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14040182 CITY OF CUPERTINO BUILDING PERMIT BUILDING ADDRESS: 10411 BUBB RD CONTRACTOR:SC BUILDERS INC PERMIT NO:14040182 OWNER'S NAME: M WEST PROPCO II LLC 910 THOMPSON PL DATE ISSUED:04/28/2014 OWNER'S PHONE: 4084503854 SUNNYVALE,CA 94085 PHONE NO:(408)328-0688 JOB DESCRIPTION:RESIDENTIAL COMMERCIAL LICENSED CONTRACTOR'S DECLARATION ❑ ❑ 67/ APPLE-TEMPORARY CONSTRUCTION TRAILER License Class Lic.# 17 1 Contractorl� � t_/ � ►CT Date 4/t� 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. 1 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. Sq.Ft Floor Area: Valuation:$3200 r- - e 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 APN Number:35720010.10411 Occupancy Type: permit is issued. APPLICANT CERTIFICATION I certify that I have read this application and state that the above information is PERMIT EXPIRES IF WORK IS NOT STARTED correct.I agree to comply with all city and county ordinances and state laws relating WITHIN 180 DAYS 0 ; ►� T ISSUANCE OR to building construction,and hereby authorize representatives of this city to enter _ upon the above mentioned property for inspection purposes. (We)agree to save 180 D £fR 1 LAST C• - ED INSPECTION. indemnify and keep h.rmless the City of Cupertino against liabilities,judgments — � .'" costs,and expenses ich may accrue against sai I /ty in consequence of the `�.; granting of this per it. Additionally,the applic,.i,!•understands and will comply %""-'e s by. " Date: with all non- oin source regulatio er the E�ertino Municipal Code,Section - 9.18. ----'_ RE-ROOFS: 9.18. ur 1 1 � Date -4 Ll 'I T All roofs shall be inspected prior to any roofing material being installed.Tf a roof is installed without first obtaining an inspection,I agree to remove all new materials for inspection. 0 OWNER-BUILDER DECLARATION Signature of Applicant: Date: I hereby affirm that I am exempt from the Contractor's License Law for one of the following two reasons: ALL ROOF COVERINGS TO BE CLASS"A"OR BETTER 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 HAZARDOUS MATERIALS DISCLOSURE construct the project(Sec.7044,Business&Professions Code). I have read the hazardous materials requirements under Chapter 6.95 of the California Health&Safety Code,Sections 25505,25533,and 25534. I will I hereby affirm under penalty of perjury one of the following three maintain compliance with the Cupertino Municipal Code,Chapter 9.12 and the declarations: Health&Safety Code,Section 25532(a)should I store or handle hazardous I have and will maintain a Certificate of Consent to self-insure for Worker's material. Additionally,should I use e, ipment or devices which • it hazardous Compensation,as provided for by Section 3700 of the Labor Code,for the air contaminants as defined by the Ba, Area Air Quality Man._e li ent District I performance of the work for which this permit is issued. will maintain compliance with the,C'pertino Mutt'+•al Co. , apter 9.12 and I have and will maintain Worker's Compensation Insurance,as provided for by the Health&Safety Code,Secti t '25505,25533,and 2�.�/> Section 3700 of the Labor Code,for the performance of the work for which this �— j j� permit is issued. Owner or authorized agent: / .t/-.� �i Date.!— 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 j Compensation laws of California. If,after making this certificate of exemption,I CONSTRUCTION LENDING AGENCY become subject to the Worker's Compensation provisions of the Labor Code,I must I hereby affirm that there is a construction lending agency for the performance of forthwith comply with such provisions or this permit shall be deemed revoked. work's for which this permit is issued(Sec.3097,Civ C.) Lender's Name , APPLICANT CERTIFICATION Lender's Address 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 j upon the above mentioned property for inspection purposes.