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' . i1; � _ �; � J ry�� Ty ..< r2� +. -..f '.Y� INSPEQTION WORK LOG - ONE PER PAGE DETAIL FORMAT PAGE-001 PRINTED ON 03/08/11 PERMIT NUMBER: 07060214 10795 MINETTE DR CUPERTINO PERMIT TYPE: SFDWL-NEW1 DQ NOT USE USAGE CLASS: DWL-WNEW DWELLING TYPE 5 WOODNEW SPECIAL -.SFDWL-LIVING 2,372, GARAGE 4411, PORCH PERMIT :2 _955' -SANITARY IS SUNNYVALE'S JURISDICTION CONDITIONS: AND NOTES :1/29/9 - UTILTY LTR SIGNED PARCEL ID: 37532053.00 LOT: BLOCK: SUBDIVISION: OWNER NAME: YONG B WON OWNER ADDRESS.- 431 EL CAMINO REAL #4114 CONTRACTOR ID.- 30022 CONTRACTOR NAME: YONG B. WON CONTRACTOR PHONE: (408) 316-1261 SUB -CONTRACTOR ID: 29806 SUB -CONTRACTOR CATEGORY: BC SUB -CONTRACTOR NAME: K&W ELECTRICAL SERVICE SUB -CONTRACTOR PHONE: (408) 482-2476 SUB -CONTRACTOR ID: 27873 SUB -CONTRACTOR CATEGORY: BC SUB -CONTRACTOR NAME: K.S. PLUMBING SUB -CONTRACTOR PHONE: (408) 316-1261 INSPECTION TYPE: 516 FINAL BUILDING INSPECTION AREA: SCHED DATE: 06/16/09 INSPECT TIME: CONTACT INFO: INSPECTOR: JG GREEF, JEFFREY INSTRUCTIONS: REQ AM INSP YONG 316-1261 COMMENTS: RESULTS: PASS FAIL CANCEL RE -FEE FAIL CODE: NOTES. - PRIOR INSPECTION RESULTS: 101 FOUNDATION 02/20/08 P JG 101 FOUNDATION 02/19/08 F JG 103 UFER 02/19/08 P JG 106 SEWER & WATER 01/09/09 P RDW 106 SEWER & WATER 01/07/09 1 JG INSPECTION WORK LOG - ONE PER PAGE DETAIL FORMAT PAGE-002 PRINTED ON 03/08/11 PERMIT NUMBER: 07060214 10795 MINETTE DR CUPERTINO INSPECTION TYPE 516 PRIOR INSPECTION RESULTS (cont'd): 108 PAD SETBACK CERTIFIC 03/17/08 P JG 113 SLAB 03/06/08 P JG 202 UNDERFLOOR PLUMBING 03/17/08 P JG 203 UNDERFLOOR MECHANICA 03/17/08 P JG 204 UNDERFLOOR FRAME 03/17/08 P JG 205 UNDERFLOOR INSULATIO 03/18/08 P JG 301 ROUGH PLUMBING 07/02/08 P JG 301 ROUGH PLUMBING 06/09/08 F JG 302 SHOWER 09/09/08 1 JG 302 SHOWER 09/08/08 1 JG 303 CHANICAL 07/02/08 F JG 303 CHANICAL 06/09/08 F JG 304 ECTRICAL 07/02/08 P JG 304 AL 06/09/08 F JG 304 AL 06/04/08 C RDW 305 07/02/08 P JG 305 06/04/08 F RDW 307 �ON 07/21/08 P JG 308 K 08/14/08 P JG 309 LATH 08/14/08 P JG 310 LATH 01/07/09 1 JG 310 LATH 11/14/08 P JG 310 LATH 11/04/08 1 JG 311 COAT 09/08/08 P JG 313 L 05/28/08 P RDW 313 ROOF NAIL 05/20/08 F JG 315 EXT SHEAR 06/05/08 P JG 315 EXT SHEAR 06/04/08 F JG 315 EXT SHEAR 05/28/08 F RDW 316 INT SHEAR 06/05/08 F JG 316 INT SHEAR 06/04/08 F JG 316 INT SHEAR 05/28/08 F RDW 403 GAS METER RELEASE 01/30/09 P JG 404 ELECTRIC METER RELEA 12/01/08 P JG 404 ELECTRIC METE 8 F RDW 404 ELECTRIC METE 8 F GST 501 FINAL ELECTRI 9 F RDW 501 FINAL ELECTRICAL FENE 014006009 F SEE NOTES JG 502 FINAL PLUMBING ENERG 05/15/09 F RDW 502 FINAL PLUMBING ENERG 04/06/09 F SEE NOTES JG 503 FINAL MECHANICAL ENE 05/15/09 F RDW 503 FINAL MECHANICAL ENE 04/06/09 F SEE NOTES JG 504 FINAL BUILDING ENERG 05/18/09 P JG 504 FINAL BUILDING ENERG 05/15/09 F RDW 504 FINAL BUILDING ENERG 04/06/09 F SEE NOTES JG 505 FINAL ELECTRICAL 05/18/09 P JG 505 FINAL ELECTRICAL 05/15/09 F RDW IASPECTION WORK LOG - ONE PER PAGE DETAIL FORMAT UwRINTED ON 03/Q8/11 *** INSPECTION SHEET - CONTINUED PERMIT NUMBER: 07060214 10795 MINETTE DR INSPECTION TYPE: 516 PRIOR INSPECTION RESULTS (cont'd): 505 FINAL ELECTRICAL 04/06/09 50.6 GAS TEST 09/09/08 I rr GAS TEST 09/08/08 FINAL PLUMBING 05/18/09 FINAL PLUMBING 05/15/09 -Am FINAL PLUMBING 04/06/09 FINAL MECHANICAL 05/18/09 FINAL MECHANICAL 05/15/09 FINAL BUILDING 06/16/09 FINAL BUILDING 05/18/09 ti FINAL BUILDING 05/15/09 FINAL BUILDING 04/06/09 I F SEE NOTES P F P F F SEE NOTES p F P F F F SEE NOTES =1 i el 0 1900, CIT YX OF CUPERTINO BUILDING DIVISION PERMIT d-,7 rkmmus F BUILDING ADDRESS: 10 79 5 -If -1 OWNER'S NAME: LICENSED CONTRACTOR'S DECLARATION I hereby affirm thal I am licensed under provisions of Chapwr 9 (commencinl wi th Section 7000) of Di visi on 3 of the B usiness and Professions Code, and my I icensc is in full force and effccw-� 10�2 — License Class Lie. # —6 Date A01 �T 1-C Conlractor :�f AR HITEC-rS DECLARATIOP 300' I understand my plans shall he used as public rccor& L1LrnSCd NoNs%lonal OWNER-BUlLDER DECLARATION I hcrchy affirm that I am exempt from the Con(ractoi's Liccnsc Law for ibc following reason. (Section 703 1.5, Business and Professions Code: Any city or county which requirrs a parmh lo construct, alter. improve, demolish. nr repair any qruclure prior it) its issuance, also requires the applicant for such permit to file a signed statement ihai he is licensed pursuant to the provisions of the Con Lmctor's Litzasc Law (Chapter M (commencing with Section 7000) of Division 3 of Live Business and Professions Code) or that he is exempt therefrom and the basis for ft alleged exernption. Any violation qJ Section 7031.5 by any app(icant for a permit subjects the applicant to a civil penalty not more than rive i hundred dolLars (S504 E) 1, as owner of the property, or my employees with wages as theirsolc compe=ti will do the work, and ft suvctum is not intended or offered for sale (Sec. 7044, Businr— and Pmfe,-A=ns Code: Tbe Contractor's Licenx Law d= not apply 10 in owner 6J o builds or improves thereon, and who does such work himself or through hM IN1114ROMMOA WWWWW114 IN 0.1'i all 1(71711 99 W -"i 49;t� + 4;�k IVA ir"I=T170 U ift C11 1 gQ714!4 I have the burden of proving that he did not build or improve for purpose of sale.). [D 1, as owner of the properly. am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code:) The Contracuw's Li- cense Law does not apply to an owner of property who builds or impror:s Lhemon, and -wtriiFardm-ftt-such -Pnie License Law. 0 1 am exempt under Sec, B & P C for this mason Owner a Ie WORKERS COMPF-NSA71ON DECLARATION J hereby affirm under penalty of pc�ury one or IM following declarations: 9/1 � ve and will maintain a Certificate of Consent to sel f-insure for Workees Com pcn- sation. as provided [or by Section 3700 of the Labor Code. for the performance of the wort for which this permit is issued. C3 I have and will maintain Worka's Compensation Insurance. its required by Sectkm r Cm.-Ir- for ike om—, &T rpa_rn of P No-nCE ier makins this Certificaic of Exemption, you should bccorm 3 pensation provisions of the Labor Code, you must forthwith sions or this pennit shall be dcemcd revoked. CONSTRUC-171ON LENDING 'AGENCY I hereby alTirm thal them is a construction lending agency for the performance of the work for which this permit is issued (Sec, 3091. Under's Name Lcnder's Address I crxify that I have read this application and state that the above information is corrCCL I agree to comply with all city and county ordinances and state laws relating to building conaruction, and hereby authorize representRfivcs of this city 10 enter upon the above-mcntioned property for inspection purposes. (Wc) agree to save, indemnify and keep harmless the City of Cupertino against I iabil i tjesJudgmcnts. costs and ex, ' !Loascs in consequence of the granting of this permlL APPLICANT LINDERSMANDS AND WILL COMPLY WITH ALL NON -POI SOURCE EGULAIIONS. Ae-)ATIJA IaJ b -1 signat f li"ar/c2fitrwc—lor - D1hc r I HAZARDOUS MATERIALS DISCLOSURE wil - pplicant or future building occupant, store or handle hmnardous material as de kned )y CuKriino Municipal Code, Chapter 9.12. and the licalth and Safct;m Code, §CjDn 5532(a)? 0 Yes nlCo )Kill the applicant or future building occupant use equipment or devices whic4 ernh hazardous air contamina as 'ned by the Ray Ama Air Quality ManagernerM District? [3 Yes o BUILDING PERMIT INFO BLDG ELECT PLUMB MECH SFDWL-LIVING 2,372, GARAGE 44111 PORCH 295'-SANITARY IS SUNNYVALE'S JURISDICTION Sq. Ft. Floor Area APN Number 37532053.DO I I.I.VVITO Re -roofs Type of Rool All roofs shall be inspected prior to any roofing material being installed. If a roof is installed without first obtaining an inspection, I agree to remove all new materials for inspection. Signature of Applicant to I . All roof coverings to be Class "B" or better Ruffl-m -!z t CUPEkTINO PERMIT APPLICATION FORM APN # 7�_ -- 3e,7 Date: } Building Address: Mailing Address (if different from building address): / r 14fM4& PA 413/ &L cAMIiv o ,�Ac Owner's Name: O�'j� �jM d Phone #: o o T z6 I Contractor: D ZZS License #: — Contact: � Phone: ock� JV Cupertino Business License#: ouK -�2 Fax: Building Permit Info: IJew 2,47100f 1,1 (7 Sp��, w/ aai 9�►,�e w� YZGinlifl�l'�%�'jl�t /'nCt�t /0'sMkA.'%j�i ?iY:ific� �d*!' q6 S',�lt S� YfSid(�+ Single Story ❑ Two -Story Three -Story El Basement El Sq.Ft. Floor Area: �-✓�1^'� -Z. t 2-�, ��e 4�I $/Sq.Ft.: Cost of Project: 3ko.0 Type of Construction: V , / �v Project Size: Standard ❑ Large ❑ Major ❑ Fee Description * R i '. A Housing CITY OF CUPERTINO CUPEkTINO NEW SINGLE FAMILY DWELLING PERMIT APPLICATION FORM Fee Description 1.01 � a W.T le, Low Lq -------------------------------- Plan Check Repeat Fee N f111 a a 1104, ----------------------------- Repipe Of Fixtures Sewage Disposal -----------Sewers Lawn Sprinkler/Backflo Storm./Rain Water Kitchen Trap --------------------------- Alt of Drain & Vent 1111 M111111111���i PLUMBING UT 1 1013 1 *0 11111,1111 "-wivi 1 14 11 Water Heater/Vent I ------- ------Main Water Service 1 1,1 BREINSPECT Reinspection Fee bp i kpi;lkvj FLW,*, A/C Unit > 10,000 cfin kyj 00,111 -4 L va A OF16111 3313QUJAW 1pa 0' A/C Units <= 10,000 cfin kyj 1. LW -rA vplowx� 01 1*1 valkly a a Appliance Install 131 A04 Lighting _,Frjixtures I 3AXW9 moo] ok, a IIJ pa 2 Relocation of Furnace uy I zwe Y4 Awle, I Le&' I Lu Heater Installation Installation of Hood uy I -ke) 00 12% LN I We& 1 -1 ff UTZ111 ABLI 0 1 I U13 -Misc. A Maratus illillill--- At EV40 n_ ;jkvm,4LL&% --------------- Rem Non -Res Appliance BREMPOWER Pole/Platform Fixture Willi! MAE, Rept], Switch & Outlets --------------- ------------------------------- ------ ELECTRICAL BREMREPALT a , =f , I )mL-384, 6=6 I ----------------------------- ------------------ Heating UT I Eel MrA 0 ke 114 FOIL 1 -1 kyj I 6 IWO 10jo la ;J uv I Li ; W, 3 —Repair/Alter Remodel Res Appliance ELECTRICAAL-L Rmd1 Signs Add Branch a 0 XIM 03 yov I ; I kyj lee Remodel Sins, Ma grque- WN WMA, &0 A alu 0 v Ij I Theatrical 4�&ing Fix ELECTRICAL LW Vent Fan Single Duct N BR.EMVENSYS Ventilation Systems 103 6% 1 uy I mz Scb S c Plan &-j 0 0 1 16M im rLy, Special Inspection Temporary Power widauvivalLwyj Temporary Bldg Permit BTEMPSVCS Tem. Svcs at a a. -Voj 1 0 Lou 11,1111wou 2 w Mill Af NEW SINGLE FAMILY DWELLINO PERMIT APPLICATION FORM I Fee Description Business License a; Lai 1 11111.!] Electrical sq foot ELECTRICAL 5 tj v all Mechanical sqL. foot Mech Permit Issuance ELECTRICAL MECHANICAL MECHANICAL - - - ----- ----------- : PPERMITFEE Plumbing Permit Issue PLLONGRNGR Long RangPlaqning/Residential A IM 7" a we Address Change ;. -f 6=01" tj Off a] OPERATOR: patg COPY # : 1 111 Sec: Twp: Rng: Sub: Blk: Lot: APN .4.,00.0: 37532053.00 MATE ISSUED ...... 09/12/2007 RECEIPT # ........ BS000002624 REFERENCE ID # ...: 07060214 SITE ADDRESS 10795 MINETTE DR SUBDIVISION ...... CITY ............ CUPERTINO IMPACT AREA ........ OWNER CAMINO REAL #4774 CITY/STATE/ZIP ...: SANTA CLARA, CA 95050 RECEIVED FROM ....a- YONG B WON CONTRACTOR ........ 9 TBD - TO BE DETERMINED LIC # 00096 COMPANY ........... 9 TBD - TO BE DETERMINED ADDRESS .......... CITY/STATE/ZIP ... TELEPHONE ........ FEE ID UNIT QUANTITY AMOUNT PD-TO-DT THIS REC NEW BAL ---------- BCONSTAXR ------------- FLAT RATE ---------- 1.00 ---------- ---------- 515.88 0.00 ---------- 515-88 ---------- 0.00 BELEC200 METERS 1.00 29.43 0.00 29.43 0.00 BMITIGATR SQUARE FEET 21372.00 2822.68 0.00 2822-68 0.00 BPERMFEE VALUATION 519,845.00 2882.52 0.00 2882-52 0.00 BPGAS OULETS 1.00 5.40 0.00 5.40 0.00 BPSEWAGE UNITS 1.00 67.14 0.00 67.14 0.00 BPSEWER SEWER SYSTEM 1.00 21.58 0.00 21-58 0.00 BPSTORM PER DRAIN 1.00 9.00 0.00 9.00 0.00 BPWATER UNIT 1.00 9.00 0.00 9.00 0.00 BPWHEATER PER HEATER 1.00 10.79 0.00 10-79 0.00 BPWSVCS WATER SERVICE 1.00 9.00 0.00 9.00 0.00 BREMAIRHAN NO.UNITS 1.00 10.26 0.00 10-26 0.00 BREMHEAT NO OF HEATERS 2.00 14.04 0.00 14-04 0.00 BSEISMICRE VALUATION 519,845.00 52.00 0.00 52.00 0.00 ELECTRIC SQUARE FEET 21813.00 225.04 0.00 225-04 0.00 EPERMITFEE FLAT RATE 1.00 38.37 0.00 38-37 0.00 MPERMFEE SQUARE FEET 21372.00 18,9.76 0.00 189-76 0.00 MPERMITFEE FLAT RATE 1.00 38.37 0.00 38-37 0.00 PLLONGRNGR SQUARE FEET 31108.00 372.96 0.00 372-96 0.00 PPERMITFEE FLAT RATE 1.00 38.37 0.00 38-37 0.00 PPLBG SQUARE FEET 21372.00 189.76 0.00 189.76 0.00 TOTAL PERMIT ---------- ---------- 7551.35 0.00 ---------- 7551-35 ---------- 0.00 METHOD OF PAYMENT AMOUNT REFERENCE NUMBER ----------------- --------------- CREDIT CARD --- 71551.35 ------------ -------------------- VISA JOB ADDRESS-. I0 -7q5 a *04 ma Ll a 10 --`�Uviwev5� co UENERAL CONTRACT01k: I am not using any subcontractors: Signature Please check alpiAicable subcontractors and comolete the followin-e information: SUBCONTRACTOR:: BUSINESS NAME BUSINESS LICENSE Cabinets & Millwork Cement Finishing Electrical VJ e,kC.{i.rc,1K V A(.,, Ob Excavation Fencing Floorl'ng*. Carpeting Linoleum /Wood Glass /Glazing Heating V-� W (?Acckoc Vkq 0,10 Insulation Landscaping Lathing Masonry Ornamental Sheet Metal Painting /Wallpaper Paving Plastering Plumbing P bi 1913 Roofing Septic Tank Sheet Metal Sheet Rock Tile I A i-NO3101 er/ Contractor Signature Date ro JOB ADDRESS: f2 lelywyna, I a 04 a i, Ni, n-A TLI GENERAL CONTRA&OR.' -T- Com iiunity Development 10300 Torre Avenue Cupertino CA 95014 Telephone (408) 777-3228 Fax (408) 777-3333 Department 2 "Is ALM` I = not using any subcontractors: �j -,__A Signature Date Please check am)ficable subcontractors and comt)lete the foUowM*ir information: a .M 0 SUBCONTRACTOR BUSINESS NAME BUSINESS LICENSE # Cabinets & Millwork Cement Finishing Electfical Excavation - --------------- Fencing Flooring: Carpeting Linoleum /Wood Glass /Glazing Heating Insulation Landscaping Lathing Masonry Ornamental Sheet Metal Painting /Wallpaper Paving Plastering Plumbing Roofing Septic Tank Sheet Metal Sheet Rock Tile Owner/Contractor Signature Date Lq •nl vy.I M ' ��1 ��- �,.av� s � � o c)`Py r\ � 1 �i--OVNI .n�o-i� -57>a90 MA7 -mac v► � �����- av� o� � av�� .� a c�'► '.�oo�-�a�►oy1S a�l�c�w�a� �q I.`J1N-%4Wv1) ��11�v+�.b \VA�-� IL IL LAI,V LAPAI *�v►aw4-4 aVd-d(j -0 City of Cupertino 10300 Torre Avenue Cupertino, CA 95014-3255 Telephone: (408) 777-3228 FAX: (408) 777-3333 r-91911 Ift T mo WN I f Va"ral-S AN N TO: Yong B. Won FROM: City of Cupertino DATE: January 28, 2009 RE Address: 10795 Minette Dr, Permit: 07060214 9 With the length of time it takes for PG & E to provide gas and electric to a project we ar allowing both utilities to be released prior to finals. This is allowed only if the inspecto agrees and feels it 'is safe to do The owner and contractor need to sign this form stating that they understand they can- not move into the residence until they have received all of the required finals and the City has given a certificate of occupancy. If both do not sign this form, the inspections will be incomplet e and the utilities not released until we have a signed form. rl L_ so Emlk IV.111"uilder - Yong B. Won M 1 YB Cnstructin/Yng B. Wn T, � a* ooooI *16.* IWANLidw - ff- CHIA-CH[NG L. 45741 CHABLIS COURT FREMONT, CA 94539 TEL:510-7096835 Building & Safety Division City of Cupertino Cupertino, CA Dear Sir or Madam: This letter mainly is to notify you that 1, Chia -Ching Lin, the project engineer of the new one-story residence located at 10795 Minette Drive, Cupertino, have visited the site on June 25 and inspected the construction of this new building. It is discoverei that the construction of the new two story building in general follows city's approved set of structural drawings and is good and acceptable per current California Building Code and engineering practice. If you have any questions regarding this, please let me know. Sincerely, law'' il Building Division 10300 Torre Ave Cupertino, CA 9501-4 (A Dear Sir: This letter mainly is to notify you that 1, Chia -Ching Lin, the project engineer of the two story addition and remodel for the single family house located at 10795 Minette Road, Cupertino, CA, have visited the site and inspected the structural framing system on May 16, 2008. In previous letter dated on May 16, 2008, the following clarification It is not included now is added in the following. 2'-6" long Type 2 shear walls . designed above 2 nd floor at the front of the Bedroom 3 is as built to have only''I 8" long due to site situation. The shear wall type is Type 2 originally, the schedule is 10d@4" O.C. edges and 12" O.C. is I have instructed the contractor to provide additional 10d between so that the edge spacing will become 2" O.C.,, so that the two shear walls will have enough capacity to resist the design shear force acting along the front portion of Bedroom 3. If you have any questions regarding this revision and clarification, please let me know.. Sincerely, fk_�HIA-CWNG LIN 45741 CHABLIS COURT FREMONT, CA 94539 TEL:510-709-6835 0 EM Chia -Ching Lin, P.E. 45741 Chablis Court Fremont, Ca. 94539 71' CHIA-CHING LIN 45741 CHABLIS COUIU FREMONT, CA 94539 TEL:510-709-6835 May 16,2008 Building Division 10300 Torre Ave CupeTtino, CA 95014 Itear Sir: This letter mainly is to notify you that 1, Chia -Ching Lin, th& Mnginee'r of -the two story addition and remodel for the single family house loca',- 95 Minette Road, 411� ka ming system. The Cupertino, CA, have visited the site and inspected the- strucTura' followings are the clan'fications (1) It is all right to use 1.75xl 1.875 TJI to replace 2x12 as TJI is structurally stronger and better.' (2) All the shear Walls should be extended to the floor or roof through continuously shear transfer path. The contractor has been instructed to do so and I have inspected the shear transfer and now look all right. It is all right to use A35 instead of LS50 for some locations due to site situation. d n (3) The 2-2x 12 and 2 2x6 collector @2 floor level above the walking closet and bathroom at the right side of the building can be avoided as these collectors mainly were designed to have the two shear wall lines that are about 48" offset to be fully tied. However, avoid these members will not hurt the collector function of the two shear wall lines. (4) The 4- 4' long shear walls above 2'd floor at the front of the building were not really 4' long and is about 3' long due to site situation. The shear wall type is 2 originally, 10d@4" O.C. edges and 12" O.C. else. I have instructed the contractor to provide additional I Od between so that the edge spacing will become 2" O.C. (5) The CMST strap shown on detail 12/S-8 can be avoided as I originally want to make the connection even stronger. Without this strap will not hurt the shear transfer horizontally. (6) Provide ST292 @ E.S.. @the notch at ends of the 6.75x 13.5 GL BM will prevent shear failure and make the end stronger. If you have any questions regarding this revision and clarification, please let me know. Sincerely, 923IM9,01EMM T1 ij aq 'My.00.. :wt_ e7 -A j7. L AOL_ Al Pascual & Associates, Inc. Civil Engineering -Planning -Land Surveying 5506 Sunol Blvd, Suite 203, Pleasanton, Ca. 945A Building Department City of Cupertino 10300 Torre Ave. Cupertino, Ca. 95014-3251 b It amawmi1 111! 