1. � � �� Iteport Of Rough Grading, The The subject site was previously rough graded as reP° Southwest Corner of Highway 79 and Redhawk ParkwaY, Market Place at Redhawk, 30-�"Acres, 1995, b Geotechmcal & Temecula, Califomia, Work Order No. 362401.229", dat�d March 6, Y ' eers, Inc• We utilized the recc'mrnendations contained in botli �e Report of Environmental Engln St.ruuctural Section And Correction To Report Of Rough Rough Grading and the ° Prelim��' b G���� & Environmental Engine��� ��' Grading„ dated Mazch 17, 1995 prepared Y u h rading of the site a kwin barrel storm drain bOA sessmen D strict� 19 Subsequent to ro g g roved through the subject site in conjun�nstru tion and ba cl�ill was nspected, tested and app impmvements. Reportedly the culvert rading of F,iverside County Flood Control District. On-site improcurbeand guntter Off-s te mPr°vements by water lines, dry ut�tY lu�es, pads, backfill of se��'�'eT ��� action testin of, a large hole created by a blow-out of the Glen road consisted of comP g in Country re ate base over the water line blow-out and sewer trench. 'Ifie waker main, the subgrade and agg g Glen Wa and State highway 79S. in the project site is locatecl at the southeast corner of Country y �e icting si� boundaries and city of Temecula, Riverside County, California. A site map, p geographic relationships of the site, is presented as�ig�re 1 of this report• ���n�riation nsists of one generally rectangu�a�'-shaped parcel of land which is bounded o�n�e�n� The site co Glen Way, on the south by the sho p S by State highway 79 South. on the west b�y�C of aaTaco Bell restaurant. driveway and on the east bY the Paz1ar►g hicall , the site, consisted of a relatively level pad dra,ining to the southeast as sheet flow T�P°��P y dnvewa at approximately 2% into the existing Y• BACKFII-L O ERVATIONS & TFST�NG ��.upr I,ine &Water L'we 'als used for backfill consisted of silty sands, and sands. Following placement of the The maten ction was achieved utilizing an excavator and backhoe with pipe, fill placement and compa ,�e � w� p�� � 6 to 8 inch thick lifts and compacting wheels, and a fire hose (as needed)• amum moisture content, and was moisture conditioned, as needed, to bring �he material. to near op ���. then properlY comPacted• A minimum degree of compaction of 90%a was recl � RGS � GEOLOGY ' . „� — :; -�..� : �'�:.�.�;:;;=-- � `a` . �„�,�.: i.r , .• AP �;�,rl''�•.,. .. �.. , �'� •.•^ �. �a's _ ,�'• . .�`•. •�/'- '���^i����(':.��� . `�' . • : • .3, ,�`', �./ ��/� ,�,,,,,J. '1• , L ',w� ..�. = . .. ��;� !r �-t�-I � .. � r\_���^ ,� J �� • J � i .��• - ,`�y�i. �%"�''': _ . • i �� �"� '` � J i h��.��, '�/��.�. .- ,C . ' " Ci.^ '/ .... . _r�. O•' •• .' �....• f r ,- i . _,,,S ` .� /� ..- / _ti � ,,,1...,..+�'�,..� 4�; ': '/�;.�; - - � � .;i. , -, �" _ a =,�V ��' ./��'."+ �( '"'- '•. ,�•,� •� ,.; '�� � . './ �).�+�' .. '�' :"� ��i.', .r � - -• - ,� ' � \�� � .:� t�/ .. 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V : r �.. � - .��., �„ �'=' ::a�,�� ' 1 _ \Y` — � c ,� � • "_• '� f7�4�j�' -. � _ ,� ' '+� �� �' �_ � � =f ��•-• ` I J' � _'��... _.�''�"'' . �' -� ..- �..\ '��(`' = ��/�'Q y\��/�«' ���,,,. -' '-�� - -�,r„ � \`-''�wJM��� " '� �+ ` \ '�\-. . �\• .-r` ., `�T� �1 y ' - ' �_ �� ' �� �-.� .. � 1 ,. _z„• . •�s.��,..� . • . .�e. � l,• •_.•: '_` �= �� � ..:--�� '� c'�",. . !b " ��12Q0.• •` � i �1� � ^7G/rit�:G�' �l/ � +�;• . .. '-' •� • ;._ ,_ '�� � , � ���` � v� .. � ' -:�,, ` � �"�- •�,`` 11:: ��,.,... .. ; � ,;4 . :�� � ti ��. i '��`��.�.�J�, '••:�.• � • �;�� • �� :wN� � .}�;- :;�;- � : .�;ilr • �O �' / ,�,�...�'•�=y I '`` '•�i`, .� M° ./�c�. . __' ,. '� a l , ; ... _ . '`«: r��+^SJN�1 ��.t'l `� " 4• ~� . . .% �/ . ::ii••.�l `6• �r��u�s,�s 7s�a�uia+�+a��uw _��u►,cu�aw��es�•�•�� ' , :000 •ooa — �.: Uw WCATI�IV MAP �''°" 224-01 °�� OCT 1997 '''�"`' 1 : Mr.Chip Swanson Landgrant October 13, 1997 Page 3 Drv Utilities A majority of the trench was backfilled. with concrete slurry. '1'he soil materials����� consisted of silty sands, and sands. Following placement of the pipe and slurry, P compaction was achieved utilizing a backhoe with compacting wheel, and a fire hose (as needed). �e fill was placed in 6 to 8 inch thick lifts and moisture co iditiA ��n��mum degree material to near aPtimum moisture content, and was the�n Prope Y of compaction of 90% was required. r .a. �„a [`..ttPr�tib�'Sde Testi[lg v c�a+ Prior to the placement of Portland Cement Concreteo f� �hes°moi ture conditi ned to�near exposed subgrade materials were scanfied to a depth optimum moisture if necessary, and recomP�� to +90 percent of the maximum dry density, as determined by ASTr`I 1557. Countrv C���„ W"' watprl�e Blow-out Reoair The portion of the backfill below the pipe consisted of Class II base materials, and the remainder of the backfill consisted of silty sands, and sands. The exposed subgrad�nmao �e m raximum dry conditioned to near optimum moisture, and re-compacted to +90 pe density, as determined by ASTM 1557. The base and soil backfill materials were moisture conditioned, and compacted to +90 percent of the ma�mum dry density. Countrv Glen Wav Subgrade And Base Testing Prior to the placement of Class II base materials in the repaired and reworked areas, the exposed subgrade materials were scarified to a dePth of 12 inches, moisture conditioned to near optimum moisture, and re-compacted to +95 percent, of the maximum dry density, as determined by ASTM 1557. The base materials, were moisture conditioned, and compacted to +95 percent of the maximum dry density. Mr. Chip Swanson Landgrant October 13, 1997 Page 4 Preliminarv Structural Section We obtained a sample of the subgrade materials at the completion of precise grading. R-Value testing of the soil sample was conducted in accordance with Caltrans test 301 specifications. The results of the R-Value test was 72. Considering an R-Va1ue of 72 and a traffic index of 5.0, we recommend the following minimum structural sections utilizing asphaltic concrete paving materials: Parking Areas . 