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14040117 CITY OF CUPERTINO BUILDING PERMIT BUILDING ADDRESS: MAIN STREET CONTRACTOR:SOUTH BAY PERMIT NO:14040117 CONSTRUCTION,INC OWNER'S NAME: MAIN STREET CUPERTINO AGGREGATOR LL 1711 DELL AVE DATE ISSUED:04/18/2014 OWNER'S PHONE: 4087251955 CAMPBELL,CA 95008 PHONE NO:(408)379-5500 D__. LICENSED CONTRACTOR'S DECLARATION JOB DESCRIPTION:RESIDENTIAL ❑ COMMERCIAL ❑ INSTALL 4 TEMPORARY CONSTRUCTION TRAILERS Lic.# � License Class _ �1-r � � " Contractor a"1� --- 5w Date VES 1ker 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. Sq.Ft Floor Area: Valuation:$2000 1 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 APN Number:31620085.00 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 OF PERMIT 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 DAYS FRO u - V'ALLED INSPECTION. 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 I �P 1 0• with all non-point source regulations per the Cupertino Municipal Code,Section 9.18. ' RE-ROOFS: Signature—P _ j� ,itiDate= s'� 1\ All roofs shall be inspected prior to any roofing material being installed.If a roof is �" M installed without first obtaining an inspection,I agree to remove all new materials for t 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,shouldI use equipment or devices which emit hazardous Compensation,as provided for by Section 3700 of the Labor Code,for the air contaminants as defined by the Bay Area Air Quality Management District I performance of the work for which this permit is issued. will maintain compliance with the Cupertino Munici p al Code,Chapter 9.12 and I have and will maintain Worker's Compensation Insurance,as provided for by the Health&Safety Code,Sections 25.0,y 5533,a • 25534. Section 3700 of the Labor Code,for the performance of the work for which this i It , i Date �`6 Owner or authorized agen v- ti permit is issued. • 1 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 CONSTRUCTION LENDING AGENCY 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 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 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 f /Y \14;1$ . ` Ot t TRLJcTIO ,FPRMIT APp.LtCA.TIO D\ 1✓OMMUHiTY-PEVELLPNIENT DEPA1 TMENT ` 1), D 1G.014$10N. V g ). 1D$OQ TCRRE'AVENUE_-CUPERTINO,GA 9 014 3.2.5'5: 0 C U:l-.:„t>__, ('08)7774M- 0r EAX.{40&)777'4333-•bu[idtttq r supe f no ortt`, k L�1 NE COI S�RUCflQt t V Q-00-iTTOo `At FE A iOi f TF 3 EvI,SiZ?N l DEF BRED Cl1FIG NAI FERMIT P11O1EC Al2UR>SS. 7 �APN. '3& - 0_�' QVJ,Elt-N ME PHONE B. *f - 2,5"- d \�- h lie- 6$veN $`-r„. F r Ar DRESS :CITY.STATE,Z1P` FAX, O1-IT,Atr'14tiME .PHONE, 4s,MI.L- .STFEET,ADDRESS CITY STATE,71P' FRXC. �.„ wie.g. EI O\ „1461?rit 0 o\ZERA-- fl eg1NTRA- '4 ❑co CTOR AGENT : I C IITEd'r 0 ::,t I OPER Ct:'11f1.anc CONTRACSOR`:1 ikliI .:LICENSENUMBER. LICENSETYPEBUS LIC;#' d�-, rd ` E;MAti; , FTP ADllPESs CITY•STATE ZIF - PHONE 14,1 i a' ...)