(We)agree to save ARCHITECT'S DECLARATION indemnify and keep harmless the City of Cupertino against liabilities,judgments, costs,and expenses which may accrue against said City in consequence of the I understand my plans shall be used as public records. granting of this permit.Additionally,the applicant understands and will comply with all non-point source regulations per the Cupertino Municipal Code,Section Licensed Professional 9.18. Signature Date i 1 1 CONSTRUCTION PERMIT APPLICATION v`:' B , ,--,,0- COMMUNITY DEVELOPMENT DEPARTMENT•BUILDING DIVISION (t 10300 TORRE AVENUE•CUPERTINO, CA 95014-3255 \..\1 (408)777-3228• FAX(408)777-3333•buildinq(c�cupertino.orq CUPERTINO El NEW CONSTRUCTION ❑ ADDITION ❑ ALTERATION/TI ❑ REVISION/DEFERRED ORIGINAL PERMIT# PROTECT ADDRESS /04/i &186 RVa/►A17D APN# 3 5 * 42,0c'o ( 0 ( Q ci I I OWNER NAME �✓ PHONE E-MAIL 1A 116. t�oPS® 1l LLC Allet.44.70. StoLl SpecooTLN ') eAN4s5 ReyoriZIIES, STREET ADDRESS CITY, STATE,ZIP FAX 33 51 C.x..cErT Se. SS, +cUn&A , CA otSoSik CONTACT NAME PHONE E-MAIL G¢ie C1 Tjutzpt4 t,S® 1o4fl+ Qin lel c,%vcroA-ZZ,AtDc2 .1NC c®rl STREET ADDRESS CITY,STATE,ZIP FAX io"nab ersl• -,ne.g Svaatvnig, CAgt\c2SS ❑ OWNER 0 OWNER-BUILDER ❑OWNER AGENT 0 CONTRACTOR 0 CONTRACTOR AGENT 0 ARCHITECT 0 ENGINEER. 0 DEVELOPER 0 TENANT CONTRACTOR NAME SG Q u®/ i'0 L*/�[+ / g/'• LICENSE NUMBER 74. i ci / LICENSE TYPE 8 BUS.LIC# D COMPANY NAME •7 G7 (..f/eCf'C J o V Cw E-MAI "� (� FAX 6424.4 'u1zoica kb -}ncr.e"s c.b u o l(crSrnC, o 9� II STREET ADDRESS 9/Q moM p,co,�r /:;#4.• CITY,STATE,ZIP y'A,A,V /1 / E 4,0 8:5 ��PHONE 4UpS 78 ARCHITECT/ENGINEER NAME LICENSE NUMBER BUS.LIC C COMPANY NAME E-MAIL FAX STREET ADDRESS CITY,STATE,ZIP PHONE DESCRIPTION OF WORK l % r / _ 1 / /0 x 3 Z feinpdra rY c on7L,^v on �r` cr EXISTING USE PROPOSED USE CONSTR.TYPE #STORIES USE TYPE OCC. SQ.FT. VALUATION($) EXISTG NEW FLOOR DEMO TOTAL AREA AREA AREA NET AREA BATHROOM KITCHEN OTHER REMODEL AREA REMODEL AREA REMODEL AREA PORCH AREA DECK AREA. TOTAL DECK/PORCH AREA GARAGE AREA: 0 DETACH ❑ATTACH A DWELLING UNITS: IS A SECOND UNIT ❑YES SECOND STORY DYES BEING ADDED? 0N ADDITION? 0N PRE-APPLICATION ❑YES IF YES,PROVIDE COPY OF IS THE BLDG AN 0 YES IV ® )' h , TOTAL VALUATION: PLANNING APPL 4 0 NO PLANNING APPROVAL LE i i ER EICHLER HOME? D NO - a By my signature below,I certify to each of the following: I am the property o neo authorized a act on the pro. owner's behalf. I have rea t I application and the information I have provided is correct. I have read the Description of Work and verify it is accura agree to comply with all applicable local ordinances and state laws relatin•,o building h •n. I authorize representatives of Cupertino to enter t .' identified property for inspection purposes. Signature of Applicant/Agent: ..___&40,... .0 .� Date: Witt'L AB,�01 SUPPLEMENTAL/"NN.REQUIRED W PL.iia SCK �E` 0T3Tnc s it ` New SFD or Multifamily dwellings: Apply for demolition permit for .8.:,...,,,,,,,,,—. pTR -*` l Buzi �p1;AI..RE 5+ • existing building(s). Demolition pen-nit is required prior to issuance of building v ,f> 3 VAI --f m*. permit for new building. XP _ © Pi o P v -,l Commercial Bldgs: Provide a completed Hazardous Materials Disclosure ❑}Srab,-A��1h fgfta a ' form if any Hazardous Materials are being used as part of this project. - -i- � R 'A GrE- -ate IItE-DE �a- „•.- _ Copy of Planning Approval Letter or Meeting with Planning prior to ,. zT . - = i h POIF z � SAT�IT 9RY SER RDISTRICT :r submittal of Building Permit application. • r r, :� -». t v d - _.EI. rRon zEnT E4th-E a __ BldgApp_2011.doc revised 06/21/11 CITY OF CUPERTINO FEE ESTIMATOR-BUILDING DIVISION ADDRESS: 10411 BUBB RD DATE: 04/28/2014 REVIEWED BY: MELISSA t APN: 357 20 010.10411 BP#: I t)L(62 *VALUATION: $3,200 *PERMIT TYPE: Building Permit PLAN CHECK TYPE: Tenant Improvement { PRIMARY PENTAMATION Commercial Building 1GENCOM USE: PERMIT TYPE: WORK apple -temporary construction trailer SCOPE J L13't'I3 st ciaeckt Pin)r1.I taxa v"1 ,, J I Elea. P' n C perk JI .,11i>.c7+.Perm ii 1F`ee: Pln,,eb.Pe,Mil Peer: I P:.Fe::Nnrit I F. Otore l ,t.:<.Inv) J Other Plumb Inv) ri f ili n.Her !asp. n 14e(h /z 7. 