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14040202I CITY OF CUPERTINO BUILDING PERMIT BUILDING ADDRESS: 19499 STEVENS CREEK BLVD OWNER'S NAME: MAIN STREET CUPERTINO AGGREGATOR LL CONTRACTOR: DEVCON CONSTRUCTION PERMIT NO: 14040202 INC 690 GIBRALTAR DR DATE ISSUED: 04/30/2014 I OWNER'S PHONE: 6503441500 I MILPITAS, CA 95035 1 PHONE NO: (408)942-8200 ❑ LICyE�NSED CONTRACTOR'S DECLARATION License Classy B Lic. 4-3914 "t 16 3 Contractor 401194, SHG Date 4 - -?G' if I hereby affirm that I am licensed under the provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business & Professions Code and that my license is in full force and effect. I hereby affirm under penalty of perjury one of the following two declarations: I have and will maintain a certificate of consent to self -insure for Worker's Compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I have and will maintain Worker's Compensation Insurance, as provided for by BUILDING PERMIT INFO• BLDG F_ ELECT f— PLUMB F MECH r— RESIDENTIAL f— COMMERCIAL F JOB DESCRIPTION INSTALLATION OF CONSTRUCTION TRAILER FOR OWNER, 1,440 SQFT WITH A GENERATOR FOR ELECTRICAL. Section 3700 of the Labor Code, for the performance of the work for which thisI Sq. Ft Floor Area: permit is issued. APPLICANT CERTIFICATION 1 certify that I have read this application and state that the above information is 'correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives of this city to enter upon the above mentioned property for inspection purposes. (We) agree to save indemnify and keep harmless the City of Cupertino against liabilities, judgments, costs, and expenses which may accrue against said City in consequence of the granting of this permit. Additionally, the applicant understands and will comply with all non -point source regulations per the Cupertino Municipal Code, Section 9 18. Signaturrev�r'�` Date ❑ OWNER -BUILDER DECLARATION I hereby affirm that I am exempt from the Contractor's License Law for one of the following two reasons: I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offeredfor sale (Sec.7044, Business & Professions Code) 1, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec.7044, Business & Professions Code). 1 hereby affirm under penalty of perjury one of the following three declarations: I have and will maintain a Certificate of Consent to self -insure for Worker's Compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I have and will maintain Worker's Compensation Insurance, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. 1 certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Worker's Compensation laws of California. If, after making this certificate of exemption, I become subject to the Worker's Compensation provisions of the Labor Code, I must forthwith comply with such provisions or this permit shall be deemed revoked. APPLICANT CERTIFICATION I certify that I have read this application and state that the above information is 'correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives of this city to enter upon the above mentioned property for inspection purposes. (We) agree to save indemnify and keep harmless the City of Cupertino against liabilities, judgments, costs, and expenses which may accrue against said City in