-1 . $ 4, t-1 �4.: < --. zz- ARCHtTECTlE"101NEEIt T AME Li AI CCFIRSE,I?UI3$ER, BITS LIC- 'COlv1P47NAI+ ' E-MAIL` FAX TTREET:ADDEESs; `: .;CITY SEAt?E,Zt? PRONE_. DESP1WrION PFWORK � � It ‘ ` dam. N A� _02. N. - tAti f EST7NG 1751; PROPOSED U5E' cONSTRL TYPE: P STQ$?ES` s. USE TYk.E. - Od , , SQ.F"£ 'VALUATI,Q*-(&I , . E TO's 'NEW-FLOOR DEO TOTAL AREAAi,,,, -41%E¢- •NET,AREA. $AT OOM KITCHEN TR RMOEA REMODEL EMO PnAEO PORCH AREA DECK:AREA " TOTAL'.d?ECKIPORCN,AREA GARAGE`AREA: .Q DETACH ,. .. Q ATLACIL #,ti'wz:L.INGUNrTBi- ISA.gFCONO U 1;T ,DYES SEeoNDST`ORY DYES -.... $E 00A—DflED - _DNO ADDITION? DNo _ P . PIEEAPPLECATION DYES IFYESPaQYIECOPYOP 15TH?RLDCAN ,'QYEs 'a eta - • 'ti ,+ -PLANHINGATPL1 ❑.NO' :PLA?SNINGAPPROYALLEClE$ EICIHLEREOI(IE? 0:t O cs - ,;: ego-ii • .y,rr,-��,'`.t,�:->�- f .._-+..te,�. <�,..: y .k▪ '".O��. ,, >. ,.. 0.y my signature below;(certify-.19„eaeh of'fhpfollowing: I am the property owner,or atulittr zed ageri't .n,tite pz"dp ity d ner.�s befaaif. have read t it applibation:and Iheini'brmatmn i;have>ppovidod Is correct, I have read the Description ofWorlr and verity itis accurate,I agree to comply write all applicableloca1' brd'ilianees and state.Ipws relating,to:12_14141p w etzon 'I, aft ,,e-:presentat ves of Ciiperttno to'enter the above identified property for:''nspectinii purposes.; SiQrature 14plicarlttAgert-' �.CIP iket. -®�' Date ;4 I� . SUPPL`EMEN AL INFOZA.ATICN,:I EEQU D , ; ti2 fo..gSTs1P g New SPb or 1}dpltifarnt i d� ollutgs A pl-y for dernohtEa i permit for , 1. � . ca aNT-R- -:M3/41167:...00- s 1 t -,„....„.-44,14,-,;.'41.--,..- -existing bilildlrrg s}: Demolitionvent t Wre uized prior to issuatce of building R "ri w, i �, s.4� ./....1,- ..:,.-- � �,,, permit fciT:4 v bu11di .g. p Ej, s" -# P®,i"f2ANt Aga V:�W 3 Commercial: 1dgs- .Pfo ide a.completed 1azardot sMaterials Disclosure ,^ I STA4DAm TIniii# 47.0. cs "`�` dorm il`atiy Hazardous,IsI`aterialp arc I eirlg tlsetl as part.of this;project. " '' ��s ; g▪! *P -33,03r 3333,33,33, -34,13,43,EV.IP333a1 Copy Planning Approtial tetter af'Ivfectirltr tx�itlx-:Platzriilig prior tcv' � ,- _-� ._ ^ � . ,.. St TB:tiBtOf]PIAI:jTgb._Cr111It,2.pp12,C'ati* 1 v, .,.. .,1-t ..::,:c `▪�,q r •�x•; ,133.3333W-A3-33.3t3-33,334.3,,,,3-,,,,,,3,3 .▪ ' ,4- ❑�YIR4IIMF,NT.CII`z tEAI`T-ws ,^. :r ... ,�. B dg fpp 2017-doc ey sed d6121Ii1/ Sltf4I. "" ----. 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Iii.: il :' / A � 9 r «apt M, N yA" ne � - C� a 51a 344.J-* 4 # 4e1Mi + r. 41, • y11i r?ii f° t "A :L ' y--e...1-- •4 - .iyt a � • a t ,--,_..--01,4..F:,, ,,-,', ! t5 ttt.f : ,, '�, �.4d4k dz19 51!fi :;a ' ` JEr M^. Ypfix a'? L e• (1iZ. Jl t . s 't fA -� ,kAl.. .ae :t 'r s" ,e s- r * - J N i �4' .r, ) r R5, ` i° tt• , � a, a 'th' - 111 1 r 'fl1,411 c s�' -l' r,, 74 11-1'' 4:',Iikpr'''t,- A rt, fa 11 r,� i p'ds. II 11 i '' • DESIGN CALCULATIONS FOR: 12'WIDE COMMERCIAL MODULAR PAD/PIER/ANCHOR SYSTEM (110 MPH/EXP'C'WIND) • • PROJECT: - • PREPARED FOR: .- 11450 MISSION BLVD. mobile 5700 LAS POSITAS RD. MIRA LOMA,CALIFORNIA 91752 LIVERMORE,CALIFORNIA 94551 (951)360-6600 111 0 �� (925)606-9000 Your Project-Our Commitment • PREPARED BY: .i1 1 N� . 