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EXC-2019-003 Stamped Plans We-Fr+Fr-H*FH#y-4),—yD Plannin Com ent e�p rent " e n 1. Please provide Greta s color,finish, etc.) on the Plannin Ayi §�gEleelgdPf bliElQtcrete used on the CUPERT[ General rARRROVE.D Case EXC-2 19-003 EA-292 2aio@4mberw Appr va I Body: Plan iing Commission Appr va I Date 0 /01/22 Signature Gian I� Q� desG-,;Pt;eR ha+ ;ncludes the General Martirpose arc�rreasoning for the private driveway. 3.There are portion of the driveway that appear to be less than 12-feet in width. Lots greater than 150 in length are to have a driveway width of 12 feet if they are to connect to a garage or carport, see Cupertino C-2 Municipal Code (CIVIC) Section 19.124.030 (A) (1) (g) C-2 4. Connect the section points with a line 5. Please provide a section cut that includes the C-4 portion of C6 and C7 that overlap, 6. Please provide a section cut that includes the C-5 portion of C8 and C10 that overlap. 7. Please provide the height of the retaining walls as a C-8 separate column C-8 8. Provide a table similar to "Ret Wall#2 Table 9. Please label all existing trees and label any trees to be removed.The removal of any protected trees shall require a tree removal permit consistent with Chapter L-1 14.18: Protected Trees. L-1 10. Please provide a table header on both tables L-1 11. Please provide a landscape are diagram 12. Please include all tree protection measures into L-1 the drawings. Eo-mm=n-u-nifi� de�.&pm-e-n-t D�e-Pa ment Notes Color anEl'oinini@,R[PirYllpIIIpfsl spA-iwIRecrrt,illo CUPERTI Dote 9, Sheet C-9 anCA'�PPROVTD Case EX -2019-003 The ne Tower western part o property o � es}r maintenance Apprc awl ailnbd'dyasPiNnHMOtoo ftirVilt4h to Apprc \ajgby "ard 20VMff/22/ard maintenanyy��suppI u a d down hill. This Signal 1'9y,t I Q se Me Hager iferilize'r', ga i� [As, tc The width is correct.This access road does not connect a garage nor carport. Done. Done. Done. Done. Retaining Wall Data Table has already been provided for Retaining Walls 1 and 4 on Sheet C-10. Done. Done. Done. Done. PL&ic Works aP t Itemommuni V Development Department nt Planning D�yi, vs19lPff;JP6aural plans) will be deferred to the building cuPERTINDUILDING PERMIT APPIROVIElDation stage and until after project received Planning and Case ,�PPLIC�iXt_20.� On,6 ental Reviews and Approval. EA-2(22azq�mber(s) rading plans shall be as approved and required by the Director of Approval Body: Plan ninRplob 1pA�S3f�cordance with Chapter 16.08 of the Cupertino Approva I Date 0810M r"al Code. 401 Certifications and 404 permits maybe required. GRADING � Please contact Army Corp of Engineers and/or Regional Water Quality Signat&"N,�, ian P asp ia�. MartireseManager C.3 regulated improvements are required for all projects creating and/or replacing 10,000 S.F. or more of impervious surface (collectively over the entire project site). The developer shall reserve a minimum of 4%of developable surface area for the placement of low impact development measures,for storm water treatment, unless an alternative storm water treatment plan,that satisfies C.3 requirements, is approved by the Director of Public Works. The project is proposing permeable pavement for the maintenance roadway so the entire project site will have less than 10,000SF. Therefore, a Maintenance Plan and an Operation and Maintenance Agreement, and certification of ongoing operation and maintenance of permeable pavement are each required. As part of C.3 impervious surface data form, provide a map that correlates to the location and square footage of the existing and C.3 REQUIREMENTS proposed impervious surface areas. The project developer shall enter into a development agreement with the City of Cupertino providing for payment of fees, including but not limited to checking and inspection fees, storm drain fees, park dedication fees and fees for under grounding of utilities. Said agreement shall be executed prior to issuance of construction permits. Fees: a. Checking& Inspection Fees: Per current fee schedule ($891) b. Grading Permit: Per current fee schedule ($3,059 or 6%of cost of improvement) c. 3rd Party Geotech & Structural: Based on actual cost plus 15% admin fee Paid $6,900 to date Bonds: On-site Grading Bond: 100%of site improvements. Paid $20,000 to date -The fees described above are imposed based upon the current fee schedule adopted by the City Council. However,the fees imposed herein may be modified at the time of recordation of a final map or IMPROVEMENT issuance of a building permit in the event of said change or changes, AGREEMENT the fees changed at that time will reflect the then current fee schedule. Community DevDe�Io°�'mentt�epade�arnpa�� oved erosion control plan by a Regist red Civil Eng neer. This pan should include all erosion control EROSMPa6 -r)1qg D,i�0Agg usPmp(ktt iip,giaterials on site. Erosion control notes shall CUPERT[NRLAN AIIARROVECthe plans. Case # EXC-20Av months,the developer shall submit a work schedule to the City F Q�( 2,2a, , r s grading/erosion control work in WORK$�i� Lam— conjunction with this project. Approval Body: Planning Commission Approva I Date 08/01/22 Signature Gian Paolo M artirese Manager Community Development Department Response Planning Division — Cupertino CUPERTINO APPROVED Case K EXC-2019-003, EA-2(Q2az004mber(s) Approval Body: Planning Commission Approva I Date 08/01/22 signature Gian Paolo Martirese Manager OK. Maintenance plan will include periodic and post- weather event inspections. Materials impacting surface water drainage, such as leaves and or branches, will be removed with rakes or leaf blowers. OK Community Development Department OK. AlreNgfnBiRgAvision — Cupertino cuPERT[Noans sheet 13,14, anAPPROVED Case # EXC-2019-003, OK EA-2922az004rnberw Approval Body: Planning Commission Approva I Date 08/01/22 Signature Gian Paolo Martirese Manager I Lpmenmment Response Planning Division — Cupertino CUPERT[ o APP LQ)/F-Qew of the referenced plans reveals that pier Case EXC-2019-0 ar&edment depths appear to consist of 15-foot embedment EA-2@Q2az0 kke(p}ier below the base of the wall for walls that are 7 feet in height or less, 20-foot pier embedment depths for Appr va I Body: Planning C ,qQR 7 to 11 feet in height, and 23-foot pier depths Appr va I Date 08/01 2 walls that are 12 to 13 feet in height. Pier#7 (Retaining Signature G ian Pad Wall#3) appears to be inconsistent with these general Hager and consists -foot embedment for a 13 foot M a rti rise M wall height.The Project Geotechnical Consultant should review the plans to assure they are in conformance with their recommendations. We do not have geotechnical objections to the proposed access road improvements, provided that Item #1 is performed prior to permit issuance, OK, will confirm 1 as outlined below: pier#7 ok. Action item Geotechnical Plan Review-The applicant's geotechnical consultant should review and approve all geotechnical aspects of the development plans (i.e., site preparation and grading, site drainage improvements and design parameters for foundations, drainage, pavement and retaining walls)to ensure that their recommendations have been properly incorporated. The Geotechnical Plan Review should be submitted to the City for review and approval by the City staff prior to issuance of building permits.The following should be 1. Review the plan performed prior to