11 � g, lymilgo , 1111� Iffl, I MM Tel 111o. 925 846 5938 Fax No. 925 846 6858 Email: apa-inc@pacbell.net Aaal Gentlemen/Madam: I am writing this letter in response to the request by Mr. Yong B. Won of YB Construction pertaining to the height of the highest roof ridge line as measured from ths pre-existing ground of proposed residence located at 10795 Minette Drive. Based from our Topographic Survey, the height of the roof ridge line as measured from the existing ground to the calculated roof ridge line from the foundation form is 26.19'. This is less than the maximum height of 28' as required by the City Planning Department. If you have any questions, pl!ease call me at 925-846 5938 Alejo M. Pascual, Principal Engineer CHIA-C&ING LIN 45741 CHABLIS COURT FREMONTI, CA 94539 TEL.-510-709-6835 Building Division 10300 Torre Ave Cupertino, CA 95014 This letter mainly is to notifv vou that 1. Chia -Ching Lin, the project engineer of the W, of two story addition and remodel for the single family house located at 10795 Minette Road. Cu ertino. CA- have visited and insnected the site for the concerned revardina A ngement of the inverted T type continuous wall footing. My footing .s that 2-44 should be provided at the top & bottom of the footing. I - and 244 @ the bottom is still acceptable as the continuous wall the vertical load from the top. From structural point of view, the n of the footing will take some bending (moment) and behave like a it like designing a concrete beam to support load from top, rebar is e bottom portion of the beam. If you have any questions regarding this Jarcation, please let me know. Chia -Ching Lin, P.E. 45741 Chablis Court Fremont, Ca 94539 Al Pascual & Associates, Inc. Civil Engineering -Planning -Land Surveying 5506 Sunol Blvd, Suite 203, Pleasanton, Ca. 94566 W % -17 � 1� � W K" wil Building Department City of Cupertino 10300 Torre Ave. Cupertino, Ca. 95014-3255 Tel No. 925 846 5938 Fax No. 925 846 6858 Email: apa-inc@pacbell.ne"j Re: Building setback certification for the proposed residence located at 10795 Minette Drive, Cupertino Gentlemen/Madam.- I am writing this letter in response to the request by Mr. Yong B. Won of YB Construction pertaining to the building setback of the proposed residence located at 10795 Minette Drive. My firm staked the foundation of the proposed residence on October 4, 2007, and then ws verified the building setback of the form boards on February 15, 2008 and found to be in conformance with the City approved plans. If you have any questions, please call me at 925-846 5931gZ Sincerely: lejo Pas A 1!Tincipal Engineer I FRANK LEE & ASSOCIATES GEOTECHNICAL CONSULTANTS 10 KOOTENAI COURT, FREMONTp CA 945321v (510) 657-7792 rrebruary 14, 2008 Job No: 11419-S2-L2 Mr. Yong B. Won A N 10795 Minette Drive 6 - 'M 0 07('16 U Cupertino, California 95014 SUBJECT@ FOUNDATION EXCAVATION INSPECTION Proposed Two Story Residential Building 10795 Mignette Drive - mo Cupertino, California Tear Mr. Yong B. WonT a ZFTIF7 L 7 ve-1. lry P 4 This letter is to conf irm that We., ' - ' Inspected the f oundatiolo excavat on for the proposed two st-,"-.; dential building of th- subject site. Our observations that the conditio observed during construction are g -y in agreement with th City of Cupertino approved plans wer contained in our Soil and Foundation Investigation r "Ice We appreciate the opportunity to work with you on this, you have any questions or if we can be of any f urt&-,,d= please do not hesitate to call. Thank you. SN7= FRANK LEE ASSOCIATES FA. ee Professional Engineer CE3497.5. No. C 34975 k A Jr A A, a a ► A a V-51 j 10. A 11�r P"I.Y! A 0 0 A A rd 0% A I a a I, NT UNION HIGH SCH V NN A 589 A WEST FREMONT AVE Z. A A a Ic 211 � I . +� 1k. A A Is 1W a A SUNNYVALE, CALIFORNIA A .N1 I 0 ir 408-522-2200 Developer Impact Fee Compliance A r Building permits will pot be issued without a completed CertITIcate of Compl A - : 0 ■ is A IN ■ Building Permit Application a. A has received a re4At for a Building Permit described as foll The City of-., ows: A . 1- ME A A ew Residential Qp yelopment 8 P Resiential A dition (501) sq. ft. or more Commercial Development dd A W�116&1 ilk r 11 I a A Name of.Owner Developer: AA A Project Addrest A A LoVParcel -a r �14 S 0 Wt*. Square Footag MAE Des"criptio i A e k 0 di ).-JJ MEN A -a Z III, kL 11 is A 3 Permit /Pb__-ftft. A PIZ Date: By: A 6a� A City Building Inspector Square footage verified by the city prior to issuance of a building permit- fees may be adjusted accordingly. �J AM Feeder Elementary District .......................... .. W ..... ............................................................................ SCHOOL DisEIIIAERICT DEVEL R IPAP FEE 1.'e ■a- J 11 CERTIFICATE OF COM IANCF!��, '3 A I A A The authorized *mwaWbue of remont U, ion Hiah S oo/ Dis rrict has reviewed the All A city or Building Permit Request described above and hereby certifies that the developer or authorized representative has met the requirements of the Dis�s S. -9 "W W-7 I Vi. 14, ; -1 T, 6- *--a I "] 1-1 Dated: a ■ 10J - -4.R� ■ 9-1 i. aiQ Ini q gel --L A • L t'N ) I M■ E�Em A % 07 Elk at ■ 0 1W WAYTIA A 0 1 IU 0 r Pr PS Nann4ing —White City — Yellow �pliance (Rev. 11/22/05) fir, Fee $ Requestor — Pink Accounting — Gold -NNNNNT AA■ AN .. IIL ?.I & AM A N=i k - 11 - 5 A. lfizffiacgi� & I I A no 11111i 11,,1 }W. iwl' 11 A 0 I AM T1W I r �-Alpl. f--X r V A %n 6 L dw CLIpertino Union School District A■ 10301 Vista Drive, Cupertino, CA 95014 Tel (408) 252-3000 4, Fax (408) 865-0326 Developer Impact Fee ConJ*M*e0`, The Cupertino Union School District has adopted Resolution Nos. 1403 and 1404, imposing developer impact fee pursuant to Government Code 53080. 1 The City of has received a request for a Building Permit described as followEF. '1141ential Development Project Commercial/industrial Development Project � I Z M 52411 M- a Rim - Project Address: Square Fo 0"M0 o" Wi ot/Parcel #: -,I- Permit 0" ilium" By: City Authorized Representative In - 7 11 M- I 1:Zir �9�1 31 0 LV1111E111 F.1 mromn= Important ilotice: Cupertino Union School District gives no credit for total demolition of existing square footage area, which makes way for new construction as mandated in the Government Code Sections 53080, 53080.6 and 65995. W T r SCHOOL DISTRICT DEVELOPER IMPACT FEE' '.-NW 1471 CERTIFICATE OF COMPLI C96P Che authorized representative of the Cupertino Union School District has d the JQ rh %A0, City of Building Permit Request described above and hereby certifies that the developer or authorized representative has met the requirements of the District s' Developer Im act Fee requirements. p Dated: Authoriz(�d-17ere'sentative uupertino Uni n c - oo listrict CX L%.., I 111, 1, T I. A A IIL 14 1 LI 1'TF 1 'w" L — District Seal, Initial, and Dat,,-T- Fee: $ 3.0 ;F q 19 061 wp� Facilities Planning - White City - Yellow Requestor - Pink Accounting - Gold d A JOI A (,/ly of Oinertino Plan Check a,]' 31 4 0 -2 STORY SFDWL 'I Fwner � Description WOOL Plan Dept check# Date Due Date Staff Comment Date Approval? Public Works WIL N M Additional Plan Check Fee Hours Planning Fees Housing Mitigation Fee Amount Heart of the City Specific Plan Fee Amount 14 PROJECT NAME-.,.�,���,� PERMIT# 6 % -70 0, f/4/,/ STREET ADDRESS: /Z,�;;W 14/V APN- (REQUIRED),, 3 ;�5-7,2z -�s�DEVELOPERIOWNER'. �y��� �� % INCREASE IN VALUE. TELEPHONE NUMBER: 74 2 The Public Works Department requires the following checked items to be completed. Contact Jason Wo I Chou at (408) 777-323 7 regarding this checklist. Required Completed Agreement for Public Works Improvements Faithful Performance Bond & Labor and Material Bond (2 Bonds) Quit Claim Deed for Underground Water Rights Grant of Real Property for Roadway, Sidewalk, Utility or Other Purposes (Plat and description required) Copy of Grant Deed or CurTent Title Report Stonn Drain Fee UPQ (Acct # 215-407_�) lZcto Ac, Public Works Plan Check & Inspection Fee $515.00 (Acct # 110-45 3 1) A CCt#280-400' rK_• fee Maintenance Agreement (all non-standard items in the Right -of -Way) Engineering Calculations for Retaining Wall NOI (Notice of Intent) and TQDES (National Pollutant Discharge Elimination System) Permit Requirement htt-o://w-ww.swreb.ca.,gov/stormwtr/cojistruction.btmi Amended Development Best Management Practices (BMP) Requirements Contact Public Works Department for requirements x Underground all new overhead utility lines along frontage and/or any new service [indicate as a note on site plan.] Tract Map Parcel Map Grading Permit (Residential) (Aect #110-4533) Grading Permit (Commercial) (Acet #110-4534) Grading Bond (Acet 4110-2211) -AL Ll'- - &a L'&L-1 61- Public Works Plan Check Comments: Required Completed Contact Joanne Johnson at (408) 777-3245 to obtain an encroachment permit for w the right of way. (Circled Improvements Required). or w Streetlight sidewalk, curb & rAdygeway.approach, street tree, '11ty service", ..curb ramps) DpOo Dpermit., curb-thru-drain, Fe e I: St(o Bond: 6 No Fee Permit. .0- 7- Best Management Practices Sheet (Obtain from the Building Department) Other: Soils Letter / Soils Report in -site Drainage to be shown on site plan air—' X Z;r' cy+- ll existing and future utility services must be shown to subject development. 0)v 4' LAO �- 9. -�7 ote.- May impact encroachment permit fees and bonds.) C 3. dS , - i -Te- I c ", - t+���`,y�� �.ruv� , -Street Improvements/Grading Plan (3 sets) and cost estimate shall be submitted to the Public '0 t9 Works Department for processing and review. ($1000 Plan Check Deposit Req.) 4 C;vq 4 C' `3 \X_ Add these grading notes to site plan. (CIRCLED NOTES ONLY) ZZ 1) Civil Engineer or Soils Engineer to review all grading and submit a fmal report to the City prior to occupancy. 2) Compaction reports and pad elevation certification is required on all building pad work. OContact Public Works, 777-3104, for drainage and final grade inspection� which includes drain lines and roof drains/down spouts. Contractor is respo.nsible-.-for-dust-c.onticd and -insuring the area adiacent to the W' 0 rk is left in a. M, The contractor shall review std. Detail 6-4 on tree protection pnor to accomplishing any work or removing any trees. 6 All grading shall be done in accordance with the Soils Report prepared by dated file no. I) All stormne installation with slope less than 2% shall be certified by a Civil Engineer. IMAII on -site sanitary sewer lines and laterals shall be subject to building department approval prior to installation. 6 Utilize Best Management Practices (BMP's), as required by the State Water Resources Control Board, for ANY activity, which disturbs soil. 10) A work schedule of gradmig and Erosion & Sediment Control Plan shall be provided to the City Engineer by August 15. No hillside grading shall be performed betweeDOctober 1 to April 15. QAllroofdrainsand/oownspoutsshallbedralnedsheetflow2%mthebuilding andmaybecoflected bydraa ngernnected to public If and only if the drainage is in the hillside area can the water be directly connected to the public ston-n . Approved Approve Date FEZNLYREQL11RED FO BUILDING PERMIT APPROVAL ApproApproved/ of Approveprove&---- Date ❑ FEES 0 Y REQUIRED FOR BUILDING PERMIT APPROVAL a P, Date [?TFEES ONLY REQUIRED FOR 13UILDING PERMIT APPROVAL 4 th Submittal Approved/Not Approved Engineering Staff Signature Date [71 FEES ONLYREQUIRED FOR 13UILDING PERMIT APPROVAL n Cupeltino r V. Check T + - I'� a a ,SFDWL-2 STORY 10795 MINETTE DR Owner WON Description PlanCheckStatus (attach comments and return to Building with plan set) Plan Dept check# Date Due Date Staff Comment Date Approval? MOM Public Works 0"e'VAMM K60YAN Ulm 0 0 0 "0101" Me VIM M Additional Plan Check Fee Hours Planninq Fees Housing Mitigation Fee Amount Heart of the City Specific Plan Fee Amount;,,.�: tty of Cupertin� • SWIM wom M Planning W, ME Now I PublicEM, * • l a "66RA Y Me MAMA ! WAYKAYI • �! Additional ■ Check . ■Hours Planning Fees Housing Mitigation Amount Heart of City Specific�y --,.V.,,RE DEPARTMENT NTA CLARA COUNTY ---00 Winchester Blvd., Los Gatos, CA 95030-1818 378-4010 (phone) (408) 378-9342 (fax) 41 CODE/SEC. SHEET NO. N AA 1,7 4F CONTROL NUMBER 414- V, PLAN CHECK No, PLANS SPECS NEW REMODEL AS 13 00: CONST DESCRIP. QA�E PAGE ----------- ARC H/ENG/CONTRACTOR/OWNER ------------- LOCATION A California Fire Protection District serving Santa Clara County and the communities of Campbell, Cupertino, Los Altos, Los Altos Hills, Los Gatos, Monte Sereno, Morgan Hill, and Saratogc 9 RM of Cupeitno k rFi ..-M-T r�rsark Tr-ap 'SFDWL-2 STORY 10795 MINETTE DR Owner YONGBUM WON Description Plan Check Status (attach comments and return to Building with plan sei Plan Dept check# Date Due Date Staff Comment Date Approval.? El Planning Iffoeyn'TIM ff"bom Ulm Public Works 0 M09061M WA Mom 0 ME ffs= VbM M El Addonal Plan Check Fee Hours WWOR"s -1 Fees Mitigation Fee Amount Heart of the City Specific Plan Fee AM QU a a CITY OF CUPERTINO BUILDING PERMIT PLAN CHECK COMMENTS CONTACT PERSON FAX NO: /�`� �" � n��/ D�L��./ 0A DATE. ADDRESS: I/ 2ae� �����% �IROJECT DESC: The departments/agencies checked below have reviewed your plans. Attached are copies of the comments. PI ew and make the required changes. Resubm' -copies of the plans TO THE BUILDINGDEPT with, written rri: nses, to the comments fromall dei)artments attached to, 1OPM1 11 1 1111111 "1111111 ... I I � � 11-141 1-1111, � 11-611-111 �� I � WAM! I = Note: All depaTtnents who previously reviewed the plans will need to re -check them regardless of prior approval. All re -submittals need to be submitted to the Building Department. Plans submitte6 directly to other departments (bypassing building)- will not be valid. NOT APPROVED/APPROVED BY: BUILDING (job, office) In A 0 (job,-6ffice) 4 aadt ��� off, �/�, �v�PUBLIC WORKS FIRE DEPARTMENT SANITARY DISTRICT(,Oov74,VU� HEALTH DEPARTMENT life-11-H M311161 Note: Initial plan check fee includes ist plan check and 2 re -checks. Additional re-submiottals may be subject to additional fees. IN 0 Note: Permit applications are vand for 6 months from the date of application. After 6 months V V the application expires ana new fees will be required. @@@@ A.S.E. (408)499-1551 ■ ■ Permit # 07060214 PLAN CHECK NUMBER: 07312.CUP August 20, 91 2007 SUBJECT: New Single Family Dwelling 10795 Misnette Dr. Arch■itect: Hau-Ching Liao 925-460-0881 Nik;����S BASED ON THE REVISED LATEST SET OF PLANS (ALL REVISIONS AND/OR CHANGES SHALL BE CLOUDED ON PLANS) Sheet S5 refers to sheet S8 for numerous details but sheet S8 is totally missing in the latest submittal set. Add sheet S8 and resubmit directly to the building department. PLEASE DQ SUBMIT OR FAX ANY DOCUMENTS DIRECTLY TO "A.S.E.". RETURN RESPONSE LETTER TO OUR COMMENTS AND ALL 0 R DOCUMENTS DIREM%Y BACK TO BUILDING D,EPARTMENTS. PLEASE CONTACT MASSOUD MODJ I AT (408) 499-1551 FOR ALL COMMENTS RELATED TO THE ABOVE ITEMS.0 TO FACILITATE THE RECHECK OF YOUR PLANS, PLEASE 1. ALL NEW PLANS SHALL HAVE A WET SIGNATURE OF THE DESIGNER OR REGISTRATION NUMBER, EXPIRATION DATE AND WET SIGNATURE OF THE RESPONSIBLE PROFESSIONAL (ARCHITECT, ENGINEER, ETC. ON ALL SHEETS 2. PROVIDE AN ITEMIZED LIST WHICH CLEARLY INDICATES HOW EACH REVIEW COMMENTS WAS ADDRESSED AND THE SPECIFIC LOCATION ON THE PLANS, SPECIFICATIONS OR CALCULATIONS THAT THE CORRECTION WAS PROVIDED mot 0 AN-; r ftCUPERTINIf Xie 1 49111-Y4 ILL AFAEL SFDWL-2 STORY ME MISIL11401:8 Owner ffepk IC0111 W Ly Avel Ll Description ',NEEDS DEMO PERMIT (attach ' and return to Building plan .&1an Check Status Plan Dept check# Date Due Date ff Comment Date Approval?! Planning Public Works :.. t 5. Additional Check Fee Hours Planninci Fees Housing Mitigation ' ! PROJECT NAME: ��,��,�PERMIT #1. 670&0,;2_,1e STREET ADDRESS- � APNI-O'(REQUIRED)i DEVELOPER/OWNER. % INCREASE IN VALUE.,- G. TELEPHONE NUMBER: The Public Works Department requires the following checked items to be completed. Contact Jason Chou at (408) 777-3237 regarding this checklist. Required Completed Agreement for Public Works Improvements Faithful Performance Bond & Labor and Material Bond (2 Bonds) Quit Claim Deed for Underground Water Rights Grant of Real Property for Roadway, Sidewalk, Utility or Other Purposes (Plat and description requixect) Copy of Grant Deed or Current Title Report Stonn Drain Feey (Acct # 215-407-3) '�Zcto,� Public Works Plan Check & Inspection Fee $515.00 (Acct #110-4531) Park Fee I A CCt #280-408_) Ma'i-ntenance Agreement (all non-standard items in the Pight-of-Way) Engineering Calculations for Retaining Wall NOI (Notice of Intent) and NPDES (National Pollutant Discharge Elimination System) Permit Requirement htt1x//'wWW.swrcb.ca ov/storrnwtr��­�/c�coi�isti-�uct�ioi-i�.htn�il� Amended Development Best Management Practices (BMP) Requirements, Contact Public Works Department for requirements Underground all new overhead utility lines along frontage and/or any new service [Indicate as a note on site plan.] Tract Map Parcel Map Grading Pennit (Residential) (Acct #110-4533) Grading Permit (Commercial) (Acet #110-4534) I Grading Bond (Acct #110-2211) Public Works Plan Check Comments-. ELM= I M I Contact Joanne Johnson at (408) 777-3245 to obtain an encroachment permit for the right of way. (Circled Improvements Required). Streetlight t sidewalk, curb & ArbLeway approach,, street tree, p o permit, am, utility servjS__e'­�'*, curb ramps) oo permit, curb-thru-drain, ZZut'_ Fee: Bond No Fee Perrm*t. Best Management Practices Sheet (Obtain from the Building Department) )< Other: oils Letter / Soils Report k, n-site Drainage to be shown on site plan ZM, 711 existing and future utility services must be shown to sub ect development. ote: May impact encroachment permit fees and bonds.) C.7" Street hnprovements/Grading Plan (3 sets) and cost estimate shall be submitted to the Public Works D ep artm ent for pro ces sing and revi ew. ($ 1000 Plan Check D epo si t Req.) _.Owl rJ CLQ K? i�!: 7 f+ L Lkel %A:J CAA a V Add these grading notes to site plan. (CIRCLED NOTES ONLY)• 1) Civil Engineer or Soils Engineer to review all grading and submit a final report to the City prior to occupancy. 2) Compaction reports and pad elevation certification is required on all building pad work. Contact Public Works, 777-3104, for drainage and final grade inspection, which includes drain lines and roof drains/down spouts. Contractor is responsible for dust control and insurmig the area adjacent lo the * ork is left in a clean condition. The contractor shall review std. Detail 6-4 on tree protection prior to accomplishing any work or removig any trees. n6 All grading shall be done in accordance with the Soils Report prepared by dated file no. stornine installation with slope less than 2% shall be certified by a Civil Engineer. 'FAII on -site sanitary sewer lines and laterals shall be subject to building department approval prior to installation. Utilize Best Management Practices (BMP's), as required by the State Water Resources Control Board, for ANY activity, which distuTbs soil. 10) A work schedule of grading and Erosion & Sediment Control Plan shall be provided to the City Engineer by Aug nust 15. No hillside grading shall be performed between October 1 to April 15. 