0.25 feet Asphaltic Concrete over 0.50 feet of Class 2 aggregate base. Truck Drives • 0.25 inches Asphaltic Concrete over 0.75 feet of Class 2 aggregate base. TESTING PROCEDURES F'ield Densitv Testing Field density testing was perforn�erl in accordance with ASTM Test Method D2922-91 (nuclear gauge). Areas failing to meet the minimum compaction requirements were reworked and retested until the specified degree of compaction was achieved. The elevations/depths and the results of the field density tests are presented in Appenclix C, Results of Compaction Tests Table I. The approximate location of the tests are shown on the Density Test Location Maps, Plate 1. 1Vlaximum Density Detet�minations Ma3cimum Density/Optimum Moisture determinations were performed in the laboratory on representative samples of on-site soils used in the fill operations. The tests were performed in accordance with ASTM D1557-91, Test Method A & C. The test results, which were utilized in determining the degree of compaction achieved during Fill placement, are presented in Appendix B, Table I. R"_ R-Value testing of a representative bulk soil sample was conducted in accordance with Caltrans test Mr. Chip Swanson Landgrant October 13, 1997 Page 5 301 specifications. The graphic results of the R-Value test is present in Appendix B. LIlVIITATIONS This report is issued with the understanding that it is the responsibility of the owner, or his representative, to ensure that the information and recommendations contained herein are brought to the attention of the architect and engineer for the project and incarporat�ed into the plans, and the necessary steps are taken to see that the contractor and subcontractors cany out such recommendations in the field. This firm does not practice or consult in the field of safety engineering. We do not direct the contractor's operations, and we cannot be responsible for other than our own personnel on the site; therefore, the safety of others is the responsibility of the contractor. The contractor should notify the owner if he considers any of the recommended actions presented herein to be unsafe. The findings of this report are valid as of the report date. However, changes in the conditions of a property can occur with the Passage of time, whether they be due to natural processes or the works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards may occur, whether they result from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and revision as changed conditions are identified. Mr. Chip Swanson Landgrant October 13, 1997 Page 6 �iTMM�RY Our description of operations, as well as observations and testing services, were limited to operations performed between August 11, 1997 and October 9, 1997. The conclusions and recommendations contained herein have been based upon our observation and testing as noted. It is our opinion, that the work performed in the areas denoted has generally been accomplished in accordance with the job specifications and the requirements o� the regulating agencies• No conclusions or warranties are made for the areas not tested or observed. This report is bas�ed on information obtained during precise grading. No warranty as to the current conditions can be made. This report should be considerad subject to review by the controlling authorities. This opportunity to be of service is sincerely appreciated. If you have any questions, please call. Very truly yours, _ �� RGS ENGIlVEERING GEOLOGY � � t'� - " �"':; � �2, f- t��'���-� ���, ,�. ;,; :��� �f, �. r � �%�,�`� '�',� � P w ��,�t;� �rr ,�a �F � � � NC,. C�:3 lA1$ K i -? � �k E=acpPr�s:�`j I`1 es R. Hanison 's her CEG 181 __._.�.._ ,r Project Manager ' eering Geologist `�yT ��� �,��-.�yF ae�t . einhart RCE 23464 ����-. �� c f t/iC �� Civil Engineer ,��4� ��r �`��(°`�i. ,.��.�5��r°�` �'�".5�����, `t � � �o.RCE 234�4 �' � � Expa�es:,�., 3 t �� ��' � a`�"►�f4F.�;�►�„���� ����� APPENDIX A References RFFERENCES Geotechnical & Environmental Engineers Inc. "Report Of Sewer Trench Bacld'ill, Vail Ranch Center, Southeast Corner of H'ighway 79 and Country Glen Way, Temecula, California, Work Order No. 362701.25"; dated September 18, 1997 Geotechnical & Environmental Engineers Inc. "Report C�f Rough Crradin�, The Market Place at Redhawk, 30+Acres, Southwest Corner of Highway, 79 and Redhawk Parkway, Temecula, California,Work Order No. 362401.229"dated March 6, 1995 Geotechnical & Environrnental Engineers Inc. "Preliminary Structural Section And Correction To Report Of Rough Grading, The Market Place at Redhawk, 30+Acres, Southwest Corner of H'ighway 79 and Redhawk Parkway, Temecula, California, Work Order No. 362401.229A"; dated March 17, 1995 � APPENDIX B Laboratory Test Results TABLE I 224-01 LANDGRANT Maximum Density/Optimum Moisture % General Source Description Lbs/Ft3 Moisture Area 1 Brown Silty Sand 129.9 8.5 SITE 2 Class II Base 137.0 7.0 IlVIPORT R-VALUE TEST REPORT 100 80 ... ..... ..... ..... ..... ..... ..... ..... ..... .... ..... ..... ..... .... 60 � � .......:........:........:........:........:........:....... ........:...... . ..... a� � � ... ..... ..... ..... ..... ..... ..... ..... ...... ..... ..... ..... ..... ..... > i � 40 : : : : : ... ..... ..... ..... ..... ..... ..... ... 20 ... ..... ..... ..... ..... ..... ..... ..... ... ... .... .. . .. 0 800 700 600 500 400 300 200 100 Exudation Pressure - psi Resistance R—Value and Expansion Pressure — Cal Test 301 Compact . Expansion Horizontal Sample Exud . R R Density Maist . No . Pressure Pressure Press . psi Height Pressure value pcf X Value psi psi @ 160 psi in . psi Corr . 1 300 130.3 10 .6 0 .00 46 2.48 143 56 56 2 300 131 .4 8.6 0 .00 32 2.50 248 68 68 3 300 131 .9 7.6 0 .00 28 2.52 347 73 73 TEST RESULTS MATERIAL DESCRIPTION 8RN SILTY SAND R—Value @ 300 psi exudation pressure = 72 Project No .: 224-01 Tested by: Project: LANDGRANT Checked by: Remarks: Location: PARKING Date: 10-10-1997 R—VALUE TEST REPORT . - Fig . No . APPENDIX C Res�ilts of Compaction Tests Table I Results of Compaction Tests BUILDING PADS Job No224-01 Name: LANDGRANT Date: OCT 1997 .....:........::. ..:.::.::......::.:.. ...:..::.:�..:::::....:.:.:::.::�::.::.:.:. . ................ ...... ...... .. .: ..:...: .:.�:.;.:.�:::: .::..:.::.>:.:.; .. .... <S.'�..,.,2..:.. .. . � . ;..srrr>:� �::�iSr:•':�£'si::e�::: f� . 