final (as-built) project approval OK Community Development Department Planning Division — Cupertino CUPERTI o APp YOWDchnical Field Inspection -The geotechnical Case EXC-2019-0 multant should inspect,test (as needed), and approve all EA-20212az0 r s project construction.The inspections should include, but not necessarily be limited to: Appr va I Body: Planning C i"ry 4coion and grading, site surface and subsurface inage improvements and excavations for foundations and Appr va I Date Q$/Q 1 retining wal ls prior to the p acement of steel and concrete. Signature Gian Paoli _ sI;G;W, b „ F rmed: MartireseM nager • The Project Geotechnical Consultant should be on site during all retaining wall excavations and pier drilling to assure that that earth materials are as anticipated, and that retaining wall foundations are embedded sufficiently into competent bedrock materials. The results of these inspections and the as-built conditions of the project should be described by the consultants in a letter and submitted to the City Engineer for review prior to 2. Field inspection as appro final project (as-built) approval. OK FG,-,,,al Notes: .,wF Legend: CamlmupityDevel9pmeens, Dep6a rrm Atented on the site. Contractor shall be responsible for contacting Engineer for any additional clarification or detaiP arming Divisidih-auECaP�rt� dFtail. PLANS FOR THE IMPROVEMENTS OF HMA Deep Lift (6") At all times, Contractor shall be soleI and completely responsible for site conditions ACCESS ROAD CVPE lN0 during the course of cA }p V sDproject, including safety of all persons and Rock Riprop property. This requirement shall apply continuously and not be limited to normal 21750 RAINBOW DRIVE, CUPERTINO, CA worki a �t t defend, indemnify and hold the owner and 4� Case tt EnginrEXs2 I�yOWliability, real or alleged, in connection with the Top of Cut perfarpA_arf� ��I��� � 3. Contrac or its Tereby notified hat, prior to commencing construction, he is Toe of Fill e ponsible for verifying locations of underground facilities. Contractor shall Sheet No. Sheet Sheet Name Ap roves Bd*Y I�'ll�}1'vnitlgoC0 Tissio11 Designation Retaining Wall 4. Pro�s o s of CityC in ndard Details, the latest Caltrans Standard 1 C-1 Title Sheet Remove Pipe Ap rova�e�ili ie, and C103 re hereby incorporated as part of the contract 2 C-2 Plan p documents b Fe Terence. Sig auMtect ex pees pe^^I p 3 C-3 Profile Section or Detail Number Pa�yl® Cupertino Standard Detail 6-4 Remove trees designated n� rem va o a e o two ee below su gra e. 4 C-4 Retaining Wall #1 bSC ��r0aseM� hale 6. All trench I, `r I di'eas, and base material shall attain a minimum 959 relative 5 C-5 Retaining Wall #2 Sheet Number It Is Drawn on compaction unless otherwise noted. 6 C-6 Retaining Wall #3 7. Contractor is responsible for removal and disposal of soil, shrubs, trees (if shown to 7 C-7 Retaining Wall #4 Caltrans Standard Plan No. be removed),debris, and any other materials that are necessary to be removed to 8 C-8 Retaining Wall Data construct the improvements as shown in these plans. g Q—g Retaining wall Section and Detail #1 eE::::�:Detail Or Section Number 8. Full compensation for items of work and/or requirements called for explicitly or 10 C-10 Retaining wall Section and Detail #2 implicitly in the Schedule of Quantities but not itemized or included in the Schedule of Quantities as a specific bid item shall be included by the Contractor or bidder as 11 C-11 Construction Details Abbreviations: one or more of the various bid items and no additional compensation will be allowed 12 C-12 Construction Details therefor. AB Aggregate Base HP High Point 9. DO NOT SCALE THE DRAWINGS. Contractor shall verify all controlling field dimensions 13 C-13 Erosion Control Plan BC Begin Curve INV Invert and the dimensions in all other drawings before ordering or fabricating any material. 14 C-14 Erosion Control Details BF Back fill LIP Lip of Gutter 15 C-15 Erosion Control Details BW Back of Wall LOL Layout Line 10. Contractor shall be solely responsible for selecting, designing, safe maintenance of B/W Back of Walk LP Low Point and removal of temporary shoring/falsework required during construction. Contractor 16 C-16 Best Management Practices CL Center Line INS Near Side shall submit temporary shoring/falsework shop drawings including all layouts, 17 L-1 Planting Plan CLR Clear NSNM Non—Shrink Non Metallic construction details and structural calculations duly prepared, stamped and wet CONIC Concrete OC On Center 18 L-2 Planting Specifications & Details CSD City P of Cupertino Standard Details OG Original Ground signed by a licensed Civil or Structural Engineer in California, for City's review prior g to construction. City's review and approval of such shop drawings will not relieve 19 L-3 Irrigation Plan DAL Dowel(s) PCC Portland Cement Concrete the Contractor and his design Engineer from the full responsibility of the temporary 20 L-4 Irrigation Specifications & Details EC End Curve PSI Pounds Per Square Inch shoring, falsework and formwork. EG Existing Ground RW Retaining Wall EL Elevation S/W Sidewalk 11. All excavations shall be neat as required. Any overexcavation shall be backfilled, 16. The contractor shall comply with all local sound control and noise EXCAV Excavation TC Top of Curb compacted and re—excavated per geotechnial engineer's recommendation and as per level rules, regulations and ordinance which apply to any work FG Finished Grade TG Top of Grate City's direction. All pile construction shall be carried out in consultation with the performed under the contract. FL Flow Line TOC Top Of Concrete Geotechnical Engineer, per their report.. FS Far Side TOF Top Of Footing FTG Footing(s) TOS Top of Slope 12. Contractor shall coordinate all construction per project plans alongwith field HK Hook TW Top of Wall measured dimensions and conditions, resolve discrepancies prior to purchase and Grading and Drainage Notes: TYP Typical P P P HMA Hot Mix Asphalt YP fabrication d the materials. Where shop drawings are called for, the material 1. Contact Public Works at (408) 777-3104 for inspection of grading and purchase and fabrication shall be per reviewed shop drawings only. storm drainage. PROJECT DATA: 13. All storm drain inlets shall be clearly marked with the words "No Dumping — Flows Road Classification: Rural Private Access to Creek" using permanently affixed metal medallions or equivalent, as approved by 2. Conform to the recommendations in the Project Geotechnical Report New Impervious Area = 877 SF the Environmental Programs Division. for the preparation of subgrade and compaction requirements. Disturbed Soil Area = 0.43 ac Average property slope = 44% 14. The Contractor shall provide for continuous ingress and egress to all public and 3. A work schedule of grading and erosion and sediment control plan shall private properties adjacent to the work through the period of construction. EARTHWORK QUANTITIES be provided to the City Engineer by August 15th. No hillside grading shall 15. The contractor shall post emergency telephone numbers for Police, Fire, Ambulance, PREVIOUS PROJECT (HOUSE and those agencies responsible for maintenance of utilities in the vicinity of the job be performed between October 1 and April 15. Sheet No. PROPOSED PROJECT TOTAL site. CONSTRUCTION) 4. Any damage to the existing facilities including trees, landscaping, CUT ±1300 CY ±480 CY ±1780 CY irrigation ,fences, walls, sidewalk, existing striping, and other FILL t100 CY t280 CY t380 CY pavement surfaces shall be repaired of contractor's cost. TOTAL t1400 CY t760 CY t2,160 CY 5. The area under the drip line of trees shall be kept clean. No General Survey Notes: construction materials or chemical solvents shall be stored or dumped. 