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14040206CITY OF CUPERTINO BUILDING PERMIT BUILDING ADDRESS: 19349 STEVENS CREEK BLVD CONTRACTOR: JOSEPH J ALBANESE INC PERMIT NO: 14040206 OWNER'S NAME: MAIN STREET CUPERTINO AGGREGATOR LL 1 986 WALSH AVE I DATE ISSUED: 04/30/2014 OWNER'S PHONE: 6503441500 1 SANTA CLARA, CA 95050 1 PHONE NO: (408)727 -5700 LICENSED CONTRACTOR'S DECLARATION License Class\ Lic. # Aq Contractor ,�1. `�� Arlbanes� Date 50 1 I hereby affirm that I am licensed under the provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business & Professions Code and that my license is in full force and effect. I hereby affirm under penalty of perjury one of the following two declarations: I have and will maintain a certificate of consent to self - insure for Worker's Compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I have and will maintain Worker's Compensation Insurance, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. APPLICANT CERTIFICATION I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives of this city to enter upon the above mentioned property for inspection purposes. (We) agree to save indemnify and keep harmless the City of Cupertino against liabilities, judgments, < costs, and expenses which may accrue against said City in consequence of the granting of this permit. Additionally, the applicant understands and will with all non -point source regulations per the Cupertino Municipa , ection 9 18. g !"'"�� /�'i'ld� Si nature Date ❑ OWNER- BUILDER DECLARATION I hereby affirm that I am exempt from the Contractor's License Law for one of the following two reasons: I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec.7044, Business & Professions Code) I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec.7044, Business & Professions Code). I hereby affirm under penalty of perjury one of the following three declarations: I have and will maintain a Certificate of Consent to self - insure for Worker's Compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I have and will maintain Worker's Compensation Insurance, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Worker's Compensation laws of California. If, after making this certificate of exemption, I become subject to the Worker's Compensation provisions of the Labor Code, I must forthwith comply with such provisions or this permit shall be deemed revoked. APPLICANT CERTIFICATION I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives of this city to enter upon the above mentioned property for inspection purposes. (We) agree to save indemnify and keep harmless the City of Cupertino against liabilities, judgments, costs, and expenses which may accrue against said City in consequence of the granting of this permit. Additionally, the applicant understands and will comply with all non -point source regulations per the Cupertino Municipal Code, Section 9 18. Signature Date. JOB DESCRIPTION: RESIDENTIAL EJ COMMERCIAL ❑ INSTALL (N) TEMPORARY CONSTRUCTION TRAILER (VALLCO & FINCH) Sq. Ft Floor Area: Valuation: $3000 APN Number: 31620109 19349 I Occupancy Type: I PERMIT EXPIRES IF WORK IS NOT STARTED 180 DAYS OF PERMIT ISSUANCE OR Date: RE- ROOFS: 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: Date: ALL ROOF COVERINGS TO BE CLASS "A" OR BETTER HAZARDOUS MATERIALS DISCLOSURE I have read the hazardous materials requirements under Chapter 6.95 of the California Health & Safety Code, Sections 25505, 25533, and 25534. I will maintain compliance with the Cupertino Municipal Code, Chapter 9.12 and the Health & Safety Code, Section 25532(a) should I store or handle hazardous material. Additionally, should I use equipment or devices which emit hazardous air contaminants as defined by the Bay Area Air Quality Management District I will maintain compliance with the Cupertino Municipal Code, Chapter 9.12 and the Health & Safety Code, Sections 25505, 25533, and 25534. Owner or authorized agent: 4 Date: CONSTRUCTION LENDING AGENCY I hereby affirm that there is a construction lending agency for the performance of work's for which this permit is issued (Sec. 3097, Civ C.) Lender's Name Lender's ARCHITECT'S DECLARATION I understand my plans shall be used as public records. Licensed Professional CONSTRUCTION PERMIT APPLICATION COMMUNITY DEVELOPMENT DEPARTMENT • BUILDING DIVISION 10300 TORRE AVENUE • CUPERTINO, CA 95014 -3255 O (408) 777 -3228 •FAX (408) 777 -3333 • bullding @cupertino.ora "NEW CONSTRUCTION LJ ADDITION U ALTERATION / Ti U REVISION / DEFERRED ORIGINAL PERMIT # PROJECT ADDRESS Vallco & Finch aazlo7 S N # 6 _ � f, — I L� OWNERNAME