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N 1 7 9 10/6/97 52.0 11.1 118.8 92 N ' 1 8 10 10/6197 53.0 10.6 117.3 90 N 1 8 11 10/7/97 53.� 10.3 118.3 91 N 1 6 12 10/7/97 53.0 9.6 117.9 91 N 1 5 13 10/7/97 54.0 11.2 118.9 92 N 1 6 14 10/9/97 54.0 9.3 121.2 93 N 1 5 15 10/9/97 51.0 11.4 120.4 93 N 1 7 16 10/9/97 52.p 8.3 117.D 90 N 1 7 Tabie I Results of Compaction Tests ON-SITE SEWER Job No224-01 Name: LANDGRANT Date: OCT 1997 . ..M;:.}:. ..,..:: ,..:.::..::.�:.:�::;�. �... .� � ::,. . .::. ... :.�:.;...;.> :::>:<} z �:� :•;.. �•: ��;� 1 9/12/97 -4.0 10.7 119.2 92 N 1 SEE PLAN 2 9/1?J97 -2.0 9.1 121.1 93 N 1 SEE PLAN 3 9/12/97 -6.0 9.8 119.6 92 N 1 SEE PLAN 4 9/12/97 -4.0 11.4 117.8 91 N 1 SEE PLAN 5 9/12/97 -2.0 10.6 118.9 92 N 1 SEE PLAN 6 9/12/97 -4.0 9.4 117.3 90 N 1 SEE PLAN 7 9/12/97 -2.0 10.8 121.6 94 N� 1 SEE PLAN 8 9/12197 -6.0 11.5 120.2 93 N 1 SEE PLAN 9 9/12/97 -4.0 10.4 121.2 93 N 1 SEE PLAN 10 9/12/97 -2.0 8.6 117.7 91 N 1 SEE PLAN Table I Results of Compaction Tests WATERLINE & VAULTS Job No224-01 Name: LANDGRANT Date: OCT 1997 :.,uy ,�.r......;;i.. . . . . . . ..: ... . ,.. :., .. ,. :�5,�" ;tti'�,'?ry`��.y$::"'+. 1 9/17/97 -4.0 10.6 119.0 92 N 1 SEE PLAN 2 9/17/97 -2.0 9.0 119.9 92 N 1 SEE PLAN 3 9/17/97 -2.0 9.4 118.7 91 N 1 SEE PLAN 4 9/17197 -4.0 10.4 117.7 91 N 1 SEE PLAN 5 9/19/97 -3.0 9.1 109.6 84 N*" 1 SEE PLAN 6 9/19/97 -2.0 9.9 110.7 85 N** 1 SEE PLAN 7 10/1l97 -1.0 10.2 117.4 90 N 1 SEE PLAN 8 10/1/97 -1.0 10.8 111.8 86 N*" 1 SEE PLAN g 1 p/1/g7 -4.0 6.7 117.2 90 N 1 SEE PLAN 10 10/1197 -2.0 8.9 119.9 92 N 1 SEE PLAN 11 1011/97 -4.0 9.6 117.4 90 N 1 SEE PLAN 12 10/1/97 -2.0 9.1 119.0 92 N 1 SEE PLAN 13 10/1/97 -3.0 8.5 117.0 90 N 1 SEE PLAN 14 1011197 -1.0 10.6 117.9 91 N 1 SEE PLAN 15 10/1/97 -3.0 10.1 118.6 91 N 1 SEE PLAN 16 10/1l97 -1.0 9.3 117.7 91 N 1 SEE PLAN 17 10/2/97 -2.0 11.8 119.5 92 N 1 SEE PLAN 18 10/2/97 -2.Q 10.7 117.8 91 N 1 SEE PLAN 19 10/2/97 -1.0 12.1 117.3 90 N 1 SEE PLAN 20 10/2/97 -1.0 11.6 118.6 91 N 1 SEE PIAN 21 10/3197 -3.0 9.5 117.9 91 N 1 SEE PLAN 22 10/3/97 -2.0 9.8 120.0 92 N 1 SEE PLAN 23 10/3/97 -1.0 10.4 118.3 91 N 1 SEE PLAN 24 10/3/97 -0.5 10.1 117.5 91 N 1 SEE PLAN 25 10/3/97 -0.5 9.6 117.3 90 N 1 SEE PLAN 5A 10/1/97 -3.0 9.7 118.6 91 N 1 SEE PLAN 6A 10/1l97 -3.0 11.1 108.3 83 N'"' 1 SEE PLAN 6B 10/2/97 -3.0 11.5 119.4 92 N 1 SEE PLAN 8A 10l2197 -1.0 10.7 117.4 90 N 1 SEE PLAN Table I Results of Compaction Tests DRY UTILITIES Job No224-01 Name: LANDGRANT Date: OCT 1997 :::::. ...v.�.;...:,;:::.,:.. .. ...,.... .. ... ........ .. .:,. ,;.�.�.:. :r�;:.,.: ..;;r< �::k�<:k� :.:Et`'6: `�'vF:,'.'•V.`C 4��. 1 9/30/97 -1.0 8.9 116.6 90 N 1 SEE PLAN 2 9/30/97 -0.5 10.1 117.0 90 N 1 SEE PLAN 3 9/30/97 -1.0 9.2 121.6 94 N 1 SEE PLAN 4 9/30/97 -0.5 11.4 118.5 91 N 1 SEE PLAN 5 9/30/97 -1.0 10.5 118.1 90 N 1 SEE PLAN 6 9/30/97 -1.0 8.7 117.4 91 N 1 SEE PLAN 7 9/30/97 -0.5 8.2 117.2 90 N� 1 SEE PLAN 8 10/1/97 -2.0 9.1 117.9 90 N 1 SEE PLAN 9 10/1/97 -1.0 9.5 116.9 91 N 1 SEE PLAN 10 10/1/97 -1.0 8.6 116.8 90 N 1 SEE PLAN 11 10/1/97 -1.5 9.1 117.5 90 N 1 SEE PLAN 12 10/1/97 -1.0 8.3 119.0 90 N 1 SEE PLAN Table I Results of Compaction Tests CURB & GUTTER Job No224-01 Name: LANDGRANT Date: OCT 1997 1 10/9/97 Subgrade 7.5 117.3 90 N 1 S 2 8/13/97 Subgrade 8.9 119.0 92 N 1 W 3 8/13/97 Subgrade 8.5 120.9 93 N 1 W 4 8/13/97 Subgrade 9.3 119.8 92 N 1 W 5 8l14/97 Subgrade 10.1 117.0 90 N 1 W 6 8/14/97 Subgrade 8.0 118.7 91 N 1 N 7 8/14/97 Subgrade 11.3 117.8 91 N� 1 N 8 8114/97 Subgrade 9.1 123.7 95 N 1 N 9 10/6/97 Subgrade 8.3 121.8 94 N 1 N 10 10/6/97 Subgrade 10.2 117.7 91 N 1 NE 11 10/7/97 Subgrade 7.5 126.1 97 N 1 E 12 10/7/97 Subgrade 8.1 122.4 94 N 1 E 13 10/7/9� Subgrade 10.6 124.1 96 N 1 SE 14 10/9/97 Subgrade 9.6 118.5 91 N 1 S 15 10/9/97 Subgrade 10.3 117.3 90 N 1 S 16 10/9/97 Subgrade 8.5 122.7 95 N 1 S 17 10/9/97 Subgrade 7.9 118.1 91 N 1 S Table I Results of Compaction Tests SUBGRADE & BASE Job No224-01 Name: LANDGRANT Date: OCTOBER 1997 :::....::<.:�:::;:.:::::.>:....::.::�: .:.:.:..::: ...:.:;:..:;.:.:: :.. ���rA } .�:.: •.;:•;�.<;:<��:,��::�:�:. x�:; :.< s�i: '�� r:. 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Esbensen &Associates i � � � ��� I This signature is to be a wet I DESIGNED signature not a copy 1 /� 1 -��.�� l/ �� �.';,�;,...: APPROVED ' I BY . A. M. ���:;>�:�:��:,` I �;;:�:,:::; 'r:U{� DATE SIGNED : ��t S � I DATE : December 1997 1 s 'r�o '� co�sutt�ur� �'cc��r'_,��.. � ���� hp�A ��Q�'� � ��%9`�. ��_��T��a�t� .Q. gy Tt�lS �T '�' �C�l � ��C�, OOE 113 RU�iPtED ,��qp 4E STATE� 0�A�,°�?�i�a F&kiMtT C•S� � - ., ,�,v �(�.1�S�p�� �.��u:v� $����� t' � �TYd�.vE P L G t C�� 1� �"•. • r p;1 t 1 l�i T � , �`�� pGal '� t`��p-= ;.3�,.E 11C�'5���.� " � � AP"�::�i'J"al BY -C;.�e'1Q.�i�4'��' � �''/ CS`,:1'�'.'�0415��C'1��x'" A C�.:.^".,; E''".�Ilt1 � �`�'"" it''��„�• R y C-, � A ,"` � � `.�.S_;.�BE ,� ,, �1 A� ��� � �� �,� �• . . �� ' �A,..��,e�N�[.trN Yr � F gr 7� �''��'����"�� :-""�� �r�`. ` �• ��3. �'�--� .._-. ��s:.3 � ... ..w 2 / _ �w.f ...,.�...rc .� ..... ... ...�s..... JOO "�", � � . _ . ,; � ._ A M ENGINEERS 9HEET NO.� oF Consulting Structural Engineers CALCUI.ATEO 8Y DATE C619)741-7306 I 2 3 �►�,�¢- s,� ��' R$_�. . ��-� � � � .--.� � C7 � _ . .�: � - � � . � ' �$-� , . ,g�'� � ; - �g� ,,� ,� �-a [�s L�, � � ,ti �, I� � �g�'' ' I' � s,N�#z ,� � � O) Rs 7 I ��� ' i . . . , j � � ! �,I i i a '��� '�� e' s.,�-�� '� '��`� 0 ' � ' � 5,�.� 5 ' � � � � � � 5,,�..�� , , ( i � 'I .-.5; . �:'� ` � . I s;.:'p�.._� � � � �$~,� t ;:�,: � " ;';a �0..�� � � %:. � � � - , - =�=_ - --_-- . . _o a o RB-9 s���3 � � �aM��� �� ��I�08� Z ��N�1l�N#ERS 325 W.3rd Ave.,Suite 205,Escandido,CA.92025 Phone(760)741-7306 Fax(760)738-8364 December 12, 1997 DESIGN CRITERIA (Flat Roof Loading) (Sloped Roof Loading) Roofing 2.0 psf Tile Wt. 12 psf Plywood 1.5 psf Plywood 1.5 psf Rafters 1.0 psf Joists 1.0 psf Purling 1.0 psf Beams 1.0 psf Sprink. 2.0 psf Slope Adj. 1.0 psf Misc. 1.5 psf Misc. 0.5 psf DL= 10 psf DL= 16 psf LL= 20 psf LL= 16 psf SeiSmiC: Zone IV V=0.183W Wind: Exp. "C" P= 17.36 psf 0-15� high SOIIS: Brg.