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TT (06-2584)51949 Marquessa Ln 06-2584 P.O. BOX 1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253. Application Number: Property Address: APN: Application description: Property Zoning: Application valuation: Applicant: L06-00002584 .51949 MARQUESSA LN 777-030-999-38 -30138 TEMPORARY TRAILER LOW DENSITY RESIDENTIAL 5000 Architect or Engineer BUILDING & SAFETY DEPARTMENT BUILDING PERMIT D Z OCT 0 22006 CITY OF LA QUINTA CIL—_ — LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professionals Code, and my License is in full force and effect. License Class: B License No.: 539407 Date: Contractor: OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractor's State License.Law for the following reason (Sec. 7031 .5, Business and Professions Code: Any city or county that requires a permit to construct, alter, .improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).: (_) 1, 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 and Professions Code: The Contractors' State License Law does not apply to ani owner of property who builds or improves thereon, and who does the work himself or herself through his or her own employees, provided that the improvements are not intended or offered for sale. If, however, the building or improvement is sold within e year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). 1 - as owner'of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractorls) licensed pursuant to the Contractors' State License Law.). I am exempt under Sec. , B.&P.C. for thisleason late:— (Owner: -' ONSTRUCTION LENDING AGENCY I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097, Civ. C.). Lender's Name: Lender's Address: ,LQPERMIT VOICE (760) 777-7012 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Date: 9/29/06 Owner: 1 LA QUINTA DEVELOPERS LLC 41800 WASHINGTON ST #B105-220 PALM DESERT, CA 92211 (760)404-1900 Contractor: H R CASTLE CONSTRUCTION 41-800 WASHINGTON ST, B105-220 INDIO, CA 92203 (760)404-1900 Lic. No.: 539407 WORKER'S COMPENSATION DECLARATION hereby affirm under penalty of perjury one of the following declarations: I have and will maintain a certificate of consent to self -insure for workers' 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 workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier STATE FUND Policy Number 229-0023108 I certify that, in the performance of the work for which this permit is issued, I shall not employ any 1 .person in any manner so as to become subject to the workers' compensation laws of California, nd agree that, if I should become s ' c"t to the workers' compensation provisions of Section 700 of the L or d al rthwith comply with those provisions. -Da[e:VUly I D Applicantl t WARNING: FA URE TO SECURE. O KERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000). IN ADDITION TO.THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. APPLICANT ACKNOWLEDGEMENT IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions set forth on this application. 1. Each person upon whose behalf this application is made, each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this application, the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents and employees for any act or omission related to the work being performed under or following issuance of this permit. 2. Any permit issued as a result of this application becomes null and void if work is not commenced - within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. 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 c my t enter upon the above-mentioned pr y for 'n ection pu o.1 'Date: Signature (Applicant or Agent): Application Number . . 06-00.002584 Permit . . . TEMP TRAILER / MOBILE HOME Additional desc . Permit Fee . . . . .200.00 Plan Check Fee .00 Issue Date . . Valuation . . . . 5000 Expiration Date 1/28/07 Qty Unit Charge Per Extension BASE FEE 200.00 Special Notes and Comments TEMPORARY SALES TRAILER 12X60 FT. MINOR USE PERMIT No. 2006-780.[LOCATED ON LOT #38 AT THE NORTHWEST CORNER OF AVENUE 52 AND MARQUESSA LANE.] 2001 CBC. Fee summary Charged Paid Credited Due Permit Fee Total 200.00 .00 .00 200.00 Plan Check Total .00 .00 .00 .00 Grand Total 200.00 .00 .00 200.00 C. Bin # GA -C., ' l City of La Quinta Building'u Safety Division " P.O. Box 1504, 78-495 Calle Tampico La Quinta, CA 92253 -.(760) 777-.7012 Building Permit Application ando Tracking Sheet *'*Permit # Project Addres Owned Name: LAQu%n L L.0 A. P. Number: ''}+' a _ / O , Address:l+ Legal Description: r 3 1 Y1 C.17 Contractor: c' XC)nTelephone:'] ty, ST, Zip: U 03 OD s i Address: k (bAp!F,,_72Z Project Description: Solos -Tr(\\U4_ City, ST, Zip:)VCA a NoS qb Telephon qkQ QQ Q I CLO -C) State Lic. # : City Lic. #: 5 o 3 0 Arch., Engr., Designer: Address:1P L , City, ST, Zip: 10 Telephone: CM , - State Lie. #: Name of Contact Person: 0 vAV is Construction Type Occupancy: Project type (circle one): ew Add'n Alter Repair Demo Sq. Ft.: # Stories: # Units: Telephone # of Contact Person -1(p Estimated Value of Project: f r APPLICANT: DO NOT WRITE BELOW THIS LINE # Submittal Req'd Recd TRACKING PERMIT