1. All features shown hereon represent surface conditions of the project area as compiled from a supplemental ground survey conducted in July of 2017 and a topographic survey 6. Construction within 5 times the trunk diameter of a tree shall be as prepared by Giuliani & Kull, Inc. dated November 10, 2010 as Job Number 03242. No reviewed and inspected by the Project Arborist and shall conform to attempt has been made by this Surveyor to determine the extent or existence of the recommendations contained in the Arborist Report. underground utilities or other features not surface visible. 2. Horizontal and Vertical Datums are based upon the client—provided AutoCAD file of the survey completed by Gulioni & Kull as noted above. Said survey does not specify the origin of the horizontal and vertical datums and is unknown. C-1 PREPARED BY: DESIGN BY: AZ p�OFEssloNq DRAWN BY: YW 21750 RAINBOW DRIVE - ACCESS ROAD ��`�-� ° ` f SCALEoCHECKE BY AZ i � Aomns zewol m No Scale TITLE SHEET Actiue&Vz Engineering rvo 63469 DATE: * 09 30 zo * 03/09/2020 Oak Street, Ste 4225 sr9 r SHEET CUPERTINO, CALIFORNIA Oakland, CA OF Oakland, CA 94621 rF of CAUF O 1 OF 21 www.activewayz.engineering _ IM1✓' 0 0 3 5 L 2 End Co ne tc \ B gin Ret in q a C-q Roc AR ra ase 2) "W 3+ .2 L B n R to 'n II TW 609,4 W 0 2 08.41 Community Development Department e In,n �` \�,, ."W E+ 7 4g26.g70 Lt� SPS _ TW 606.98, BW ;2T 626. 8 �e9� ne •.t�t 01 00; 3 OS 611,00 / / FC;608�1 Tannin Division — Cupertino il, ` `/-� 6� +1D 915 t...� eta n g Wall CVPE 1N0, X �� ° i _ o . a W' 0 3 1 1 Lt See "'a- 3" t + n Perforated Plasti 'p Beh' Rate! in, all Ca # { R� n Delta .Tang�n't X,,r 4 •' 3 1r 5 EC' C2 77.62 60.88 44'56°24' 3 .'1 6 4 5 Lt p d 2Q A rov 1 -� 91 'p _ � 4 Ap ro1k � at ` C 4 07'48' 4 ��2 L t p W g WaN gyp. k ��s + 2s 2 Sig ature - \ 44' I rise Manager o \ 9 9 W S T 9 8 SS O Rock Ri r p 1O 5 19. 4 3 .30 Lt (Cas 1 V D SS O d 0" 5TO t FW +.21 Q3. 9.2, L ,•�, / t INV,Of1T M 608. _ anh I QC� I 0 ( h 1 \ \ Retai in all //2 Vor e f r t d 1 \ Pr t t Tr e E 0 .69 'W 4+60 6'25 t i , e T qnd Cu C I ,. .. 5 EC + 6. 86 i +1 I r vers Perf at F- 1 5 ° 4 1 .1 t l 5'4 P r r to d,ai tic Pi e sti 1 P e®20' I a g h d Re in ® �r in d D'c e 5yo Bg 1 ub / Y "W" 1+50, 4.2 BW f End 6' iBegm Rgtalning II ro �, R �yo �/ TW 1; � sus 9 0/1� 7 • �. � L-qE� 1+80, .75 E o 2 "q 'n la ti P p T72 P �' - �/ S=o.24 Begin L e I � �� ,;! � •• � •• W' + 7 01 B 0 'W"'5 09.8 E � � h Install 647 7 a '� /� ( O Pas Ic P p 0' nt ry � m" � o� R- �?� 1 Sign 6.75 Protect Tree °� �R�� TREE (We Lm �J 10 TONS FL 653 M 'Ilgh Q / / `L O * P a tiv Ip t 1 T 3 K o-1 1 `' -` a ffyy it 65 l��Rt� 1 Siavn lllm t 10 TONS) T tr pK � � � .v, A � TC 563.88� t 'n et inn N] I � o 8"OAI e 53. 7 s W' n ( / _ T 2. 3; B 9.6 0 86 27 7 "O K P ast' P Pe F `J /' C "1A Q� /� � so � End Retai 5 al v h •W" End Ro "W 1+87.3 t Inv Ez I� - / �h Retaining Wall �1 � A), O a�O/ by !/ eg e lace 1 Pla ti Pipe T t 4 Rt ,�\ / ,,5°K �- �'� n Fo e a abbrevia icsn� serSh-e-6 C=� c m Ditch fe"r Rock Ripra / 5 L on of existing 10 plastic pipe shown is 1/ F5 a r t fy on site. If the existing pipe is found to koo S eg 1 3t.53 7. 5 t n I' oposed improvements, remove conflicting 575 pipe and adjust pipe elevation and Iota as e s ncrete headwall and wing wall det see Cal trans / Ny + 1.6 E1 6 1 dard Plans D89 and D90. I oAK Sgp — C-2 PREPARED BY: DESIGN BY: AZ p�OFES510Nq DRAWN BY: YW CHECKED BY 21750 RAINBOW DRIVE - ACCESS ROAD ��`�-� f SCALE AZ PLAN � p ADMAS ZEWDI z 1"=10' Actiue&Vz Engineering rvo 63469 m DATE: * 09 30 20 * 03/09/2020 CUPERTINO CALIFORNIA Oakland, OakCA Street, Ste 4225 sf9 CIVIL r SHEET � Oakland, CA 94621 rF OF CAVNF�P 2 OF 21 www.activewayz.eng ineering 61 0 Community Deve��pment Department LOL i pp W I LOL 3'' Perforated W LINE 61, Curbi nning Division— up"e Pipe _ LOL W LINE 6.25'&Vad6.25'&Var 1.5' CVPE TINO —�� 6.25&V Retaining Wall #1 �� 0 1 FG \� &Var (See Sheet C-4) \�� 4.25'&Var'6.25'&Var 600 6" Curb i PG Retaing Wall #3 C)( f (See Sheet C-6) Ca e # EX — Embankment 650 ��s i FG f71 S 1.5 Mox 2%&V Un Native N Retaining Wall #2 \� 2 Ap rova I Body i� arming O \���EG (See Sheet C-5) \\ PG FG 6" Curb EG FG Ap�rO Va l Date �� °k � 2%&Var 4" Pe EG 590 /j IO 640 4" Permeable Asphalt 5) atUeeClean C u g \ --- f _C�� �� 4" Permeable Asphalt �� i (3 Clean Crushed Aggregate n/Iartir�SeManager j%'/ X (4", 95%)Compaction 4" Clean Crushed Aggregate (a ) p �\ 95%Com action 3" Perforated� \�� �' 3" Perforated Plastic Pipe Plastic Pipe SECTION A-A SECTION B-B SECTION D-D No Scale No Scale No Scale Notes: 1. See Sheet C-2 for locations of sections. LOL PNO J W LINE 6.25'&Vcd6.25'&Var FG ' LOL ' 0 o a, Retaing Wa I 1 #4 EG I PAC Retaing o o (See Sheet C-7) i WaII #3 N FG (See 67 o 670 2%&Vqr� / i Sheet C-6) 660 w w z 660 / /o i rI 65 9° ~ 650 /' 2 �� /, /�i 64 + w 640 o i 63 2 630 /ii� 4" Permeable Asphalt 62 620 4" Clean Crushed Aggregate z (4", 95%)Compaction 61 610 SECTION C-C 60 600 No Scale 59 590 W LINE 58 580 1.5' Typ ----� 6. '� 6.25' 57 + 3 ° 570 — ' 6" Curb� EG PG FG � 56 560 �% � --- ------- 55 550 Lined Ditch 1+25 1+50 1+75 2+00 2+25 2+50 2+75 3+00 3+25 3+50 3+75 4+00 4+25 4+50 4+75 5+00 5+25 5+50 5+65 6" Curb 4" Permeable Asphalt PROFILE 3" Perforated 4" Clean Crushed Aggregate W LINE Plastic Pipe (4", 95%)Compaction Scale: 1"=20' SECTION E-E No Scale C —3 PREPARED BY: DESIGN BY: - Qµ0FE550Nq� DRAWN BY YW CHECKED BY: AZ 21750 RAINBOW DRIVE - ACCESS ROAD ° �� SCALE: � ADMAS ZEWDI F, AS SHOWN DATE: PROFILE ActiveWa�z Engineering rvo 63469 P * E,�.oe ao zz * 03/09/2020 CUPERTINO, CALIFORNIA 7901 °akpart Street' Ste 4225 sqT C� L �" SHEET Oakland, CA 94621 or cA��f� 3 OF 21 www.activewayz.engineering 670 - 670 Notes: 58.33" _ 1. Contractor shall field verify all dimensions and field Community DeV conditions prior to ordering or fabrications any material. Y p _ 2. For Retaining Wall 1 construction details, see sheet C-10. 8. 12.00' 12.00' 9.86' 665 3. Footing step reinforcing shall be per Caltrans Standard Planning �iVi x H=8.0' H= .0' H=6.0' Plans footing step detail. a 4. For drainage and pavement construction, see road plans. cUFe INo AP 'R0 D RW1 Case # EXC-2019 S 1+30:53 _ LOL EA-2 mber 1+54.6 Face f Wall Guardrail 65 El 652. 6 655 FG 1+66.53 2%&Var A roval Body: Plannin CoCt1 El 649.7 Steel Railing p Y - - - - - EG 1+88.86 _ FG a Face El 643.38 - 081E) --------- Ap royal Date _ 647.03 6 8 65o Pervious � \ of WaII EG 1+50.0 Backf i I I Sigr ature Gian Pa IO ��_ EI 646.24 643.40 Maltlr& eManager 645 640.8� 3" Perforated Weep hole, typ --- 639. Plastic Pipe 640 Top of Footing -- -640 \ Bottom of Footing 635 3" Perforated Plastic Pipe-/ BOF __ 635 TYPICAL SECTION \ -- L%IG N G L Vi r L:IJ IG L G V%d„1 up 1\ -- W 1+30.53 - 1+80.00 IRYI/11 LANE (LOOKING LIPSTATION) ^--^ • -•••-E - NO SCALE 1+30 1+40 1+50 1+60 1+70 1+80 1+90 1+95 Guardrail FG RW2 / i �, ��ss�� V L .Cu ve MT�61>/�� ' ss- � �EMA�N �� ss�' / - � -ems 50 � / �•7 FG � Face RW1 Cure adiu th elta Tangent ' O R / 0 EG of Wall LOL R /� `---- Guardrail 37.25 12'09'S5" �1 V - p0 J i Pervious FG 55 F / .