=1800 psf CotlCrete: f'c=2000 psf for footings and slab Reinforc.: Fy=60000 psf for#5 and grater Fy=40000 psf for#4 and smaller Lumber: DF/L#1 for 2X rafters, 2x joists, beams and posts. �Q�r� DF/L#2 for 2x studs. � M 24F-V4 for simple span glue-laminated beams Q 24F-V8 for continuous glue-laminated beams Steel: ASTM A5Q0, grade B for tubular sections � R Q ASTM A501, or ASTM A53,type E grade B for circular sections ASTM A36 for wide flange sections and plates. �.4�,,:,�r� ;.ra ;;�:_c� �:�..,� r!K•.,s Weld: Welding shouid conform to AWS D1-1. All welding shall be done by electric arc process ;`nvv���`; "�;;�'r;�;� :�-�.,AY. ..f:�'!�c4�� using approved rods and performed by certified welders. Ail fabrication and weiding shall t���r,'-� ' performed in the shop of an approved fabricator. The approved fabricator must submit a certificate of compliance in accordance with U.B.C. section 1701.7. 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R11-826 REV. 1 Supersedes Form No. R11-826 Rev 0 � � ; � � RKMA- SERIE� HIGH EFFICIENCY RKKA- SERIE� STA�QARD EFFICIENCY GAS HEAT/ELECTRIC CQQL{fUG PACKAGE UNITS � .� ;�� �� � t,�. ,,,; ;�; y�, *Unit shown with � optional louver �,,, panels installed. � , , �� ����.-�" Nominaf'Sizes 3 to 6 Ton�s���� �� ����� [10.6 to 21.1 kW] EPA POLLUTION PREVEMTER � �yEY11y.., aY�Y„'� � E�FICIENCY � �r� . i � � � NATING � (� � CERtIiIED r 0.. e11 � � � ;� . � � � ama ♦w�rlw1 b � ACCIIpfTA'If{M ��bYl nM�' Y U�a�Cw� p�p � M finYl�Yr ��nW� � V C4ni/icM¢Nu�Mef:MI81 PERFORMANCE DATA-STANDARD EFFICIENCY � , �� � ._. : 38 10.56)':.��' `1" .�,,;;,,< 26.5",:7.74 ::rr. _ ..,.��..10.2 .. , : �.4 78.0 q448' 1600 i755) ' 48(14.10J . .".°.35,5[10.38 10.4 9.8 T8.0 �.� A072 2200[1Q38) 70(20.40 49.5[14.551 - 9.5 g�.0 PERFORMANCE DATA-HIGH EFF�CIENCY A038 1200 �66j ' 3� t0.56] ..w.�,.. : `27,:'. 7.92 12.0 ip.5 78.� A048 18Q0 755 ' 48 [14.10 . '� �35.5�10.38 :,- 12.0 10.4 78.0 __ � ,.�;" � . .. . : r,,,�"; HEATING CAPACITIES A036 ,:. 80 23.4] _ _,...�;..B2.5[18,3J.,.M„«, �.,�. ,...8a �,: 75.5 30-60[16.5-33.5] . A036 120[35.2] 94.5(27,7] ' 80 76.5 50-80(28.0-44.5� A048 80[23,4� 62.5(18,3) 80 i5.5 30-60[16.5-33.5) A048 100[29.3] � 78.5[23.0] 80 75.5 40-70[22.0-39.Oj A048 : 135�39.6J 106.5[31,2J 80 76.5 50-80[28.0-44.5J � AQ72 ` � -'�100(29.3j ; 78.5[23.Oj ' 80 75.5 20-50[11,0-28.Oj A072 135[39.6J 106.5[31.2J 80 75.0 30-60(16.5-33.5� [ ]Designates Metric Converslons , ,�,: ,� :s �, ���,,� SELECTION PROCEDURE . �� '� � ,�� �� "'' 1. Determine cooling and heating requirements at deslgn � 3. Select heating capacity of the unit. conditfons. �In the heating capacity table on page 7, note that the 4 ton Example: [14.07 kWJ model with the 135,000 input heater can deliver Total cooling capacity ............43,600 BTUH[12.78 kW] 106,500 BTUH[31.21 kW],which is suitabie for this application. Sensibls cooling capacity ......34,000 BTUH[9.96 kW] 4. Determine blower s eed and ower to meet the s stem Haating capacity ....................96,000 BTUH[28.13 kW] '`: p p Y Condenser entering air .,........95°F[35°C] requlrements. Evaporator entering sir .....,....63°F[17°C]wb/76°F[24°CJ db At the given external static pressure of 1.1 in wg,the belt model - Indoor sir flow .:......................1600 CFM[755 Us] " :°°�� - must be selected. Enter the belt drive blower performance table External static pressure..........1.1 in wg on page 15 at 1600 CFM[755 Us�and 1.1 in wg ESP: Re uired efficienc 12 SEER RPM ..................1195 q y ................ Watts ...755 ............... 2. Select unit to meet cooling requlrements. . ". Drive ..................M Since total cooling is within the range of 4 ton(14.07 kW]unit and 5. Calculate indoor blower BTUH heat effect. "`-�. requires 12 SEER efficiency level,enter cooling performance . BTUH=Watts x 3.413=2577 table, page 19,at 95°F[35°C]outdoor temperature,63°F[17°C� �. Wb Total capac ty air:and 1600 C.46,600 TUH[13.66 kW] s CNet to8ae ooi ng�'i46,600 a 2577=44 02� 4 � . . 9, g _ 3 BTUH[12.90 4cW) Power input ............................4.2 kW Net sensible cooling=36,646-2577=34,069 BTUH � And also,at 76°F[24°C]db indoor entering air,and using the for- [9.98 kW� mula at the bottom of the page: , Sensible capacity....................36,646 BTUH[10.74 kW] 7 _,. - ._�„..,.� . _ ,.�. . ,... M...._, _ _..�. ,,., ,W.Y_.W._ PHYSICAL DATA-STANDARD EFFICIENCY� . Compresso� � ��� � �{s�,;. NoJType 1/Scroll "1/Scroil 1/Scroll 1/Scrotl 1/Scroli J Refrigerant Charye R-22 Oz(q] 72(2041] � 77(2183] . 106[3003J 131 [3714J 176(4990] . Condenaer Fan � �' -.:� No. . 1 .: �,�,�. 1 _ 1 1 1 CFM(Us] 3600[1699} 3600(1699] 4000[1888] 3700[1746) 4000[1888] Diameter In.[mm] 24[610] 24[610] 24[610] 24[610J 24[610] Moto[HP[W]RPM V3(2796J 1075 '�/a(2796J 1075 Vs[2796J 1075 V3[2796J 1075 Vs[2796)1075 Condenser Coil '";�.�,• Face Area-Sq.Ft.[Sq.m] 11.0[1.022] °` �.;�11,0[1,022J 16.9[1.570] 16.6[1.542� 16.6[1.542] Rows/FPl 1/18 ' ' 1/18 1/22 1�/�/18 2/22 Tube Dia-In.[mm] 3/a(.953j 3/a[.953j 3/e[.953] 3/a[.953j 3/e(.953j Evaporator Fan ��. �� Dia x Width-In.(mm] ' 1 Q x 10(254 x 254j ' '10 x 10[254 x 254] 10 x 10[254 x 254j 10 x 1 D(254 x 254) 11 x 10 Motor HP[Wj-Direct Drive K Vx VZ �/z 3/a N/A Motor HP[WJ-Belt Drive UM Vx/Vx , <,��7 �/x/�/z VZ/3/� 3/4/7 1�/2/1 V2 Evaporator Coil ° Face Area-Sq.Ft.[Sq.mJ 5.16[.48J .. � 5.16[.48� 5.16[.48] 5.16[.48] 5.16[.48j Rows/FPI 3/13 • �'����?��f` 4/13 � 4/13 5/14 5/13 Tube Dia-In.[mm] 5/18�7.J4] S/i8��.94� 5/�s�7.94) 5/�s[7.94j 5hs(7.94j � fllfers „:;ry<4��v NoJSize (2)i6 x 25 x 1 �; �� .(2)16 x 25 x 1 (2)16 x 25 x 1 (2)16 x 25 x 1 (2)16 x 25 x 1 � In:[mmJ [406 x 635 x 25J :-e ` 406 x 635 x 25J �406 x 635 x 25J [406 x 635 x 25] [406 x 635 x 25] � .. ",�� „� '� � E� �',�`�,r�,�. � ' ELECTRICAL DATA-STANDAR.D EFFICIENCY � , � ( � I K i, L K ` K L � � 3-60-208/23D 12.4/12.4 88 Direct Belt 3.0 2.8 2.0 ,62 21/21 21/21 30 ` A036 3-60-460 6.1/6.1 44 ""' a e ' Belt 1.4 1.0 .62 11/11 30 I 1-60-208/230 , 18.0/180 104 - �ifeCt 3.0 2.0 :62 28/28 30 l 3-60-575 � 4.8/4.8 "., '; '" 35 �' '"',°',� ��,:, Belt 1.3 .7 .62 8/8 30 4 � ..