1ee 1If;ar7. hap.her: EIec.Insp.lee : NOTE:This estimate does not include fees due to other Departments(i.e.Planning,Public Works,Fire,Sanitary Sewer District,School District,etc.). These fees are based on the preliminary information available and are only an estimate. Contact the Dept for addn'l info. FEE ITEMS (Fee Resolution 11-053 Ef 7/1/13) FEE QTY/FEE MISC ITEMS Plan Check Fee: $0.00 1 # Temporary Structures Suppl.PC Fee: e Reg. 0 OT 0.0 hrs $0.00 $417.00 1TEMPSTR' PME Plan Check: $0.00 Permit Fee: $0.00 Suppl. Insp.Feer Reg. 0 OT 0.0 hrs $0.00 PME Unit Fee: $0.00 PME Permit Fee: $0.00 Ccir:OOnbction idinis isrriative.1'ee: 0 Work Without Permit? 0 Yes ® No $0.00 0 Advanced Planning Fee: $0.00 Select a Non-Residential Building or Structure 0 . rye-el Doc:•tr entad ort hes 4 Strong Motion Fee: IBSEISMICO $0.67 Select an Administrative Item Bldg Stds Commission Fee: 1BCBSC $1.00 SUBTOTALS: $1.67 $417.00 TOTAL FEE: $418.67 Revised: 04/01/2014 Building Department (1:1P City Of Cupertino 10300 Torre Avenue 41-.194. Cupertino, CA 95014-3255 Telephone: 408-777-3228 CUPERTINO Fax: 408-777-3333 CONTRACTOR/SUBCONTRACTOR LIST JOB ADDRESS: (04// rcosbb ill PERMIT# ('(0 Ye)/ 2 7-- OWNER'S NAME: 4/9$7"-- .. PHONE# qt,2 q :..1*—0 — Tary GENERAL CONTRACTOR: ,S-,C, El2c,,dierS :4-9,7C, BUSINESS LICENSE# ADDRESS: 5vo ,,S7),,e1 CITY/ZIPCODE:5;in 4 y lia le 94-08>g *Our municipal code requires all businesses working in the city to have a City of Cupertino business license. NO BUILDING FINAL OR FINAL OCCUP, CY INSPECTICy (S) WILL BE SCHEDULED UNTIL THE GENERAL CONTRACTOR AND ALL SU:CONT',- TA t,,, E OBTAINED A CITY OF CUPERTINO BUSINESS LICENSE. ' --" ---' >--- i 40 Ar4/28,// I am not using any subcontractors:e ___ -Alr—efA "----- -___ Signature Date Please check applicable subcontractors and complete the following information: - V SUBCONTRACTOR BUSINESS NAME BUSINESS LICENSE # Cabinets &Millwork ,if) Cement Finishing Electrical 05 ,, Excavation - Fencing Flooring/Carpeting Linoleum/Wood Glass/Glazing Heating Insulation Landscaping Lathing Masonry Painting/Wallpaper Paving Plastering Plumbing Roofing Septic Tank Sheet Metal Sheet Rock Tile Owner/Contractor Signature . Date L2 CONSTRUCTION! NOTES SH T It�It>E7C �� 1 C`+0�. tTe rx mit�x• �K,fi mi f 3 i L) ALL WORK SHALL TO 2PJ13 CSC AND/OR LOCAL.BUILDING CODES. ' o ap� ''''''4" ;r PA ANCNC3RL °`J ■ 2) THE CONTRACTOR SHALL VERIFY ALL i>1MENSIA14T AND CCNpIT1ON5 SHOW ON 2 C52: Ile Pve. • . PLANS.THE ENGINEER St-FALL EE NOTIFIED OF ANY D15GREppidGl):SCC EPlGT14) 33 ALL LUMBER IN CONTACT WITH OR WITHIN V'OF SOIL TO SE FRMS RYATNE TREATED. S P IER/ANC IOR ET ILC, 4 0, .,. 43 ALL FASTENERS USED IN FOUNDATION MUST BE CORROSION RESISTANT. o d u l a r 5.) .ADJACENT GROUND SURFACES SHOULD BE SLOPED AWAY FROM STRUCTURE AT e' 0 Your Project - Our Commit 'ent S%FOR A MINIMUM DISTANCE OF 10 FEET. DRAINAGE OF SURROUNDING AREA E SHALL 8E PROVIDED TO'PREVENT ACCUMULATION OF SURFACE tUA ER. DES C^t1vl G CI i E a. �� 63 SKIRTING(IFUSED)MUST BE SELF SUPPORTING s MAY NOT TRANSFER ANY LOAD. 1-0A41.- _ „ al ..- ' . ROOF LIVE 20 gsF 11450 MISSION 15L1 D_ 5100 LAS POSUS IBD. 1) IF SKIRTING IS USED,UNDER FLOOR AREA MUST BE VENTILATED AT 1 SQ.FOOT FLOORLIVE EJOAD: {� PSP MI1 A LOMA, CA.91152 L[VE1�IORE, CA 94551 FOR EA.50 SQ.FEET OF FLOOR AREA.OPENING MUST BE COVERED w/ g2 (951) 360 6600 (525)606 - WOOCORROSION RESISTANT MESH w/OPENINGS OF 1/4 INCH. P I.1 1 4 r u 8) IP SKIRTING IS USED,AN ACCESS OPENING w/DIMENSIONS NOT LESS THAN c' e IS"x 24"SHALL BE PROVIDED. DESIGt�j�CfDE 2 h 213 ABG 9) HEIGHT OF FINISHED FLOOR ABOVE GRADE SHALL NOT EXCEED 48". IMt'OR'ANCtIPACtOi ) to 101 WIDE 103 ALL UTILITY/RAMP/STAIR DESIGN AND SITEATTILItYiGRADING DESIGN BY OTHERS. RISK CATEGQRT: II It.) ALL EARTH ANCHORS SHALL HAVE A TOLERANCE OF 10 DEGREES WIND SPEEDS 110 MPH, COMMERCIAL MODULAR • (VERTICALLY t HORIZONTALLY). EXPOSURE: EXP.'C' ? /� �^`� j j/ /� ( (,rte j �j �( �+ 123 EARTH ANCHORS SHALL BE MANUFACTURED BY'ABESCO'(OR APPROVED MAPPED SPECTRAL 1 A,ID I I E Ill ANC W O I"`► I L.AN�.