FEES Plan Sets Plan Check submitted ^ Item Amount Structural Calcs. Reviewed, ready for corrections Plan Check Deposit Truss Calcs. Called Contact Person Plan Check Balance Energy Calcs. Plans picked up Construction Flood plain plan Plans resubmitted Mechanical Grading, plan*2' Review, ready for corrections s e % Electrical Subcontactor List Called Contact Person 1 Plumbing Grant Deed Plans picked up S.M.I. H.O.A. Approval Plans resubmitted Grading IN HOUSE:- ''" Review, ready for corrections/issue Developer Impact Fee Planning Approval Called Contact Person A.I.P.P. Pub. Wks. Appr Date of permit issue School Fees •Total Permit Fees O ne Es FRAM C415: -4wr`r FI&VO 5 A* cow""5 -To )(4, t LEGEND PLAN PLAN PLAN ONE TWO THREE 111 JUL 0 5206 1BR ss 38R 24 2CR 11 3C ssA 2BR 2CR M ME. AVENUE 52 2AR 3CRI I 1C J 2B n D 32 ❑ r1(1 V '- 26iDlo - 79,6 18R JJ 3C JI 18R J6 iC C « n OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED . - FOR OR CONSTRUCTION DA 7 06 gy " 1/!G/AJI -r-1 ,I 1• APPROVED BY COMMLR4ITY DEVELONENT DEPARTMENT BY 1 DATE i w c7 0 EXHIBIT CASE N0. 7a.rIC o - 1 o ' ;I II ,I Ir AL- C ITY OF LA Q 1NT BUILDING & SAF DEP*f; . APPROV D FOR CONSTRUCTION DA 8G BY P 60 1 h c I « fl I j I t 1 ol u):: S .a nco y C U)Jco . W 'It\♦♦♦♦♦. ♦♦♦♦ Q cc f co Im 11 0 c I 1 W' 11 '♦}' i M c Z J W ' Q W Q. `tel (n U) 11 . N ,I w , 11 II '1 1 h c I « fl I j I t 1 0 yn , u( u1KtW P.O. Box 1504 LA QUINTA, CALIFORNIA 92247-1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 April 10, 2006 Mr. Bob Davis La Quinta Developers, LLC 41-800 Washington Street, B105-220 Bermuda Dunes, CA 92203 SU8.JECT: MINOR USE PERMIT 2006-780 Dear Mr: Davis: (76.0) 777-7000 FAX (76.0) 777-7101 FFFCap` The Community Development Department hereby approves yo.ur application request to install 'a temporary sales trailer on the northwest corner of Avenue 52 and Marquessa Lane, as shown on the attached exhibit-,. subject to the following Conditions: - 1.. Once the trailer is' -installed, it can remain on-site for ' a six-month period. However, an extension of the six-month period .may be applied. for, with no additional fee, in writing to the Community Development Department. before expiration. TheCommunity Development Director may, after reviewing -the facts, extend the use of the trailer for another six -.month period., . 2. Use of the trailer shall be. limited to the hours of construction as listed in the. La Quinta .Municipal Code (Chapter 6:08, Nuisances).. A copy of this. time schedule can be obtained from the Building and Safety Department: 3. A building permit is required for the temporary trailer and temporary electric power. Please apply to the Building and Safety Department for a permit (760 777-7012). Written permission from the property. owner' is required before a building permit can be issued. 4. The trailer shall be placed a minimum 10 -feet from the street unless otherwise approved by the Building and Safety Director. ,Y4ding address shall be installed on the trailer to help identify the. Xlo ' ary business location (e.g., minimum 2 -inch high letters in.a contrasting Ll JUL 0 5 Z 6. ' Pr 'd one 2A10BC fire extinguisher inside the construction. trailer and sign over the exit door'which states '.Door to Remain Open During Business Hours.' r 41 7. The trailer, if elevated off the ground, shall be skirted with metal or wood siding material. The skirting material shall be painted to match the exterior color of the trailer: The exterior surfaces of the trailer shall be painted (or may be stuccoed) and in overall good condition. 8. No temporary signs are permitted unless separately approved by this Department. 9. No exterior lighting for the .trailer is allowed unless approved by the: Building and Safety Department. r All security light fixtures shall be hooded to prevent light glare from being cast onto adjacent residential properties and. streets. 10. Mounted close to the front door on the outside of the building shall be a written notice in emergency personnel of your 24-hour .emergency phone number in case of problems arise that need your prompt attention (i.e., minimum one=inch high letters).. 11. The trailer shall be removed from the.site.prior to the issuance of Certificates of Occupancy. 12. Provide.restrooms facilities to accommodate on-site workers.. 13. Dust control measures shall be employed if construction parking is allowed adjacent to. the trailer. 14. The City may.elect to add conditions to this application request to mitigate any problems that may arise.and are not address herein. If .you have any questions, please contact me at (760) 777-7125. Very.truly yours, JAY WUU Assistant Planner C: Building and Safety Department Public Works Director Code'Compliance Department Sheriffs Department BUILDING &SAFETY DEPT, APPROVED. FOR CONSTRUCTION LA DAT "rPorc)"01, _Tz 5700 Los P.ositas. Road .1 1450 Mission Blvd. Livermore, Co. 945501 Mira Loma, Co. 91752 BUILDING SIZE: C. SERIAL NUMBER, 41104 K-, .M LU M ADDRESS OF IN5TALLATION: lul- . A O.2 20 6x SHIEET w"X ............. ................... COVER SWEET, SWEET ltEX 2 ................................... TYPICAL 5NGLE WIDE PLAN 3 . ................................. . ALT. PAD/PIER/AW-WOR PLAN 4 . ....................................... PAD/PIER/ANCHOR DETAILS. 