� ,;:r � K � K L 3-60-208/230 13.5/13.5 99 Dlrect ' Belt 3.0 2.8 2.0 .62 22/22 22/22 30 A048 3-60-460 7.4/7.4 ' 49.5 . Belt 1.4 1.0 .62 12/12 30 � 1-60-208/230 23,7/23.7 129 Direct 3.0 2.0 .62 35/35 60 3-60-575 5.8/5.8 40 Belt 1.3 •7 •62 10/10 30 � 3-60-208/230 18.6/18.6 156 '' 9elt 5.8 2.6 .62 32/32 60 � A072 3-60-460 9.0/9.0 70 Belt 2.8 1.2 .62 t 6/16 30 3-60-575 7.4/7.4 54 Belt 2.1 .9 .62 13/13 30 � [ ]Deslgnates Metrlc Conversions � , i ' -. . � G � � 9 Geo technical � Environmental Engineers, �rr.c- Iulv 30, 1996 ' �vir. Ciup Swanson � �andGrant T]evelopment ^�� 12625 High Bluff brive, Suite __� Sazi D�e�o, California 9�130 RT, i:' pu��'`'rCF l`�RAY3ING P�ASE I 5�ECT: RE�' --- Vail Ranch Center, Sout�Ywest Corner ot �i���°ay 79 and 'Re�hawk �'�rkway Temecula, (:a].iforni� _ Virorg prde.r No. 362602.�39 Dear Mr. S�vanst�n: n�rr*.,�t'�T1T TL`"j`j(7�T Yn accoxdar►ce w�th your request, we have PrePazed this Rep art af Pre�ise Gradi:�; presensaa or ouz abservatian and tesdng dunng gr�din� c�S the sub�ect site. Gefltechnze�i ihe results �. � � reco mmendations and canciusians �ezrti.nent to h.. .,onstructidn of the plann�d comme-c,ai de��elopment are incaud�d i�� th�s report. � e Sub radin� & �osion �onuol Pl�n pr�� nY T�s-Pacific Consultants, Inc• G 'I'he 4Q-scal g �ests and was uui�zecl � t (1'PC) of Tesnccula, California was uaiiuci ao�fa��ur field densiry ��1��� a base ma� far o�r test loeauons preseniea F� c� APP_�'.����". ,�.. �*� � � i�: •� NTpAYV"'YYIVCY MAP'S AND � '� .,��'��, �.� 4 r,� �';i'',:,�..c,.,�;�,�t:.' r.+'..�1..)t.`���'� Location Map - Figure 1 ���G�' ��..�'oundation and Slab Recam�O d�°��s F ateule ? Densiry Tcst Locaaon � P t APPendix A - Refezer�ces p�pendix � - I-.aboratory Test Re'sults ,�,ppendik � - �,�su�ts of Compactio►� Tests _...., �_._..,.a..�"t*,r_le'W'cst • Tcmecula • CA 9259d , TEL(909)b7d-833i - FA� (9p9) 67�'4583 1HtJ ,_�, '_{�I '1�:::��I �I-1�: �_ll_'1'1 �,'_I'�I '-��I�lr..� i�_� 'l�i'F��l iµ��,.=�_�.11 i i . _.. Mr. Chi� Swanson LandGrant Dev�Io�t�lent 3uly 30, 1996 Pa�� L �'roject Descrintion The project site incarporatcs ten individual building pad areas with associated parking and landscaped areas• VJc assigncd numbers 1 through 9 to t17e pads excluding the Albertson's p�d. Pads 1 through 6 and the Albertson's pad were shown on the original 40 scale map. Pads 7, $, � 9 werC added to this phase Of COnStruCtibn. Pads 7 �a�d 9 are designaied building pads as 5talced by 'T"PC, numbex $ is not a build'sng pad, but an area that received i`ili to contour elevacions. The propercy is prapos�ci for d�voia�ment as a commercial, rctail center with associated parking. "I"he projcct site is gencrally the east�rn half o� the previously �raded super �ad, lacatetl no�th of the Temecula Crcek Chann��, east af Cauntry Glen Way, south of State �x�hway 79 South and west of Redhavvk Parlcway in southwcsterri �2iv�rside County, Gaiifornia. � site ma�, depicung site boundariGs and geographic reZat�onships of thc site, is �resented as Fi�re I of this re�rt. At the time 4f this report there were two soil stockpiles�enerate,� from the subject arad�nc immediately adj�cent to the sice. �oth stock�:les are depicted o� Pia�te 1• One was placed along the northern bank of the '�emecula Czeek channel just south �f the site and the othex just west of the site. Grading includcd cxcavat�on, campaction, and fi11 placeznent to prepare the site. �aximum davli�ht cut was apprdxirnate�ly �.5 feet along the w�st side of the pazidng area. ?v�aximum fill depth was appr�ximately 5 fe�t in the storm drain easernent south of the er►tza�tce xaad from Country Glen Road and approximately 1.5 teet zn several of the buildina pad ar�a.s. Sife. DeSCr'ipti0n . Th� Siie Cansists of tCn a�nt�r�ly rectan7u12r-b�ed On th�ADrdth by State��Tiahwa 9 So h� landscaptd azeas. Parccl Map Nd. 2798 � on the east by Redhawk Parkway, on tkte �xrest by Country Glez� Way and Tract �686�, ana on the south by Teme�ula Greck. Topographically, the prajeci site, prior to the subjeCi arading, consisted of ;ently southwest � sloping terrain with natural grad�ents af approximately 2% toward Temecula Creek. Ovez�aZl xeiief at the site, prior to �radinb, was �ppzoximately C� feet. �FtAD�N� P C�C��URES �rit�ina COritI'7CtOr Szte �rading'was conducted by McDowell Excavation of San Diego, California; bez�.�een Julv J.S, 1996 and 7uly i9, 1996. , w.o.r.s�6o=.� GFA"tECSI�IG,�.L.&�'�tONr�"TAI.Fl�1GIPIEE�tS,k,riC. �t �-' 4=� r,t_i_; JF-IhJ .r'�"�cl 1=�:�;� I=M' '�itJ'�! r��'� ti44b l D '1 i ���=1.-�I_�.���1 CEOCEC`1:liCQl C� �:'1allTDY�Tl1C'Tt.Q� �:'t�LTiB:".�� �YtC. ' � {.� - -�� � - ,"'-�f;,r . ,r; � `-r"t :, / -�•,� . �, �7. ' ;,,-'��•�,� . ,��J.., . ' s'T�:!� . ,� �r"�" . - ... �� �!`.:- . ,�;�; �--','.(� � .. .=� � . _. --...*'`J,�*' .�".:?l � � , ` ,,.,, "'-:: -,�_,� � � � � ' �:w-� _ . '',-/��.' `��,,� �i � ; r}, .� ,._ •'=�'" • , „ �h, ' �J •r .�. � ^ \�r l�f; - � � . . . r ,'L �., �is i: '�,��,, , ^�t_J�,E��y��-"_ :. . ,.- . .� -. . � � . J: _ G.. ��'��/ ��� _..i / f'i � . t • ^,•-•,.�� `�� `�r'`.r •� �^/�J•• r.1•,.• �� �r/ !r,,� . ��J,.�'�'1 a `V,�'�� . 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A�ApTT�PNO�iI A LtSGS TS iilul'E��-ma�rx F�y{qp . -P�.CJILlo0f�i4�8(P�'��all�ad'� o x�o �wo s�u.� � �W��� �p ,�� ���sa�.��� °�: au�Y ��gs � �. � . I�"'I�'� .__ _� 1� ._ I I•. �vltl_� I.J.i�� _��i'-}IJ I 1_i 1�1 hilJ'-�J�J.�vi 1 l� � . _i-i ;�7r. Chip Swanson . I,andGrant Development July 30, 1996 Page 3 Site Pr�paratton Clearing oi wee�s and other r�rganic rnaterials r�ras complete� pri.or to �rading observation services. Alluviai 12emovaLs ' AIluvial removals werc cQmpleted during thc raugh grading vf the super pad as reported in "Report nf Rough Grading," preparcci b� Gcotechnical & Enviranmental En�ineers, Znc. (G�, 1q9Sd}. � �Il Ptacement �� Thc enare site was founded in �all materia.is�previously placed as repar.ed in "Report or Rou4n Grading," {GEE, 199�d}. The top dne faot of existing matezial, ia� axeas to receive fll we:e moisiure conditianed and compact�d to a minimum af 90% of the Maximum 17e:sity pz�or to fill plac�m�nt. All cut pads were treated sim�laxly. Tv accomplish the processin� of t��te top orie foot of matcria� the cantractor removed �rtd replaced the material rather than proc�ssing it in p�ace. Fill was •placed in thin loose lifts aQ�roximately b to S znches thiek, ar�ught to near optimum moisture conter�t and