consequence of the granting of this permit. Additionally, the applicant understands and will comply with all non -point source regulations per the Cupertino Municipal Code, Section 9 18. Signature Date Valuation: $7500 APN Number: 31620085 19499 I Occupancy Type: PERMIT EXPIRES IF WORK IS NOT STARTED WITHIN 180 DAYS OF PERMIT ISSUANCE OR 180 DAYS FROM LAST CALLED INSPECTION. Issued by: � �_ Date: V'.3G '/ f RE -ROOFS: All roofs shall be inspected prior to any roofing material being installed. If a roof is installed without first obtaining an inspection, I agree to remove all new materials for inspection. , Signature of Applicant: Date ALL ROOF COVERINGS TO BE CLASS "A" OR BETTER HAZARDOUS MATERIALS DISCLOSURE I have read the hazardous materials requirements under Chapter 6.95 of the California Health & Safety Code, Sections 25505, 25533, and 25534. I will maintain compliance with the Cupertino Municipal Code, Chapter 9.12 and the Health & Safety Code, Section 25532(a) should I store or handle hazardous material. Additionally, should I use equipment or devices which emit hazardous air contaminants as defined by the Bay Area Air Quality Management District 1 will maintain compliance with the Cupertino Municipal Code, Chapter 9.12 and the Health & Safety Code, Sections 25505, 25533, and 25534. Owe wauth *zed agent: ^ /Y Date: CONSTRUCTION LENDING AGENCY I hereby affirm that there is a construction lending agency for the performance of work's for which this permit is issued (Sec. 3097, Civ C.) Lender's Name Lender's Add ARCHITECT'S DECLARATION I understand my plans shall be used as public records. Licensed Professional CUPERTINO CONSTRUCTION PERMIT APPLICATION COMMUNITY DEVELOPMENT DEPARTMENT • BUILDING DIVISION 10300 TORRE AVENUE • CUPERTINO, CA 95014-3255 (408) 777-3228 • FAX (408) 777-3333 • buildinq(a.cupertino.org CITY OF CUPERTINO FEE ESTIMATOR - BUILDING DIVISION MaADDRIESS: Stevens Creek and Finch DATE: 04/30/2014 REVIEWED BY: Sean BP#: 61AZ *VALUATION: $7,500 *PERMIT TYPE: Building Permit PLAN CHECK TYPE. Alteration / Repair PRIMARY SFD or Duplex PENTAMATION USE: PERMIT TYPE: 16eh6�7 WORK Installation of construction trailer for owner 1440 sq ft with generator for electrical. SCOPE „• ,ilech. Plan Check — � Plumb. Plan Check a Elec. flan Check Alech. Permit Fee:.' Phunb. Permit Feet., Floc. Permit Fee: Other Afech. Insp, Other Plumb Insp.Li Other Flee_ htsl>. Li Mech. Insp, 1€e: Plumb. hTsp, Fee: Elec. Lisp. Fee: NOTE. This estimate does not include fees due to other Departments (Le. Planning, Public worics, etre, sanitarysewer District, school n:..#... • 7% .. ! .,o ..ro h—d -- fhn nrolimi—m mfnrmntinn "ailahlo and aro nnly ns octimntn_ Cnntart tho Dont Mr addn'1 info_ FEE ITEMS (fee Resolution 11-053 E : 7%1113) FEE QTY/FEE MISC ITEMS Plan Check Fee: $0.00 Select a Misc Bldg/Structure or Element of a Building Suppl. PC Fee: (F) Reg. ® OT 0.0 1 hrs $0.00 PME Plan Check: $0.00 Permit Fee: $0.00 Suppl. Insp. Feer Reg. ® OT F0,0 hrs $0.00 PME Unit Fee: $0.00 PME Permit Fee: $0.00 Construction Tca: Admini, lndiveFee: 0 E) Work Without Permit? ® Yes No $0.00 Advanced Planning Fee: $0.00 0 # $834.00 Modular Structures IMODUSTRU 0 0 Travel I)ocumentation Fees: I ALa Strong Motion Fee: IBSEISMI .