�7 EQUAL)STATE OF CALIFORNIA APPROVAL.NUMBER.E.TS.-1060 RESPONSE ACCELERATION: Soe S/bg ' (FER ASCE MOT=13a EARTH ANCHOR TIE STRAP MST CONFORM TO ANSI STD.'A22S.I 1402.313) 51a?Ub$ . 517E CLASS; D 143 STEEL PIERS MUST BE'TIE 00111•1 ENGINEERING-SERIES MPP'OR APPROVED EQUAL. MPIER DESIGN CAPACITY TO BE 4000*UNLESS NOTED) SPECTRAL iESPCNGE C,DSaL 114E INFORMATION ITHESE DRAWINGS I5 PROPRIETARY.THESE CC7EFF[CLEhITB: C,D1■0k, DRAWINGS MAY NOTN ED BE REPRINT ,DISTRIBUTED OR USEDHFOR 15) THE MANUFACTURER'S INSTRUCTIONS MUST BE STRICTLY ADHERED TO WHEN ANY PURPOSE WITHOUT THE E)Cp55ED LURITTEN PERMISSION INSTALLING PIERS,EARTI4 ANCHORS,TIE STRAPS,ETC. SE'Si'1IC DESIGN CAT ECaorc t: D. OF MOBILE MODULAR MANAGEMENT CORPORATION. 163 MODULAR BUILDING TO BE CALIFORNIA I4CD APPROVED COMMERCIAL MODULAR BASIC SEISMIC LT DRAPED WALL SEAL BLDG SIZE tra ACUMEN ENGINEERING HAS NOT INVESTIGATED THE SOILS SUPPORTING THIS �E RESISTING SYSTEM ISM FLAT `— ""–' BUILDING.THE ALLOWABLE SEARING CAPACITY IS ASSUMED TO 3E1500 PST:4 SYST' M STRAP ��4 °ash C. ADDRESS R4STALL4T1Ch1 THE ALLOWABLE ANCHOR PULLOUT CAPACITY IS ASSUMED TO BE 2902.LBS IF , �/ 4. ACTUAL SOIL CONDITIONS AT THIS SITE ARE KNOWN TO VARYFROM THESE DESIGN BASE SHEAR. 0.350W l`�4 r,' o�A ASSUMPTIONS,THEN ACUMEN ENGINEERING MUST BE NOTIFIED IMMEDIATELY. n y -SEISMIC RESPONSE 9 ^J r a. N 1$) ACUMEN ENGINEERING WILL NOT INSPECT THE INSTALLED FOUNDATION SYSTEM. COEFFICIENT:(CO 0.250 ,t _ 1... THE OWNER OF THIS BUILDING AGREES TO INDEMNIFY ACUMEN ENGINEERING FOR Ci( IT• 7$1 ' DAMAGES ARISING FROM IMPROPER INSTALLATION. RESPONSE MOD1FICAT1GN COVER S1- El • 193 THESE DRAWItesS MAY NOT BE USED FOR BUILDINGS WITH ANY OF THE FACTOR:lR) 4 S �° ' FOLLOWING ELEMENTS:PARAPETS,FIRE RATED EXTERIOR WALLS,STUCCO ANALYSIS EQUIVALENT LATERA[. ',/z. DR4UN BY DATE EXTERIOR FINISH OR ROOF PITCH GREATER THAN 2:42. PROCEDURE: FORCE ANALYSIS ' OF CAL��a MIN 12R7U2/13 REDUNDANCY FACTOR; 1.5 JOB PLAN SET D 2 7 2013 I�OT a 10/WC/GP X47 '�. SHEET 1 OF 3 T5 • ..;,Ni if .••• • . „. „ - . , . . . , • . . / MODULE LENGTH. 2...1011 3.4"MAX/ IF MAX PIER SPACING IS z<ce.apso, AXLE ASSEMBLY . INSTALL(2)PIERS,IMMEDIATELY MAY BE LEFT / ,2 C10 MAX' " PIER - ADJACENT TO EA OTHER AT FRONT ON MODULE MAX SPACING 4 REAR OF AXLE.ASSEMBLY,I NOTE: . 0 ® 0I ® 0 , \ eir pi y . • .-1,..r, 1)IF ACTUAL MODULE LENGTH IS NOT -- -- - gINI ...4 SHOW IN ANCHOR SCHEDULE,USE D E 1 E ail='—'—' O' '''*'•''''@'''''''''''Ji ^''7 .I.-. .4.--.g. -..----R-•-• u NEXT LARGEST LENCTI4. . NI MI 1 i Ail, 11.2_44 ia-x A b 5 </ 11 . . lu • • (> ' . . .. Ci \ t 2 MIME .MIIIIMI .1-1. i Li ',. •••• (3• rellal ii M' I 11011111 -...3 C-...1 C- MIMI Ili Jeal g l'ii \ - iPAD/P1ER/ANC1-40R PLAN TRAKSVERSE =LINE OP OUTLINE OP•-••• LONGITUDINAL ANCHOR BUILDING CI-IASSI$MAIN ANCHOR . ( 2' MAX LENGTH) ABOVE RAIL . 1111111111.111611011411111511M 0 2 4 6 5 10 • • • MCI-10R REQUIREMENTS NE INFORMA11ON IN NESE DRAWINGS 1$PROPRIETARY.T14E5 st.pe sae TRANSVERSE Lorraxm,1144. DRAzims MAY NOT SE REPRINTED,DISTRIBUTED OR USED FOR • ANY PURPOSE WINOUT NE E)<PRESSED WRITTEN PEFVISSION 10'X 24' AE PA LN OF MOBILE MODULAR MANAGEMENT CORPORATION.. ACE, SEAL 10'x 32' pm< LIMN? • sporms""Migieftawilig AC ' OFESScifr mobile ASPE, i C''' •4: C ;64\ kr X 32' 141AP ,4,z,A • N\s. 1/4 modular r FGAK ic* 7- ‘\l' )\ YOUr Project.•,OUr Con Q / 1. • 4 IrT4 w, iii E 4. irn i -3 •i el i PAO/PIER/ANCHOR FLAN • *1 - .77( ( 2' MAX LENGTH) . -.xi • til\. DRAW SY • DATE -9?. CIVIL .--..-\\-- A114 I2/02/13 .,.,$'.e.T.......,111.0- -..:,...