Main. St Cupertino Aggregator, LLC _ PHONE 650- 344 -1500 E-MAIL STREET ADDRESS 203 Redwood Shores Parkway, Suite 200 CITY, STATE, ZIP Redwood City, CA 95070 FAX 650- 344 -0652 CONTACT NAME Nandy Kumar PHONE 408 -593 -6605 E-MAIL nkumar @schmllc.com STREET ADDRESS Redwood Shores Parkway, Suite 200 CITY, STATE, ZIP Redwood City, CA 95070 FAx ❑ OWNER ❑ OWNER - BUILDER ❑ OWNER AGENT ❑ CONTRACTOR ❑ CONTRACTOR AGENT ❑ ARCHITECT ❑ ENGINEER ❑ DEVELOPER ❑ TENANT CONTRACTORNAME Chris Haley LICENSENUMBER 299880 11MIAMM „, COMPANYNAME Jos. J. Albanese Construction E -MAIL chaley @jalbanese.com FAX 408 - 727 -0366 STREET ADDRESS851 Martin Ave CITY, STATE, ZIP Santa Clara, CA 95050 PHONE 408 - 727 -5700 ARCHITECT/ENGINEER NAME Kenneth Rodrigues LICENSE NUMBER C12818 BUS. LTC # COMPANY NAME Kenneth Rodrigues & Partners Inc. E -MAIL kenr @krparchitects.com FAX 650 - 960 -0707 STREET ADDRESS 445 N. Whisman Road, Suite 200 c Y, STATE, ZIP, Mountain View, CA 94043 PH - 965 -0700 DESCRIPTION OF WORK -� t !Pw no rac v zap, • c t:6. -a-ra.A.,- X�r- /zAc+rw4k7 ,, oZ ( win b�• oei-4 -ino_ 'JdS �. �4t�nese trw'\er an1y. Tr&Jof w111 bC E USE RL NEW DEMO TOTAL I AREA I I NREA I 1 REMODEL AREA I REMODEL AREA I REMODEL AREA TYPE I OCC. I SQ.FT. I VALUATION ($) PORCH AREA DECK AREA TOTAL DECK/PORCH ARE I GARAGE AREA: LJ DETACH []ATTACH # DWELLING UNITS: IS A SECOND UNIT ❑ YES SECOND STORY ❑ YES BEING ADDED? []NO ADDITION? []NO PRE - APPLICATION ❑YES IF YES, PROVIDE COPY OF IS THE BLDG AN ❑YES TOTAL VALUATION: PLANNING APPL # ❑ NO PLANNING APPROVAL LETTER EICHLER HOME? ❑ NO 0tV . 0-0 By my signature below, I certify to each of the following: 1 am the property owner or authorized agent to act e erty owner's behalf. I have read this application and the information I have provided is correct. I have read the Description of Work and verify sac ate. I agree to comply with all applicable local ordinances and state laws relating to building construction. I authorize representatives of Cupertino to ente a above- ideentified property for inspection purposes. Signature of Applicant/Agent: ��— ��- Date: y v 01141 SUPPLEMENTAL INFORMATION REQUIRED _ New SFD or Multifamily dwellings: Apply for demolition permit for existing building(s). Demolition permit is required prior to issuance of building permit for new building. _ Commercial Bldgs: Provide a completed Hazardous Materials Disclosure form if any Hazardous Materials are being used as part of this project. _ Copy of Planning Approval Letter or Meeting with Planning prior to submittal of Building Permit application. Bldg,4pp2011.doe revised 06/21/11 �� CITY OF CUPERTINO TTT 1M0TT1%AF A Tl111) 112TTIT "11VP_ "1VIg10N � SRS 1'1r-, Ckmr k Phgwh_ Plan Che: -Ji 12c:_ T tr C sic_ Lfrc(a. t ntil fee" Tluml>. Pconit 1""e" t3f1? €, Wc'c h, Inds, >. Other Plumb Insp. OthE,>t, /" 1ec. In.y, Lt`r,ip. Fs<c td ?sp. F w__6., b'...,. Q, Metrirt Rrhnnl NOTE: This estimate does not.mcluaefees aue ro orner vepartraetua (L.c. i Lun.L ... s, • - ..—... -• - -• __, _ _ _ __ __ _ _ ___ •__�______.z..__ ,.....:L.LL. , 1....,, ....1,, n., o am"ta !'nntnCi the Debt for addK'l info. vistrtct, etc. ). lnese Lees are busea ure L/LG .GL...L.n{.. FEE ITEMS (Fee Resolution 11 -053 E(f. 711113) i'LL LA iJ.l.a.c: ... ADDRESS: MAIN STREET DATE: 04/30/2014 REVIEWED BY: MELISSA 1dw APN: 316 20 109 "VALUATION: $3,000 *PERMIT TYPE: Building Permit PLAN CHECK TYPE: Alteration / Addition / Repair PRIMARY USE: Commercial Building Suppl. PC Fee: Q Reg. 0 OT PENTAMATION 1 GENCOM PERMIT TYPE: i WORK INSTALL N TEMPORARY CONSTRUCTION TRAILER SCOPE � SRS 1'1r-, Ckmr k Phgwh_ Plan Che: -Ji 12c:_ T tr C sic_ Lfrc(a. t ntil fee" Tluml>. Pconit 1""e" t3f1? €, Wc'c h, Inds, >. Other Plumb Insp. OthE,>t, /" 1ec. In.y, Lt`r,ip. Fs<c td ?sp. F w__6., b'...,. Q, Metrirt Rrhnnl NOTE: This estimate does not.mcluaefees aue ro orner vepartraetua (L.c. i Lun.L ... s, • - ..—... -• - -• __, _ _ _ __ __ _ _ ___ •__�______.z..__ ,.....:L.LL. , 1....,, ....1,, n., o am"ta !'nntnCi the Debt for addK'l info. vistrtct, etc. ). lnese Lees are busea ure L/LG .GL...L.n{.. FEE ITEMS (Fee Resolution 11 -053 E(f. 711113) ... ............ "' FEE QTY/FEE MISC ITEMS Plan Check Fee: $0.00 = # $417.00 Temporary Structures ITEMPSTR Suppl. PC Fee: Q Reg. 0 OT 0.0 hrs $0.00 PME Plan Check: $0.00 Permit Fee: $0.00 Suppl. Insp. Fee-(j) Reg. ® OT 0.0 hrs $0.00 PME Unit Fee: $0.00 PME Permit Fee: $0.00 rr('11OPI 1 JV. ,1dmif,ti, waiive Fey : Work Without Permit? ® Yes (E) No $0.00 Advanced Planning Fee: $0.00 Select a Non - Residential Building or Structure E) 0 71 -a el f)cxdrttrenfalion Fees: Stroniz Motion Fee: IBSEISMICO $0.63 Select an Administrative Item BldgStds Commission Fee: 1BCBSC $1.00 $1.63 $417.00 TOTAL FEE: $418.63 Revised: 04/01/2014 M" 4� vC� Pv `#;r�stalc -'GNl (•� r��' Gb,SS -h-,r� -r.t ler. — o J co FI rtic, AA of n 5+ye e{" f� PN = 316 20 7 NORTH WOLFE ROAD NORTH W I cn M (M cn n M M P® U) M M z cn �T N M M r C ' IR CC NMUNrrr DEVELoPMENT DEP BUILDING DMSION - C:UpERTiNO APPROVED This set of Plans and specifications MUST be kept job site during construction. It is unlawful to m� changes or alterations i from the BuiidingiC therefrom, without app ions SFiA The Stamping of this plan and SO ions r of the V� be held toper nance or Stai of a t r D r F) 0 D lot- CPO <t' Z`3 71 f 4 N. TANTAU AVE. C -Ilki< No 6.::. e Ors LfANCE I'ceV STATE OF CALIFORNIA - DEPARTMENT OF HOUSING AND COMMUNITY DEVELOPMENT REGISTRATION CARD Commercial Modular Decal No: CCG9190 Manufacturer ID/Name 90059 AURORA MODULAR INDUSTRIE. Trade Name AURORA JOB 4167 Model 12X32 DOM 09/3011999 DFS 01/05/2000 RY 1 2000 Exp. Date iJan3l,2015 Serial Number Labelilnsignia Number Weight Length Width SPC 5CC Exempt Use Type 26668 115373 13,440 32' 11'10" ACD 01 B2 ILT Issued Total Fees Paid Feb 12, 2014 $33.00 Addressee MOBILE MODULAR MANAGEMENT CORP 5700 LAS POSITAS RD LIVERMORE, CA 94551 Registered Owner(s) MOBILE MODULAR MANAGEMENT CORP 5700 LAS POSITAS RD LIVERMORE, CA 94551 Situs Address 5700 LAS POSITAS ROAD LIVERMORE, CA 94550 ATTENTION OWNER: THIS IS THE REGISTRATION CARD FOR THE UNIT DESCRIBED ABOVE. PLEASE KEEP THIS CARD IN A SAFE PLACE WITHIN THE UNIT. INSTRUCTIONS FOR RENEWAL: REGISTRATION FOR THIS UNIT EXPIRES ON THE DATE INDICATED ABOVE IN THE BOX LABELED "Exp. Date ". THERE ARE SUBSTANTIAL PENALTIES FOR DELINQUENCY. IF YOU DO NOT RECEIVE A RENEWAL NOTICE WITHIN 10 DAYS PRIOR TO THE EXPIRATION DATE, CONTACT H.C.D. FOR RENEWAL INSTRUCTIONS. o�5ING 9" p � aae Z c �~ CUPERTINO RUildin 9 Department APrli 3 25A REVIEVVED FOF� Cooe COMPLIANCE Reviewed ay: IMPORTANT THE OWNER INFORMATION SHOWN ABOVE MAY NOT REFLECT ALL LIENS RECORDED WITH THE DEPARTMENT OF HOUSING AND COMMUNITY DEVELOPMENT AGAINST THE DESCRIBED UNIT. THE CURRENT TITLE STATUS OF THE UNIT MAY BE CONFIRMED THROUGH THE DEPARTMENT. DTI1: 7851826 R 02122014- 320 CONSTRUCTION NOTES SPQE7§N0EX U U ALL WORK SHALL CONFORM TO 2013 car- AND /OR LOCAL BUILDING CODES. I CO 2.) THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS SHOWN ON 2 PADM *gCWOR PL� mobile PLANS, THE ENGINEER SHALL BE NOTIFIED OF ANY DISCREPANCIES (44' M LIENGTH) ,Q 3a ALL LUMBER IN CONTACT WITH OR WITHIN 8" OF SOIL TO BE PRESERVATIVE TREATED. 3 7 Mg 6�PL� modular 4a ALL FASTENERS USED IN FOUNDATION MUST BE GORROSICN RESl57ANT. 4 PAD/1=G5�?%t�NCHC R DgQILS 1 a r aM 5J ADJACENT GROUND SUFFACES SHOULD BE SLOPED AWAY FROM STRUCTURE AT � �v-" Your Project -Our Commitment 5% FOR A MINIMUM DISTANCE OF 10 FEET. DRAINAGE OF SURROUNDING AREA J SHALL BE PROVIDED TO PREVENT ACLU IULATION OF SURFACE WATER DIE $IGN CRI�IA ba SKIRTING CIF USED) MUST BE SELF SUPPORTING t MAY NOT TR445MR ANY LOAD. ROOF LIVE LOAD: 2 U F SKIRTING IS USED, UNDER FLOOR AREA MUST BE VENTILATED AT I SQ. FOOT II450 MISSION BLVD. 5'100 LAS POSITAS RD. FOR EA. 150 $a FEET OF FLOOR AREA. OPENING MUST BE COVERED w/ FLOOR LI �� MIRA LOMA, CA. 91152 LIVERMORE, CA. 94551 CORROSION RESISTANT MESH w/ OPENINGS OF 1/4 INCH. v 6600 0925) 606 - b000 PARTI7I 8a IF MRTNG 15 USED, AN ACCESS OPENING w/ DIMENSIONS NOT LESS THAN 18" x 24" SHALL BE PROV1DED. DESIGN �+y�4 IDI G W WEIGHT OF FINISHED FLOOR ABOVE GRADE SHALL NOT EXCEED 48 -. 1MPOI�TfANCIa P ii I (d �j WIDE 10.) ALL UTILITY/RAMP/STAIR DESIGN AND SITENTILITY /GRADING DESIGN BY oneRS. RISK CATECsORY: I I 12' 1 II-) ALL EARTH ANCHORS SHALL HAVE A TOLERANCE OF 10 DEGREES WIND SPEED/ Ito MPH, COMMERCIAL MoD /� UL ' (VERTICALLY < HORIZONTALLY).' EXPOSURE: EXF, 1C, L/ �t I\ 12.) EARTH ANCHORS SHALL BE MANUFACTURED BY 'A5ESC0' (OR APPROVED MAPPED SPECTRAL �'>�D �� I � iz�>�NCWofi� fi�L,4�(5 EQUAL) STATE OF CAUFoFN[A APPROVAL NUMBER ETS_I"C RS$Fa48E AWaIPATIGN: $p.1 +r� 13.) EARTH ANCHOR TIE STRAP MUST CONFORM To ANSI STD. •A2251 �# l -I0 SECIIOFI @813) Si ■fdla2>g 14.) STEEL PIERS MUST 5E 'TIE DOWN ENGINEERING- SERIES MPP' OR APPROVED SITE CLASS: D EQUAL (PER DESIGN CAPACITY TO BE 4000p UNLESS NOTED) SPECTRAL RESPONSE 5DS* I P> THE INFORMATION IN T4 -EW DRAW W26 IS F ROpRIETARY. THESE I5.) THE MANUFACTURER'S INSTRUCTIONS MUST BE STRICTLY ADHERED TO WHEN COEFFICIENTS: SDI =IDb DRAWINGS MAY NOT B1= REPRINTED, DISTRIBUTED OR USED FOR INSTALLIW;t PIERS, EARTH ANCHORS, TIE STRAPS, ETC, ANY PURPOSE WITH= THE EXPRESSED WRITTEN PEIRM eIv510N $EISMIC DESM CATEGORY: D OF MOBILE MODULAR MANAGEMENT CORPORATION. Iba MODULAR BUILDING To BE CALIFORNIA HOD APPROVED COMMERCIAL MODULAR BASIC SEISMIC LT FRAM= WALL SEAL BLDG SIZE rU ACUMEN ENGINEERING HAS NOT INVESTIGATED THE SOILS SUPPORTING THIS FORCE RESISTING SMSTE`i USWI PLAT BUILDING: THE ALLOWABLE BEARING CAPACITY I$ ASSUMED TO BE Boo PSF t SYSTEM STRAP I'J W-,qa �+, �� t ADDRESS CF NSTALLATION 7TaE ALLOWABLE ANCHOR PULLOUT CAPACITY IS ASSUMED TO Be 2962 LSS. IF .