1' 4 ,.USI rr fY "} 2-'1 ACUMEN 12808 SOUTH 600 EAST (P,DRAPER,UT.84020 V1�! • (801)571-9877 • Op KO. Engineering, Inc. FAX(801)571-9951 DEC 27 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 11 ALLOWABLE SOIL (S1) 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 N0. 801-571-9877 CALCULATED BY DATE acumeneng@rnsn.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 (6) 0.25/12 1.2 deg Building length(1.) 44.0 ft Least width (8) 12.0 ft Mean Roof Ht (h) 13.0 ft Parapet ht above grd 0.0 ft Minimum parapet ht 0.0 ft Live Loads: Roof. 0 to 200 sf 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 0 • 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 Wind Loads ASCE 7- 10 Ultimate Wind Speed 110 mph Nominal Wind Speed 85.2 mph Risk Category H Exposure Category C Enclosure Classif. Enclosed Building Internal pressure +/-0.18 Directionality (Kd) 0.85 Kh case 1 0.849 Kh case 2 0.849 1 Type of roof Gable . lir1 ?-3 r"Speed•a:p Topographic Factor (Kzt) ,'' ) • riup.t„d]- ,, Sidrtai NoCe . _ Topography Flat a. .; Hill Height (H) 0.0 ft H< 15ft,exp C H/2 Half Hill Length(Lh) 0.0 ft :. Kzt=1.0 H r 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 V(Z) H/Lh= 0.00. Ki = 0.000 , ;:`./ Sl u r!uE x/Lh= 0.00 K2= 0.000 ,•tb) 1:tup-rt0 (rJrrriir.=lied) z/Lh= 0.00 K3= 1.000 Hit At Mean Roof Ht: `r I.,i li> '\ Hi. ri Kzt=(1+K1K2K3)42•= 1.00 2D RIDGE or 3D AXISYMMETRICAL HILL Gust Effect Factor Flexible structure if natural frequency<11-1z(T>1 second). h= 13.0 ft However,if building hIB<4 then probably rigid structure(rule of thumb). B= 12.0 ft h/B= 1.08 Therefore, probably rigid structure /z(0.6h)= 15.0 ft G = 0.85 Using rigid structure default Rigid Structure Flexible or Dynamically Sensitive Structure e= 0.20 Natural Frequency (qi)= 0.0 Hz t .= 500 ft Damping ratio(13)= 0 Zmin= 15 ft /b= 0.65 • c= 0.20 /a= 0.15 9Q,gv= 3.4 Vz= 92.9 Lz= 427.1 ft Ni= 0.00 Q= 0.95 Rn= 0:000 lz= 0.23 Rh= 28.282 q= 0.000 h= 13.0 ft G= 0.90 use G=0.85 Rg= 28.282 q= 0.000 RL= 28.282 q= 0.000 ga = 0.000 R = 0.000 ' G = 0.000 Acumen Engineering,Inc. JOB TITLE 12`Wide Commercial Modular' ,, 12808 South 600 East Pad/Pier/Anchor Plans Draper,UT 84020 Jos NO. - SHEET NO. 4- . 801-571-9877 CALCULATED BY DATE acumeneng@msn.com CHECKED BY DATE • Wind Loads -MWFRS all h (Enclosed/partially enclosed only) Kb(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(A)= 1.2 deg L=. 44.0 ft qi=qh Roof tributary area (h/2)*L: 286 sf B= 12.0 ft (h/2)*B: 78 sf Ultimate Wind Surface Pressures(psf) Wind Normal to Ridge Wind Parallel to Ridge B/L= 0.27 h/L= 1.08 L/B=3.67 h/L=0.30 Surface Cp ghGCp w/+q,GCN w/-ghGCpl Dist* Cp qhGCp w/+q,GCpi w1-%Geo Windward Wall(WW) 0.80 152 see table below 0.80 15.2 see table below Leeward Wall(LW) -0.50 -9.5 -13.5 -5.5 -0.22 -4.1 -8.1 -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 h12* -1.16 -22.0 -28.0 -17.9 010 h/2* -0.50 -17.1 =21.1 -13.1 a h/2* -0.70 -13.3 -17.3 -9.3 hl2 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 **Roof angle<10 degrees.Therefore,leeward roof *Horizontal distance from windward edge is Included In windward roof pressure zones. Windward Wall Pr s at"z" s Combined WW+LW Windward Wall NormalParallel LR I z J KZ Kzt gLGCp w/+q,GC0 w/-q Geo to Ridge I to Ridge .1/WR h= 0 to 15' 0.85 1.00 15.2 11.2 19.2 24.7 19.3 /--- S A,i'iettJA•134/ c't1' d%)kt1J 1 14.1 (,k� 0' 14)q) rein z RIND ,IRECriOH • wRfD.IfORMAL TO RIDOGE WR �/AR LWT SW ,...