-$$:7-6 Select an Administrative Item O15 Bldg Stds Commission Fee: IBCBSC $1.00 'y . $1.75 $834.00 # �?TOFEE Revised: 04/01/2014 Building Department City Of Cupertino 10300 Torre Avenue Cupertino, CA 95014-3255 Telephone: 408-777-3228 C U P E RT I N O Fax: 408-777-3333 CONTRACTOR / SUBCONTRACTOR LIST JOB ADDRESS: PERMIT #. O' BUSINESS NAME OWNER'S NAME:/jf PHONE #' Cabinets & Millwork GENERAL CONTRACTOR: ,r��/G p �/ BUSINESS LICENSE # ADDRESS: y ';P. CITY/ZIPCODE: *Our municipal code requires all businesses working in the city to have a City of Cupertino business license. NO BUILDING FINAL OR FINAL OCCUPANCY INSPECTIONS) WILL BE SCHEDULED UNTIL THE GENERAL CONTRACTOR AND ALL SUBCONTRACTORS HAVE OBTAINED A CITY OF CUPERTINO BUSINESS LICENSE. JJ I am not using any subcontractors: Signature Date Please check applicable subcontractors and complete the following information: Owner / Contractor Signature Date SUBCONTRACTOR BUSINESS NAME BUSINESS LICENSE # Cabinets & Millwork Cement Finishing Electrical 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 a wo z in MA•M man 70MORD -1 N U - .401TA :3 0 I Mobile Modular Management Corporation External Floor Ian 5700 Las Positas Road p mobile Livermore, CA 94551 Building Size: 24 X 60 mold W (925) 606-9000 Fax: (925) 453-3201 Number of Floors: 2 Yootploje t•ourcormolhaent www.MobileModularRents.com Floor Plan 'Office, 24x60 HCD (ltem1941) Actual Layout Building Information: Manufacturer: Modtech SN#: 28957, 28958 E -Coda: 513317, 513318 Yard Location: Holding Pen, Holding Pen Exterior Information: Roof Load: 20 Towbar: 3' Bolted Floor Load: 50 PSF Axles: 3 Wind Rating: 15 Occupancy: B2 Height: 13'11" Exterior Finish: Smart Panel Width: 11'10" Exterior Color: CameYMesa Interior Information: Interior Finish: Panel,HampGy Flooring: TIle,118 Flooring Color: Sanddrift HVAC Return: Accessories Information: Accy,Security Screen,ft Size,Existing: S Ceiling Type: Random Fiss Ceiling Height: 95" Max Span: 30' Accy,Security Door Bar,Std,Existing: 2 ._318 .;317 Dimensions are nominal. HVAC Volts: 220 Power Panel: 125 Roof Type: Rolled Window Type: Horizontal Door Type: Sgl,RLC Plumbing Information: Urinals: 0 Water Heater: 112 Gal Toilets:1 Showers:0 Sinks: 1 Printed: 04-14.2014 03:27PM Page 1 of 1 STATE OF CALIFORNIA - DEPARTMENT OF HOUSING AND COMMUNITY DEVELOPMENT REGISTRATION CARD Commercial Modular Decal No: CCE6435 Manufacturer ID/Name 64318 MODTECH INC Trade Name MODTECH INC Model 11260 DOM 10/23/1997 1 DFS 11/30/1997 Ry 1 1997 Exp. Date 1Nov30,2014 Serial Number LabeUlnsignia Number Weight Length Width SPC SCC Exempt Use Type 28957 103262 12,000 60' 12' ADQ 01 R1 ILT Issued Total Fees Paid Dec 05, 2013 $39.00 Addressee MOBILE MODULAR MANAGEMENT CORP 5700 LAS POSITAS RD LIVERMORE, CA 94551 Registered Owner(s) MOBILE MODULAR MANAGEMENT CORP 5700 LAS POSITAS RD LIVERMORE, CA 94551 Situs Address 5700 LAS POSITAS RD LIVERMORE, CA 94550 ATTENTION OWNER: THIS IS THE REGISTRATION CARD FOR THE UNIT DESCRIBED ABOVE. PLEASE KEEP 'THIS CARD IN A SAFE PLACE WITHIN THE UNIT. INSTRUCTIONS FOR RENEWAL: REGISTRATION FOR THIS UNIT EXPIRES ON THE DATE INDICATED ABOVE IN THE BOX LABELED "Exp. Date". THERE ARE SUBSTANTIAL PENALTIES FOR DELINQUENCY. IF YOU DO NOT RECEIVE A RENEWAL NOTICE WITHIN 10 DAYS PRIOR TO THE EXPIRATION DATE, CONTACT H.C.D. FOR RENEWAL INSTRUCTIONS. IMPORTANT o�syNG q� � e o fj.