9 All roof drains and/or down spouts shall be drained sheet flow 2% away from the building and maybe collected by drainage inle:i o oil ?W11 nected to pub * lic st'�­ 6 e-fte ZvArTf and only if the drainage is in the hillside area can the water be directly connected to the public storm 1" Submittal-■ 2 nd Sub 4: 1 rd, Dat Engineering Staff ■ e Signature ■ .......... Approve :1�#,�NLYREQUIRED)!FO3�BUILDING PERMIT APPROVAE Approved ot Approve(f----,, E F 0 l EES 0 REQUIRED FOR BUILDING PERMIT APPROVAL 3 rd Submittal Approved/Not Approved Engineering Staff Signature Date 0 FEES ONLYREQUIRED FOR BUILDING PERMIT APPROVAL 4 lb Submittal Approved/Not Approved - Engineering Staff Signature Date [:] FEESONLYREQUIRED FOR 13UILDING PERMIT APPROVAL UONTROL NUMBER PERMIT kMJMBfR-- NNORK40:1010M I -W W-0 � a 160 j ALTJ I :k - 0 46. $� MMIF BY PAGE JURIS PLANS SPECS NEW REMODEL AS CONST DESCRIP. DATE I Vol OF SEC./FLOOR OCC. LOAD AREA A"111 1'4\,Jjk.'MTPACT0R/OWNER - DO UP ---- — -- — ------- NAME OF FACILITY A1-0104. A California Fire Protection District serving Santa Clara County and the communities of Campbell, Cupertino, Los Altos, Los Altos Hills, Los Gatos, Monte Sereno, Morgan Hiii, and Saratog& C/ly of Cupertino Plan Chwk al iw._m ----------- I aL sk i 40 MMW"M Permit# I Irl I Tel # Project -2 STORY :SFDWL Address MINETFE DR Owner IYONGBUM WON I Description 144 &01110 ith plan setJ -&',Ian Check Status (attach comments and return to Building w Plan Dept check# Date Due Date Staff Comment Date Approval? Planning Public Works Ll ------------------------------ FRED 01 a Additional Plan Check Fee Hours J Planning.Fees Houslang Mitlagation Fee Amount-,----,,,. Heart of the C'Ity Spec"Ific Plan Fee Amount Planning.Fees Houslang Mitlagation Fee Amount-,----,,,. Heart of the C'Ity Spec"Ific Plan Fee Amount c/ry of Cupertino Plan Check Transmittal Permit# - ----------------------- Project 1,SFDWL-2 STORY Address 110795 MINETTE DR --------------------- Owner YONGBUM WON PlanCheckStatus (attach comments and return to Building with plan set) Dept Plan, check# Date Due Date Staff Comment Date Approval? M6 Planning El Public Works �JJ[,M'bWyJZAy Ml 0 Not AT Me El Additional Plan Check Fee Hours Planning Fees Housing Mitigation Fee Amount Heart of the City Specific Plan Fee Amount Planning Fees Housing Mitigation Fee Amount Heart of the City Specific Plan Fee Amount CITY OF CUPERTINO BUILDING PERMIT PLAN CHECK COMMENT!!, CONTACT PERSON Luk (,LA, FAX NO* � - � �' O --off 1 f ADDRESSG � n DATE. 4_ PROJECT DESC: UP A- Uet PERMIT NO: O (P OWNER: -VD V1 � ✓yi G��'- �— The departments/age ncies checked below have reviewed your plans. Attached are copies of the V M "m I view and make the required changes. '8* Comm t ease re C100 comm ��'copies of the plans TO THE BUILDING DEPT With 0� �ritte: ieS;Donses to the comments from all deuartments attached to 11 millul 11!1''Toltni'' Note: All departments who previously reviewed the plans will need to re -check them regardless of prior approval. All re -submittals need to be submitted to the Building Department. Plans submitted directly to other departments (bypassing building) will not be valid. - - ------- - _ffl=1== OUTSIDE (job, office) A :5 PLANNING PUBLIC WORKS FIRE DEPARTMENT SANITARY DISTRICT I Iff-fleff Notes-, Initial plan check fee includes I plan check and 2 re -checks. Additional re -submittals may be subject to additional fees. i ions are valid for 6 months from the date of appl"cat"on. After 6 months Note.- Permit appl'cat' the application expires and new fees will be required. (,/ry of Cupertino 01:Plan Transm'Ittal SFDWL-2 STORY Owner Description PlanCheckStatus (attach comments and return to Building with plan sel ----------------------------------------------------------------------------- Plan Dept check# Date Due Date Staff Comment Date Approval? Mom Planning ma Elyzerm Public Works VIRS MI I I ff**T*C#M *793 Me Additional Plan CheckFee _ ■ Planning Fees Housing Mitigation Amount SpecificHeart of the City Amount PROJECT NAME-jFD`&)� PERMIT STREET ADDRESS- /����� ��/�� �� � APN,- (uEQuzREn).._3 �75_���..���..� DEVELOPER/OWlliER: % INCREASE IN VALUE-. TELEPHONE NUMBER:9�_._(l/�9 9191 The Public Works Department requires the following checked items to be completed. Contact Jason Chou at (408) 777-323 7 regarding this checklist. Re q u i r e d Completed Agreement for Public Works Improvements Faithful Performance Bond & Labor and Material Bond (2 Bonds) Quit Claim Deed for Underground Water Rights Grant of Real Property for Roadway, Sidewalk, Utility or Other Purposes (Plat and description required) Copy of Grant Deed or Current Title Report Storm Drain Fee (Acct # 215-407�) t zqo x x Public Works Plan Check & Inspection Fee $515.00 • (Acct 4 110-45 3 1) Park Fee (Acct #280-408_) Maintenance Agreement (all non-standard items in the Rigbt-of-Way) Engineering Calculations for Retaining Wall NOI (Notice of Intent) and N_PDES (National Pollutant Discharge Elimination System) Permit Requirement http:/a.ggy/stormwtr/construction.htm] Amended Development Best Management Practices (BMP) Requirements, * Contact Public Works Department for requirements x Underground all new overhead utility lines along frontage and/or any new service [Indicate as a note on site plan.] Tract Map Parcel Map Grading Permit (Residential) (Acet 4110-4533) Grading Permit (Commercial) (Aect #110-4534) Grading Bond (Acet #110-2211) Public Works Plan Check Comments:, Required Completed Contact Joanne Johnson at (408) 777-3245 to obtain an encroachment permit for the right of way. (Circled Improvements Required). Streetlight sidewalk, curb & gutter, driveway approach, street tree, poo pennit, curb-thru- drain, new utility services, curb ramps) Fee: 1,((a- Bond: 6 No Fee Permit. Best Management Practices Sheet (Obtain from the Building Department) Other -Soils Letter / Soils Report --On-site Drainage to be shown on site plan 11 existing and future utility services must be shown to subject development. 0 (Note.- May impact encroachment permit fees and bonds.) (-5 . S I L-VA'7e-0' , -Street Improvements/Grading Plan (3 sets) and cost estimate shall be submitted to the Public Works Department for processing and review. ($1000 Plan Check Deposit Req.) 1Jvu�k I J"'; \X_ Add these grading notes to site plan. (CIRCLED NOTES ONLY) 1) Civil Engineer or Soils Engineer to review al grading and submit a fmal report to the City prior to occupancy. 2) Coropaction reports and pad elevation certification is required on all building pad work. O iL Public Works, 777-3104, for drainage and final grade inspection, which includes drain lines and roof drains/down spouts. Contractor is responsible for dust control and insuring the area adjacent lo the work is left in a clean condition. The contractor shall review std. Detail 6-4 on tree protection prior to accomplishing any work or removmig any trees. 6 All grading shall be done in accordance with the Soils Report prepared by dated file no . ) AU storffiline installation with slope less than 2% shall be certified by a Civil Engineer. ('nAll on -site sanitary sewer lines and laterals shall be subject to bung department approval prior to installation. 0 Utilize Best Management Practices (BMP's), as required by the State Water Resources Control Board, for ANY activity, which disturbs soil. 10) A work schedule of grading and Erosion & Sediment Control Plan shall be provided to the City Engineer by August 15. No hillside grading shall be performed between October 1 to April 15. QisAlloofdransand/ordownspoutsshabe dranedseetow2% aayfromthebuildingandmaybecoectedbydrainageinle ected to public aln La cli f and only if the dxainage is in the hiUside area can the water be directly connected to the public storm 1 s' Submittal 4- R_z4—Approved Approve --7— ZNLY Engineering Staff Signatud Date [E] F E LY:RE:QU7IRED FO BUILDING PERMIT APPROVAL 2nd Submittal . ' Approved/Not Approved 17Kngineering Staff Signature Date EJ FEES ONLY REQUIRED FOR BUILDING PERMIT APPROVAL 3rd Submittal Approved/Not Approved Engineering Staff Signature Date 0 FEES ONLYREQUIRED FOR BUILDING PERMIT APPROVAL 0' Submittal Approved/Not Approved Engineering Staff Signature Date 0 FEES ONLYREQUIRED FOR BUILDING PERMIT APPROVAL 30 1,1 4—A. A • a'* too ■ 00) 52 .6 ra: BOND(TYP) INSTALL ATERPROOF'FUSE 4 JUNCTION BOX A siDEWALK• -12 11 6 RIGID METAL CONDUIT RIGID METAL CONDUIT IN CONCRETE B SECTION 193/4 ................. JUNCTION BOX STATE OF, CALIFORNIA 31/2 CONCRETE ELECTROLIER AND CONDUIT LOCATION SEE LIGHTING NOTES FOR OTHER ADDITIONAL INFORMATION CITY OF CUPERTINO APPROVED BY LU___jDlATE C-- STANDARD DETAILS lly E_ I r_ ta_m � -BOND al '6'U S H I N G 204 TO POLE EE FOUNDATION IETAIL' 5-12 11 N C 1 1 No long H S cop scrov" lot Top Palo Plois Choss iodges for slscL conduclor% ARM ATTACHMENT DETAIL 1/2" N.C. Sq. nul (grna.) I's I so hanoole rein. frame ond cover. -001-00 See lighting Arm Span (Nom) notes or plans R e m Ow Q 13 le alumiruirn Pole top F-Morls"M '/4 1/4 80f 114 1 0 5 TYPE 15 STANDARD BOND BUSHING TO POLE BASE PLATE ul washer rod proiection ;TV. ---finiSh grade --------------- --------- #10"s MIN COLOR CODED 120V WATERPROOF 1 1/2" RIGID METAL FUSED HOLDERS CONDUIT 5-10 AMPS CAPS to SEE OTHER SHEETS -.0 FOR LOCATION 4 16 11.1 00 30' ELECTROLIER STANDARD kv 0 04 4 SEE LIGHTING NOTES FOR ADOTIONAL INFORMATION rigid metal conduit STANDARD POLE HEIGHT,unless otherwise noted foundation> ------ ------ - ------ — ---------------- CITY OF CUPERTINO i'APPROVED By DATE STANDARD DETAILS &A2W-(j I N E REVISEO 9j16/99 c�4 Am _ -4-ri .. • -• ® • • •a. • • ~ • • . . • • ■ / • ® e®. SEE OTHER SH • ® •i •® FOR BOX DETAILS ® • •'�• i 0OUNDATION DIAMETER belt clulle + !a, jr• ®•®• • ra ® ® •, do ■ • • ' • a V. • •y , ■ ® r see CROUND LUG ON POLE CROUND CLAMP ON CONDUIT 0000r, —BOLT AP40 BASE COVERS CONDUCTOR W/1811 y CROU SHALL BE I-NSTALLED + SLACK fnish® rod a projection pour SEE OTHER DETAILS FOR LOCATION 21-7 1-ft - I ■ • a • • • •• • • ® so ■i a ••a•,,%a , a ! ® T�*. • i • , GROUND CLAMP , • f , • + ® f ,,18" " • •® a • a • ■ ®1 OR ALL 4 BOLTS bell go GROUNDED • +• ' , • a a ■a , , • a , ■ • + , i ® , ■ 1 ®a8.0 a • • INS ■ RIGID METAL t t ®® ■ a • • ® , • ® i C-ONDUIT IN CONCRETE 60 r • ` ■ a ■ e • wire FOUNDATION ■ ®1 • a ® ®+ ®• For 30'0" standard: ®• ® •♦ {i + a • fro anchor rods with 2 galvanized hex 1t • - 9 + • % ® • 0 LOO nuts and flat washers per rod. over i"gi• • • r' lap + • , ® a, t 11 11 * 11 " • ■ % + ■ a a •.a ■ ■ 11 reinforcing gas ■■ G be "00' '* a ; 40 ■ , • 0 CONDUCTOR •, r ® • %a .84 a ■ • •a, • a .■ a ■a ■ a ,a go ■a 6 as GROUND ROD WITH t. V sa@ 01% ® 0& a ■ • 9 *or .0 I 11 2500 PSI CONCRETE ®•• " ' ' ® a * • OG& ' • a An a• - go a 'CLAMP 0 ' is BOLTS WILL BE ALLOWED ■ • a w •r•■ • a + ■ , a •• a ■■ +i 615 31 BOND ALL METAL PER NEC ■ 6,0 ELECTROLIER FOUNDAT191 REVISED -------------------------------- ----------------------------- CITY OF CUPERTINO, - F062 ---------------- A.S.E. (408)499-1551 Permit # 07060214 PLAN CHECK NUMBER: 07312.CUP July 9, 2007 SUBJECT: New Single Family Dwelling 10795 Minette Dr. Architect-. Hau-Ching Liao 925-460-0881 0 INITIAL PLAN REVIEW COMMENTS. (ALL REVISIONS AND/OR CHANGES SHALL BE CLOUDED ON THE PLANS) COMMENTS - 1. Sheet A3, 1 hr. rated walls and ceiling assembly shown at the storage room should be extended to the closet I under the stair also. Revise as appropriate. 2. Detail 4/A3, provide anchorage detail at the bottom of the guard rail and hand rail posts to the main framing members and stringers to resist lateral force of minimum 20 plf applied horizontally at top. 3. Sheet A3, specify on the plans that the 2nd floor window sill height at the bed rooms shall not exceed 44 inches. UBC section 310.4. 4. Sheet A3, indicate the locations of the attic access to the low roof. 5. Note on the plans that the clothes dryer's shall be vented to the outside with a minimum 4 inch exhaust duc equipped with a back -draft damper. U.M.C. Section 504.3.1. 1 T 1 *6'4 Provide the following note on the plans: Prior to the contractor requesting a foundation a inspection, the soil engineer shall advise the Building Official in writing that: a) the building excavation and building pad was prepared in accordance with the soil report; b) the foundation forming and grading comply with the soil report and approved plans; c) drainage system in accordance with the soil report.11 2. Sheet S2, it appears that the continuous footings at the back of the garage should wrap around the furnace and water heater platform. Revise as appropriate. Page 2 07312.CUP 3. Sheet S2, clearly show the locations and directions of a the floor girders and floor joist at all raised floor area. Sheet S2, additional pad footing is required under the posts supporting the two large floor beams. This posts is located at the back of the water heater wall. 5. Sheet S2, check the footing capacity under all posts supporting the floor girders. Add pad footings as appropriate. i. Clarify that all shear walls comply with Table 23-II-G for maximum height/width ratio. There are number of shear walls both at the ist floor and 2nd floor level that do not comply with this requirement. 7. Calcs page FL3 a) this beam should be designed for additional loading from the 2nd floor exterior bearing wall that supports both the low and high roof. b) the two other beams (shown pages FL4 & FL6) above living room should also be designed for additional REACTION/LOADING due to this beam. PLEASE NOTE THAT BOTH OF THESE BEAMS ARE SMALLER IN SIZE THAN THE BEAM THAT THEY ARE SUPPORTING THE REACTION OF. 8. Sheer S3 shows number of smaller size beams that are supporting the reaction due to larger beams. Please clarify the size of all floor beams and make the depth of the supporting beams at least the same size as the beam that is being supported,. 9. Provide continuous collector members and tie straps in line with all interior and perimeter shear walls at both the 2nd floor and roof diaphragm levels, 10. Framing plans at both the floor and roof level lack adequate cross referencing to the shear transfer details Provide complete adequate shear transfer detailing at the Simpson Strong Walls. 12. Sheet S2, add note at the shear walls and at the foundation details that all anchor bolts and nailing a the pressure treated mud sills should be hot dipped galvanized or an approved equal. I 13. Provide continuous members and tie straps at the followinglocations: a) at all perimeters of the floor and roof diaphragm openings such as at the stair well. b) at all around the perimeters of the 2nd floor diaphragm between .. .. floor beams, blocking i "` to act as 2nd floor diaphragm "Chord PLEASE SUBMIT OR FAX ANY ENTS DIRECTLY RETURNEw LETTER TO OUR COMMENTS AND ALL OTHER DOCTMENTS DIRECTLY BACK TO BUILDING DEPARTMENTS. 499-1551 FOR ALL PROVIDE 2. AN CLEARLY EACH ! WAS ADDRESSED AND ■ LOCATIONPLANS, i ► OR CALCULATIONS FIRE DEPARTMENT SANTA CLARA COUNTY 14700 Winchester Blvd., Los Gatos, CA 95032-1818 COURTESY & SERVICE (408) 378-4010 9 (408) 378-9342 (fax) 9 www.sccfd.org nff�y,�1111 REVIEW 07 1842 No. BLDG 07060214 PLA,N-IEVIEW COMMENTS PERMIT No. Review site plan for a new proposed 2,375 square foot single family residence with attached garage. UFC Required Fire Flow: The fire flow for this projectis 1000 gpm at 20 psi residual A pendix pressure. The required fire flow 'is available from area water mains and fire 11FA I. hydrant(s) which are spaced at the required spacing. No fire department conditions or requirements. Plans approved. Ok to 'Issue building permit. City PLANS SPECS NEW RMDL AS OCCUPANCY CONST. TYPE ApplicaniNanw DATE PAGE CUP H El N El El R3/Ul VN HI Design Incorporation 7/9/2W7 1 OF. 1 SEC./FLOOR AREA LOAD DESCRIPTION BY 2 2375 sf Residential Construction Amadkani, Fred NAME OF PROJECT LOCATION SFR - WON RESIDENCE 10795 Minette Dr leirga-nized ---- as ---- th-e--SuTru --- KIaTa ---- Coiauy Central H're Ftotectio-ti-SISUICT --r' -- Seroing Santa Clara County and the communities of Campbell, Cupertino, Los Altos, Los Altos Hills, Los Gatos, Monte Sereno, Morgan Hill, and Saratoga FILE No.127 07/06 )07 15:44 ID:CITY OF SUNNYVALE CORPYD FAX:408 736 1611 PAGE 5/ City of Cupertino Building Department 10300 Torre Avenue Cupertino, CA 95014-3255 lir The City of Sunnyvale provides sanitary sewer service for the above -referenced property. The proposed residential addition will not have any adverse impact on the City of Sunnyvale's sanitary sewer systern. Please call Ms. Judy Chu / Piiblic Works Civil Engineer at (408) 730-7413 'if you have any questions. Very truly yours'. Eric Tokutomi Sr. Ptiblic Works Leader cc: Won Residence (owner) 10795 Minette Dr. Cupertino, Ca. 95014 ADDRESS AI,-_L MAIL TO.o R0. BOX 3707 SUNNYVALE CALIFORNIA 94088-3707 For deat aMeSS, call TDD/TTY (408) 730-7501 1-7 W JI'. . . . . . .... r', . . . -- .. ff IAL ViX W I" Proiect !SFDWL-2 STORY Address Man Owner Description ancheck# eDate V,jPjF.jMWF,"attach comment5 and return to BuIldIng with plan 5et) Planning_Fees Housing Mitigation Fee Heart of the City Specific Plan 114-k LL N...3 - __, - - - .......................... I ury of Cupertino Plan Check I 1 9 1 ------ r.4 = SFDWL-2 STORY us WMI Owner Description Plan Check Status (attach comments and return to Building with plan set) Plan Dept check# Date Due Date StaffComment ,Planning Public Works ! !'' tional111 Planningfees Housing Mitigation Fee Amount - - - -- Heart of the City Specific Plan Fee Amount Approval? LI FIRE DEPARTMENT 14700 Winchester Blvd., Los Gatos, CA 95032-1818 COURTESY & SERVICE MORQ TO PLAN PLAN REVIEW COMMENTS PERMIT No. ___.__.. site plan for anew proposed _,3-~square foot single family _________ .-__attached garage. - tfa k1re Flow: The fire flow for thi's project is 1000 gpm at 20 psi residual 4t--1`=Are. The required fire flow is available from area water mains and fire I hydrant(s) which are spaced at the required spacing. No fire department conditions or requirements-. Plans approved. Ok to issue building perrm't. Cfty PmANS SPECS NEW RMDL AS OCCUPANCY CONST. TYPE ApplicaniNarne DAIE PAGE JUL-03-2007 07:43 MARK THOMAS CUG DISTRICT MANAGER -ENGINEER MARK THOMAS 0. COMPANY, INC- DAVID E. ROSS DISTRICT COUNSEL ATKINSON * FARASYN. LLP. HAROLD S. TOPPEL 20a" SIL-WHS CREEK IULVD CLIPVMNOOREMA 9WI 4-2154 (408) 2S3,7071 P14ONE * (408) 2SIWS 173 FAX www. cup ert I fi as a nitatydistrict. cc m 0 City of Cupertino Building Department 10300 Torre Ave. Cupertino, CA 95014-3202 Subject: SFDWL,- 2-Story 9 Name. Won Residence Address: 10795 Minette Drive APN: 375-32-053 Li" 11 a i I I I I i Uile:MOP ffouilding Dept. — Cupertim. Sanitary sewer is not provided by the Disffict to the subject locaficm� please conW Ene Tokatomi with the City of Sunnyvale at 408-7.3.0-7566. MARK THOMAS & CONVANY,, INC. District Manager -Engineer If you have any questions or need additional information, please caR Nichol Rowenox or Carl Beckham at 409-253-70719 cc: Efic Tokutomi, City of Swmyvalv Won Res'Idence, Owner SUPPLYING SMITARTSEWERA6E SEVIC5 FOR; (00F CUPE11TIN0. PORTIONS OFTHE OTIESOFSAWOCASUNNYVALE, LosAmAmD SIJRRQLJ?MlNG UttwmnRATED Atw ■ 0ar.HL DeAgn, Inc., Architecture Planning - Site Development kwam"x"2� 2007 r A Official upertino -0 •e Avenue upertino, CA 95014 Ith- V) Zt t MI Pro'ect Address.