5 ................... .............. . CCN5TRUCTION NOTES OM" COUTO" ft.A4 6EI. w-ER ROOF LIVE LOAD: . ................. .......................... 20- MSP.. FLOOR LIVE LOAD & . ............................................... . So PDF. PARTITION LOAD . .......... ............................ IV P-A$F. uRND SPEED / E>0*05URF . ............................ :.10 HP$ EXP. 'C" SE15MIC ZONE . . .................................. RIPORTANCE FACTOFL . .............................. ........................... lID DE516" CODE ............... ........ 1991 -Lk4W-0F;" BUILONG CODE ftW CALF10FNIA BUILDIISIG CODE -7 601L. I ............ . The infor'"ation in the" drowin" is propriwiory. 'nwy nwy not be ap distriWed or used for any purpose without the ewesse4 written PwTn . ftwn of UobAe Modular Management Corporation. ft.A4 6EI. w-ER COVER SHEET DRAUN 5Y LE JAPrPhOvW SC -AL E M DATE km-M-55 JOB OrTrEA10C &&*f T I CP 5 . AME ASSEMBLY MAY M rtAX• ALLOUADLE LEW.?" M , Ax LE" ON MOCX" OF MAN RAIL 'WrrOR O O ODY EACH PIER I G - - - - - - - - - - - - - - - - - - - --------------.---------------,--------1----------- i I O-----®--- . c ] cam] [n] n---------®--1—_ —J-- -- B- Al IL—li O 11 i i 11 __ --- _ , 77 O—.—= ------------------------- --------- ----- ------------- ------ ' -----O LCWITDNALEARH AWA-IOR WTALr/m hPEDIATELYLOJTLM OF DULDNC. ABOVE — J 3 TRAN5%,FR5E EARTH MCAOR ADJACENT TO FRONT 4 REAR .. OF AMIE A66EME LY. . - - F AME A660-OLT b LEFT ON AND MAXrLtl MAN RAL 6rAC6Y. le EXCEEDED, WTALL (2) rmR6 rt -VO AMr ADJACENT TO EACH OTFER AT MlIONT Alm REAR OF AME AW SLY. FAD PIER ANCHOR PLAN WIND SPEED/EXPOSUREt' 10 "c" SOIL TYPEf ' 4 (1500 P 3F. ALLOW. BEARING), O 7 4. 6 b - TM Inforrnol1w in th„a drv.4+qv h pmprS.twy. TA.y may not a -w,6 l d'iflrW#d of usd for orq purpo„. wdhoul IM aqp vs .d .n21en F«s.:rron of Mo W. WoduW Yorwp.rtxnl Corporvtiom TVO 6TRAr6 REOUIRE'D ON ALL . A? LOADED IN EXCEM OF.4116 1”. . -c ACTLL4L MOBILE L"M 16 NOT WOW N TABLE,. . tL`E vALLE6 FOR THE*NEXT LoWA61 LEW.M. u? FMf' E V:WG t1fiL MAY 0?_nns DATE PAD/PIER/ANCHOR PLAN . q eT LE ArrVIOYW 6ULE NCT1ED Qj- _sy roe 17 11 M .4 Z i b-4EU 3 CF. s EARTH R RECUREMENTS MOO-JILE LEWITH MEET/ TVtAl*VER6E AHCVORfl At<3. S PULLOUT RCOUIRED. CArACfTY yfo»J LCtrm'WNAL ANCHOW ANCHORS rtLLOUT rMaAFtED CArACITT fb.J )T _ E?GN 6614- AD 4v9 44 E1GNIJKL 45M A.P 6343 6o EFAMIML 6iH ApGP 36TT ao tpr./UJKL 6751 AJS.Cp 4757 as EriJN1AKL 6.e63 ADFD 4<eT TVO 6TRAr6 REOUIRE'D ON ALL . A? LOADED IN EXCEM OF.4116 1”. . -c ACTLL4L MOBILE L"M 16 NOT WOW N TABLE,. . tL`E vALLE6 FOR THE*NEXT LoWA61 LEW.M. u? FMf' E V:WG t1fiL MAY 0?_nns DATE PAD/PIER/ANCHOR PLAN . q eT LE ArrVIOYW 6ULE NCT1ED Qj- _sy roe 17 11 M .4 Z i b-4EU 3 CF. s 3m • MAJC (TrrJy AXLE A66ENIXY MAY BE MAX ALLOIADLE LENGTH OLEFT ON MOOLLE CF PIAN RAIL &X -PORTED - — 1 ------------------- ----------.__—_ DY EACN.PI ----_— i Cn] Cn] Cn] --- _1_ _1_ 9 3 L II uuJtt I I I I I I 1 LLL ull1 -- Iuu1 U l\t . e MAX _ ! ► J I I I I' I I P vl 7 II II II i -7- [ J [ ] [ ] ---- ii?S}f-- --'=- Fia — O I I LJ -------------------- -------------------- - - O R6 -- PIERS OUTLINE OF WLDING A W7A d . . ADJACENT TO FTaOt'(T 4 REAR. OF AXLE A66E1 MT. P AME A66EM6LY 16 LETT ON AND ; 6TRAr VWXLE MAX" MAN RAIL 61"ACNG 16 EXCEEDED. WALL (21 r1ER6 RLL DEPTH .: "-r-O ATELY ADJACENT TO EACH CiA66t6 pop )• MAX,j OTHER AT FRONT AND REAR OF PlT115ER . '1 AXLE A66EM15LY. P FD P I L.._ fR / ANCHOR PLAN WIND S'PEEP/EXP05UREo 10 "G" IT SOIL TYPE: 4 (1500 PSF..ALLOW. BEARING) e T. ► s Ess .. • EFGN TO DE DMTED TO 61A6616 END P£T11MR (GEE DE TAIL. TWI6 6r -EFT) - cpv/ 4. IJICLHNOr TO 16E Ut4PPED AROIAD CNIA6516 MAIN RAIL (GEE DETAIL 7.61EET 14) f'A`•( TW 6TRAr5 FWCL rWED R4 ALL ANC140R6 LOADED N EXCE65 OF 4175 be. CAL6s-C'' c ACTUAL M00tXE LEWTW 16 NOT 6WMN N TAOLE. .. u6E vALUE6 FOR Tt4<- tEXT LCW.E67 LETGM -.r^at•r• Ihto, d•a.Mpe •. P'004410ry. They may not be reprinted. - r•'tv.d v -d rn oaf Pv poet .;Ihovl the t.ptnnd .rhlt. p.minlon -• -yb Vicev.• v.-. p.••.. 1 Ca•po•al:on. . RE v. 6E6CRIr710N DATE SW* A&TFt A301 r'UO.►t OOLT ANCwOR 6TRAr fDRJL.L %I*'e wou - T1AOV<y4 END STRAP TO ENDMEI`113ER . (MCNORS - EFfP, ONLY) Qle- ALT. PAD/PIER/ANCHOR PLAN DRAam DY LE APr"OVED SCALL NOTED DATT< I0-11-55 Joe u TYrE CY _ 8 - 6r -En ) Ote, f EARTH ANCHOR REQUIREMENTS MOOt1LE LCWSI UDIo0L ANCWO" TRAN6vER>8,E AN_oI TRANWERK ANC"O" LETGn4 . ft'EET) At4C}lofts REQUIRED R,LLOUT CJ ACIYT (be) AHCWOR6 RECUMD RJLLOUT CAIACITY (b.J ANCNOR6 RECLIRED PULLOUT CAPACITY (b.J )T AD 4!)5. EFGN• 6614 --- •-- u AD byT) EFGN 4965 W L 5766 AALD »n EFGN 6714 un 6071 yi ADr-D 4767. EFGN 6761 wrL 1725 rra •ID,CD Orel EFGN 4565 1J1C1 HNDI 5766 EFGN TO DE DMTED TO 61A6616 END P£T11MR (GEE DE TAIL. TWI6 6r -EFT) - cpv/ 4. IJICLHNOr TO 16E Ut4PPED AROIAD CNIA6516 MAIN RAIL (GEE DETAIL 7.61EET 14) f'A`•( TW 6TRAr5 FWCL rWED R4 ALL ANC140R6 LOADED N EXCE65 OF 4175 be. CAL6s-C'' c ACTUAL M00tXE LEWTW 16 NOT 6WMN N TAOLE. .. u6E vALUE6 FOR Tt4<- tEXT LCW.E67 LETGM -.r^at•r• Ihto, d•a.Mpe •. P'004410ry. They may not be reprinted. - r•'tv.d v -d rn oaf Pv poet .;Ihovl the t.ptnnd .rhlt. p.minlon -• -yb Vicev.