-- 2-R 2 24. Backf I I I + �, R �pL q•2 6A5 + ` 2%&Var ss� RW2}g0 00, e FGCAFac --- � ge9 ---- �-� 3" Perforated ----- -- - � of Wall /55�� _ Plastic Pipe Pervious \ EG 1+8 Backf i l l 1±90- 2+00 Pile Top Elevation N47°33'21"W 2+10 (See Sheet C-8) 7 44.77' b"+gp \ 3' Perforated \`�\ 00 31 - 2+00 Plastic Pipe 1+40 1+5 - 1+60 ---- _- 1+70 1+80 1+89 TYPICAL SECTION 650 RW1 LOL 1+30.53 C W 1+80.00 - 1+87.32 ---- W 1+30.53 7.25 Rt - 35.24' DI T 77 (LOOKING CASEATION) � � '' / NO SCALE Beg Ret W �- --- s- - LOL T RW1 LOL 1+ 3.62 EC_-- ---_- 645 $ - RW1 LOL 1+45.71 BC -\ -- -- -- c � --- \ y F - - - / / WW1+877L32+7.25 6Rt 64�, j- End Ret Wall PLAN C-4 PREPARED BY. DESIGN BY: AZ DRAWN BY: YW p(OFESSbpq� �'k CHECKED BY: AZ RETAINING WALL LAYOUT �� �� SCALE: 21750 RAINBOW DRIVE - ACCESS ROAD b NMSXAD P.YISTR y / u e ADAIAS 2EWOI 1"-5' RETAINING WALL #1 Actiue&Vz Engineering �, 36,32 k -„� 63469 DAEE: • ExP09/30/19 * « .09 30 20 * 03/09/2020 7901 Oakport Street, Ste 4225 rr C1V1L �e ey'f clvL aP SHEET: CUPERTINO, CALIFORNIA Oakland, CA 94621 a cAo� 4 OF 21 www.act i vewayz.eng i neer i ng faR 5T wu&scare ny g�1 c+8�2�0¢-�..0�01, ".Ox 0' - 0--1:V 1 1 1°I'I'1�' I - e� ,e 650 1+94.00 Notes - uar ent _ Plan i E ktl�l�•53 1. For Construction data of RW #2, See Sheet C-9 FIG RCIL _ 2. For Construction data of RW #1, See Sheet C-10 CVPE lNSQ 2+12.00 645 EL 641.58 °1 FIG c EG ` Case #- - Ff 640-- - _ Pervious 640 Top of Wall 2%&V 48.00 Ap r5;va l Planninommi 632.19 --# Ap CO - O FG @Back 3" Perforated 635 3 �� of WaII G & Face of Wa Plastic Pipe s Gian aOIO Pile Top Elevation O (See Sheet C-8) 630 ,\ ft�1a eRW2nager ; O �— TYPICAL SECTI N �ti OL Bottom 2+98.00 w 1+87.32 - 3+07.14 625 I of wal EL 619.68 (LOOKNOGSCALEATI N) 3+09.2 625 _ 2^1 FIG @ Face RW1 O EL 617 5 Steel Railing EG of Wall LOL 7 620- Guardrail Pervious Soldier Pile, See Note Below Typ. 8O 620 FG Backf i I 2%&Var 61 5 .. G @Face -- 615 - 3" Perforated '----- V-1 of Wal I � 11 �� 00 Plastic Pipe Pervious EG 3" Perforated Plastic Pipe 610--Pile Top Elevation B.,kfill FFF�R12 — 610 (See Sheet C-8) ` 13 3" Perforated ` 14 Plastic Pipe . 605= TYPICAL SECTION \ .,re,.r1 �,.,.-1, L..Iss,,,�1.-., rCY C...,�1/1,.1 16 605 W 1+80.00 - 1+87.32 1/IG G L VP r".�IJ Im 111,A V'11l G�11N IG IL G H1 11 1 Vr 1`I (LOOKING CALF ION) IiIW2-•CI INE NO SCALE 1+80 1+90 2+00 2+10 2+20 2+30 2+40 2+50 2+60 2+70 2+80 2+90 3+00 3+10 3+20 3+30 ---- -C n RW2-R LOL 1+80.00 = 3x2 W 1+80.00, 4.25 Lt � rve Table 1�8 Beg Ret Wall O - / / - / Curve # dius Length Delta T ngent � / p 6A5 /F_ F— ,� F_ ` 3x1 co 1+ = C7 71.37 55.98 44°56'16" 29.52 � 50�F, 2w � 9p RW2-R 2+24.77 B gxp S l .1k 2xp0 �7n RW2�� �+80. E eniu d ry4q°33 21 2�1 W2-R LOL 3+22. _ 2x00 4•� w 0 6Ao RW2-R LOL 'F 3+07.14 26.76 Lt C� End Ret Wall `OC - i F' 0p c 3+ \ � � 635 �+30 �w -F 2+�0 T ---- 502+600 O I / 630 / 2+50 R 1 \ / ------ C \ W 1x OC 1 / --__- R ' 2 86 O / _ d�N D I pd xC' ----� e* wO!2g Rf xCV PLAN C-5 PREPARED BY: DESIGN BY: AZ DRAWN BY: YW p(�FESSbpq� �'k CHECKED BY: AZ RETAINING WALL LAYOUT �� �� SCALE: 21750 RAINBOW DRIVE - ACCESS ROAD b NMSXAD P.YISTR y / u e ADAIAS 2EWOI 1"=5' RETAINING WALL #2 Actiue&Vz Engineering �, 36,32 k 9/30 DATE: • ExP09/30/19 * « .09 3o so * 03/09/2020 7901 Oakpert Street, Ste 4225 rr crvrL �e ry'f clvL aP SHEET: CUPERTINO, CALIFORNIA Oakland, CA 94621 QF cno 5 OF 21 www.act i vewayz.eng i neer i ng raR STRIMM&scarf xy (' _ 93.18' Notes mmV 615 1. For Construction data of RW #2, See Sheet C-9 2. For Construction data of RW #1, See Sheet C-10 +2 0I V ll CUFL 1N0610 E'A ►R I EL 6 610 Case # - - nn O f all 605 605 BI,yFi7.p2 (�S} ``••�� F @ a o W I I Ap rovaI Body: fission ' t a IIn 600- 600 Ap roval 18 Guardrail 2.63 RW3 EG LOL SIB atur� Ian 595 FG Face rtir of WoII 590 590 EG Pervious 14-11 �- -----2%&Vdr Backf i I I 585 1 11 585 �/ 3 P fo t la P 3" Perforated Plastic Pipe 5so 580 n.C'\/2-1 �n I'I IT RM1IM rfi11�C11 C'I [-\/ A TI I'%LI V G.IF 9;I-qJ r L:LI' I1/11 In rI%J In G{J G.L.L:1I AM I 11J IY 17!�NR LINE -i Pile Top Elevation • • - -•^- (See Sheet C-8) EE-LL t__1 1 3+20 3+30 3+40 3+50 3+60 3+70 3+80 3+90 4+00 4+10 4+20 TYPICAL SECTION W 3+50.00 - 4+19.52 (LOOKING UPSTATION) NO SCALE RW4 LOL 3+57.92 \ \ -- _ LOL 3+49.77 EG W 3+50 7.25 Lt \ \ "� C End R RW4 0 et S8S �C— _ -C- — � ---- -- - E'07'44 _ �� � Guardrail R EGW3 � LOL c, � FG @ Face 6 o N \�\V \OIL RW4 of Wa " 10 c LO 3+50 EG L Steel Railing W Line �� � Pervious qx\ FG @ Face 2%&Var BackfiII - of Wal I \ I 3+50 3+60 3+ 3+80 +90 0 0� /� x 0 IN3'45 E 3 Perforated PI i 3 61.8 A V �, / i� Pervious as v A �'� / �� fill I I t 06,E - RW3 3+36.69 EC RW3 3 3+98.56 B rforated RW3 LOL 4+14.18 = ��� �� Plastic Pipe Pile Top Elevation W 4+19.52 6.25 L - - - (See Sheet C-8) En Re d \t W�al I TYPICAL SECTION � A \ W 3+20.00 - 3+50.00 � n„ �Q �Vr �a�� , --- (LOOKING UPSTATION) R LOL 3+20 BC_ l a NO SCALE W 3 O ma6ey2\5 _Rt A ury Radius Length e � Tang ent _--Beg R Wal I C 14.50 16.69 9.405 59 --------- C9 31.31 15.62 28°34'32" 97 PLAN C-6 PREPARED BY: DESIGN BY: AZ RETAINING WALL LAYOUT ppOFESSpNq �pPESslc DRAWN BY YW 21750 RAINBOW DRIVE - ACCESS ROAD CHECKED BY AZ 0 � 4�� `mac A$`"� , SCALE: / HARSHAO P.MISiR gDMAS ZEWDI 1"=5' RETAINING WALL #3 Actiue&Vz Engineering Ho. 35,32 A p 63469 A DATE: �` ExP09/30/19 * •MxV 09 30 20 * 03/09/2020 790, Oakport Street, Ste 4225 ,qT C1vIL �p sf9T CIVIL �,r SHEET CUPERTINO, CALIFORNIA Oakland, CA 94621 F OF CA�SRCF f OF Chvt E OF 21 www.C'ctivewayz.engineering vansrF—ksm ONLY Notes: mmunity Development Department 1. Contractor shall field verify all dimensions and field 20. conditions prior to ordering or fabrications any material. JE7L6O6waf*- 20. I��s DIVISI CupeIr10 2. For Retaining Wall #4 construction details, see Sheet C-10. kP06 ' 8.00' 7.92' 3. Footing step reinforcing shall be per Coltrans Standard Plan0.00 cl1PeIN@L 606.48 �►H=4. PPRIED H=6.0' H=4.0' H=4.0' footing step detail. a o_ � 4. For drainage and pavement construction, see rood plans. Case # 61 00 �C -610 amber( �RojG Back of W II Steel Railing zOf Walt 3+43.50 EL 602.58 EG Ap rova I lady: P nnl 605 EGA -' 3+57.9 Guardra i I RW3 Ap F rova I Date / 599.31 EL LOL Sig ature 600= Glan P —_ _ 5979209 600 FG Face RW4 of Wall FG 6_FMcarttr a an ger 595= Top of Wal I WEEP HOLE, TYP l J — 595 EG LOL Stee I Rai I i ng Bottom of Wall ----G------- '� Pervious 590_ 3" Perforated Plastic Pipe 10" Plastic Pipe = 590 FG 9 Face ,� 2`%&Var Backf i I I DEV€LCiL'€ice imiinnviniicii IEILGWI%UI"1,CIF 1lt - of WalI , IR 1111!L 1 1 NI F; ' 3+20 3+30 3+40 3+50 3+60 3+65 Pervious 3" Perforated Plastic Pipe Backf i I I c 3" Perforated Q - - - Plastic Pipe Pile Top Elevation Ve iq`� (See Sheet C-8) e # Radius ngih Ito Tangent C10 27.25 29.77 6 °35' . 