- 10795 Minette Dr., C ino, CA 0 W�T_ J Pro'ect Name: Won Residence �; } EVI J Plan Check No.: 07060214 (A.S.E. Plaitick No.. 07312.CUP) IqI JIM I I A 0 - II 1111111111111"1'11 11111111111 11 1111 1 �1 � ij� I �� I � I�� III Comments (A.S.E.) Planning Comments: P-latural grade is indicated on elevations on sheet A-4. Public Works Comments: a Proposed utility services are indicated on sheet A-1. I hope these will be completed for your concern about this project. If you have any question, please call our office at (925) 460-0881 at your convenience. am= NL Defign, Inc. itecture PlanningD- OEM Irk August 8, 2007 Bung Official City of Cupertino 10300 Torre Avenue Cupertino, CA 95014 Project Address: 10795. Project Name. Won Residence Plan Check No.: 07060214 (AS.E. Plan Check No.: 07312.0 Comments (A.S.E.) 1. See re"*sed Sheet A-3. Storage and closet under the stair are indicated to be 1-hr rated assembly. 2. See revised detail 4/A3. 3. See added note on sheet A-3. 4. See revised sheet A-3. Lower rodf access is indicated. a 5. See revised sheet M/P-1. Dryer vent reqtdrement has been added. Structural Comments: See attached response from structural engineer. Planning Comments,.* Natural grade is *Indicated on elevations on sheet A4. Public Works Comments.@ I . Utility requirement (underground) is added on sheet A-1. 2. ON site drainage is indicated on sheet A-1, 3. Proposed utility services are indicated on sheet A-1. 4. City standard street light details are added on sheet A-1.1 5. Proposed street light location is indicated on sheet A-1. I hope these will be completed for your concern about this project. If you have any question, please call our office at (925) 460-0881 at your convenience. Sincerely, Hayoung Lee With` k-ni", 05 .1,601 Owens Drive, Suite 105, Pleasanton, California 94588 Tel: (925) 460-0881 Fax: (925) 460-0991 tot '1; Tift .0 Job 8 Lie omw- 12:XW, 10 AUG 07 L La CLOW Q ft 94A72 in3 Affla S&SIS w 00 C Rb 0.0■ cl 0.0m sm 12 0.00 k-ft OM k-ft a 00 Psi um gown 5.61 k fir a. 25.=T In2 1Y 190 4.26 k I;ll Re4d I A85 Ot 130 k Sm" LoVth Wd 1. 149 Ir, 400 1% Sb1FWTA L■ j A ;111 Al a M, W, M mill 'Aw 0 wr WP■ Structu iculations w -M-AA L41 4 I A ZA L W. A&I Mr.&Mrs. WON ALOW, Al AT■ 10795 MINETTE DRIVE CUPERTINO, CA 95014 Chia-Cing Lin, P 45741 Chablis Court Fremont., Ca 94539 (510) 709-6835 G NO. C59068 EXP. 6-30-07 of- CA \i, U2 1 CHIA-CMNG LIN, P,E. CONSULTING ENGINEER Date Prepared By: Project No. Sheet No. DESIGN CRITERIA CODE-* 1997 Uniform Buildmig Code WOOD* 2x D.F. #2 or better (Fb= 875 psi) U.O.N. 4x D.F. -42 or better (Fb= 875 psi) U.O.N. 6x beams D.F. #2 or better (Fb= 875 psi) U.O.N. Studs D.F. #2 or better U-0-N. G.L.Beams Comb. 24F.idust. (Fb= 2400 psi, F, = 165 psi, F, 650 psi) Plywood Struct. 1, or Struct 11, or better STEEL.-Reinf.- Grade 60 typical Unless Otherwise Noted Grade 40 for #3 & for all dowels @ftg. & slab Struc. Steel: A-36 Bolts: A307 typical Unless Otherwise Noted VONCRETE.- Ftg. & slab on grade f C = 2500 psi U-0-N. Moment Frame Footmig & Grade Beam f C = 2500 psi U.O.N. All panels: P.I.P. conc. wall & columns f C = 2500 psi U.O.N. SOII..�, PRESSURE: S.B.P. f (T Skin Friction Coeff. H report IONLIM per sol By: ROOF LOADING JOIST ]BEAM SEISMIC ROOF 12.0 12.0 12.0 PLYWOOD 1.5 1.5 1.5 RAFTER 1.5 1.5 1.5 BEAM 1.0 1.0 D.L. 15.0 L.L. (20.0)/16.0 CEILING LOADING. JOIST INSULATION 1.5 JOISTS 2.o GYPBD 2.5 rim 16.0 16.0 (PSF) (20.0)/16.0 BEAM SEISMIC 1.5 1.5 2.0 2.0 2.5 2.5 6.0 6.0 1111D 0 2 FLOOR LOADING* JOIST BEAM SEISMIC FLOORING 2.0 2.0 2.0 JOIST 3.3 3.3 3.3 INSULATION 1.5 1.5 1'. 5 T&G PLYWD 2.3 2.3 2.3 GYPBOARD 2.8 2.8 2.8 MISC 1.1 1.1 1.1 BEAM 4v 2.0 2.0 D.L. 13.0 15.0 15.0 (PSF) L.L. 40.0 40.0 i9a Rev. 1 CIA C) Ina ANINS .... ..... Description 2x8 rafters@24,, O.C. ,r eam q3 f1desi9npmj9ct2kM1 WW cuperfino%ealslfin General Information M1 } Y. nd 1997 USC Requirements s are desioned to 1997 NDS aM1; Section Name 2x8 C 11.50ft .....Lu 0.00 ft SeaM Width 1.600 in L 00 ft Beam Depth 7.250 in R ft Lu y00, ft Member Type Sawn D &.2 Fb se Allow 876.0 psi Load Dur. Factor 1.250 Fv Allow 95.0 psi Beam End Fixity Pin -Pin Fc Aftow 625.0 psi Repetitive Member E 11600.0 ksi Full Lenath Uniform Loa} ds DL 35.20 #Ift LL 35-20 #Ift DL '�` - #/ft LL #tft DL #/ft LL #/ft Beam Design OR k, Beam Width 1.500in x Depth 7.251n, Ends are Pin -Pin �- 44 0.704 M. Rabo M 0.5 k Ment 12 k-ft Mximum Sher 1.5 o aa 1.7 k-ft 1.3 k ble Allowable -ft 5.750 ft Shear: Q Left 0.40 k oment 1.16 k at in A Max @ Left Support 0. 00 k-ft Camber: @ Left 0,000 in Max @ Right Support 0. 00 k-ft @ Center 0.273 In Max. M albw 1.65 Reactiens... @ Right 0.000 In fb 1,062-78 psi fV 50.03 psi Left DL 0.20 k Max 0,40 k Fb 1,509.38 psi Fv 118.75 psi Right DL 0.20 k Max 0.40 k D - -- - ------------------ - ------- ---------------------- 0 --------------- i ... Deflection -0, 182 in -0.363 in Deffection 0.000 in V.10cation 5,750 ft 5.750 ft ... Length/Defl 0.0 0.0 ... Length/Defl 759.3 379-65 Right CarOever... Camber ( using 1.5 D.L. DO ) ... Deftction 0.000 in 0.000 in @ Center 0.273 in ...Length/1)ef! @ Left 0.000 in @ Right 0.000 in [Stress Calcs -- - ----- - ------ - ------------------------- Sending Analysis ---- -------- Ck 31.019 Le 0000 ft SXX 13.141 in3 Area 10.875 in2 Cf 1.200 Rb 0.000 C1 0.000 M Ax Moment llo A �5m ELeg'd _Wj�k fb @ Center 1.16 IK-ft 9.25 1n3 1 1509.38 psi @ Left Support O00 k-ft 0.00 in3 1,509-38 psi @ Right Support 0. 00 k-ft 0.00 in3 1,509-38 psi Shear Analysis @ Left Support @ Right Support Design Shear 0. 54 k 0.54 k Area Required 4.581 in2 4.581 in2 Fv: Allowable 118-75 psi 118-75 psi Bearing @ Supports Max Left Reaction 0.40 k Bearing Length Req'd 0.432 in Max. R1ght Reaction 0.40 k Bearing Length Req'd 0.432 in pry ike-Y., 56-0100 User. M-0601723. Ver 5.6.1, 2&Oct-2= General Timber Beam (c)1983-2002 ENERCALC Enginewing Software f:Wes4gn"ed2k7\h1 Worcuperfino\cals\lin lescription 2x6 rafters@24" O.C. [General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 2x6 Center Span 10-75ft Lu 0.00 ft Beam Width 1.500 in Left Cantilever ft ..... Lu 0.00 ft Beam Depth 5.500 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.2 Tb Base Allow 875.0 psi ff Load Dur. Factor 1.250 Fv Allow 95.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Repetitive Member E 1 600.0 ksi Full OL 35,20 #tft LL 35.20 #/ft yt DL *11 LL Wit DL #/ft LL #/ft Beam Design OK Width 1.5001n x Depth = 5.5in, Ends are Pin - Pin Max Stress Ratio 0.987 - 1 Maximum Moment 1.0 k-ft Maximum Shear 1.5 0.5 k Allowable 1.0 k-ft -Allowable 1.0 k V Max. Positive Moment 1.02 k-ft at 5.375 ft Shear: Left 0.38 k Max. Negative Moment 0.00 k-ft at 10.750 ft I Right 0.38 k Max Q Left Support 0.00 k-ft Camber: Q Left 0. 000 in Max a Right Support 0.00 k-ft Center 0.477 In Max, M allow 1.03 Reactions._ Right 0,i 000 n ib 1,613.67 psi fV 63.30 psi Left DL 0.19 k Max 0.38 k Fh 1, 635.16 psi Fv 118.75 psi Right DL 0.19 k Max 0.38 k Deflections Center Span... Deadload !Qt AI Load Left Cantilever.. Dep� Load ToW,Loag Deflection -0.318 in -0.636 in Deflection 0.000 in 0.000 in ...Location 5.375 ft 5.375 ft ...Length/Defl _Length/Defl 405.8 202.92 Right Cantilever... Camber ( using 1.6 D.L. Nfi )... Deflection 0.000 in 0.000 in Q CerAer 0.477 in ... Length/Defl 0-0 0.0 @ Left 0.000 in Right 0,000 in Stress CaIcs ------- - ------- Bending Analysis Ck 31.019 Le 0.000 ft SXX 7.563 !n3 Area 8.250 in2 Cf 1. 300 Rb 0.000 C 1 0.000 Max MQm2jnj _13eg!d a (9 Center 1. 02 k-ft 7.46 in3 1 A35-16 psi Q Left Support 0.00 k-ft 0.00 in3 1,635-16 psi @ Right Support 0. 00 k-ft 0.00 in3 1 635.16 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.52 k 0.52 k Area Required 4.397 in2 4.397 Jn2 Fv: Allowable 118.75 psi 118.75 psi Bearing @ Supports Max. Left Reaction 0.38 k Bearing Length Req'd 0,404 in Max. Right Reaction o.38 k Bearing Length Req4d 0.404 in Rev: 560100 Uw. KW-0601723, Ver 5.6.1, 25-W-2002 General Timber Beam (c)i 983-2= ENERCALC Engineering Software MdesiqnprojectW\hLwor� cupertino\CalsMin Descdption 2x8 Hil, General Information CalcullaUorts are designed to 1997 NDS and 1997 UBC Requirements Section Name 2x8 Center Span 9.50 ft .....Lu 0.00 ft Beam Width 1.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 7.250 in Right Cantilever ft ..Lu 0,00 ft Member Type saym Douglas Fir - Larch, No.2 Fb Elase Allow 875.0 psi Load Dur. Factor 1.250 Fv Allow 95.0 psi Beam End Fbdty Pin -Fin Fc Allow 625.0 psi E 11600.0 ksi T6� ---------------------------------- ----------------------------------- - --------------------- Beam Design OK '50ft, Beam Width 1.500in x Depth 7.251n, Ends are Pin -Pin ss Ratio 0.946 :1 m Moment 1.4Maximum Shear owable k-ft 1.4 Allowable 1.3 k yip ve Moment 1.36 k-ft at 5.472 ft Shear Left 0.37 k tive Moment -0.00 k-ft at 9.500 ft @ Right 0.74 k ft support 0.00 k-11 Camber: @ Left 0.000 in ht Support 0.00 k-ft @ Center 0.212 in ow 1.44 Readons... @ Right 0. 000 in 1,241.36 psi tv 84-65 psi Left DL 0.19 k Max 0.37 k 1,312-50 psi Fv 118.75 psi ftht DL 0.37 k Max 0.74 k rt oad im UPA Left Cantilever... NAUA4 T-Qtgl MER rodn -0.141 in -0.283 in Deftection 0.000 in 0.000 in ...Location 4.940 ft 4.940 ft ...Length/Deff 0.0 0.0 ...Length/Deff 806.2 403.12 Right Cantilever... Camber (us! no 1 ® D.L. DO ) .. Deflection 0.000 in 0.000 in Q Center 0.212 ® ... LengtJVDefl 0.0 0.0 @ Left O.OW in a Right 0.000 in Stress CaIcs ------------ Bending Analysis EME Ck 31.019 Le 0.000 ft SXX 13.141 M3 Area 10.875 in2 Cf 1.200 Rb 0.000 Cl 0.000 MM Morrkent SxxBM'd A1lQy�gb!p__fb Center 1.36 k-ft 12.43 1n3 1,312-50 psi Left Support 0.00 k-ft 0.00 1n3 1,312.50 psi @ Right Support 0.00 k-ft 0.00 in3 1,312.50 psi Shear Anallysis @ Left Support @ Right Support Design Shear 0.55 k 0.92 k Area Required 4.645 In2 7.752 in2 Fv: Allowable 118.75 psi 118.75 psi Bearing @ Supports Max. Left Reaction 0.37 k Bearing Length Reqd 0.397 in Max. Right Reaction ® k Bearing Length Req'd 0.793 in Rev: �Wtl(fl User KW-,0601723, Ver 5.6.1, 25-Oct-2002 Of, Gel-'ff 'Beam ly- (c)1983-2002 ENERCALC Engineering Software t%designprojed2k7W won rniokcals% _o*eft 64 Idl I i.7IJ sr_ Moo AM r. Ke M., 9t; I F. MM. FAI =0's Its D 002 General Timber Beam Sdtware f%designproject2kAhl- won cuperbWcalsVin -General Informatiot) Calculabons are designed to 11997 NDS and 1997 UBC Requirements Section Name 2-2x1O Center Span 13-50ft Lu 0.00 ft Beam Width 3.000 in Left Cantilever ft Lu 0.00 ft Beam Depth 9.250 in Right Cantilevet 2.50 ft Lu 2.50 ft Member Type Sawn Douglas Fir - Larch, No.2 Fb Base Allow 875.0 psi Load Dur. Factor 1.250 Fv Allow 95.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi E 1 600.0 ksi Beam Design OK! MW�ight Cant= 2.50ft, Beam Width 3.000in x Depth 9.25in, Ends are Pin -Pin Max Stress Rado 0.857 1 Maximum Moment 3.7 k-ft Maximum Shear 1.5 2.1 k Allowable 4.3 k-ft Allowable 13 k Max. Posffive Moment 3.65 k-ft at 7.550 ft Shear 0 Left 0.72 k Max. Negative Moment -0-60 k-ft at 13-500 ft Right 1.63 k Max @ Left Support 0.00 k-ft Camber @ Left 0.000in Max 0 Riaht Support @ Center 0. 246 In Max. M allow 4.26 Reactions... Right 0. 125 in ib 1,024.37 psi tv 74-11 psi Left DL 0. 34 k Max 0.72 k Fb 1, 195.86 psi Fv 118.75 psi Right DL 1.28 k Max 2.56, 111qp11qp z a KLI 10 MIMO z Ver 5.6. 1, 254)(A-2002 am 'XALC Engineering Software fAdesignproject2kMi won cupwtino'calMlir7- General Information Calculations are designed to 1997 NOS and 1997 UBC Requirements Section Name 2x6 Center Span 14.25 ft Lu 0.00 ft Boom Width 1.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 5.500 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.2 Fb Base Allow 875.0 psi Load Dur. Factor 1.000 Fv Allow 96.0 psi Beam End Fb* Pin -Pin Fc Allow 626.0 psi Repetitive Member E 1,600.0 ksi -4 1 '' Beam Design OK:! earn Width 1.500in x Depth n, Ends are Pin tio 0.986 ment 0.8 k-ft Maximum Shear 1 5 0.3 k k-ft 0.8 A llowable 0.8 k ent 0.81 k-ft at 7.125 ft Shear a Left 0.23 k ent 0.00 k-ft at 0. 000 ft CD Right 0.23 k rt 0. 00 k-ft Camber: @ Left 0.000 in 0. 00 k-ft @ Center 0.502 In Max. M allow 0.82 Reactions... @ Right 0.000 in fb 1,288-86 psi tv 41.45 psi Left DL 0.09 k Max 0.23 k Fb 1,308.13 psi Fv 96.00 psi Right DL 0.09 k Max 0-23 k T 1=0 I I a 451 L'yl :' Qj* t 1* AevOW1 - 560100 Uw. KW-723, Ver 5.6. 1, 25-W-2= General Timber Bearn (c)l 983-2002 ENERCALC Engimering Software f'Wesignproject2kAhl won cupertino%aMsIlin Description 4x10 CEILING BM SUPPORTING THE 4x4 KING POST THAT SUPPORTS ROOF FRAMING MEMBERS General Information Calculations are designed to 1997 NDS and 1"7 UBC Requirements Secbon Name 4xiO Center Span i3.75ft ..... Lu 0.00 ft Beam Width 3.500 in Left Cantilever0.00 ft Beam Depth 9.250 in Right Cantilever ft ...Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.2 Fb Base Allow 875.0 psi Load Dur. Factor 1.250 Fv Allow 95.0 psi Beam End FWV Pin -Pin Fc Allow 625.0 psi E 1,600.0 ksi Full kffijgjh&lform Loads 7 ------ -------------------- Beam Design OK 75ft, Beam Width 3.500in x Depth 9.25in, Ends are Pin -Pin Max Stress Ratio 0.988 Maximum Moment 5.4 k-ft Maximum Shear Allowable 5.5 k-ft Allowable :3.8 k Max. PoWtive Moment 5-39 k-ft at 6.875 ft Shear. @ Left 0.83 k Max. NegatWe Moment 0.00 k-ft at O000 ft @ Right 0.83 k Max @ Left Support 0. 00 k-ft Cambers @ Left 0-000 in Max @ Right Support 0.00 k-ft @ Center 0. 322 in Max. M allow 5.46 Reactions... @ Right 0.000 In fb 1,297.07 psi fV 38.32 psi Left DL 0,45 k Max 0.83 k Fb 1,312-50 psi Fv 118.75 psi Right DL 0.45 k Max 0.83 k FIR ## hAk IL U•2002 (cq (C)l C)l seri - Software G am f ldesignprqeWk7Ahlwon ng THAT SUPPORTS ROOF D 094X10 CEILING BM SUPP wY f POST �.. - , .. .1 #RAMING MEMBERS pi R E Sxx Area 32-375 in2 cl J21e m •1,312.50 psi 0,00 iFF n3 1,312.50 psi 0.00 in3 11312.50 psi @ Right Support 1.24 k 10.447 in2 118.75 psi Bearing Length Reqd 0.378 In Bearing Length Req'd 0.378 in Rev. User: KW-0601723, Ver 5.6.1, 25-Oct-2002 General Timber Beam (01983-2002 ENERCALC Engineering Saftare fAdesignprojecQU\hl won-cupedino\calsMin Description 2x12 FL JoistsrrblT O.C. Vz;o General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements:: Section Name 2xl 2 Center Span 0.00 ft Beam Width 1,500 in Left Cantilever ft ..Lu 0.00 ft Beam Depth 11 .250 in Right Cantilever ft ..Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.2 I Fb Base Allow 875.0 psi Load Dur. Factor 1.000 Fv Allow 95.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Repetitive Member E 1,600.0 ksi Full Length Uniform Loads -------- ---------- - ----------- - --------- ----------- - ------------ - ------ Center DL 20.00 #tft LL 53.20 #/11 ' Left Cantilever DL #11t LL #/ft Right Cantilever DL #/ft LL #/ft - ----- - ------ k*1 T-1 FU TI-1 It, 1A L• Beam Design OK Span= 13.50ft, Beam Width 1.500in x Depth = 11.25in, Ends are Pin -Pin Max Stress Ratio 0.629 : 1 Maximum Moment 1.7 k-ft Maximum Shear 1.5 0.6 k Allowable 2.7 k-ft Allowable 1.6 k Max. Positive Moment 1.67 k-ft at 6.750 ft Shear: @ Left 0.49 k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 0.49 k Max 0 Left Support 0. 00 k-ft Camber: @ Left 0.000in Max 0 kight Support 0. 00 k-ft @ Center 0.079 in Max. M allow 2.65 Reactions, @ Right i 0. 000 n fb 63Z45 psi fV 37.95 psi Left DL 0.13 k Max 0,49 k I Fb 1,006-25 psi Fv 95.00 psi Right DL 0.13 k Max 0.49 k Center Span... Dead L TQtal Load Left Cantilever... Ogo Load Total Logd Deftection -0.052 in -0.192 in Deflection 0.000 in 0.000 i n ...Location 6.750 ft 6.750 ft ... Length/Defi 0.0 0.0 ... Length/Defi 3,086.5 84131 Right Cantilever... Camber ( using 1.6 D.L. DO ) ... Deflection 0.000 in 0.000 in Q Center 0.079 in .,.Length/Defl @ Left 0.000 in @ Right 0.000 in Stress CaIcs, Be g Analysis Ck 34-680 Le 0.000 ft SXX 31.641 in3 Area 16.875 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Mornenj 5xx Rqgj ffile m @ Center 1.67 k-ft 19.89 in3 1,006.25 psi @ Left Support 0.00 k-ft 0.00 in3 1,006-25 psi @ Right Support 0. 00 k-ft 0.00 in3 1,006.25 psi Shear Analysis @ Left Support @ Right Support Design Shear o.64 k 0.64 k Area Required 6.741 in2 6.741 in2 Fv., Allowable 95.00 psi 95.00 psi Bearing @ Supports Max. Left Reaction 0.49 k Bearing Length Req'd 0.527 in Max. Right Reaction 0.49 k Bearing Length Req'd 0.527 in I= Rev: —"TA , 1 ®r, User KW-0601723, Ver 5.6.1, 25-Oct-2002 General Timber Beam (c)1983-2002 ENERCALC Engineedng Softwore fAdesignproject2k7IN won_cuperUno\cafsVIn 111111s: *Erg J44 ■ -F 4POKEW jp 14 � 7 Orr-,; sob Rev: 560100 User KW-0601723. Ver 5.6.1, 25-Oct-2002 General Timber Beam (c)1983-2002 ENERCALC Enoirwering Software fklesignprojecQkAhl won_cuperVno%ca1sX1Jn Description 5.126x 13. 5 nning room and Living room GL BM above Di ' [General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6.112U113.6 Center Span 17-83 ft - - Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft - . ...Lu 000 ft Beam Depth 13.500 in Right Cantilever ft - ..Lu 0.00 ft Member Type GuLam Douglas Fir, 24F - V8 Fb Base Allow 2,400.0 psi Load Dur. Factor 1.000 Fv Allow 190.0 psi Beam End Fb* Pin -Pin Fc Allow 560.0 psi E 1,800.0 ksi Fullv �'rm Locads- L DL 417.00 #/ft LL 218-00 #/ft DL #1ft LL #4# #1ft LL fflift DL Beam Width 5,125in x Depth = 13.5in, Ends are Pin -Pin R tio 0.810 :1 ent 25.2 k-ft Maximum Shear 1,5 7.5 k -1ble 3 1.1 k-ft Allowable 13.1 k m o ent 25.23 k-ft at 8.915 ft Shear: 111ULeft 5,66 k M, Moment 0.00 k-ft at 0,000 ft (I Right 5.66 k pport 0.00 k-ft Camber: @ Left 0.000 ffi 4. upport 0. 00 k-ft @ Center 0.752 i!z 31-13 Reactions... @ Right 0.000 in 5.17 psi fV 108.00 psi Left DL 3.72 k Max 5.66 k -0-00 psi Fv 190.00 psi Right DL 3.72 k Max 5.66 k DO P JA Load lotal LO Left Cantilever... ad -1 Load -0. 501 in -0.763 in Deflection 0.000 in 0.000 In ... Location 8.915 ft 8.915 ft ...Length/Defl ...Length/Defl 426.8 280-26 Right Cantilever... Cwnber (using 1.6 D.L. Den ) ... Deflection 0.000 in 0.000 in @ Center 0.752 in ...Length/Defl @ Left O.WO in @ Right 0.000 in Stress Cales Bending Anally9ft Ck 22-210 Le U00 ft SXX 155.672 in3 Area 69.188 in2 Cv 1.000 Rb 0.000 cl a-000 _Max Mgment Alloyable fb $xx Rgg'd * Center 25.23 k-ft 126.17 in3 2,400.00 psi * Left Support 0. 00 k-ft 0.00 in3 2,400.00 psi * Right Suppod 0.00 k-ft 0.00 in3 2,400.00 psi Shear Analysis Left Support Right Support Design $hear 7.47 k 7.47 k Area Required 39.329 in2 39.329 in2 Fv: Allowable 190.00 psi 190.00 psi Bearing @ Supports Max. Left Reaction 5.66 k Bearing Length Req'd 1. 972 in Max. Right Reaction 5.66 k Beadng Length Reqd 1.972 In V M_ Raw 560100 User KW-0601723, Ver 5.6.1, 25-Od-2002 General Timber Beam -2002 ENERCALC Enghesoing Sofewere fAdesignprqject2k7\hL_worj cupeftin6calsVin (c)l 983 General Information Calculations are designed to 1997 NDS and 1997 USC Requifements Section Name 5.126xl2.0 Center Span •14.75 ft ..... Lu 0.00 A Beam Width 5.125 in Left Cantilever ft Lu 0.00 ft Beam Depth 12.000 in Right Cantilever ft Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - VS Fb Base AHow 2Y400.0 psi Load Our. Factor 1.000 Fv Allow Igo. 0 psi Beam End Fixity Pin -Pin Fc Allow 560.0 psi E 1 9800.0 ksi Full, Loads J2_K_A� ----------------------------------------------- DL DL DL 20.00 #Ift #/ft #/ft -------------------------- LL LL LL 53-20 #Ift #/ft #Ift J ia� - --------------- Beam Desi%gMfi OK Span= 14.75ft, Beam Width::; 5.125in x Depth 12.in, Ends are Pin -Pin M ax Stress Ratio 0.872 Maximum Moment 21 .5 k-ft Maximum Shear Allowable 24.6 k-ft Allowable 11.7 k Max. Positive Moment 21-46 k-ft at 5.605 ft Shear. @ Left 4.06 k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 2.68 k Max @ Left Support 0.00 k-ft Camber: @ Left 0. 