• v.-. p.••.. 1 Ca•po•al:on. . RE v. 6E6CRIr710N DATE SW* A&TFt A301 r'UO.►t OOLT ANCwOR 6TRAr fDRJL.L %I*'e wou - T1AOV<y4 END STRAP TO ENDMEI`113ER . (MCNORS - EFfP, ONLY) Qle- ALT. PAD/PIER/ANCHOR PLAN DRAam DY LE APr"OVED SCALL NOTED DATT< I0-11-55 Joe u TYrE CY _ 8 - 6r -En ) Ote, f Floor ri, o moor rty.00d Floor btKr . Floor rood _ _ . Hoar at Fbm Joltl __ - Fbor J01.1.4 - Od"I. ruin Ibll - .. 'T'__ V.rtlul n ng. to b. porltlonwd .. C+avd Anchor ib Mrsp E ..l rtw of sh-4l. aid— of esti tall .. rith .r.ry otlrr plr. GTvt.16 rUln Ft.11 Ul ap *trip Arovd ted• ' ' .. • S Ov rrb MA tip (or tbl H and moad ) a15- 9I 4000r FLt.d 6lwd Mar6t..1 Mar % v.. - Groel And»r . , TI. WapI Mrade IT rad. ao<„d Andwr Gr o,. d And,cr - f3) )rogltl• r.T. redoD E TA I (TYPICAL PIER) f" ' I (LONGITUDINAL TIE DOLN) 3 'DETAIL (TRA)15vERSE TIE. DA1N) NOT TO 5GALE 4 NOT TO SGALE 4 NOT .TO. SCALE A O 500p ' V, TM ;.fnw.. !n Ilww k"b'9t b prvprktery. Tlwr moF not tw rr .tnlr4. fY . •sad ..irbw wr.rr.ow `Q of Mobile 1610"w W"aw d Coryo Q"% - 0 . Es11 cc a Vi . f cIa I\,.{ PAD/PIER/ANCHOR DETAIL3. oFuuw er LE.trr+aoven ecALz NOTED DATE tm-t -es JOB VTIIrE110C MAY 0 9- Wmc • a S - - RE V. DEDCRIP710N DATE DYE . COMITRUCTIOM MOTEls 1) FOUNDATION DE53CH LOADS: - - 15) MODULAR BUILDING TO BE CALIFORNIA NCO APPROVED COMMERCIAL COACH. ROOF UVE LOAD - 70 P.S.F. - FLOOR LIVE LOAD - SO P.S.F. 16) NEITHER ACUMEN ENGINEERING NOR MOBQE MODULAR MANAGEMENT CORP. •AND LOAD - 17.4 P.S.F. (70 MPH, EXP. 'C') WILL INSPECT THE INSTALLED FOUNDATION SYSTEM: IT IS THE LESSEE/BUYER•S a SUST+IC ZONE: N • RESPONSIBIUTY TO ARRANGE AND PAY FOR ALL REOUIRED INSPECTIONS. 1) ALL FOUNDATION WORK SHALL CONFORM 10 THE 1997 U.B.C. T7) THE BUILDING END USER IS RESPONSIBLE FOR ALL GRADING NECESSARY /-No THE "9 CALIFORNIA BUILDING. CODE. TO MAINTAIN STABILITY OF THE SUPPORTING Sal.. PROPER PLACEMENT' OF Zy/!,%!V _ - - BUILDING ON SITE. N1 UTILITY CONNECTIONS, AND DESICH/INSTALLATION OF fjl 3) 'S01L BCAA HOC ACTT' ASSUMED 10 BC IS00 P.S.F. (U.B.C. TYPE 1 SOIL) RAMP, STAIRS, AND LANDINGS. . ..) THE CONTRACIOR SHALL VERIFY ALL OWENSIONS AND CONDITIDIu. 910WH ON PLANS. THE ENGINEER SHALL BE NOTIFIED OF ANY - O(SCREPANCGES. - S) ALL STRUCTURAL UMBER IN CONTACT WITH OR 1MTHN 6' DF SOIL TO BE PMSSUF E TREATED. 6) ALL FASTENERS USED IN FOUNDATION MUST BE CORROSION RESISTANT._ - • SEISMIC DESIGN DOES NOT CONSIDER THE 'NEAR SOURCE FACTOR' 7) SKMTINC'(NF.USED) MUST BE SELF SUPPORTING AND MAY NOT TRANSFERAS REQUIRED BY THE 1.997 U.B.C. FOR BUILDINGS LOCATED WITHIN ANY LOAD. Tw-RrO RE. PRESSURE TREATMENT FOR FRAMING OR SIDING 10 KM OF A. KNOWH SEISMIC SOURCE. IT IS THE ,CUSTOMER'S RESPON901UTY TO NOTIFY MOBILE MODULAR MANAGEMENT CORP. IF A BUILDING, IS TO IS HOT REOURED. - .. BE INSTALLED WI7NIN SUCH A ZONE. W THESE CASES. A TEMPORARY , SxIRnNG IS USED. UNDER FLOOR AREA MUST BE VENTILATED AT ONE FOUNDATION DESIGN WAY NEED 10 BE GENERATED. BASED ON PROXIMITY Q) F SCUAR( FO01 FOR EACH ISO SOUARE FEET OF FLOOR AREA. OPENINGS TO THE SEISMIC.SOURCE. - MVSI BE COVERED WITH CORROSION RESISTANT MESH WITH OPENINGS CF 1/4 INCH. - 9) . IT SxMTINC IS USED. AN ACCESS OPENING WITH DIMENSIONS NOT LESS. THAN 16'x74• SHALL BE PRONIM. Lo) AVFRAcE HEKif1 OF FINISHED FLOOR SHALL NOT EXCEED 48' ABOVE F1fa M GRAM. (MAX ALLOKASU: PTEA HEIGHT IS 39 ABOVE.CRAOE) 11) M QUANTITY -OF EAATH' ANCHORS SHOWN IS BASED ON A DESIGN CAPACITY OF 6300 POUNDS. F SCIL CONDITIONS DO HOT PERwT SUCH CAPACITIES -ADDITIONAL ANNOICRS SMALL BE INSTALLED TO RESIST THE SPECIFIED LOAD. ' 17) All EARTH AH04CRS SHALL HAVE A TOLERANCE OF IS DECREES (VERTICALLYAND C ARE EvefT)XO. (TRANT E7i5E ANCHORS, SHOWN ON SHEETAND 94ALL BE INSTMILD SOS 3, NRAPPEDY .. t1oFEGs/a/ . .. . ARQAN0 CIHASSS•MAJN RANI WAY BE'RGSIALLED AT AN ANGLE .NO CTEA TER THAN 0 FROM Tt E CHASSIS END MEMBER) / y ` AT . ate' ®® Th. Inlomwlion In IA... dro.:nyx I. propri.lary. They may rt.t w—VA,,N.q 13) EARTH ANC"C1R TIE STRAP MUST CONFORM To ANSI sm. /A775.1. Two ! I -7'E. / _ 4616Eul.d or u..d fox arty P-kpo . 1.Ith.A In. .-Pr..•.d ..r1t1..- SEPARATE STRAPS MUST BE USED FOR ALL ANCHORS LOADED IN EXCESS - 9 _ of'MoDO. Modular Mo Og m.nl Co.Porot;WL or 3150 PDUHDS. . • 10 ' 72 11) ALL PTEAS. EARTH AH( CHORS k TIE STRAPS TO BE INSTALLED - I IN COMPUANCE WITH MANUFACTURER'S INSTRUCTIONS. . - - ob.', ZJ;- S:AL CONSTRUCTION NOTES . Mt'6y i O.2 O®O _ DRAWN DY LE Arr"OvED 6C"-A•LE DOTED DATE Joe U YPE110C 6 5:.EE-T 'f 0F s RE v. -DESCRIPTION DATE DY - CALCULATIONS FOR: CITY OF IJP QUINTA BUILDING & SAFETY DEPT. TMP SERVICES ,,APPROVE® FOR CONSTRUCTION 425 S. RANCHO AVE. pAT 6!2 BY COLTON, CA 92324 w,p cS4t4=—: 1112—, PROJECT: « CALCULATIONS FOR STANDARD ' RAMP, LANDINGS & STAIRS 4'-3" X 6'-0" & 5'-0" X 6'-6" MODULES WITH 200#POINT LOAD AT HANDRAILS 2001 CBC DATE Si MOBILE MODULAR MANAGEMENT MAR 2 12006 n 11450 MISSION BLVD MIRA LOMA, CALIFORNIA 91752 i R I. S/oy ! AUL 0 5 2006 PO #49263 AL IrFNRF EXPIRES 6-30-2006 060126 DATE: MARCH 21, 2006 PROPRIETARY DESIGN: THIS DRAWING AND THE MATERIAL