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HomeMy WebLinkAboutTract Map 36568 Soils Report 1 � : AD�JANCED �E�TEGHIV��AL �OLL1T1�{�S, ��C. }� �'707�ap��s Sfre�t,�uite 1 SO San Di��t�,Califarni��2121 Telept�c�n�: (�i 1��8b7-�487 �'�:�7�4�4fl�-�287 ColRich Decembe�• 18, 20�4 444 Wes#Beech St�-�et, Suite 300 PW 1406-07 San Diego,Califarnia 9210� Report Na. �406-Q7-B�2 �ittention: �VIr. Scott Kel1y Subject: Grading Plan 12ev�ew,Shearwater Ii�Iu�Ei-Family Residentia�DeveIopment,City af Teme�ula,County of Riverside,Ca�iforn�a Re#'erences: See Appe�ndi�A Gent�emen: In aceordance with your request,presented herei�at•e the results of Adva�aced�eotechnical Solutions,Inc.'s (AG5)grading p�an��eview for the Shea�•water Mu�ti-Family Residential Developmer�t, Ci�y of Temecu�a, California The original geotechnical invesfigation was p�-�par�ed by LGC Geo-E�vironmenta�, Inc. (LGC} in May of 2013. Based L�pon the findings ar�d data presen�ed in this report �LGC, 2413j and review of the Rough Grading and Storm Drainage plans(Sl�eet 3 of 6}prepaared by C&S Companies da�ed�ecemb�r 15,2014, AGS has p�-epared this updated 40-scale grading plan�Aeview. Key geot�chnica�/geologic elernents identified ansit�that will affeet the p�•oposed development and whic�i shou�d be cons�dered ir�the design and construction of the project inc�ude the following: +:• Uns�itab�e soi� �•emovals. *:� Excavation chaaracteristics of�oil ar�d bedrock units. *.• Remedial gradinb adjacent to property limits and exis�ing improvements. :� Undercut z�ecommendations for pads, streets and re�aining walls. �:• Grading recommendations. *:• Design of�'aundations in anticipation of as-graded soil characte�-�stics. � �:• R�com_mendations for onsite hydro-mod�fication and bio-z•�tention basins. The iecommendations p�•esented i� this repoi�t are 6ased on the previously conducted subsu��face inves�iga�ion performed by LGC,associated laboratory testing,and oul•�amiliarity with the site. �t is AGS's apin�on, �'rom a geotechnica� star�dpoint, tha�the subject site is suitable for construction o�the proposed multi-�aini�y residences and associated improvements, provid�d the ��ecommendations presented in this report are incorporated i11to the design, plan�-►ing and construc�ion. Includ��i in this report are: 1) er�gineering chaiacteristics of the onsite soils, 2) unsuitable soit removal �•ecommendations; 3} grading recainmendations; 4) foundation design reco�nm�ndations; a��d 5} �•ecommendations foa� hydro- modification and bio-r�tention basin�. ORANGE AND L.A.COUNTIES INL,AND EMPIRE SAN DIEGO AND IMPERIAL COUNTIES (7i4)786-5661 (613)'7a8-Ib49 {619)8f7-4487 December 1 S, 20�4 �ag��� P/W 1406-07 R�port No. �406-07-B-2 Advanced Geotechnical So�utions, Ine. appreciates the opportunity to provide you wi�h geotechnical cot�sc�iting services and prafessiona� opinions. I�yo�.�l�ave ques�ions regarding this repor�, please co�atact the u�dersigned at(619) 708-1649. Respectfui�y Submitt�d, Advanced Creote�hnical So�u�ions, Ir�c. -� ,�EFFREY A. CHANEY,President PAUL DE RISI,Vice President GE 2314,Reg. Exp. 6-30-I 5 CEG 2536,Reg. Exp. 5-31-�5 ,��'������"�� ������� ������ ��� �� � ������� ������ � � ��� � � � �� ,�� ���� � � �' � i��.���rc � � � �, � �.� � ��, �� �'�� � ��� ����� � �� ������ �� . � _ Distribution: (2)Addressee (3)C&S Companies attn:Eric Saenz A�tachments: Fi�ure 1-Site Locatian Map Piate 1-4fl-Scale Rott�}z Grading ar�d S�artn Draina�e Plar� App�ndix A-References Appendix B�-T�:st Pit�i�orin�Logs Apper�dix C-Laboratory Test Data Appendix D-Slope Stability A�pe»dix E�General Earthwork Specificatio►�s and Grading Details Appendix F-Homeowner Maintenance R�corr�inendations ADVANGED GECITE�HNI�AL SOL�IT��NS, I�ICo �3ecemb�r l 8, 20�4 Pag� 1 PIW 1406-07 Repor�No. 1406-07-8-� �.0 INTR�A��TZOI� 1.1 Pur ose and Back round Tl�e purpose of this r�po��t is to pravide upda��d geotechnical recommendations fo�� the design and construction o�'the Shearwa�ter multi�fiami�y residential development. In preparing this �•epor�, AGS l�as reviewed#h�enclosed 40-scale grading plans prepared by C&S Companies. Pertinen�subsurface ir��'ormation and laboratory data�roin previous stud�es are included h�rein. 1.2 Scope of VVo�k The scope of our study consis��d of the following: ➢ Review o�available geologic anc[geotechnical literature. � Review of�he previous�y canducted subsur�'ace inv�st�gation performe��y LGC Geo- Environmental,I�►c. (LGC,2413b). r Review of the p��evious�y conducfied�t�filtration t�sting performed by LGC Geo-Enviror�mental, In�. (LGC, 2Q�3a). ➢ Preparat�or�of pla�(Plate 1)depicting the previous geotechnical data,geoiogic contacts,and anticipated remedial g�•ading depths utilizing t�e 40-scale Rough Grading and S�orm Drai�age plan(Sheet 3 ofi 6)Prepared by C&S Companies. ,,,,, ➢ Provide r�media�gradir�g t�ecomm�ndations, including undercuts fo��b�ilding pads and und�rgrnund improvemet�ts. ➢ Seismic hazard analysis and Iiquefaction analysis. ➢ Limited slop�stability a�alysis. � Earthwot•k specafications. ➢ Estimation af shrink/swe�l parameters ofthe various onsite earth materials. ➢ Use of onsi�e soils as a foundation m�dium. ➢ Bearing and friction va�ues. � ➢ Preliminary foundatian design. ➢ Pre�iminary pavement design. ➢ Design parameters for both conventional and MSE retaining walls. ➢ P�-e�aration of�his repox�t wi�h appropriate exhibits. �,3 Si�e Location�nd Desc�-i tion The trapezoid sl�aped-site is comprised o�'two adj acent par cels(APNs 922-110�0�3 and 922-�10-0 l 4) ���compassing appi�aximat�ly �.75 acr�s and is located west of Pujol Stz•eet, nor�h ofthe inte�•section of Pu�ol Street and the �uture Calle Cerrillo in the City ofi T�mecula, Calit'o��nia. A site location�nap is p�Aesented as Figure �. Cut•rei�tly,the site is pat�tially developed.It is our und��•standing that portions of the site were previous�ly graded to suppor�a multi-fami�y residential d�velopment. Sev�ra3 concrete slabs occupy the southeriy parcel. At this time AGS has no recorcts and/or documentation associated wifih this g�-ading.Reliefi across the site��anges from high of aprroximately 10�0 MSL in the northwest ADVANCED GE�TECHN[CAL SOLUTIOIVS, ING. 1- �. � z.,._� `'✓' �..�:�"`�. 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F�`� '""� � i�� A � I } � -'4 '� r„f e� ` °� r � ��'�..--ti`t�c. � � � 5�°,�`4'§ p- A� �{����r y...a � ��,,..� � � �. t .�..µir'��r y]�� l�..r"9,..- �� .t a � 1 =" �4 i e �!� �'� ��a w.�,.� . t�. ��^�...�',..,.�....� ����F�i 1J� � t�`�� ��` � � � ��������� �� �'� "���+'� ��•f � � �� � t"'""� ! � ` `5. 1 ���"``f�Y }��' y �''�f 4.� }"' �i���� r»�` � .��`-'ay�� u\` � ��,' � � �n. €�' ��j 1 �'�`�t � �,q� S� � §�����.��°,,� �_ L�., �` ~� �/ s` ,✓� r�:»,.�„;o r�r',�„���r p �� ����=, � -.�„_" � � 's,� '`�,���� �`�� � � $ * ��r �`���`�£ i��'. ��� � ��--.,.,„--�����`"��t�,�= �� t�, {� �'� °° , .� ' -�" �;,�� � }����� �� �-.�,::����� � �� ���`� ��-.�� �: .,�-' �- ��`a , , � `�� ----•- .��; �� � � N ���E �o�.A�T�� M1�P �H�ARWATER �"'EMEC'ULA, CALIFORNI� P/W 1406-07 FIGURE 1 � A[?VANCEd GEQl ECHNICAL SC3�UT1�N5,INC. SOURCE MAP M TOPOGRAI'HIC MAP �F THE � 9707 Wa�les Street,Suite 1 SO T'EM�CUL,A 7.5 M�NUTE QUAI�RANG�E, San Diego,Califo�nia 92121 SAN DIEGO COUNTY,CALIFORNIA Telephone:(619)850-3980 Fax:(7l4)409-3287 December �S, 20l 4 P���2 P/W 140b-0"7 Repor�Na. �406-07-B-2 portion o��he site to a low of a�aproximately 1010 MSL i��th�drainage along eas�ern side. D�•ainage appears to g�nerally b�by sheet flow to the east and so�theast. 1.� �ie ort Limitat�ar�s The eonc�usions and recommenda�ions in this areport are based on th�data develop�d during our recen� site observations, a review of p�'eviously prepared g�otechnical study (LGC, 2013), and the 40-scale grading plans prepareci by C&S Compani�s(Sl�eet 3 ofi 6). The materia�s immediately adjacent�o, or beneath tl�ose observed in the exploratory excavations may have different characteristics ar�d no representations are made as to the qualily or extent o�'materiais not observed. Th�recommendations presented herein are specific to the development plans r�fl�cted on the cur�•er�t grading plan. Modifications �o that design or deve�a�ament p�ans cauld necessita�e revisions�o these recomm�ndations. �,a PROPOS�D DEV�LOPMENT Cur�•en�p�ans call far tl�e developmenfi of�4 building pads �or support of �42 apartment home units varying fi-am two to tl�ree stories high. It is anticipated that the structu�-�s wiil be two- to th�ee-story, wond-framed builc�in�s suppor�ed by shal�ow s�ab-on-grade or"Mat" foundation systems. Overali acc�ss to t�e proj�ct site wi11 be via Pujol S�reet. Re�atively large conventional retaining walls are proposed along pat-�ions of the w�s�ern bo�zndaty(up to 1'�.5 feetj. The cur�-ent maximum proposed design depth of cut is app��oximately 20 feet in the western por�ion of the site. The maximum pt�opos�d design fills will be on the order of 1 Q to 15 feet located in the eastern partion of the �i�e. The highest proposec[design cut ar�d fill slopes aze approximately 20 feet and 15 feet high,respectively. 3.0 SUBSURFAC� I1�VESTIG�TIOI� LGC Ceo-Environmenta�, Inc. (ZGC) canducted a subs�.u•face �t�vestigation ii1 2013 to dete�-mine �E�e engin�ering proper�ies of the onsite soiis and to evalua�e the onsite sozls for support of the development proposed a� that time. As part of their study LGC excavate�, logged and sampled six ha��ow-stem auger borings and t�n backhoe�est pits(see Appendix B).In addi�ion,they conducted 1abo�atory�esting of�oth bulk an�"�andistu�t��d,'samples of the onsit�sc�ils{se�Appe�dix C).Aft�r th�geotechnical s�udy,LCC co�ducted an inf ltration study for u�e by the design civil enginee�• in the design of�-Iydz•omod-B�oret�ntion devices. Pertinent data developed�rom�he previous geotechnical study is included herein and��as been used to develop the conclusians and recommendations p�-esented in this docUm�nt. The approximate locations of LGC's � borings and test pits are shown on Plate 1 inc�uded he�•�wi�h. P��ior �o L�GC's r•ecent stUdy a subsurface 1°"` geotechnical investigation was conducted onsite by Geocan,Inc. in 2004.This s�udy was no�available for aur review at the time o�this report. 4.0 �l�TG�N�ER�I�TG GEOL�G�' 4.1 Re�ional Geo�v�ic and Gea�norphic Se��in� The project site is situated in the PeninsUla�� Ranges Geamo�ph_ic province. The Per�insulax- Ranges Province is domina�ed by a series of not-thwest-oriented mountain �•anges extending fiom tne Baja Ca�ifornia peninsula north to the Transverse Ranges. Tl1e series of mountain ranges are separated by not-tl�west�rending valleys; sub parallel to faults branching from t�e San Andreas Fault System. The ADVANCED GE4TECHN�CAL S4LUT[ONS, INC. Dec�mber 18,2Q 14 Page 3 P/W 1406-07 Repart No. 1406-47-B-2 P�ni�sular Ranges province is bouraded by the Tx•ansverse Ranges P�-ovince to t�e nor�h,the Colo�•ado Desert Province to the east, Mexico to the snuth, and Pacifc Oeean�o the west. Included within�he pravinee at�e the offshore isla��ds of Santa Cata[ina, San Clemente, San Nicolas, and Santa Barbaz•a. Ma�or mountain ranges within t��e p�•ovince incluc[e the San Jacinto, Santa Ana, Santa Rosa, Agua Tibia, an�i Laguna Mountains. The highest elevafion is found a�San Jacinto Peak(10,845-fee�)i�the San .Tacin�o Mountains. Summit elevations g�nera��� decrease to the west. Slopes in the western portion a�the province are gent�er,simila�•#o the Sierra Nevada.Drainage is gener•ally provided by the Sar�Diego, San Dieguito, San Luis Rey, Santa Margarita, San�a Ana,and San Jacinto Rivers. 4.2 Subsurface Conditions A bri�f descriptian of�he eart��t materials encountered during the previous i�vestigation by LGC is p�•esented in �he fo��owing sec��ons. More d�tailed descriptions o� the materia�s encountered ar� p�•ovided in �f�e baring and test pit logs inctuded in Appendix B. Based on our review af subsurface exeavations,geolog�c maps and literature,the si�e is underlain by undocument�d fill soils,topsoil,41d Axial Channel Deposits,and��ranodiorite.Cretac�aus aged Granodiorite of Rainbow was encoun�ered �n several exploratory excavations and is anticipated to underlie the site at depth. OId Axial Channel Deposits non-con�'ormably overlie the Granodiorite ac��oss most o£the site. Undocumen�ed fil� soi�s were locally observe�to over�ie �he Granodiorite in �he southwesterly poition of th� site. Old Axial Cllann�l Deposits are locat�y overlain by topsoil and ur�docu�nented fii1, 4.3 Geolo�ie Units The pt•oject site is underlain by previously placed undocumen�ed fills(afu), topsoi� (no map sylnbol}, Old Axial Chann�l Deposits (Qoa) and Granodiorite (Krj. The approximate distribution o� the geo�ogic units is sl�own on Plate l. The follo�vi�g is a brief summary o�'t1�e encountered units as described by LGC. 4.3.1 TJndacumented Arti�eaal F�ll(Map Symbol afu) Und�curnented art�ficia�f ll were observed and er�countered across a inajori�y of�he so�a�hetly pprtio�ofthe site and lacally in th�nor�heaster�y portion.As encountered these materials can generaily be described as dark brow�l to orange brown to da�-k gray/black,silty to clayey sand and sandy clay in a s�ight�y moist to moist and laose to modera�ely der�se condition. The fi�l soils ellcountered ranged in thickn�ss fi•om t��-ee (�) �e��in Boring B-a to 12 �ee� in�est pit TP-1. � 4.3.2 Topsoil(no map symbol) Topsoil was �ncountered overlying portions of the Old Axial Channel D�posits. The topsoil rang�d in thickness frc��n app��oxima�e�y two(2)to foui°(4)and generally eonsisted of b��own, silty fine-to coarse-���ained sand with some fine-grained gravel. The tapsoil was ge�aeraliy i� a slight�y moist ta moist and loose condition. The�opsoil was porous ar�d locally cantained roots. 