\ ACIUi4L SOIL CONDITIONS AT THIS SITE ARE IaIOWK TO VARY FROM THESE DESIGN EASE S1E,4R: "DOW ASSUMPTIONS, THEN ACUMM 84GINEERNS MUST BE NOTIFIED R"MIATELY. 5EI$MIC RE$f�ON$E D ` 18J ACUMEN ENGINEERING WILL NOT INSPECT THE INSTALLED FOUNDATION SYSTSK C 9MCIi= M (Ce) , E c M% THE OWNER OF TH18 BUILDING AGREES TO INDEMNIFY ACUMEN ENGINEERING FOR ID 2 x 1 - `' ,1 DAMAGES ARISING FROM IMPROPER INSTALLATION. RESPONSE MODIFICATION f CTOR (W 4 v 19.) THESE DRAWINGS MAY NOT BE USED FOR BUILDINGS WITH ANY OF THE FA COYER SHEET FOLLOWING ELEMENTS: PARAPETS, FIRE RATED EXTERIOR WALLS, STUCCO ANALYSIS EQUfVALENT LATERAL �' �';Er ""� °s- iXTERIOR FINISH OR ROOF PITCH GREATER THAN 2:12. PROCEDURE: , FORCE � ` � DRAIIlrI BY DATE' ANALYSES i7;= � :,, t ;�% Al'1N 12/ID2/13 REDUNDANCY FACTOR 15 �+ ZD1 SCALE NOTED JOB p/tIr♦dCJGP MAN L SH1=E C I of 4 SHEIrTS MODULE LEWzTH -5" 4' -10" MAX lF MAX PIER 5PACING 15 EXCEUPED, AXLE ASSEMBLY M PIER INSTALL (2) PIER5 IMMEDIATELY MAY BE LEFT SPAClhM ADJACENT TO EA. OTHER AT FRONT ON MODULE MAX 4 REAR OF AXLE ASSEMBLY. � - -- --- — — --- O - -- - -- [� `TT' <\ II I i I I 1 1 A -- - - - - -- —, --� —� - -� —`Ll —4 CENTERLINE OF — TRANSVERSE OUTLINE OF�------ LONCsITUDWAL CHASSIS MAIN ANCHOR PUfLDINCs A1y�1OR RAIL O YP) AWYE READ /F1ER /ANGHPE i°L,AN (44' MAX LENS- -TH) NO f; I-) IF ACTUAL MODULE LEN*TH IS NOT SHOM IN ANCHOR SCHEDULE, USE NEXT LAW-EST LENCsTI4. ANCHOR REQUIREtiENT5 t3LIXs SIZE TRANSVERSE LO [TUDMAL 12'x 82' ABCDEF Cs1dJK 12' x 40' A.B.C)P,EP Cskl JK 12' x 42' ABCDEP CskWK 12' x 44' A6CDEP CsH !JC THE INFORIATION IN THESE DRAWINGS IS PROPRIETARY. THESE DRAWINGS MAY NOT M iRF-PRiNTED, DISTRIBUTED OR USED FOR ANY PUWO -4a WITHOUT THE EXPRESSED WRITTEN•PERI-IISSION OF MOBILE MODULAR MANAC3EMENT CORPORATION. D1 C 2 7 2013 �mwnlsw-. mobile modular I-P YOW Project - ax C Mmlttna t :)/'lER/ANGHOR F'! (44' MAX LENGTH) AMN NOTED] — ' 12AIID ra- SWEET 2 OF 4 SWEETS MODULE LENGTH qW -10- MAX [F MAX PIER SPACING IS EXCEEDED, AXLE A55EMBLY PIER INSTALL (2) PIERS IMMEDIATELY MAY BE LEFT SPACIWX ADJACENT TO HA, OTHER AT FRONT ON MODl1LE MAX t REAR OF AXLE ASSEMBLY. O --- - - O �TT' _�O Q z. Lz. ii ii ii 1() FAD/f=1ER /AN.G -EOM' FLAN CH�15�MAIN TRANS WILDING LONGANC44OL (60` MAX LENGTH) RAIL (TYP) A50YE ANCHOR NOTE. I) IF ACTUAL MODULE LENGTH IS NOT SHOI N M ANCHOR SCHEDULE, USE NEXT LARGEST LENGTH ANCHOR REQUIREMENTS BLDG SIZE I HAL 12' x 52' A,Br -AEF GJ4,JK W X 6V AG,DF,L" N.P d04JK.5kR THE INFORMATION IN THESE DR LuW-;5 15 PROPRIETARY. THESE DRAWW5S MAY NOT BE REPRINTED, DI5TRI5UTEp OR USED POR ANY PURPOSE WIT44OUT THE EXPRESSER WRITTEN PERMISSION OF MOBILE MODULAR MANACjEMENT COR'ORATION DEC 2 7 20D affiffiscaft- mobile modular w Your Pro,Jeat - Ors Gommttmdrt (60' MAX L.ENGTW) N 8Y DATE qxm l 121110C SWEET 3 OF 4 SHEETS -FLOOR FLOOR FLOOR FLOOR JOISTS PLYUJOOD JOISTS PLYWOOD FLOOR FL OOR FLOOR -- _:..... - -_,, - -_ JOISTS PLywov JOISTS PLYUIODID VERT FLANGE TO VERI'_ FLAWSE TO LSE POSITIONED ME P051TIONW CHASSIS ON ALT. SIDES w/ CN ALT. SIDES w/ EVERT OT14ER 0445318 MAN RAIL PIER ALONG MAIN RAIL PIER ALONG OTHER MAIN RAIL MARY RAIL 40" L5 CHASSIS LOCK TOP OR LOCIG SOP OR STEEL ER RATED 4000 La RATED MAIN RAIL OoLi -Cf i TOP MAN RAIL BOLT-ON TOP STEEL PIER 4000 LB (ONE FOR EA g00�p L6 (ONE FOR PA EXISTING AG. RATED ANCHOR) PAVEMENT 2X, 44' RATED ANCHOPJ P.T. PAID STEEL PIER GROJND STEEL PIER P.T. PAD 2Xi2X241 i0' -6(P' ANCHOR 24244" 10• -B0• ANCHOR OLIND WEEMMEWN I`?T. PAD TIE STRAP P.T. PAID TIR STRAP o a 'HALT CROSS DRIVl; EARN ,BOIL EXISTING AC. ANCHOR W/ STABILIZER ASPHALT PAVEMENT a" `3.01 PLAT!