CONTAINED THEREIN ARE THE PROPERTY OF EXL STRUCTURAL' ENGINEERS, INC. AND SHALL NOT BE REPRODUCED, COPIED OR OTHERWISE DISPOSED OF DIRECTLY OR INDIRECTLY AND SHALL NOT BE USED IN WHOLE OR IN PART TO ASSIST IN THE MAKING OF OR THE PURPOSE OF FURNISHING ANY INFORMATION FOR THE MAKING OF DRAWINGS, PRINTS, APPARATUS OR PARTS THEREOF WITHOUT THE FULL KNOWLEDGE AND CONSENT OF EXL STRUCTURAL ENGINEERS, INC.. ALL PATENTABLE MATERIAL CONTAINED HEREIN AND ORIGINATED WITH EXL STRUCTURAL ENGINEERS, INC. SHALL BE THE PROPERTY OF EXL STRUCTURAL ENGINEERS, INC. ' , a 921 EAST WHITTIER BOULEVARC LA HABRA. CALIFORNIA 90631 STRUCTURAL ENGINEERS INC. ` 562-697-7304 • FAx 56691-202( MEMBER; STRUCTURAL ENGINEER'S ASSOCIATION OF CALIFORNIA AMERICAN CONCRETE INSTITUTE ' TMP SERVICES STANDARD RAMP & LANDINGS • PC PLAN INDEX. n, TITLE, SHEET NO CALCULATIONS FOR 4'-3 WIDE SECTIONS 1 CALCULATIONS FOR 5'=0" WIDE SECTIONS 5 CALCULATIONS FOR STAIR MODULE b CALCULATIONS FOR OPTIONAL ALUM. PLANKS g CALCULATIONS FOR HANDRAIL VERTICALS;. { 13 ' HORIZONTAL FORCES • s 14. r °J AISI EXCERPTS 15" - ri a 921 EAST WHITTIER BOULEVARD LA HABRA, CALIFORNIA 90631 STRUCTURAL ENGINEERS, INC. (562) 697r7304 • FAx (562) 691-2020 t5 . uZ • !_ ., • . ` 1L /%T j; ! f.: G c?Z 191 i; Fr- &P-4 Sb'c, eb irr -t, "p. , NUT& : - • 1 (--/SCJ :. ; \/ 'LTZc- t-<.s = 3'0, c . L S L7 c- I I 0 P`7 r--.,' • ©• t<`J ► . ' `j- Z.` ..'.I 2 1 Z •x Or.p o 5 `^ • ,.I ,. •- .yam✓ K51 - . )jd A 4. t;v tX f Z a, ► ,'' , i.:e . \%o.c. PROJECT: '1 ' SHEET No. - _, OF EQ a -• ` 921 EAST WHITTIER BOULEVARD 1 LA HABRA, CALIFORNIA 90631 STRUCTURAL ENGINEERS, INC.. (5W) 697.7304 • FAX (5s2)691 -2020 -r f o v Ps>—) x I - ►! 3/ C L L z naj, i ' : t= .-. <<,::-..,. - cam; • 3 v-: P i • x ZO oav rs,1- i - Lu r/s I lls\',c.`''Di( rc ;` S x i.v j tid 1 5 x•Z d/ 17 , 3 x- vri 6• C q ' - 3'^ w ► rte' )Zr°r I L) i rc s ( -rz 0 PROJECT:_ _ SHEET NO. OF ' a921 EAST WHITTIER BOULEVARD LA HABRA. CALIFORNIA 90631 STRUCTURAL ENGINEERS, INC. (562)697-7304 FAX(562)691-202o LL P-Iosx34-2s/z= 1 r . _ x .. TYzK l )/ 4"XQ { 4 ~ x 4i UCo j ' ' 's Y - (1.z {• i2 12 L OrU_72,N —7 431 1.vXcxlZ/a,4 Z lho ♦ i X51 SI GCr — 3, Ie5 .. r •r' . C' C \...=3.1 lU ..L L• : •I 7`t { l.f T 17 /J=.Gr . S 'C-TZ.L'` .y - . 'yi c cF _'' TL.rt-`z CD. n cla , - • r _ \/ U r VA PROJECT: SHEET NO. OF C, a `921 EAST WHITTIER BOULEVARD LA HABRA• CALIFORNIA 90631 STRUCTURAL ENGINEERS, INC.:. (am) 697-7304 • FAX (562) 691-2020 c rI zGG lF fvL- c 51 3 J } Q77 < rI I 3 S'j (Pn cam: J') = I o CD CD p S 1—z' % - G rt "%✓r -7 U P <, C/M-4-- c- • . Lt x.w • Psi_:_ . H - /' 'L-T-Ez' rpt/ •; "' ' c> . Lil I 5 (co' - x x I ") : of ..' o n . } , . 91 97a >° a1 'Vol, 4. x) _ 5 ` G 7 v Pts);-- <) ooc.) P5pt- 1/0 jc_ L)5 L7- r;L X Et. x ( 4 'A LZ9-,-- ct 15,! L- (__ !_ (2 c, v1 L C_ ):t> PROJECT: %T`1l SHEET NO. -OF 921 EAST WHITTIER BOULEVARD LA HABRA. CALIFORNIA 90631 STRUCTURAL ENGINEERS, INC.:: cel 697-7304 • FAx (562) 691-2020 5 I ZG s C I p CA2 1./; nom,• t7 O-1 Cj• `'tW r V_7 •`. J -" ZL. ? l J , c -ol _ .... = P .. / ' fJ _ , tom., • '. /rte -..7. . .. 0 5 X 1 x 2 •. S 2 z 'a!' L/ L -1 s 3,7 ; I z 3 x31 '' 'Zz-3Xr31 -z2 _ IIto 6 R'f- - Z fir-) ' `"' x r 2/cam, 1-7 .1e s F= ?o le -5.) ec5tz-) too PROJECT:- r7--171--2 et, SHEET NOr S OF I a a 921 EAST WHITTIER BOULEVARD LA HABRA. CALIFORNIA 00631 STRUCTURAL ENGINEERS, INC. (0 697-7304 - FAX (562) 691-2020 C &1--\�Z P.> L--7^rr---j '. h TL Z P 0,5 x 1 s/ 2 z o [ LL..z 2- 9-A (09" 9-x(09' r2- z 2y IOSS` 1. 1,2 I r-1 -M 8q4ALx t z 841 ti - PROJECT: -T7----'7 P SHEET NO. OFt c _ a a 921 EAST WHITTIER BOULEVARD LA HABRA. CALIFORNIA 90831 STRUCTURAL ENGINEERS, INC.:.. (am) 697-7304 • FAX (W) 691-2020 -A e `o/c, 1 6 ezA vb--tete-) r t PROJECT: -tre7 !- a a 921 EAST WHITTIER BOULEVARD LA HABRA, CALIFORNIA 90631 STRUCTURAL ENGINEERS, INC.'.' (am) 697-7304 • FAx (562) 691-2020 g rte, Z x, e. 3/ 4 -7 -7 " -x IZ/4 (04 1-7 1--'b a-L`z z GrU.732 ZOI 9 2 tK(o M921 EAST WHITTIER BOULEVARD U HABRA, CALIFORNIA 00831 STRUCTURAL ENGINEERS, INC. (562)697-7304-FAX(M)SOI-2020 • LlU ''i I W V .U R t'y n / Lr -- rJ ► : br ' ~ 1; .:. -.. _ :: • _ .. • - • Ior4-75 I I I 1 Ir :_- ::: • . :...• _. _: iii _:. --------:- _ :-=-- .:- _..:. .:: _ 1 _ice h_ _ , ', __.. _ .s ._ ____ __ _- __, __. _.. __...-...._. _ ... , .. _ • t-L- _ i Z_s/. r-' . i I .( i ' 1 J-_ !?. f' ,1, t ! ! _ 1 ! ! ice', I 1 i I I i i 1 i j I i T'- — j Ta .— _;- i __ ' I ! `i•. I I I I Lj Fi, -f J!, H14- tea. -s-. <<. . ;op I 4,6'sed ' _ - - Y U 3 ' ' _. _ EXL STRUCTURAL ENGINEERS, INC. - .. »' ' Title t ' Job # r 921 E. WHITTIER BLVD. Dsgnr: Date: 1:45PM, 15 OCT 99 LA HABRA, CA 90631 - r ,, ` Description PHONE (562)697-7304 FAX (562)691-2020 Scope: —Rev: a,oaoo u uam: w•asmzeu, VW&1.3.22400M, ai,nm. ees, vwnrt Built-Up .Section Properties _ Pa g i •• e (q Wn49 ENERCALC Description ALUM DICK General Information - - -' -.