4.3.3 (�ld Axia1 Channel Deposits{map symbol Qoa) Quaterna��y�-aged old axial channel depasits were eneoun��red at the surface in most ofi�he northet•ly and southeasterly part.ions o� the site and below undocumented f�l soils in ti�e AD�I�I�IV�D 41�o��W1�IN'����OLiJl�O1�IV� 'I�IVr December 1 S,2014 Page 4 Pf W 1406-07 Report Na. l 446-07-B-2 soutMwesterly ar�d no��heaste��y pc�rtions af t11e site. As �nco�.intered t��se materials car� generally be described as yellow brown to gray to brown, silty f ne- �n coarse-grained sand, sandy silt a��d sandy ciay i�a moist and medium dense�o dei�se condition. 4.3.4 Granodiorite(map symbol Kr) Cretaceous-aged granodiorite underlies the project s�t� at depth a�d is exposed at the surface wester�y adjacent�o the proj�ct. As encountered�he granadiorite ean generally be described as yellow brown to olive brown, slightly moist, campletely to moderately weatl�aered ir�a soft to hard condition. 4.4 �roundwater Groundwater was not eneountered in LGC's explorato�y test pits o�� bori�gs, whieh extended to a maximum depth of app�oximateiy 3S feet below grnund surface (bgs). Based on �roundwa�er data obtain�d f'rom Departmenfi of V�ater Resources — Online Watet� Dafia �ibra�-y, it is anticipated that groundwater levels onsite are on the order of 30 to 35 feet bgs. Hc�wever, g�our�dwater elevations onsite are an�icipated to vary depend�nt�.�pon the season and the amount of'rainfall in the general area. 4.5 �'aultin�and 5eismici The site is located in the tectonically active Southern California area, and will therefore likety experi�nce shaking effects from earthquakes. Th�type and severity of seismic hazards affecting the site are to a�large degree dependent�pon the dis�a�ce to the causa�ive fau��,t��e intensity ofthe seismic event, and the underlying soit characteristics. The seismic hazard znay be primary, such as surface ��uptu�•e a�zd/o�• ground shaking, or secondary, such as liquefaction or dyr�amic settlement. The following is a site-specific discussian of ground motion pa��aarr��ters, eat�thquake-induced landsiide l�azards, settlement, and Ii�uefaction. The purpose o�this analysis is to identi�'y potential seismic haza��ds a�d propose m�tigations, if necessary,to reduce the�aza��d to an acceptable Ievel of�°isk. The following seismic haza�-ds discussion is guided by the Ca�i�ornia Building Code (2013), CDMG (2008),and Marti�a and Lew(19�8). �.5,1 Sur�ace Faul�Rupture No known active �au�fs have beer�mapped at the subject site. The site is not located within an Alquis�-Priolo Earthquake Fault Ha�ard Zone or a Riverside County Fault Zone. The near�st known active surface fault is the Temecula section(Wiilard Fau��}of the Elsinore�ault zone. Two segmen�s of the fault are locat�d less than one-quarter inile west and east of the project site.Accordingly,the potentiaE for fault su�•face rupture on the subject si�e is considered to be low. This co�ctusion is based on literature review and aerial photograph a��atysis. 4.5.2 Seismicity As noted,the site is located withir�the tectonically active southern Caiifornia ar�a,and is�ess than one-quarter mi�e f�'om an active fault, the Temec�.tia section of the Elsir�ore fault zone. The potential exists fo�•s��•ong ground mo�ion that may affee�fut�zre improv�ments. At this poi_nt in time, r�on-critical st��uctures (colnme�•cial, residentia�, and industrial) ar� usually designect accordit�g to the CaliFoz�nia Building Code(20l 3j and�hat of the con�rolling AD1fANGED GEOTEGN�[1GAL �O��JT�ONS, i�c. December 18,2014 Page 5 P/W 14Q6-07 I�eport No. 14�06-07-8-2 �ocal agency. Howevez�,liquefaction/seismic slope stability analyses,c�itical stt-uctu�•es,wate�• tanks and unusual structural designs will likely require site sp�cific ground motion input. 4.5.3 Lique�actic�n In cnnsideration of the d�nse nat��re of the old axial channet deposi�s a��d gt-anit�c bedz•ock and lack a�a shallow g��oundwater�able at the project site, the potential fo�� seis�nicaily induced I�quefac�ion is co��sid�red t•emote. 4.5.4 Seismically��duced Landsliding Na geomarplzic f�atu�res indicative of la��dsliding were ob�erved onsite by AGS or LGC. Further, given the coarse-grair�ed and relatively dense/hard natur� of Old Axia1 Channe� Depasits and G�•anodiorite, the p�-oposed removals, and the lack of significant topographic relief,the potential far landsliding is considered to be very low. 4.5.5 Other Seismic Hazards The potential for t��e site to be adversely impacted by tsunamis and/or seiches is considered to be remote given the site's elevation and proximity ta a�arge body of water. � 4,6 Flooding O�ar review of�l�e referenc�d Fiood Insurance Rate Map(Panel 3285G)indic�.tes the site is not situated withi_n a mapped flood zone.The Mur•i�ie�a Cc-eek floodvvay is ic�cated east oFthe U��oject site. The map �ndieates the Base Flood E�evations in the Murrieta Creek area adjacent to easterly project bounda�y rar�g�s bet��ee�1 997 and 999 msl. This is not eor�sic���•�d a geotechnical concet�n due to tlae existing and proposed finish e�evations a�the project sit�. �,p E1�GINEERII�G AI�TALYS�� Presented her�in is a gen���al discussion of the geotechnical p��opel�ties of the va�•iaus soii types and earth rna�erial�summarized from oux•site-specific analyses of t�ie project and the re�erenced r�parts. 5.1 Ma�eria�Pro ert�e� 5.1.1 Excavation Charactearistics Based on our analysis, i� is�his firm's opinion that exis�ing un�ocumer�ted fills, topsoil, old axial cl�annel depasits, and highly weathered granodiorit� will be excavatable with cnnventional excavation techniques assisted by mino��to heavy ripping. However, it should be anticipated that the g�-aar�odiorite may be difficu�t to excavate if core stor��s are encount�red ii1 the deeper cuts. Specialized grading et�uipment (hoe rams, 1ar�e excavators and/or bull dozer•s)may be necessary to efficiently excava��the harder gra��itic rock. 5.1.2 Compressibility Onsite materials that are s�gnif eantly compressibie include undocumente�fil1,topsoi�,highly weathered old axia�channel deposits and hig�a�y weathet•ed granodiorite. These ma�erials will �-et�ui�•e complete removal prior to placemenfi of fi11, and where �xpos�d at design grade. ADVANCED GE4TECHNIGAL S�L[�T�ONS, �NC. Deeember 1 S,20 l 4 Pag�6 P/� l 406-07 Report No. 1406-07-B-2 Recommended removal depths ar� presented in Section 6.1, and ear�hwot�k adjustment estimates are p�•esented in S�ction 5.1.6. 5.�.3 Collapse Potenti�l/Hydro-Cansolidation Given the dense na�ure of#�ie formational matex•ials and the removals proposed h�rein, the potential�or hydro-consolidation is considered to be"very low". 5.1.4 Expans�on Patential Based upon AGS's observations and preliminary testing(LGCj,tlte expansion pate�tial of tlle onsite materials wil�range from"v�t-y low"to"low"tivhen elassified in accordance u�ith Table l 8-�-8 of the UBC. After grading,it is ar�ticipated that the majority of�nat��•ials will fall into the "very low" �o "low" rang�. Final determination of expansion potential for faundation �" design purpase�should be based on testing of the as-graded soil conditions. 5.1.5 Shear�trength Characteristics Tabie 5.1.5 below p��esents a summary of"averaged"shear strength parameters obtained fi•om the ctata presented in the referencec� report. Thes� values have been utilized ir� our s�ope stability arta�yses. TAB�E 5.1.5 Shear S�rength �haracteristics Cohesion, Friction Angle Un�t�Veight I'l�ateria�D�scription C���� �(Degrees) y(pc� Co�npacted Fill (afc) 125 33 12S 01d Axial Channel Deposits �50 35 �34 (Qoa)&G�•anoc�io��ite(K�) � ADVANCED GEOTECHN�CAL SD�.�JTIONS, INC. T3�cember 1 S,24 l 4 Page 7 P/W 140b-07 Report No. I 406-07-8-2 5.1.6 E�rthwark Adjustrnents The following average eaz-thwork adjustmen� �'actors presented in table 5.1.5 have been form�aiated for this tepor�t. TASLE 5.1.6 E�r�hwvrk Adjustments Gealag�c Una� Adjus�ment F�c�or Undocumented Fill and Topsoil Shrink 8%to �3% Old Axial Channe� Deposi�s: Bulk 0%to S% G�•anodioarite(Rippable) Bulk l 0%to l S°/a These values may be used in an effo��t to balar�ce�h�earthwork quantities. As is tl�e case with every pra�ect, cc�ntingencies should bc made to adjust the ea�hwork bala�ce when gi-ading is in progress and actual conditions are better defined. �.1.7 Chemfcal/l�.es�stivity Analyses The r��uit�o�sulfate testing(conducted by others) indicate t��at tl�e soi� e��ibits"negligible" sulfate concentrations wl�en classified in aceordance with AC� 3l 8-45 Table 4.3.1 (per 2013 CBC). Resistivity and chlo��ide testing indicates soi[s on site are not co�-rosive. 5.2 Slope Stabil� Design cu� slopes are anticipated to be less than 2Q fe�t in l�eigil�. Design f11 slapes a�•e proposeci�o be less thar� 1 S �'eet in height. Based upon�he referenced report(LGC, 2013}and o�r past experience in the area,both cut and f�l slopes g��aded at slope ratios of 2:� at•e anticipa�ed to be botl� g��assly and surficially s�ab�e when properly constructed. Analy,ses suppo�ing tl�ese conclusions at�e pres�nted in Appendi�D. 5.3 Bearin�Capacitv and Latera�Earth Press_ures Uitimate bearing capacity values were obtained using the graphs and farmula pr�sented in NAVFAC DM�.1. Al.lowable bearing was determined by applying a factor of safe�y a�'at least 3 to the ultima�e s beat•ing capacity. Static late�al ea�-th pressu�•es we�•e calculated using Rankine inetl�ods for active and passive cases. �f it is desiared to �.�se Coulomb farces, a separate ar�alysis speeific �o the application, can be conducted. 6.0 GEOTECHI�T�CAL EN�II>TEER�I�G Development of the subject px•operty a� p�•oposed is considered feasible, from a geotechnical standpoint, provided that the conclusions and ��eeom�ner�dations presen��d �erein are incorpo��ated in�a the desigt� and co�struction of the project. Presented below a�-e specific issues identif ed by this study or p��evious studies as possibl� im�acting site developmen�. Recommendat�or�s to mitigate tl�ese is�ues ar� presentec� in the t�xt of AnvaNCEo GEo�rECHN�ca� so�u7�oNs, ��vc. December l 8,2014 Page S P1VV 1406-07 Reporfi No. 1406-07-B-2 this repor•t, with graphic presentation of t1�e �•ecommendations an �he enc�osed p�ar�s ar�d details, w�erre appropriate. 6.1 Site Pre arat�on and Removals Gr�ding shau�tl be accomplished under�l�e observation and tes�ing af the project soils engineer and engin�ering geologist or their authari�ed i-epr�sentative in accordance with the recommendations contained l�e��ein, tl�e cur���ent grading ar•dinance o� the City of Temecula, and AGS's Genera2 Earthwor�k Specificatians {Appendix E). Undocumented fiil, topsoil, and highly w�athered bedrock and o�d axial channel deposits staouid be re�noved in areas plannect to receive fill or wh�z-e exposed at f nal grade. The resulting un�iercuts should be replaced with er�gineered fi��. The extent of remava�s can best be det�rmined in the field during grading when observation and evaluation can be performed by tl�e soil engineer and/or engineering geologis�. Removals shou�d �xpose competenfi formational materials an�i be ol�set•ved and mapped by the engineering geologist prio�-to fil]placement. In general, soils��moved during remedial grading will be sui�able for reuse in compacted f lls,provided they are properly maisture condi�ioned and do nat contain del�terious materials. Existing vegetation, trash, deb�•is, and oth��•deleterious materials should be removed and wasted �'rom the site prior to removal of unsuitable soils and placement of compacted fl�. 6.1.1 Undocumented Fill{Map Symbols a#'u) Undocumented�ill will require complete�•etnoval and recompaction to praject specifications in structural f�l areas or whe�e exposed at design g�•ade. Estima�ed depths o�r�moval range from�hree(3)�0 12 feet. Locally deepet�areas may be encountered. 6.1.2 '�'opsoil(No Map Symbol) Topsoi�will rec�uire comp�ete temaval and reeompaction to project specification in st�'ucturai fz��areas or where expased at design gr�ade. Estimated��emoval depth for the topsoi�is one(1) to�fout(4)feet. �.1.3 Old Axial Channel Deposits(Map Symboi Qoa) The o1d a��ial channel deposit� exhi�it a porous, ��eathered prafile. The�veatlhered profile is anticipated to be approxima�e�y one(1 j to thr�e(3)feet thick. The uppe�•weathered partions ofthe u�it will�•equi��e�-emovat prio�-to fiii placement in structural fill areas and where exposed at design grade. 6.1.4 G�anod�ori�e (Map Symbol K�•) T�e granodiorit�deposits exhibit a weather•ed profile. The weathered profile is anticipated to be appzoximate�y on�-half(0.5) foot tn two (2} feet thick. The Upper weathered poi-�ions of ���e un�it w�ill requi�•e removal prior to fli placeme��t i�structu�-al fll areas and�vliere exposed at d�sign g�•ade. 6.2 Unsuitable Soil Removal Ad'acent to Pro er Line�or Limits of' radin For all settlement-sensitive structures(where feasible)complete removal of unsuitable soils shou�d be conducted below and exfie�ding on a l:l (horizontal to verticalj downward projection to co�npete��t bed�ock or formationa� materia�s. In lieu o#�conduc�ing these removals and/or shor�ng, speciaiized ADVAN�ED GEOTECHNICAL SOLUTIONS, �NG. Dec�mber l 8, 2014 Page 9 P/W 1406-07 Report No. 1406-0'7-B-2 tr��ch type ��emovals (u�ilizing backhoe/trackhoes) along the property linellimits of grading can be conduc��d. Provided all settlement sensitive structures are outside ofi a 1:1 (horizontal �o ver�ical projection, no special design will be requi�•ed. Fo�-slc��es whe�•e removals oF unsuitable materials are not made from a �:1 projection of the toe o�F slope, additional maintenance may be required in the fu�ure. 6.3 Tem orar Sackcut Stabili During grading ope�atior�s, tempo�-ary backcu�s may be ��e�uit•ed to accomplish remedial grading. Sacl�cuts ir�undocumented fill,topsoil,and bedrock ar�as shou�d be made no steepe�•than 1:1. In consideration o�'the inherent ins�ability created by temporary construc�ion backcuts,i�is imperativ� that grading schedules a�•e coord�nated to minimize the unsuppo�-ted exposure tim� af these �xcavations. Once s�tarted, these excava�ions and subsequent f Il operations should be mai�tain�d to completion without intervening delays imposed by avoidable eircumstances. In cases where five-day workweeks comprise a narmal schedule, grading shou�d be piar�ned to avoid exposing at-grade or nea��-grade excava�ions through a non-work weelcend. Where improvements may be affected by temporaxy insfability,either on or offsite,fu�-ther r�st�ictions such as slot cutting,eYtending work days, �mplementing weekend sched�les, and/or other requiremen�s considered critical to serving speeific circumstances may be imposed. 