^ (ALT. DOUBLE DETAIL MIN TwfcKIMss) WELrx AUGER ANCHOR � N.rs. (TYPICAL PIER) CROW UTH STABILIZER R) EARN ANCHOR IS" GRINT AIL (LONGITUDINAL MIN GRO UND ANCHOR) —C� I— AS- 8�.1'I :' FLOOR FLOOR 'w'� MAX PLYWOOD, PLYWOOD L ANCHOR - — - -- __ TIE STRAP FLOOR FLOOR THE INFORhLATION rN TNESE op AwrNGS Is oPtzl ral T JOISTS JOISTS DRAWINGS MAY NOT EE REPRINTED, t)ISTRIBUTED OR USED i-OR STRAP NOT CA-14,5515 gam° B� E CHASSIS ANY PURPOSE w1TNOUT T{ a 1: ESSED WRiTTEti! P 15SION T. PEFU`IITIFJ7) HAM RAIL (HOOKS NOT MAIN RarL OF M08ILE MOC+ULA'R MANAGEMENT CORPORATION. PERHITCED) 4000 LB �MD RATED $TEFL 6ROlRU7 PATER STEEL. .emrtln" °- ANCHOR PIER TIE STRAP TIE STRAP R PIER a I0• -wm- F.r IIAP 10• -s0• 2XIW4" - mobile modular q T Your C'rojact - Our Commftmeltt Cs� „� EARrfI ANCHOR :: a 7I��l. 4 :� CROSS DRIVE S<ISTMG AC. PAVEMENT wt TADD LIBLS HELP( AUGER L M EARTH ANCHOR (2' MM THlaaaESS) ANC 9 R UIfTN STABILIZER IR) PAD/PIER/ANCHOR V3D ? DETAILS i =TAIL (TRANS1�Ei,E Lftil�l. � Dk'AU�lBY pt21/1, B. CsROUND ANCHOR) ErJ� r�M�GO AM 02A3 ALE 0" E 2 % 2G i3 NoTE>, P SHEET 4 OS ► , DESIGN CALCULATIONS uPERT'INO FOR: HUilding Department 12' WIDE COMMERCIAL MODULAiz;';;, '+ PAD /PIER /ANCHOR SYSTEM � _ dyv.= ¢ aft (110 MPH / EXP'C' WIND) 50 PSF IMPORTANCE FACTOR: REViE vUi-� rOR CODE COMPLIANCE PAD CAPACITY Reviewed y. ��..• PROJECT: R4 �' RISK CATEGORY: II PAD /PIER SPACING gPR3® WIND SPEED J 110 MPH, SPECTRAL RESPONSE .�y ANCHOR QTY 9 PREPARED FOR: EXP'C' 11450 MISSION BLVD. MIRA LOMA, CALIFORNIA 91752 (951) 360 - 6600 mobile modular Your Project - Our Commitment PREPARED BY: 12808 SOUTH 600 EAST ACUMEN- DRAP R, UT, 0 0 Engineering Inc. (801)571-9877 � FAX (801) 571 - 9951 5700 LAS POSITAS RD. LIVERMORE, CALIFORNIA 94551 (925) 606 - 9000 DEC 2 7 2013 COVER SHEET 1 ROOF LIVE LOAD: 20 PSF DESIGN CODE: 2013 CBC DESIGN LOADS 2 FLOOR LIVE LOAD: 50 PSF IMPORTANCE FACTOR: 1.0 PAD CAPACITY 7 PARTITION LOAD: 15 PSF RISK CATEGORY: II PAD /PIER SPACING 8 WIND SPEED J 110 MPH, SPECTRAL RESPONSE ANCHOR QTY 9 EXPOSURE: EXP'C' ACCELERATION: (Ss) 1.50 g OVERTURNING 11 ALLOWABLE SOIL (Si) 0.60 g BEARING PRESURE: 1500 PSF SITE CLASS: D Title to these calculations remains with ACUMEN ENGINEERING, INC. The information herein is for the sole use of MOBILE MODULAR MANAGEMENT CORP. and shall be held confidential. Re -use or reproduction in whole or in part is prohibited. Acumen Engineering, Inc. JOB TITLE 12' Wide Commercial Modular 12808 South 600 East Pad/Pier/Anchor Plans Draper, UT 84020 JOB NO. SHEET NO. 801 -571 -9877 CALCULATED BY DATE acumeneng@msn.com CHECKED BY DATE www.struware.com Code Search Code: ASCE 7 -10 Occupancy: Occupancy Group = B Business Risk Category & importance Factors: Risk Category = II Wind factor = 1.00 Snow factor= 1.00 Seismic factor = 1.00 Type of Construction: Fire Rating: Roof = 0.0 hr Floor = 0.0 hr Building Geometry: Roof angle (e) Building length (L) Least width (B) Mean Roof Ht (h) Parapet ht above grd Minimum parapet ht 0.25112 1.2 deg 44.0 ft 12.0 ft 13.0 ft 0.0 ft 0.0 ft Live Loads: Roof . 0 to 200 sf: 20 psf 200 to 600 st 24 - 0.02Area, but not less than 12 psf over 600 sf: 12 psf Floor: Typical Floor Partitions 50 psf 15 psf a Acumen Engineering, Inc. 12808 South 600 East Draper, UT 84020 801- 571 -9877 acumeneng@msn.com JoBTrrLE 12' Wide Commercial Modular Pad/Pier /Anchor Plans JOB No. SHEET NO. CALCULATED BY DATE CHECKED BY DATE Wind Loads: ASCE 7- 10 500 ft Zmin = Ultimate Wind Speed 110 mph C = 0.20 Nominal Wind Speed 85.2 mph 3.4 Lz = Risk Category If Q = 0.95 Exposure Category C 0.23 G = Enclosure Classif. Enclosed Building Re_ = 28.282 r) = 0.000 Internal pressure +1-0.18 0.000 R = Directionality (Kd) 0.85 G = 0.000 Kh case 1 0.849 Kh case 2 0.849 Type of roof Gable Topographic Factor (Kzt) Topography Flat 4>r•;wr::i _ _'::Idc,;.e,r�.;.rtdi _ Hill Height (H) 0.0 It H< I6ft,exp C H.'2 Half Hill Length (Lh) 0.0 ft Kzt =1.0 Actual H /Lh - 0.00 Use H /Lh - 0.00 Modified Lh = 0.0 ft ESCARPMENT From top of crest: x = 50.0 ft Bldg up /down wind? downwind k'(7) Z H /Lh= 0.00. K, = 0.000 x/Lh = 0.00 K2 = 0.000 - (rJ�frgR��i ::frJgi:,it; +ICrr)i z/Lh = 0.00 K3 = 1.000 H At Mean Roof Ht: yt Kzt = (1 +KIK2K3) 62 = 1.00 - 2D RIDGE or 3D AXISYMMETRICAL HILL Gust Effect Factor h = 13.0 ft B = 12.0 ft Jz(0.6h)= 15.0 It Riald Structure e = 0.20 t .= 500 ft Zmin = 15 ft C = 0.20 9a, 9v = 3.4 Lz = 427.1 ft Q = 0.95 lz = 0.23 G = 0.90 use G = 0.85 FleJdble structure if natural frequency < 1 Hz (T > 1 second). However, if building 11113 < 4 then probably rigid structure (rule of thumb). h/B = 1.08 Therefore, probably rigid structure G = 0.85 Using rigid structure default Flexible or Dynamically Sensitive Structure Natural Frequency (qj) = 0.0 Hz Damping ratio (p) = 0 /b = 0.65 Jct = 0.15 Vz = 92.9 All = 0.00 Kn = 0.000 Rh = 28.282 8 = 0.000 Re = 28.282 r) = 0.000 Re_ = 28.282 r) = 0.000 9R = 0.000 R = 0.000 G = 0.000 h = 13.0 It Acumen Engineering, Inc. Wind Normal to Ridge B/L = 0.27 h/L = 1.08 JOB TITLE 12' Wide Commercial Modular' 12808 South 60D East Dist' Cp ghGCp w / +q;GCpi w / -ghGCpl Windward Wall (WW) Pad /Pier /Anchor Plans 15.2 