- - - --1 Type... X cg Y c9 ■ #1 Rectangular Height 0.125 In ,Width 6.000 In 3.000 In 1.438 In #2 Rectangular . Height 1.250 in Width 0.125 In 0.5001n 0.750 in .. #3 Rectangular Height 1.250 In Width 0.125 In 3.250 In 0.750 in #4 Rectangular Height 1.250 in Width 0.125 In 5.9381n 0.7501n #5 Rectangular Height 0.1251n Width 0.2501n 0.5001n , 0.0631n #6 Rectangular Height 0.125 in Width' 0.250 In 3.250 in _ 0.063 in #7 Rectangular Height 0.125 in Width 0.250 in 5.938 In 0.063 In ummary -- — -- - — - — Total Area 1.313 in2 Ixx lyy 0.31 IM r xx 0.483 In X cg Dist 3.10 in 5.04 in4 r yy 1.960 In Y cg Dist. 1.09 In Edge Distances from CG... +X 2.965 In S left 1.627 In3 -X -3.098 in S right 1.700 In3 . +Y 0.4061n S top 0.7531n3 -Y -1.0941n S bottom 0.280 In3 9 a 921 EAST WHITTIER BOULEVARD LA HABRA, CALIFORNIA 90831 STRUCTURAL ENGINEERS, INC.. (562)697-7304- FAX (am) 891-2020 _ > T'= 10 .X 34 4 n2y•S-A1 o x d, 1 4 USIA 11I2 x 1 1j2X L, Ulos "t7G j - , `;.f% 'POs T'S . @ ' ' b; C -.. @.. ' • ,_ 5 _. ... w n . ;..yam, i'Z. ,. . •....: _:._ i,.,_. j. _ -7j_1 - .. at 2 )4 )c 9 a 921 EAST WHITTIER BOULEVARD f LA HABRA, CALIFORNIA 90631 STRUCTURAL ENGINEERS, INC.' (562)697-7304 FAX(W)691-2020 LN CP 4 P 105x j"x 4`,272 - to (or7 U✓ G I I/ q x I /q"x o vGS~ aoy`:-'s • M V L Ti' N 'w:J / -i1•:• f I VV 1 _ _ (. .J.Tt, V., jL"' a . *+ - ordC s'. VJ UJ 1:0 POST 'tZ - 17 tf / - c Epp~ • -i'1..-c '—fJ f S o e y ~ -27 5-a, /0 e Pc r ,4-2. -Z PROJECT:--2± SHEET NO. ( 2 OF I a 921 EAST WHITTIER BOULEVARD LA HABRA, CALIFORNIA 90631 STRUCTURAL ENGINEERS, INC.' (6W) 697-7-FAX(1691-2020 H)c r,4 Z Ips rn r/L z -p U' n t 4 '14S. 1Z -:3 _. A- -{ u 1 a, J Z ?r 2 5 -1 a-:.1=.5 t ...La-7 . . PROJECT:— ' SHEET NO. OF i a921 EAST WHITTIER BOULEVARD LA HABRA, CALIFORNIA 90631 STRUCTURAL ENGINEERS, INC...;n,:v. (562) 697-7304• FAX (562) 691-2020 t-7C)- e. _. . 2- A ";:` 2 j v P --L; SL--C:7-T-t o -r.1 I,axa,44A),x cif S ,t? / a•s1 3X 1-4 r%oN_ b- wb = , n4e "A),S y `--h,-=.D .3g x gx v+5y pr7+sx3oj2 7L P&Z ;:...._. F_ _ x.. -1 ./., :.`7& `. lam. _ ... - _. .. .. .. ......, _. V. '2. Ucr- - -.,v C - f 2 5 ► -7 5 =' 3 x ) D i 5 x _ . Z `9 :L ' G ...:. ro0(0 Tl 4A.ik? e-> V1 2:.. i z. ... _... .- .h.`. _ PROJECT:_ 35 I 11 1 Limiting Values of KL/r 1 r• Fir. OFT / • 1 ♦ - J.v ..r. 1—^:f.•.y.'„t,•,`S.> _ , 96.9 —`— 62 r 62 ~ rur 1<L; T <.. I 58 100.2 —; 54 103.8 QFK L! r I 107.9 '— — — r. —:J. 22 OFT F, . ) (E/j. 3.G.1-1) 46 112.5 — S4 1494 _ 42:. 117.7 --— 25 ' 1 , ;: :. s I I 38 123.8 .r S0. .. C.• IFor KL,,r 34 130.9 L 30 139.3 26 149.7 I ------_ v 1 1 1 1 4S 1 ' 151.900 22 162.; _; ----; F — (Ea. x.6.1-- ) 179.9 ' u_ 1 "42 I 14 203.9 ; of 20 '-^^-- 7,( ` ` ' 10 241.3 y ,' =r—:-_`! ''.' i 6 34 15. ,: ,' 30 - , .. o np n 10 1 I I •1 1 1 I , , _ • , ,,' 1 1 1 10 5 ; 1 i. .z 100 1 c0 . . 140 ' 160 180 200 220 • , _ ' t Slenderness ratio; KL/r - • V-3 61 1(Aj sCHART Anally Loaded Compression Members Allowable Average; Compression Stress Under Concentric Loading, F.,, S - For Shapes`. Not Subject to Torsional -Flexural Buckling ` Chat Is tool'laI)Ivs fut- use %Villi l.lu: `1111,.11:!:1° _3,_R!5t1 1: 1iLIf) II o l.IIc-0:I:I_ Furntctl Slu i_ificltLi1111------- V_V • BOLTED CONNECTIONS TABLE V -4.5(•A) Allowable Loads, -in Kips. for A307..Bolts (Shear = 10ksQ.- ; • : ._. - - ----• ••-•------•--•--- l3LAR1NG VALUE (kips) Bolt Single Double - - - Din. Arca Slim Shear11 _ THICKNESS (in.) (kill.) (kips) (ksi). (1.0.2.1 (1.030 0.036 .' 0.0 18 0.1160 0.075 0.105 0.1:35 0.16•1 0.194 0.224 V, 0.0491 0.49 0.99 1.50 x 50 (1.45 0.56 0.68 0.90 1.12 " 1.41 1.97 2.53 3.08 3.64 4.20 1.:35 x 50 0.40 1).51 h,lil•` 0.81 1.01" 1.26 1.77 2.28 2.77 3.27 3.78 1.00 x 50 0.30 0.38 0.45 0.60 0.75 0.94 1.31 1.1111 2.05' 2.42 2.80 H 0.1104 1.10, 2.21 1.GO x 60 O.G8 0.8.1 Lot 1.35 1.69 2.11 2.951 3.80. 4.61 5.46 6.30 1.35 x 50 0.G1 0.76 0.91 1.23 1.52 1.90 2.66 3.42 4.151 4.91 5.67 1.00 x 511 11.45 0.56 0.68 0.90 1.12 1.41 1.97 2.53 3.08 3.64 4.20 4i 0.11163 ).9G 3.95 1.50 x 50 0.90 1.12 1.35 1.80. 2.25 2.81- 3.94 6.06 G.15 7.28 8.40 1.35 x 50 0.81 1.01 1.22 1.62' 2.02 2.53 3.5.1 4.55 5.54 6.55 7.56 1.00 x 50 0.130 0.75 0.110 1.20 1.511 1.88° 2.62 3.38 4.10 4.85 5.60 4a 0.30G4 3.07 6.14 1.50 x 50 1. 12 1.41 1.69 2.251 2.81 3.52 4.92 6.33 7.69 9.09 10.50 1.35 x 50 1.01 1.26 1.152 2.02 2.53 3.16 4.43 5.70 6.92 8.18 9.45 1.00 x 50 0.75 0.9.1 1.12 r 1.50 1.88 2.3.1 3.28 4.22 5.12 G.OG 7.00 314 0.4418 4.42 8.8.1 1.50 x 50 1.35 1.69 2.112 2.70 :3.313 4.22 5,91 7.59 9.22 10.91 12.60 1.35 x 50 1.22 1.5'2 1.82 2.43 :1.01 3.80 5.32 6.83 8.30 9.82 11.3.1 1.00 x 50 0.90 1.12 1.35 A.S0 2.25 2.81 3.9.1 5.06 6.15 7.28 8.40 Tib 0.60.13 6.01 12.03 1.50 x 50 1.68 1.97 2.36 3.15 3.94 4.92 6.89. 8.86 10.7G 12.73 14.70 1::35 x 50 1.42 1.77 • 2.13. _ 2.81 - 3.54 4.43 6.20 7.07 9.69 11.46 13.23 1.00 x fill 1.05 1.31 1.68 ' 2.10 2.162 3.28 4.59 5.91 7.18 8.49 9.80 1 0.7X54 7.8.5 15.71 1.50 x 60 1.80 2.25 2.70 3.60 4.50 5.62 7.88 10.12 12.30 14.55 16.80 1.35 x 50 1.62 2.02 2.43 3.2.1 4.05 5.OG 7.09 9.11 11.07 13.10 15.12 _ 1.00 x 50 1.20 1.50 1.80' 2.40 3.00 3.75 5.25 6.75 8.20 9.70 11.20 TABLE V -4.5(B) Allowable Loads In Kips for A325 Bolts • Threading Excluded from Shear Plane iii 0.0.191 . - • 1.47 ' > 2.91 1.50 x 50 0.45 0.56 O.GS 090 1.12 1.•11 1.97 2.53 3. 0!3 3.6.1 4.20 1.35 x GO 0.40. 0.51 0.61 0.81 1.01 • 1.26.. 1.77. 2.28 2.77 " 3.27 3.78 1.00 x GO ;.0..:30 ..-...0.38.- 0.45. 