compacted to at lcast 9Q% re�ative compaccion (AST?v� D1757- 7$). Compactioa was achieved by wheel aro�lzn�; with track dozers, loaded attd unioaded scrapers, and water uvcks. The maximum laboratory d�y densiry, as deterrr.ir,�'i by ASTM D1557-91, Tesi Iviethods .A. & C and CAL Z16 {Appendix $, 7'abl� I), were utili2ed as the scandazd ror feld compaction control. Fiil Soils Soils utilized for compacted fill tygically consisted of an�site si�t� 5and and sandy suts. As well � 4s previously imported silty sa.nds, sands and sandy silts from ih� adjacent Temecu�a Creek ' channel. � Cut/Fiil Traruitions _ I Precise grading at the si�e included cut and fil� operauons. ?he subject sice was previously mass graded into a large super pad. Duc to the avere�c�avatian of,alluv�a� materials across the entixe sitc, na tractsitions firom cut of fill exist on s�te, The entire site as gz�ded consists af��ll. Prior ; to canstruction, a grading plan/�aundation plan review should be�erfbrmed by the geotecianicat � engineer to assure compl�ancc with the recomm�ndations included herein. Should transitian lots be identified during subsequent grading the spccific coz�diuons should be reviewed by GEOTECIiNICAL 8c FNV�R.fJNMENTAL E.NGIl�'EERS, INC. to assure praper remedial gradxng is implemente�3. GEA'iECHh"ICAL&F1�iV�03H1�i�7V'C,�L�iCIIV'�.EkS.INC. 1�4.U.+r3ti,T64:.-�9 JNPv .__� +��_� l�l��uJ rt: '_lU'�� F,_+'� �-1-�b I i� 1�r�r 4_1-+.��,;s�;._�_���'� i .�i._� Mr. Chip Swanson LazldGrant Develo�ment 7uly 30, 1996 Paae 4 Slope Con_rtz-uctic�r► No slopes avex 2 fect in heiaht or stcc,per than a maximurn slope ra�io of 2:J. (harizontal:verticall were constructe�. There were no cut slopes on this project. TESTING PROCEDURES ; " _ �ield DensitY 'I'estin.; Fic1d d�nsity testin.g v��as �erformcd in accordaisce with ASTM Test Methad Ta155fr$2 (sand- cone method) and ASTM Test M�thod D292�-91 (nuclear gauge). Areas failing to me�c the minimum comQaction requiremcnrs werc rewarked artd xetested until the specitied degre� or campaction was achieved. The elevat�ans and the results of the fzeld dertsiry tests are �resente.� in Appendix C, Results of Campac:ion Tests T��aie ZII. The approximate Iocation oi the tests are shown an the I7ensitv Test Location hsap, Plate 1. Maximum n itr� Determina ions I�axxmum Density/Optimum Moisture determin�tians were performed in the labaratorr on rcpresentative samples of on-site soils used in �he fill b�erat�ons. The tests were ger�ormed in accordasiee with ASTM D1557-91, Test 1VXethods A an� C� ar�d CAL 216 method. The test results, which wexe utilized in determinzng che degrce of Compacrian achieved �:�ring ri]! placement, are presented in Appendix B, Table I. Expansive St�il Testing Expansion testzng was performtd on 4 samplcs, one f�om the McY7onaids pad (Pad #1), ane f�om the Albertson's pad, ont from �he Taca Bell pad (Pad �'�3 �nd ane fram Pad #5. The �xpansion Index results for the 3 samples tested is 4 corres�onding ta a very Iow expansion putential. The test results of the ��pansion testing are presented in Appendi.�; B, Labqratory Test �tesults, Table �I. - Sulfate Testin� Sulfate testing was �erforme� dunng th�raugh grading as reponed in GEE, }.995d on zandomly obtained samples from aeross thc site. The Ia6oratory srar►dard used was California 417A. The materials exhibiteci very low sulfate cant�nt. R-Value Testin; , R-Value testing was performed bn a s�mple of the subgrade soils north af the Albertson's pad. � The results o�the R-Value testing was 37. The difference between the prelimxnary R-Value (40) GFA'i'ECIDdiCAL&c Ew't'IRONhT�vTAI.ENCtNFE�tS.[,[C. �•_0-+r3�:6o2.:79 !HI� �"_ _ _ .��I•.J 1 1 � . _���'I�_-� f_��..�'_.� _�'-Y`il_, I i_I �. I�f.JL�:'-F_��J._!..:1�_I � ,�i1J Nir. Chip Sw3nson LandCrant Development J'uly 30, I996 Page 5 axtd this result is not signifiCate enough to w�xant a changc in the structurai section. The test rosults af ttte R-Value testing are present,ed in Appet�dix B, I,�bazatary Test Results, Tabie TTT. LIbU��'ACTI(�N Based on the Pr�Iiminary Geotechnical Tnvestigations perfQrmed on adjacent properties, due tv low density soils azid shallow groundwater, "a poten,tial �or liquefaction daes er,,ist...". Thc aliuviat remova]s and zecompaction provide,ti a miz�xrnum, S foot campacted t�ll m�t oeneattz the park�ing areas and the building pads alort� tho western boundazy. The fiI]. mat beneath those areas is e,xpceted to provide paztial mitigation for izquefaction patentiai. T�owever, �pCali2e� areas of settlen�ent, and sand bozis are possible witk�in the parking area, and the bux�ding pad areas undezl�i,n by less than S feei af compacted till. Foundation and Sia1� Ttecomrnend�tions Foundation systems for the proposed single-story stzuctures can u�ilize canan.uous and spread foundauon s��stems. Foundations should bc designed in conjunction wxth tI�e recommendai�ons pres�nted on �g,ure ., �oundatiari and Slab Re�c�mmendations. �ontinuous and sprcad footings, founded an ihe recommended xone of�rope.riy carn�act�ci fill, may be designed at an allowable be�az�ng capacity of 2,5(?4 and '3,OOG psf, resp�ct�vely. Vve have assumed a min�mum footing depth o� T$ inches below �rade. I.,a�eral loads a�ainst buildin� foundations m�� �e xesist�d by friction betwee;� t�tie bottorn of f00LirioS �td ihe Su�J�30rtin� soils_ An allowab�e friction caeffic�ent of 0.35 �s recammend�d. �"1Atw.prk Concrete fl�twork in exteriar building areas shauid be desi�ncd accoz'ding to the e�pected sail �� conditions and anticipated usage_ The recommendations gxven in "Concrete 513bs" shoutd be - applied where pertiner�t. In addition, construction joints should be provid�d �o retiuce t:�e effecs of ar��� possible soil mov�ment and concrete shrinkage. ,;� f� .� Con���-�te �labs rl�f,5, Car►crete slabs�on-gz�de should bt supportcd on a properiy campacced suogz�ade. Additianaliy, a �•apor barrier consisting af a 6 mi1 pt►lyethylene sheeting ove,rlx�.in by 2 inck�es at clean sand \�°'�`��� should be placed between the bottom pf the floor siabs a.r:d subgrade�sails, GEO'I'FCt�lr'iCAL&EI�V7R01�'H�I+ITAL F]'�GIN�R.S.INC. ���.0.