000 in Max Right Suppoil 0.00 k-ft @ Center 0.472 in Max. M allow 24.60 Reactions... @ Right 0.000in fb 2,093.40 psi fV 97.31 psi Left DL 2.46 k Max 4.06 k Fb 21400.00 psi Fv 190.00 psi Right DL 1.55 k Max 2.68 k Center Span... Dead Load Total Load Left Cantilever... Deflection -0.315 in -0.513 in Deflection ...Location 6.903 ft 6.903 ft ... Length/D)e ...Length/Deff 562.2 344.91 Right Cantilever Camber ( using 1.6 * D.L. Defi ) ... Deflection @ Center 0.472 in ...Length/De @ Left 0.000 in @ Right 0.000 in ! *_ L Tpliql- 1-oad 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Rev: 560100 KW-0601723, Ver 5.6.1, 25-W-2002 %3-2= ENERCALC Engineefing' Software General Timber Beam - - - - - ---------------------------------- ----------------------------------- -------------- lescription 5.125X12 GIL BIVI supporting 5.125X13.5 GIL BIVI above living room tkdesignproject2kMi—won—cuporlinols%lin I Stress CalIcs OffliffliffliMEM MEEMEN MI MEN Sending Analysis Ck 22.210 Le 0,000 ft SXX 123.000 W AM 61.500 1n2 GV 1 .000 Rb 0.000 cl 0.000 MaK Mornenj SA R%fd * Center 21.46 k-ft 107.29 In3 2,400.00 psi * Left Support 0.00 k-ft 0.00 W 2,400.00 psi * Right Support 0.00 k-ft 0.00 W 29400.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 5.98 k 3.92 k Area Required 31.496 1n2 20.621 in2 Fv: Allowable 190-00 psi 190.00 psi Bearing @ Supports Max. Left Reaction 4.06 k Bearing Length Req'd 1.414 in Max. Right Reaction 2.68 k Bearing Length Req'd 0.934 in I El- �A 10 aam ti fAdesignproject2k7Xhil worLcupe above Living room 5.125 in L C. ft ..... Lu 0.00 ft 9 10.500 in ft ..Lu 0.00 ft GluLam D� Z400.0 psi Load Dur. Factor 1.000 Fv Allow 190.0 psi Beam End Fixity Pin -Pin Fe Allow 560.0 psi E 1,800.0 ksi 4oads oil pq17111I all FOCI L -.F% lbs lbs lbs. lbs lbs lbs lbs A D lbs lbs lbs lbs lbs lbs lbs ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0. 000 ft -411 Beam Design OK ;Irn Width 5.125in x Depth 10.51n, Ends are Pin -Pin tio 0.545 8.9 k-ft Maximum Shear 7 18.8 k-ft Allowable 10.2 k e n1l t 8.91 k-ft at 2.592 M. Shear. @ Left 4.24 k ent 0.00 k-ft at 8-WO ft Q Right 3.28 k It 0.00 k-ft Camber: Left O.WO in r 0.00 k-ft @ Center 0.066 in "IE5 18.83 Reactions... @ Right 0.000 in psi fv 103.50 psi Left DL 1. 71 k Max 4.24 k psi FV 190.00 psi Right DL 1. 16 k Max 3,28 k 0 . lien•000 in o. 000 in 7S. 3,776 ft . 3840 ft ...Length/Defl 0.0 0.0 2,181.1 879-78 Right Cantilever... cafmn r ( using .6 D.L. Defl ) ... Deflection 0.000 in 0.000 in Q Center 0.066 in ...Lengthff /Defi a W ® in (0 ki ht 19 O.Oplin O Rev: 560100 User KW-060i 723, Ver 5.6.1, 25-Oct-2002 General Timber.Beam (c)1983-2002 ENERCALC Engk*edng Software fWesignprojecQ_ss Descript"ion 5.125x1o.6 GL BM supporting 5.125x12 GL BM above Living room ---- Stress Calks Bending Analysis Ck 22.210 Le 0.000 ft SXX 94.172 In3 Area 53-813 in2 CV 1.000 Rb 0.000 Cl 0.000 MaxWment Sxx Beq!g ffio�!_q fb @ Center 8.91 k-ft 4457 W . 2,400-00 psi Left Support 0.00 k-ft 0.00 W 2,400.00 psi Right Support 0.00 k-ft 0.00 W 21400-00 psi Shear Analysis @ Left Support Right Support DesIgn Shear 5.57 k 4.14 k Area Required 29-313 In2 21.802 jn2 Fv: Allowable 190.00 psi 190.00 psi Bearing @ Suppoft Max. Left Reaction 4.24 k Bearing Length Req'd 1.476 in Max Right Reaction 3.28 k Bearing Length Req'd 1. 144 in Rev: 560166---- User 7mmJqVOct-2002 .-. "1 11: - 1. - General Timber Beam Scftere De afflPmlr�_I�_�975xl 2 GL BM above garage _NM 6ZON N --- Ahl—won—cupertindkolsVin Calculatlons am designed to 1997ADS and 1997 UBC Requirements I Fe Beam Design OK: am Width 6.750in x Depth 12.in, Ends are Pin -Pin to 0.589 1 x. ent 19.1 k-ft Maximum Shear 1.5 6.4 k 32.4Allowable 15.4 k nt 19.07 k-ft at 7.750 ft Shear: @ Left 4.92 k nt 0.00 k-ft at 0.000 ft Q Right 4.92 k rf 0.00 k-ft Camber: @ Left 0.000in rt 0. 00 k-ft @ Center 0.464in 9 32.40 Reactions... @ Right 0.000 in psi tv 79.47 psi Left DL 3.23 k Max 4.92 k psi Fv 190.00 psi Right DL 3.23 k Max 4.92 k Tq off 0 t 0 6 0 TI NELL, Rev. 560100 User KW-WO1 723, Vef 5.6-1, 25-Oct-2002 General Timber Bearr (c)l 983-2002 ENERGALC Engineering Softwafe fescriplion 6.75X13.5 GL BM supporting 6.75XI2 GL BM above garage [W-1,11FOO N.tiod I "Tie I T-M Section Name 6.75x13.5 Center Span ------------- 20-00ft Lu 0.00 ft Beam Width 6.750 In Left Cantilever ft ..Lu 0.00 ft Beam Depth 13.500 in Right Cantilever Member Type GluLam Douglas Fir, 24F - VS Fb Base Allow 2,400.0 psi Load Dur. Factor 1.000 Fv Allow 190.0 psj Beam End Fixity Pin -Pin Fc Allow 560.0 psi E 1,800.0 ksi Full Length Unifonn Loads Center DL 109.00 #Ift LL 53.60 #M Left Cantilever Right Cantilever DL #/ft LL #4ft Point Loads Dead Load 3, 2 X 6 _Fb $-_ Jbs lbs --- lbs lbs lb s Live Load 1,690.0 lbs lbs lbs lbs lbs lbs is distance 10.580 ft 0. 000 ff 0.000 ff 0,000 ft 0.000 ft 0.000 ft 0.000 ft kw go -40 Center Span,— P%W Load TQj@1 Load Left Cantilever, Dead Load T-9-t-A I Load Deflection -0.529 in -0.801 in Deflection 0.000 in 0.000 in ... Location 10. 160 ft 10,160 ft jj..ejVtjVNfl 0.0 0-0 ...Length/Defl 453.5 299.57 Right Cantilever.. Camber ( using 1 .6 D.L. DO ) ... Deflection 0.000 iln 0.000 in CD Center 0.794 in ... Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in m 51i V Pilo] 0 Xi 7, i Stres Sending AnWpls IN Ck 22.210 Le 0.000 ft SXX 205.031 W Area 91-125 in2 Cv 0.966 Rb 0.000 C1 0.000 Max Mo �M R M'd AjjgvMjbefl2 * Center 32-58 k-ft 168.58 W 2,318.75 psi * Left Support 0. 00 k-ft 0,00 W 2,318.75 psi (g Right Support 0.00 k-ft 0.00 W 2,318.75 psi Shear Analysis @ Left Support @ Right Support Design Shear 5.64 k 6.07 k Area Required 29.694 in2 31.947 in2 Fv: Allowable 190.00 psi 190.00 psi Beading @ SUPPOft Max. Left Reaction 3.94 k Bearing Length Recfd 1.043 in Max. Right Reaction 4.23 k Bearing Length Reqd 1.119 in -a WAD a Rev: 56000 UsAw. KW-0601-723, Ver 5.6.1, 2,5-Oct-2002 General Timber Beam (c)1983-2002 ENERCALC Engineering Software f%deS1gnprp*;t2kTih1 won cupertin6cals1lin Tescription 5.125x10.5 GL BM ABOVE KITCHEN Lqeneral Information Calculations am designed to 1997 NDS and 1997 UBC Requirements Section Name 5.125xlO.6 Beam Width 5.125 in Cent Span Left 10.00 ft ..... Lu 0.00 ft ft ...Lu O-DO ft Beam Depth 10.500 in Infilever It. Right ntilever ft .....Lu 0.00 ft Member Type GluLam 3 Doug s Fir, 24F - V8 Fb Base Allow 2,400.0 psi Load Dur. Factor 1.000 Fv Allow 190.0 psi Beam End Fixity Pin -Pin Fc: Allow 560,0 psi E 1,800.0 ksi tit■ Beam Design OK: Beam Width 5.125in x Depth 10.5in, Ends are Pin -Pin Ratio 0.230 1 oment 4.3 k-ft Maximum Shear 1.5 2.2 k le 18.8 k-ft Allowable 10.2 k Max. Pos" Moment 4.33 k-ft at 5.000 ft Shear 0 Left 1.73 k Max. Negative Moment 0.00 k-ft at 0.0W ft Right 1.73 k Max Left Support 0. 00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft Center 0.1171n Max. M allow 18.83 Reactions... @ Right 0.000 In fb 55Z08 psi fV 40.19 psi Left DL 1.64 k Max 1.73 k Fb 2,400-00 psi Fv 190. 00 psi Right DL 1.54 k Max 1.73 k -------------------------------------------- Deflections - ---------------------------------------- — ----------------------------------- — ----------- p.11 lip too$ J.. lot # I -For 0 A User KW-WO1723,Ver5.6.1,2&0d-2= General Timber Beam = ENERCALC Engirawing Software f1designproject2k ------------ ��l Description 5-125X10-5 GL BM SUPPORTING 5.125X10.5 GL BM ABOVE KITCHEN General Information Calc 14 are designed to 1997 NDS and 1997 L7'i. Section Name 6.125x10.6 Center Span 13.75 ft -Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft ..... Lu 0.00 ft Beam Depth 10. 500 in Right Cantilever ft Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V8 Fb Base Allow Z400-0 psi Load Dur. Factor 1.000 Fv Allow 190.0 psi Beam �nd Fixity Pin -Pin Fc Allow 560.0 psi E 1,800.0 ksi Full Length Uniform L,221ds ------------- Center DL 417.00 #Ift MEN! LL ------------------------------ 218.00 #/ft Left Cantilever DL #tft LL #tft Right Canblever Point Loads --------- - ------------------- ---------------------------- ------------------------ Dead Load 1754.0 Iss lbs ................ lbs lbs lbs lbs Uve Load 190.0 lbs lbs lbs lbs lbs lbs lbs ..,distance 3.580 ft 0.000 ft 0. 000 ft 0.000 ft 0-000 ft 0.000 ft 0.000ft ZSUM=Ma,�r=y=] Beam Design OK Span= 13.75ft, Beam Width 5.125in x Depth 10.5in, Ends are Pin -Pin Max Stress Ratio 0.970 :1 Maximum Moment 18.3 k-ft Maximum Shear 1.5 7.7 k Allowable 18.8 k-ft Allowable 10.2 k Max. Positive Moment 18.26 k-ft at 6.160 ft Shear @ Left 5.65 k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 4.82 k Max @ Left Support 0.00 k-ft Camber, @ Left 0.000 in Max @ Right Support 0. 00 k-ft @ Center 0. 738 in Max. M allow 18-83 Reactions... @ Right 0.000 in fo 2,327.23 psi fV 142.75 psi Left DL 4.01 k Max 5.65 k Fb ?,400-00 psi Fv 190.00 psi Right DL 3.27 k Max 4.82 k denter-Span... --------------- - ------------- Dead Load Deflection -0.492 in ... Location 6.710 ft ... 1..,en!j;j-1tlo!0rNfl 335.2 Camber ( using 1.5Defi ) , Center 0.738 in Left 0.000 in @ Right .0.000 in rotal Load Left Cantilever... -0,703 in Deflection 6.710 ft ...Length/Defl 234-55 Right Cardilever... Deflection ...Length/Defl 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Ck 22.210 Le 0.000 ft Cv 1.0W Rb 0-000 Max Mo• ment 18-26 k-ft @ oft 0.00 k-ft I Upport 0.00 k-ft Shear Is Left SuppoOA D&s ar 7.68 k Are red 40.431 in2 Fv: le 190.00 psi Bead Upports MaxF eaction 5.65 k Max. Right Reaction 4.82 k i�,M ABOVE KITCHEN Sxx 94.172 in3 Area 53.813 W Cl 0.000 Sxx Bqg:d AllWblg& 91.32 W 2,400-00 psi 0.00 W 2,400-00 psi 0.00 W 2,400.00 psi @ Right Support 6.44 X 33,886 in2 190.00 psi Bearing Length Req'd 1 .967 in ftaring Length Req'd 1.678 in -wpm& Jop- f If IL ev. n_1 User 1-�Q�;Jmber Beam (C) 1 98T2V923OU=XjU=_& Wesignproject2k7W won cupertino%cal0i General Information ---------------- -------------------------------- Calculations are designed to 1997 NDS and 1997 UBC Reqtdrernenft'' Section Name 6.76xl 0.5 Center Span 6.67 ft Lu 0.00 ft Beam Width 6.750 in Left Cantilever ft Lu 0.00 ft Beam Depth 10,500 in RJght Cantilever ft 0.00 ft Member Type GluLarn Douglas Fir, 24F - V8 Fb Base Allow 2,400.0 psi Load Dur. Factor 1.000 Fv Allow 190.0 psi Beam End Fixity Pin -Pin Fc Allow 560.0 psi E 1,800.0 ksi Point ---------- j U lbs lbs ths lbs 6,990,0 lbs lbs 3,490.0 lbs lbs tbs lbs lbs lbs lbs 5.500 ft 0.000 ft 0.000 ft 0.000ft 0.000 ft 0.000 ft 0.000 ft t-S I zo Beam Design OK Span= 6.67ft, Beam Width 6.750in x Depth = 10.5in, Ends are Pin -Pin Max Stress Ratio 0-963 : 1 Maximum Moment 10. 1 k-ft Maximum Shear 1.5 13.0 k Allowable 24.8 k-ft Allowable 13,5 k Max. Positive Moment 10.10k-ft at 5,496 ft Shear: @ Left 1.84 k Max. Negative Moment 0.00 k-ft at 6.670 ft @ Right 8.64 k Max @ Left Suppott 0.00 k-ft Camber @ Left 0. 000 in Max ip Right Suppoft 0.00 k-ft i§ Center 0.049 in Max. M allow 24.81 ReacUons... @ Right 0.000 In fb 977.52 psi fV 182.89 psi Left DL 1.23 k Max 1.84 k Fb 21400.00 psi Fv 190-00 psi Right DL 5.76 k Max 8.64 k -Deflections ------------------------------- Center Span... Dead Lg@d Total.Logd Left Cantilever... Dead Loa i9WL - - Deflection -0.033 in -0.049 in Deflection 0.000 in 0.000 in ... Locatio n 3.789 ft 3.789 ft - - . Length/Defi 0.0 0.0 ... Length/Defl 2,437.7 1 w625-92 Right Cantilever... Camber ( using 1.5 D.L. Deff ) ... Deflection 0.000 in 0.000 in @ Center 0.049 in ...Length/Defl @ Left 0.000 in Right 0,000 in -------------- - Sending Analysis Ck 22.210 Le 0.000 ft SXX 124,031 in3 Area 70.875 in2 Cv 1.000 Rb 0.000 Cl 0.000 Max Moln Sxx -R-g" Allowabl @ Center 10.10 k-ft 50.52 in3 21400.00 psi @ Left Suppott 0.00 k-ft 0.00 1n3 2,400-00 psi @ Right Suppott 0.00 k-ft 0.00 in3 2,400-00 psi ftear Analysis @ Left Support @ Right Support Oesig� thear 2.76 k 12-96 k Area Required 14.513 In2 68.224 in2 Fv: Allowable 190.00 psi 190-00 psi Bearing @ Supports Max. Left Reaction 1.84 k Bearing Length Req'd 0.486 in Max. Right Reaction 8.64 k Bearing Length Req'd 2.286 in MapQuest: Maps I Page I of I ----- - - - - - - - ALL 10795 Minette Dr Cupertino CA 95014-3614 US a ■ low' Nam Lj- cz-, NET. Ld AtTlapola —4 r kk its, %A ILI • Harder FtOr Wayrrr 02007 NAVTEQ Nqkjj ject. to Lice n se/ -Co py rjght This map Is informational only. No representation is made or warranty given as to its content. User assumes all risk of use. MapQuest and its suppliers assume no responsibility for any 1oss or delay resulting from such use. 1 i ` I I i - j -SkiAvi {rT'M T"[ 5i �� L"i•>• s , t :� ar y[+�C fl,F s _ f s c t ., ry S• , S • N / � J 5 r_. Lfl J[L" Y j •� �.n } Ia s {. 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L {'�7,(l"lTy�l�+•, 5Y - .. - 't it � � {r ���..�P��y � ,� r J ;} I.� �+71 •y; _ fit•' .�a` li'-x{.ror yr •1 sg ■• .C�xY.1a.... _d': • '`L '•: CMA-CMNG LIN, P.E. 45741 CHABLIS COURT Fremont, CA 94539 Date : Prepared Bya e Project No. Sheet No. L DESIGN BASE AR Per i Sec. 1630.2, 1997 U_BC The site 10795 Minette Road, Cupertino, Califorma is about 4 KM from Monte Vista -Shannon Fault (Type B) R 5.5 hn 26.5 ft C t 0. 0 2 T Ct(hn ) 3/4 0.02 x 26.5 )3/4 0.234 sec z 0.4 No 1.1 Ca 0.44 X, 0.44 x 1. 1 0.484 NV= Cv = 0.64 NV 0.64 x 1.3 0.832 0.832 x 1i F. x 0.234 ) x W 0.6476 W 2.5 x 0.484 x 0.11 x 0.484 x I x W Also for zone 4 ( This equation 'is only valid for zone 4 ) Vn-�n = 0.8ZNVI W 0.8 x 0.4 x 13 x 1.000/ R Des■ ign V 0.216 W Use V = 0.216 W For Usling Allowable Stress Design Design V 0.216/ 1.4 ) Wr 0.154 W Use V = 0. 154 W W-11*1 5.5 x W = 0.0756 W ----------------------------- 0 CHIA-CHING LIN, P,E, CONSULTING ENGINEER Date Prepared By: P-roject No. Sheet No. LATERAL ANALY� �SSEISMIQ ROOF DIMENSION & WEIGHT RF. AREA = 1003 FT A 2 CEILING AREA 888 FT A 2 EXT. WALL LENGTH (1) = 131 FT WALL. TRIB. HT. (1) = 4.5 FT EXT. WALL LENGTH (2) = 0 FT WALL. TRIB. HT. (2) = 0 FT INT. WALL LENGTH 10 5 FT INT. WALL TRIB. HT. WT. OF EXT. WALL. 16 PSF UNIT WT. OF INT. WALL = 8 PSF RF. DL = 16 PSF CEILING DL 6 PSF RF. DL = 16 x 1003 x I'l 17.7 KIPS CEILING DL 6 x 888 5.3 KIPS EXT. WALL WT. (1) = 16 x 131 x 4.5 9.4 KIP S EXT. WALL WT. (2) = 16 x 0 x 0 0. 0 KIP S INT. WALL WT. 8 x 105 x 4.5 3.8 KIP S OTHERS 0.0 KIPS TOTAL WT. TO RF. LEVEL (W") 36.2 KIPS FCOOR DIMENSION & WEIGHT FL. AREA == 888 FT A 2 LOW RF. CEILING AREA 1090 FT A 2 EXT. WALL LENTH (up) = 1'3' 1 FT EXT. WALL LENTH (down) 218 FT INT. WALL LENGTH (up) = 105 FT "? 44 INT. WALL LENGTH (down) aFT WT. OF EXT. WALL = 16 PSF FL. DL = 15 PSF LOW RF CEILING DL = 6 PSF I X01111 yj 2 1 IA UP, WALL TRIB. HT. = 4.5 FT LW. WALL. TRIB. HT. = FT LIP. WALL TRIB. HT = 4.5 FT LW. WALL. TRIB. HT. := 5 FT UNIT WT. OF INT. WALL 8 PSF LOW RF. DL == 16 PSF FL. DL = 15 x 888 LOW RF. DL = 16 x 1280 x 1.1 CEILING DL = 6 x 1090 EXT. WALL WT. (up) = 16 x 131 x 5 EXT. WALL WT. (dn) = 16 x 218 x 5 INT. WALL WT. (up) = 8 x 105 x 5 fNT. WALL WT. (up) = 8 x 244 x 5 OTHERS TOTAL WT, TO FL. LEVEL(WFL) TOTAL WT. OF STRUCTURE, W = 119.0 KIPS ---- - -------------------------- 0 CHIA-CMNG LIN, P.E. CONSULTING ENGINEER Date Prepared By: Project No. Sheet No. HSE V= 0.154W= 0.154 X_ k"A 3101,44105AMS 113 1 #,1 8-1111MCM • V = Ft + I (from i=l ton) Fi Ft = 0.07TV Fx = ( V - Ft) Wx Hx 7, (from i=l to n) Wi Hi) IROOF wi Hl Wli*Hi 36.2 23 832 FLOOR 82.8 N 10 828 SLIM .119.0 1660 119.0 = 18.3 KIPS WX*Hx /(I (i=l ton) Wi*Hi 0.501 0.499 V-Ft = 18.3 KIPS F (ROOF) = 0.501 x 18.3 = 9.2 KILPS V (ROOF) = 9.2 KIPS F (FLOOR) = 0.499 x 18.3 = 9.1 KIPS V (FLOOR) 18.3 KIPS CHIA-CHING LIN, P.E. CONSULTING ENGINEER Date ------------------------------- Prepared By: Project No. ------------------------------ Sheet No. DIAPE[RAGM LOAD LSHEAR I Wi Fi Vi Ft 0 KIPS U.B.C. 1997 Sec. 1633.2.9 RF- 36.2 9.2 9.2 ca 0.484 Fpx = ((Ft+ Y, (i=zx to n) Fi / I (i=x to n) Wi ))Wpx FL. 82. 8 9.1 18.3 1 1 0.5 caiwpx <= Fpx <= 1 -0 CalWPX sum 119.0 EFFECTIVE SHEAR AT ROOF DIAPHRAGM N-S DUL U. AREA 1003 FTA2 CEILING AREA 888 FTA2 EXT. WALL LENGTH (1) = 13 1.0 FT WALL. TM. HT. (1) = 4.5 FT EXT. WALL LENGTH (2) = 0 FT WALL. TRlB. HT. (2) = 0 FT INT. WALL LENGTH 105 FT INT. WALL TRIB. HT, = 4.5 FT WT. OF EXT. WALL. 16 PSF UNIT WT. OF INT. WALL 8 PSF R.F. DL = 16 PSF CEILING DL 6 PSF RF. DL = 16 x 1003 x 1.1 17.7 KIPS CEILING DL 6 x 888 5.3 KIPS EXT. WALL WT. (1) = 16 x 131 x 4.5 9.4 KIPS EXT. WALL WT. (2) = 16 x 0 x 0 0.0 KIPS INT. WALL WT. 8 x 105 x 4.5 3.8 KIPS OTHERS 0.0 KIPS TOTAL WT. TO RF. LEVEL (Wu) 36.2 KIPS FPX=(( Ft+ Y, (i=x ton) Fi )1(l (i=rx ton) Wi ))Wpx 0 + 9.2 36.2 ) x 36.2 9.2 KEPS FOR ASD 0.5calwpx/1.4= .3 KIPS I.Ocalwpx /1.4;; 12.5 KIPS USE 9.2 KIPS TIM LENGTH 33.17 FT 33-17 277 PLF CMA-CMNG LIN, PJE* CONSULTING ENGINEER Date Prepared By Project No. Sheet No. ---------- I Ff T X T 14 wo Ff, XTO M i Mill''I'll 'llffel-M-1 ILI Wi Fi Vi F, 0 KIPS U,B.C. 1997 Sec. 1633.2,9 Ft+ I Fi /I RF. 36.2 9.2 9.2 Ca 0.484 FPx kk ( i=x to n ) ( i-x to n) Wi ))WPX FL. 82.8 9.1 18.3 1 Caiwpx<= Fpx <= 1.0 Calwpx sum 119.0 EFF CTME SHEAR AT ROOF DlAPHRAGM -E-W DIR. RF. AREA = 1003 FTA2 CEILING AREA = 888 FT A 2 EXT. WALL LENGTH (1) = 13 1.0 FT WALL. TRIB. HT. (1) = 4.5 FT EXT. WALL LENGTH (2) = 0 IFT WALL. TRIB. HT. (2) = 0 FT INT. WALL LENGTH 105 FT INT. WALL TRIB. HT. ®- 4.5 FT WT. OF EXT. WALL. 16 PSF UNIT WT. OF INT,, WALL 8 PSF RF. DL = 16 PSF CEILING DL 6 PSF RF. DL = 16 x .0 1003 x 1.1 17.7 KIPS CEILING DL 6 x 888 5.3 KIPS EXT. WALL WT. (1) 16 x 131 x 4.5 9.4 KIPS EXT. WALL WT. (2) 16 x 0 x 0 0.0 KIPS INT. WALL WT. 8 x 105 x 4.5 3.8 KJ-PS OTHERS 0.0 KIPS TOTAL WT. TO RF. LEVEL (WRF) 36.2 KIPS Fpx Ft + I (i=x to n) Fi I (i=x to n) Wi ))Wpx 0 + 9.2 36.2 ) x 36.2 9.2 KIPS FOR ASD 0.5CaIWPX / 1.4 6.3 KIPS I•ocaiwpx /1.12.5 KIPS USE 9.2 KIPS THE LENGTH 27,83 FT Vrf = 9.2 f27.83 330 PLF - - -- ---------- ------------------ -------- CMA-CMNGP.E. CONSULTING ENGINEER Date Prepared BY: Project No. Sheet No. Wi Fi vi Ft 0 KIPS u.B.C. 1997 See. 1633.2.9 RF. 36,2 9.2 9.2 Ca 0.484 Fpx = (( Ft +E (i=x ton) Fi / L(i=x to n) Wi ))Wpx FL. 82.8 9.1 18.3 1W 0.5 Calwpx<= FPX <== 1.0 Calwpx sum 119.0 EFFECTIVE SHEAR AT 2ND FLOOR DIAPHRAGM N-S FL. AREA = 888 FT^2 LOWER RF. AREA= 1280 FT^2 LOW RF. CEILING AREA 1090 FT^2 EXT. WALL LENTH (up) = 131 FT UP. WALL TRIB. HT. 4.5 FT EXT. WALL LENTH (down) 218 FT LW. WALL. TRIB. HT. = 5 FT INT.,WALL LENGTH (up) = 105 FT UP. WALL TRIB. HT = 4.5 FT INT. WALL LENGTH (down) 244 FT LW. WALL. TRIB. HT. = 5 FT WT. -OF EXT. WALL 16 PSF UNIT WT. OF INT. WALL 8 PSF FL. DL 15 PSF LOW RF. DL 16 PSF LOW RF CEILING DL 6 PSF FL. DL 15 x 888 13.3 KIPS LOW RF. DL = 16 x 1280 x Ll 22.5 KIPS CEILING DL = 6 x 1090 6.5 KIPS EXT. WALL WT. (up) 16 x 131 x 5 9.4 KIPS EXT. WALL WT. (dn) 16 x 218 x 5 17.4 KIPS INT. WALL WT. (up) = 8 x 105 x 5 3.8 KIPS INT. WALL WT. (up) = 8 x 244 x 5 9.8 KIPS OTHERS = 0.0 KIPS TOTAL WT. TO FL. LEVEL(WFL) 82.8 KIPS Fpx Ft + Y_ (i=x to n) Fi Z (i=x to n) Wi ))Wpx I + 18.3 119.0 x 82.8 KIPS FOR ASD 0.5Caiwpx/1.4 14.3 KIPS I -Ocalwpx / 1 .4 28.6 KIPS USE 14.3 KIPS THE LENGTH 49.17 FT vfl = 14.3 49.17 291 PLF -mv ... ... ... ... ... .. ------------ CMA-CMNG CONSULTING ENGINEER Date Prepared By: Project No. Sheet No. F6 wi Fi vi Ft 0 KIPS U.B.C. 1997 See. 1633.2.9 RF. 36.2 9.2 9.2 C a 0.484 FPX = (( Ft + Z (i=x to U) Fi / Z (i=x to n) Wi ))WPX FL. 82.8 9.1 18.3 1 0.5 Ca]WPX <= Fpx <-.