7 TYPICAL SECTION W 3+20.00 - 3+50.00 / (LOOKING UPSTATION) RW4 LOL 3+57.92 = No SCALE RR LOL 3+49.77 EC W 3+50 7.25 Lt End Reet RW4 I OL i i --- 44'07"E i c , R 4 LOL3+20.0 C = 010 m W 3+ 7.25 Lt o eg Ret Wall 3+50 W Line u, o - -__- / 3+60 3+ N 3'45"E 61.8 RW3 3+36.69 EC PLAN C-7 PREPARED BY: DESIGN BY: AZ DRAWN BY: YW p(OFESSbpq� �'k CHECKED BY: AZ RETAINING WALL LAYOUT �� �� SCALE: 21750 RAINBOW DRIVE - ACCESS ROAD b NMSXAD P.YISTR y / u e ADAIAS 2EWDI 1"=5' RETAINING WALL #4 Actiue&Vz Engineering �, 36,32 k -„� 63"9 DATE: • ExP09/30/19 * t .09 30 20 * 03/09/2020 790, Oakport Street, Ste 4225 C1V1L �e ry' avL a,P SHEET: CUPERTINO, CALIFORNIA Oakland, CA 94621 rF OF cnL r�a CnO 7 OF 21 www.act i vewayz.eng i neer i ng raR STRMM&scars aar Notes: ic ommunity Development Department 1. For Retaining Wall #1 and Retaining Wall #4 construction details, see Sheet C-10. Planning Division - Cupertino 2. For Retaining #2 and Retaining Wall #3 construction details, see Sheet C-9. INO APPROVED 3. For Retaining Wall profiles, see Sheet C-4 through C-7. CUPS Case # EXC-2019-003, Ret Wall 2 Table EA-2922atp(Ir,ber(s) Pile Pile Size Top of Wall Bot of Wall Wall Pile Tip Elev No. (HP) Elev Elev Height ApF rovaI Body: Planning Commission 1 1Ox42 647.28 641.09 6.19 626.09 2 10x42 645.53 638.68 6.85 623.68 Ap rova l Date 08/01/22 3 10x42 643.77 636.27 7.50 621.27 4 10x57 642.02 633.86 8.16 613.86 Sigr ature Gian Paolo 5 10x57 640.02 631.45 8.57 611.45 M a rtirese Manager 6 10x57 637.93 628.97 8.95 608.97 7 10x57 635.84 627.13 8.71 607.13 8 10x57 633.75 624.98 8.77 604.98 9 10x57 631.61 623.06 8.55 603.06 10 1Cx57 629.31 621.07 8.24 601.07 11 1Cx57 627.00 618.83 8.17 598.83 12 1Cx57 624.85 616.32 8.53 596.32 13 1Cx57 623.12 614.03 9.09 594.03 14 1Ox57 621.40 612.32 9.08 592.32 15 1Ox57 619.68 610.88 8.80 590.88 16 10x57 617.96 609.79 8.17 1 589.79 17 10x42 615.35 609.43 5.92 1594.43 Ret Wall 3 Table Pile Pile Size Top of Wall Bot of Wall Wall Pile Tip No. (HP) Elev Elev Height Elev 1 1Ox42 609.35 603.05 6.30 588.05 2 10x42 609.04 600.14 8.90 580.14 3 12x63 608.67 598.21 10.46 578.21 4 12x84 608.09 596.79 11.30 573.79 5 12x84 607.52 595.84 11.68 572.84 6 12x84 606.94 594.91 12.03 571.91 7 12x84 606.20 593.98 12.22 570.98 8 12x84 604.75 593.05 11.70 570.05 9 12x63 603.30 592.12 11.18 569.12 10 12x63 601.86 591.19 10.67 571.19 11 12x63 600.41 590.16 10.25 570.16 12 12x63 598.96 588.89 10.07 568.89 13 12x63 597.51 587.68 9.83 567.68 14 12x63 596.06 586.51 9.55 566.51 15 10x53 594.61 585.46 9.15 565.46 16 10x53 593.16 584.45 8.71 564.45 C-8 PREPARED BY: DESIGN BY: AZ pgOFESSpry4� DRAWN BY: YW CHECKED BY: AZ 21750 RAINBOW DRIVE - ACCESS ROAD HA SHADP.NSTRfc� SCALE: Scale CONSTRUCTION DETAILS ActiueWauzEngineering No. 9/30/ A DATE: �` ExD 09/1329 * 03/09/2020 CUPERTINO, CALIFORNIA Oak Ina, street, Ste 4225 sq CIVIL O �.p SHEET Oakland, CA 94621 rF or cave 8 OF 21 www.C'ct i vewayz.eng i neer i ng POP STRUCTURAL SLOPE ONLY QL RAILING, SOLDIR PILE & SHOTCRETE WALL w _ NOTES: rG YP p I PILE SPACING - SEE ROAD PLANS, TYP I HP1 2,WHERE < 1. CONTRACTOR SHALL VERIFY ALL CONTROLLING FIELD DIMENSIONS & FIELD CONDITIONS = w I I WHERE J�vNi BEFORE ORDERING OR FABRICATING ANY MATERIAL. ALSO, SEE GENERAL NOTES ON LOL = FACE OF STEEL PILE, TYP I TYP o o � PILE, TYP SHOTCRETE/CONCRETE FILL 1 HP10, OCCURS Z z FIRST PROFILE SHEET. FOR CONSTRUCTION DATA, SEE TABLES ON SHEET C-8. Comm—u—n tqA)� ew—elopment epart t oN BETWEEN PILES, TYP OPTIONAL C-9 TYP 0�_� 2. ALL EXCAVATION, BACKFILL AND TEPORARY SHORING SHALL BE THE SOLE o / CONC FILL / w = II RESPONSIBILITY OF HE CONTRACTOR IN CONSULTATION WITH THE OWNER AND THE Planning Division — Cupertino c� II PROJECT GEOTECHNICAL ENGINEER. EXCAVATION FOR SOLDIER PILE WALL SHALL BE STEEL RAILING WITH YO x 9' DEEP _ —_—_—y—_— JUST ADEQUATE FOR THE WALL CONSTRUCTIONS WITH SAFE CUT SLOPES & WITHOUT CU ERT(f o APPROVED I POST POCKET, SEE NOTE 9, TYP VARIES ANY OVER-EXCAVATION. DRILLING FOR PILE SHALL BE PER PLANS. CONTRACTOR CONC GUTTER, SEE LOL MAINTAIN WALL LAYOUT LOL SHALL COORDINATE WITH PROJECT GEOTECHNICAL REPORT AND BE PREPARED FOR C Se # EXr-4 ¢�OlTgWINIiTIES I I / POSSIBLE HARDSHIPS IN DRILLING WITH BOULDERS, TREE ROOTS, CAVING, ETC. T * � �S}} AP ROAD PLANS' ��� �i CONTRACTOR SHALL SUBMIT CONSTRUCTION METHOD AND SEQUENCE TO HE OWNER FACE OF PILE WALL LOL CURVATURE, UNLESS --r /� ,r F�P = FACE OF SHOTCRETE I DIRECTED OTHERWISE, TYP FOR REVIEW PRIOR TO CONSTRUCTION. CONTRACT PRICE SHALL INCLUDE ALL 3E'/-gFh2 '�9'}0 4 f0EDGES ' GH 1q PNOpN`' PLASTIC PILE PROTECTION e DOWELLS, EEOUe MATERIALS, INCIDENTALS, HARDSHIPS, IF ANY, FOR COMPLETE CONSTRUCTION OF TO F W LL - VARIES 2N' Pp P� WRAP AT EXPOSED FACE, FOR WALL REINF & DOWELS, SEE C_9 C_9 PILES AND WALLS. A pr PL 0 SEE 5/C-9, TYP 3. STEEL PILES (ASTM A572 Gr 50, fy=50 ksi) OR BETTER SHALL BE FABRICATED PER 1 3 6 TABLES INDICATED ON PROFILE SHEETS, WELDING PER LATEST AWS. AFTER App -v4QPtg �01�22 2 NOTE: FOR DETAILS NOT SHOWN OR NOTED, SEE C_9 C_9 & C_9 FABRICATION, PILES SHALL BE SHOP PRIMED (TWO COATS) AT TOP STARTING FROM p _ C-9 SECTION AT WALL PLAN VIEW NO SCALE ONE FOOT BELOW TOP OF CONCRETE FILL. HE EXPOSED FLANGE FACE AND EDGES Signature r ( ) OF THE PILE SHALL BE PAINTED WITH ONE COAT OF COMPATIBLE PAINT OF CEMENT 3/8" THICK CONT EXP JOINT FILLER, COLOR AND WRAPPED WITH REMOVABLE PLASTIC TO PROTECT THE PRIMER. REMOVE ,P(� p#�A1J�r i10WN, M - TYP AT TOP & BOTTOM GUTTERS #4 CONT ®10" T&B, #5 �� Q TINGMAX PLASTIC AFTER BACKFILLS ARE COMPLETED. Q LL SPACED, TYP ALL PILES TYP @ FOOTING --�FOOG LINE BELOW 4. EXCAVATE NEATLY FOR WALLS & FOOTING. CONTRACTOR SHALL REMOVE TREES & 0 BARS, SEE TABLE I = — —� ROOTS INDICATED ON 'ROAD PLANS' AND AS NECESSARY IN CONSULTATION WITH THE w BELOW & NOTE 7, TYP / #4,1 ® 20" MAX X #4 SHAPED ® 10" OWNER(S), SO AS NOT TO CAUSE ANY DAMAGE TO HE TREE ROOTS, EXISTING r m I #5 L® 10" STRUCTURES AND UTILITIES. PERVIOUS BACKFILL ~� PIER BELOW o #4, r® 10" MAX / BO-1 y II — — — — — / 5. CONCRETE FILL IN PILES SHALL HAVE ULTIMATE CONCRETE STRENGTH OF 4000 PSI I? i 93% COMPACTION 3-1 3 AT 28 DAYS OF CURING, USING PORTLAND CEMENT TYPE II ASTM C150, COARSE 3 SHOTCRETE FILL, SEE NOTE 6, TYP / li AGGREGATE ASTM C33, CLEAN SAND AND POTABLE WATER, MAXIMUM SLUMP 4". 2�--STRUCTURAL BACKFILL, m O%� It 93% COMPACTION 6. SHOTCRETE OR CIP WALL CONCRETE SHALL HAVE ULTIMATE CONCRETE STRENGTH OF P.C> ® #4 ® 10" MAX, TYP L RW LOL / LOL 4000 PSI AT C1150 (MINIMUM87DAYS OF 1/2 SACKS),ICRUSH DGROCKTLAND CEMENT CEMENT COARSE AGGREGATE ASTME 11 ASTM C33- JPFz 3 Z 2„ 7 HORI THROUGH FOR WALL &e w / 2 1/2" CLR o SHOTCTRET STEM WALL # (SMOOTH GRAVEL OR AGGREGATE NOT ALLOWED), CLEAN SAND & POTABLE WATER, w F ' REINF, SEE w /' ®WALL, I 2 3 z DOWELS, SEE 1 C_g MAXIMUM SLUMP 3°. SHOTCRETE WALL BACK COULD BE FORMED FINISH WHERE AS z v C_9 OR C-9 TYP AT WALL Z w PILE & WPJ AT CIP CAP- C-9 THE FRONT FACE SHALL HAVE SMOOTH UNIFORM TROWEL FINISH. WALL Ti o w w CANTILEVER TYPE RW C-RW ® ENDS SHALL HAVE ACX SMOOTH PLYWOOD FINISH AND SHALL HAVE 1" DEEP SCORED o CONT CONC GUTTER, m N ( ( ) ) I JOINTS WITH 3/4" DOUBLE CHAMFERED JOINT ALL EXPOSED THREE FACES OVER THE Z V) SEE ROAD PLANS LENGTH VARIES - SEE ROAD PLANS TYP PILE SPACINGS SEE PLANS, TYP STEEL PILES. �,YO WEEP HOLE, WIRE CLOTH C-RW DESIGN HT. _ 'h' MEASURED FROM Uj FG AND DRAIN ROCK IN NON- 7. BAR REINFORCING SHALL CONFORM TO INTERMEDIATE GRADE BILLET STEEL ASTM WOVEN SACK, SEETOP OF WALL TO TOP OF RW-FOOTING � eBO-11 A615, GRADE 60 FOR #5 & LARGER AND GRADE 40 FOR #4 & SMALLER BARS. 1 2 FABRICATION & INSTALLATION IN ACCORDANCE WITH ACI 301. CONCRETE COVER PER zo 3 NOTE: FOR DETAILS NOT SHOWN OR NOTED, SEE C_9 & C_9 CBC 2016 AND AS SHOWN. USE 48 DIA LAP SPLICES, STAGGER LAP SPLICES. ALL w I STRUCTURAL BACKFILL, C-9 RETAINING WALL ENDS — PLAN VIEW NO SCALE BARS TIED AT ALL INTERSECTIONS WITH #16 ANNEALED WIRE. ALL BARS ALONG HE BACKFILL, 95� ��- WALL SHALL BE HORIZONTAL, TOP & BOTTOM BARS SHALL BE PARALLEL TO WALL o o ¢ COMPACTION - 94% COMPACTION w o I o w �_ CONC PIER = TOP & BOTTOM, ADJACENT BARS SHALL BE ROTATED