0.110 0.75 : - 0.114 1.31: I.M. 2.05 2.42 2.80 ?i, r-: (1.110.1':':=:?. 3.31 • 6.62" 1:56 X GO i O.GB :U.S1_.::;.1.01.<.,.> 1.35.: 1.69: .2.11; ..2.115;:.' 3.80 '.':4.111 • ; 5.46--' 6.30 1.35 x 1111 i O.GI` . n. iii'. -11.;11 := 1.2'3 1. 52 1.90 2.66 3.42- 4.15; 9.91, 5.67 ' 100x511 0.1r 0GG' n68 091).' 112 1.11 197 '253 inR ;3114 420 1 •,•'. 1.00 x .`,4 1 V. iR:51 213.E:i 47.12 1.510 x 50 1.35 x 501 1.00 x 501.20 TABLE V -4.5(C) Allowable Loads 0. 1 or,31+ • . 5 89 .' 11.78' 1.60 x 5U } 0.90 1.1'2 1.35 1.80? ' 2.25 . 2.81: ., 3.111 5.06 6.15: 7.28 8.40 0.68 0.90 1 35 x.SU r X0.81 1.01 ' l.1SL LG`3i" .'2.0'-)' '2.5:1;'^, • 3.1114 " "; 4.555,X:; 6. > 1 . 6.65 ,'' 7.66 t f.\ rt. 1.110'x.50 3.OGD,. 0.75,. 0.9(1 J.'2U.. 1.50" :" 1.88•°'.: 2.6 '2 ? 3.385:5 4:IU -',4.85 _. 5.60 3.78 Q:3068.. ;" 9.20:::-• 1R.41 ` 1:60:x'611 :1a2;.:'" 1.41.'.' 1.611 .: 2.15•;; '2.81 i :3:522'-- .4.92 0.75 0.9.1 1.31 1.69 2.05 L35'x5U 1.01:. 1.'2111...1.5? , . 2.(13 ;. 2.r,3..-.-3.16.' 1.50 x 50 4.•13 =.: 5.70 :' (1.92 ': 8.18'- 9.45 z•. 2.11 1.00'x 50 0.75 0.91 1.1'2, 1.50'- IM 2.34` 4. 3.28'.. 4.22 : 5.12'1. 6.06'% 7.00 0.91 Y,-' P.4.113 1:3 .'..5 211.52= I i0 ( 511 1.35. 1.69 '2.0'2 • '2.70 SXR.: t `4.'2'2 5.91 1 7.59,:., 9.22 • 10.91 12.60 0.45 •', . r r 1.35 X,150 ' 1-2 - :. 1.52"'%' 1.82 .: 2.4:3 3.04 3.80 5.:32. , 11.13:3. 8.30 .' 9.S2 - 11.34 4.12 8.2.1 1.00 x 51) ' 0.9!) 1.12 1.15 1.80 10.:_'51 2.81 " :1.0.1 5.OG . 6.15 7.28 8.40 8.40 _ :?:i, 0.(11.1:3 18.(11' a(itll}L 1 5111 t:fill 1.58 291' L:111 :3.15:' :{.1)1 '4.:1.2 4,89 ,t 2.02 12.73 1.1.70 4.55 5.5.1 1.15x,460 °1.1:: 1.77• '2.1:1 % 2.84 3.51" 4.4:3- 6.20 7.97 0.69 11.4111 13.2:3 1.00 x .`,4 1 V. iR:51 213.E:i 47.12 1.510 x 50 1.35 x 501 1.00 x 501.20 TABLE V -4.5(C) Allowable Loads 1.115 1.:31 - 1.58 3.10 ' 1{.(1'2 • 3.29 - 4.59 ' 6.91 •` 7.18 8.49 1.40 1.25 2.70 :3.611 Lrol 5.62' 7.K4 10.12., 12.30 1.1.55 1.63 '2.02 2.43 3.24 4.05 5.06 7.09 9.11 11,07 13.10 1.50 1.88 2.40 3.1)0 3.75 5.25 6,75 8.20 9.70 :1.80 16.80 15.11 11.20 In Kips for A325 Bolts s Threading Not Excluded from Shear Plane 36 0.0.191 L.03 ' 2.06 1.50 x 60 0.45 0.56 0.68 0.90 1.12 1.•11 1.97 2.53 3.08 3.61 4.20 1.35 x 50 0.40 0.51 0.011 0.81 1.01 1.26 1.77 2.28 2.77 3.27 3.78 1.00 x 60 0.30 0.38 0.45 0.60 0.75 0.9.1 1.31 1.69 2.05 2.42 2.80 9•'e Q. 1104 2.32 4.111.1 1.50 x 50 0 fib 0.8.1 1.(11 1.35 1.69 2.11 2.9.5 3.80 4.1111 5.46 6.30 1.35 x 50 0.61 0.7(1 0.91 1.22 1.52 1.90 2.GG "$.42 4.15 4.91 5.67 1.00 x 50 0.45 0.56 0.68 0.90 1.12 1.41 1.97 2.513 :3.08 3.134 4.21) 11i (1.19113 4.12 8.2.1 1.50 x 50 0.90 . 1.12 1.35 1.80 2.25 2.31 3.94 5.06 6.15 7.28 8.40 1.35 x 50 0.81 1.01 1.22 1.62 2.02 2.53 3.5.1 4.55 5.5.1 6.55 7.56 1.00 x 51) O.GO 0.75 0.90 1.20 1.G0 1.88 2.62 X.118 •1.10 4.86 6.130 4% 0.30118 111.44 12.88 1.50 x 50 1.12 1.41 1.60 2.25 2.81 3.512 4.92 6.33 7.139 9.09 10.50 1.35 x 50 1.01 1.26 1.52 2.02 2.53 3.16 4.43 5.70 6.92 8.18 9.45 1.00 x 50 0.75 0.94 1.1.2 1.50 1.88 2.34 3.28 4.22 5.12 6.06 7.00 3'4 0.4.118 9.28 18.56 1.50 x 50 1.35 1.69 2.02 2.70 3.38 4.22 6.91 7.59 9.22 10.91 12.60 1.35 x 50 1.22 1.52 1.82 2.43 3.0.1 3.80 5.32 6.83 8.30 9.82 11.34 1.00 x 50 0.90 1.12 1.35 1.80 2.25 2.81 3.94 5.06 6.15 7.28 8.40 L4 0.6013 12.63 25.25 1.50 x 50 1.58 1.97 2.36 3.15 3.94 4.92 0.89 8.86 10.76 12.73 14.70 1.35 x 50 1.42 1.77 2.13 2.8.1 3.5.1 4.43 6.20 7.97 9.69 11.46 13:23 1.00 x 50 1.05 1.31 1.58 2.10 2.62 3.28 4.59 5.91 7.18 8.49 9.80 1 0.7df,4 IIIA9 :3''.'.,911 1.50 x 50 1.80 2.25 2.70 '3.60 1.50 6.62 7.88 10.12 12.30 14.65 16.80 1.:35 x 50 I.G'3 2.0'2 2.4:3 3.'21 4.051 5.06 7.09 9.11 11.07 1:3.10 15.1'2 1.00 x 50 1.20 1.50 1.80 2.40 3.6U 3.75 5.25 6.75 8.20 9.70 11.20 -: ;, 16 e -cm- ) e-0 DESIGN CALCULATIONS FOR: CITY OF 12WIDE COMMERCIAL COACH LA n BUILDINGSAFETY DEpT. ' PAD /'PIER / ANCHOR SYSTEM ... gPPROV (70 MPH / EXP 'C' WIND, TYPE 4 SOIL) . FOR CONSTq' ED_ UCTION _ DA e (o 'C06p ADDRESS OF INSTALLATION: -- -- I!-r PREPARED FOR: MOBILE MODULAR MANAGEMENT CORP.. 5700 LAS POSITAS ROAD. LIVERMORE, CALIFORNIA .'94550 114.50 MISSION BLVD. MIRA LOMA, CALIFORNIA 91752 ' : • l Q Esf "i2 +1 i07 rn PREPARED BY; ACUMEN ENGINEERING, INC.. C F 12808 SOUTH, 600 EAST . . DRAPER, UTAH 84020 _.. MAY.02 Q06 (801) 571-9877 The information in these. calculations proprietary: They may not be reprinted,i,; distributed.or used for any purpose without the expressed writtenpermission of Mobile Modular Management Corporation. TABLE OF CONTENTS .. 12' wide Comrhercial Coach (70'C' Wind. Type 4 Soil) ITEM SHEET DESIGN LOADS 3 PAD/PIER DESIGN . Wood Pad Analysis 4• Pad/Pier Spacing 5 GROUND ANCHOR DESIGN 6 J 7,04 m cc j, C 1A. 'r = G t a MAY. 0 2 20 6 17 DESIGN LOADS" A.) Dead Loads 1.)Roof 6 "psf 2.)Floor 8 psf 3.)Exterior Walls . 6 psf 4.)Partition Load 10 psf B.) Live Loads 1..)Roof 20 psf 2.)Floor 50 psf L 2000# Concentrated. Load 3.)Wind: Design Pressure (psf)' 70 mph,,Exp'C Ce Cq qs I P=(Ce)(Cq)(gs)(1) Primary Frame:. 1.06 1.3-12.6 1.0 17.4 Uplift: 1.06 0.8• 12.6 1.0 10.7 4.)Seismic Zone: 4`. Design Base Shear ' (Allowable Stress.Design). Ca R" V=((3.0)(Ca)/(R)(1.4))(W) 0.44 5.6 0.168. Does not include 'Near Source Fallow' as required by the 1997 UBC for buildings located within 10km of a known seismic source. —,Ordinary Braced Frame System PAD/PIER SPACING . (12' wide, 70C Wind, Type 4.Soil) Input Data: Roof Live Load: (RI)... 