}' D F-Ntiti THE OWNER INFORMATION SHOWN ABOVE MAY NOT REFLECT ALL LIENS RECORDED WITH THE DEPARTMENT OF HOUSING AND COMMUNITY DEVELOPMENT AGAINST THE DESCRIBED UNIT. THE CURRENT TITLE STATUS OF THE UNIT MAY BE CONFIRMED THROUGH THE DEPARTMENT. DTN: 7792337 R 12052013- 196 STATE OF CALIFORNIA DEPARTMENT OF HOUSING AND COMMUNITY DEVELOPMENT REGISTRATION CARD Conunercial Modular Decal No: CCE6453 Manufacturer ID/Name 64318 MODTECH INC Trade Name MODTECH INC Model 11260 DOM 10/23/1997 1 DFS 11!30/1997 RY 1997 Exp. Date lNov30,2014 Serial Number Label/Insignia Number Weight Length Width SPC SCC Exempt Use Type 28958 103263 12,000 60' 12' ADQ 01 R1 ILT Issued Total Fees Paid Dee 05, 2013 $39.00 Addressee USING MOBILE MODULAR MANAGEMENT CORP oho k -1+ p 5700 LAS POSITAS RD` o a ' BOB LIVERMORE, CA 94551 '� ao w 3G 4� D�v� . Registered Owner(s) MOBILE MODULAR MANAGEMENT CORP 5700 LAS POSITAS RD LIVERMORE, CA 94551 SitusAddress 5700 LAS POSITAS RD LIVERMORE, CA 94550 ATTENTION OWNER: THIS IS THE REGISTRA'T'ION CARD FOR THE UNIT DESCRIBED ABOVE. PLEASE KEEP THIS CARD IN A SAFE PLACE WITHIN THE UNIT.' INSTRUCTIONS FOR RENEWAL: REGISTRATION FOR THIS UNIT EXPIRES ON THE DATE INDICATED ABOVE IN THE BOX LABELED "Exp. Date". THERE ARE SUBSTANTIAL PENALTIES FOR i DELINQUENCY. IF YOU DO NOT RECEIVE A RENEWAL NOTICE WITHIN 10 DAYS PRIOR TO THE EXPIRATION ® DATE, CONTACT H.C.D. FOR RENEWAL INSTRUCTIONS. IMPORTANT THE OWNER INFORMATION SHOWN ABOVE MAY NOT REFLECT ALL LIENS RECORDED WITH THE DEPARTMENT OF HOUSING AND COMMUNITY DEVELOPMENT AGAINST THE DESCRIBED UNIT. THE CURRENT TITLE STATUS OF THE UNIT MAY BE CONFIRMED THROUGH THE DEPARTMENT. DIN: 7792382 R 12052013- 200 REFERENCE IBC 200E 05HA HANDRAIL NOTES:11 DESIGN LOADS: I )1) STAIRWAYS WITH 4 OR MORE RAISERS OR RISING SHALL NOT BE IF55 THAN 3G INCHES THE THE `' AVARES S LIVE LOAD 100 PSF FROM UPPER SURFACE OF THE 5TAIR RAIL 5Y5TEM TO SURFACE OF THE TREAD, IN AS5CICtATES HANDRAIL IMPACT- 200 P5F LINE WITH THE FACE OF THE RI5ER AT THE FORWARD EDGE OF THE TREAD AND SHALL HAVE HANDRAIL AT LEAST ON ONE 51DE AND ALONG ANY UNPROTECTED SIDE OF EDGE MATERIALS 2) HANDRAILS , 5CREEN5 ME5H, INTERMEDIATE VERTICAL MEMBERS, OR EQUIVALENT 7HE PViNS', IDEAS t DESIGN55HOWN ON EA5 t..51G" 15. ROUND 5TEEL TUBE- ASTM A5 13 F = 35 K51 i— INTERMEDIATE STRUCTURAL MEMBERS, SHALL BE PROVIDED ALL AROUND THE THE LANDING THE5E DRAWINGS ARE THE PROPERTY OF F. ( 5 TAVARE5 A5500ATE5, DEVISED SQUARE STEEL TUB- A5TM A500 GR, B Fy= 4G K51 AND THE STAIRWAY STEPS 5OLfLY FOR TH15 CONTRACT. THE5E ALUMINUM 5HEET- 30034122 cy— = 27 K51 F 21 K51 3) WHEN INTERMEDIATE VERTICAL MEMBERS ARE USED THEY SHOULD BE NOT MORE THAN 19 PIANS SHALL NOT BE USED, IN WHOLE OR FART, FOR ANYPURPOSE FOR OR 5052-134 Fty= 24 KSI Fcy=24 KSi INCHES APART Vm IN cH rHEY WERE NOT IMEND€D WITHOUT THE EXPRESS WRrMN CD145EW OF R 4 5 TAVARE5 A55OCIATE5 C WELD5 WELDING SHALL BE IN ACCORDANCE WITH AW5 D. 1. 