SO AS NOT TO EXCEED SHOWN o O1 J FG o SOLDIER PILE HP12, SPACING. o J BOTTOM OF WALL - VARIES CONC CAP I = w I WHERE 8. UPON CURING OF WALL SHOTCREET FOR MINIMUM 14 DAYS OR 3000 PSI STRENGTH, _j_ (= TOP OF CONC FILL) 0 1 HP10, OCCURS CONC OR WHICHEVER IS LATER, STRUCTURE BACKFILL SHALL BE CARRIED OUT IN 6" LIFTS AND w I II� I COMPACTED SIMULTANEOUSLY ON BOTH SIDES OF THE WALL WITH HANDHELD w o 01 I � o C-9 TYP SHOTCREET COMPACT SUB-GRADE TO 94% PILE &SCONCR I cn THE I o WALL ABOVE EQUAREPMENT TO THE REACHED. HE (NDICATED LEVEL OF COMPACTION EQUIPMENT MFOR ROADWAYLSHALLFINAL BE STRICTLY 5 II C-9 I / � II _ KEPT MINIMUM 12" AWAY FROM HE ROADWAY SIDE FACE OF HE PILES/WALL. I - - -- - _4 — 24" DIA DRILLED HOLE, WITH OG VARIES 9. STEEL RAILING SHALL BE MINIMUM 1.5"0 x 0.125" WALL STANDARD PIPE, THREE II CONC FILL SEE NOTE 2 & 5 QQ�O I ---OPTIONAL - LOL HORIZONTAL RAILS, MITER CUT AND WELDED, GROUND SMOOTH. POSTS SHALL BE jl I II I EXCV/BF VERTICAL AND SPACED AT 8' MAX, RAILING EXPANSION JOINTS PER CALTRANS 3/4" DIA, WELDED (TO DEVELOP) STEEL PILE, SEE NOTE 3 I WELDED \ STANDARD PLAN 'B11-51', MAXIMUM AT 24'. POST SPACING AT SHARP CURVES � HEADED STUDS ® 18", USE LENGTH J 1 (R=15.0' & SMALLER) SHALL BE 4' MAX. ALL HORIZONTAL RAIL SHALL BE w TO PROVIDE 2" CONC COVER, TYP "H" HORIZ REINF I STUDS, SEE C_9 TYP FABRICATED PARALLEL TO TOP FRONT EDGE OF THE WALL. ALL METAL SHALL BE BOTH FLANGES ® CONC FILL r I� -� MEASURED FROM AT FRON FACE OF FIG 5 3/8 HOT DIPPED GALVANIZED AFTER FABRICATION AND PAINTED BLACK (TWO COATS). TOP OF WALL WALL POST POCKETS SHALL SIMILAR TO CALTRANS STANDARD PLAN B11-54 FILLED WITH 3/4" DIA, MIN 8" LONG WELDED ( I If 4' #5 ® 10" OPTIONAL I C-9 DETAIL A (PLAN VIEW) NO SCALE NON-SHRINK-NON-METALLIC (NSNM) GROUT. II I I EXCV/BF--� BOTTOM OF WALL (TO DEVELOP) HEADED STUDS ® I 6' #5 ® 8" I = TOP OF CONC FILL 10. REPAIR GROUT SHALL BE ONE COMPONENT POLYMER MORTAR ASYM C109 CAPABLE 18" ON BOTH SIDE OF THE WEB, I II I STEEL PILE, OF DEVELOPING 2000 PSI IN 24 HOURS & 5000 PSI IN 7-DAYS, EMACO R300 OR TYP ® PIER CONC FILL. I 8' #5 ® 6" SEE 1 APPROVED EQUAL, INSTALLED PER MANUF's RECOMMENDATIONS. STRUCTU II I RESSIVE 10' #6 © 6" RPILE XW EXCAVATION /�--+3/4" ----- (SOLDIER C_g 11. STRENGEPDXY THH75 0 PSI, 'SIMPSON SET' (ESR6#529) OR APPROVED 95 TWO PART AEQUAL,PINSTAL INSTALLED m I 11' #6 ® 6" STRUCTURE BACKFILL PER MANUFACTURER'S RECOMMENDATIONS DURING CONTINUOUS SPECIAL INSPECTION PILE TIP ELEVATION io L (SOLDIER PILE WALL) PILE PROTECTIONCONC FACE PER 2017 CBC CHAPTER 17. 771 ' 12' #6 ® 6" WRAP, REMOVE 12. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS FOR PILE CONSTRUCTION PROCEDURE, ROADWAY EARTHWORK AFTER BACKFILLS TYP 1/2" CHAMFER CONCRETE MIX DESIGNS, PIPE FABRICATION, REINFORCING STEEL, STEEL RAILING AND ® EXPOSED FACE POST LOCATIONS, ETC., INCLUDING ALL SPECIALTY PRODUCTS, GROUTS, ETC., PRIOR 1 NOTE: FOR DETAILS NOT SHOWN OR NOTED, SEE C29 C39 & 3 11 4 PROBABLE LIMITS of 6 TO CONSTRUCTION AND/OR PURCHASE. C—g TYPICAL SECTION — RW#2 & RW#3 NO SCALE C-9 EXCAVATION AND BACKFILL NO SCALE C-9 DETAIL A (PLAN VIEW) NO SCALE PREPARED BY: DESIGN BY: HIM SECTIONS AND DETAILS No. 1 DRAWN BY HIM[ CHECKED BY: HIM 7901 Oakport Street, Ste 4225 SCALE: Oakland, CA 94621 W AIN AS NOTED 35 P.132 ,w„�„r,a,,,�,,,,,,,, � www.activewayz.engineering 4 09 30 19 21750 RAINBOW DRIVE - ACCESS ROAD "` 3 9 2020 �f CIVIL � SHEET: CUPERTINO, CALIFORNIA rM CA owY 9 OFC-9 21 1'-0" NOTES: STEM EXTEND HORI REINF MIN 18" 1. CONTRACTOR SHALL VERIFY ALL CONTROLLING FIELD DIMENSIONS AND FIELD AS SHOWN FOR DEFLECTION CONDITIONS BEFORE ORDERING OR FABRICATING ANY MATERIAL. SEE GENERAL TOP OF RAILING - VARIES TYP ANGLE 20' OR LARGER, TYP NOTES ON FIRST PROFILE SHEET. i HORIZ WALL REINF ommunity DeweJapmerAL a m nt I TYP AT STEM WALL DEFLECTION ANGLE 2. CONTRACTOR SHALL REMOVE TREES & ROOTS INDICATED ON 'ROAD PLANS' G AND AS NECESSARY IN CONSULTATION WITH THE OWNER(S), AND PROTECT Planning Division — Cupe I i ' THOSE TO REMAIN SO AS NOT TO CAUSE ANY DAMAGE TO THE TREE ROOTS, EXISTING STRUCTURES AND UTILITIES. CUP�RTlNO APPROVED STEEL RAILING WITH 4"0 x 9" _ -- ---- 3. ALL EXCAVATION, BACKFILL AND TEMPORARY SHORING SHALL BE SOLE `D DEEP POST POCKET, SEE RESPONSIBILITY OF THE CONTRACTOR IN CONSULTATION WITH OWNER AND THE CaSei EXC-2019-003 J NOTE 9, TYP PROJECT GEOTECHNICAL ENGINEER. EXCAVATE NEATLY FOR KEY & FOOTINGS. r" CONTRACTOR MAY ENCOUNTER THE EXCAVATION HARDSHIP OF ROOT & EA-2%-rt_-60a res} 3 ANGLE POINT BOULDERS AND SHALL BE PREPARED FOR THE SAME. ALL OVER-EXCAVATIONS SHALL BE BACKFILLED AND COMPACTED TO 95% COMPACTION. EXCAVATE KEYS 3/ " CHAMFE TYP AL.L EXP ED EDGES 2-#5 CONT, PARALLEL 2 INTO COMPACTED SUB-BASE. CONTRACT PRICE SHALL INCLUDE ALL A prov'a� a, Nanning tommissl TO TOP OF WALL, TYP MATERIALS, INCIDENTALS, HARDSHIPS, IF ANY, FOR COMPLETE CONSTRUCTION I TOP OF WAL - V I C-1 REINF AT WALL KINK NO SCALE OF THE FOOTINGS AND WALLS. Approval eDAD 4. CONCRETE FILL IN FOOTINGS SHALL HAVE ULTIMATE CONCRETE STRENGTH OF ��� I LLJJ -#4 n 0 12" MAX & 4000 PSI AT 28 DAYS OF CURING, USING PORTLAND CEMENT TYPE II ASTM Si nat re r7p �kll �,„ L AS SHOWN, TYP PLANNED WPJ, C150, COARSE AGGREGATE ASTM C33, CLEAN SAND AND POTABLE WATER, �q�p,{�I,�.� SEE NOTE 12 MAXIMUM SLUMP 4". SEE R1VICIT ll� SeMdndger F — C11 `11 II -- #4 SHAPED @ 12" MAX, TYP 3/4" CHAMFER 5. AT CURVED LAYOUT, THE STEM WALL MAY BE SEGMENTAL WITH FOUR FEET © J BARS, SEE I AT WPJ, DISCONTINUE AT WPJ ON SEGMENT LENGTH, LAID OUT IN A WAY THAT WEAKENED PLANE JOINT STAY IN ALT HORIZ WALL REINF FACES AND ON MIDDLE OF THE SEGMENT. STEM WALL REINFORCEMENT AND STEEL HAND TABLE BELOW, TYP 1 BO-1 EXCEPT TOP BARS, TYP TOP, TYP - SEE RAILING SHALL BE ADJUSTED ACCORDINGLY. TRANSVERSE FOOTING BARS w I #4 HORIZ ® 12" MAX, I 3-2 SHALL BE FANNED SO AS NOT TO EXCEED SAID SPACING. m PERVIOUS BACKFILL, BO-1 SEE NOTE 7, TYP a CONT, 94% COMPACTION 3-12 6. SHOTCRETE OR CIP CONCRETE STEM SHALL HAVE ULTIMATE CONCRETE STRENGTH OF 4000 PSI AT 28 DAYS OF CURING, USING PORTLAND CEMENT w I 2" CUR i CEMENT TYPE II ASTM C150 (MINIMUM 7 1/2 SACKS), CRUSHED ROCK COARSE Li3"0 WEEP HOLE, WIRE CLOTH AND ®WALL, TYP DRAIN ROCK IN NON - - AGGREGATE ASTM C33- (SMOOTH GRAVEL OR AGGREGATE NOT ALLOWED), WOVEN SACK, AT 12' SEE 60-1 I ® CLEAN SAND & POTABLE WATER, MAXIMUM SLUMP 3". CIP CONCRETE SHALL x 3-1 1, 0" i 'I ac HAVE SMOOTH PLYWOOD FOR FINISH. IF SHOTCRETE USED, WALL BACK COULD Li I > l MIN STEM VERT REINF .� I�-3" TYP "a HAVE SMOOTH FORM FINISH WHERE AS THE FRONT FACE SHALL HAVE SMOOTH z INTENTIONALLY ROUGHEN CONC UNIFORM TROWEL FINISH. 