�'36?.60:.a9 JM�� �- -- i�-F•�J1 I �•... �.!l_�i`_! L���_J Jti--Vi� I i_i 1�lF�J�-.._�i_,._�._�i��� . . _ i FOUNDATIC�N AND S�AB ��C�MMENDATlONS FOR EXPAN�IVE Sf�ILS Fd�Jt�1�aTION RECOtvA�NDw''1IONS � ONE STORY � TWO S7QltY • f FLiOTIAIG 61ME�ISIONS R�IkFORCEMEMT � FpqTING DIMEHSIONS REINFORCE�ENT i �xPA►sstau t�aEx � � IJIR7H PEPTH � WIDTN OEPTH 1 VERY LOu 12" 92�� 1 - #4 7oP � 12" 18�� i - #4 T4P I i (0-20) _ 7 - #4 607TbM ` --1 = #!� BOT70M� � �pu 12� 12" 1 - y1t+i 7DP ! 12" 18" I 1 Y1. TOP ( j (Zi-?�) 2 ' #4 BOTTOMt E 1 - #:: 60TTQN { ; NEDIUM 12" � 1$" 1 - #4 70P � -32�� 18'� i 1 - #5 TOP � ; (51-90) 3 • #4 BbTTOM 1 - A�S 6DTTOM � � - — -- ---) � HICN 12" 24�� 1 - �5 TOR 1 1S" 24" 2 - t14 TOP � � C91-731) 1 - #5 BOTTOM � - � �Tf� _� SC.�.B RECpMM�Nt7ATI0NS � SLAB 6 MIL MOISTUkE � REOUIRED TNICKN£SS ' REQUIRED DEPTH � ' EXPANSION :NQEX BARRIER REQUIRED � OF SAND UR GRAVEt I OF PRBSATURATI�N � �HICKuESS STEEL CLIV[NG AREA SLABS) � LAYER_6ELOW BARRIER 1 (MIk L�. OVEit �P7.7 j �'ERY LCN 3-1/2" 6106�'!0/10 YES i 1" � SA7URATE SURFACE i � (0-20) � – � , i �Oy 3-S/2�� 6X4-70/10 I YES 7" � SATURA7E SURFACE � c21•50) � iMEDIUM 4�� bX¢-10/1d YES � 4�� I 12" � � :St-94) I , _ _ 4 i HIGr H— 4�� 6xd-616 YES I 4" 'a" � j ; t91•1311 I i � i CCOt5TRl1CT10N MOTES: 7) A 1" LAYER OF SANII ABOVE THE MOyS711RE BARRiER SIiOULD BE P!AC�D iN ADD1T10N 70 THE BASE MATERIAI 7LACED FOR EXPAatSIVE GONGI'IONS. �) Al1 SLAB R�TNFbRCING SHOULD BE PLACEU A7 THE MIU SECTION Of Tk� SLAB 3) GRA6E BEAM$ AR[ RBGOMMEiiDE� AT ALL uIDE ENIRANCES SUCH AS GARAGF DOOR dPENINGS. TNE PR�.tECS 57RUCTURAL ENG[NEER SHOULD DBTERMINE 'F}iE DIMEH51bN� AWD fiEIMfC1RCIMG REOUIREMENTS FOR GRADE BEAMS. �,�� 4) THE RECfJMMENDATIUNS COliTA1NED HEREIN ARE PRE5ENTED AS G11IaEl1NE5 f02 ,�� ' E%PANSIVE SOIL C4ftDITIQNS. STRUCTURAL L4�1NG ANO tiESIG?I PARAMEiERS gHauLU BE CONSIAEkED. � 5) TNE RECOMMEHpAt10Fi5 PRESENTED IN THIS FFGllRE MAY 6E SUPEiiSCEEbED 1N J TME TExT OP THE R�PORT. ��� • :�.YT��G�''�.. �...., C � . :i ir'?Pd�..:. �L t -,1�ri GEbTECHN�CA►.T.. & ENVIROtiMENTA�. E1vGINE��tS, FNC. � "� �IGURE N4: 2 WOR�C bRDER N'O: 36260v.239 .;,i ,_ ivl�-+ i-� � � ��._i�._ ��_ 1 r r����,.��.:._.,.:��._i � . __ Mr. Chip Swanson LandGrant Development July 30, I99b Page 6 Ret.ainin� 'ti�'atLs VV'here retainin� walls or subsurface structural walls are planned, they shauld be designed in accordance with the foilpwing criteria: U'nre�trained Walls ' ' Level r;1 Slopi,�g �a�kf�ll � �nc�f'ill Backf'ill So�l T��pe (Active} {Active) can-site Silty Sands/�"ancis 45 psf SU pst` If�estr�zried w�.lis axe t4 be used, ti�e appropriate active �r�ssures shoutd be derived when wall heights and restraint contiitions are known. V4'alls subject to surchargc loads should bt des��ned for the a�propriaLe aWtive �ressttres when w•�11 heights a�ld load conditions are knawn. The wall baci.�ill shaulc� be weli-drained to zelieve p��ssible hvdre�staric pressures on the. wall. , VVall footings shouZd be designed as recc►mmended under "roundatia:: and Slab Re�ommendarians" Figure 2. Backf�ill behind retainin� wails should be compacted ta at least 90% of the ma�cxmum density, as determineti bv ASTM D1�57-91. Structu�i_Section Based on R-Value testing at the subjeci sit�, canside:i,lg a minimum R-Value ai 40, we recommend the following structural sectians udlizing asphaltic concrete paving materials. Li�ht Dtxt�� • 0.� zeet �►sphaltic Concrete over Q.S feec of CIass 2 ag�zegate base. TTeav�� D��tv + 0.33 feet �1sph�.ltic Goncrete over 0.75 feet af Class 2 ag�regate base. CON'CT��U'STGN.S Therefore, based on the above informatiort, it is our opanion that the subj�ct�ads and associated parking arr,�.,c as dc�ictetf in Plate�1, are suitabie for the proposed development pzovided the recommcndations contained in the "Repon of Rough .�`ir�dxn�, The Maxket Place at �tedhawk, 30± Acres, Southwest Corner of�iighway 79 and R�dh�wk Parkway, 'Z"emecula, California", Work Order �Ta. 362�01.229, dated March 6, 1995 and "Pretiminary Struetural Sectian and GFATEC�'�GAL&�vlR4i�hS�N'rAL�NCC\F.F�S.INC. VP,O.A�36:60::39 i i-,i ti �_� _��� 1�t,�_iL I-I� 9t_t9 F,�y '�µ4r� f Li 1;r���i�:_;cl:��;:1 l:1 �'.G�'� Mr. Chip Swanson . LandCYrant Develogment 7uly 30, 1996 Page 7 Cozx�ction to Report of Rough Crading, The Market Ptace at Re�hawk, 3(�± Acres, Southwest Corner of T�i�hway 79 and Rcdhawk Pazkway, Tcmecul�., CaLifomia", Work 4rder N�. 3b24d2.2�9A,, c3atad h�arcn 17, 1995, prcparcd hy GEO�'ECY�hTYCAL&�NVIRO?�1VIE�N'rA�, F�1�iG�ERS, INC., are camplied vuith during d�velo�ment. � RECONZLVIENDATT(7�S Slope Protecti n and Mainteriance Slope erasion of the siltY sands is a signi�caftt �oncern with regaz�d to surficial stabi�ity. We recommend that slopes, cut or fill, be planted with erosion resisr�nt vegetatzon ar otherurise protect�ed as saor� as practical. Drainaae �'inishe.d lot draina�e should include a minimurn positiv�8raditent of�% away irom �e scructure a minimum distance of 3 feet, and a minimum of ,I% pad dr�,i,�agc off che pr�pertv :n a non- e�osive mannez'. Any roof or c.�topy water and pad draina�ge shall be dxzected to the sveet ar o�'f the site ir� an approved non-�z'4sive mannez. Drainage aff the�property shouid be�ccomplish�d in an apprnve� manner to prevent ezasion or instabxlity. P'r�.►cise Gradirisz plan/Foundation P�an Review C?nce.precise �t-'ading and/or�fou�idauon pi2trts are availabie a review ,tiauld be pez-��rmed by the geatechnical en�ineer. Tht grad'znglfoundation pl�n revxew shou►d xr.ciude determinauons uf the adequacy of the overexcavation requirements. Subse,gueni radin, A,11 �rading zequired to achieve deszgn grades should be monitared by GEOTEC�NICAL & �'I�tprfMENTAT. ENGI1V��tS, �NC• to cdn�'trm campliance with tt�e recommendations cantained hexein. F otin� Obs re ��ation Prior to the p�acemeni of reintoreement steel.or concrete, footing ex�r��ations shouid be abserved by the Ceotechnicai Consultant for conformance with the project specifica.tions. GFA'i'ECIIh7GAY.&�'VIRO`T�'TAL IIdGII�'E£3LS.LtiC. �II.O./362b02.