188 4) HANDRAtL5 AND TOP OF RAILING SHALL WITHSTAND WITHOUT FAILURE A FORCE OF REVISIO U51NG E70XX ELECTRODES FOR STEEL 200 POUND APPLIED WITH 2 INCHES OF THE TOP EDGE, IN ANY DOWNWARD OR OUTWARD 77 DIRECTION, AT ANY POINT ALONG THE TOP EDGE STRUCURAL NOTES 5CALE: NT5 5) HANDRAIL HEIGHT SHALL NOT BE MORE THAN 37 INCHES AND NOT LE55 THAN 30 INCHES FROM THE UPPER 5URFACf OF HANDRAIL TO THE SURFACE OF TREAD AND LANDING 05HA STAIR CONSTRUCTION NOTES Q" 1) 5TA IKWAY5 THAT WILL NOT BE PART Of THE STRUCTURE ON WHICH CONSTRUCTION WORK 15 G) THE END OF HANDRAIL SHALL BE CONSTRUCTED 50 AS NOT TO CONSTITUTE A PROFESSIONAL STAMP BEEN PERFORMED SHALL HAVE LANDINGS OF NOT LE55 THAN 30 INCHES IN THE DIRECTION OF PROJECTION HA2ARD TRAVEL AND EXTEND AT LEAST 22 INCHES IN WIDTH AT EVERY 12 FEET OR LE55 OF VERTICAL RI5E 7) 3`INCHES MINIMUM BETWEEN HANDRAIL AND WALL5 OR OTHER OBJECT'S M 7 2) STAIRS SHALL BE INSTALLED BETWEEN 30 DEGREES AND 50 DEGREES FROM VERTICAL 3) RI5ER HEIGHT AND TREAD DEPTH SHALL BE UNIFORM WITHIN FIGHT OF STAIRS. VARIATIONS IN I CUPERTINO Building Departmen ¢ �A 48 6-30-12 R15EP. HEIGHT OR TREAD DEPTH SHALL NOT BE OVER 1/4 INCH IN ANY STAIR. SYSTEM 4) DOOR OR GATES WHEN OPEN DIRECTLY ON A "STAIRWAY, A PLATFORM SHALL BE PROVIDED, ANDS, i AK3 0 2014 al CALI�fl��\P THE SWING Of THE DOOR SHALL NOT REDUCE THE EFFECTIVE WIDTH OF THE PLATFORM TO LESS TtIaN 20 INCHES REVIEWED FOR CODE COMPLIANCE 11-11-2010 5) ALL PART OF 5TAIRWAY5 SHALL BE FREE OF HAZARDOUS PROJECTIONS�J" PROJECT TITLE Reviewed BY G) 5TAIRWAY5 SHALL BE MADE OF NON 5U,PPERY MATERIAL COMPLETE 7) TREADS 5fitALL BE. INSTALLED AT FULL WIDTH OF 5TAIR5 ACCESS OSHA STAIR 000i lee 2m. soar use 2 f 1. 52G.1052 05HA 5TAIR5 CONSTRUCTION N,OTE5 15CALE. NT5 3 1 1.926.1052 OSHA 5TA1R5 RAILING NOTE5 5CA7_ NT5. SKEET' TI`T'LE STA! R5 ALAN 1 5/ I W 0 0.OG5 1 571 G" 0' D OGS' STEEL TUBE m?.) STEEL TUBI MT.) t V1 EW STEELTU 0.0G-5 TU NOTES stisuur'aw E I i-AxN� PI2QJECT NUMBER 10027 g DRAWN B Y CHECKED BY 100 DIAMOND PLATE OF, 0. 100 PUNCHED PLATE - STAIRS AND PLATFOP.M DECKIN, 5T RT DATE 2. to 4 EQUAL ACES WITH DIAM D PLATE n 5 EQUAL SPACES WITH PUNCHED PLATE OG -17-2010 SHEET NO. 5'-0" 15l I G" 0 0.065 5/1 G° f1 O.OG STEEL TUBE (TYP.) 5TEEL TUBE (TYP.) s 14 1 05HA 5TAIR5- SIDE ELEVATION, END ELEVATION AND PIAN VIEW SCALE: 1/4'= 1'-0 RECEIVED APR 3 p 2014rnpy" CONSTRUCTION NOTES SHEETINDEX - 'Y IJ ALL WORK SHALL CONFORM TO 2013 CBC AND/OR LOCAL BUILDING CODES. I COVER SHEET 2J THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS SHORN ON PLANS. THE 2 PAD/PIER/ANCHOR PLAN ENGmobile INEER SHALL BE NOTIFIED OF ANY DISCREPANCIES (65 MAX LENGTH) 3) THIS DESIGN IS BASED ON THE FLOOR 4 ROOF ASSEMBLIES ACTING AS CONTINUOUS DIAPHRAGMS 3 PAD/PIER/ANCWOR DETAILS modular TO DISTRIBUTE LATERAL LOADS. FLOORS 4 ROOF MUST BE FASTENED CONTINUOUSLY ALONG 4 COLUMN SUPPORT DETAILS MODULE LINES M COMPLIANCE w/ MODULAR BUILDING MANUFACTURERS INSTALLATION INSTRUCTIONS. 4J AL1. LUMBER IN CONTACT WITH OR WITHIN 8" OF SOIL 70 BE PRESERVATIVE TREATED. DESIGN CRITERIA Your Project - Our Commitment 5J ALL FASTENERS USED M FOUNDATION MUST BE CORROSION RESISTANT. 