(4.i-•• SCALE J0113 ' NOTED 10/110C/GP DEC 2 7 2011 SWEET 2 OF 3 SI-IEETS • . • t 2 n • { • • FLOOR FLOOR FLOOR FLOOR FLOOR FLOOR FLOOR FLOOR JOISTS PLYWOOD JOISTS PLYWOOD JOISTS PLYWOOD JOISTS PLYWOOD 1111111111111111111 111.11111.111111 111 A NM Y Ill VERT.FLANGE TO vERT:FLANGE TO OMNI NM= DE POSITIONED EE POSITIONED ON ALT.SIDES w/ ON ALT.SIDES u/ CHASSIS EVERY OTHER CHASSISEvERY OTHER MAIN'RAIL ;1 PIER ALONG MAIN RAIL -� PIER ALONG - MAIN RAIL "M MAST RAIL CHASSIS " LOCK TOP OR CHASSIS "' LOCK TOP OR AdfD00 LB RATED /A\STEEL Plk`R a � RATED ANCFIORJ RATED i .. ANCHOR) STEEL PIER 0.1.O STEEI.PIER GRAND lli F'A P.T.� PAYi A pT FAL? 2xI7•'x24° AtCHOR 2 EX24• ler-!0' ANOHOR �.�..� P.T.PAD Ma TLE STRAP P.T.PAP TIL~STRAP • L—.......o �rr♦orrffrrvfrv♦ rrrrfffVA .rrf . rv4i� � f44N;tf*4f !f !Wf!!W44lh� ffffflffffiffil� I1 ANCHOR iv/STAMMER ASPHALT • =1.,, EXISTING A.O.1 PAVEMENT(2' sou_ HPIE a CALLT+C017LE 1 1MLN TRICKINESS) I DETAIL0 It �tALIRWITH STAENLIZER IE) INT& A Ii . . 0 DETAIL (LONGITUDINALI N9 GROUp AN4ORCIdAS51S DA FLOOR FLOORANCHOR PLYWOOD PLYWOOD PLAN TIE STRAP 1111111=1111 TWE INFORMATION IN THESE DRAWINGS IS PROPRIETARY.THESE 1 mom Jam r JOISTS DRAWINGS MAI NOT SE REPRINTED,DISTRIX UfED OR USED FOR STRAP EUCKL; CHASSIS STRAP-ZUCKLE CHASSIS AMf PURPOSE WITHOUT THE EXPRESSED WRITTEN-PERMISSION • NOOKS NOT MAIN MAIN RAIL CHOCKS NOT MAIN RAIL OF MOF.3ILE MODULAR MANAGEMENT CORPORATION. PERMITTED) ; PEhYILTTEP) =-I SEAL 4000 LIS "' 4000 us- n s61'n�w i sTSE[. STEL }0rt�lE�SirJn� TIC:mop ,.... TIE STRAP ,� 0•C� � mobile Ct 4► `.k P.T. PAP P.T.PAD iii C' "'�"" D " c� Ni. J 4 `l 'rola ProJ Ot•Our Coan[Ittmant r rrrvrrry rrfrrrrr VIKAffvrvvfr r 9,,,,X4 wiw.!al.w.iv.to!.!°r!itegs!i!i*fi!i!i!i!a!�i�i.3, o LL! •.S, p_ $ (I DRIVE EARTH ALZCI•fOR Er-3 -�Za �7v CROSS DRIVE EXISTING AC.PAVE 1ENr I' ACT DOJeLE IIx R T `* 1;> i AD/f0 fE�'J t tGHf . EARTH ANOI4OR C2"MIN THICKNESS) ANCHOR WITH STABILIZER IE+) / DETAILS 4SPIl A.Lt WAL, �a' �fV - Q= osir DATE - ArIN 12/02/13 LcrRaNSVERSE GROUND ANCHOR) �� - SCALE JOS • NOTED 10/110C/GP • DEC 2 7 2013 SHEET 3 OF 3 SHEETS 5., . DESIGN CALCULATIONS . FOR: 10'WIDE COMMERCIAL MODULAR 4Pip „0:2) PAD/PIER/ANCHOR SYSTEM .88 , (110 MPH/EXP'C'WIND) •41., 4-84f ..** •,,,.....c PROJECT: ' • . 1 PREPARED FOR: ' - sio•woa"11010011011" . 11450 MISSION BLVD. mobile 5700 LAS POSITAS RD. MIRA LOMA,CALIFORNIA 91752 _ . .... LIVERMORE,CALIFORNIA 94551 • (951)360-6699_1 1L1 f, U .. (925)606-9000 ii-•>,---7.!.:,.,-. 8 ultdinfiBretturtalligeommItrnent . I'M.--, 4,,•''1 2 8 Sik .03,1:E640,1, RE.411...:VVE D k-OR GODE COMPLIANCE ).- -k; • RREpARED, _BY: 0 ' ., .../- )4, i'il rtevk3vve0 by _.."04,-- i r-,—, iti AX i ;_l_ R;L . . ACUMEN 12808 SOUTH 600 EAST DRAPER, UT,84020 -' 0Fct--‘0.1„,--'t?' (801)571-9877 Engineering, Inc. FAX(801)571-9951 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/ 110 MPH, SPECTRAL RESPONSE ANCHOR QTY 9 EXPOSURE: EXP'C' ACCELERATION:(Ss) 1.50 g OVERTURNING 10 ALLOWABLE SOIL (Si) 0.60 g BEARING PRESURE: 1500 PSF SITE CLASS: - 0 . 1......_—_-.....--. 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. • rs, Acumen Engineering, Inc. JOB TITLE 10'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 ct 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= 11 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 (8) 0.25/12 1.2 deg Building length(L) 52.0 ft Least width (B) 10.0 ft Mean Roof Ht (h) 43.0 ft Parapet ht above grd 0.0 ft Minimum parapet ht 0.0 ft Live Loads: Roof 0 to 200 sfi 20 psf 200 to 600 sf: 24-0.02Area,but not less than 12 psf over 600 sf: 12 psf Floor: Typical Floor 50 psf Partitions 15 psf • 1 i. _ '). Acumen Engineering, Inc. JCBT3TLE 10'Wide Commercial Modular 12808 South 600 East V Pad/Pier/Anchor Plans Draper, UT 84020 JOB NO. SHEET NO. 1 801-571-9877 CALCULATED BY - DATE acumeneng@msn.com CHECKED BY DATE Wind Loads ASCE 7- 10 Ultimate Wind Speed 110 mph Nominal Wind Speed 85.2 mph • Risk Category- II Exposure Category C Enclosure Classif. Enclosed Building Internal pressure +1-0.18 Directionality (Kd) 0.85 Kh case 1 0.849 V Kh case 2 0.849 1 Type of roof Gable '-.i f 7'i i Z Topographic Factor (Kzt) NAZ) `� �:Aindi �.