6.4 Ove�-excavation Recommendataons Where design grades and/or remedial grading activities crea�e a cut/fill #ransition on a buiiding pad, th�cu�and shallow fill portions of the building pad shall �e overexcavated a minimum depth of three feet or Hl3 not to exe�ed ten feet (where H is the �naximuin depth of fill o�� �he lotj, whichever is greater and �•eplaced to d�sibn giade wi�h colnpacted fl�. In li�u of the aforementioned H/3 cx•it�ria, incx-eased compact�on (minimum of 95%) be�ow a depth of five �e�t can be utilf�ed. All undercuts sl�ould be graded such that a gra�ient o:F at�east one pe►•cen�is maintained towarrd deeper fil� a�-eas or towa�•ds the s�r�e�. 6.5 Subsurface Drainage 6.5.1 Can on �ubd�rains ,.,, Owing to the lack o�defined drainages,canyon subdx-ains ar-e not anticipated. b.5.2 Hee�Drains For cut slopes requiring removal and replacement due to unsuitable soil�, ]�eel dc•ains should be constructed in accordance with �he detail �o�• Buttress/Stabilization Drain shown on Grading D�tail 2 (App�ndix E). 6.6 Co�structio� S�akin and Suarve Removal bottoms, keyways, subdrains ar�d backd�•ai�s should be surveyed by the civil engineer after app��ovai by the geotechnical engineer/engineering g�o�ogi�� and prior to the p�acement of�'��1. Toe stakes should be �rovided by the civii �ngiar�eer in o��der to verify required key dimensians and locations. ADV,�NGED GEOTE�H�IICAL.S�LUTIOIVS, �N�. I�ecember l 8,2014 P��� �� P/VV 14Q�-07 Repor�No. 1446-4'7�8-2 6.7 Earthwo�k Considerations �.7.1 CoanpaGtion Stand�rds Fill and pz�ocessed na�ural grour�d shall be compac�ed to a minimum relative compaction of 90 p�rcent as det�rmined by ASTM Tes#Meti�oc�:D 1557. Car�s�oulc�be taken tha�the ultimafie grade b� consider�d when determining the compaction requiremen�s for disposal fill areas. Compaction sha�l be achieved at sligh�ly above the optimum moisture content, and as gen�rally dis�uss�d in the attach�d Earthwork Specifca.tions(Appendix E). 6.7.2 Documentation o�Removals and Drains Removal bnttoms, canyon subdrains, fil� lceys, backc��ts, bacicdrains and theit•outlets should be observed and approved by the engineering geologist andlor geotechnica� engineer and documented by the c�vil engineer prior to fill p�acement. 6.7.3 Treatment of Removal Sottoms A�the completion of�•emovals, the �xposed bottom should be scarified to a practical depth, moist�re conditianed to abov�opti��num conditions, ar�d compac�ed in-place to the standards set�orth ir�t��is repor�. 6.7.4 Fill Placemen� After 1•emovals, scarif ca�ion, and compaction of in-pIace mate��ials are comp�e�ed, additiona� fil� �nay be placed. Fil� sl�ould be p�aced in tl�in �ifts [eig�t- (8) inch bullc�, znoisture conditioj�ed to slightly above the optim��m moisture content,mixed,compacted,a��d test�d as gradi�lg progresses until f nal grades are atta�ned. �.7.5 Benching Where tl�e natural s�ope is steeper than S-horizon�al to 1-verticai, and whet•e designed by the p��oject geot�chnical engineer or geologis�, colnpacted fill material should be keyed and benched into competent bedrock or frm natural soil. 6.7.6 Mixing In order to provide tharough moisture conditioning and proper compaction, processing (mixing)ofmate�-ials is necessary. Mixing shauld be accor�ip�ished prior to,and as pai�t of the compaction of eacla fill lift. - 6.7.7 Cut Slopes Cut slopes are anticipat�d to be as high as 20 feet and g��atied at slope ratios of 2:1 (��arizontal to vertica�). Cut slopes �xcavated in Old Axia� Channel d�posi�s and/or Granodiorite are expected to be grossly stable as designed at 2:� ratios ant� are considet�ed surficia�ly stable. Du��ing grading al� cUt slopes shou�d b� inspecteci by the Project Gec�logis�to vei•ify that no adverse bedding or other adverse geology is present during the ct�tting of the slopes. ADV�4IVCED GEOTECI�N�C�L SOLU7IUNS, �NC. _ Dec�inber I 8,20�4 Page I 1 P/W ��06-07 Repa�t No. 1406-07�B-2 6.7.8 Fill Slvpe Const�uc��on Fill slop�s shall be overfilled to an extent cietermined by the contrac�or,but not less than twQ (2)feet measured perpe�dicular to the s�ope face,so that wher�trimmed back to�l�e co�npacted cor�,the required compaction is achieved. Compac�ion af each f ll lift shouid extend nut to the tempo�ary slope face. Backrolling during mass filling at in�ervals not exceeding four (4) feet in height zs recoi�mended untess i�nore extensive ove�•fill is undertaken. As an alternative to overfiiling, f il s�opes may be built to the finish slape face in accordance with the following recommendations: o Compaction ofeach fill lift sha�l extend to the face o�the slopes. • Backrolling d�t•ing mass grading sha�� Eae undertaken at ir�tervals not �xceedir►g four(4} feet in height. Backrolling at more�requent intervals may be r�quired. • Care sha�,ild be tal�en to avoid spillage of loose materials down fihe face of tl�e slopes during gradir�g. � At co�npletion ofi�nass filling,the slope surface shall be watered, shaped and eompact�d first with a sheepsfoot i�ollez-,ai�d then track walked with a bulldoze�•,sucl�that c€�mpaction to pra�ject standards is achieved�o the slope�'ace. P�oper seeding and pianting of�he slopes should follow as soon as p��actical,�o ir�hibit erasian and deterioratian of the s�ope su��faces. Proper moisture controi wili enhar�ce th� �or�g-term stability o�t�e finished slope s�.�rface 6.7.9 Fill Over Cut and Skin F�II Slopes The fill portion of any fillWove�-cu� slope o�- skin fill should maintain a minimum harizon�al t�ickness a� 15 fee� or one-half th� re�naining fili slape �eight, whichevei is grea�er, a�d be adequately benched infio competent mate��ials. A keyway, with a minimum width of I S feet, should be constructed at the bas� of the fill. The keyway should have iongit�dina[ gradients of less than 5 �o � (horizontal to vertical). Steeper lang�tudinal gradients should be stepped. The heel of the bottom bench should be til��d at a minimum of two percent or at least nne foo� below the toe e�evatio�s. 6.8 Haul Roads Hau1 roads, rarnp flls,and taili��g areas shoulc[be removed prior to placement o�fil�. 6.9 Impo�-t Mate�-ials Imporfi materials, if�•equired, shou�d have si�nila�- engineerillg characteristics as tl�c onsite soils and should be app��aved by the sail engineer at the sou�•ce prioar to importation to�he site. ADVANCED GE�TECHNIC�L S�LlJT10NS, �Nc. December �8,2014 �'��e �� P/W 1406-07 Report No. 14�6-47-B-2 7so ����.RJ����l\IJ ��� ������i��1'1 i���\� Construcfiion of the proposed sing�e �'amily residential structuces ar�d associated in�pro�vements is eonsidered feasible,from a geotechnical star�c�point,provided that�he cnnelusions and recommendations presented herein are incorpa�•ated�nto the design and construction of the pro�ect. 7.� IJesi n Recommendations It�is our und�rstanding that the propos�d mult�-family resi�ential struc�ures can be suppo�t�d by conventionai slab-on-grade foundation systems. Tn addition to the structu�•es, assacia�ed driveways, bio�retention and hydro-modif cation basins, hardscape and Ian�scape areas al•e proposed. From a geotechnical perspective these proposed improve�nents a�-e feasible p�-ov�ded that �he fiollawing recommendation�are incorpora�eci into the des�gn and cons�ruction. 7.1.1 Foundation Design Criteria The rnu�ti-family resiciential structures can be supported by eit�er post-tensioned or conventiai�al shaliow slab-on-grade foundation sy�t�ms. Once the g�•ading is co��duc�ed the �xpansion potentiai of t�:e underlying soils is ar�ticipated�o arange fi•om"Ve�•y Low"to"Low". The following values may be used in the foundation design. Allowab�e Bearing: 3250 lbs./sc�.ft. at a depth af 18 incl�es, plus 2SO1bsJ�q.ft per foot beloiv 1 S incl�es to a maximum o�4,0401bs.Isq.�t Sliding Caefficien�: 0.35 The abov�val�zes may be i�creased as allowed by Code to resis�t�•ansient �oads s�zch as wind or s�isrnic. Buildir�g Code and s�ruc�u�al design co��siderations may govern. D�pth and rein�orc�ment requ�x•ements should be evaluated by the Structural Engineer. 7.1.2 Post Tensioned Foundation Systems , Based on the onsite soil con�itions and infarmation suppli�d by the CBC-2413, pielimina�y design of post-tensioned foundation systems sllould be prepaar�d ir1 accordance with Table 7.1.2. TABLE 7.1.2 Post Tensioned Desi n Parameters Lot Center Lift Edge Lift E�pansion Potential ���e�ory Em(�'�) Ym(�tj Err�(ft) Ym�ft� Very Low to Law I 9 �•�� �•� �•�`� Meclia�m II 9 4.3 R 4.C� 0.9 PRESATURATION -� Very Low to Low Expansion-Minimuin of o�timLin���ois�ure 2�]�ours prior ro pl�cir�g cancre�e to a depth. Medium Ex�ansio�-Minimum of 120 percent c�fc�ptimuzn rr�oisture 24 ho��rs priQr to p[ac�ng concrete 1a a de�th af 12 i�ches. ADVANCED GEOTEGHNICAL SOLUT�ONS, INC. December 18,2014 Page 13 P/W 1406-�4'7 Report No. 1406-07-B-2 7.1.3 Canv�ntiona�Fvundation Design Reco�rn�nda�i�ns Conventional foundations may be designed using the values provided on Table 7.1.3. These values may be increased as ailowed by Code to resist ttansient Ioads such as wind or seismic. Building code and st�•uctu�-ai design considerations may gove�-n depth and �•�inforceme�t requirements and should l�e evaluated, TAB]LE 7.1.3 Conventional Fo�ndatiion Design Parameters Expansion Inde� "Ve�-y Low ta L�w" Spil Category I Continuous Faotin�:s One-Staty 12 inc�ies Footing Two-Sta�y 1S inches Widt�� Th�•ee-Story 18 inches One-Sto�y 1�inches �°°t��� T��o-Story 1S�nches Depth* Three-Story 24 inches R�inforcemen� No.4 rebar- 1 an�op, 1 on bottoin Spread Footin�s Foot�n Widtl�� 24 inch�s Fontin De th� 1$inches Rei�ifo�•ceinent P�r struetural en ineer Slab-an-Gracle Minim�irr�Slab Thickness S inches(actual) Mini�n�m Slab Reinforcement No.�rebar s aced 18 inches on center l�aximu�ra ,eac�1 wa An app��ovec�moisture and v�poc•baez�ie�•sl�ould be placed Moisture Bat•rier below al�s1ab�-on-�grade witl�ir�livi�g ai�d r�aoistu���sens�t�ve areas as disc�ssed i�Sectian 7.I.'� Slab Subgra�ie Moisture M��imr.�m of 110 percent of opti�num rr�oisture to a dept}�of 12 inches �•ior to lacin concrete G�rage����Entrance.A gt•ade bean�i•�i�lforced cantinuously�cui��lhe garag�footings s�alI be constructed a�ross the garag�ent���nces,tying tngether�Y�e ends af the�eri�neter faotings anc� E�et���een individual spread footings. This grade beam should be embecided a minimu���of]8 ir�ches.A t1�icl�ened s�ab,sepat•ated by a cold joint fi�am tl�e garage beain,sho�ld�e�x•ovid�d�t �he garage entrance. M�nirn�rm ciimensions of the t�icl�ened edge shall be si�{6)inches deep. Foc�ti�lg depth,�vidtt�and reinforce�nent should be the same as the structui-e. Slai�t�ickness, ���inforcement and ur�der-slab treatment sh�uld be th�same as the structur•e. Faotin�s Adiacent to Swales an�l_Slopes: �f�ext��•ior footings acijacen�to drainage swales are to exist wi�hin S�eet horizontally af the swale,the footin�should be e�nbedded s�fficiently to assure e�nbed�nent t�elow the swa�e bottqrn is maintait�ed. Footings adjacent to slapes shoi�ld t�e emY�edcied such t��at at least S feet is provided horizor�tally firam edbe of the foQting to the face of tlle slope. '�De�th�f e►nbedment should be�n�as�red below lowest adjacent f nish grade. **Isoiated spread footings slloc�ld be tied into the sl�b ir�t��-o ai�thQgonal di�-ections. ADVANCED GEOTECH�l�C�lL SOLUTIONS, INC. _ December �8,2014 P��� �4 P/W 1406-0"7 Repor�Na. �406-47-8-2 7.1.4 Seismic Design Parameters The following seis�nic design parameters are presented to be cod�compliant to�he California Building Code(2013). The p�-oject si�e is considered to be Si�e C1ass"D" in accordance with CBC, 2013, S�ction 1613.3.2 and ASCE �, Chapt�r 20. The site is located at La�itude 33.�836° N and Longitude I 17.i467° W. Uti�izing this inform:ation, the United States G�ological Survey (USGS) web tool {h�tp://earthquak�.usgs.gov/desig�maps) and ASCE 7 criterion, the mapped seismic acceleration para��le�ers Ss, for 0.2 seconds a�d S1, #�or 1.Q second pe��iod (CBC, 2013, 16l�.3.1) fo�• Risk-Targeted Maximu�n Conside�•�d Eartllq�zake (MCE�) can be determined. The mapped acceleration parameters are provided for Site Class "B".Adjustments far other Site Classes are made, as needed,by utilizing Site eoefficients Fa and F�. for determinatian of MCE� spectral response acce�eration parameters S�s for short periods and S�1 for 1.0 second period {CBC, 2013 16��.3.3). Five-percer�t damped design spectral response acc�leration parameters S�s for short periods and S��for 1.0 second per�iod can be deterrrz�ned from the ec�uations in CBC, 2013, Section 1613.3.4. TABLE �1.�.4 Seismic Design C�riteria .. Mapped Spect�•al Acceleration{0.2 sec Period), Ss 1.907 Mapped Spectral Accelet•a�ion{1.0 sec Period), S1 0,782g Site Coefficient,F� �'� Site Coefficient, F„ �'� MCE 5pectral R�spnnse Aeceleration(0.2 sec Pez•iod}, SMs 1.907g MCE Spectral Response Accel�ration(1.0 sec Period), SM� 1.173g Design Spectral Response Accel�ration(0.2 sec Period), SDs �•���� De�ign Spectra�Response Acceleration{1.0 sec Period), SD� 0.782g Uti�izing a probabilistic approacl�, the CBC recommends that structural design be based on fihe peak hoz-�zantal ground aceeleration(PGA)having af 2 pei�cent probability of exceedance in 50 years {approximate return period o�2,475 years) whieh is defined as �he Maximum Considered Earthquake (MCE). Using the Ua�it�d States �eological Survey (USGS) web- bas�d ground motion calcula�or, the s�t� �lass modified PGAM (FpGA*PGA) was determined to be 0.789g. This value does not include near-source factors t�a� may be applicable to the design of structures on site. 7.1.5 SetElement Potential Based upon the subsurface exploration and laboratory testing the subject residential structures and associat�d improvem�nts may be sub�ject to potentia� fi�l settleme�t. The magnitude o�' potential is estin�ated to be on Che order of: Total Settlement- 1 inch Diffearen�ial Settlement� �/2 incl�in 44�eet ADVA►NCED GEOTECHNICAL SOLUTION�, [NG. Dec�mber 18, 2014 Pag� 15 P!W 1406-07 Repo�t No. 1406-07-B-2 7,1.6 �'resaturation�2.equ�remen�s Prior to concrete placement the subgrade soils should b� maisture co�ditioned to optimum moisture cont�nt or slightly abov�for lots having"Very Low to"Low"expansian potential. 