6J ADJACENT GROUND SURFACES SHOULD BE SLOPED AWAY FROM STRUCTURE AT 5% FOR A MINIMUMROOF LIVE LOAD: 20 PSF 11450 MISSION BLVD. 5100 LAS POSITAS R.O. DISTANCE OF 10 FEET. DR4INAGE OF SURROUNDING AREA SHALL BE PROVIDED TO PREVENT FLOOR LIVE LOAD: 50 PSP MIRA LOMA, CA. 91152 L I VERMORE, CA. 94551 UMU ACCLATION OF SURFACE WATER: (951) 360 - 6600 (925) 606 - 9000 CU PERT 0 ITION LOAD: 15 PSF iJ SKIRTING (IF USED)MUST BE SELF SUPPORTINO 4:aR ANY LOAD. SJ IF SKIRTING IS USED, UNDER FLOOR AREA MUSSY1 SCL FOOT ICN CODE: 2013 CBC FEET OF FLOOR AREA. OPENING MUST BE COVERESISTANT pa INCE FACTOR 10 OF u4 INUN �gQg 24I WIDE 9J IF SKIRTING I5 USED, AN ACCESS OPENING W/ Dm*PR 3 0 2094 RISK CATEGORY: I I 18" x 24" SHALL BE PROVIDED. WIND SPEED/ 110 MPH, COMMERCIAL MODULAR I0J HEIGHT OF FINISHED BOOR ABOVE GRADE SHALL�M i' O R CODE. G O M ;L' EXPOSUN � RE; EXP 'G' ` � ` /� I � �/�i � C 1� O � � L >� I `l S IIJ ALL UTILITY/RAMP/STAIR DESIGN AND SITENTILITY/GRADING DESIGN BY OTHERS. AIP-fM'9�:0 SPECTRAL I�7 J�/l I� Reviewed g��y �q,�g ACCELERATION: ss=1sOg 12J ALL EARTH ANCHORS SHALL HAVE A TOLERANCE OF 10 DEGREES IVERTICACLY aTALLY ASCE l -ID SECTION 11813) Sl ■ 0.6 g 13J EARTH ANCHORS SHALL BE MANUFACTURED BY 'ABESCO' (OR APPROVED EQUAL) STATE OF SITE CLASS: D CALIFORNIA APPRDVAL NUMBER ET.S-106c SPECTRAL RESPONSE SDS01� THE I>`FORMIATION M THESE DRAWINGS IS PROPRIETARY. THESE 14J EARTH ANCHOR TIE STRAP MUST CONFORM TO ANSI STD, OA2251 COEFFICIENTS: 50100.6 DRAWR436 MAY NOT BE REPRINTED, DISTRIBUTED OR USED FOR SJ STEEL PIERS MUST BE 'TIE DOWN NOTED) ERINCs-SERIES MPP OR APPROVED EQUAL. [PIER DESIGN SEISMIC DESIGNANY PURPOSE WITHOUT THE EXPRESSED WRITTEN PERMISSION CAPACITY TO BE 4000 UNLESS NOTEDCATEGORY: D OF MOBILE MODULAR MANAGEMENT CORPORATION. BASIC SEISMIC LTFRAMED WALL SEAL BLDG SIZE 161 FARM ANU:HOTHE'RB, TIE. INSTRUCTIONS ETONS MUST BE STRICTLY ADHERED TO WHEN INSTALLING PIERS, FORGE RESISTING SYSTEM USING FLAT 2 �r (a ) Si !/ SYSTEM: STRAP BRACING ' ADDRESS OF INSTALLATION 111 MODULAR BUILDING TO BE CALIFORNIA HCD APPROVED COMMERCIAL MODULAR DESIGN BASE SPEAR 0350W (1 � /�� 16J ACUMEIN ENGINEERING PORTING HAS NOT INVESTIGATED THE SOILS SUP11416 BUILDING THE SEISMIC r � VJ� ��C A -11� BL ALLOWAE aEARNG CAPACITY IS ASSUMED TO BE OW FV 4 THE ALLOWABLE ANCHOR RESPONSE Frj O PULLOUT CAPACITY IS ASSUMED TO BE 3962 LBS. I' ACTUAL SOIL co omoN8 AT Two SITE ARE COEFFICIENT: (06) 0.250 UJI 0 IONOUN TO VARY FROM THESE ASSU'I°TI M,:TIHEN ACUMEN ENGINEERING MUST BE NOTIFIED IMMEDIATELY. RESPONSE MODIFICATION 4 T COYER SHEET 191 ACUMEN ENGINEERING WILL NOT INSPECT THE INSTALLED FOUNDATION SYSTEM. THE OWNER OF T1416 BUILDING AGREES TO INDEMNIFY ACUMEN ENGINEERING FOR DAMAGES ARJSNG FROM IMPROPER ANALYSIS EQUIVALENT LATERAL ,.% °civil DRAIIN BY DATE INSTALLATION.PROCEDURE: FORCE ANALYSIS`;`;'': rt3 1,•' AMN 12/02/13 20J THESE DRAWINGS MAY NOT BE USED FOR BUILDINGS WITTH ANY OF THE FOLLOWING ELEMENTS:- SC's JOS PARAPETS, FIRE RATED EXTERIOR WALLS, STUCCO EXTERIOR FINISH OR ROOF PITCH GREATER REDUNDANCY FACTOR 15 h NOTED 24/II0C41P THAN 2:12. PLAN SET 1 e7 291 NUMBER � Z Z D SHEET 1 OF 4 SHEETS MODULE LENGTH �'-5- 4' -KO- r1Ax OUTLINE OF CHASSIS OUTLINE OF T-5 MAX FMER MAIN RAIL BUILDING ABOVE MA> SPACMCs O T— — — — — — — — — — — — — — — — — — — — — — — — — — — O — — — — — — — — — — — — — — — — — — — — — — — — — — — — O O(QJ.----- ----- _ _ J1(QJ_ I . - _ `TT`_ `TT`_ `TT- ---- )t� � II IF MAX PIER SPACING IS EXCEEDED, I I ' I ' I AXLE ASSEMBLY 3'-6" I'-0" MAX INSTALL (2) PIERS IMMEDIATELY i i i i i MAY BE LEFT MAX PIER SPACING ADJACENT TO EA. OTHER AT FRONT i i i i i I ON MODULE \ II D t REAR OF AXLE ASSEMBLY. II II II P I ii ii ii J.1.