`� xl�rtrair�3j ,r-.-,a�ldu, r Topography Flat •-V-�--�V .1-• Hill Height (H) 0.0 ft H< 15ft;exp C f,:: H'=' Half Hill Length(Lh) 0.0 ft :. Kzt=1.0 r. -� Lai 1112H Actual H/Lh = 0.00 ._ . Use H/Lh = 0.00 Modified Lh -- 0.0 ft ESCARPMENT . . From top of crest:x= 50.0 ft � i L) i Bldg up/down wind? downwind z 1 cf Speed-up H/Lh= 0.00 Kt= 0.000 !i 7. .:: x/Lh= 0.00 K2= 0.000 '4;upwind) 41:19-,:Trz�irgd) --,-----„--,•-.,k" ? _ _ z/Lh= 0.00 Kg= 1.000 ff.`. N. H.12 H At Mean Roof Ht: /f �.I, -��,.K/� Kzt=(1+K1K2Ks)"2= 1.00 2D RIDGE or 3D AXISYMMETRICAL HILL Gust Effect Factor Flexible structure if natural frequency<1 Hz(T>1 second). h= 13.0 ft However,if building bIB<4 then probably rigid structure(rule of thumb). B= 10.0 ft h/B= 1.30 Therefore,probably rigid structure /z(0.6h)= 15.0.ft G= 0.85 Using rigid structure default . Riuid Structure Flexible or Dynamically Sensitive Structure e= 0.20 Natural Frequency (qt)= 0.0 Hz t = 500 ft Damping ratio(f)= 0 xmtn= 15 ft /b= 0.65 c= . 0.20 /a- 0.15 9Q,9v= 3.4 Vz= 92.9 Lz= 427.1 ft Na= 0.00 Q= 0.95 lin= 0.000 Iz= 0.23 Rh= 28.282 n= 0.000 h= 13.0 ft G= 0.90 use G=0.85 Rs= 28.282 q= 0.000 Rt,= 28.282 n= .0.000 gR = 0.000 R = 0.000 G = 0.000 ' ,. .- i, Acumen Engineering,Inc. JOB TITLE 10'Wide Commercial Modular' 12808 South 800 East Pad/Pier/Anchor Plans Draper,UT 84020 JOB NO. SHEET NO. °'' 801-571-9877 CALCULATED BY DATE acumeneng@msn.com CHECKED BY DATE Wind Loads - MWFRS all h (Enclosed/partially enclosed only Kh(case 2)= 0.85 h= 13.0 ft GCpi= +1-0.18 Base pressure(qh)= 22.4 psf ridge ht= 13.1 ft G= 0.85 Roof Angle(8)= 1.2 deg L= 52,0 ft ql=qh Roof tributary area-(hl2)*L: 338 sf B= 10.0 ft (h/2)*13; 85 sf Ultimate Wind Surface Pressures(psf) Wind Normal to Ridge Wind Parallel to Ridge 8/L=0.19 h/L= 1.30 UB= 6.20 h/L=0.25 Surface Cp clitGCp w/+giGC0 .w/-ghGCol 01st.* Cp g%GCp w/+q$GC0 w/-ghflCpi Windward Wall(WW) 0.80 15.2 see table below 0.80 15.2 see table below Leeward Wall(LW) -0.50 -9.5 -13.5 -5.5 -0.20 -3.8 -7.8 0.2 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 h/2* -1.15 -21.8 -25.8 -17.8 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 I >2h* -0.30 -5.7 -9.7 -1.7 **Roof angle<10 degrees.Therefore,leeward roof *Horizontal distance from windward edge Is included in windward roof pressure zones. Windward Wail Pressures at"z"(psfl Combined WIN+LW Windward Wall Norma! Parallel LR l z I Kz ' Kzt I (IX/ O W/+q;GC91 w/-q�,GC� to Ridge i to Ridge h= 0 to 15' 0.85 1.00 15.2 11.2 19.2 24.7 19.0 s LW Pivt,,otivow t X11 % 1 •Noll - vrt..1 (aa 0 0 14,6 ?de . WW vr - a,LAit Pyr z 4.3 c DJRECTIOH WIND IUORJIAL TO JUOOE WR W12.\-,------"- 12.\ Aim ..../Wit - 4W ''''-'1' b S., mvm DA28CTIOt wan,PARALLEL TO P.IDOE NOTE: -`"-- See figure In ASCE7 for the application of full and partial loading #ora 44.0 of the above wind pressures.There are 4 different loading cases. 4' po- I Parapet i z I Kz I Kzl I qp(psf) + v 0.0 ft 0.85 1.00 0.0 WW '. Windward parapet: 0.0 psf (GCpn=+1.5) t4 Leeward parapet: 0.0 psf (GCpn=-1.0) wino r Windward roof overhangs(add to windward roof pressure): 15.2 psf(upward) = r`'won,r"'MAMA*, Acumen Engineering,Inc. Jos TITLE 10'Wide Commercial Modular' 12608 South 600 East Pad/Pier/Anchor Plans • Draper,UT 84020 JOB HO. SHEET HO. 801-571-9877 CALCULATED BY DATE acumeneng men.com CHECKED BY DATE • Seismic Loads: ASCE 7-10 Strength Level Forces Risk Category: it Importance Factor(I) 1.00 Site Class: D Ss(0.2 sec)= 150.00%g S1(1.0 sec)= 60.00%g Fa= 1.000 Sins= - 1.500 Sits= 1.000 Design Category= D Fv= 1.500 Sm1= 0.900 Sol= 0.600 Design Category= D Seismic Design Category= D Number of Stories: 1 Structure Type:All other building systems Horizontal Struct Irregularities: No plan Irregularity - Vertical Structural Irregularities: 1a)Stiffness Irregularity—Soft Story Flexible Diaphragms: Yes Building System: Bearing Wall Systems Seismic resisting system: Light framed wall system using flat strap bracing 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 Response Modification Coefficient(R)= 4 Over-Strength Factor(CO= 2 Deflection Amplification Factor(Cd)= 3.5 bps= 1.000 Sol= 0.600 p=redundancy coefficient Seismic Load Effect(E)= p QE+1-0.28003 p QE 41- 0.200D Qs=horizontal seismic force Special Seismic Load Effect(Em)= Oo QE+!