7.L"7 Under Slab A�noistux�e and vapo�-retarding system should b�p�aced below tl�e slabs-on-grade in por�tions ofi ��e s�ructu�•e consider�d to be moisture sensitive. The retarder should be of suitable composition, thick��ess, strengtl� and Iow permeance to ef�ecti�e�y prevent the migration of water and reduee the transmission of water vapor to acceptable�evels. Historica�ly, a 10-mil p�as�ic membrar�e, such as Visqueen, p�aced between one to four incl�es of clean sand, has been us�d for this puxpose. More recently S��go�Wrap o�similax-underlaym�n�s have been used to lower permeance to effectively preven� th� migration of �ater and reduce the trar�smission ot�water vapor to acceptable levels. The use of this system or other sys�ems, ��atierials or techniqu�s can be considered, at th� discretion afi t1�� designer, pt.�vided the system reduces the vapor transmission rat�s to acceptable��vels. 7.1.8 Deepened Footings and Structuaral Setbacks It is ge�era�ly recognized that improvem�nts cons�ructed in proximity to na�ula� slop�s or properiy eonstruc�ed, �na��ufactured slopes can, over a per�iod of�ime, be affected by natura� processes includi��g gravity forces, weathering of surfcial soils and long-term (secondary) set�lement. NCost building codes, including the California Bui�dir�g Code(C.BC},require that st�uctures be se� back or faotings dee�ened, wi�er� subjeet to the i�flue�ce of these �atural. nrn�e�a��. FACE oF FOOTTNG TC3P OF SLOPE FACE O� H/3 BUT NEED N07' STRUCT[JRE EXCEED 40 P`I'. �..� MA.X, TOE��' SLOPE H/2 BUT NE.ED NOT EXCEED �5 FT. MAX. December 18,2014 Page 16 P/W 1406-07 Report No. 1�06-07-8-2 7.1.9 Conc�ete l�esign The results of sulfate testing(conducted by others) indieate tha�the soil exhi�its"negligible'" sulfate eoncentrations when classified in acco�•dance wi�h ACI 315-05 Table 4.3.1 {per 2Q 13 CBC).Resistivity and chioride testing indicates that onsite soi�s are not significantly corrosive to metals. �n t�� past on similar p�•ojects, corrosion protec�ion typically consisted o�non- metaliic pipir�g for water lines to and be�ow tlne s�abs or by installing above slab �lumbing. Consultation with a corrosion engineez•is�•ecommend�d. 7.�.14 Conventianal Retaining Walls The following ea���h pressures aie�•ecommended for the design of conventional retaining walls onsite backfilled with select granular fill: Static Case Rankine Equivalent F�uid L�vel Backfill Coefficien�s Pressure sf/l�n.ft. Coeffcient o�'Active Pressure: Ka=0.29 37 Coeffcient of Passive Pressure: Kp=3.39 42� Co�fficient o�'at Rest Pressure: Ko=0.46 57 iZankine Equiva�ent F�uid 2 : 1 Backfi�l Caefficients Pressure sf/�in.ft. Coefficie�t o�`Ac�ive P�-essu�•e: Ka�0.43 54 Coe�fieient of Passive�.I�z�essut�e: �eSC��C�iCig �p �-�= �.�5 ��1 CoeFficient af At Rest P��essure: Ko � 0.67 84 Seismic Case In addition ta the above s�atic pressures, unrestrained r•etaining wa11s shauld be designed to resist seismic Ioading. In order to be cansidered unrestrained, retaining walis should be allowed to rotate a minimum of z•oughly 0.004 times the wall height. The seismic load can b� �nadeled as a thrust l�ad applied at a point 0.6H above the base of the wall, where H �s equai to the h�ight of�he wall. This seismic load (in pounds per lineal foot of wal�j is repres�nted by the foliowing equation: Pe=3/� �`y�I-�2 *kh Where: H=�eight of the wall (feet) y—soi�density= �25 pounds per cubic�oof{pcf) ka,=seisnlic pseudostatie co�fficient=0.5'� peak horizon�al ground accele�at�on/g Peak ground acceleration onsi�e is estimated a�0.789g. Wal1s should be design�d to resist �he colnbined e�f�cts of statie pressures and the above seismic thrust load. ADVANCED GEOTECH�[�CAL SOLUTIONS, ING. December 1 S,20l 4 Pa�e 17 P/W 1406-07 Repor�No. 1446-Q'7-B-2 The four�dations for�-�taining walls of appurtenant structut•es structural�y sepa�-a�ed fr•om the building sti•uct�.�r�s, may bear on properly compac�ed fill. A bearing value of 2,OOQ psf may be used�or-design of retaining walls. Retaining wall footings shauld be designed to iesist th� lateral fo�•ces by passiv� soil resistance and/or base friction as recommended fio�•foundatior�. lateral resistance.Ta relieve�he potentia�fo�•hydrostat'rc pr�ssure wa11 backfill should consist of a free drainir�g backfill(sand�quivalent"SE">20)and a he�l drain should be construc�ed. Th�heel drain should be place at#he heel o�the wa��ar�d should cansist of a 4-inch diameter pe�•forat�d pipe (SDR35 0�� SCHD 40) surrounded by 4 cubic feet of crushed rock�3/4-inch) per lineal foo�,wrapped in fi�ter fab��ic(Miraf� 140N or equiva�e�t). Proper cirainage devices should be insta��ed along the top of the wall backfill, which should be proper�y sloped to preven� s�i�•face water ponding adjacei�t to tlle wal1. �n adc[ition to the wa�I drainage system, for building p�ritneter walls extending below the f nished grade, �th� wa�� should be waterproofed ar�d/o��damp-proofed to effectively seal the wall from moisture inf ltra�ion through th�wa�l section to the intea-ior wali face. The wal�sl�ould be backf l��d wi�h granu�a��soils placed i�loose lifts no greate�than 8-inches thick, at or near optimum moisture content, and mechar�ica��y campacted ta a minimum 90 percent relafiive eompaction as determined by ASTM Test Method DI55'7. Flooding or jetting � of backfiil mat�ria�s generally do not result in the rec�uired degree and unit�ormity of compaction and, fihere�'ore, is not recommended. Tl�e soils e��ineer or lais representative shoulc� observe the retaining waii footings, backdrain ins�a��ation and be pres�n� during plaeem�nt of fhe wall backfill to cor�firm that the walls at•e proper�y backf��ed and compacted. �+.f�.���P�c�a��r�� ��c�v'tr�� � �����.�� a����� ������� ��T�r�a�� ��rr��� ��:r�� ,� �2 i�a. �a��F[�t[.l,,. ��` �� mir�. �EE�-�p ,�,„�+' �` __=..o,_..s.�„ .3 �! ��„�a L � !� �LE+�1` ' �. B�#��L� � X ';. � . .�.�SL�i�a�, .: � ����� � „� � ,_��.....,� '����F���dp C�w Ft�T'F'E€� � � � �; � s '` ' '� �. . ` t���r�r�� � . � �- . �, . �, , �. � < �.-,� �r f ,�'a�: £���:s-rr���:����ra��e:�t������s��a aa��r>ra�.�����s.�rte �����u����€:����t��t�ar������r.t��.r�r���,. �krt�rtu�at�'����s����t������;��t�z��.��a����.� �t�s��rtuu�'����s�t�►,��i��a�a���a F���t�rs��tv��:�ru�v �.�u��+a�r��'��s��t�� ADVANCED GE4TECHNICAL SOLUTIONS, �NC. I3ecember 18,20�4 Page 18 P/W 14Q6-07 Report Na. 1�06-07-B-2 7.2 U�ility Trench Excavation A11 utility trenches shaulc� be shored or laid back in accoardance with applicab]e OSHA standards. Excavat�ons in bed�•ock areas should be made in consideration of ur�de��lying geologic s�r�cture. AGS should be consulted on these issues durin�construc�ion. 7.3 Utility Trench Backfill Mainline and lateral utili�y tr�nch backfill should be co�npacted to at least 90 percent of maximum d�ry densifiy as determined by ASTIVI D 1557. Onsite soiis will not be suatable far use as bedding maferia� br�t wi�l be suitable for use in backfil�,p��ovided oversiz�d materia�s are removed. No surcharge laads should be iinposed above excavations. This includes spoil piles, lumber, concrete trucks or other construction mate�•ials and equipment. Drainage above excavations should be directed away�rom the banks. Care should be taken to avoid saturation of the soils. Compaction shauld be accomp��shed by mechanical means. Jetting o� native soiis will not be acceptable. 7.4 Exterior Slabs Walkwa s And Pavemen� i 7.�.1 SUbgrade Compaction The s�bgrade below�xte�•ior slabs, sidewalks,driveways,patios,etc. should l�e compacted to a minimum ofi 9Q percen��•elative compaction as de�et-mined by ASTM�J 1557. 7.4.2 Subgrade Mois#ure The s�rbgl�ade below exterio� siabs, sidewall�s, d��iveways, patios, �tc. should be moisture condition�d to at�east optimu�n moisture content prior to eonerete placement,dependenfi upon the expansio��potential o�the subgrade soils. 7.4.3 Sl�b Thickness Concrete flatwork and driveways should be d�signed uti�izing four-inch minimum thickness. 7.4.4 Con�ro�Jaints Weak�ned plane joints should be instailed on wa�kways at intervals of approximately�igh�to ten feet. Ex�erior slabs should be designed to withsfiand skarinkage of the concz•ete. 7.4.5 Flatwork ReinfoarCemen� Consideration should be given ta reinforcing any exterior flatwark with no. 10 wire mesh with 6 inch by b inch sc�uares. 7.4.0 Thickened Edge Consideration should be given to construct a thicl{ened edge (scoop�ooting�at the perin�ete�• of slabs and wallcways adjacent to landscape areas to minimize moistut-e va�-iation below these i�npi•ovements. The thickened edge(scoop faoting)should extenci approximately eight i_�ches below cancre�e s�abs and should be a mitlimum of six inches wide. ADVANCED GEOTECHN�GAI.SOLUTIONS, �NC. Decemb�r �S,2014 Page 19 P/W �446-07 Report No. �4�6-4'7-B-2 '�.4.7 Pavement]Design The foilowing pre�iminary recommendations are pt•esented for onsite pavemen�s assuming an. R-Va�ue(R)of 30: Flexible Pavement 3-inches Asphaltic Concre�e t�ver 6-Class YI Base�`* **Subg�•ade and base campacted to a zninimum nf'9�%(per ASTM D 1557j 7.5 Plan Review Once faundation c�esign plans become available, they should be review�d by AGS to v�rify that the design��ecommendations presented are consistent with the propos�d cor�struction. 7.6 Geotechnieal Review As is �he case in any grac�ing project, multiple working hypotheses are es�ablished uti�izing the available data,and the most probable model is used for the ar�alysis. �nfor�na�ion cot�eeted d�ring the gx•ading and construction aperatio��s �s intended �o evaluate the hypotl�eses, and some of the assumptions summarized herein may need to be changed as mo�•e i�formatior� becomes available. Some modification o�'��e grading and construetion recommer�datior�s may become necessary, sl�ould the conditions encountered in the field differ significan�ly than those hypothesize�to exist. AGS si�ould 1•eview the pet�fiir��nt pla��s and sections of the project specif cations, �o evaluate coa�formanee with the in�ent of ti�e recommendations cantained in this�-eport. if the project desc��iption or final design varies from that described in this report, AGS must be consulted regarding the applicability of, and the necessi�y for, any revisions to the recommendations pi�esented herein. AGS acc�pts no liabili�y for any use of its reco�nmen�ations if the project descrip�ion or final design varies and AGS is nat cansutted regardinb the changes. g,p SLOPE AND LOT MATNT�NANCE Maintenanee of improvements is essential to the �on��-term p�z-formar�ce of structures and slopes. Although the design and cor�struction during mass grading is plann�d to ereate slopes that are bath grossly and surficially stable, eertain �'actors are beyor�d the con�rol of tl�e soii engineer and geologist. The homeowners must implement c�rtain maintenance procedures. The folfowing recotnmendations should be implemented. S.1 �lo�e_P�anting Slope planting should consist of graund eover,shrubs and trees�hat�ossess deep,d�r�se root structures and r�quire a minimum of irrigation. The residen�s should be advised of theit� ��espc�nsibility to mair�tain such plan�ing. 8.2 Lot Draina�e Roof, pad a�d lat drai�age should b� colleeted and directed away from structures and slopes anct toward approved disposal areas. Design fne-grade elevations s��ou�d be maintained through�he life ADVANCED GEOTECHMCAL SOLUTIONS, ING. L�ecember 1 S,2014 Page 20 P/W 1406-07 Repor�No. 1406-07-B-2 o�t}�e structure oar if design fne g��ade eleva�ions are a��ered, adequate area d�-ains should be instalied ir� order to provide rapid discharge of water, a�vay from structure� and slopes. Residents should be made aware that they are �•esponsible for maintenance and cleaning of all dj•ainage tenaces, down drains ar�d o�her devices that have been installed to pro�note struc�ure and slope s�ability. 8.3 Slo�e��-ri�ation The �•esident, homeowner and �Iomeowner Association shou]d be advised of their resppnsibility �a maintain irrigation systems. Leaks should be repai�ed imm�diately. Sprinklers should be adjus�ed to provic�e maximum uniform coverage with a n�inimum of wat�r usage and over�ap. Qverwatering with consequent wastefiu�ruil-off and ground saturation,should be avoided. If automa�ic sprinklet�systems at�e ins�alled,their use must be adjusted to account fot•na�ura�tainfall condit�ons. S.� Bur�-ov�ing Animals Kesidents or ho�neowne�s sl�ould u�c�ertake a progz•am for the etimination of buri•owing anima�s. This sl�ould be an ongoi��g prog��am in order to maintain slope stability. 