-1. WW r' r Wafo 11111 . DIRECTIOU ,7 WUiD PARALLEL TO RIDO$. NOTE: r tv .,syr y � • See figure In ASCE7 for the application of full and partial loading !\Znt of the above wind pressures.There are 4 different loading cases. { � `• / Parapet z ! Kz 1 Kzt qp(psf) 0 0.011 0.85 1.00 0.0 vAt/1 0 '<j. Windward parapet 0.0 psf (GCpn=+1.5) Leeward parapet 0.0 psf (GCpn=-1.0) vitro '. f:" preys ruou '3"---...> Windward roof-overhangs(add to windward roof pressure): 15.2 psf(upward) Iorcra.'xmmrr,Fr-p' • Acumen Engineering,Inc. JOS TITLE 12'Wide Commercial Modular' 12808 South 600 East Pad/Pier/Anchor Plans Draper,UT 84020 Joe No. SHEET No. Or 801-571-9877 CALCULATED BY DATE acumenengfa msn.com CHECKED BY DATE Seismic Loads: ASCE 7-10 Strength Level Forces Risk Category li 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 $os= 1.000 Design Category= 0 Fv= 1.500 Sml= 0.900 Sm= 0.600 Design Category= 0 Seismic Design Category= 0 Number of Stories: 1 Structure Type:All other building systems Horizontal Strutt Irregularities: No plan Irregularity Vertical Structural Irregularities: 1a)Stiffness Irregularity—Soft Story Flexible Diaphragms: Yes Building system: Bearing wail Systems Seismic resisting system: Light framed wall system using flat strap bracing System Structural Height Limit: 63 ft Actual Structural Height(hn)= 13.1 ft See ASCE7 Section 12.25 for exceptions and other system limitations DESIGN COEFFICIENTS AND FACTORS Response Modification Coefficient(R)= 4 Over-Strength Factor(1)o)= 2 Deflection Amplification Factor(Cd)= 3.5 bas= 1.000 Sot= 0.600 p=redundancy coefficient Seismic Load Effect(E)= p QE+1-0.25es D = p CIE +1 0,2000 QE=horizontal seismic force Special Seismic Load Effect(Em)= Qo QE+/-0.2Sp D =2.0 QE +l- 0.2000 D=dead toad PERMITTED ANALYTICAL PROCEDURES Simplified Analysis -Use Equivalent Lateral Force Analysis Equivalent Lateral-Force Analysis Permitted Building period coat. (Cr)= 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)= ASCET map= 10 Seismic response coef.(Cs)= SclJR= 0.250 need not exceed Cs= Sdt t MT. 1.089 but not less than Cs= 0.5'61 lfR= 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: Ali other structures • Allowable story drift= 0.02Ohsx where hsx 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= [Io(Qe)+0 (Eq. 12.4-7) (no gravity loads on anchors) Overstrength Factor:(fro) =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:(B0) 1500 psf Cross Sectional Area: (Ap) 16.9 in2 Section Modulus:(Sx,p) 4.2 in3. Pad Specifications (Tp) x (WO x (La) ' 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 Lp