-0.2Sac D =2.0 QE +I- 0.2000 D=dead load PERMITTED ANALYTICAL PROCEDURES Simplified Analysis -Use Equivalent Lateral Force Analysis Equivalent Lateral-Force Analysis - Permitted Building period coef. (CT)= 0.020 Cu= 1.40 Approx fundamental period(Ta)= Crh,= 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)= Sost1R= 0.250 need not exceed Cs= sat.I ALT- 1.089 but not less than Cs= 0.5*81IIR= 0.075 USE Cs= 0.250 Design Base Shear V=0.250W Model&Seismic Response Analysis - Permitted(see code for procedure) ALLOWABLE STORY DRIFT Structure Type: All other structures Allowable story drift= 0.02Ohsx where hex is the story height below level x SEISMIC LOAD EFFECTS FOR ANCHOR DESIGN (Simplified Design Procedure-ASCE 7-10) Input: Design Base Shear:(V) 0.250.W Calculations: Maximum Seismic Load Effect: Em= CIo(Qe)+0 (Eq. 12.4-7) (no gravity loads on anchors) Overstrength Factor: (12o) =2.0 Earthquake Load Due to Base Shear (Qe):V Em= 0.500 W Seismic Load Effect: E= p(Qe)+0 (Eq. 12.4-3) (no gravity loads on anchors) Redundancy Factor(p)= 1.3 Earthquake Load Due to Base Shear(Qe)=V E= 0.325W 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 • Single Pad Configuration Calculations: Bearing Pad Capacity Calculations: Species: P.T DF-L#2 Assumed Bearing Capacity:(Be) 1500 psf Cross Sectional Area: (AO 16.9 int Section Modulus:_(S„,p) 4.2 in3 Pad Specifications (Tp) x (Wp) x. (Lp) Nominal: 2 x 12 x 24 Assume Load on Pad is Centered Actual: 1.5 x 11.25 x 24 Load Width on Pad:(Lw) 10 in Pad Cantilever: (Cp) 7 in !-p Fa = 900 x 1.2 x 1.25 x 0.8 = 1080 psi (Co) (Cf,,) (Ci) 1111 = 180 x 1.25 x 0.8 = 180 psi (CD) (C1) 11111111111111111 Uniform Distributed Load:W=(B,/144)x Wp 117 pli Maximum Moment: Mmax=0.5 x W x Cpl 2871 lbs Allowable Bending Stess:fb=M, /.Sx,p . 681 psi < Fe =>OK In Bending Maximum Shear:Vmax=W x Cp 820 lbs Allowable Shear Stess:fv= 1.5 x(Vmm!Ap) 72.9 psi < _>CK in Shear _>Capacity of Each Pad Is: 3000 lbs S• PAD/PIER 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:(FI) 50 psf - Floor Partition Load: (Fp) 15 psf Floor Dead Load:(Fd) 7 psf - Module Width: (W) 9.83 feet Sidewall Height:(H) 8 feet Pad Capacity: (P) 3000 lbs(GOVERNS) • Pier Capacity:(P) 4000 lbs Calculations: - Weight of Exterior Wall:We=(Wd x H) 40 plf Load Acting on Outside Chassis Main Rails: Wo=((RI+Rd+Fl+Fp+Fd)(W/2))+We 522 plf Maximum Spacing of Piers on Outside Main Rails:S=P/Wo 5.75 feet _ I ANCHOR DESIGN » 10'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) 9.67 feet Exterior Wall Height: (H) 8 feet Roof Depth: (R) 1.5 feet Floor Depth: (F) 0.67 feet Skirting/Foundation Height: (5) 3.33 feet Miscellaneous Loads: (MI) 500 lbs Lateral Load Resistance of Anchor/Strap Assembly:VL 2962 lbs Building Length:(L) 24 feet 32 feet 42 feet 52 feet Calculations: Transverse Load: Base Shear Due to Wind: Vw=P x(R+F+H+S/2)x L 4545 lbs 6060 lbs 7953 lbs 9847 lbs Base Shear Due to Seismic: Vs= (Sl)(((LxD)(Rd+Fd+RI+Pd+FI))+ ((L+D)x2xHxWd))+MI) 2580 lbs 3291 lbs 4180 lbs 5070 lbs Governing Transverse Base Shear:(V) 4545 lbs 8060 lbs 7953 lbs 9847 lbs Lonaitudinai Load: Base Shear Due to Wind: Vw P x(R+F+H+ S/2)x D 1831 lbs 1831 lbs 1831 lbs 1831 lbs Base Shear Due to Seismic:(Vs) 2580 lbs 3291 lbs 4180 lbs 5070 lbs Governing Longitudinal Base Shear:(Vi) 2580 lbs 3291 lbs 4180 lbs 5070 lbs Ground Anchor Quantity: In Each Transverse Direction: Nt=V/VL 1.53 say 2 2.05 say 3 2.69 