—..w.—.11. ®0111 �"l C11JW � T 0 . WTI LONGITUDINAL E.DG SIZE TRANSVERSE TRANSVERSE M II ii II II ii ii ANCHOR HJK ANCHOR 24'x 60' II II F;G,H,JK RTJU,V 24' x 65' A,15CD,E LJ" NJ -,Q, f ------ — — — — — — — — — ------------------------------------------- ---------------- ------------------------- PAD/PIER/ ANCHOR PLAN (65' MAX LENGTH) ?0190 2 4 6 8 10 NOTE: IJ IF ACTUAL MODULE LENGTH IS NOT SHOWN IN ANCHOR SCHEDULE, USE NEXT LARGEST LENGTH. ANCHOR REQUIREMENTS E.DG SIZE TRANSVERSE LONGITUDINAL 24'x40' '4,5,C• LAQ, HJK RT,V 24'x 60' A,BC,D,E LAP,Q, F;G,H,JK RTJU,V 24' x 65' A,15CD,E LJ" NJ -,Q, Fix H J)G RS,T U V v THE INFORMATION IN THESE DRAWINCsS IS PROPRIETARY. THESE DRAWINCsS MAY NOT BE REPRINTED, DISTRIBUTED OR USED FOR ANY PURPOSE WITHOUT THE EXPRESSED WRITTEN PERMISSION OF MOBILE MODULAR MANAGEMENT CORPORATION F%T3 13 2914 mobile modularOf Your Pur Cr,*j=t - Oommitment PAD/PIER/ANCHOR PLAN (65' MAX LENGTH) _ DRAWN BY DATE AMN 12/02/13 SCALE JOB NOTED 24/110C/GP SHEET 2 OF 4 SHEETS FLOOR FLOOR FLOOR JOISTS PLYWOOD JOISTS ASPHALT SOIL 1 DETAIL N.T.S.(TYPICAL PIER) 3 STRAP BUCKLE (HOOKS NOT PERMITTED) GROUND ANCHOR TIE STRAP FLOOR PLYWOOD FLOOR JOISTS CHASSIS MAN RAIL 4000 LB RATED STEEL PIER C 2x12x24' P.T. PAD FLOOR PLYWOOD •VERT. FLANGE TO BE POSITIONED ON ALT. SIDES w/ EVERY OTHER PIER ALONG MAIN RAIL 4000 LB RATED STEEL PIER C2x12x24" P.T. PAD FLOOR PLYWOOD STRAP BUCKLE —\>Z (HOOKS NOT PEWITTED) GROUND ANCHOR TIE STRAP —CROSS DRIVE -EXISTING AC. PAVEMENT EARTH ANCHOR (2' MN THICKNEM) ASPHALT 3 DETAIL (TRANsvERSE 3 N.TA GROUND ANCHOR) —CROSS DRIVE EARTH ANCHOR w/ STADILIZER IE CALK DOUBLE HELIX AUGER ANCHOR WITH STABILIZER IE) SOIL FLOOR /— FLOOR JOISTS / PLYWOOD CHASSIS LOCK TOP OR CHASSIS MAN RAIL BOLT—ON TOP MAN RAIL 4000 LD LONE FOR EA. 4000 LB RATED ANCHOR) RATED STEEL PIER GROUND STEEL PIER 2x@R x24" 10-60 ANCFIO2x12x24" P.T. PAD TIE STRAP P.T. PAD FLOOR /— FLOOR JOISTS / PLYWOOD � LOCK TOP OR BOLT -ON TOP CONE FOR EA ANCHOR) GROUND 10'-60 ANCHOR / TIE STRAP VERT. FLANGE TO CROSS DRIVE EARTH BE POSITIONED EXISTING A.C. ON ALT. SIDES w/ CHASSISEVERY OTHER CHASSIS MAIN RAIL PIER ALONG MAIN RAIL PLATE (ALTs DOUBLE MAIN RAIL MIN THICKNESS) 4000 LD RATED HELIX AUGER ANCHOR STEEL PIER EXISTING Ar— PAVEMENT PAVEMENT 1 C P.T. PAD ASPHALT SOIL 1 DETAIL N.T.S.(TYPICAL PIER) 3 STRAP BUCKLE (HOOKS NOT PERMITTED) GROUND ANCHOR TIE STRAP FLOOR PLYWOOD FLOOR JOISTS CHASSIS MAN RAIL 4000 LB RATED STEEL PIER C 2x12x24' P.T. PAD FLOOR PLYWOOD •VERT. FLANGE TO BE POSITIONED ON ALT. SIDES w/ EVERY OTHER PIER ALONG MAIN RAIL 4000 LB RATED STEEL PIER C2x12x24" P.T. PAD FLOOR PLYWOOD STRAP BUCKLE —\>Z (HOOKS NOT PEWITTED) GROUND ANCHOR TIE STRAP —CROSS DRIVE -EXISTING AC. PAVEMENT EARTH ANCHOR (2' MN THICKNEM) ASPHALT 3 DETAIL (TRANsvERSE 3 N.TA GROUND ANCHOR) —CROSS DRIVE EARTH ANCHOR w/ STADILIZER IE CALK DOUBLE HELIX AUGER ANCHOR WITH STABILIZER IE) SOIL FLOOR /— FLOOR JOISTS / PLYWOOD CHASSIS LOCK TOP OR CHASSIS MAN RAIL BOLT—ON TOP MAN RAIL 4000 LD LONE FOR EA. 4000 LB RATED ANCHOR) RATED STEEL PIER GROUND STEEL PIER 2x@R x24" 10-60 ANCFIO2x12x24" P.T. PAD TIE STRAP P.T. PAD FLOOR /— FLOOR JOISTS / PLYWOOD � LOCK TOP OR BOLT -ON TOP CONE FOR EA ANCHOR) GROUND 10'-60 ANCHOR / TIE