Draper, UT 84020 0.80 JOB NO. SHEET NO. 801 -571 -9877 -0.50 _ _ CALCULATED BY DATE acumeneng @msn.com - 0.22 _ _ CHECKED BY DATE Wind Loads - MWFRS all h (Enclosed /partially enclosed only) -17.3 -9.3 Kh (case 2) = 0.85 h = 13.0 ft GCpi = +/ -0.18 Leeward Roof (LR) Base pressure (qh) = 22.4 psf ridge ht = 13.1 ft G = 0.85 Roof Angle (8) = 1.2 deg L = 44.0 It qi = qh -22.0 Roof tributary area - (h/2)" L: 286 sf B = 12.0 It -0.90 -17.1 (h/2)•B: 78 sf > h/2* -0.70 -13.3 -17.3 -9.3 Ultimate Wind Surface Pressures lncf) -0.90 Surface Wind Normal to Ridge B/L = 0.27 h/L = 1.08 Wind Parallel to Ridge L/B = 3.67 h/L = 0.30 Cp ghGCp w / +q,GC�i w /- ghGCpl Dist' Cp ghGCp w / +q;GCpi w / -ghGCpl Windward Wall (WW) 0.80 15.2 see table below 0.80 15.2 see table below Leeward Wall (I-W) -0.50 -9.5 -13.5 -5.5 - 0.22 -4.1 -81 -0.1 Side Wall (SW) -0.70 -13.3 -17.3 -9.3 -0.70 -13.3 -17.3 -9.3 Leeward Roof (LR) '• Included In windward roof Windward Roof: 0 to hl2* -1.16 -22.0 -26.0 -17.9 0 to h/2* -0.90 -17.1 -21.1 -13.1 > h/2* -0.70 -13.3 -17.3 -9.3 h/2 to h* -0.90 -17.1 -21.1 -13.1 h to 2h* -0.50 -9.5 -13.5 -5.5 > 2h* -0.30 -5.7 -9.7 -1.7 - -now angle c iv aegrees. i nererore, ieewaro roor - tlorizoniai aisiance Trorn wlnawara edge Is Included In windward roof pressure zones. W_ indward Wall Pressures at "z" (DSO Combined WW + LW Windward Wall Normal Parallel LR \ z Kz Kzt gLGCp w / +gpCa w / -ghGCq to Ridge to Ridge h= 0 to 15' 0.85 �J )1.0, /y 0 ¢ 115.2 0}�} 1}1.2 yp 19.2 ,pp24.7 19.3 (j f toy f Pig $�r MOTE: See figure inASCE7 for the application of full and partial loading of the above wind pressures. There are 4 different loading cases. Para et z Kz Kzt qp (psf) 0.0 ft 0.85 1.00 OA Windward parapet: OA psf (GCpn = +1.5) Leeward parapet: 0.0 psf (GCpn = -1.0) Windward roof overhangs ( add to windward roof pressure) 15.2 psf (upward) lva7D 1 =1RID NORbIAL TO RMOU WRIT Std � r � \r71rD / �i^ DIRECTfOt! \MD PARALLa TO P1DGE =tam - fycy- AIfEC IIGIij� .f/" VV :��Ptci.L +x�mwrr_ar� Acumen Engineering, Inc. 12808 South 600 East Draper, UT 84020 801 -571 -9877 ar-urnoneng@msn.com Seismic Loads: ASCE 7 -10 Risk Category: II Importance Factor (1) : 1.00 Site Class: D JOB TITLE 12' Wide Commercial Modular' Pad/Pier /Anchor Plans JOB NO. SHEET NO. ' CALCULATED BY DATE CHECKED BY DATE Strength level Forces Ss (0.2 sec) = 150.00 %g - Permitted S1 (1.0 sec) = 60.00 %g Building period coef. (C7) = Fa = 1.000 Srns = 1.500 SDS = 1.000 Design Category = D Fv = 1.500 Sm1 = 0.900 SD, = 0.600 Design Category = D Seismic Design Category = D User calculated fundamental period (T) = Number of Stories: 1 0 sec Use T = 0.138 Structure Type: All other building systems ASCE7 map= Horizontal Struct Irregularities: No plan Irregularity Seismic response coef, (Cs) = Vertical Structural Irregularities: 1a) Stiffness Irregularity —Soft Story 0.250 Flexible Diaphragms: Yes Sd1 1 /RT = Building System: Bearing Wall Systems but not less than Cs = Seismic resisting system: Light framed wall system using flat strap bracing 0.075 System Structural Height Limit: 65 ft Actual Structural Height (hn) = 13.1 ft See ASCE7 Section 12.2.5 for exceptions and other system limitations DESIGN COEFFICIENTS AND FACTORS Model & Seismic Response Analysis Response Modification Coefficient (R) = 4 Perrnitted (see code for procedure) Over - Strength Factor (Do) = 2 Deflection Amplification Factor (Cd) = 3.5 bDS = 1.000 Sot = 0.600 p = redundancy coefficient Seismic Load Effect (E) = p QE +I- 0.280s D = p QE +/- 0.200D QE = horizontal seismic force Special Seismic Load Effect (Em) = DO QE +I- 0.25DS D = 2.0 QE +/- 0.200D D = dead load PERMITTED ANALYTICAL PROCEDURES Simplified Analysis - Use Equivalent Lateral Force Analysis Equivalent Lateral -Farce Analysis - Permitted Building period coef. (C7) = 0.020 Cu = 1.40 Approx fundamental period (Ta) = Crhn = 0.138 sec x= 0.75 Tmax = CuTa = 0.193 User calculated fundamental period (T) = 0 sec Use T = 0.138 Long Period Transition Period (TL) = ASCE7 map= 10 Seismic response coef, (Cs) = SDSI /R = 0.250 need not exceed Cs = Sd1 1 /RT = 1.089 but not less than Cs = 0.5" S11 /R = 0.075 USE Cs = 0.250 Design Base Shear V = 0.250W Model & Seismic Response Analysis - Perrnitted (see code for procedure) ALLOWABLE STORY DRIFT Structure Type: Ali other structures Allowable story drift = 0.020hsx where hsx is the story height below level x H SEISMIC LOAD EFFECTS FOR ANCHOR DESIGN (Simplifled Design Procedure - ASCE 7 -10) - Input: Design Base Shear: (V) 0.250 W Calculations: Maximum Seismic Load Effect: (no gravity loads on anchors) Seismic Load Effect: (no gravity