Fbt = 900 x 1.2 x 1.25 x 0.8 = 1080 psi (Co) (CO (Ci) • 1I1111 F„ = 180 x 1.25 x 0.8 = 180 psi (CD) (C1) 1uu1IIN U.1 • Uniform Distributed Load:W=(13c/144)x Wp 117 pli Maximum Moment:Mmax=0.5 x W x Cpl 2871 lbs Allowable Bending Stess:fb=Mmax t Sx,p 681 psi < Fb =>OK in Bending Maximum Shear:Vmax=W x Cp 820 lbs Allowable Shear Stess:fv= 1.5 x(Vm /Ad 72.9 psi < P,; =>OK 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: (Fl) 50 psf • Floor Partition Load:(Fp) 16 psf Floor Dead Load: (Fd) 7 psf Module Width: (W) 11.67 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+i=p+Fd)(W/2))+We 612 plf Maximum Spacing of Piers on Outside Main Rails:S =P/Wo 4.90 feet - (_} 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 79531bs 8332 lbs Base Shear Due to Seismic: Vs=(SI)(((LxD)(Rd+Fd+RI+Pd+FI))+ ((L+D)x2xHxWd))+Ml) 3750 lbs 4563 lbs 4766 lbs 4969 lbs Governing Transverse Base Shear:(V) 6060 lbs 7574 lbs 7953 lbs 8332 lbs Longitudinal Load: • Base Shear Due to Wind: Vw-Px(R+F+ H+S/2)xD 22101bs 2210lbs 22101bs 2210 lbs Base Shear Due to Seismic: (Vs) 3750 lbs 4563 ibs 4766 lbs 4969 lbs Governing Longitudinal Base Shear:(VI) 3750 lbs 4563 lbs 4766 lbs 4969 lbs Ground Anchor Quantity: In Each Transverse Direction:Nt=VNL 2.05 say 3 2.56 say 3 2.69 say 3 2.81 say 3 In Each Longitudinal Direction:Nt=VINL 1.27 say 2 1.54 say 2 1.61 say 2 1.68 say 2 Total Quantity of Anchors Required: 10 Anchors 10 Anchors 10 Anchors 10 Anchors • I ANCHOR DESIGN - 121 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) 52 feet 60 feet Calculations: Transverse Load: Base Shear Due to Wind: Vw= Px(R+F+H+S/2)xL 9847lbs 11362lbs Base Shear Due to Seismic: Vs= (S1)(((LxD)(Rd+Fd+RI+Pd+Ft))+ ((L+D)x2xHxWd))+M1) 5781 lbs 6593 lbs Governing Transverse Base Shear:(V) 9847 lbs 11362 lbs Longitudinal Load; • Base Shear Due to Wind: Vw= Px(R+ F+H+ S/2)xD 22101bs 2210lbs Base Shear Due to Seismic: (Vs) 5781 lbs 8593 lbs Governing Longitudinal Base Shear:(Vi) 5781 lbs 6593 lbs Ground Anchor Quantity: 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'A'TO ENSURE ADEQUATE GROUND ANCHOR QUANTITY. Input Data: Module Width:(D) 11.67 ft Module Length:(L) 44 ft Main Rail Spacing:(MRS) 6.29 ft . T T T T I T T Roof Depth: (R) 1.5 ft r •Wall Height:(H).. 8 ft Floor Depth: (F) 0.67 ft MRS/2 Chassis Depth: (C) 0.83 ft Roof Dead Load:(Rd) 7 ibs H 1ew Wall Dead Load: (Wd) 5 lbs - Floor Dead Load:(Fd) 6 lbs MRS Uplift Pressure: (Pa) 15.6 psf Horizontal Pressure:(PH) 16 psf --- ' Anchor Capacity:(Ac) 2962 lbs T A U • • Calculations: Module Height:(Mh)=R+Wh + F= - • 10.17 ft Distributed Horizontal Load:(H)=PH x L x Mh = 7157 lbs Distributed Uplift:(U)=Po x D x L= 8008 lbs - Dead Load:(W)=((Rd +Fd)x(DXL)) +(2xHxWdx(D+L))= 11127 lbs Overturning Moment:(Mo). Mo =H x((Mh 12)+C)+(U x(MRS/2))= 67516 lbs-ft Qty of Anchors to Resist Overturning Moment: (Ar) • Ar=((1.5 x Mo)-(W x(MRS/2))!