9.0 L�M�TATIONS This report is based on tl�e projec�as described a�d the information ob�ained from the excavations performed by LGC a.t�h� approximate locations indicated on the Plate l. Tl�e findings are b�sed on the re�ults of the field, �aboratory, and office investigations combined with an interpo�a�ion and extrapolation of eonditions b�tween and beyond the excava�ion �ocatior�s. The results r�flect an interpretation of the direct �vidence obfiained. �ei`vie�s performed by AGS have k�een condueted in a manner consistent with that level a�care and skiil ordinari�y exercised by members of the profession curren�ly practicing in the same locality under similar conditions. No other r�pz-esentation, ei��er expressed or impiied, and no wai•ranty or guaY�antee is i��c�ucted or intended. The ��ecommendations presented in this report a�-e based on the assumption tha�an appropriate level o�'field review wi11 be provided by g�otecl�nica��n�ineers and engineering geologists who are familia�•with the d�sigr� and si�e geologic conditions. That field revi�w shall be suffcient to confirm that geoteehnical a��d geologic conditions exposed du�-ing grading are consist�nt with the g�alogic representations and corresponding t�ecommendations presented in this repo�•t. AGS should be notifed of any pet-tinent changes in the p�•ojec� plans or if subsurfac� conditions are found to vary �'rom �hose described herein. Such changes or varia�ions may require a re-evaluation o�the recommendations contained in this��eport. The data, opinions, and recommendat�ons of�his report are applicable to the specific design of this pt•ojec�as diseussed in this repox-t. They hav�r�o applicabilit�r to ar�y a�het�project or to any othe���ocatior�, and any and al1 subsequent users accept any a��d all liabili�y resulting from any use or reuse ofi the data, opinions, and �•ecommendations wi�}�out�he prior w�itteaa car�sent o�AGS. AGS has no responsibility�or construction means,methods,t�chniques,sequences,or p�ocedures,ox��or sa�'ety precautions o�-progiams in connection with#he constructio�,for t��acts or omissions of the CONTRACT4R, or any other petson perfot�ming any of�he construction, or for the failure nf any o�them ta carty out th� construction in accordance with th�final design drawings and specifications. ADVANCED GEOTECHNICAL SOLUTIONS, INC. , _ � 'LU.U-.54.9 nr _.._. - �- -,.. ____. _ _ ___...u..0 �r.a.ufs� _... ... __ __.... . .., ., - - , __._0.0-3.Q afu .. 0.0 2.0 afu_ ___ _._�,., _....: . . .: F3.U-�.C1...InpScstt- .::_ _..- �::W_:._. ____..... _., _ :r ..... 11.0-15.5' Kr. 12.p-13.�' Kr ; , _ �,: FD-34.5....__.. _ .,:. . _. __ -- �4:� �3.5_ Kr _. � � 3.Q..,-.16�5'_�3aa 2.0-14.5' Qna 2.E3--16.5.._�t�oa_, _ _ ... _ �- _ .. _. _ 1'�j-13.5' ' 5 - '/,,,-_.. ,._.._.. _.,._ . � ' _TD=.1.4�5' __,. No Water_... . __......_. _..___...._ 7C3=36.5' = 5.5' - _Na Wa#e� TD..16.5 _. _ _. _ p ] , , _ Reiusa�-, A-.. 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P � '.,� ;,' La..l �' - ��� -'� x "� IEXtS`T--8�F�7 kZ0 D t .nl � . u:, '_ i..i. ..... . 1 _ ..,. ., ,..,. .�f'�+_ _ ✓ . � �..�-�--�-__. � 1 1 � 1 ,,\ :, . � � � r � , fJ � �.� e�.,, - � _ - � �„ � W�, ., �. ____ - - _..... -: -- - _........ _. _.. , ..<__...__ � ....�1T�:1_ , .._.... _. �.�.. >v , _ . ___ ..�,.,.� W� - __ � � _ _ � �: -- - ,- _,.___x �;- �,'.; - - F ._ ;:_� - �-�__ .� - . , , . y�. � � -- � _.. � ="� �.> � � �_ r �_._ _�;.�-.�. , � � _ _....� - - , _� � � , �, .,_ __ ,,;r�; �.,�� 0 0-6�' a� �--'" �� __.. - _ �. _., � Qo . W �(,y- , _ ��.. _ _ -� �� __ _�. _ _ B . . ��,... , . _ � I � • „ � _ ,' _ 6.0-9A' Kr _ � __.- _-. ` ! _ � ,.r- _._ ..._ " ---------_.� �. ' ...,.;:...-1- ;' - � . �_ ��_.,,,. - .__ _� _ _... _ �.. _ . � TD-9.0' _... i i - __ _. - � ----� __ _ - , - . , � 1 .- � � __ �._. � , � _ �. �� � - - ...,. � _ 7 � : ; _ .__ �, � No Water ,, ,- _ : � ��_-- V i'; ` ^ _ . _. CAllCION:EXISTING GAS �, '�-... � _ - C .,,,. -., _. _ _...__, � _ _---`� '� `��. � _ _ L[NE.PROTECT tN PLACE `• ,� � � \� � _� _. �-_. , ... _,,..__... . y, , . � _ .,.___ `� ' � � �__ � _ _ _ . _ _._.. _ . _. _,., _,_.., _. , ,,. , , ,... -- ___ ... ,_ . •. ___... , ..-� �. _ ._ , _ � , �,_. ., �� ,� � ��� , � _. ".,_ �. c , .- _ � -. _ -'c' � .. ._ � � \� � � 0.0-14.5' Qoa ' � ,-- , . ,� � _ � _... ��„� �� "" CQMSTRl1C'�'ION�NQTE 14.5-15.0' Kr _. _.__ _ `� ,, - ` � ., ._ � ; r � ' � ,.` � . ,� , __ �I �..� �� T�=15.0' ° ' ' �� . __ :- , �t CONSTRUCT A 3'TYf'E'A'BROW DITCM PEft No Watsr � � �� � -_ . - � �..... _� c , , '� . �� � �� CITY flF T�IECll1A STP1�pAR6 N0.30b -. ._.. � - , . , , ,, c _: , � ' � �/ , � LE�END: ; ,� /� _ . / _ . ; ; ; �... _ = ��'--' �CON5TRtJCT A 3'TYPE'� �OW DfTCH PER iXTY � ,' ; � .`� � ���,- �f �,- ��,� !__.__... �--� � f?�TEA{ECUfA 57ANOARD N0.304 � � �� �S _ ` �� % ' �� ..�--�-_...., ._... ' ... -. . . . ��� l4 �\ TP-5 Approximate locafian of expforatnry , , , , . ��l� 1 -, � ��'' �` � O CflN5Tf2UCT A 2�iYPE�A'sRAw oRer���t crn � backhoe test pi4s(LGG,2i113) s OF TEAtECULA STANDN20 N0.3Q4 OTE�tI�ti�RY DE5�I1�N�BA���1 WITH Z4,GWIVEL B � Approximate Iocat?on of exp�orafory V CUNE RISER(5EE EROSION CflNFROL PLANS) hcsllowstem auger borir�g(LGC,2€113) � PLATE 1 � 7 Approximate depth af remnval z �5 [NSTqLL NQ.2 BACKING{GR�t1TF�RIP-RAF'2'TFiICK Geologic Map and Expiurafion (AIRTCH EXISTING GROEfTEO RIP-RAF'PAD) O PROPQSED REf�1NING WALI.UNOER SEPhF2A?E PERM(f Location Plan � afU prtificial Fill-Undocumented ° �7 EXI51iNG SS FORC£MAtN(PROTECT IN PLAC�) QOa Old Ax€aE Channel�eposiis � � {bracketed where buried) ` � � O EXISTiNG S�LiNE(PROTECT IN PIACE} [�(� Grenodiorite(braekefed Mihere burled) GRAPHICI SCAL � � O9 EXI511PtG WRTER�iNN(PROTECT IN PLACE) � 4d fl 20 40 80 120 AD�VAN}�D G�QT��G�HNIGAL SO�LUTIQNS,INC � 10 I�ATCH M!C?JOIN TYPE b'�DW DffCH WI7H Geologic Contact{dotted where buried, � DfISTIP[G DI2NNA(.E DITCN �,?. „� queried where uncartain) (IN F'EET} �M/14V6-47 1406-Q7-E3-2 Dec.2Q14 � c EC�OW W�li���5 ���a�. 11 IN51'AtL N0.2 BACKING 2�THICK RIP-�'PM 1 inCh=40 fk L.ID,',�"'/�Mf7� � �Ct�� be#ore ou di . (c,v..�s sr�-�ao) CONS7RUCI7DN RECORD AAIE 6Y t7EVf51tlN5 A£C`D I,UtTF E�NCN MAh'K 5CACE SF[L: o�Esso Designed 8y Umwn By Checked 8y Arawing Ho. � �C/TY UF T,E"/f'lECULA f7fPARTIWENT QF PUBUC WGV7KS � y,�oe ERsc s.a pN<4„yc R�"CO,i�11E'NDED BY• OATE:- Contructar anzon W� �, plans Prepared Under Supervision Df 6�T�, ��.y}.��p���y�,�yE� `..�I p`•�� r � No;6597t3 � l�.�i����'' ��' l F�hy��ro\ � M�'"V�,!V � �� �� �.I"7�J C Mspector SF� TITI� �HF��T � E�P,oe 3a�6 ¢ TNOA�(A5 W.�faARCd4� .,,�,,,. ��.,.,�,,.,.,,�,�„ l7nta APPE�1)I� A REFERNCES � � ADVANCED GEOTECHNI�AL SO�[�T[ONS, [NC. REFE�ENCES Federal Emergcncy Management Agency(20D8), National�'lood Insu�ance Progr�arn, Flood Znsurance Rate Map, Map No. Q6Qb5C3285G, Panel 3285 of 3805, effeetive date August 28, 2008. LGC Geo�-Envi�onmental, Inc. (2013a), Preliminary Infilt�ation Testing for the�'ropased 5hea�^water Creek Residential Development, Locate�'an Pujol St�eet, City of Temecula, Rive�side County, California, Project Na. G13-1121-21 dated May 2D, 2013. LGC Geo-Envzronmentai, Zne. (2a13b), Geotechnical Investigation for the P�opased Shea�water�Creek Residential Development, Located on Pujol Street, City of Temecula, Rive�side County, Califo�nia, Project No. G13-1121-10 dated May 13, 20�3. Ame�ican Concrete Institute, 2002, Building Code Requirement�fo�Str�uctural Concrete (ACI318Nf-02) and Commentary(ACT 318RM-02�,ACIInte�national, Fa�frnington Hills, Miehigan. AmeYican Saciety of Civil Engineers, 2013, Minimum Design Loads fo�Buildings and Other Str�uctures (7-10, thi�d p�inting�. American Society for�Testing and MaterirzZs �2008),Annual Book ofASTMStandards, Section 4, Constructian, Volu�ne 04.a8, Soil and Rock(I),ASTMInternational, West Conshohocken, Penn�ylvania. Califo�nia B�ilding Standar�ds Commission, 2�13, CaZi�o�nia Builcling Cacl�, Title 24, Paf�t 2, Volumes 1 and 2. Califo�nia Division of Mines and Geology(CDMG). (2008). Guidelines fo�f Evaluating and Mitigating • S`eismic Hazards in California, 200&, Special Publication 117A. .Iennings, C.W., 1994, Fault Activity.lVlap of California and Adjacent A�ea.s: C�lifornia Geological Survey, California Geologic Data Map No. 6, Scale 1:�50,000. .11�foYton, D.M., 2004, Prelimina�y Geologic Map of the San1a Ana 3�'x60'Quad�angle, �'ourheYn Califot�nia: U.S. GeologicaZ Survey Open�'ile Repa�t 99-.�72, VeYsion 2.0. � ADVANGED GEOTECHNICAL SO�UTI4NS, INC. APPEl�D�X � BORING & T�ST PIT LOGS ^ LGC ■ ADVANGED GEOTECHNICAL SOLUTIQNS, ING. ���,�`���.�.� .�LG'��,�.7�'%�(IYR.�tUI� .�`�-,� ��11�I'[�� �eolc��ic �nappin� of th� site ��� car���d out b� LG�'� ��sc�nne�. '�h� ��c�tic�ns c�f �th� e���c�r�tc��� excavati�r�s �r�r� ��asen t� c�b�ai� sub��rf'��� inf�rrn�tivn n��ded t� �.ch�eve t�� �bje�ti�e�c�r�his�z��esti�at���. A disua� sur��� �vas c�an�ucted �� ve��� tl�at ��e �rc�pe�sed ��c��at�r�ns v��u�d ���� �ncc��ur�ter �.t�y �ubsu�f`ace util�t� line�. I�Q un�er;�-�u�c� �it�es �e�e en�unt�ed durin� the fi�ld explv�•atc�r�prc�gra�n. �..�' .��:cuvcatia��,�3�•ilXi��.��rr�rl�'a��aulir�� — C�ur�ub���ace ex��aratian�vvas pe�f��-rn�d a���pri� 2�,2Q 13 ��d �.���1��,2a��,�l�icl� included d�i������> �o�gi��; ���d s�rnp���a� �ix (�) ��Q��ov�-st�� �u��bc�ri�a�s,�o de��h� of ab�u� �l.� �e�t tc� 3�.5 fe�t a��� e�c�a�ati���; ��n (1(l� ��st pits tt� depths ra��;i��; fra��� �pp�c��.i�������� 4.� #"��t tn 1� fee�. L��s a� t1�� bc���in�;s and tes� pi�s �:re pr��nt�d ir� ��p���dix �, �nd tl�eir �p�r��.�n�at� �c�catic�n� ar� d���icte� car� t�� C�eotec����ic�� I�Iap, Piate �. Prior ta t�a� su�s�rf�ce wcar�, an u�ider�r�aun�i u�i�it�e� G�f'�l'3���' 'V4��� Q��i�l�'1�t� �I"t�ll� t�nde��;;raun� �e��ice �lert of ��ut���r� �a�ifar���a. �t �he c�nclusi�n c�� th� sub��u�`aee i���st�ga�tia�� ��� bc�r�n�� ���� t�st pits we�•e �ac��illec�u�ith n��i���a�e�~ia��. �iz������������n�of t���ac�fi�� ��il����:�c�ccur c�ve�ti�a�e. I�u�-�n�;ou�•s�bsurfac�inv��tig�ti��,��pr�se���atir���u�'�a�;d re��ti�v���undistu�-b�d sa���p�e� were ret�a�e�1 f€��lab�ratar�te�in�. Labar�t�r�testing��s��rfmn�ned or�����cte� re�r•��entative saa����e�c��a���te st�i� �t�d/c�x bedre�ck����te�i�Is �a�l s��a�a�es�7d included i�-si�a . dry c��n��°ty���d����i����•� c�an�ent,���a�irr��an� dr�de��si�y and�pt���urn Y��isture cc���ten�, �xpa��ivn i�dex, cQ��sc��idatic�n, sh�����t�rer��;fih, s��f�te cAntent, chlt�ride content,��, ar�d r�s�is�ivit�. �.dis�ussic�n �f t�e t��t��erfcar��ed�nd a su�n���.ary o�t��e�es��t� �r��r�sen��d in ,A.pp�ndix C. T'he�-�oistur�and�i�ns�t�te�r�su�ts axe pr���nted t��a t�e bcsi�i���o��n ��per�di�.�3. B-;� �'i�ce�'�'a�t e�us� T�� borin�; l�gs d��cribe the e�� n�ate�ia�s �ncvut�tered, �a��plin� �.�thc�� u�e�, an� field �nti. �ab��at�ry► te��s per�orn��. T�� �ca�s �lsa �hc�w �h.e test pit num�er, dat� �f cra�n�le���sn, �d th� nar�e �f t�e lagg��r. A �ec�lc����t ���g�d �e b�rings in �c�ord�nce v�rith t�e �t�nd��d Practice fc�r I�escrip#�an �nd Ir�enti�ica�an af Sr�ils �Vi�ua�-��nua� Proc��.ur�� A�T� D2�88-93. '��e b�ur�t��a�ice� i��tvveen ��i� ty�es ��t��vn a� the l�g� �re ap�roxim�:t� and th� tr�:nsifiic�n 1�etween d��'�r�nt�c�i�1�y�rs rn�.y b�e�r�du�:.'��e log��f the b�►�in��r�p�e��n�+�c�����f�llfl�ri��pa���. Pro,i�ct�'t�. �l�-11�I-1 d � �lcr�r 1.�,�d 1.3 AGS P/W l 406-07 P1ate B-1 ��+���ch��cal B�r��� Lc�� �w � t��te��•2�-�3 Pr�'�ct Name. 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G'��•1�21-�0 LC> �d B . �1�� �ri���nc��o�n��ny;�A��.PA��R 7Y �c�#R.i : 8-�� �ri�e����ht�1b��: 1�� �r� in): �� Hvl�D�� �n}; � To�c�f�o��E1ev�ti�n �fi��. �t3�Q.� �Iv��L���ti�n.S����o���h�aical �� � � � � � � � � � � � � �' � � i � � � � � � � : � � �a � � � � � � ��' � � � � �" �s,� � t�` c� m v� c� � � DES�E��PTI�}� � ��� l,tA7`�14A�/�1/�Y�J�17�Xt�lt C#�A�11fiE�.�1�PCJSITS6 �� ��[ty���#�;�3��#c b�r���,damp, m���ra�e�y hard,�r�t����r c4�r��, " fir�e grav�l 16 �� ��� ')��.� �.$ : �4 �3 g 16 �� �-2 `I��.� �.� �ran��br�rr�, � �-3 �7.� GL Ci�y�y�A�:[�;vrar�g+�br��rn, �noist, m�dium stifif ��Q����, ,� 1��.8 �� �o _ �� �-� ;:�25.� 1�.� : �C� CR,ET�G�t3�f�`G�'���JC31�R#T�: � G�A�I�T1��;�ellv�r orang�browr�, dam�, �cad�r�t���r t��rd, �nnc��r�t��y v�r��t��:r�c�, c�xidized �� 5cua° ' s-� : �J/F� �ard Tota�Dep�h=��.5 fr�+�t hia�ro�r�dv�ater s � 2fl 2� 3� AGS P/W 1406-07 P�ate B-7 _ . ��ote�h�ni�al B�r�nc� l�c�� �- � �3at�:4-�4y93 �r�"�c�Na�n�: �he�rvv���r Cr�k �� �� Qfi 1 Pr��ct Num��r: G�3-����-1� �.� ��d By: JAM �r��linc��nmpany:CA�L PA�DI� T �c�f Ri : 8-63 ;D�°Iv�1�fei�h���bs�: 14� U`rvA�in}: 3� H�1�l�ia�ir��: 6 Tra�o#Hale Ei�v��ic�n���: '��'�Q,D H�rle L.o�cat�vn:�e���otechnic�[�a � cn � t� � `� � � �, � � c� ;�' .,....r �— -,... .�. � ' � � � � � � �9 :� � � G� � �U? a. 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Th��fl��c�win��um�a�is a br�ef c�ut�ine c���h�tes�t�rp��.nd a tab�e�urn�n��i��the test resu�t�. S��l C���sif�ca��aa; Sc�i�� �vere classi�ed �c�r�i�g ��e Ur�i��d Svi� ��as�if��ativ�a S�stem (lJ���� i� accvr��nc�vvith A5T1V� T�� l�f�thc�ds����7 an�D2�l�8. '1.`��sc��� c1�s�i�ica�i��s (�r group��n�c�l`� �-� shovvn�n���e��:�vra#vr�r test d�ta, anc���rin��€��s. 1'4���.�n�un� ��°v l�+�nsi: 'T'e���r The ��axi��u��� c���� densi�y a�c� c��tu�lu��� mc�i�ture �c�r�te�t ca�"t����l , i��ate�a�s z�rere detex���ii�e�i�� �c�o�-�dar��e vvit��A�'T� I���57. Th�tes�results a�e pres�n�ed i�a t��e�ab�� be�Qu�: �,�.���� ���������'`�, ��"����T � ����'IC�� `�����5�� ����� �� �� ����� �',�� �.������������ �� � � � < ' X � �'C� �����c � : > � .; j �/ 3��'������.���t ,. ,�:. .. ....:. �_ �,..�,. .:..;��. � �v,..�. �; � .�.... . ...,.:. ._.. .� . . .. . .. $_�_��'-�' Sl�t��A�ID �S1Vi� 13G.5 �.5 B-b��-5' Si��y��l�T� ��1�) ��5.� �-� E� an��o�� I�1de�: T��e �xpansia�� p�tenti�i c��'a se�ected ���nple�uas e�aluat�d'�y the �xp�n�i�n I�d�� Test, LT.B.�. �tan�ard 1'�1�. �8-2 �ndlvr��T.1� D4829. Speci�nens a�����41ded under a�ive�� ������a�t��e �n��;g� �� ��prox��3��tel� t�e o�t��um mais��e c�ntent ar�d a�proximate�y �� ��rcent s�t�.ra���n �r ap�a�-������a�e�y���e�°cen�re��tive cc���np�etic�n. '�'h�pr�pared �-�n�h-thi�k by�-inch-dia�n�t�r spe�i���er�� a�e lvad�d tc� a�a �quivalent 144 psf surcharge a�ad ar� �n�ad�t�d vvitl� ta�s water until �p�wnet��ie ec��i�i���u���is r�ac�ed.Tl�e r�sult�of t�e�e te��s�re��es��ted�n the tabl�be�o�: � .�r �.: ;,: , y r�� �e.:.r. �,� ,�. � — °`-_ �—�.,��}�_���., . . �1����.������ � ��"'+����� �i—���—�i �1����1�� ���� � �����.,{�� *P�r.�STIVI�4�3�� �`c�r���lia►�c�ia.�: �c�nsQ��dativn tests we�e pe�'orrnec� an selec�e�l� �r��a��ve�� �.nd��turbec� r�ng ����.pl�� �Nlo�ified A5'Tl� "���fi In��hfl� D2��5). T�e s�ple (2.�2 �nc�i�s %n dia�e�er and �-inch in ��i�ht� w� p�aced i�r�a c��solid�m�ter and in�r�:a�u�g�va�s��re apgli�. Th��a�ples u��-��Ilv�red t€� cvn�a��d��e un�er "doub�e �ra�r�a�;e'� �nd total d���r�a�ic�n far e�ch laa�di�� step �a� rec�rded. T�e p�r�ent F't crject 1Vo. G�3-11�1-1 t1 � M�r}�13.2{�13 AGS P/W 1406-07 Pla#e C-1 cc�nsc�lic���ion fv� �a�h l�ad �ta��.p uras r�c�rd�d as �i��atia�� raf t�e amount c�f verti��l ���npr�sion tca �he�ri�in�1 s��������ht. 