loads on anchors) Em = Qo(Qe) + 0 (Eq. 12.4 -7) Overstrength Factor: (Do) = 2.0 Earthquake Load Due to Base Shear: (Qe) = V Em = 0.500 W E = p(Qe) + 0 (Eq. 12.4 -3) Redundancy Factor: (p) =1.3 Earthquake Load Due to Base Shear: (Qe) = V E = 0.325 W Governing Earthquake Load: E = 0.500 W Allowable Stress Design: 0.7E (Section 2.4.1) Earthquake Load Used in Lateral Design: 0.350 W -, a Single Pad Configuration Calculations: Bearing Pad Capacity Calculations: Assumed Bearing Capacity: (B,) 1500 psf Pad Specifications (Tp)" x (Wp) x (Lp) Nominal: 2 x 12 x 24 Actual: 1.5' x 11.25 x 24 Lp Cp Lw CID W Species: P.T DF -L #2 Cross Sectional Area: (Ap) 16.9 in Section Modulus: (Sx,p) 4.2 in3 . Assume Load on Pad is Centered Load Width on Pad: (L,,,) 10 in Pad Cantilever: (Cp) 7 in Fe = 900 x 1.2 x 1.25 x 0.8 = 1080 psi (CD) (Cf,) (C) F,; = 180 x 1.25 x 0.8 = 180 psi (CD) (CI) Uniform Distributed Load: W = (B, / 144) x WP 117 pli Maximum Moment: Mmax = 0.5 x W x Cpl 2871 Ibs Allowable Bending Stess: fb = Mmax / Sx. p 681 psi < Fti => OK in Bending Maximum Shear: Vmax = W x C. 820 lbs Allowable Shear Stess: fv =1.5 x (Vmax / Ap) 72.9 psi < F„` _> OK in Shear _> Capacity of Each Pad is: 3000 Ibs M PADIPIER SPACING Input Data: Roof Live Load: (RI) 20 psf Roof Dead Load: (Rd) 6 psf Exterior Wall Dead Load: (Wd) 5 psf Floor Live Load: (Fl) 50 psf Floor Partition Load: (Fp) 15 psf Floor Dead Load: (Fd) 7 psf Module Width: (W) 11.67 feet Sidewail Height: (H) 8 feet Pad Capacity: (P) 3000 ibs (GOVERNS) Pier Capacity: (P) 4000 Ibs Calculations: Weight of Exterior Wall: We : (Wd x H) 40 plf Load Acting on Outside Chassis Main Rails: Wo = ((Ri +Rd +FI +Fp +Fd)(W /2)) +We 612 plf Maximum Spacing of Piers on Outside Main Rails: S = P/Wo 4.90 feet f r ANCHOR DESIGN -12' Wide Buildings Input Data: Design Wind Pressure: (P) 16 psf Seismic Load Factor: (SI) 0.35 W Roof Dead Load: (Rd) 6 psf Floor Dead Load: (Fd) 7 psf Exterior Wall Dead Load: (Wd) 5 psf Roof Live Load used in Seismic Calculation: (RI) 0 psf Partition / Fixture Load used in Seismic Calculation: (Pd) 5 psf Floor Live Load used in Seismic Calculations: (FI) 0 psf Building Depth: (D) 11.67 feet Exterior Wall Height: (H) 8 feet Roof Depth: (R) 1,5 feet Floor Depth: (F) 0.67 feet Skirting / Foundation Height: (S) 3.33 feet Miscellaneous Loads: (MI) 500 lbs Lateral Load Resistance of Anchor /Strap Assembly: VL 2962 lbs Building Length: (L) 32 feet 40 feet 42 feet 44 feet Calculations: Transverse Load: Base Shear Due to Wind: Vw = P x (R + F + H + S /2) x L 6060 lbs 7574 lbs; 7953 lbs, 8332 lbs Base Shear Due to Seismic: Vs = (Si)(((LxD)(Rd +Fd +RI +Pd +Fi))+ ((L +D)x2xHxWd)) +MI} 3750 lbs 4563 lbs 4766 lbs 4969 lbs Governing Transverse Base Shear:(V) 6060 lbs 7574 lbs 7953 lbs 8332 lbs Lonaitudinal Load: Base Shear Due to Wind: Vw = P x (R + F + H + S /2) x D 2210 lbs 2210 lbs 2210 lbs. 2210 lbs Base Shear Due to Seismic: (Vs) 3750 lbs 4563 lbs 4766 lbs 4969 lbs Governing Longitudinal Base Shear(VI) 3750 lbs 4563 lbs 4766 Ibs 4969 lbs Ground Anchor Quantity: In Each Transverse Direction: Nt = V/VL 2.05 say 3 2.56 say 3 2.69 say 3 2.81 say 3 In Each Longitudinal Direction: Nt = VI/VL 1.27 say 2 1.54 §ay 2 1.61 say 2 1.68 say 2 Total Quantity of Anchors Required: 10 Anchors 10 Anchors 10 Anchors 10 Anchors i �s ANCHOR DESIGN -12' Wide Buildings Input Data: Design Wind Pressure: (P) 16 psf Seismic Load Factor: (SI) 0.35 W Roof Dead Load: (Rd) 6 psf Floor Dead Load: (Fd) 7 psf Exterior Wall Dead Load: (Wd) 5 psf Roof Live Load used In Seismic Calculation: (RD 0 psf Partition I Fixture Load used In Seismic Calculation: (Pd) 5 psf Floor Live Load used in Seismic Calculations: (FI) 0 psf Building Depth: (D) 11.67 feet Exterior Wall Height: (H) 8 feet Roof Depth: (R) 1.5 feet Floor Depth: (F) 0.67 feet Skirting i Foundation Height: (S) 3.33 feet Miscellaneous Loads: (MI) 500 lbs Lateral Load Resistance of Anchor /Strap Assembly: VL 2962 lbs Building Length: (L) 52 feet 60 feet Calculations: Transverse Load: Base Shear Due to Wind: Vw= Px(R +F +H +Sl2)xL 9847 lbs 11362 lbs Base Shear Due to Seismic: Vs = (Sl)(((LxD)(Rd +Fd +RI +Pd +Fo)+ ((L +D)x2xHxWd)) +MI) 5781 lbs 6593 lbs Governing Transverse Base Shear:(V) 9847 lbs 11362 lbs Longitudinal Load: Base Shear Due to Wind: Vw = P x (R + F + H + S12) x D 2210 lbs 2210 lbs Base Shear Due to Seismic: (Vs) 5781 lbs 6593 lbs Governing Longitudinal Base Shear:(VI) 5781 lbs 6593 lbs Ground Anchor Q antiy: In Each Transverse Direction: Nt = VNL 3.32 say 4 3.84 say 4 In Each Longitudinal Direction: Nt = VINL 1.95 say 2 2.23 say 3 Total Quantity of Anchors Required: 12 Anchors 14 Anchors ANCHOR DESIGN (OVERTURNING) -12' x 44' Building - CHECK FOR OVERTURNING - BY OBSERVATION, WIND IN TRANSVERSE DIRECTION IS CRITICAL. - CHECK OVERTURNING ABOUT POINT W TO ENSURE ADEQUATE GROUND ANCHOR QUANTITY. Input Data: Module Width: (D) Module Length: (L) Main Rail Spacing: (MRS) Roof Depth: (R) Wail Height: (H) Floor Depth: (F) Chassis Depth: (C) Roof Dead Load: (Rd) Wall Dead Load: (Wd) Floor Dead Load: (Fd) Uplift Pressure: (Pu) Horizontal Pressure: (PH) Anchor Capacity: (Ac) 11.67 ft D 44 ft U I 6.29 ft . 