- 1.0 calwpx sum 119.0 EFFECTIVE SHEAR AT 2ND FLOOR DUPHRAGNJ- -E-W Direction FL. AREA = 888 FTA2 LOWER RF. AREA- 1280 FTA2 LOW RF. CEILING AREA = 1090 FT A 2 EXT. WALL LENTH (up) = 131 FT P. WALL TRIB. HT. = 4.5 FT EXT. WALL LENTH (down) = 218 FT LW. WALL. TRJB. T. = 5 FT INT, WALL LENGTH (up) = 105 FT UP. WALL TFdB. HT = 4.5 FT INT. WALL LENGTH (down) = 244 FT LW. WALL. TRIG. HT. = 5 FT WT. OF EXT. WALL 16 PSF UNIT WT. OF INT, WALL = 8 PSF FL. DL = 15 PSF LOW RF. DL 16 PSF LOW RF CEILING DL 6 PSF FI:. DL = 15 x 888 13.3 KIPS LOW RF. DL = 16 x 1280 x 1.1 22.5 KIPS CEELING DL = 6 x 1090 6.5 KIPS EXT. WALL WT. (up) 16 x 131 x 5 9.4 KrPS EXT. WALL WT. (dn) 16 x 218 x 5 17.4 KIPS INT. WALL WT. (up) = 8 x 105 x 5 3.8 KIPS TNT. WALL WT. (up) = 8 x 244 x 5 9.8 KIPS OT14ERS = 0.0 KIPS TOTAL WT. TO FL. LEVEL(WFL) 82.8 KIPS Fpx = (( Ft +F- ( i--x to n ) Fi ( j=x to n) Wi ))Wpx I + 18.3 119.0 ) x 82.8 13.4 KIPS FOR ASD 0.5CaIWPX / 1.4 14.3 KI PS I.Ocalwpx /1.4 28.6 KIPS USE 14.3 KIPS THELENGTH= 41 FT vfl= 14.3 41 349 PLF %I. by- CMA-CHINGP.E. ------------- CONSULTING ENGINEER Date : Prepared By: Project No. Sheet No. SHEAR ,HALL DESIGN (FOR SHEAR WALLS BELOW ROOF ABOVE 2ND FLOOR) ALONG LINE 1: V= 4.6 kips LTOTAL= 5.42 x I + 10.33 x 1 15.75 FT q = 4.6/ 15.75 292.1 plf USE TYPE 1 1/2" THICK STRUCT 11 PLYWOOD W/ I Od @6" O.C. EDGES & 12" O.C. IN -FIELD qa1low 310 pif T=C=( 292.1 x 5.42 x 8.5 - 0.9 x 8 x 8.5 x 5.42 x 2. r = 2552 lbs USE MST37 Tallow I x 4395 = 4395 lbs O.K. ALONG LM 2: kips LTOTAL= 2.5 x I + 2.5 x I + 4 x I + 4 x 1 13 FT q 4.6/ 13 353.8 plf USE TYPE 2 1/2" THICK STRUCT 11 PLYWOOD W/ 10d @4"12" O.C. IN -FIELD. qallow 460 Of T=C=( 353.8 x 2.5 x 8.5 - 0.9 x 16 x 8.5 x 2.5 x 1.25 2 = 3568 lbs USE MST37 Tallow I x 4395 = 4395 lbs O.K. A -LONG LINE A V= 4.6 kips LTOTAL= 4 x I + 4.5 x I + 10.83 x I + 0 x 1 19.3 3 FT q:--: 4.6/ 19.3 3 238 plf USE TYPE 1 1/2" THICK STRUCT 11 PLYWOOD W/ 10d @6" O.C. EDGES & 12" O.C. IN -FIELD qatlow = 310 pif T=C=( 238 x 4 x 8.5 - 0.9 x 16 x 8.5 x 4 x 2)r .5 = 2032 lbs USE MST37 Tallow I x 4395 = 4395 lbs O.K. ALONG LINE B V= 4.6 kips LTOTAL= 0 x I + 0 x 1 26-17 FT q 4-6/ 26.17 175.8 plf USE TYPE 1 1/2" THICK STRUCT 11 PLYWOOD W/ 10d @6" O.C. EDGES & 12" O.C. IN -FIELD qallow = 310 pif T=C=( 175.8 x 26.17 x 8.5 - 0.9 x 16 x 8.5 x 26.2 x 13.085r -67 -110 lbs USE no holdow-n required. !UB Iwo, sm. 4L 0, t Lip W 10 A M lm■` CHIA-CHING LINg P,EQ CONSULTING ENGINEER Date Prepared By: Project No. Sheet No. SHEARWALL DESIGN (FOR SHEAR WALLS ABOVE I ST FLOOR) ALONG LINE 4, 5.7 kips L,rorrAL==' 5.5 x I + 9.5 x I + 0 x 1 20.5 FT q 5.7/ 20.5 278 plf USE TYPE 1 1/2" TIECK STRUCT 1.1 PLYWOOD W/ I Od @6"12" O.C. IN -FIELD qajow 310 plf T=C=( 278 x 5.5 x lo- 0,9 x 16 x 10 x 5.5 x 2.75 5 = 2623 lbs USE PHD2 Tanow I x 3610 = 3610 lbs O.K. ALONG LINE 15- . V= 5.2 kips LTOTAL 4 x I + 4.5 x I + 7.42 x I + 0 x 1 15-92 FT q 5.2/ 15.92 326.6 plf USE TYPE 2 1/2" THICK STRUCT 11 PLYWOOD W/ 10d @4" O.C. EDGES & 12" O.C. IN -FIELD qallow 460 plf T=C=( 326.6 x 4 x 10 0.9 x 8 x 10 x 4 x 2) 3.5 = 3568 lbs USE PHD2 Tanow I x 3610 = 3610 lbs O.K. ALONG LINE 1.6 kips L-roTAL= 4.18 x I + 4.67 x 1 8.85 FT q = 6.2/ 8.85 700.6 plf USE TYPE 4 1/2" THICK STRUCT II PLYWOOD W/ 10d @2" O.C. EDGES & 12" O.C. IN -FIELD qaow = 770 plf T=C=( 700.6 x 4.18 x 10 - 0.9 x 8 x 10 x 4.18 x 2.09) 3.68 = 7787 lbs USE HDQ8 Tallow I x 8325 = 8325 lbs O.K. ALONG LINE 3 V= 6.4 kips USE 2-SW220 2-SW24xg-RF + SW32x8-RF Vallow 2 x 2190+ 2 x 1260+ 1480 8.38 KIPS o.k. ------- - ------------------------ ------------------------------ CHIA-CHING CONSULTING ENGINEER Date --------------------- Prepared By: W -------- Project No. Sheet No. SHEARWALL D (FOR SMEAR WALLS ABOVE I ST FLOOR) ALONG LINE -A: V= 5.1 kips 1-TOTAL 4.83 x I + 5 x I + 17.18 x I + 0 x 1 27.01 FT q= 5.11 27.01 188.8 plf USE TYPE 1 1/2" MICK STRUCT 11 PLYWOOD W/ 10d @6" O.C. EDGES & 12" O.C. IN -FIELD CWIOW'-= 310 pif T=C=( 188.8 x 4.83 x 10 - 0.9 x 16 x 10 x 4.83 x 2.415) 4.3 3 = 1718 lbs USE P14D2 Tw1ow I x 3610 = 3610 lbs O.K. ALONG LINE A.2: V= 5.8 kips LTOTAL 4.42 x I + 4.5 8 x I + 6.67 x I + 0 x 1 15.67 FT q 5-8/ 15.67 370.1 pif USE TYPE 2 1/2" THICK STRUCT 11 PLYWOOD W/ 11 10d @4O.C. EDGES & 12" O.C. IN -FIELD qallow 460 pif ■ T=C=( 370.1 x 4.42 x 10 0.9 x 8 x 10 x 4.42 x 2.211 = 3994 lbs USE PIM5 Tmlow = I x 4685 = 4685 lbs O.K. V= 7.1 kips LTOTAL 14.9 2 x I + 16 x 1 30.92 FT q = 7. 1 -92 229.6 pif USE TYIPE 1 1/2" THICK STRUCT 11 PLYWOOD W/ 10d @6"12" O.C. IN -FIELD qajlow = 31 P1 f T=C=( 229.6 x 14.92 x 10 - 0.9 x 8 x 10 x 14.9 x 7.46) 14.42 = 1820 lbs USE PHD2 Tallow I x 3610 = 3610 lbs O.K. ALONG LfNF, C V= 5.5 kips LMTAL 13.5 x I + 21 x 1 3 4.5 FT 5.5 34.5 159.4 pif USE TYPE 1 1/2" THICK STRUCT 11 PLYWOOD W/ 10d @6" O.C. EDGES & 12" O.C. IN -FIELD I qallow = 310 pif 13® x 10- 1 13 1151 lbs USE PFID2 Tallow = I x 3610 3610 lbs O.K. w , - 'N- 1C F, I MT-11 CHI A-CHING LIN, P.E. CONSULTING ENGMER Date: Prepared By: Project No. Sheet No. CONTINUOUS WALL FOOTING DESIGN Roof Dead Load 16 psf Tributaiy Width = 12 ft Roof Live Load 16 psf Tri-butary Width = 12 ft Ceiling Dead Load 6 psf Tfibutmy Width = 12 ft ng Live Load 0 psf Tn'butary Width = 0 ft 2nd Floor Dead Load 13 pst Tributaq Width = 8.5 ft 2nd Floor Live Load 40 psf Tributary Width = 8.5 ft Raised Floor Dead Load 15 psf Tributary Width = 3.5 ft Raised Floor Live Load 40 psf Tributary Width = 3.5 ft Wall Weight 16 psf Heigbt 21 ft Total Dead Load 16 x 12 x 1. 1 + 6 x 12+ 15 x 8.5 + 15 x 3.5 .r 463.2 Total Live Load 16 x 40 x 691.2 Wall Height 16 x 463.2 + mng Use 15 ft Wide x qa1low 1000 x 691.2+ 336 = 1490 pif 1000 psf (Building Code Allowed MM'imwn) 30 Deep (With 16 11 Moto soil 15 12 )x 1.2 A 1.333 ) = 1594 plf > qdemand = 1490 plf [elm UMA-CIUNG LIN, P.E• CONSULTING ENGINEER A"o rr"r Date Prepared By: PrcJect No. SheetNo. CUE.CK MAMhD-M PQM- CONTMOUS WALL ]E00"I"ING P V Point Load (Dead Load) = 5760 lbs Point Load (Live Load) = 2880 lbs Total Point Load 5760+ 2880 8640 lbs Post Size 4 M* x 4 in EM9 = Allowable Soil Be " 1000 psf Width of Wall Footm'g j 2 am Depth of Wall Footi 34.5 Mo Bearmig Area 12 x( 3.5 + 2 x 34.5 870 sq. Mi. (:�demand 8640/( 870 /144)= 1430 psf qa1low 1000 x 1.2 A 2.875 1689.1 psf > qdemand = 1430 psf O.K. Job No: 11419-S! it "is our understand 'ling that you intend to remove the ex list ling structure and construct a two-story new resi■ dence, on the sub3 ect s Ites. We also understand that the proposed development will involve some cut and fill grading operations. 4 -4 W476M Ck, ej 44 Ip -to 0 'l exploration f leld investi gati* on was perf ormed at the s. ite on A sol June i 4, 2007 under the directon of the Soil Engineer, The investigation consisted of a surface site reconnaissance, and the drilling, sampling and logging of one exploratory test boring to a maximum depth of 26-1/2 feet at the approximate locations shown on the Generalized Site PlanA truck drill rig ■ equipped- wi .th con inuous-flight augers were used to drill the test borings. Relatively undisturbed soil samples were taken at selected depths from the borings with a California moaltied soil sampler using 2- 1/2-inch outs ide-d 1'ameter brass liners., The samples were sealed in the field and returned to the laboratory. Upon completion of our investigation at the site, the borings were backfilled with cement. SITE SOIL CONDITIONS Surface soil at the site consite of brown silty clay that was generally moist, stiff and of moderate to high plasticity, at about e changed to brown clayey sand this clayey sand was generally i� Job No: 11419-Sl moist dense@ at 19 feet changed to brown sandy clay w'th gravel. Th 'is sandy clay with gravel was generally moist st if f and of low to moderate plastici ty and extended to the bottom of the boring. The materials encountered 'in the bor ling are described gin deta oil on the boring logs in Appendix A. G R 0 U N D TWffV &A MI The ground water was not encountere4 Am the bor sing. Ground water ko conditions generally fluctuate seasAwItly and annually, but they are not expected to approach the ground surface close enough to be -6 a concern for foundation a design or performance of the buil % a4"" SEISMIC As with most of the San Francisco Bay Area, the proposed site 'is witnin a region of high seismic activity dominated by continued movement on the San Andreas fault. Our review of geologic maps indicates that the site 'is located approximately 5.7 miles Northeast of the San Andreas Fault and 2.1 miles northeast of Monta. Vista Fault. The site 14s not located wilthin a State of California Special Studies Zone. Such zones were delineated by the State Geologist along active earthquake ion faults• This investigat . , however! did not 'involve evaluation of conditions or potential hazards relative to fault location, activity or seismic capability, or other geologic hazards. The site is in Uniform Building Code K LABORATORY INVj TI —TJ A laboratory testing program was performed to 'investigate the Physical and engi9neering properties of the soil at the site. A 4 'ty of the relatively undisturbed soil sample were tested to ma3ori determine their moisture content and dry densities. One direct shear test and one unconfined compression test were performed on selected soil sample and one plasticity 'index test on near surface ing samples•The results of the laboratory test , are presented in Table A and B. 1. The project site 'is suitable for the proposed development ided ions set forth prov the recommendat' 'in this report are q) lk 11 8 io & 0 incorporatea into the desgn considerations, project plans and 'flcations. a . 1 r1 speci 1 The existing site organ*c-free soils are suitable a a to be used for engineering fill. 2. The potential for expansive soils at the site 'is considered to be moderate to high. Gra■ 3. The placement of fill and control of grading operations at the si e s a be done in accordance with the recommendations of the report. -0 I- I .0 M V � Pi Job No: 11419-Sl a 4•FRANK LEE ASSOCIATES Must perf orm the necessary l ,nspection services during construction of this pro3ect to ensure uniformity w ith the cond itions upon wh ich these recommendations are based. FRANK LEE & ASSOCIATES shall be notif 'led at least 2 (two) days bef ore any grading beg gins at the s l■ ite to coordinate work '■ in the field with the contractor, 0 5. Any existing structures shall be removed pr laor to any grad ing operations. This 'includes such things as concrete blocks , foundations, asphalt, utillitioes, pipelines, and tanks. These ob3ects shall be accurately located on the grading plans to assist l the Field Engineer in establishing proper control over their I removal or relocation. 6 i0 6. All organic surface material and debrs, including grass, weeds or trees, shall be stripped minimum of six inch prior to any grading operations from all areas that are to receive engineered fill ( the exact depth of required stripping shall be determined 'in the f 1'eld) These organically -contaminated soil may be stockpiled for later use as landscaping material. After stripping of the organic surface materialthe native soil must be scari ,f 'led a minimum of.12 inches and recompacted to a mignilmum of 90 percent relative compaction. 4 14-dr-11105, Job No: 11419-Sl 7. Depressions left bil-M I val IMI surface or subsurface structures shall be cleM and baBROMM"OW-14", compacted engineered f ilaw �IiLnawm­­_­ 60MAW4011 be pl M"Ik. not exceeding 8 inches It IN ess, an _I' Now P �Mltl a minimum degree of compaction of 90 peg"Wt as IF, W&k_ KOW M W� D1557. The upper 6 inches of subgraMp-, m#oils ft shall MWOM ted to a minimum of 95 percent. This be coMMOMM' nder the observation of FRANK LEE & A 8. After removing all the surface and subsurface structUM01% after stripping off the organ ica 1 ly-contam inated surf iciamlxi& the areas that will receiveshall be ripped by machi*' average depth of at least 8 inches and thoroughly strt ,WVd-I&M .-A .1. coots, vegetation, and other dMELIM66-Mus materialsO Following the structure removal, the stripping operations, and the ripping procedures, the native soil, wherever engineerea riii q w ill be placed, shall be 0 p__ . Any lose f 111 material or wet soil present on the site 'in areas that will or may affect the proposed structures shall be over -excavated (as determined by the field engineer) and recompacted before placement #f engineers fill. H Job No: 11419-Sl Cut and Fill Sl!gpes 12, The amount of cut or fill that can be done safely on this site depends on the steepness of the slopes and proper control of drainage on and adjacent to them., ® Unretained cut slopes should not exceed 2:1 'in soil. All cut slopes should be inspected by FRANK LEE & ASSOCIATES prior to completion of grading at the slate, 14. Fill slopes should not exceed 29.1. Fill slopes should be properly keyed 'into natural slopes steeper than 6.91 wieth a 10-foot wide base key that has a 2 percent gradient downward into the slope. Bounding of the upper few feet of the slopes 'is recommended to reduce sloughing. 15. Flow of water on these slopes should not be permitted. Berms should be constructed along the crests of the new slopes to prevent uncontrolled surface drainage. The surfaces of the slopes should be compacted 'to provide surfaces free of loose material, and should be planted as soon as possible after completion of grading operations. . a Treatment After g2Mpletion of Gra 16. After grading 'is completed and the Field Engineer has finished his observation or the grading work, no further excavation or X, - I Job Noe. 11419-Sl f 411 li ng sha 11 be done except w ith the approva 1 of and under the observation of the Field Engineer,. 17. It shall be the responsibility of the Grading Contractor to prevent eros ion of f reshly graded areas dur ing construct ion and until such time as permanent drainage and erosion control measures have been 'installed. 1 18. Underground utility trenches shall be backfilled with compacted engineered f il l-• If onsite ■soil ■'i's ■utili , zed, the material shall be placed in lifts not exceeding 8 'inches 'in uncompacted thickness and compacted to a minimum of 90 percent relative compaction by mechanical means only. Foundation Recommendations 19. The two-story residentili al structure should be supported by a continuous perimeter footing a minimum of 30 inches 'in depth below the lowest adjacency grade and 15 inches in width with interior footings. The spacing of the footings will depend upon the structural loads transmitted to them. the foundation mav be designed for an allowable bearing pressure of 2,000 psf for dead plus live loads. This values 'is for dead plus live loads,■ and may be increased by 1/ 3 to include short-term se ism i6c and w ind ef f ects . The footing shall be reinforced wilth a minismum of four #4 bars, two near the top and two near the bottom of the footing,, Job Noe. 11419-Sl 20•FPLANK LEE & ASSOCIATES shall 'inspect all the excavati .ons f or the foundation prior to the pouring of the concrete. 21, We do not anticipate appreciable settlement; however, slight settlement shall be considered in the design of the foundation. We estimate the total settlement of the foundation should not exceed 1 'inch. 9 - - .1 19 22. Spread footing foundations resist lateral earthquake forces through a combination of friction and passive earth pressure. For design purposes, it is recommended that a coefficient of friction of 0.3 be assumed between the base of the footing and the underlying soil. In addition, a passive equivalent flulod pressure of 250 pcf can be assumed to act against the embedded portion of the footing. These design parameters assume that the footings will bear on and against native soil or compacted 'imported materials. 23. Alternatively the two story residential buildings may be 0 supported by a drilled skin friectilon piers with grade beams constructed between the piers. Skin friction piers shall have a design friction value of 500 psf (excluding the top two feet on f lat area and 5 f eet on slope) and shall be f ounded a minimum Of 10 feet 'into competent soill or bedrock ( or 15 feet 'into competent M M,R 0 'M %11 Job No: 11419-Sl a s■1 or bedrock on s lope and w i9th 5 feet from the edge of slope) ol LI and shall have a minimum diameter of 16 inches. The spacing of the 9 1 friction piers should be a minimum of three t i4mes the pier d ilameter and will depend upon the structural load transmitted to them. The values are for dead plus live loads and may be 'increased by 1/3 include short-term seismic and wind effects, Each p iler shall be reinforced with a minimum of four #4 bars for its entire length w ith the reinforcements of the pier tied to the top reinforcement l 1 1 1 of the grade beamsD The final depths of all piers shall be determ ined 15 n the f i4eld by Frank Lee & Assocl* ates during the p iler drilling operations Frank Lee & Associate shall notified at least two days prior to be commencement of paler drilling operation. 24. The grade beams shall be a minimum depth of 6 inches below a ini-orce witn a minimum o our _IU3 acen LAU NJ LAU%"AAU %;;;PI1LaA_I_1 -h iec%; r e% #4 bars, two near the top and two near the bottom, The f inal a design for the foundation and reinforcing required shall be ■ determened by the Structural Engineer responsible for the foundation design. ■ • 25Frank Lee & Associates shall ® .inspect all the excavations for a a the foundati,on prior to the pouring of the concrete. 26, "Over sizing and "mushrooming" shall not be allowed during the pouring of concrete for the foundation, 1 12 II I I I 11 Job No: 11419-Sl 27. We do not antic i6pate apprec liable settlement•however slight settlement shall be cons i4dered in the des iegn of the f oundat • We est i1mate the total settlement of f oundat ion should not exceed 1 0 - • Pi" er and grade beam system f oundations. res ist lateral earthquake f orces. through a passive earth • For design FA purposes, "it "is recommended that a passive equivalent fluid pressure of 250 pcf can be assumed to act against the embedded portion of the p iler (exclude the top two feet on flat area and f i've feet on • These desi' gn parameters assume that the footings w I'll I ive soil or comp imported bear on and agagnst nat acted • M! , I.' I 29. Retaining walls constructed at the site must be design to resist lateral earth pressures plus add itional lateral pressures that may be caused by surcharge loads applied at the ground surface behind the walls. We recommend that unrestrained walls w ith a level surface or with a sloping surface flatter than 4:1 be designed to resist an equivalent fluid pressure of 45 pounds ■ per cubic r.00t 0 Where the sloping surface is at an incl 19nation of 2: 1 the unrestra lined walls should be des lagned to res list an ■ equivalent fluid pressure of 60 pounds per cubic foot. For walls HK Job No: 11419-Sl w 'th a slop' i ing surface at an inclination of between 40.1 and 2:1, a straight line interpolation between 45 and 60 pounds per cubic foot. We recommend that restrained walls be designed to resist the equivalent fluid pressures glaven above plus an additional eform lateral pressure of 8H pounds per square foot where uni H=Height of backf *111 above the top of the wall f ooting 'in feet. If the designer determines that there are any additional surcharge loads on the walls, they should be designed for an additional uniform lateral pressure equal to one-thiard or one- half of the maximum anticipated surcharge loads, depending upon whether the wall i'■ s unrestrained or restrained. 