'fih��r�p�i�al t��t�resu���ar��resen�ed c�r�tl�e f��l��n�pa�e�, :�e.�i t��h�ar,S'�r��� I� R�ma�d�d�hear t�st�n��e�f€��ned c�n a re�resenta��ve san����,�nc���r e�pe�ise�n t���ar4�����rea fa�n�t�e ba�is tc��ei����pprvpriat��hear��ren�h par�r�et�rs th�t�a�be�sed�n�slvpe���.ba�i� �nalysis, if r��u��red. T��sign s�e�:r str�ngth a��+��ns�ty param�ters us�in�he��vp�st��ili�r a�a�yses are s�4�in Tab�e �. Solubie�'uif�tes; T�ie��u��e s�lfa��can�e�t r�f�se����ed�a.mple�,va�det�rar��ned b�s�a�.da�d g���chn��a�:�ne�had���T'�4�'7}. T�e�c��ubl��u�f�te��t�nt is usec�t�d��enni���h��ppr�apriate c�me����e�n�d t�°�a�����u�n�va�er-ce�n�n�t��ti�s. 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F� � { i �_ ���er��i�y,p�� l�9.7 l 19.7 l 1�.�7 < �--� ..,, .� ..� � -�--�- -�-; ` ' � �. � � _ �� v ��furat��r�, lo l��.� }fl�.9 9'7.0 a� � . � �_� ; �.�F �, {�-7_--, � � 1/r�i�i E��fi�� t}.��21 �.382� f}.3821 } � , �� r � � 2 � + fliam�t�r,i�. 2.42 �.42 2.4� ' t 4 ��� i � i � a � �1� , ��� �� ��. �.a� �.o� a.o� �+1 E ' I�.,.,__i .,_ �l ; ; � 3 �tv�-rnal�tre�s, k�� l.(34 �.d� 4.t�1 _ � � � '� �--}--� -- � ��i[.�tre��,k�f l.(l8 1.�8 3.23 �Q �.,�1 � �.� 1d t���t'����4fa �.� �./ �.� ��'�1t1,o�� ��.. ��t�S�,�S� �.�� 1.�� �.�� ��Y�tfi,�l't� �.�? �.� l�.Q Stra��rate,i�.lrn�n. 4.�3 4.�� O:Q3 Sample Ty��: �ul� �li�ni�:Ternecul�.Fa�thills,LL� D�scr'ipt���:Dark C�rayish���Siity F-M��nd P'r�j�ct: �1�e�ate�-�ree�c Assumec�Sp�c�ic�ravi#y�2.�3 Lr�c�tio�: B� Rem�rks; Rem�ald��t 9�°!0 �ample l��mt�er: �ag 1 D�pt�. 4-5' E�r��. Nc�.: G13 1�2l-1 t3 Dat��ampl�d:4l��113 Figure T���e�d��� _ P�ate C-4 R.��1!'�:3�����Jf��� .L�t����:7 CJ�l iJ .. . 1.QAi�,lzs f U.i 40 1.(lt� l 0.fltt� �t�i�.{�0 �.�b � l.{3fl � � v .« � F- 2.Ofl e, �. � m � � 3.t�U --- i t � �+ � �.� _�_. .._. ... �z � � i5 � �.�� � �.00 I � � I �ote:Fi�Ied circle dertote��e�di�i�s��'ler�a�aap������ubi��er��d in���ter —' �� Ren�c�lc��d. _ Dt'y D�:�����ys{p+ef)� l 1�.6 1!'io��ture(�'�!p): 4.l �V�iT'�RAD�t�D�k�f: 1.378 1#�IA.XIN�UM Lfl�,kk�f: 1�.�2 SCyYL I���CRIFTIC3N: �il�SA�3 l,��L�s�a#7 s �� �/��r�tl�� S���W��� :-�. �:�� _ P.N. C`.7�31121-1 f3 I..��::�'I'IflI�I: $-1 �'�.5` �Li�l�i'I": '��m�cc�l��cav#�IIs,��..� �'t�te: C-i AGS P/W 1406-0� Plate C-S ��.J►.�r3��I.LJ��[.[�� l.G:�3������i►3 Lt�.�3,ksf t1.10� �.Rt34 1 tl.Ot3U i(�.UEI(l (1.�� � � � .� I.Q� � � e� a � � � a 2.Ut1 � a . c� :c � � �s .� 3.t1{1 c� � � a g i � f �.�� � i�io€e:Fiilet�cii��l�de��aies re�t�i�ags��er:�an��le w�s 5�a���������d i��v�3ater � In-�� Ren��lde�d: �ry De��sity,(p�f�: 114.7 �1�raisture(��p): '�.7 VVATER ADI}El��t�sf; �.3'78 l�.A.XINii1Il+I I.(3�3,k�ft 11.0� SOIL I)ESCR�1'T'I43'�. Si�ty SA.� Ll►�r4s�♦ i•�� ����0��� S£���Y@��-�: �.��3 P.i�T. �'s131i�1-�0 L4C�1"TIC}N: B-1 ���.0` �LIENT: Temecul�.F�ta�l��,LL� P��t�: �-Z AGS P/W 1406-07 Plate C-6 ������������� ������V��� Lt)�,�st' U.1 tl0 l.4t�(l 1 fl.t}i?Q ��i�.tl{�Q -3.(l� � -2.U� � � v � F'" -t.� � ci. � m � e tl.f�C3 : � a � �: ¢ .° �� 1.U(4 � 0 � � 0 � �.� � ...�,...., � 3.E�fl _----- _-�__� __�_� h;rvte.Fi�l�d circ�e de��otes readi���s��te�•sa�npl���a�4c�b��aer•�e�iza wat�r _ In�ce Re���c�l.ded� ll�-���es��ii3��(P��: l�4.� 1�nist�r�C°1��: 17.6 '��A"T�R A�gDED��sf: 1.3"�� � l�A.�11�U�L�AD,ksf. 11.�� St��.D�SC�.IP�'ION: �la��y�AI�I;1� �J.�.�,5, �+C °l�C�I1a ��l�r�ell(�-�: -1,23 F.N. G 1����1-1 Q L�DLATIt�N: �3-.�(r.��.5' CLI��'T: 'T�mecula Fo€�thi�ls,I�L� P�ate: �-3 AGS P/�V 1446-0� Plate C-7 A�'PEl�TDIX D SLUPE STABIL�TY ANALYSIS � � ADVANCED GEOTECHN�CAL SOLUT[ONS, INC. O CJ� , �+ � Q ' c� �-.� c�3 � G � �� O ,. ._. _.__. . . _ ._ . .... ..._ .. �., � ' Q � O � � � � O dw � � � N o _ C II `= _ _ cn O _ � � � — {L1 � m LZ� : � � ¢ c�c� = t/) m N o o �� � � _ . _ _ _ _ _ _ _. � � a, .......... V (� N � .� � 0 � N ��Z� U3 H � � � IJ" A Q � c ' N m � p ���� ' � � "�. � � � sa.o ...�.� R � � �..c� , � o t� � � � _ � _� ....... �v d� Q c� N � i!� C° � u�i c�a o U '� � �p�-o � s�,. � � � Q �� N 1� o � �m,.n O G c$ •�Q�c� C� � � _ __ __ _ � c� M � O �o �,i, d' � � � v,o .�' . r � a��N G) � U� � co � N i � �.�'�o � �� V� Cj ,����M C6� � � (!�_ _ _ _ _ CV �-: � - ���o � � � (� �'z r � � � " O _ . _....... . �,,. __ ._._..f> _.............. ..... ...... ..... .__.. „�; ...._.. ...,_ ... . _._. T ....... _.__ ••� O � � C�� � � U)� LL ° � � I O � � � M N � � 0 � N i Q ' a� � c�i r, � O _ _ _ GO r.� �"' � _ _ _ .. ..... .. ......... O �C ca c� � � O �� � � o G� � � � '�j _ � O O � _ s N � y _ � ���' m -a n G1 m jti� �p � �3" � Q o °� ~o Q � � � �� c _ _ _ - ,,,., ca. -�.Q..Q. .. _.... .. _ ',n "� au c�� � „C � �k �a�i V � (— C� a�, a� �, r � c� m N u � � � s- Q v'�z� .~.�1 � � Q LL � � _ O m � � r:J d' Q t� w-. �-' � � � ~ �Q � N��o � � a� � c �,c�i �" y � � �� � � �� � � v a� � � � � � o � �o � � � a �ao � � O � a. _ _ _ _ _ M � � ' � � o ov � Q3 v'� d" � � ���r' 0 rr�- i "-a � � — -a �.._. �. ti n ��ca •�, � � L �no _" � p��1^N C a] (�...W. _ _ N c� ^� ���� ,��, �o .�`c a c� �� � � �a ���ra „_, c�o d._ �a,c� a _ .... . .. ._� .�!..r.-. ..._ �.._.. . .......... ...... ....... _.____. . ....... ......__. _. ..__ ..,.....�.�. ....,.... ...... . .,...... .._..... r � � � � ��� � � ' O 'p u�s {� �� � Y _..��_ Q � � M N � � � t� d' ��T' SLO�'E S�.TR�`ICI,r�L S�'�B�LI'T'�' SL��E �t���'��E ��� �� _ F'�v _-_--�--�� �d�� z tj������/ •r"°r'e++a Y V�""��f YY ��,�'n�"'i� wr ��• ..�," r,;�"� ��� p�! .. � ,�,..» "��'.�-_,._...F r ��,�,,.+- �..•� �� �.�� � F�I L�1'I�E P�TH FL�Vlt L�N�S -- Ass�zine: (l j 5a�ura�ion To Slope Su�-face (2j Suff cient Pe��meability To Establish Water F'low Pw=Water�Pressure Head=(z)(cos^2(a)} Ws=Saturated�oil Unit Weight Ww=Unit Weight of Water(62.4 �b/c�.�.ft.) u=Pare Wate�Pressure—(�Ww)(z)(cos^2(a}) z=Layer Thicl�nes� a=Angle of Slope phi=Ang�e of Friction c�Cohesion Fd=(0.5)(z)(Ws)(sin(2a)) Fr=Cz)�W�-Ww)(cos^2(a))(tan(phi))+c _, Facto�-of Safe�y(FS)=Fr/Fd � Given: Ws z a phi c (pcf) (ft) �deg�•ees) {radians) (degrees) (�adians) (ps� 130 4 2b,565QS 0.463648 35 0.610865 2S0 Ca�cuiatiar►s: pW u Fd Fr F5 3.20 199.68 208.00 441.47 1.93 P/W 1446-a'� ADVANCED GEOTECHNICAL SOLI�T�UNS,INC. Plate�-3 C� ti d"' � Q N y � y�J � V .,...... ,..,.. ......... ........... ....� �a ......,., ., ..... .... _._.. .... _......... ..,...... .__._ . .. .... _ ..,...... .....,.,...... ........ .__.... ♦A Vr/ � W� Q O � � � �r r �} � � � y \ � � (� � � = r � � W � � � � � � � Q N Z3 � T _ _ _ Q� N � � �(] _ 11 � � '�...�' �." Ir N ' .� .0 r � � c� � �a � F- � �. it .�.�Z � �+ tli � h, N C�1 �' o �� � � �U � � � � c ��i..o J c� � 4� m � a3 �U v ' p 'Q v c� � _ � . _ M 1- � � o � �oo � U c� � (� u °" �a o �"' ti a Ct � Q � N^ L � Qi p_ p O U �,�� � � � *-Q� � O `- � to � c..� W r'". � �� � u�i i[i , ' p � -Q v c.�-��, _ _ N � � � ��; ' � �r U �...��o � v� ���� tU� � (.1) �: � ��V� I-- ��� � ' G N __._.... .... _ . __.. _ _ �:;., _ _ _ s^^ _�.�.z� .. � � V V ' ' � � Cf)Q � , �� l3_.� , � � O � d�' M N � Q O _. � � i Q , , N -�--� CG � ' O - _ �e-. ..... ......... _ _ _. , CS3 � Q f� � O r � /°"'i►� ���. . �� � .� � � � � �� � � � �I N � � _ r ' N _ ¢ ' m a,^ 'a y, cv,...a� � � m �rn� � � ��T �. ., � � � . � � � �O _ � � � � � � � �.,.. ....�. ci ^�,-: , , " � � �Qo � � �. ca� N H � � �m� � y, � � ��c n� T N m CV[ N 5 z3 a� � �. � V � .�.� Q N � .�.� � � N a�z� m � � � � � V � _ _ _ �''� �q R5 � �..-• L L � VJ j 1 � � � N�� , /R V G� N � � � � � C f20 .� (B LL U v � � � � � � � � � �o tts � o � o � �o t/) p.. u� ro o y.. � p a�' ' Q 0 � � L d' s •�°'�� O .� . .» w �' c� _ _ , _ cv v � � , a� � �Q�� � � � � �Q c�a •N m�o � �n � � u��ri ��'1 ,� N Q N U � � Y V- "� . ���� � CS LL� .__._. � � �� �. . ���T �..,..,.... _....._ _ _ . ._ C �f? _ _ _ ;� r � Q ���� ��QN � � _ � O �-�r- fl��z _ Lj u �Q � ' ! - � � G 0 o v o o c �t? d' M N � F�I.,I� SL�PE SURFTCIAI, �TA�3IL�T� �L�3PE �IJRFA�F � �� ��� �"� Pw Fd�� � �"--- �--~ ,,,,�.. ��� 1�/s-1!'i�v� ,.,,�.....'" _,... .� r�''�`�M�r,�a,s.w r*"'"��+r+���. ,�_.�.�--,�� „,. __�___._-F T'_`�".--� �,�� � ��� •-�"r�M��� c`� FAI�IJRE PATH F L�1�tf �.I�I E� Assume: (lj Sat�ara�ion To Slope Surface (2j 5uffcient Pe�•meability To Establish Water Ftow Pw=Water Pressure H�ac�=(�)(cos^2(a}} Ws=Saturated Soil Unit Weigh� Ww=Unit We�ght of Water(62.4 �b/cu.ft.) u=�Po�-�Water Pressur�=(Wrn�)(z)Ccos^2(a)) � z=Layer Thickness a=Angle of S1ope phi=A�gle of Frictian c=Cohesion — Fd=(0.5)(z)(Ws}(sin(2a)) Fr={z)(Ws-W�w)(cos^2(a))(tan{phi))-�-c Factor o�Safety(FS)=Fr1Fd Given: VVs z a phi c (pcf) (ft) (degrees} (i adians) �deg�-ees) (radians) (ps:� l25 2.75 26.Sb505 0.463648 33 0.575959 �25 Calcuiations: Pw u Fd Fr FS 2.20 137.28 137.50 214.�4 LS6 P/W ]406-47 ADVANCED GEOTECHNICAL SOLUTIONS, INC. Plate D-6 APPEl�I)IX E GENERAL EARTT�WORK SPECIFICAT�ONS GiiADIN� DETAILS . J ,4DVANCED GE�TECH�IICA�SOLUT�ONS, ING. GENERAL EARTHWORK SPECIFICAT�ONS I.General A. General procedures and require�nents fox• eart�work and grading are presented herein. Th� ea�-thwark ar�d grading recomm�nd�tions provided in t��e geotechr�ical re�nrt are considered part of t4lese specifications, a�d whe�•e tf�e genera[ specifcations p�•ovided l�ez�ein cnnfIict with thase�ro��ided in the geot�cf�nical report,the recoinmer�dations in the geatechnica� r��ort shall govern. Recommendations prpvicied herein and in t��e geatecl�nieal re�ort lt�ay need to be niodified depending on the conditians enco€�ntered during grading. B.The cor�fractor is responsible fo�the satisfactory completion of all earth���ork in aceordance wit��the p�'oject pIans,specifications, applicable bu�ldi�g cc►des,and local gnverning agency requirements.Wher•e fhese req�ire�nents conflict,the stricter r�equiremer�ts shall gov���n. C.lt is the contracto��'s responsibi�ity to read and und��•stand tl�e guidelines presented herein and ir�the geo�ecimical r�pot•t as well as the project plans and s�ecificafions.In�armation presented in the geotechnical repo�-�is subj�et t€�verificatic�n during gradin�. T�Ie information presented nn t�e exploration logs depict eondi�iot�s at tlae particula�•time of exca��ation and at th.e IocatioYl of the excavation.Su�surface conciitions p�•esent at oYiier locations may ci�ffe�•,and the�assage of tiine rnay resL�lt in different subsurface conditions being encounterEd at tl�e locatinns of the ex�loratory excavatior�s. The con�ractor shall }��rform an independent investigation and evaluate tlle nature of the surface and subsurface canditinns to be encou�te�•ed and the procedu�•es and equipt�ent to be used in perfoi�cning�is wark. D. Th� cantractor shall have the respansibi�ity �o provide adequate equipment and procedures to acconnplish the earthwork in acco�-dance with applieab�e requiremenfs. When the quality of worlc is less than that required,the Geotechnical Cnnsultan�may rcject the work and rn�ay reeo�nmend thai the operat�on.s be s�spended unti(tlie conc�itions are eorrected. E.I'r�or to t}ie sta�-t o�'grading,a qualified Gec�tecllnica�Consu[fant shou[d be emp�o�ed tc�observe g�•ac�ing procec�t�res��d provide testing of the fi.l[s tor conforrriance with tl�e project specifications, approved grading pla.n, and gL�ide�ines pcesented h�:��ein. A[1 re�nedial removals,ciean-outs,remc�val battoms,keyways,and subd��ain installations shou�d b�observed a�id documented b}�tl�e Geotechi�ical Consulta�3t prio��ta pl�ci�g Fi�l.It is the contractor's responsibil��y��o a}�praise tl�e G�otechi�ical Consultant of tlzeir � schedul�s and notify the Geotechnic�l Consui�ant wl�en thase a�•eas a��e ready for observ�tion, � F.T�e co�itractor is f�espansib[e for pl�oviding a safe environmient for t�7e G�otecl�nical Cans�lltant to o�ise�•ve gc�ading ac�ci cond�ct tests. II.Si�e Preparation A. Clearing and G�-ubbing: Exe�ssive vegetation and otlier delete�•ious�naterial sha�l be sufficiently removed as rec�uired by the Geotechnical Consultant,and such matet•ials sha11 be prpperly disposed Qf offsite in a method acceptable to tE��owne►-and gnverninb age�lcies. Whe�•e applicable, tl�e contractar tr�ay obtain perinission fro�l� t�e Geotechr�ica[ Consultant, owzxer, and governing agencies to dispose of vegetatian and otE�er deleteeious materials in desig�za�ed areas onsite. � B.U�sl�itable Soils IZemovals:�art�l inatex�ials that�i°e deerned unsuitable fQr tl�e support of fi�l shaCl�e�•emoved as necessa�y tQ the satisfac�ior�o�f't'rie Geot�c}-,r�ical C�rsu�tart. C.