1.5 ft 8 ft 0.67 ft 0.83 ft 7 Ibs 5 lbs 6 Ibs 15.6 psf 16 psf 2962 ibs IT A Calculations: Module Height: (Mh) = R + Wh + F = . Distributed Horizontal Load: (H) = Pa x L x Mh = Distributed Uplift: (U) = Pu x D x L = Dead Load: ( W)= ((Rd +Fd)x(DxQ) +(2xHxWdx(D +L))= Overturning Moment: (Mo) Mo = Hx((Mh /2) +C) +(Ux(MRS /2))= Qty of Anchors to Resist Overturning Moment: (Ar) Ar = ((1.5 x Mo) - (W x (MRS / 2)) / (Ac x MRS) = 10.17 ft 7157 Ibs 8008 Ibs 11127 Ibs 67516 Ibs -ft 3.56 say 5 (3 Transverse & 2 Longitudinal) } r� MRS /2 1W MRS u. IT A Calculations: Module Height: (Mh) = R + Wh + F = . Distributed Horizontal Load: (H) = Pa x L x Mh = Distributed Uplift: (U) = Pu x D x L = Dead Load: ( W)= ((Rd +Fd)x(DxQ) +(2xHxWdx(D +L))= Overturning Moment: (Mo) Mo = Hx((Mh /2) +C) +(Ux(MRS /2))= Qty of Anchors to Resist Overturning Moment: (Ar) Ar = ((1.5 x Mo) - (W x (MRS / 2)) / (Ac x MRS) = 10.17 ft 7157 Ibs 8008 Ibs 11127 Ibs 67516 Ibs -ft 3.56 say 5 (3 Transverse & 2 Longitudinal) } r� ANCHOR DESIGN (OVERTURNING) -12' x 52' Building - CHECK FOR OVERTURNING - BY OBSERVATION, WIND IN TRANSVERSE DIRECTION IS CRITICAL. - CHECK OVERTURNING ABOUT POINT'A' TO ENSURE ADEQUATE GROUND ANCHOR QUANTITY. . Input Data: Module Width: (D) 11.67 ft Module Length: (L) 52 ft Main Rail Spacing: (MRS) 6.29 ft Roof Depth: (R) 1.5 ft Wall Height: (H) 8 ft Floor Depth: (F) 0.67 ft Chassis Depth: (C) 0.83 ft Roof Dead Load: (Rd) 7 lbs Wall Dead Load: (Wd) 5 lbs; Floor Dead Load: (Fd) 6 lbs Uplift Pressure: (Pu) 15.6 psf Horizontal Pressure: (Pa) 16 psf Anchor Capacity: (Ac) 2962 lbs H MM IT A Calculations: Module Height: NO = R + Wh + F = Distributed Horizontal Load: (H) = PH x L x Mh = Distributed Uplift: (U) = Pu x D x L = Dead Load: (W) = ((Rd + Fd) x (D x L)) + (2 x H x Wd x (D + L)) _ Overturning Moment: (Mo) Mo = Hx((Mh /2) +C) +(Ux(MRS /2))= Qty of Anchors to Resist Overturning Moment: (Ar) Ar = ((1.5 x Mo) - (W x (MRS / 2)) / (Ac x MRS) = 10.17 ft 8459 lbs 9464 lbs 12980 lbs 79791 lbs-ft 4.23 say 6 (4 Transverse & 2 Longitudinal) i T MRS/2 1W MRS u+ IT A Calculations: Module Height: NO = R + Wh + F = Distributed Horizontal Load: (H) = PH x L x Mh = Distributed Uplift: (U) = Pu x D x L = Dead Load: (W) = ((Rd + Fd) x (D x L)) + (2 x H x Wd x (D + L)) _ Overturning Moment: (Mo) Mo = Hx((Mh /2) +C) +(Ux(MRS /2))= Qty of Anchors to Resist Overturning Moment: (Ar) Ar = ((1.5 x Mo) - (W x (MRS / 2)) / (Ac x MRS) = 10.17 ft 8459 lbs 9464 lbs 12980 lbs 79791 lbs-ft 4.23 say 6 (4 Transverse & 2 Longitudinal) i T { ANCHOR DESIGN (OVERTURNING) - 12'x 60' Building - CHECK FOR OVERTURNING - BY OBSERVATION, WIND IN TRANSVERSE DIRECTION IS CRITICAL. - CHECK OVERTURNING ABOUT POINT W TO ENSURE ADEQUATE GROUND ANCHOR QUANTITY. Input Data: Module Width: (D) 11.67 ft Module Length: (L) 60 ft Main Rail Spacing: (MRS) 6.29 ft Roof Depth: (R) 1.5 ft Wall Height: (H) 8 ft- Floor Depth: (F) 0.67 ft Chassis Depth: (C) 0.83 ft Roof Dead Load: (Rd) 7 lbs Wall Dead Load: (Wd) 5 lbs Floor Dead Load: (Fd) 6 lbs Uplift Pressure:. (Pu) 15.6 psf Horizontal Pressure: (PH) 16 psf Anchor Capacity: (Ac) 2962 lbs H NOMMSEW Calculations: Module Height: (Mh) = R + Wh + F = Distributed Horizontal toad: (H) = PH x L x Mh = Distributed Uplift: (U) = Pu x D x L = Dead Load: (W) = ((Rd + Fd) x (D x L)) + (2 x H x Wd x (D + L)) Overturning Moment: (Mo) Mo = Hx((Mh /2) +C) +(Ux(MRS /2))= Qty of Anchors to Resist Overturning Moment: (Ar) Ar= ((1.5xMo)- (Wx (MRS /2)) / (Ac x MRS) _ JL IT 1A--- 4 10.17 ft 9760 lbs 10920 lbs 14833 lbs 92067 lbs-ft 4.91 say 7 (4 Transverse & 3 Longitudinal) IZ�- MRS /2 1W MRS Calculations: Module Height: (Mh) = R + Wh + F = Distributed Horizontal toad: (H) = PH x L x Mh = Distributed Uplift: (U) = Pu x D x L = Dead Load: (W) = ((Rd + Fd) x (D x L)) + (2 x H x Wd x (D + L)) Overturning Moment: (Mo) Mo = Hx((Mh /2) +C) +(Ux(MRS /2))= Qty of Anchors to Resist Overturning Moment: (Ar) Ar= ((1.5xMo)- (Wx (MRS /2)) / (Ac x MRS) _ JL IT 1A--- 4 10.17 ft 9760 lbs 10920 lbs 14833 lbs 92067 lbs-ft 4.91 say 7 (4 Transverse & 3 Longitudinal) IZ�-