�4 IHP�v c_ 'G 1-�1•�i= -1: _il,��i F-�'_�'_? _„-i-��L� II� 1,'i�bl'_1`�1-��___�l_i � . l_� NSr. Chxp Swansori � LandGrant Developmet�t Jul}� 30, 199� Page 8 Sto��: il Soil The stackpiled soil th�t exists an site has not bcen �roperly compacted nar tested, hawever it shauld be suitable to be placed as fill. Any import material necessary to cam�Iete thc grading shauld be approved prior to placement, ta assure conform�ce with the project specificati.ons. � LIlVnTATTtlNS Considering thc site has been precise graded general,ly without specifics as to the final srructures to bc ercctttl �or the proposcd commexc�al develapment, tlxe conciusions and recommendations includ�ci within this.report should be cansicfertd preliminary. Rc�ommendaaons should be finalized when the znd�vidual precise �rading and foundatia�n plans for �aach suvcture aze complete. This report is issued wxth the understanding that it is the responsibility af the owner, or nis represencative, to ensure that the in�ormati�n and recommendations cantainr.c! herezn are brought to the attention af the axchit�ct and cngineex tor the projeci �ztd incorpor�teci inca the��ns, and the neeEssary steps are raken to see that the contractQr and subcontractors carzy out such recommendatians x� t��e field. � This firm does not pra�tice or consuit in the field of safety engineering. We do nat direci the contractor's apez•atians, and we carinot be responsible far other than our own persannel on ttie site; therefore, the safety of othez's is the responsi$�lity of the contsactar. 'X'h� cantractor shautd natifv the own�r if he cdnsxd�rs any of tht z�ecomsnended actions presented herein �o be unsafe. The tindings of this r��ort arc vatid as of July 29, i99�. Ho�•ever, chanbes ir� the coRditions of a praperty can occur with the passage af tirne, whether tt:ey be auc to nacura.i processes ar the wozl�:s of man on this or adjacent properties. Zn a�ditian, changes in applicable oz appropri2te standards may oecur, whether they result from Iegislation or the broadening or �:.nowiedge. Accordingly, the find'zngs of this re�ort may be iz�validated wholly or partially by changes . outside pur control. Thcrefare, this xeport is subject to review and revision as changed conditions are identitied. �. S�Tl�'�A� — Our descz�ption af grading operations, as wcll as observations and testing services, were limited to thase grading a�erations perfarmed betwcen I�ly 15, 1996 and July 29, i996. The _ conclusions and recommeridations'contained herein have be�n based�upon our vbservation and testing as noted. It is our opinian, that the work per£oxmed in,the areas denot.ed has generally , been accomplished in accord�nce with the job specif�cations and th� requirements of the regulat�a�g agencies. Na conclusibns or warranties are m�de for the areas not tested or observed. CEi17Tr.CxII�t'fCAL&Eir'ViRONh�NT�.1.ENCL�i�ERS.lAtC. w.O-r�62�02._39 _�I-u� L: '�iJ'� r'�y ��.�:�r, I�.J 1�C,4J�-1.�_�=,.: �i r. i 1 , �" 1�•��� rr iv1r. Chip Sw�son LandGz�ant Deveiopment July 30, 199b ��3a8 9 '�'h�s repo� is bascd on informatian obta.ined dnri,ng rough grading. Na wananty as to tne curxent �onditions can he made. This report shauld be considered sui�,ject ta review by tne controlling authoz�ities. � This opportu�.zty to be of service is sincerely appr�ciated. If you naue any questions, please , ' call. Ve:y truly yours, GE4�C�CAL �c FN�'fftQN14iENTAL ENCrINE�2S, �VC. ! , � � ; ,�j• 3 � n P. Fre :10 . Reinha,ri, �.CE ?34Ei� , '�. �rajtct Geologist egistratidn �xpires 1'';31/97 A�p C!vi� �.�� �c���'�'� �E��y,��,,�„ wC� �� 4,��`�,: � � .� �� Na.�E x�ssa � * �: iz/�� * . cri `�. ���cac.s�o� , . GEOT$C$h'ICAL J�F�1�iRONibffivTAL ENC,[NF.F.R.1,INC. �Y.O.M3d260'..r9 APFFN�IX A ' �tef erences 5 Vti.O-�3fi260�.�39 GE07ECfF'�1CA.L.6c�VIRONA�7�'AL E�iGTN£ERS.Ii+jC. . _ R�k_'EREIV'C�S Geotechnical & Envxronmental Engineers, Ync., dated 3uly 18, I996, "Geotechnicat Review, Proposed Alberrson's Store No. 614, Vail Ranch Cent�r, Southwest Carnez� af I-�ighway 79 and 9 Redhawk Parkway, Temccula, Cali�o�-nia", �Vork tJrdcr I�o. 362�41..00 GeatGchnic�l&c�nvxronmental Engineers, inc., �995a, "Response to I.,�tte�zor Inforn�ation, Vail 12anch Center, Southwest Corner of Highway 79 and Redha'wk Parkway, Tcmecuia, Caizfornia", Work Order N'o. 4085�1.04A, dated November 9, I995; Geateehnicat R: Enviranmental �ngineers, Inc_, 1995b, "�esponse ta Third �axiy Review, Va.i.� Ranch �enter, Southwest Garncr df�iighway 79 2u�td Redhawk Parkway, Temecula., California", �Vc�x:: C7rder No. 4485Q1.U�t, daced 1�'ovember 3, I995; Geotechnzcal &. Environmental Engxneers, Inc,, dated March 17, 1995c, "Prelimiraary 5tructural Sec^tion and Carrection to Report of R.ough Grading, '7"�e �vl.arket �'lace at Redhawk, 30± Acres, Southwest Corner of�Tibhway 79 and Fc.edhawk �arkway, Temecuia, Caiifornia", W'ork Order I�o. 36��01.229A Geotechnical. & Emrironmental �ngxneess, Sne_, dat�ci lv,��a'ch 6, 1995d, "Re�ort of Rau,�h C�ratiing, The Market Place at Redhawk, 30+ Acres, Southwest Corner of i�ighway �9 and R�{II13Wk P��'3y, Temecula, Califoznia'', �%ork Order �'3a. 3b2401.22� Geotechnical & �nvironmental Engineezs, Inc., �ated February 4, 1994, "Alluvial Remaval D�pths, The Marl�et Flace at Redhawk, 30± Acres, Southwest Corner of �T.ighway �9 and �t�dhawk P�'icway, Temecula, California", Work Ordez No. 362�01.22 Gec�teehnical & Environmentat Enainecrs, �anC_, dated �ebruary i$, 1993, "Emb�rticment Drawdawn Analysis, Propased Ternecula Ch�nnel, Assessment District ��9, Rive.rside, California", VVar�: C7rder No_ ?06107.d0 Creotechnical & Enviranmental Enginetrs, Inc_, dated da.nuary 2i, 19�2, "Respons� to County Review, �aunty Geolagie Repo�t N'o. $13, Assessrncnt District 159, Tem�cuia Lre.e�: and Disposal Are�, Rive:side, Califoznia", Work Orde: ,No. 206J,07.OU Ranpac Soils, Inc., dated J'une 19, 19�1., "Preiiminary Geotechnical Inv�stigation, Channel Improvement Plan, Temecula Creek and Disposai Area, 12iverside, Caiifornia", Wor� Qrder No. - ?Qfi107.00: Ranpac Soils, Inc., dated Ma,y 3, .1991, "Frelimxriary Geotechn�cal Invesugation, Channel Tmprovement Plan for Temecula Creek and Disposal Area, Riverside County, Cai�fomia", Work Qrder No. 20b107.04: � ^'.,�.. ,1 r�c_: ..?r;'- � :'•r E;::r GE4TFCIi1VYCAL 6c�1'NIRONMET�TAL E.N4INF�..�tS,�1C. �1'.4-s3ti260Z.279 ...,.�. :�.:;.�f � + Ti�TFiI FHi:�F.1�1.� �-+