�,ny�undergro�nd structures suc�►as cesspools,cisterns,mining shafts,tunnels,septic tanks,�i°el�s,pipelin�s,other utilities,or other str�ctures Iocated�vithin tl�e limits of g1•ad�ng shall be remaved andJor abandc�ned in ac.cos-dance with tt�e requirements of the governing agency and to the satisfaction of the Geotechnica[Const�l#ant. D. Frepa��atian of Areas to Receive Fill: Affier removals are campleted, the exposed surfaces st�all be searified to a deptka of approximately $inches,watered or d�-ied,as needed,to achieve a genera(ly unifo�•rn�noistu��e content t�at is at or near opti�num Inoisture eantent.The scarified�naterials shall fl�en be cor�pacted to tlle p�•oject requi�•eiT�ents and tested as speci�ied. E.All areas rec�iving fi�l shal��e observec�an.d appx•ov�d by the Geotechnical Consu[tant p�•ior to the place►n�nt of�ll.A licensed surveyor shall provide surv�y control for d�tern�inin�elevations of�rocessed areas and ke5�ways. III.Placemer�t of Fill A.Suitability of fill matea•iats:Any��Zaterials,derived onsite or import�d,inay be utilized as fi�l provided tl�a�the�1�at�rials l�ave be�n dete�-mined fo be suitable by t4�e Geotechnicai Cons�ltant.Such i�ate�•ials shall be essentia�ly fi-ee of or�anic�nattez�and other cfel�teriaus materials,and be of a gradation,expansic�n potential,and/or stre�gt[�tliat is acceptable to tl�e Geotechnical Cons�ltant. ADVANCED GEOTECHNICAL SOL�T�ONS, INC. Fill materials shall be tested in a lahorata�y approved by#he Geotecltnical Consultant,a�Id impflrt inaterzals sl�all be tested a«d approved prior tc�being impa�-ted. B.Generall.y,c�ifferent fi�l ir�aterials shall be tl�aroug(�ly mixed to provide a relatively u�i�orn�hle��d of matei-ials and�re�rent ab.rupt c�anges in material type.Fill niaterials derived fi•am benehing sl�ould be dispe�•sed thi•ougl�out the fill as•ea instead of placing the materials witli��only an equip�nen�-widtl�f�om tlie eutlfill contact. � C.O��ersi�e Mat�ria�s:Rocks g�•eater th�c�8 inc�es in largest di��ension shall be dispnsed nf�ffsit�or b�placed in accordar�ce tivitl� the r�co�nmer�dations by the Geotecl�nica�Consultant in the a�•eas that�re ciesignated as suitable�'or ov�rsize roc�C placement.Roc�:s tl�at are sc�1a11er than 8 inches in largest dim�nsion..inay be utiliz�d in the fill p�•ovided that they a��e not nested and aa•e their qua�ntiry and distri�ution at•e acceptable iQ the Geotech.nical Cansultant. D. T�ie�11 rzaateria[s shall be placed in thin,ha��izantal layers such tliat,wI�en cannpacted, s[�all not exceed 6 inches. Eacli layer sf�all be s}�read e��enly and sf�all he tho�-aughly inixed to flbtain a nea��u�tif�r���moisture content and unifori�n bf�nd of�naterials. E.Maisture Content:Fill materials shall be placecl at or a�ave the optimum moisture cantent or as recnmm�nded by the geotechnical ceport.Where tl�e moisture content of the engineered�ill is less than recoir����ended,water shafl be ac[ded,and�he fili matez•ials shall be bleilded so �hat a nea�• t�nifo���n moistur�e conient is ack�ieved. lf tf�e moisture con�ent is abQve the li�nits specified by the Geoteehnical Consultant, tk�e filt matierials shall be aec•ated by discing, blading, or oth��•m�thods until tl�e moisture cantent is acceptabl�. F.Each�ayer of�'i[1 sha�l be co�npac#ed to the p�•oject standards in accordance to the p�•oject specifications ar�c�recnmmendations of the Geotechnicat Consultant. Unless atherwise specified by the Geotec��raical Consultant, the fill sl�all be compacted ta a min�zn�.im af 90 percet�t of tlie.tnaxim.um dry density as determined by ASTM Test Me�hod:Dl 557-09. G. Benching: Where placing fill o�� a s�ope exceeding a ratio of 5 �0 1 (harizor�tal�o vertieal),tt�e grounci should be keyed ar benclled.The key�vays ar�d benches shail extend thrQugh all urasuitable matec•ials intfl suitab�e 1�ate�•ials such as fr��znaterials ot• sound bedr•nck or as��ecoann�ended by the Geotechnical Consultant.The minimum keyway r�ridih sha�l be 15 feet and extend ii�to suital�le�naterials,or as recommended by the geotechnical re�o�•t and approved l�y the Geotechnical ConsuItant. TI�e mi�7imuz� key�wa�- width fox• �[1 over cut slo��s is also I5 feet, ar as reco���mend�d by the geotech.nical repo�� and appcoved by the Geotechnical Consultant.As a;en���al i-ule,unless athea-�vise lecorr�.rnended�►y th.e Geo�ec�nical CcsnsuItant,the lnini.mum widtf� c��'the key«ray s�alI be equal tQ l/2 the height of the f71�siope. H. Slape Face: The speci�ied inin��nur��relativ�compaction sha11 be��aintained out to�he finish f'ace c�f fill and stabilizatic�n fill slopes. Generall}�,tllis rnay be achieved by overbuildinD the slope and cuttin�back to the coin�acted cor�.Tlie actual aanaunt af overbui�ding�nay�ary as field coraditions dictate. A�ternateiy,this i�1a�r b� achieved by backrolling the slope face w�t1� suitable � equipmellt r�c other metlaods t(�at produce the desibnated result.Loose soil shou�d nat be allowed fc�b�zrld up on t�e slope face.I1' present,loose soils shall be tri����ned to expase the co�npacted slo�e face. 1.Siop�Ratio:Unless otherwise appro���d by the Geotech�ical Cnns�rltant and governing agencies,pea-�nar�ent fill slnpes s��all be rlesigned and constr�zcted�10 steeper than Z to � (harizontal tn ver�icai). � �.Natural Gc•o�nd and Cut Areas: Design grades that are in natural ga•aund ar in cuts shauld b�e�=aluated by t��e Geotec��ical Consultant t��e�e�•min��x�laethe�•s�a�i�cat=an and pr�cessing�f t�e g�•ourd and/a�•c�v�r�xcavatioii�s needed. K.Fill materials sha11 not be placed,spread,or coir��acted du�•zng unfavorable��eatl�er eonditions.When grading is inierrupted by rai�1,filing operations sl�all nat resume until the Geotecl�anical Consultant approv�s tlie moistu�'e�r�c�density af the previously placed compacted filI. IV.Cut Slopes A. The�eo�echnical Cons��ltat�t shal(inspect all cut s�opes, ir�cluding fill aver cut slopes,and sha�l be��o�ified by the contracto�- when cvt slopes are started. B. If adverse o��potentially ativerse coilditions are encount�red durir�g grading, the Geotechnical Consulkant shall investigate, evaluate,and inake�•ecammendatio�s to mitigate the adverse conditinns. C.Unless otl�erwise stated in the geotechnicaI z-epart,cut slopes sha11 not be excavated hi�hez•oa-steeper�han the requirements of ti�e local govern�n�a�ertcies.Short-term stability of the cut slopes and other excavatior�s is the contractor's 1°esponsibility. V.Draina�e ADVANCED GEOTECHNICAL SOLUTIO�fS, INC. A.Backdrains and Sul�d��ains:Backdraii�s and subd�ains shall be provided izi fll as��eeommended by the Geotechnicai Consultant and s�all be cnnstruc�ed in accordance witf�t(�e gaverning ag�ncy and/or��ecominendations of the Geotechnica[Consultant.The locatian of subdrains,especially outlets,shall3�e sut�veyed and recarcied by the Civil Engineer. B. Top-of slope Drair�age:Pnsiti��e drainage sha[1 be�s�ablished ar�-ay frorr�the top of slope.Site d�•air�age sl�a�l not be�ea•z��tted to floc��aver the taps of slc►pes. C. Drai.nage�erraces s��all be cpnstructed in compli.anc�with t��e governing agency requireinents and/or in accordanee �vith the recommendations of'tne Geotechnical Cons��ltant. D.Non-erodible intet•ceptor swales shal]be placeci a�the top of cut�lo}�es tl�a�face tt�e same directio��as ti�e prevailing drainage. VI.E;•osion Co�trol 1�,.Al�finish c��t and fill s[opes shall be prQtected�'rom e��osion ar�d/or plar�ted in accordance wit�the project specifica�ions andfor landscape ai•chitect's reco�nmencia�iot�s. Such in�asures to protect the slope face sh�ll be undertakef� as soon as prac�ical after � colnp[etion of�rading. B.D��ring constt�LEction,tlle co��tractot•sha�l maii�tain pz•oper deainage and preverzt tkze ponding of v��at���.The contractor shall ta�ke re�nec�ial measL�res tn prevent the erosion o�graded az•eas until pe�•�nar�ent cirainage and erosiQn cantrol rneasures have l�een instal�ed. VII.Trench Excavation a�nc3 Backfill A. Safety: The contracto��shall follow all OSHA requireme�ts for safety of tre��ch exc�vations. Knawing and f'ollowing these requirements is the contractor's r�sponsibility.All trench excavations or oper�cu�s in exc�ss of 5 fee�in depth shall be shored oi• Iaid l�ack Trenc� excavations ar�d opet� cuts exposing adverse geo�ogic conditions naay require further evaluati.on by� tlie Geotechnical Consultani.If a con�ractor f�ils tn provide safe access for co�npaction testing,backfill not tested due to�afeiy concerns rnay be suhject to removal. B. Bedding: Bedding materials sI�all be non-expansive and have a 5and Equ�valer�t greater t�7an 30. 1�"he��e per�nitted by t}ie Geotechnicat Consuitant,tl�e bed.d�ng material.s car�be densifed by jetting. G Bac�fill:Jetting of bac�Cfil�materials is gene�•ally nat accepiable.Wliere permittecl�y��he Geotech��ical Consiiltant,tE�e bedding � materials can be densifiied by jetting provided the back�ill materi.als are gr�nL�lar,free-drarni.ng and have a Sarid Equivalent greate�- i tt�an 30. VIII.Geotec�inical O�sea�vation and Testing D�i�-ing Gradit�� A. Cnmpaction Tes�ing: F'ill sl�all be tested by tt�e Geotec��nical Consultant for eva�uation of general compliance with the � recom�aaended compaciiot� axad moistut-e conditions. The tests shal.l be taken in the co��pacted soils ber�eath #he s�rface if the su��ficial anaterials ar�disturbed.T11e contractor s1�a1�assist the Geoteclanical C�onsultant by exca�°ating suitable t�st pits for testing of cornpactecl fill. B.Where�ests indicate tl�at t�e densiry of a layer of fill is l�ss#han�-equi��ed,n���11e moi.sture content not wit�in specifcations,the � GeoteeY�nical Consu(tant shall no#ify tl�e contractor nf th�t�nsatisfac�ory cot�ditions of t}�e fil�.T�le port�ons of the fill that are not within s�eci�catiar�s sl�ali be rewor�ed until the required density and/or tnoisture cc�nteni has been attainec�.No additioz�aE fill s�iall be,�laced until the last lift of f�ll is tes�ed and found to meet the praject speci�ications and app��oved by th�Geotec�nic�l Co�su��ant. C. If, in tkle opininn o�'the Geotee��nical Consultant, unsatisfactoiy canditioi�s, such as adverse weathe�•, excessive rock or deletezia�s materials being placed in the till,insu��lciEilt ec�uipme�lt,excessive rate of fl�l placeinent,c•es�lts in a c�uality of��ork that is unacce�tab�e,the consultant shall notify the cont�•actflr,ar�d the conti°actor s��all rectify the conditions,and if necessary,stop wc���k until ca��ditio��s are sat�sfactQiy. D. F�•equency of Coi�paction Testin�: The location aa�d it•equency of tests shall be at the Gefltechnical Cons�iltant's discretion.Gener�lly,conipaction tests slrall be taken at intervals nc�t�xceed��g two 1'eet in fill height and 1,004 cubic yards of fill inaterials p�aced. E.Compaction T�st LocatiQns:Ti�e Geotechanical Consu[tant shall dacu�nent the appraxi�r►ate elevation and horizontal coordinates of the compaction #est locatiQns. The contractar shall coordinate �vith the surveynr to assua•e th�t sufficient �rade stakes are establishec�so that the Geotechnical Consultant can deterinine tl�e tEst locations.Alte�-nately,tl�e test locatio��s can be suz-veyed and tl�e results provided tQ t[�e Geotechnical Const�itant. ADVA�ICED GE4TECHNICA�S�LUTIONS, ING. �'.A�'eas nf fill tl�at have not been o�se�-ved or tested by t[�e Geotechnical Con.sultant may ha�re to be remaved and recompacted at the contracto�•'s expense.The depth and extent of removals will be deterini.ned l�y the Geo�echnical Consu�tant. G. Observation and t�st.ing by ti�e Geot�chnacal Consultant shall. be conducted during grading i�i arde�� for the Geotecl�nical Cnnsultant to state that,in l�is apinion,grading h�s�aeen c€�mpleted iz�accordar�ce�vith#he appz•aved geotechr�ical re�o�•�and project speci�cations. H. R�pc�rting of Test Results: After completiot� of gx�adin� operations, t��e Geatec[�nical Consultant sl�all subnlit i•e�orts dac�ar�enting their observations d.u�-ing canstruction and test re�ults.These reparts z�ay l�e subject to rev�ew�iy the l�cal gaverning a�encies. � ADVANCED GEOTECHNICAL SOLUTIONS, INC. DESIGN GRADE � � ,� EXISTING GRADE e' �� /. � � Si/p'p k � x' � v� � r•` � � s'�: 3'�vt';f`Y.?''� 3 J � t�4.4ro"� .,Y,z �� � ������� a ` , . � ` ' � ENGINEERED FILL � o r�:a ,s � � �„�=.��.:��. � �� , '+ , . ' � ;-`, � �r° `'��•�f'�',r h�'t��-<-� ♦. . � ' . �I ��°:�F�, .�,,_�,-y-�`,�i' ♦ ' " ' � � _ • . , . � �.,_ �...-� • . • .• UNSUITABLE � • . , . , . , . , ' BEARING MATERIAL REQUIRED BENCHING '" "4`� � r ' ' ' � , ' � `��' ��`� f�t (REMOVEj �� � �� s� � �r ��������,�r�: � . ,, �� ,�ti� �;:� w. ``iVi 4,*"v�,:� s 0 � � F � O � �+ T- I� e + t7U�IAB�C .• ..�.s�.;;:� }'s� ,�'`�F..,;,. ��,����� ������.����°. :.. .' � � ���` -����: BEARiNG MATERIA�,. v�'8` �,.s�!�" �t��. � •• • T,T?'' d,,�f:,.''�.j' ,t Y rj' .�� � �� •�;:�.• SUBDRA�N OPTION 1 OR 2 ---� �-�-�—� .��Q: p�ACE SUBDRA{N AT�.OWEST (SEE DETAIL 2) ' '�' " GRADE UVITHIN CANYON RFMOVAL �K=�:��3;��;f=F ;,r_�^--E, ,•� Y;"?:`-='�';P,�`a�.y, ������ ���D�l�►�1\ ����'�.�.� DIRECT S4L.ID OUTLET PlPE TO APPROVED DRAINAGE AREA PER PROJECT CIVIL ENGlNEER p� CIJTOFF WALL GONSISTING OF �� GROUT, CONCRETE, BENTONITE CONSTRUCT DRAIN OtJTLET ��5��'N OR OTN�R MATERIAL A M[N1MUM 1-F40T APPROVED BY ABOVE GRADE GEOTECHN[CAL CONSULTANT ..2% M�N. .. . ... ,. ..... .- .... . . , .� :r . � •� . ..• •.. • :t ..:':: •• • -•'• . �.. �• � � �•�•••�►' ���� �� ��.•� ��• .�� �:•. e 20 FOOT MINIMUM 5 FT. ��N. � � �4a � �pd�qo�,;y1 v `�0 2�$aV a� SO�ID P�PE PERFORATED PIPE °����°�` �°`���� �3ft���3ftvp �'g-��� ��4d��, ��a a�$9 ft�e ��� NaTE: LOCATI4N OF CANYON SUBDRAINS AND OUTLETS SHOUI�D BE DOCUMENTED BY PR�JECT CIVIL ENGINE�R. CUTOFF 1NALL OUTL.ETS MUST BE KEPT UNOBSTRUCTED AT ALL TIMES. DIM�NS[ONS C,A,NYC)N SUBDRAIN TER�INUS V�R 1.0 NTS � m: �e���� CANYON SUE�DRAIf� DETAIL � ADVANCED GEOTECHN[CAL SOLUTIONS 12-INCN MINIMUM �2-1NGH MiN1MUM ABOVE PIPE AB4VE PIPE " ' APPROVED APPROVED . APPROVED . • • . FI�TER FI�TER DRAIN MATERIAL Ff�BRIC, 1NITH MATER�AL . . •�:' . �: 6-INCH • OVERLAP 6-INCHES MINIMUM, 6-1NCNES MfNlMUM, ADJACENT TO AND ADJA�ENT TO AND BELOW PIPE BELOW PIPE QPT�ON '1 C)PT10�12 �fLTER MATERIAL: IVIINIMUM VOLUM�OF DRAIN MAT�R�A�: MINIMUM VO�..UME C)F 9 CIJBIC FE�T 9 CUBIC FE��"PER LINEA� PER LINEAi..F4C)T OF 3/4-INCH MAX FO�T OF CA�TRA�IS ROCK OR APPR4VEC�EQUIVALENT CLASS 2 PERMEABLE MATERIAL SUBSTtTU�E FILT'ER FABR[C: MIRAFI 14Q FIL�ER FABRIC OR APPROV�D EQUIVALENT SUBSTITUT'E PIPE: S C)R 8-INCH AB5 OR PVC�'�F'E OR APPROVE�SUBS1"IT"UTE 1NtTH A MINIMUM OF 8 PERFORATIONS(114-lNCH C7lAMETER)P�R L1N�A�FOOT IN BO�'Tt�M HAL�OF PIP� (ASTM D2751,S�R-35 OR ASTM�3t13�,S�R-35 i ASTM�1527,SCI�D.4(1 �R ASTM D1785,SCHD.40) NO�'E: GONTI�UOUS RUN W EXCESS O�500�'�ET REQUIRES 8-tNCH D[AMETER�IPE (ASTM�3034,5DR-35,ORASTM�1785,SCHD.40) �r/4�Yo� .�UBQ��IN � DRAIN 2-FT. �i/l[N DRA�N 2�FT. MIN. I�-.....,_.....� --�- MATERIAL `" " MATERIAL W1TH _..`- _ .. . WiTH , •• - F[LTER FABRIC . . . 2-FT. FILTER FABRIC _ _ _ _�:-�:� � M I N .. . 3-FT. � ';�� _ _ �. _ _ MIN. _ ' r �. 4-INCH SOLID � 2-INCN M{N BEL01/V PIPE � 2-1NCH MIN. OUTLET PIPE 4��N�H SOLID OUT�ET P1PE BELOW PIPE �PTION 'I oPTioN 2 - �RAtN MATERIAL: GRAVE�TRE�tCH TO BE FILLED WITH 314-INCI�MAX ROCK�R APPROVED�QUIVALENT SUBSTITUTE FILTER FABRIC: MIRAFI 14Q FIL�"�R FABRIC 4R EC�UIVALENT SUBSTITUTE WITH A MINIMUM 6-INCH OV�RLAP ■� PIPE: 4�INCN ABS OR�'VC PIPE 4R Af'�'ROVED EQUIVALENT SUBSTITUTE W{TH A MINIMUM OF 8 P�R�ORATI�NS{1/4-INCH DIAMETER)F'ER�1�EAL FDOT IN B01"TOM HALF OF P[PE (ASTM�275'f,S�R-35 OR ASTM D3Q34,SDR-35 ASTM❑1527,SGHD.40 OR ASTM p1785,SCHD.40) BUTT�ESSISTAB�LIZATION DRAIN V�R 1.0 ��� � � M� ��� DRA�N SPECIFICATIU�IS DE�TAI� 2 � RDVANCED GEOTECNI�tICAL SOLUT1dN5 BL.ANKET F1LL-AS REC2UIRED BY GE�TEGHNICAL CONSULTANT ANafOR CODE C�MPLIANCE (3 FOOT M1N.) CODE GOMPLIANT SETBACK, 15 FOOT MIN: �Q� O��`��� .