20 psf Roof Dead Load: (Rd). 6. psf Exterior Wall Dead Load: (Wd) . 6 psf Floor Live Load.- (FI) 50 psf.. Floor Partition Load: (Fp) 10 psf Floor Dead Load: (Fd) 8 psf Module Width: (W) 11.83 feet Sidewall Height: (H) 8 feet Pad/Pier Capacity: (P) 4000 lbs Calculations: Weight of Exterior Wall: We=(WdxH) 48 plf Load Acting on Outside Chassis Main Rails: Wo=((RI+Rd+FI+Fp+Fd)(W/2))+We .604.0 plf Maximum Spacing of Piers on Outside Main'Rails: S=P/Wo 6.62. feet GROUND ANCHOR DESIGN (IZ Wkle, 70C Wind, Type 4 soii) Input Data: Design Wind Pressure: (P)` 17.4 psf . Seismic Load Factor: (SI) 0.16.8 W Roof Dead Load: (Rd) :.. g psf . Floor Dead Load: (Fd) 8 psf . Exterior Wall Dead Load: (Wd) .6 psf Roof Live Load used in Seismic Calculation: (RI) 0 psf Partition Load used in Seismic Calculation: (Pd) 10 psf. Floor Live Load used in Seismic , Calculation: (Fl) 0 Psf . Building Depth: (D) 11.83 feet . Exterior Wall Height: (H) 8 feet Roof Depth: (R) 1 feet Floor Depth: (F) 0.67 feet Skirting/Foundation Height: (S) 3.33 feet Pull -Out Capacity of Anchor. (Pu) 7125 lbs Angle of Anchor Installation: (A) 45 degrees Strap Design Capacity: (Sd) ..6300 lbs Safety Factor. (Fs) Calculations: ` Ground Anchor Capacity: Design Capacity of Anchor. Pc = Pu/Fs 4750 lbs .Strap Design Capacity:. (Sd) 6300 lbs Governing Capacity: (Gc) 4750 lbs Lateral Load Resistance of Anchor/Strap Assembly: VL = Gc x cos(A) 3359 lbs - -..- - -. GROUND ANCHOR DESIGN (cont.) 7 wjda. 70c wind, Type 4 soli) Building Length: (L) (feet) . 32 4.4 50 60 66 Calculations: Transverse Load: Base Shear Due to Wind: Vw.= P x (R + F + H + S/2) x L (lbs). 6311 8678.. 986.1 11834 13017 Base Shear Due to Seismic: Vs _ (SI)((Lx4)(Rd+Fd+RI+Pd+FI)+ ((L+D)x2xHxWd)) (lbs) 2233 2999 .3382 4,020 4403 Governing. Transverse Base Shear. (V) (Ibs) 6311 8678.. 9861 11834 13017 Longitudinal Load: Base Shear.Due to Wind:. Vw = P x ( R + F + H +.S/2) x D (Ibs) :. 2333 2333 2333 2333, 2333 Base Shear Due to Seismic Loading: (lbs) .2233 - 2999 .3382 4020 4403. ..Governing Long: Base'Shear (VI) (Ibs) 2333 2999 3382: 4020, 44.03. Ground Anchor Quantity: In Each Transverse Direction: Nt = V/VL 2 4 . 4. 4 4 In Each Longitudinal Direction:.NI=VI/VL 1 1 .2. 2 2 Total Quantity of Anchors Required: 6 10 12 12 . 12_ Required Anchor Pullout Capacity (Ultimate Capacity): In Each Transverse Direction:, Lt=((V")/cos(A))Fs (Ibs) 5874- 4589 5214.. 6257 6883 In Each Longitudinal Directio.n:, - LI=((VVNI)/cos(A))Fs (Ibs) 4935 6343 3577 4252 4657 ALTERNATE GROUND ANCHOR DESIGN r17 Wide. 70c Wind. Type 4 San Input Data: Design Wind Pressure: (P) 17.4 psf Seismic Load Factor: (SI) 0.168 W Roof Dead Load: (Rd) 6 psf. Floor Dead Load: (Fd) 8 psf . Exterior Wall Dead Load: (Wd) 6 psf Roof Live Load used in Seismic Calculation: (RI) 0 psf . Partition Load used in Seismic Calculation: (Pd) 10 psf Floor Live Load used in Seismic Calculation: (FI) 0 psf . Building Depth: (D) 11.83 feet Exterior Wall Height: (H) 8 feet Roof Depth: (R) 1 feet Floor Depth: (F) .. 0.67' feet Skirting/Foundation Height: (S) 3.33 feet Pull-Out Capacity of Anchor. (Pu) 7125 lbs Angle of Anchor Installation:-.(A) 45 degrees Strap Design Capacity: (Sd) 6300 lbs . Safety Factor. (Fs) 1.5 Calculations: Ground Anchor Capacity: Design Capacity of Anchor. Pc = Pu/Fs . 4750 lbs Strap Design Capacity: (Sd) . 6300 lbs Governing Capacity: (Gc) 4750 lbs Lateral Load Resistance of Anchor/Strap Assembly in Longitudinal Direction.. . VL = Gc x cos(A) 3359 lbs Lateral Load Resistance of Anchor/Strap Assembly in Transverse Direction: VT = Gc x cos(A) 3359 lbs Lateral Load Resistance of Anchor/Strap Assembly in Transverse Direction: (30 Degree Maximum Variance From Principal Axis) VTT =.Gc x cos(A) x cos(30) 2909 lbs ALTERNATE .GROUND ANCHOR DESIGN (cont.) trz wide, 7cc wind. Type a S91il , Building Length:. (L)_ (feet) 32 . 44. 50 60 66 Calculations: Transverse Load: Base Shear Due to Wind: Vw=Px(R+F+H+S/2)xL(Ibs) 6311 8.678 9861 11834. .13017 Base Shear Due to Seismic:" Vs = (SI)((LxD)(Rd+Fd+RI+Pd+FD+ ((L+D)x2xHxWd)) (lbs) 2233 2999. 3382 4020 4403 Goveming Transverse Base Shear.(V) (Ibs) '6311 8678 9861 11834 13017 Longitudinal Load: Base Shear.Due to Wind: VW = P x (R + F + H + S/2) x D Obs) 2333 2333 2333 2333 2333 Base Shear Due to Seismic Loading: (lbs)- 2233 2999 .3382 4020. 4403 Goveming. Long.. Base Shear. (VI) .(Ibs) . 2333 .2999. .3382 .4020 4403 Ground Anchor.Quantity: In Each Transverse Direction: Nt = V/VT 2 . 2 2 2 2 (Maximum of 2 Anchors) .. In Each Transverse Direction at 30 Degrees:. Ntt .= (V-2(VT))/VTT 0 2 .2 2 4. In Each Longitudinal Direction: N1=VVVL 1 1 2 2 2 Total Quantity of Anchors Required. 6 10 12 12 16 Ground Anchor Loads: In Each Transverse Direction: Lt=((V/(Nt+Ntt)/cos(A))Fs (lbs) 6674 4589 5214 '6257 4589 In Each.Transverse Direction: (30 Degrees), Lt=(V/(Nt+Ntt)/cos(A))/cos(30)Fs (lbs) 0 .5299 5021 7225 5299 , In Each Longitudinal Direction: LI=((VVNI)/cos(A))Fs Obs) 4935 6343 1577' 4252, 4657