(Ac x MRS)= 3.56 say 5 (3 Transverse& 2 Longitudinal) • • • I 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 I U Main Rail Spacing:(MRS) 6.29 ft T T T ` 1 T T T ^ Roof Depth:(R) 1.5 ft ti Wall Height:(H) 8 ft 11111111111111111111.11111. Floor Depth:(F) 0.67 ft MRS f 2 Chassis Depth:(C) 0.83 ft Roof Dead Load:(Rd) 7 lbs H �W Wall Dead Load:(Wd) 5 lbs • Floor Dead Load: (Fd) 6 lbs Uplift Pressure:(Pa) 15.6 psf MRS Horizontal Pressure: (PH) 16 psf 1111111111111111111111. u.. Anchor Capacity:(Ac) 2962 lbs (ti T A U 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 D x L= 9464 lbs Dead Load:(W)=((Rd +Fd)x(D x L))+(2 x H x Wd x(D+L)) = 12980 lbs• Overturning Moment: (Mo) • Mo = H x((Mh I2)+C) +(U x(MRS 12))= 79791 lbs-ft Qty of Anchors to Resist Overturning Moment:(Ar) • Ar=((1.5 x Mo)-(W x(MRS/2))/(Ac x MRS)= 4.23 say 6 (4 Transverse& 2 Longitudinal) • L ANCHOR DESIGN (OVERTURNING) 121x 60'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 D Module Length:(L) 60 ft _ U Main Rail Spacing:(MRS) 6.29 ft TT1' TTTTT Roof Depth:(R) 1.5 ft • Wall Height:(H) 8 ft Floor Depth:(F) 0.67 ft MRS/2 Chassis Depth: (C) 0.83 ft Roof Dead Load:(Rd) 7 lbs H 4,VV • Wall Dead Load: (Wd) 5 lbs Floor Dead Load: (Fd) 6 lbs Uplift Pressure:.(Pu) 15.6 psf MRS Horizontal Pressure:(PH) 16 psf Anchor Capacity:(Ac) 2962 lbs A U • Calculations: Module Height:(Mh)=R+Wh+ F= 10.17 ft Distributed Horizontal Load: (H)=PH x L x Mh = 9760 lbs Distributed Uplift: (U)=Pu x D x L= 10920 lbs • Dead Load:(W) _((Rd+Fd)x(D x L))+(2 x H x Wd x(D+L)) 14833 lbs Overturning Moment: (Mo) • Mo H x((Mh/2)+C) +(U x(MRS/2))= 92067 lbs-ft Qty of Anchors to Resist Overturning Moment: (Ar) Ar=((1.5 x Mo) (W x(MRS/2))/(Ac x MRS)= 4.91 say 7 (4 Transverse& 3 Longitudinal) • • CONSTRUCTION NOTES SWEET INDEX NOTES I.) ALL UJOIJG SHALL Ca.FOR-t TO 2013 CBC AND/OR LOCAL BUILDING CODES: I g SHEET ^" Y ::`;{;s,;,Y;. ::. 2.) THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND'CONDITIONS SHOUN OM 2 (44'M ER/ANCHOR PLAN 013 i I e PLANS.'THE ENGINEER SHALL BE NOTIFIED OF ANY;a1SCREPANCIES (44'MAX LENGTH) Ill 3) ALL LUMBER 1N CONTACT WITH OR WITHIN 3"CF SOIL TO BE PRESERVATIVE TREATED. g PAD/PIER/ANCHOR PLAN (60 MAX LEtJrsTt 1) modular' 4) ALL FASTENERS USED IN FOUNDATION MUST BE CORROSION RESISTANT. 4 PAD/PIER/ANCHOR}NAILS eM 5) ADJACENT GROUND SUWACES SHOULD ULD BE SLOPED AUSAY FROM STRUCTURE AT Your ProJeot Our Commitment 5x FOR A CiUNIMWM DISTANCE OF 10 FEET. DRAINAGE OF SURROUNDING AREA DESIGN CRITERIA SHALL BE PROVIDED TO PREVENT ACW IULATION OF SURFACE WATER. 6) SKIRTING(F USED)MUST BE SELF SUPPORTING 4 MAY NOT TRANSFER ANY LOAD. ROOF LIVE LOAD: 20 PSF 11450 MIJ'SIow $LvD. • 6-leo LAS POSIT,$ RD, 1) IF SKIRTING IS USED,UNDER FLOOR AREA MUST BE VENTILATED AT 150.FOOTFLOOR LIVE LOAD: psi MIR,Q LOMA, CA. 'a1"62 L1YER1`�1ORE,CA. e4581 FOR EA.1505 .FEET OF FLOOR AREA OPENING MUST BE COVERED WI CORROSION RESISTANT MESH /OPENINGS of V4 NCR PARTITION LOAD: 15 PSF (951)36e) - 6)600 0925)6016 - 9000 8.2 IF SKIRTING IS USED,AN ACCESS OPENING w/DIMENSIONS NOT LESS THAN DESIGN CODE: 2013 CISC Oft x 24"SHALL BE PROVIDED. S.) HEIGHT OF FINISHED FLOOR ABOVE GRADE SHALL NOT EXCEED 46". IMPORTANCE FACTOR 10 10) ALL UTILITY/RAMP/STAIR DESIGN AND SITENTILITY/GRADING DESIGN BY OTHERS. RISK CATEGORY II 12 ' WIDE 11.) ALL EARTH ANCHORS$HAL HAVE.4 TOLERANCE CF 10 DEGREES WIND SPEED! 