�g-3,/ G.s' �YF�_I 4r"�,P� r�y':� "t�`'�,� ���..—+ _ .����� �.�'�" "'a S�k"'?�'`{��a�.'f`�`;"S ��.R y.�.n '���.��.���..��..r��..i.r.��� CC3NSTRUCT DRAIN OUTLET BENCH WIDTH A MINIMUM 1-FOOT VARI�S ABOVE GRADE � __ 2% � ---:: 4 FOOT MIN. .�_� . _- ��-�______. -� BENCN HEIGHT ..� -.�� .�''' ��.{�,.�`�,�i��.�aa�ro,��,�,s/ �r ��"���;`�,0`�"t e��'�'�'�`��` � S- S;,y��.," �e. .t'i'�'t'�cM,f�.'oe..- /�`�ti'a "���`�:��� TOE � �`� ��;'�����������:��� ��E DETAIL 2 FOR Dk�A�N SP�CIFICATIONS � �,��e�;,� -��`"' HEEL 2°fo MlN. �- WIDTH � C4DE C4MPLIANT KEYWAY NOTES: WITH MIN�MUM DIMENSIONS: 1. DRAIN OUTLETS T4 BE PROVIDED EVERY 100 FEET TOE 2 FOOT M1N. CONNECT T4 PERF�RATED DRAIN PIPE BY"�."UR"T" HEEL 3 FOOT MIN. AT A MINIMUM 2% GRADIENT WIDTH 15 FOOT MIN. 2.TH� NECESSITY AND L�CATION t�F ADDITI4NAL DRAINS SHALL BE DETERMINED IN THE FIELD BY THE �EOT�CHNICAL CONSULTANT. UPP�R STAGE QUTLETS SHO��D BE EMPTIED 4NTa CONCRETE TERRACE DRAlNS. 3. DRAIN PiPE T4 EXTEND FUL.L�ENGTH OF STABILIZATIC)N/BUTTRESS WITH A MINIMUM GRADIENT � OF 2%Tt�SOLI� OUTLET PIPES. 4. LOCAT�ON OF DRAINS AND OUTLETS SHOULD BE DOCIJMENT�D BY PR4JECT CIVIL ENGINEER, OUTLETS MUST B� KEPT UNUBSTRUCTED AT ALL TIMES. NTS lIER 1.0 � ry M,��C�S STAB�L�ZATIC�N/BUT�'RESS F[LL DETA�L 3 RDVANC�D GEOTECHNICAI�S�LUTIONS � THE"CUT" PORTION OF THE SL4PE SHALL BE EXCAVATED AND EVAl�UATED BY THE GE�TECHNICAL CONSULTANT PR�OR TO CaNSTRUCT[NG THE"F1LL" PORTION S�-OQ� i �: � <<F�� � • , . G�PO� / /. ��a��l��. . ���C��1 / • �R��,�'�'�• . a,�,�=,,�:��y;r � � �,�,_., P f .f�'�.-�;;;�=� .��,,��= Q� p '� P,Nr.'�• s . �''�'�� �• ''� ���P�''`���� � BENCH WIDTH ``�� � / v�s� ` VAR�ES i �� � • �� �t �^�iNC' GR' • ENGINEERED FILL 4 FOOT MIN, EX� � / BENCN HEIGHT �`,"�'��'f�'`�-.����: `� TOE �������>��f f�y � . �;� ,�,f.��a_{�. y,.,�5,�:`."�„.-�;,,=o,".`:,`�;,,�'�;-' ����' �� HEEL � � � ,�p�g �N SUITABLE BEARING MATERIAl� .�.. �--- WI DTH� r , ��,q�•�;,f';�:r . h' CQDE COMPLIANT KEYWAY SUITABLE VII�TH MINfMUM D�MENSIONS: BEARING MATER�AL TOE: 2 FOOT MIN. HEEL: 3 FOOT M1N. WIDTH: '[5 FO�T M[N. NOTES. '1.THE NECESSITY AND LOCATION OF DRAINS SHAL�BE DETERM[NED IN THE FIELD BY TN� GE4TECHNICAL CONSULTANT 2, SEE DETAIL 2 FOR DRA�N SPECIFICATICINS VER 1,0 NTS � x ��,� F[LL 4VER CUT SLOP� DETACL 4 � Af3VA�(CED GEOTECMNICAL SOLUTIC)NS ��P��C �S�GC� � EN�INEERED FILL A 1:'[ MINIMEJM PROJECTIUN FROM DESIGN ,r.. '""': SLOPE TOE TQ TOE OF KEYWAY /" ' . tyG c'�P�� --� � /•� � • �X�S�,-•'Y"'."''_.-= •• „ RE-GRADE N ERED FIL�OPE I � . . .Mo���'• � • ��y��i�..f v�;f ���:�;� �� W1TH EN G I N E • �.�4. , �.,�, �;�.�.�.r�� r � • � " • � � �C�1P��� ' . . . �.�� . . . � . �• , . `� . . • • �,����' ' BEN�H WIDTH . . . . ,. • ��'E��' • •. ' � VARI ES ♦ . . /. �r�va��` , • . ' �I •` • • , • '' . � V . - . � / ,�' . . . _ = 4 FO�T MIN. VARiABLE �,• ,� � • _ •- " BENCN HElGNT BACKCUT y - : 2�r�'��,;,v�,< �.za�� � ° �'�E ��f �r�w� �`� �� ���v�' �`�'`�� �"�`�"�"��e~`<�.������.��:� ♦ �:�E��." ,:,n'v� _`_---�-\� � HEE� 2% MIN. SUITAB�.E BEARING MATERIAL �-- WIDTH� GO�E COMPLfANT KEYWAY mm WITH MINIMUM DIMENSIONS: TOE: 2 FOOT MIN. HEEL: 3 FOOT M1N. � WIDTH: 15 FOOT MIN, r. NOTES: �. WHEN TNE NATURAL SLOPE APPR�ACHES 4R EXCEEDS THE DESIGN GRADE SLUPE RATIO, SPECIAL RECOMM�NDATIONS ARE NECESSARY BY THE GE4TECHNICAL.C4NSU�TANT 2.THE GEOTECHNICAL CONSULTANT WILL DETERM�N�THE REQUIREMENT F4R AND LOCATION OF SUBSURFACE DRAINAGE SYSTEMS. 3. MAINTAIN MINIMUM 15 FO�T HORIZONTA�.WIDTN FROM FACE OF S�OPE TO BENCHIBACKCUT VER 1.0 NTS � � m A��r-,� F�LL OVER NATURAL SLOF'F DETAIL 5 � AC3VANCED GEOTECHNICAL S(]LUTIONS ExisTiN� �Rao� � � .� . � ' ' � - _ _ - - r / �� ' • V + � �o - �f �., ,��x � ' °`������f� � `�=T��` -. ;�;��,���:.��:.,, Q� � ��� • , Gg.P� � �,,`C�. � ,;-t'��F�„.t ,�K'-"w,�°�'�d / �(�'�� "�5�.;�.r '�`��` �� �.f'I � �-�mPo,w:.,R{�,��v�:;�.�,;�`,.�\�;;w�'" ��j�� '���,'� ♦ � � �� � ����P�' / BENCH liVIDTH � � ��- � ��-���� 1/ARIES � ' � /' ' � - � � - - .� ��• ;`• � 4 FOOT MIN.h _ ,,�.• � „ - � BENCH HEIGHT .,,...,,, - . . � � .� _ � � � ���� �ti�� ���r F�.. _ - - ��:��������;� TOE �� �: ������� � ��� SU�TAB�E BEARING MAT�RIAL 2% M1N. HEEL �-- VIIIDTH-� CODE COMPLIANT FCEYWAY WITH MINIMUM DIMENSlONS: s TOE: 2 FOOT MIN. HEEL. 3 FOOT M�N. V111DTH: 15 FOUT M{N. 1 NOTES: 1. MAINTA[N MINIMUM 15 FOOT NORIZONTAL WIDTH FROM FACE �F SLOPE T4 BENCH/BACKCUT 2. SEE DETAI�2 FOR DRAIN SPECIFICAT[ONS VER 1,0 �T� �; ��r-►� SKIN FILL C4N�IT[ON D�Tiq�L 6 � � RIIVANC�D GEOTECHNICAL 5[�LUTIpNS I�NSUfTAB�E BEARING MATERIA�. (REMOVE} .�— �„"'" �' ....� / � � 15 F04T M�N.� , � r . / s ,�`::�r,�z,�:.:�i.;� ,a��;a � . � z�t./;- �,.,�yr,� •, �, '�, ."�,�, ��� � � � G � � • . • : G � � . . �S`C�N / ��P ' H� H� E, � �s�GN � „� ' �� � VARIESVIIIDTH / 4 . : . � ' � / i � � ` 4 FOOT M[N. �- ENGINEERED FILL BENCH HEIG�T s ��',r,,`,.:�/,�" ��.r�y �`",.j�.,':��..�: ♦ S `"�..'��Y':,�`v»�,":_�,r`"'.,���''Vc,s4�, i I � � 1. � W ~ r ��`"��- 1 F04T TILT BACK(M�N,) � >�� -�� �� i� �r��.���;���������� , �UITABLE BEARING MATERIAL __ __�'��'���✓� �2 � NOTES: 1. IF RECOMMENDED BY THE GEOTECHNlCAL CC)NSULTANT, THE REMAINING CUT PORTION OF THE SI..OPE MAY REQUIRE R�MOVAL AND REPLACEMENT WITH AN ENGCNEERED FIL� — 2. "VV" SNAL�BE EQUIPMENT W1DTH (�5 FEET) FOR SL�PE HEIGHT LESS THAN 25 FEET. FOR S�.4PES GREATER THAN 25 FEET, "W"SHA�L BE DETERMINED BY THE GE4TECHNCCAL CONSULTANT. AT NO TIME SHA�.L"IN" BE LESS THAN H/2 3. DRAINS WILL BE REQUfRED (SEE DETAI�2) VER 1.a N�5 PA�T[A�. CUT SLCJP�. � -p ����-,� DETAIL 7 STAB�LIZATl4�1 R[�VRNCED GEOTECHNICAL SULUTIQNS r��" �"'°"` ��" �"'"`� ... EXiST(NG GRADE �„ ,_„�.. ,_,_, ---- _.e.- ......� � ,�„�, -._.- .�...- -�""` "�'�` --�"" '� 5 FEET 5 FEET MIN. M�N. DES�GN GRADE : , �, , �!�,' ,'��� : * ,• �, DEPTH ,� *�SUBSURFA�E �1 , �,� � ;, DRAI�IAGE r�,�.�,.�r� f4 .R ,�;,,�� r ', :i�° �'°r�� ;��z��'�. "� �;' ,r°r ��P°���s�s�"4'�*'Fr,G.r= ��` �.�'`:F�!, `rt',°�:.�{�.' :"�; '%'.�d�`�,,. at h ?�� `�"�"`���.:�:;•��-�,�y �,.� . r �� `�,.��, 4�.-��,� S�ITAB�E BEARIN� MATERIAL REMOVE AND REPLACE WlTN ENGINEERED F(LL GUT LO�" 4VEREX�A''IJ'A�`ION . r /i / � / ` � m 0 � o PQ � / . S-��NC'� '� . ` 5 FEET E��, s � ' MIN, - DESIGN GRADE � � � � • _ •, ENGINEERED FILL � ���P�' . ' >>• � � � P-� ' . ��� DEPTH � � �. �. . . \���. ,. . . �:��l1BSlJR�AG� �► . . �PF���� • � � DRAINA�E � � �` _* +,r -�•r �,f,.§��_.L�.,,,sr/->_ -'�'�rl`^,r`.�' i.cA.a � • Q�V" C��j�l`O • ♦ , 'fl�,�-.{�,�z.!���t��c.'�/'��`;x� �ti�w�`"�;l�.t'�'''„':��*i�`�'`i�'.,,;s .. � � �� � �������� �� `���`�`� °�"`�°��`� �J REMOVE AND REPLACE '•������ :'�. '� �` �-�--�REQU�RED BENCH �,y,y ����{�EEFZ�� F�LL v � ..a.,�,',��,'=.r .'?'.. �, ,,���;��� � � ����,, SUITABLE BEARING MATERIA� . �-,.�."'�y-��;""f'��4 k�°e,"�`�`.�.�,'�,✓,�° CIUT-FI�L LOT OVEREXCAVAT�4[V — NOTEs: * SE� REPORT FOR RECOMMENDED DEPTHS, DEEPER OVEREXCAVATION MAY BE REQ[JIRED BY THE�EOTECHNICAL CONSULTANT BASED ON EXPOS�D FIELD CONDIT�4NS �*CONSTRUCT EXCAVATION TO PROVIDE FOR POSITIVE DRAINAGE TOWARDS STREETS, DEEPER FILLAR�AS OR APPROVED DRA�NAGE DEVICES BASED ON FIE�...D COND1T14NS V�R 1.0 NTS �-* `e Ct�T & CUT FILL LOT � ��.�� DETAIL 8 tJVEREXGAVATIUN RDVAI�CED GEOTECNNICAL SOLU7lOh[S DESIGN GRADE ADDNTIUNAL ENGIN�ERED FII�� (TO DESIGN GRADE) � � � EX�STlNG GRADE ""'� • ' " • ' � � � � � l,,..�,. , ,� -- -- �--"' ' ..�. —.— -- l .� � ..� . . . . , � ♦ � � •. � . • ' � ♦' . . . � �. . . �� � , . , . . TEMPORARY � �` � ,. . .. , r � . . . ENGINEERED FII�L , ' �� �TU BE REMOVEDj * � U1�SUITA�LE " EN�INEEI�ED FILL ,�� �; ,�'� ��� ' BEA�IN� M�1TERlA'L � �E�CISTlNG) � � . • ' � � ' �� � . . '(�2EMOUE}'' » � / ' ��� ;�, ., .. !. . a. � .. .. ., � t' . �• • � � �• � • • ' � » �� �� . . . � � �� � � � � .� J�/�Y �'/J z.n°F, �f.:,.?�F. . . . . � � '4.1/'.'p��,`��"��r�,`�✓�`'"��`� � j`���^��-�"``' � ah 1� la"`e�^ .�.,� f�r F�'t ��.r p�� ``> ! {�`�'?�fi���,i��.1=`+���'�, .'�-°.. i[�, '� .r' � ✓ . . � �j r fF'p�, s.�,.;.M`�''�°�:� � � � ���"-f'� r.�a ��.•!1` �� t�"'4'"<`. '�.f-.'�r.` `��.``��' � ,.,.��C�``��`-'.,3' l4,-�.,`.`�ws..�. -'„t;;`���,��.,`�'*+:..,,,'`ti, x{ ���,�'�'����,��� �.�`�� ���F �R��r,���,r� °'�_.,���.�'�r��'.��s�',s�;�,��.'����'�'"� °� ' e � `�'r,�:r-E.��v'.�d"'? .,t`.�y.,,y�-. "a., +;� '* `�,",�•=e@,+. '.,, *.�'a��3`•' SUITABLE BEARING MATERIAL * REMOVE BEFORE PLACING ADDITIONA�ENGINEERED FILL - TYPICAL U�'-CANYON P��FILE VER 1.Q NTS REMova� �o�ACENT -ro � �N�v��.�� DETA[L 9 EXIST�NG FILL ADVANCEI�GEOTECHNICRL SQLUTIONS DESIGN GRADE CLE,AR ZONE 1!1 FEET __ _-_-� -----�. � _� r �� • . `� 4 �EET ���� 0�-- 15 FEET � � �. CLEAR Z4f�E . . . . `�,� 15 FE�T ENGINEERED F�I.WL TYPICAL WINDROWS, �.� P�ACED PARA�.�,EL TO `� SLOPE FACE �`• . . CLEAR ZONE DIMENSIONS FOR RE�'ERENCE C)NLY,ACTUAL.DEPTH, W1DTH, WINDROIN LENGTH, ETC.T4 BE BASED 4N ELEVATIONS OF FOUNDATIONS, UTIL�T(ES OR OTHER STRUCTURES PER THE GEOTECHNI�A�.GONSULTANT OR GOVERNING AGENCY APPRC)VAL �VERSIZED MATERIAL DISP(JSAL PROFILE �..:-.-r._:. i-s-•z--�_ /• �\ {',',' :` i..� :.� 15 FOOT MINIMUM VIfiDTH i�� ��� ��� :i ENGINEERED FI�L BETWEEN�:-` �� �::- :i t�. :�� WINDR4WS �``_ •:� `�__-__ _�� HORlZ4NTAL�Y P�ACED ENG�NE�RED FILL, FREE OF 4VERSlZED MATERIALS AND COMPACTED TO MlNIMUM PROJFCT STANDARDS COMPACT ENGINEERED FILL ABOVE�V�RSIZED MATERIALS TO FACILfTATE "TRENCH"C4NDITION PR10R TO FLODDING GRANULAR MATERIALS w��oRow cRoss-SECTION ENGINEER�D FILI... -�..--- --- �-•�--�-�� r'-- �� i : •:'� i .i i'.. . .i r, i• ' i i• �� `'-__�_.:-__-- --------L-� GRANULAR MATERIAL APPROVED BY THE GEOTECHNlCAL CONSULTANT AND C4NSOLIDAT�D [N-PLACE BY FLOODING w��oRovu P�oF��� VER 1.0 NTS . �..-�.��� OVERSIZFD 11/IAT��RIAL DETAIL �10 DISPOSAL �RIT�RIA AC3t/AIrICE�GEOTECHNICAL SOLUTION5 PROT�CT iNWP�ACE AT DESIGN GRADE D�SIGN GRADE 3-INCH SCHEDULE 40 PVC PIPE 5-FOOT SECTIONS ATTACHED WITH G�UED C4UPLING J41NTS 3I4-INCH PIP� COUP�ING EXT�NSION ROD CONSISTING OF 5-FOOT SECTIONS OF 314-INCN GALVANIZED PiPE,TOP AND BOTTOM THREADED 314-1NCH PIPE NIPPLE WE�DED _ TO SETT�.EMENT PLATE SETTLEMENT PLATE, 2'x 2'x 114" STEEL FOUND PLATE ON ONE�-FOOT C4MPACTED SAND BEDDING �,�,,,� ,,�.... �.., "��.�.'�� �.`'`"�,�.,.> tz�';;'�'v c�' �`'�„,�''��,r� 5 '•`�..� _.. i � 2 FEET ''• - • . . . . ,•, •:� SUITAB�E BEAR[NG MATERIAL �� � . . . . .. . . . .. . .- :i E..•...� ...... �"s.W�•,�'w.�.�•-i. �� .�.W...�� NOTES: �. S�TTLEC�iE��9T PLAi E L�'uCATiONS SHA�L BE��IF�iCi�NTi�Y �D�RITIFi�D ��TH� C4NTRACTOR AND BE READILY VISIB�E TO EQUIPMENT OPERATORS. 2. CONTRACTOR SHAL�.MAINTAIN ADEQUATE HaRIZONTAL CLEARANCE FOR EQUIPMENT OPERATION AND SHALL B� RESPONSIBLE FOR REPA�RING ANY DAMAGE TO - SETTLEMENT P{�ATE DURING SlTE CONSTRUCTION. 3.A MIN1Ml3M 5�F04T ZONE ADJACENT T4 SETT�EMENT PLATElEXTENSION RODS SHALL BE ESTABLISHED FOR HAND-HELD MECHANICAL COMPACT�ON �F EN�INEERED FILL. ENGINEERED FI�L SHAE�.L BE COMPAGTED T4 MlNIMl1M PROJECT STANDARD. 4. ELEVATI4NS OF SETTLEMENT PLATE AND A��EXTENSION RE�D PLACEMENT SHALL�3E DOGUMENTED BY PROJ�CT CIViL ENGINEER OR SURVEY�R. VER 1.0 NTS � � �Eme�.1�.�-� SE�TTLEMENT PLATE DETAI�. 11 ADVANCEQ GEOTECHNICAL SOLUTIOi�[5 SPRfNKLER VAULT, PLACED ABOV� GRAD� /T(� REDIJCE �ED�M�NT INFIL� DESIGN GRADE PVC CAP �� ��� ,��l��f � ��,�f� r ��f`r_y'r;, �,. 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'�1?[tq�suodsa� � ���unr.�u�o��st �se�stq� �uoseas�Cut�.�aul�ur.r��p,Ci�c�anbaa�u�at{��(oaq� pue`sar��}�p���u��l�aa��.�a�pu�aae��ns.zea��o�a.tns a�ey� a, �s(I�.^��uauras�q pue uo�;�puno��suie�� � s�aa��a�san�a a��uro���Ui����.�a�pn�`a�eu��rp 2.��rib�p�.tai�;o�o s ta�n��noq�i���a��n1�o sar�r�uen�snopuatuaia pays u�o�a.re l��`ap�nn`sraq� ql�n�`s�oa� �rua���Ie�su�o��aaCa�f�uz no�`s�nods un2op p��s.ra�n��ooi an�t��ou op no��I�a��ur�p u�es�sur��e i�uas.r�mo�u��uau�a�a �u��odtu�u�aJ�si���n��ooK�suqap�aa��nuin����ie�o s�nods uMop pu�s�a�n�`sui�.�p�aos.��a�o pu��oaq�`sani.�e uas�as�iu��x aq�a�a�ag . ' i 'pap�one aq�snuT uor���n��s puna.t�o�p�a�Pinoa t���qn1 suo��rpuo�la�{�o�c��uraa��_n�-lano`sura�s�s uor����l���u1��2I`a���ado�s au�xano aa�ur�ip`.ra��M papuo� �sat�ed pu�s�C�n��j�n�pan�d`s�aod�utuitu�n�s `�ll�'�n�u�ui��a�z�o uo��an��suo�c��noz�{�pasa���s�a���i�.�p uaqna doianap,C��u r{3iq_�stua�qoac[��q�ra�od a���o aJ�nn�ap�u�aq pi��oi�s saaunloatuo�a�,� Geatechnica[Iteview DL�e to the facC that sail types nia}�vary with depth,it is recomn�ended that plans for the constructian of rear yard ianprove�nents(swint�ninb pools,spas, barbecue pits,patios,etc.),be reviewed by a geotechnicai enaineer who is fa�niliar with Iocal canditions and t�e curc�ent standard oF�ractice in the vieinity of your l�on��. In conclusinn,y�nur neigliUor's slo�e,a�ove or below your property,is as impc�r�ant Eo you as the slope that is�vithin yoLlr praperty lines.For this r�ason, it is desiral�le to develop a caoperative attitude regarding hillside maintenance,and rve recommend developin�a"gpod nezgh�or"policy. Should conditint�s develop off yo�.�r properry,which are�ndesirable from indicatipns givera above,necessary aetion should be taken by ya�to insure that prampt ��en�edial measures are taken.Landscaping of your praperty is imporkant to en��ance s�ope and foundation stability and ko prevent erosion of tl�e near surface soiIs. In addition, landscape improvernents shauld prpvide for effi.cient drainage ta a controlled discharge location dawnhill of residential improvements and soil slapes. Additionally,reeommendations eontained in the Geotechnieal�r�gzneering Study report apply ta alf fufure resid�ntial site improvements,and we advise tllat you i��clude consc�ltation with a qualified�rofessinnal in planning,design,and constr�ction of any imprdve�nents.Such improvetnents incl uda patins, s�vimming pools,decl<s,etc.,as well as buildul�struct��res and all�hanges in the site c4nfi�,uration requiri��g earth eut or fiCl construction. � ADVANCED GEOTEGHN�CAL S4LUTIONS, 11��.