say 3 3.32 say 4 In Each Longitudinal Direction: Nt=VI/VL 0.87 say 1 1.11 say 2 1.41 say 2 1.71 say 2 Total Quantity of Anchors Required: 6 Anchors 10 Anchors 10 Anchors 12 Anchors • • • to . • ANCHOR DESIGN (OVERTURNING)- 10'x 24' 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:(0) 9.83 ft Module Length: (1) 24 ft . • U f Main Rail Spacing (MRS) 6.29 ft Roof Depth:(R) 1.5 ft Wall Height:(H) - 8 ft Floor Depth:(F) 0.67 ftMRSMRS/2 Chassis Depth:(C) 0.83 ft Roof Dead Load: (Rd) lbs H Wall Dead Load: (Wd) 5 lbs Floor Dead Load:(Fd) 6 ibs Uplift Pressure:(Pu) 15.5 psf I I I II I I I.111111.11111111111 111. W u- Horizontal Pressure:(PM) 16 psf 1111111111=111111111111111111111111111111111111111111111111 Anchor Capacity:(Ac) 2962 lbs T A 0 Calculations: Module Height: (Mh) R Wh F= 10.17 ft Distributed Horizontal Load:(H)=PH x L x Mh= • 3904 lbs Distributed Uplift:(U)=Pu x D x L= 3653 lbs Dead Load:(W)=((Rd+Fd)x(D x L))+(2 x H x Wd x(D+L))= 5775 lbs • • Overturning Moment:(Mo) Mo =Hx((Mh/2)+C)+(Ux(MRS/2))= • 34578 ibs-ft • Qty of Anchors to Resist Overturning Moment:(Ar) Ar=((1.5 x Mo) (W x(MRS/2))/(Ac x MRS)= 1.81 say 2 (Transverse) • ANCHOR DESIGN (OVERTURNING)- 10'x 32Building -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: (0) 9.83 ft D Module Length:(L) • 32 ft I U I Main Rail Spacing:(MRS) 629 ft Roof Depth:(R) 1.5 ft • Walt Height(H) 8 ft Floor Depth: (F) 0.67 ft It, MRS/2 Chassis Depth:(C) 0.83 ft Roof Dead Load:(Rd) 7 lbs Jew Wall Dead Load: (Wd) 5 lbs Floor Dead Load:(Fd) 6 lbs Uplift Pressure:(Pu) 15.5 psf MRS Horizontal Pressure:(PH) 16 psf ..101•Mlattlir Anchor Capacity:(Ac) 2962 lbs A 0 .• Calculations: Module Height(Mh)=R+Wh+F= 10.17 ft Distributed Horizontal Load:(H)=PH x L x Mb= 5205 lbs Distributed Uplift:(U)=Pu x 0 x L= 4871 lbs Dead Load: (W)=((Rd+Fd)x(0 x L))+(2 x H x Wd x(D+L))= 7437 lbs Overturning Moment:(Mo) • Mo =Hx((klh/2)+C)+(Ux(MRS/2))= 46104 lbs-ft Qty of Anchors to Resist Overturning Moment: (Ar) Ar=((1.5 x Mo) (W x(MRS/2))/(Ac x MRS)= 2.46 say 3 (Transverse) t nh ANCHOR DESIGN (OVERTURNING) 10'x 42' 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) 9.83 ft D Module Length:(L) 42 ft U f Main Rail Spacing:(MRS) .6.29 ft I I '1 1` 1 TT I' Roof Depth:(R) 1.5 ft Wall Height:(H) 8 ft °e Floor Depth:(F) - 0.67 ft I MRS 12 Chassis Depth:(C) 0.83 ft Roof Dead Load:(Rd) 7 lbs H GVW Wali Dead Load:(Wd) 5 lbs Floor Dead Load:(Fd) 6 lbs Uplift Pressure:(Pu) 15.5 psf MRS Horizontal Pressure: (PK) 16 psf Anchor Capacity:(Ac) 2962 lbs "`"' Calculations: Module Height:(Mh)=R+Wh+F= 10.17 ft Distributed Horizontal Load:(H)=Pa x L x Mh= 6832 lbs Distributed Uplift:(U)=P,x D x L= 6393 lbs Dead Load:(W)=((Rd+Fd)x(DxL))+(2xHxWdx(D+L))= 9516 lbs Overturning Moment: (Mo) Mo =H x((Mh/2)+C) +(U x(MRS/2))_. 60512 lbs-ft Qty of Anchors to Resist Overturning Moment:(Ar) Ar=((1.5 x Mo)-(W x(MRS/2))!(Ac x MRS)= 3.26 say 5 (3 Transverse& • 2 Longitudinal) % e ANCHOR DESIGN (OVERTURNING) = 10' 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) 9.83 ft Module Length:(L) 52 ft LI Main Rail Spacing:(MRS) 6.29 ft 1 1' 1' I1111 `% Roof Depth:(R) 1.5 ft Wall Height: (H) 8 ft 111111111111111111111.1111 Floor Depth: (F) 0.67 ft MRS/2 Chassis Depth:(C) 0.83 ft Roof Dead Load:(Rd) 7 lbs H VVMRS• all Dead Load:(Wd) 5 lbs • Floor Dead Load:(Fd) 6 lbs• Uplift Pressure:(Pu) • 15.5 psf 111.111.111111111111111 Horizontal Pressure:(PH) 16 psf 11111111111111111111111111111111111111111111111111111111111111011111, Anchor Capacity: (Ac) 2962 lbs A 0 • Calculations: Module Height:(Mh)=R+Wh+F= 10.17 ft • Distributed Horizontal Load:(H)=PH x L x Mh= 8459 lbs Distributed Uplift:(U) Pu x 0 x L= 7915 lbs Dead Load:(W)=((Rd + Fd)x(D x L))4-(2 x H x Wd x(D+L))= 11594 lbs Overturning Moment:(Mo) Mo =1-lx((Mh/2)+C)+(Ux(MRS/2))= 74920 lbs-ft Qty of Anchors to Resist Overturning Moment:(Ar) Ar=((1.5 x Mo) (W x(MRS/2))/(Ac x MRS)= 4.07 say 6 (4 Transverse& 2 Longitudinal) •