110 MPH, COMMERCIAL. O D U L A IR (VERTICALLY 4 HORIZONTALLY); EXPOSURE: EXP'C. 12) EARTH ANCHORS SHALL BE MANUFACTURED BY'ABE5G0'(OR APPROVED MAPPED`MC ' I- FAD/PIE /ANC1-4OR FLANS EQUAL)STATE OF CALIFORNIA APPROVAL NUMBER E.TS-106( RESPONSE ACCELERAIIOhk Se.Lsoe 13) EARTH ANCHOR TIE STRAP MUST CONFORM TO ANSI STD.•A225.1. ( A�✓r.E T-�SEM@813) 5 0 14.) STEEL PIERS MUST BE''TE POW ENGIN ERING-SERIES MPP`OR APPROVED SITE CLASSj) EQUAL (PIER DESIGN CAPACITY TO BE 4000E UNLESS NOTED) SPECTRAL RESPONSE 50$.10 THE INFORMATION IN THESE DRAWING5 IS PROPRIETARY.THESE • COEFFICIENTS: 9DI.0.6 DRAWINGS MAY NOT BE REPRINTED,DISTRIBUTED OR USED FOR IS) THE MAtACTURERS 1N5TRUCTIONS MUST BE STRICTLY ADHERED TO t1ltifE12 INSTALLING PIERS,EARTH ANCHORS,TIE SCRAPS,ETC ANY PURPOSE WITHOI li THE EXPRESSED WRITTEN3-ER IISSI0N SEISMIC 1 ESIGN CATEGORY: D OF MOBILE MODULAR MANAGEMENT CORPORATION: 16) MODULAR BUILDING TO BE CALIFORNIA HOD APPROVED COMMERCIAL MODULAR BASIC SEISMIC LT FRAMED WALL, SEAL BLDG SIZE TT) ACUMEN ENGINEERING 1445 NOT INVESTIGATED THE SOILS SUPPORTNG THIS FORCE RESISTING SYSTEM 1J51NrsFLAT .C*�FE�r; BUILDING.THE ALLOWABLE BEARING CAPACITY IS ASSUMED TO BE 15219 PEP* SYSTEM: STRAP BRACING Y ' C. 4/i' ADDRESS OF INSTALLATION THE ALLOWABLE ANCHOR PULLOUT•CAPACITY IS ASSUMED TO BE 2962 LBS.IF , �' . ACTUAL SOL CONDITIONS AT T1415 SITE ARE*NOUN TO VARY FROM THESE DESIGN BASE SI-EAR; o35fOW '. / '•5 ASSUMPTION$TI-EN ACUMEN ENGINEERING MUST BE NOTIFIED 1FMEPIATELY. SEISMIC RI SPOI�ISE O ` r 2,. 1� IS) ACUMEN ENGINEERING WILL.NOT INSPECT THE INSTALLED FOUNDATION SYSTEM COEFFICENT:(C8) C9 '0 a ` 1"?w THE OWNER OF THIS BUILDING AGREES TO INDEMNIFY ACUMEN ENGINEERING FOR 0250 ' ^t " - f- DAMAGES ARISING FROM IMPROPER INSTALLATION. RESPONSE MODIFICATION .. FACTOR(R) 4. COVER 61-1�E7' 19) THESE DRAWINGS MAY NOT BE USED FOR BUILDINGS WITH ANY OF THE o• FOLLOWING ELEMENTS:PARAPETS,FIRE RATED EXTERIOR WALLS,STUCCO ANALYSIS EQUIVAI.BiT LATERAL \Tf eiVrt t�,;a DRAM BY DATE' EXTERIOR FINISH OR ROOF PITCH GREATER THAN 2:12. PROCEDURE: ,FORCE ANALYSIS C O ,1,5" AMN 12/02/13 • REDUNDANCY FACTOR 15 — 2�g -E JOS . PLAN SET yam, DEC 2 aGP NURSER: 11 ' - t SWEET I OF 4 SHEETS . .4 • MIptILE LENGTH / / ' S" �'- CTAX IF MAX PIER SPACING I5 EXCEEDED. AXLE ASSEMBLY /2 riAX/ PIER INSTALL(2)PIERS Ir OMEDIATELY MAY BE LEFT -S SPAGIIVCs ADJACENT To EA OTHER.4T FRONT • ON MODULE 11AX*1 s REAR OF AXLE ASSEMBLY. �- 0� OA ©© W®� - NATE: t� — me i}}Lc��J44t lIMMLLLL����JJJJ1111 w�"� -r a em It 1J IF ACTUAL NODULE LENGT3 3 IS NOT _n y • II LALENGTH.m IN ANC.440R SCHEDULE USE I ANCHOR REQUIREMENTS -0O `� q BLDG SIZE TRANSVERSE LONGI ttJDn�AL L 1I �' .�._ - !us -� -Akcij 12'x 32` ARCA O� ■1.-----.�� `ll 11.E ..... J�. 