30■In designing for allowable resisti ,ve lateral earth pressures (passive) 250 pounds equivalent fluid pressure should be used where the wall '■ is founded in natural soils compacted engineerea f 111. 31A coef f icient of f r iction ■of 03 may be used f or reta ini . .ng wall design. 32. The above values assume a drained condition, and a moisture content compatible with those encountered during our I I investigation. To promote further drainage, a layer of at least 1 foot of gravel or drain rock and filter fabric should be placed IVA Job No.* 11419-Sl between the facility and the retained `1,NK. Perforated pipes (perf orat lions down) should be included in the desi' gn to conduct the water from behind the retaining structure. Suitable outfall locations. for drainage facillities should be chosen to minimize potential erosion. 33. Retaining wall footings shall be at a minigmum depth of 18 inches, with a level front ground surface, or at a minimum of 24 inches, with a sloping from ground surface, as long as the slope does not exceed 6 *8 1 (horizontal to vert i4• cal) . Allowable bearing pressure for retaining wall design shall be 2500 psf, If the retaining wall footing wi■ ll be on slope, we will provide the additional recommendations. Slab -on -Grade Construction 34. Where slabs -on -grade are to be constructed, we recommend that the slabs be supported on a minimum of 18 inches of compacted, non -expansive structural f gill and 'independent from all • foundations, Preparation of the natural subgrade solel and • placement of the structural f '111 materials shall be performed 'in accordance w ith the preceding recommendati ons under "Grad ingli . Pri or to f 1'nal construction of the slabs, the subgrade surf ace shall be compacted to provide a smooth, firm surface for slab support. Slab subgrades should not be allowed to dry and all 1 15 Job Noe. 11419—Sl surface shrinkage cracks should be sealed -by soaking prior to slab construction. Slab reinforcing shall be provided gin accordance with the anticipated use and loacing of the slab, as designed by the Structural Engineer, If the slabs are to be sub�ected to heavy loading, a subgrade modulus for the on site s il and fill materials of 150 pounds per cubic 'inch (pcl') 'is ol 1 considered applicable for design. 1 35. In areas where floor dampness 'is undesirable, a moisture barrier should be used. One generally ef f ective system f or use in areas not subject to heavy vehicle loading 'is to 'install a Ulary break cons'st' 1 1 ing pea capi 1 ing of 4 'nches of free-dra'n' gravel beneath the slab, In order to mionimize vapor transmission, an impermeable membrane should be placed over the inch gravelThe membrane should be covered with a 2- . layer of sand to aid in curing the concrete and to protect the membrane during construction., The sand should be slightly moistened 3ust prior to concrete pouring. The combined thickness of gravel, membrane and sand may be considered as the upper 6 inches of the a previously recommended non -expansive fill beneath the slab. Drainage 36, it is extremely 'important the strong measures be taken to control and conduct all surface and subsurface waters away from "Pla Job No: 11419-Sl the si' te so that they do not adversely af f ect the foundations the structures, and that all drainage facialities be diligently a maintained. 37. Roof drainage downspouts shall be discharged lento controlled drainage facilities to keep the water away from the foundation, Hose outlet and watering systems should be arranged 'in such a way as to prevent excessive moisture from reaching foundation areas, and to safely dispose of the water 'into an area equipped wilth s *table energy-dessepateng devices, to prevent adverse erosion. ul 1 1 1 ■ a * , 9 6 38. The final pad grades shall result in a positive gradient away from the foundation in order to provide rapid removal of storm water and to prevent ponding of water ad3acent to the foundation or slabs -on -grade. Six 'inches of soil may be backfilled against the exteriors of the foundation and graded so that it will assist in the removal of the water, a an 0 . a Future Modification 39. Future mod 'if ications of the s 18te should be caref ully planned Ith prof ess i8onal consultationThi4 0 ,s is especially true f or any wi a construction activ ity 1* nvolving water such as sw imming pools or landscape irrigation systems, "W Job No: 11419-Sl FUture Ocoggants_ 40, The recommendations set forth 'in this report should be presented to all future occupants of the slate to ensure their understanding of how they can best maintain the integrity and value of the property. I 0 & -9 9 -9 . M a nves iaguion Limitations 1, This report has been prepared 'in accordance with generally acceptea Soil Engineering practices. The conclusions and recommendations contained ion this report have resulted from Soil Engineering analyses based upon the Soil engineer's interpretations of the surface and subsurface soil condiations observed 'in our test borings at the slate, and that the soil conditions at the slote do not deviate from those observed, No warranty, expressed or implied, 14s made. If any unusual soill or geologic conditions are encountered during construction, or if the proposed construction will be other than that for two-story residential structure, FRANK LEE ASSOCIATES shall be notif l$ed for the supplemental recommendationsThis investigati ,on shall not be '■ interpreted as a geologic report of the site, i 2. Th is report i's issued wl' th the understandi ng that le t i's the 'b 1 l'ty of the owner or owner I s representat ive to ensure responsi 1 1 that the contents of th 'is report are called to the attent ion of ' �e W I KIM Job Noe. 11419-Sl Architects and Engineers for the project, and that these recommendations are incorporated into the project plans, S d-O A a ion specificationsand construct , . 3 The f ind ings of th les report are valid as of the present time,, howeverthe passing of time w1il I change the cond ® 14 ,ons of the tv due to natural processes or the works of man. existiong proper . In addiation■legislation or the broadeni ,ng of knowledge may require other recommendat lions, Accord ingly the f indings of th 'is report may be invalidated, wholly or partly, by changes beyond ort should not be rel our is * ed upon control. Therefore, threp 1 after a period of three years without belong reviewed by a Soil Engineer. Very truly your, ■ Frank Lee & Associates ■ F k Lee Pro essional Engineer 34975 Wil JOB NO: 11,119—Sl niLL C!- 'i�' 1 M C x •.� AYC (� A [ 4 Iy�M f 11 r `y 1-ORW IL • ` - ;" i t u t �1 .. .� E_.. i .. ` flit -+.- a:t E i - / A s,, 6 [y B Al OR '-�-"' � 1�.. �rK.�B C ' a� .•:� f .. i,yC Of '� S}A E .at f�E Clit y o - e YLE i '' �,..IfRy r a --- Cr �r v.r -;-4lnvin ay Erg _ t ;r i i E1 a .` J #� 1L ! •i �q�y _ a yK.Ar AP T• ` x°i °' 't+�.F ; Br[z + ' ■ +r r + i !� iyk�� o ' -i 41 - v'+`r I .�i,.. �41iX1h A$iiA `w". P .a. 2 + x r �' I '• ` t `. _ + +® `� 4 ®-Cs Ay ! _ _°• ! r.t.. .'U .15�L?!= y� ,� ' src�- t7r t 4 t k ! : i !L' K C rde Ea04 i� Cr FJ fvR + ►� i = .ei T �t � VAXl � c' nE T I -T ttE89 MELD aW { T-54 ., fr qz!?{ ids f J '� EEIB rsr �!ilf4t,t } -Q trrA+r �zt • , 4�t w E R t AY TfR cy i !j7�LJ C2= +.! ``} • .� y r J '-J� D aP I rr C y _ `�. IL ,.A r� coo A C Cr 1D * C < f- I R :U J r ! 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E$t R w." ®`: are, ,frrrvxr ,� a� KKt7 Av UCKnAW- A Y 8 C>r5t ' ti ri _ r r► 0.1A n ylt .° -- WNAtrP •i° srir I COW� 1k Gr, xr,tA' :"rE !vA LA ATA �RX CT iGS.I its'. j' C CS 1t� E . v Cl riBlAlR! A TQkERO fAIR�AKUS AV BE LII Plr i LAX[ tx ry,A jA a ^ _Csr U _ h �ti4` a AY + Hacr ".ti•,`� is® �r.~",�^?,t]C! !i l`r NCO,```. R n ;aTCT. fnOfZ �' r I ~� r A +m J 4erITEInvAY _ S11EtlA k A ` =°+4 a° J /� Ey■ir y.r ` } 1• r &� -�- aY Ct1AI A.Y° .j CO !4r r `" xrYij+• k REY .> c, yAV -a C • t+iJ* P v" ° r Q A Cr CE910D E C1 ; E. �r k4 "i vEerr f T o . r p • t a 1 ft S, wav I! y S-- `- i M e , t t !._PARR AY ` `C it AU11I s. ®, A 4r it I r fir! r +�Ikr-S RdRio - -- ►*fir I ®t �� g�4 yV ` 4 . F a,.r 1 ,�E 'i •^ a eYS:..A �s •�F+° L43 °+li riti� A ►� �„ ®_- ♦ ' �' > / "�. ".'.{. '" e{°{17 peal 1.1 ti.'r� ■. ti• e "`•.. •_ A-, . TA El y IoL is 1 Y d ! SITE VICINITY _ - DRIVE C° J PLATE JOB NO -0 1 1 OA8-P�RTY UNE --------- . . .............................. (E) LANDSCAPE I cv) 3 (E) CONC.PAD cl (E) SINGLE STORY RESIDENCE - TO REMOVED (889 SF� Z.. .... f, w.nil GARAG E. TFD tl Ile" LANDSCAPE PLAN 10795 MINETTE DRIVE -T-NO--, CALIFORNIA c u P T FRANK LEE & ASSOCIATES PLATE 2 Job Noe. 11419—Sl o 114, 1 aw-WWWA LABORATORY TEST 0 RESULTS SUMMARY. 41 MOISTURE, DENSITY, UNCONFINED COMPRESSION, DIRECT SHEAR TEST Sample Depth In -Place Conditions Unconfined Direct Shear Testing No. ft. Moisture Dry Compressive Angle of Unit % POC*f* k.s.f. Internal Cohesion Friction Dry Wt. degrees psf B-1-1 2.0-2.5 13.5 113,2 17.2 747 B-1-2 6.0-6.5 11.7 112.4 6.815 B-1-3 11.0-11.5 10.9 110.3 16.0-16.5 5.0 107,7 B-1-5 21.0-21,5 7.6 101,3 B-1-6 26.0-26.5 15.8 109.0 TABLE B ; SWvMRY OF ATTERBERG LIMITS JOB NO-6 11419--SI t. 01 10 7 4 0 - ------------- - -------------- -4- C->H zloo'� OH 4 z o r J I x& MH OL CL M L or ML lz u J u q u 1-1) u b 0 -/0 80 90 100 141QUID LIMIT, (%) SY,IBOL SA1,1PLE 4 DCP'rH, FT LIQUID PLASTICITY Usc LIMITI INDEX, s Y M BO L �A B-1-1 44.7 26.2 CL "Irma". . ... ... ... BORING LOG B-N-1--1 JOB NO: 11419-N-Sl DATE DRILLED: 6/4/07 JOB NAME: 10795 MINETTE DR. CUPERTINO CASURFACE ELEV'. EQUIPMENT: Dr--,ILLING TRUCK DAT U IA: A N SAMPLE: TYPE, DRIVE WCiGHT—LB HCIG'Hil" OF F/nLL—�'. mc 140 30 somple N o. V) 2 m V; 71 ts :Dt D 'IV Tu :6 Ix D s c r DIC D--l--l 86 13.5 113y , BROWN SILTY CLAY MOI HODERATE TO HIGH PLA 4 DIC B-l2 --- 55 111.7 112, .4- 6 BROWN SILTY CLAY HOI HODERATE PLASTICITY -10 11C B--l--3 35 10,9 110 03 AT 12 FEET INCREASIN SC DIC 50-- 5.0 107 'BROWN CLAYEY SAND WI I ZI 110IST DENSE 20 ROWN SANDY CALY WIT tic !B-- I - 5 50-;7.6 - 01,3 STIFF LOW TO MODERAT ii 1611 :D n 6")T STIF "I -7 GRAVEL rll GRAV EL 11 GRAVEL MOIS E PLASTICITY wc 0 0 *11-1 1P BORING LOG JOB NO: 11419--sl DATE DRILLED: 6/4/07 JOB NAME: 10795 MINETTE DR -CUPERTINO, CA SURFACE CLEV-, EQUIPMENT: DRILLING TRUCK DAT U M: —LB FALL — SAMPLE TYPE DRIVE WEIGHT HEIGHT OF IN Mc 140 30 sample I N o. - - - ---------- - ----- -- V) 2 0oscripkion -22 CL BROWN SANDY CALY MOIST STIFF MODERATE PALSTOCOTU -�4 50-- 15 8 109 511 �3ORING TERMINATED AT 26--2- FEET 0 GROUND WATER ENCOUNTERED e ! i a ............. MANI` Lr- A5SOCIAT�-S Mandatory Measures Summary: NOTE: Lowdse residential buildings subject to the Standards must contain i`i Fores regardless of the compliance approach used. More stringent compliance requirements from the Certificate of Compliance supercede the items marked with an asterisk (*) below. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. DESCRIPTION Check rill! applicable boxes or check NA if not applicable and included with the permit application documentation. NIA DESIGNER ENFORCE - MENT Building Envelope Measures 150(a): Minimum R-19 in wood ceiling insulation or equivalent U-factor in metal frame ceiling. R 150(b): Loose fill insulation manufacturers labeled R-Value: 150(c): Minimum R-13 all insulation in wood framed walls or equivalent 1-1-factor in metal frame walls (does not apply to exterior mass walls). 150(d): Minimum R-13 raised floor insulation in framed floors or equivalent Ll-factor. 150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs. 1. Masonry and factory -built fireplaces have: a. closable metal or glass door covering the entire opening oft firebox b. outside air intake with damper and control, flue damper and control Li 11 El 2. No continuous burning gas pilot lights allowed. 150(0: it retarding wrap installed to comply with §151 meets requirements specified in the ACM Residential Manual. 150(g): Vapor barriers mandatory in Climate Zones 14 and 16 only. 1150(l): Slab edge insulation - water absorption rate for the insulation to without facings no greater than 0.3%, water vapor Li permeance rate no greater than 2.0 Perm/inch. 118: 1 ns u la Lions eifi ed or installs ets i ns ulation i nstallatio n q ua all ty sta nd a rds. I nd ica to type and i nclud e El CF-6R Form: 116-17: Fenestration Products, Exterior Doors, and InfiftraLion /Exfiftration Controls. 1. Doors and windows between conditioned and unconditioned spaces designed to limit it leakage. 2. Fenestration products (except field fabricated) have label with certified U-Factor, certified Solar Heat Gain Li Li Coefficient (SHGC), and infiftration certification. 3. Exterior doors and windows weatherstrip ped; all joints and penetrations caulked and sealed. 11 11 § 110-13: HVAC equipment, water heaters, showerheads and faucets certified by the Energy Commission. LAJ § 150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or ACCA. Li LX_J Li § 1500): Setback thermostat on all applicable heating and/or cooling systems. Li El § 1500): Water system pipe and tank insulation and cooling systems line insulation. 1. Storage gas water heaters rated with an Energy Factor less than 0.58 must be externally wrapped with insulation having an installed thermal resistance of R-12 or greater. 2. Back-up tanks for solar systems, unfired storage tanks, or other indirect of water tanks have R-12 external Li Li insulation or R-16 internal insulation and indicated on the exterior of the tank showing the R-value. 3. The foliong piping is insulated according to Table 150-A/B or Equation 150-A Insulation Thickness: 1. First 5 feet of hot and cold water pipes closest to water heater tank, non -recirculating systems, and entire length of recirculating sections of hot water pipes shall be insulated to Table 1506. 2. Cooling system piping (suction, chilled water, or brine lines), piping insulated between heating source and indirect hot water tanks all be insulated to Table 150-B and Equation 150-A. 4. Steam hydronic heating systems or of water systems > 15 psi, meet requirements of Table 123-A, 5. Insulation must be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. 6. Insulation for chilled water piping and refrigerant suction piping includes a vapor retardant or is enclosed entirely in conditioned space. 7. Solar water -heating systems/collectors are certified by the Solar Rating and Certification Corporation. EnergyPro 4.3 by EnergySoft User Number: 6765 Job Number: 06-400 Page: 6 of 12 101�7_71_ VM IJ of 2) Jr MF=l R '4 .. ..A A 1' 7 ---------------- h use 40TE: Lowrise residential buildings subject to the Standards must contairF& d. More stringent compliance requirements from the Certificate of Compliance supercede the items marked with an asterisk below. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. I DESCRIPTION Instructions: Check or initial applicable boxes when completed or check N/A if not ENFORCE-1 ------------------------------ ------------------ ap-plicable. N/A DESIGNER MENT Space Conditioning, Water Heating and Plumbing System Measures: (continued) § 150(m): Ducts and Fans 1. All ducts and plenums installed, sealed and insulated to meet the requirements of the CIVIC Sections 601, 602, 603, 604, El N1 11 605, and Standard 6-5; supply -air and return -air ducts and plenums are insulated to a minumum installed level of R-4.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape or other duct -closure system that meets the applicable requirements of UL 181, UL 1 81A, or UL 181 B or aerosol sealant that is the requirements of UL 723. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh or to shall be used. 2. Building cavities, support platforms for air handlers, and plenums defined or constructed with matedals other than 1:1 N1 1:1 sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross -sectional area of the ducts. 3. Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and draw bands. 4. Exhaust fan systems have back draft or automatic dampers. 5. Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operating dampers. 6. Protection of Insulation. Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation that can use degradation of the material. 7. Flexible ducts cannot have porous inner cores. § 114: Pool and Spa Heating Systems and Equipment 1. A thermal efficiency that complies with the Appliance Efficiency Regulations, on -off switch mounted outside of the LJ heater, weatherproof operating instructions, no electric resistance heating and no pilot light. 2. System is installed with: a. At least 36" of pipe between filter and heater for future solar heating. 0 Ll b. Cover for outdoor pools or outdoor spas. 3. Pool system has directional inlets and a circulation pump time switch. LJ § 115: Gas fired fan -type central furnaces, pool heaters, spa heaters or household cooking appliances have no confinuously 1:1 1E Ll burning pilot light. (Exception: Non -electrical cooking appliances with pilot < 150 Btu/hr) § 118 (i): Cool Roof material meets specified criteria Lighting Measures § 150(k)1: HIGH EFFICACY LUMINAIRES OTHER THAN OUTDOOR HID: contain only high efficacy lamps as outlined in Table 150-C, and do not contain a medium screw base socket (E24/E26). Ballasts for lamps 13 Watts or greater are electric and have an output frequency no less than 20 kHz. § 150(k)1: HIGH EFFICACY LUMINAIRES - OUTDOOR HID: contain only high efficacy lamps as outlined in Table 150-C, 11 Ll 1:1 luminaire has factory installed HID ballast. § 150(k)2: Permanently installed luminaires in kitchens shall be high efficacy luminaires. Up to 50% oft Wattage, as determined in Section 130(c), of permanently installed luminaires in kitchens may be in luminaires that rent high efficacy luminaires, provided that these luminaires are controlled by switches separate from those controlling the high efficacy luminaires. § 150(k)3: Permanently installed luminaires in bathrooms, garages, laundry rooms, utility rooms shall be high efficacy luminaires. OR are controlled by an occupant sensor(s) certfied to comply with Section 11 9(d). § 150(k)4: Permanentl� installed luminaires located other than in kichens, bathrooms, arages, laundry rooms, and utility rooms shall be hig efficacy luminaires (except closets less than 70 ft) OR are co froll ed by a dimmer switch OR are controlled by an occupant sensor that com plies with Section 1(d) that does not to on a utornatica Ily or have a n aI ways ono tio. § 150(k)5: Luminaires that are recessed into insulated ceilings are approved for zero clearance insulation cover (IC) and are certified to ASTM E283 and labeled as air tight (AT) to less than 2.0 CFM at 75 Pascals. § 150(k)6: Luminaires providing outdoor lighting and permanently mounted to a residential building or to other buildings on the 1:1 Ll 1:1 same lot shall be high efficacy luminaires (not including lighting around swimming poolstwater features or other Arficle 680 locatins) 0 R a re con tro I led b y occu p a n t sensors with its ra I ph oto coni ro I ce rt i fii ed to co m p I y with Sectio n 119 (d). § 1 50(k)7: Lighting for parking lots for 8 or more vehicles shall have lighting that complies with Sections 130, 132, and 147. El 1:1 1:1 Lighting for parking garages for 8 or more vehicles shall have lighting that complies with Section 130, 131, and 146. § 150(k)8: Permanently installed lighting in the enclosed, non -dwelling spaces of low-hse residential buildings with four or more Ll 11 Li dweIli ng units shall be high efficacy luminaires OR are controlled by occupant sensor(s) certified to comply with Section 11 9(d).