7 r n z TO 1/4" AMPLITUDE, TYP 4nx:>r ,.1 ¢= 7. BAR REINFORCING SHALL CONFORM TO INTERMEDIATE GRADE BILLET STEEL Lu U) L T 3 ASTM A615, GRADE 60 FOR #5 & LARGER AND GRADE 40 FOR #4 & o FC SMALLER BARS. FABRICATION & INSTALLATION IN ACCORDANCE WITH ACI 301. #4 ® 12" & AS SHOWN, Z N 2y C-1 WPJ — WEAKENED PLANE JOINT NO SCALE CONCRETE COVER PER CBC 2016 & AS SHOWN. USE 48 DIA LAP SPLICES, _ SHAPED TO SUIT, TYP SFf RO ��&F�qT STAGGER LAP SPLICES. ALL BARS TIED AT ALL INTERSECTIONS WITH #16 0 BARS, SEE D ' q0 P�gNS TFR ANNEALED WIRE. HORIZONTAL BARS ENDING AT TOP OF WALL SHALL HAVE M TABLE BELOW, TYP 12" HOOK LAPPED TO WALL TOP BARS. o STRUCTURAL O 8. UPON CURING OF WALL SHOTCREET/CONCRETE FOR MINIMUM 14 DAYS OR AT a BACKFILL, 95% 1 3000 PSI STRENGTH - WHICHEVER IS LATER, STRUCTURE BACKFILL SHALL BE I� COMPACTION CARRIED OUT IN 6" LIFTS AND COMPACTED SIMULTANEOUSLY ON BOTH SIDES 1-0" OF THE WALL WITH HANDHELD EQUIPMENT TO INDICATED LEVEL OF COMPACTION, UNTIL THE FINAL ELEVATIONS ARE REACHED. THE COMPACTION FG PAVEMENT EQUIPMENT FOR ROADWAY CONSTRUCTION SHALL BE STRICTLY KEPT MINIMUM _j � MIN 1'-0" SCARIFIED & 12" AWAY FROM THE ROADWAY SIDE FACE OF THE WALLS. FOR LANDSCAPE Y #4 CONT ti KEY MONOLITHIC COMPACTED TO 95%, qp BEDDING, DO NOT EXCAVATE STRUCTURAL BACKFILL SIX FEET BEYOND THE i7 WITH FOOTING, TYP SEE NOTE 3, TYP �'ORpk FACE OF WALLS. ADDED TOP LAYOVER OF FILL WILL BE ACCEPTABLE. BOG 9. STEEL RAILING SHALL BE MINIMUM 1.5"0 x 0.125" WALL STANDARD PIPE, 9„ THREE HORIZONTAL RAILS, MITER CUT AND WELDED, GROUND SMOOTH. POSTS © ] BARS, SEE 1-0 SHALL BE VERTICAL AND SPACED AT 8' MAX, EXPANSION JOINT DETAILS PER TABLE BELOW, TYP CALTRANS STANDARD PLAN 'B11-51', LOCATED AT 16' MAXIMUM. POST 1'-0" 2'-9" FORMED FACE, TYP SPACING AT SHARP CURVES (R=15.0' & SMALLER) SHALL BE 4' MAX. ALL FG HORIZONTAL RAIL SHALL BE FABRICATED PARALLEL TO TOP FRONT EDGE OF W (SEE TABLE) THE WALL. ALL METAL SHALL BE HOT DIPPED GALVANIZED AFTER FABRICATION AND PAINTED BLACK (TWO COATS). POST POCKETS SHALL BE PER CALTRANS STANDARD PLAN B11-54 FILLED WITH NON-SHRINK, NON-METALLIC (NSNM) GROUT. RW #1 & #4 DATA TABLE 10. REPAIR GROUT SHALL BE ONE COMPONENT POLYMER MORTAR ASTM C109 H W K O BARS © BARS O BARS CAPABLE OF DEVELOPING 2000 PSI IN 24 HOURS & 5000 PSI IN 7-DAYS, F77 STRUCTURE EXCAVATION EMACO R300 OR APPROVED EQUAL, INSTALLED PER MANUFACTURER'S 4'-0" 3'-9" 1'-0" #5 0 12" #5 ® 12" NONE (CANTILEVER RETAINING WALL) RECOMMENDATIONS. 6'-0" 5-3" 1'-0" #5 ® 8" #5 ® 8" #4 ® 8" STRUCTURE BACKFILL 11. EPDXY ADHESIVE: ASTM C881, C638 & D695 TWO PART NON-SAG, 8'-0" 6'-9" V-3" #6 ® 10" #6 ® 10" #5 ® 10" (CANTILEVER RETAINING WALL) COMPRESSIVE STRENGTH 7500 PSI, 'SIMPSON SET' (ESR #5297) OR APPROVED 10'-0" 8'-9" V-9" #6 @ 8" #6 ® 8" #5 ® 8" EQUAL, INSTALLED PER MANUFACTURER'S RECOMMENDATIONS DURING Tm ROADWAY EARTHWORK CONTINUOUS SPECIAL INSPECTION PER 2017 CBC CHAPTER 17. SPLICES NOT ALLOWED IN BARS LISTED IN THIS TABLE 12. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS FOR CONCRETE MIX DESIGNS, REINFORCING STEEL, STEEL RAILING AND POST LOCATIONS, ETC., INCLUDING ALL SPECIALTY PRODUCTS, GROUTS, ETC., PRIOR TO CONSTRUCTION AND/OR NOTE: FOR DETAILS NOT SHOWN OR NOTED, SEE ROAD PLANS, 63-1 & 0�- 44 PROBABLE LIMITS OF PURCHASE. C-1 TYPICAL SECTION — RW#1 & RW#4 NO SCALE C-1 EXCAVATION AND BACKFILL No SCALE PREPARED BY: DESIGN BY: HIM SECTIONS AND DETAILS No. 2 DRAWN BY HIM �( CHECKED BY: HIM 7901 Oakport Street, Ste 4225 SCALE: Oakland, CA 94621 XIRSLDF.Y , AS NOTED www.activewa z en ineerin Na 35132 DATE: 21750 RAINBOW DRIVE - ACCESS ROAD "� �� y 9 9 t 09 30 19 • 3 9 2020 der C1 L ` SHEET: CUPERTINO, CALIFORNIA rM OF C� 10 OF 21 Community Development Department Frame and Grate Dimensions per Planning Division— Cupertino City of Cupertino Standard Details 3-4 'CUPER rlNO APPROVED 0 Case # EXC-2 19-003 EA 2 pe wa CAST 1"x 21/2"SLOT TYPE 36R GRATE(SEE NOTES 1 AND 2) ber(s}a IN PIPE TO RECEIVE LUG SQUARED END 2"Min 2"Min 5®12"(Typical, Both Ways)2' Clear ID-1/2" 2'- 4" Ap roval Body: Planning Commission "°M'"""° _ 2"Min MORTAR o: e 6"Min 118"Min Ap roval Date " OD+3" d Sig ature G i a n PrV.res "to 42" M a rti rep,sMa!Mn r 1 <DIo PIPE'+ No. 2,Method B) SECTION B-B SECTION A-A • 6"Min ePioe Inlet No Scale Concrete inlet with to #4 Both Ways) OC pipe grate (Both Ways) 1. See Caltrans Standard Plan D77B for 30"RCP 1 Grate and Frame Details. 2. Place pipe so bars of grate will be eModified Drop Inlet _= parallel with main surface Flow. No Scale • T 1. For details not shown.see City of \ Cupertino Standard Details City �6�.�/0(TY7P) 8"Min OG Match existing Side Slope � RSP(Backing RSP Fabric Z f-� No. 2,Method B) - B Jot Conc Lined Ditch Y-s' Match Exist 1 Rock SIoDe Protection (Case 1) 18"RSP RSP FABRIC 2 --1 12 2 SSFOFf No Scale (BACKING No 2, a METHOD B) SECTION A-A GUTTER 1=2 UNLESS OTHERWISE SHOWN PCC 3 Backfill with ELEVATION native material CONCRETE LINED DITCH LL 6 + Concrete Lined Ditch Wall Wall Gutter Detail *PROTECTION ER FLOWLINE No Scale No Scale FG Var Var OF RSP ROCK SLO(BACKING N , RSP FABRIC vat 1:Z Concrete Lined Ditch � SECTION E-E } 45 FLOW�J I- _r -I Vor (BACKING I METHOD B)2 12" 18" CONC LINED DITCH L ar Var LIMIT OF RSP ° a 4 us m a 0 AC SIDE GUTTER AS PCC HMA PLAN PLAN Deep Lift HMA AB Rock Slope Protection (CaseRock Slope Protection (Case 2) Rock SlooeRock Protection (Case 3)3) �7 Concrete Driveway No Scale No Scale No Scale Z= 2 UNLESS OTHERWISE SHOWN C-11 PREPARED BY: DESIGN BY: AZ p�OFES510Nq� DRAWN BY YW CHECKED BY: AZ 21750 RAINBOW DRIVE - ACCESS ROAD ° f SCALE / � ADMAS ZEWDI � AS SHOWN CONSTRUCTION DETAILS p m ActiueWa Z En ineerin rvo 63469 DATE: * 09 30 zo * 03/09/2020 7901 °ak street, Ste 4225 sfq OF P SHEET CUPERTINO, CALIFORNIA CA Oakland, CA 94621 rF cn��F°� 11 OF 21 www.activewayz.eng i OF neering Community Development Department USE REINFORCE ENT FOR 6' 8' 10' 1'-0" 1'-0" #6 TOTAL 6 11-011 Planning — p T� OF WALL #4 f]or d@ 12 �2-#6• 2'-O' #6 TOTAL 6 #6 TOTAL 6 APPR I E #5 @ ,2 CVPE INO 2-#60 /n #4 I�' �o xITOP � P BO-1 #5 @ 12 // #6JCase # EXC-201^^ �� OF IN OUTLET � \�ll �°r 1 6 SECTION C—C SECTION D—D EA-2 'C71J'T"I"'er{$)OPTIONAL RC PIPE DETAILS 1/2" Exp Jt FILLER NEOPRENE STRIP, Typ FOOTING LINES PART PLAN A—A SECTION B—B ORAfN7 O)CAL/X079 OR/TOWSIBI EFO OR AGENTS.SHALL N0T Z RNf-1SOF S FOR H=zO' THE ES OF OR COMPLETENESS OF SCANNED H=19' If required, slope 1'-Q" coPiEs of rHis PLAN SHEEr. Ap roval Body: Plannir� im fission H=18' protection details _ #6 BARS FOR CONCRETare as shown on the 3 H=17' Project Plans , or as 6" PIPE ONLY GROUND LNE ORMAY BE VARIED Ap rovalDate 081 H=16' directed by the Engineer. 6Q OR CHANNEL SLOPE BY THE ENGINEER LOL H=15' "c" BARS o O�O�EPZER USE HOOK BOLTS @ TO SUIT CONDITIONS G i a n P HOOK BOLTS G -7"f SPACING, N THE FIELD. 5 i g a t u re H=14 LEVEL + VARIED FOR METAL PIPE DESIGN "H"= SIZE AND LENGTH #6 0 SURCHARGE 0.6 Dia + 6" o PROVIDED BY M a rt' se Mana of H=12, Const Jt o 2-#4 MANUFACTURER FOR -° 4ength of shor 'c" bars in the figure from top of H=11' - w METAL PIPES ONLY. o #6 @ 12 footing to upper end of o iD Reinf SHOWN short d' bars. H=10' o CASE 1'_0" o IS IN ADDITION 2-#6 BARS H=9' o TO REGULAR WALL FOR RC PIPES CUTOFF WALL T REQUIRED Reinf. °i UN�YM���O AND AS DIRECTED BY THE L ---J ENGINEER. MAY BE VARIED SECTION E—E BY THE ENGINEER TO SUIT ADDITIONAL #4 LJ@ 12 o CASE II VARIODNDITIONS IN THE FIELD. #4 BARS o SURCHARGE SECTION F—F TYPE C WALL SHORT "c" REINFORCED CONCRETE WINGWALLS BARSqS� ;n a H" 4' 5' 6' 9' 10' 11' 12' 13' 14' 15' 16 17' 18' 19' 20' N oI W 5'-7" 6'-2" 6'-8" 7'-1" 7'-6" 7-10" 8'-3 '-8" 9-2" 9'-7 10'-2" 10'-6" 1V-1 1V-6" 1V-11 12'-5" 12'-1 0 J -5" -7" -9" '-11" -1" -3 -5" -8" -10" '-l" '-4" -6" '-8" -10" -0" -2" -4"1 1 ' B 4'-2" 4'-7" 4'-11" 5'-2" 5'-5" 5'-7" 5'-10" 6'-0" 6'-4" 6'-6" 6'-10" 7'-O" 7'-5" 7'-8" 7'-11" 8'-3" 8'-6" CASE III F 1'-2" 1'-2" 1'-2" V-2" 1'-2" V-2" 1'-2" V-3" 1'-5" 1'-5" 1'-6" 1'-6" V-8" 1'-10" V-10" 2'-0" 2'-0"' D 0'-8" 0'-8" 0'-8" 0'-8" 0'-8" 0'-8" 0'-8" 0'-8" 0'-8" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 77777777777777 �, �,�, DETAIL OR DESIGN BATTER None 1 212 LOADING CASES S 1-0 1-0 1-0 1-0 1-0 1-0 1-0 1-0 1'-0 -61 2 1-7 -71 2 1-8 -81 2 1-9 -91 2 1-10 iv o m m .0 m N o_ o 0 0 �, a, c