4O • O O O K x A arcD EF GPM< E F 12'x 42' A ehOD.E. G)4 J1c CENTERLINE OF TRANSVERSE— OUTLINE OFT LONGITUDINAL— CHASSIS MAIN ANCHOR BUILDING ANCHOR 12'x 44' A.S,CP.E) Cs)•1..) • RAIL(TYP) ABOVE PAD/FIE /4NC{-Eat: 'LAN (44' MAX LENGxTI-I) • 0 2 4 6 6 10 THE INFORMATION N THESE DRAWINGS IS PROPRIETARY.THESE DRAWINGS MAY NOT BE REPRINTED,DISTRIEUTED QR USED FOR ANY PURPOSE WITHOUT THE EXPRESSED (I ITTEN•PER•116v-5tON OF MOBILE MODULAR MANAGEMENT CORPORATION • SEAL • OFESSio• mobile pi i� modular et lig" Your Protect Ow Commitment L ! 2 '"li• 4-1. R ' i - '*; • MODULE LE143T I / . 2,-sed'- MAX IF MAX PIER SPACING IS EXCEEDED, AXLE MAXI • INSTALL(2)PIERS IMMEDIATELY Max'B Y /' /2•-S" SP PIER A?JACEHT TO EA OTHER AT FRONT ON MODULE MAX I REAR OF AXLE ASSEMBLY. INT- Imi ma �7T-� T._. ez;..1 ._-rr- -- lt,,?,..1 ---_.p._..._. >_< ._. TO U 1. _ / • �S ® ,1 <\\ i 1 \M® 011 1 - IMO NM_®T 113 11 ^ _ _ ._. \ o 0 0 ,OL,_ Min .. rlO O A CENTER.INH o-, TRANSVERSE OUTLINE OF- LONGITUDINAL PAD/f IE /ANC1-40 ' FLAN CHASSIS MAIN ANCHOR BUILDING ANcHoR (4201 MAX LENGTH) RAIL[TYP) A VE 0 2 4 t1-IE INFORMATION IN TI-ESE DRAWINGS IS PROPRIETARY_TI-E5E NOTA: DRAUHNCYS MAY NOT EE REPRINTED,DISTRIBUTEDOR USED FOR ANY PURPOSE IUITNOUT THE EXPRESSED tURITTEN PERMISSION 1.)IF ACTUAL MODULE LENGTH IS NOT OF MOBILE MODULAR MANAGEMENT CORPORATION. SI-10M1 IN ANcl-IOR SCHEDULE„USE SEAL NEXT LARGEST LENT TH. ^rS • 4NGNOR REQUIREMENTS f °� c �. mobile ELPGSI7E TRANSVERSE LONGITUDINAL {„ ✓ -▪fir .^ ,. ; modular 12'x 52' ABrCAEP G.H.K ;�'. '" - i ^- i Tour faoJ®ct-OW Goomllmdrt 12'x 6fD' ACDFk MNP fxJ I,IJCQR J1 >f �- - i-"'% PARI 1EIRJANGHOR FLAN 'tom- =V (60' MAX LETS-I) UJ CVL' 0. / DRAM EY DATE < •est 12/02/13; JO)3 NOTED 12/110C/GP DEC 2 7 2013 SWIFT 3 OF 4 SWEETS . _ .1,4 4,0 • FLOOR FLOOR FLOOR FLOOR JOISTS PLYWOOD JOISTS PLYWOOD FLGC7R FLOOR FLOOR FLOOR JOISTS PLYWOOD JOISTS PLYWOOD 1111111111111111 11111111111.11111111 Y Y 111111111 YEW.FLANGE TO vERT.FLANGE TO BE PO$ITkX4ED • BE POSITIONED ON ALT.SIDES n/ ON ALT SIDES wI CHASSIL J EVERY OTHER 01445515 EVERT•OTHER NMI Mil= NAIR PIER ALONG MAUI RAIL -J. PIER ALONG =' MAN RAIL .. MAUI RAIL ^— ® 4CLOXd LA RATED ® ... LOCC TOP OR CW ASSIS 4000 LD RATED MANN RAILS BQLT-CHL TOP LOCK TOP OR $TSL FNER STEEL PIER 4CD�L$ , ! FOR E.A. MAIN RAIL COLT-ON TOP ANCHOR) 4st a L B COME FORE A EXISTING AC. RATED ...... RATED. /A\ ANCHOR) PAVEML3�IT 2!12%24" 2.12x24" STEEL.Pmt CROIiSTEP-I.PIER P.T.PAD P.T.PAD 2x12tR4" D IEL • 2%12x24' ANGHOR' .,�:: __�r ' RT.PAU STRAP iebfebfiriibtbiffiibiibes .... ........ •e.e. .. . ---ry ♦t♦eiebierei♦ief beffbif♦♦. ret a befreibeibiti Oeif I, .9 veeeieetiebfbi+teefeefebe� ;biibifb..iiiy iib lite i bebib„e„bire„bi_tbebt_bA.tebi„et_ ♦1 e e f e 1 r e b e b t e e f i b e b ibbietrbtJ�lre� s_+.....t.�_�i_i a e...e.�.._�_e•tett e e e t►.,4 CROSS DRIVE 6ARr4 11 ASPHALT SOIL EXISTING AG. 1' ANCHOR WI STABILIZER 9 ASP144LT P4 1E I Cr SOIL. PLATE(ALh I>ot7BLE DETAIL MIN THICKNESS) HELIX AUGER ANCHOR 11 (TYPICAL PIER) GRTiFSTACILIZEI¢!PJ N.T.S. CRO$8 DRIVE EARTH ANCHOR I 0 DETAIL (LONerupI1A. 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