- -joso_ka�_w �n.3 by er r Number: 6765 Job Number: 06-400 Page: 7 of 12 rV Project Title At least 50% of the total rated wattage of permanently installed luminaires in kitchens must be in luminaires that are high efficacy luminaires as defined in Table 150-C. Luminaires that are not high efficacy must be switched separately. Kitchen Lighting Schedule. Provide the following information for all luminaires to be installed In kitchens. High Efficacy Luminaire Type High Efficacy? Watts QuantiWatts Sther Watts Yes No x or x = or x or x= r x = r x or x = r x or I WR 9 _ x or x or SaQ ­40 x or r L o r W or x = r x = r x or x or x = r x = r x = r Total A: 0 B: 0 COMPLIES IF A �t B YES [XJ NOE] Yes Yes No No No No No No No No No Yes -Yes Yes - Yes Yes - Yes Yes Yes No Yes No + No- -Yes Yes No Yes No No Yes Yes No No No No Yes -Yes EnergyPro 4.3 by EnergySoft User Number: 6765 Job Number: 06-400 2 �.HVAC SYSTEM HEATING AND COWMG LOADS SUMMARY PROJEGT NAME DATE Mr.& Mrs. WON RESIDENCE 5/22/2007 SYSTEM NAME FLOOR AREA ResHVAC 29282 :11L,11 Lei I k, 1 44V 1 � Number of Systems a W_ Heating System ----------------------- Output per System Total Output (Btuh) Output (Btuh/sqN Cooling System Output per System __ iim Total Outp,ut (Tons) Total Ou* *MlWqft) Air System CFM per System Airflow Wm) Airflow (cfm/sqft) Airflow (cfm/Ton) Outside Air tONUMN Air (cfm/sqft) Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL COOLING PEAK Sensible 18,902� 767 HVAC ggUIPMENT SELECTION Bryant 550AN036-E/31 1 JAV036070 52,841 04 108,000 Total Adjusted System Output (Adjusted for Peak Design Conditions) 52,84 14,404� 1:08,000 TIME OF SYSTEM PEAK :A:u 7g2 p:m] Jan 12 a Note: values above given at ARI conditions -- --------- — -------- TRICS _(Airstream Temperatures at Time of Heating Peak) 28.0 OF 68.9 OF 10 5. 0 0 W-,, pply Air Ducts 7 0W. Outside Air 1w 0 Cf:111 Supply Fan Heating Coil 2400 cfm ROOMS] 70.0 OF Return Air Ducts 851/6550 "9"9/ 1 50 7 5 1,9 / 6 1 -10 55 0 Outside Air 0 CfM 75.5/61.5 0 F Supply Fan Cooling Coil 2400 cfm rr- - w: - -- -------- it [41 Supply Air DuctsEELI-11: A 55.5 / 53.9 OF 45.6% R.H. ROOMS� 75.0 61.3 OF W77Return Air Ducts I . EnergyPro 4.3 by EnergySoft --User Number: 6765 Job Number: 06-400 Page:9 of 12 ROOM LOAD SUMMARY PROJECT NAME DATE Mr.& Mrs. WON RESIDENCE =2007 SYSTEM NAME FL R AREA Re-s HVAC 2Y282 IROOM LOAD SUMMARY EMMMEWAMW� ROOM COOLING PEAK COIL COOLING PEAK w COIL HTG. PEAK NAME ROOM NAME It. CFM SENSIBLE LATENT CFM SENSIBLE I LATENT CFM SENSIBLE- 1st to Zone 1 st Floor 1 520 11,196 25 4-t-, 520 11,196 256 506 19,062 Floor Zone 2nd Floor 1 227 4,882 51 227 4882 , 511 195 7,362 ............. ryl -- ---------------- ........................ 079 PAGE TOTAL 74616,7 TOTAL 746 16,079 767 701 26423 701 -------------------- ---- 26-,-4-2-3--1 yPro By EnergySoft User Number: User Job Number 06400 Page: 10 of 12 ROOM HEATING PEAK LOADS ect Title Date ,Mr.& Mrs. WON RESIDENCE 5/22/2007 lRoom Information Des!gn Conditions Room Name 1 st Floor Time of Peak Jan 12 am Floor Area 1,411 Outdoor Dry Bulb Temperature 28OF Indoor Dry Bulb Temperature 70 OF Conduction Area U-Value Z\.,T OF r% AL.. #I- - 1, 1, x x X x X x X X x X x X x x x x x X x x x x x x x x x x x x x x x x x x x x xx 0.0480 0.0350, x x X x x X x x X x X x x x x x x x x x x x x x x x x x x x x x x x x x x x 42 42 2,300 1,353.0 1,989 332.0 0.0740 42 1,032 1,644 27.0 1.4500 42 76.0 0.3900 42 1.,245 300.0 0.0740 421 932 27.0 0.3900 42 442 198.0 M740 42 42 42 615 0.0 127.0 14500 1 21 0.3900 2,080 423.0 0.0740_ 42 1,315 5.0 0.3900 42. 82 --- ------ Items shown with an asterisk clion through an interior surface to another room. Page Total: �14 876 5 Infiltration- 1 1.001 x E 1. 77x 1 1,41 1� x E 10-00� X 0.3921 / 601 x 12 .167 Schedule Air Sensible Area Ceiling Height ACH ZINT Fraction TOTAL HOURLY HEAT LOSS FOR ROOM 19P062 En User Number: 6765 Job Number: 06-400 Page: 11 of 12 ROOM HEATING PEAK LOADS Proj D*F ,Mr.& Mrs. WON RESIDENCE 151-W07 lRoom Information Design Conditions I Room Name 2nd Floor Time of Peak Jan 12 am Floor Area 871 Outdoor Dry Bulb Temperature 28 OF Indoor Dry Bulb Temperature 70 OF Roof (R. 3 0.2x 12.16) 9Wall (W.19.2x6.16) 811�Mllll!M� M111 ------------------------- Wilaard-Classic-Lo%t&E Vixvl -------- - - R-19Wall (W.19.26.16) Wilgard Qassic Low-E Vivvl�— Area X X x x X X X x x x x x x x x x x x x x x x x x x x x x x x x x----------------- x x x x x U-Value x X x x X x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x Z�ST OF Btu/hr 1 1,557 87.0 0.0740 42 270 45.0 0.3900 42 737 39.0 0.0740 42= 32 13.0 0.3900 42 213 168.0 0.0740 0.3900 42 42 522 459 28.0 193.0 0.0740 42 600 MR ALM-09- Items shown with an asterisk denote conduction through an interior surface to another room. Page Total: 4,790 Infiltration: E71 ' 00 x 1.077X 87110,4611 / 601 x 2=572. Schedule Air Sensible Area Ceiling Height ACH Fraction TOTAL HOURLY HEAT LOSS FOR ROOM 7,362 E --- .- - M= W, W E nergyPro 4,3 by EnergySoft User Number: 6765 Job Number: 06-400 Page: 12 of 12 • 127 FT. 29..9% < 50% MAX. K gX -10 CO) aq U; _ JA WA UT 1 PLAN OF FRAMING PLAN Uc-TlJFk*L � � STORT ADDITION TO EXISTING 889 SQ. FT. OF ,3NAR GARAGE. AND ROOF). FOUNDATION INCLUDE NEW ---- ------ (E) CONCRAD 00. ampow I saw a" NNW mm goo" m" *a" (E) SINGLE STORY RESIDENCE TO REMOVED (889 SF) 50-8" 7:-4 L GARAGE -4 erww. nwwww.—T6-M SFf— so" moo =m mm" W 00 4 (E) LANDSCAPE wowumm mom Avow -MMIlMk i ft. 111,11milkiza . somwollialvir"" 4 A A'.We-'Ar 4t JJVAO. 2% Lu frir 0.)l cr): 0 ul C/) 0 5'-Cr SIC E SETBACK I . I I t-W SIME SETBACK 2ND STOF r-wq materials, whenever possible, such � felt, somp metal, solvents, ed vegetation, paper, rock, and we materielssuch as used oil, es, and bras: WWW.r§dUgfWaStS,orc okstes properly. Materials that 4 must be taken to an appropriate d of as hsardous waste. Never ials or leave them In the street or ream bad. hazardous waste. In Cupertino, residents h curbside recycling can collect lawn, garden and tree trimmings in yardwaste totem, Yardwaste will be collected and composted by the city's contractors, Residents are encouraged to compost yerdweste ors-ske themselves. Or take yerdweste to a landfill where It will be composted. C Landscape controctom should take clippings and pruning waste to a landfill that composts yard waste (BFI's Newby island and ehker Rd. landfill are tbe�heerast)$ C1 Do not blow or rake leaves Into the street, I . �. r- R,o,a w, or-k Pavin WZ� I Do not use copper -abased si aec d s, mere Board Control algae with chlorine or other alternatives, such as sodium bromide. Manm Filter Cleening Never clean a titter In the street or near a cover storm dram Rinse cartridge and semr dietomeceoua earth filters onto a d"rt area, and spade filter residue Into soil. Dispose of spent diatomaceous earth in the garbage. If there to no suitable dirt area, cell Cupertino Sanitary for instructions on discharging filter backwash or rinsewater to the seniteq serer. ;�-Ao Dfain Polluflo from RoadWork ;Aorm D 222 Fresh Co-r-_ Ap7 � ns JOW.:. : i... Fresh .concrete as that wash into (ak jao X 4U- X 4-- 9aJ-ve aforcing rods COPPER GROUND )R DO PSI CONCRETE KNOING OF ANCHOR LIS WtLL Be ALLvwvn No ALL METAL PER NEC REVISED 9/16/93 V1. DATE* CAPS SEE OTHER SHEET00 S FOR LOCATION IRV 4 IP 30" ELECTROLIER STANDARD 0 ,4 40...... I A• 4 4 SEE LIGHTING NOTES FOR ADOTIONAL INFORMATION I rigid mortal dui 2 v STANOARD POLE HElGWT,,unI#ss oth*rwis* not*d PEAP CITY OF CUPERTINO got AF OATS ROVD BY STANDARD DETAILS .. ............... V Pcvmcn Q/isoq. �vj ODGE POLE TREE STAKE •SET ROOT CROWN 1-1/2* ABOVE FINISH TIE u. GRADE EARTH BERM 0 MULCH, 1-1/2" DEEP I "R AROUND ROOTBALL 3" HIGH MIN.) PVCQ CAP Al Wj GRATE -,FINISH GRADE �� 8 °�=1 I I-! I REA I F I I -I 11=1 I i---� ROOTBALL BACKFILL (SEE 1/2 0 SPECIFICATION) PVC PIPE, PERFORATED it 4" DIA. X 36" LONG EXISTING SUBGRADE 2X DIA. ROOTBALL --------- - -- TREE PLANTI NG DETAIL BOTANICAL NAME COMMON NAME QTY. SIZE TREES PINUS HELIPENSIS ALEPPO PINE 24"BOX, &HEIGHT BETULA BIRCH 24"BOX, &HEIGHT SHRUBS PITTOSPORUM CRASSIFOLIUM PITTOSPORACEAE 15 GAL. 6'HEIGHT PITTOSPORUM UNDULATUM VICTORIAN BOX 15 GAL. 6'HEIGHT LAURUS NOBILIS GRECIAN LAUREL 15 GAL. 6'HEIGHT GROUND COVERS VINCA MINOR PERIWINKLE FLATTED-@ I 2"O.C. MELLO JADE SODDED TURF AVAILABLE MELLO TURF RANCH - - --------- ----- M I A K llT 1 1 n"'r (o I ZVI R i� L IM HARDWOOD' PREFEB-DECORATION COLUMN 120 0. 9 w ...... ... . . Y'.., STAIR 1 8" OAKMWOO. it4 OAKWOOD R--. BALLUSTER 4'-9m aw om *Kum armor aww maws 40mom 4mm *mwwF aNwwrrr q www awrm swam � 4w omb a 4mm 3-COAT CEMENT BLASTER 0/ FURRING LATH 1 2)-LAYER OF GRADE "D RLDG RAPER OVER PLYWOOD �! MAXIMUM ALLOWED HEIGHT, 28'"0* f TILE / Emm I 12 - - No- DB'L PL. 3-COAT CEMENT PLASTER 0/ FURRING LATH W/ (2)-LAYER OF GRADE *D" BLDG. PAPER OVER PLYWOOD W/ R-13 INSULATION @. PERIMETER WALLS. TYP. ro.1Tol ;t*j:ftf#lz 12 5[�.y'' TYPICAL I/ZGYP. BD CULCEtLII ND WALLS Al PCs Ll ING-1 R6om %G F w 3/4" TIT,T&G PL OOD N. SU& FL. 0/ 2X6 FL-�JOIST @ 16" 0.d�W/ R-19 INSdLATION (TYP.) Nlll� M]Wlf TYP. 24 GA. G.S.M. FLASHING TYP. 2X REDWOOD TRIM OR FOAM TRIM OVER BLDG. PAPER CAULK BEHIND NAIL FIN PRIOR TO INSTALLING WINDOW SEALANT @ ALL EDGES 1/4"GLAZING TYP. 4X OR 6X WINDOW HEADER (SEE STRUCT. DWG.) CORNER BEAD TYPICAL GYP. BD. SEE WALL TYPE DETAILS mol TYP. 3-COAT CEMENT PLASTER OVER PAPER BACKED LATH PLYWOOD SHEATHING FIELD 2X WOOD STUCCO MOLDING OR FOAM TRIM CAULK BEHIND NAIL FIN PRIOR TO INSTALLING WINDOW I TYP. 24 GA. G.S.M. FLASHING WOOD DOOR SEE DOOR SCHEDULE [9*-lolmoVJ,JAk3Ff-M M--- TYP. LT. WT. CONC. TILE OVER NAILER BD. OVER 30# FELT BLDA PAPER OVER PLYWOOD SHEAT� i alio F,- - aLl 2X OR 4X VALLEY BEAM {S.S.D} PARTITION AS SCHEDULE1 SEE PLAN FOR TYPE i A x WOOD FRAMING lx SOD. LUT,10191Q � � *w- I E m N be high efficacy luminaires. Up to 50% of the Wattage. as detennir*d res in kitchens may be in luminaires that are not tigh efficacy lurnimaires, viW*s separate from #vm controlling the high efficacy luminaires. rages, laundry rooms. utility rooms shall be high efficacy luminaires. .d to comply with Section I I 9(d). n in kichens. bathrooms, rages, laundry rooms, and u0ty rooms ss than 70 ft) OR are omgcollleid by a dimmer sWich OR are th Section fl 9(d) that does not turn on automatically or have an � are approved for zero clearance insulation cover (C) and are T) to less than 2.0 CFM at 76 Pascals. D 2 0 1 is � C3 0 ently mounted to a residential building or to other buildings on the L udfng HgMng around swimming poolstwater features or oftr Article s nth integral photo control certified to comply Wth Section I 19(d). ors VA Ell have fighting that complies with Sections 130, 132, and 147. ; shall have lighting that complies with Section 130, 131, and 146. i-dwelfing spaces of love -rise residential buildings *th four or more [D t are controlled by occ:upant sensor(s) carried to comply with Section Job Number. 06-400 Page:? of 12 ,.4ND COOLING LOADS SUMMARV DATE 5/22/2007 NCE FLOOR AREA 2 282 it -SYSTEM LOAD Total Room Loads Return Vented Lighting Return Air Ducts Return Fan COIL COOLING PEAK CFM ISensibije Latent 746 16X� 76 i$412i I ol Ventilation I Supply Fan 0 Supply Air Ducts 11412 6 7 TOTAL SYSTEM LOAD 1890 M 1% IL HTG, PEAK C_FM I Sensible aw 32,18� - - --------- - - !06 Bryant 550AN036-E/31 I JAV036070 52*841. 14,4041 108,000 too .05 1.4.1 Address: 6601 Qtens Drive. Su.....1te 105 Address: 6601 Qwens. Drive Suite 105 Pleasamton. CA 94588 -Aj Telephone: 9 -0881 Uc. #: Telephone: 25 0-0881 AA A (­iignz�tUre) Wgriature) (d . ) Enforcement Agency Name.- Tr� Address'. Telephone.-. iiiiinature) (date) . .... .. .. ............. .... ...... ... BUO 101lial 12 njiml: Q§122JOZ. j j :a J# 2Q . BUg,�2dj:jJ71911§11Q E22mEro 1. 3 kkergySoft User Number. 6766 Job Number. 06-400 �,.�. ��.�,..�. �����apw Residential (page 1 of 2) MndtlMeasures ly NOTE.**- Lowrise residential buildings subject to the Standards must contain these measures regardless of ft complance approach used. More stringent . req U . frements from the Certificate of Comp ice supen;8de the Items marked v4th an asterisk (0) below. When this checkkst Is Incorporated Into I documents, the features noted shak be considered by ap parties as minimum component performance specifications for the mandatory measures they are shown elsewhere In ft documents or on this checkist only. Check or Initial applicable boxes or check A If not applicable and Included with the WA DESIGI .DESCRIPTION permit application documentation. Building Envelope Measures i6o(ay. MI . dmum R-19 In wood ceiling Insulation or equivalent Lf-factor In metal frame ceiling. F3X 150(bY. Loose GO insulation manufacturees labeled R-Value:Lj_ iWcy Mirtimurn R-13 wal insulation In wood framed waft or equivalent Wactcw In metal frame waft (does not Li EXI apply to exterkw mass wags). j Mft. Minimurn R-13 raised floor Insutation in framed floors Or eqUi'valerlt U-factor. " § 150(er, Installation of Fireplaces. Decorative Gas Appliances and Gas Logs. 1. Masonry and factory -built fireplaces have: a. closable metal or glass door covering the entire opening of the firebox b. outside oft Intake vvith damW wW conW, flue damper and control L 2. No continuous burning gas pilot lights anowed. i WQ: Air retarding wraP InstaW to COMPwith §15 1 meets requirements specified In the ACM Residential Manual. U 150(g): Vapor barriers mandatory in Climate Zones 14 and 16 only. i Wly. Stab edge Insulation - water absofpfion rate for the insulaflon alone *ithout facings no grater than 0.3%. water vapor D permeance rate no greater than 2.0 pennthwA. i 18: Insulation specified or lnstak4 meets insulation Installation quality standards. Indicate type and Include CF-611 Form: -4 11 sL1 7- Panontration Ptoducts. Exterior Doors. and InfiltratkwVE41tration Q)ntrols. crengin (psi) (Socks) (in.) (In.) ....... ..... FV 2500 5 3�" i� " G. 2500 52 3 14 t-, each cu. yard of concrete mix @ floor goncrete shall be poured on led compressive stress of 2500 psi or catforiiance with U.B.C. Sectic $1 3 f concrete shall have a T chamfer, unless bolts, inserts, etc. shall be rigidly secured icement of any concrete,, i shall be supported on galvanized chair! blocks or other approved methods of d at footings and slabs on grade. I results of any concrete testing performed records. All bars shall be clean of rust, grease or other materials likely to impair bond. 9- H1==- RIET64J. MIM 4 A. Where practical, excavations shall be made as near as possible to the neat lines required, by the size and shape of the structure. No material shall be excavated unnecessarily. B. See drawings for elevations of bottoms of 'footings below finish slab at perimeter of building and at interior column footings. As- excavation progresses, conaitions may develop requiring .changes 'in elevations or footings, such changes shall be made only. as directed by Engineer. D* Where backfill is placed against wall, the walls shall be adequately shored until the construction which braces the wall has been e - rected and has attained its design strength. E. All foundation excavation, back filling, and engineered fill shall be performed under the supervision of the Soil Engineer, F. Contractor to verify no footings shall be exposed- to the lowest finish grade. before any footing work and step footings as requiredper site conditions. AIL A, All structural steel shall be fabricated and erected in accordance with AISC Specification for the Design, Fabrication and Erection of Structural Steel for Buildings, latest edition. 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W/ 4-8d TO FLOOA & W/ 3-8d TOE..:NAILS TO JOIST & RIM lfeml W/ A.35 TO SILL FLOOR JOIST PER FRAMING PLAN GIRDER PER PLAN W/ "GH# TYPE HANGER OR EQUAL e%r" r* e% ut fft ^I f r-r% 1 1 # r- SEE DETAIL 5/— FOR INFORMA, A T CORNER HOLES MAY BE PERMITTEI r,V THIS AREA wl - -"%,MOON -"R~ 1/3 OF CLEAR SPAN I X0 SHEAR W, SEE SHV SCHEDULE MST HOLDOWN ,.r,'LAN FOR SIZE LOCA11ON SOLE PLATE NAILING SEE SHEAR WALL SCHEDULE EX SHEAR WALL SHEATHING SEE SHEAR WALL SCHEDULE 10 PLATE NAILING 3HEAR WALL )ULE XG AT 4'—O"O.C. —16d AT TOP d AT EA. END FOR SHEAR WALL N qPP qWPAP WAI I X M TYP, FLOOR & ROOF . INCT W AKIP-9 w uo 6-0 vur vae � w I % OF OPENING l b d NAlUi Al 10 U,L;. AT TOP PLATE CONN. TYPICAL FHA9 OVER PLUMBING PENETRATION FASTEN PLATE TO BOARD W/ LONGEST DIMENSION BETWEEN HOLE AT SPLICE 10 .blczTr.1) Ir. a '.',*rOLLECTOR LINE rYP, U.O.N, OPTIONAL "LU" HANGER W/ NOTCHED RAFTER < OF STRAP & FACE OF POST I InME70 Mi A TC' .00R FOR 'ICON CHART. NCt7E; ALL t PAND PRE — FOR 4 LSTA S --------------------- R 1 AT 13Efi • 8' MIN. 6' 4 i i CURB d i Pi itr/P W41 Y • y y � �n RTA ....... . .. POPH""I"AL ASSEMBLY SINGLE Pr"'O L ASSE� 5/8" DIA. MUDSILL A.B. SSTS28 NOTES t 'REFER TO THE CURRENT SIMPSON MAX_ CONNECTOR CATALOG FOR TEMPLATE SELECTION CHART, SWT EXTERIOR TEMPLATE (FOR 2x FORM BOARDS) 5/8 * DIA. MUDSILL A.B. SISTR28 NOTEi ALL NECESSARY HARDWARE, FOR PANEL INSTALLATION j IS PRE -ATTACHED OR P OVIDED< EXCEPT ,FOR TEMPLATE AND ANCHOR BOLTS4 FULL LENGTH GARAGE. HEADER PER DETAILS 5 & 6 REQUIRED MOI T RF CONTENT IS 19% OR LESS AT TIME OF INSTALLATION KAI.-Ole.ss materials., whenever possible,, such asphaft, scrap metal, solvents, cleared vegetation, paper, rock, and intenance materials such as used oil, batteries, and tires: www.LedugewajteoirC f all wastes properly. Materials that *ecycled must be taken to an appropriate V ispored of as hazardous waste. Never materitals or leave them in the street or Pk or stream bed. to local grading and building pennits. you If obtain coverage under the State#s instruction Activity Stormwater Permit if kuction s!Ws disturbed area totals 5 iore, Information on the General Permit i 31ned from the Regional Water Quality ard. (This criteria will change to one acre a003.) dust from non -hazardous J sand blasting may be Aed in plastic drop doths and sh. otripping residue, and chips rine paints, or paints mercury or Ijibutyl tin must hazardous wastes.'Lead val requires a state -certified cleaning building exteriors .1 water, block storm drains. r onto a dirt area and spade Landscape contractors should take clippings and pruning waste to a landfill that composts yard waste (BFI's Newby Isl4nd. and Zahker Rd. landfill are the nearest). Do not blow or rake leaves into the street,, Roadwork zAmmo-nd Pavin Control algae with chlorine or other alternatives, such as sodium bromide. Filter Cleaning Storm Drain. Pollubon from Roadwork , U Avoid paving and seal coaring in vWj 6 40 LI i