BARS #4@12 #4@10 #5@11 #5@9 #6@9 #7@9 #7@8 #8@9 #7@7 #8@11_ #9@12 #10@10 #10010 #10@10 #10@9 #10@9 #11@9 REINFORCED CONCRETE WINGWALLS "d" BARS #5@12 #5@10 #6@11 #6@9 #6@9 #6@9 #6@8 #7@9 #6@7 #7@11 #8@12 #8@10 #9@10 #9@10 #9@9 #9� #10@9 MATCH * Conic CY/LF 0.459 0.522 0.58 0.635 0.69 0.742 0.797 0.879 0.995 1.247 1.368 1.448 1.611 1.772 1.865 2.043 2.143 PARAPET FILL SLOPE * Reinf LB/LF 26 32 41 50 59 70 81 95 102 99 120 156 171 181 190 217 267 MATCH FILL 1'_0" 5-0' Max FOR "Case I qu ksf,B ft 3.75,2.24 3.66,2.69 3.59,3.11 3.56,3.49 3.52,3.89 3.52,4.21 3.69,4.46 3.77,4.77 3.89,5.17 3.92,5.61 3.92,6.18 4.03,6.40 4.13,6.95 4.28,7.26 4.39,7.57 4.65,7.82 4.85,8.02 PARAPET SLOPE #4 ALONG TOP 11/2:1 FILL SLOPES, "Case II qu ksf,B fl 1.16,5.58 1.33,6.13 1.51,6.55 1.69,6.86 1.88,7A 2.08,7.33 2.29,7.60 2.50:7.86 2.77,8.14 2.97,8.47 3.18,8.93 3.41,9.05 3.70,9.43 4.02,9.58 4.2699.80 4.57,10.05 4.82,10.27 OF WALL UNLIMITED FOR "Case III qu ksf,B fl L26,5.46 1.36,5.97 1.49,6.37 1.64,6.66 1.79,6.93 1.95,7.08 2.11,7.33 2.28,7.55 2.50,7.84 2.66,8.12 2.81,8.59 3.00,8.69 3.22,9.10 3.49,9.18 3.65,9.79 3.89,9.74 4.07,9.96 5-0 Max FOR 1'-0" FLATTER THAN 11/2:1 #4 ALONG TOP 11/2:1 FILL SLOPES, B'=6-(2) eccentricity, B' is the effective footing width. OF WALL UNLIMITED FOR o a * Quantities include 1'-0" extension above the design "H" limit. FLATTER THAN 11/2:1 - ** Soil pressure shown in the table is the equivalent uniform pressure per AASHTO -RFD - 11.6.3.2 2" CIr GUTTER OR GUTTER OR SHOULDER "L" A o c SHOULDER -I 2-#6 D 2-g #4 dlor d'O 12 " 3'-0" VERTICAL VERTICAL BATTER 1/2:12 A Min INSIDE GROUND LINE "c BARS 7: Min - IV' @ 12 , . BARS 1/2„ Exp — ---------- -------------- = z Jt FILLER BO-1 NEOPRENE STRIP NOTES: _� #4 @ 12 9. PI ce ate will b in Ft w #4 @ 12 FOP Unit Stresses: fy = 60,000 psi z #4 @ 12 2" CIr `� rf c g D 1-6 (Typ) ��E w 2" CIr 1/2" Exp it FILLER ,s OR f'c = 3,600 psi o Br Det 3-1 @ 15'-O"f CENTERS `v� 2' Earth density: 120 pcf SHORT "c" BARS '`` 2'-0" �1I SHORT "c" BARS 1'-0' ABOVE OUTSIDE GROUND. //5 d'® 12 �F,P DES Equivalent fluid pressure: 36 pcf Const it SEE STANDARD PLAN BO-3. 35 Dia VERTICAL UNLESS ADJACENT �G APR Elevation, length and angle of flare of C C O #5 E'@ 12 �OPF' wings may be varied by the Engineer to 2" CIr TO BATTERED SECTION, 2" CIr q,0 5 suit conditions encountered in the field. . o THEN MATCH "d" bars O° _ Wall height may be exceeded by 6" before 35 Dia 2" CIr -Con st Jt #5 p@ 12 2-#6p o going to the next greater "H". �'- "d" BARS iv #4 TOTAL 7 #4 @ Tot 5 E o f ,p„ 8 wTR=s" �j 2-#6 1 STATE OF CALIFORNIA 3" CIr - W 3 DEPARTMENT OF TRANSPORTATION W B #4 TOTAL 7 S �° PIPE CULVERT HEADWALLS, 3" CIr - 1'-O" 1'_Q" W3 'n TYPICAL SECTION Q w B ENDWALLS AND WINGWALLS H=4' THRU 12' TYPE A 2-#6 @ 12 B 1 TYPE B TYPES A, B AND C TYPICAL SECTION END ELEVATION For footing step NO SCALE STRAIGHT WINGWALLS dimensions and reinforcement see "Footing Step" on Std Plan B3-5 D 9 0 C-12 PREPARED BY: DESIGN BY: AZ p�OFES510NgL DRAWN BY YW CHECKED BY: AZ 21750 RAINBOW DRIVE - ACCESS ROAD ° f SCALE: ADMAS ZEWDI AS SHOWN CONSTRUCTION DETAILS p m Actiueb z En ineerin rvo 63469 DATE: * 09 30 zo * 03/09/2020 7901 °ak street, Ste 4225 sfq OF P SHEET CUPERTINO, CALIFORNIA CA OF Oakland, CA 94621 rF cnv�F°P 12 OF 21 11 www.activewayz.engineering F,,,s,,,n ro o es: n Control Measures shall conform with the California Storm Water Quality Association ractices Handbook, Regio al Water Qualit Control Board Erosion and Sediment Legend: mmunutya®e a opmenuta �r�ent ze denuded are pnd rpaintain Er sion Control measures continuously between Stabilized Construction Entrance r 1 !,�1ni iDiviskf �iarr 1u1�pe4tinoplacement of Jute Mesh fabric osed slopes in I stalled conformance with Detail EC-7 of the California Storm Water CID WASH Temporary Concrete Washout -CUPERrltqduality Association Best A Oy� E D ces handbook. O Temporary Drainage Inlet Protection 3. Remove S oils rom����,,,,ppppt��lyy and avoid stockpiling of fill materials when rain is forecast. If rain Ca #arr+e-a f kr �di1 Q{����nateriols shall be covered with o trap of other \ ��// 1 vy vyyy, CD Temporary Check Dam 4. Store, materials and wastes in a manner which avoids \ � Temporary Erosion Control (HydroSeed) their gentry into local storm drain systems or water bodies. Ap r`'OV&IdBaAy- MI6nni1rvgiC'S'r19r1 i-4Mon—site. piao�, ! o Temporary Fiber Roll 6. Imp le ent the appw /tr n/22 Management Plan prior to the issuance of a building �� 70"�V C nUTF ' A ro�aaate 7. All materials r- h ap v d osion Control measures shall be in place by October 15th. Sig - the rainy season or from OctobeKftrlr6e kSS*Ma1figgevrhichever is longer. 9. In the event of rain, all grading work is to cease immediately and the site is to be sealed ` \ in accordance with the approved Erosion Control measures. co \ / 10. The contractor shall be responsible for checking and repairing Erosion Control Systems C after each storm. c 11. Any areas of disturbed soil shall be seeded or replanted to the satisfaction of the City o ° inspector prior to October 15th, or final inspection, whichever is sooner. 00 12. Additional Erosion Control Measures may be required as determined the city Engineering Department or Building Officials. \ 13. Project shall prevent the deposite of dirt, mud, sand, rocks, gravel or debris on the ey or ace or surface m y St Drain Sl co c 0 p any Public Storm System. Any accumulated materials shall be removed immediately by means of dry x Q shoveling and/or sweeping. s O Teo 14. Tree protection shall be in place prior to the issuance i ti I 16" `�� 18'"OAKS 5 of the Grading Permit. �17 AK I LOCK WAL o 'PVC Stub 123 PIER, TY 12-TR A Tzz T72 17"OAK 2 2,�q l 24"OAK`�" 9 0 K I� ,gyp dx e i `b 50 20/19/a8/17" •^- ®15"OAK CO X 79 10'bAK j /n� p / '10 OAK X / z EDGE OF 7 / X 108'OAK 8 8 � OAK X F 91r ) <"OAK r ry O 24 OVERHANU i 11 �p e774`OAK Cp� \ �/Y� ya'12J7118"CAL.BAY LAUREL 6'OA / C � [ V, � /" -- 74"TREE O r y -- V"� -�-- '- ' TREE X ------------- 1®'TREE --- -�— , 580 ®12%16"OAK PREPARED BY: DESIGN BY: AZ p�OFES510Nq� CHECKED BY: AZ 21750 RAINBOW DRIVE - ACCESS ROAD �� DRAWN BY YW � � °° f SCALE / � ADMAS ZEWDI � �"=�Q' EROSION CONTROL PLAN ActiueWauz Engineering p rvo 63469 z DATE: * 09 30 20 * 03/09/2020 CUPERTINO, CALIFORNIA Oakland, OakCA Street, Ste 4225 sf9 CIVIL �r SHEET OF Oakland, CA 94621 rF OF cn�NF°P 21 www.activewayz.eng ineenng omn�t�a+t evelcy nt Department �'""�- o�reEk--� A.,E,Lx;R�° wTLTI rreE RaLK e.E R �m1fl I �F o i --n rtino vre —r— -- TYPI aN nxu arJw Y"�rm� � JVdF . WOOE SiAxE- � s PLABrIc LIxFE H�.R.-D.F•B SECTION B-0 ICU P E T I h .P a�. xAa .Y. ;a'°°"ml R._D. x,-°. ,.- HQIEE wprFx.Yaclx.r. }} E X C— 01 —0 0 3 L SpI l lr°Y bplN-a. Ia� a RPIn.PImE io r.A .. TrL LIN oN.YIL,11 19A0 Ca e 1Y ELEVATION °Eow"'na°.K1°.""nlar°o°tr:«n"'n:61°On.14W °`4 sTIC LI Illei.a STAKE NOTCH DETAIL -Irr�w EA 2(�� E, r PAN SECTION --Ex--�---- --- — �1PN'�rEl}�711L TEMPORARY CHECK DAM (TYPE 2) G1NeL srJSEs IR PEn w.L sr� _ ZE N SECTION A-AT"a�uLw�sx Y�I I r{"T Pyrr�ao O o ERIGIxetPmYE J rJ 11 r1 I�ONCRlTI ..IN�D` Ap ro a l Body: Planning Commission 44. IwASIlourl E OElydrr EY ttR N ILLE Ap ro a l Date 08/01/22 I.TGxxLP= °, ..' o o �IrEL Gian � I ,'Nln V II., I I, S i a t r T" yP 04C U." � A iv4 FlxlsxEn meoe P Frxls�lED w SIGN DETAI eoE 9 I I � � smx°cues CONCRETE WASHOUT ; �\�/dla _ . 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