STRAP FLOOR JOISTS CHASSIS MAIN RAIL 4000 LD RATED STEEL PIER C2x12x24" P.T. PAD THE INFORIMATION IN THESE DRAWINGS IS PROPRIETARY. THESE DRAWINGS MAY NOT BE REPRINTED, DISTRIBUTED OR USED FOR ANY PURPOSE WITHOUT THE EXPRESSED WRITTEN PERMISSION OF MOBILE MODULAR MANAGEMENT CORPORATION SEAL �\N. mobile modular P. L AT Your Projeet - Ar Commitment C X1 if !1 rn >¢ PAD/PIER/ANCHOR DETAILS EviDRAWN BY JDATE FEB 13 2014 SHEET 3 OF 4 SHEETS CROSS DRIVE EARTH EXISTING A.C. ANCHOR w/ STABILIZER ASPHALT PAVEMENT (2" SOIL PLATE (ALTs DOUBLE MIN THICKNESS) HELIX AUGER ANCHOR WITH STABILIZER R) CROSS DRIVE EARTH ANCHOR DETAIL (LONGITUDINAL IS" MI N.T.S. GROUND ANCHOW CHASSIS 24" l 3 BEAM MAX PLAN ANCHOR TIE STRAP FLOOR JOISTS CHASSIS MAIN RAIL 4000 LD RATED STEEL PIER C2x12x24" P.T. PAD THE INFORIMATION IN THESE DRAWINGS IS PROPRIETARY. THESE DRAWINGS MAY NOT BE REPRINTED, DISTRIBUTED OR USED FOR ANY PURPOSE WITHOUT THE EXPRESSED WRITTEN PERMISSION OF MOBILE MODULAR MANAGEMENT CORPORATION SEAL �\N. mobile modular P. L AT Your Projeet - Ar Commitment C X1 if !1 rn >¢ PAD/PIER/ANCHOR DETAILS EviDRAWN BY JDATE FEB 13 2014 SHEET 3 OF 4 SHEETS COLUMNS I JOIOSTS� �M COLUMNS i�� I / JOI�R RIMSTS INTERIOR INTERIOR JOIST ULE LINE COLUMN JOIST ULE LINE COLUMN FLOOR END COLUMN FLOOR YWOOD PLYWOOD DOUBLE END JOIST CHASSIS END MEMBER ASYMETRIC PER (60006 CAPACITY) ONE EACH SIDE OF MODULE LINE 2x12x24" P.T. SPREADER EXISTING A.C. / (2) 2xl2x24" PAVEMENT /G P.T. PADS 111��� i��Ill�till ------------------ END ---- -- ------ ASPHALT v- © ♦ .. SUPPORT) END COLUMN DOUBLE END JOIST CHASSIS END MEMBER ASYMETRIC PIER (60000 CAPACITY) ONE EACH SIDE OF MODULE LINE 2x12x24" P.T. SPREADER (2) 2x12x24" P.T. PADS THE INFORMATION IN THESE DRAWINGS IS PROPRIETARY. THESE DRAWINGS MAY NOT BE REPRINTED, DISTRIBUTED OR USED FOR ANY PURPOSE WITHOUT THE EXPRESSED WRITTEN PERMISSION OF MOBILE MODULAR MANAGEMENT CORPORATION. MM■ ■■ �.LCWASS15 E. EMIS mobile EXISTING. "4z PAVEMEN _T/ modular P. Your Project Our CoIwiTtmerl, COLUMN SUPPORTDETAILS . • :ii0i0iiiiii iiiiiiiiiiiiiii iii i�iiiiiiiiii i' D Y FEB i J 2gT4 SHEET 4 OF 4 SHEETS (NO SKITS) (NO SPLITS) -W30000 , V W30000 - - STEEL PIERS ADERS_ 1AM PIERS1 (=2x;2:x2t (6) 2xl2x24" EXISTING. Ar - f k, P.T. PADS t PAVEMENT � END VIEW - ASPHALT SUPPORT) v♦ JOIST ULE LINE COLUMN JOIST ULE LINE COLUMN FLOOR END COLUMN FLOOR YWOOD PLYWOOD DOUBLE END JOIST CHASSIS END MEMBER ASYMETRIC PER (60006 CAPACITY) ONE EACH SIDE OF MODULE LINE 2x12x24" P.T. SPREADER EXISTING A.C. / (2) 2xl2x24" PAVEMENT /G P.T. PADS 111��� i��Ill�till ------------------ END ---- -- ------ ASPHALT v- © ♦ .. SUPPORT) END COLUMN DOUBLE END JOIST CHASSIS END MEMBER ASYMETRIC PIER (60000 CAPACITY) ONE EACH SIDE OF MODULE LINE 2x12x24" P.T. SPREADER (2) 2x12x24" P.T. PADS THE INFORMATION IN THESE DRAWINGS IS PROPRIETARY. THESE DRAWINGS MAY NOT BE REPRINTED, DISTRIBUTED OR USED FOR ANY PURPOSE WITHOUT THE EXPRESSED WRITTEN PERMISSION OF MOBILE MODULAR MANAGEMENT CORPORATION. MM■ ■■ �.LCWASS15 E. EMIS mobile EXISTING. "4z PAVEMEN _T/ modular P. Your Project Our CoIwiTtmerl, COLUMN SUPPORTDETAILS . • :ii0i0iiiiii iiiiiiiiiiiiiii iii i�iiiiiiiiii i' D Y FEB i J 2gT4 SHEET 4 OF 4 SHEETS DESIGN CALCULATIONS FOR: 24' WIDE COMMERCIAL MODULAR PAD/PIER/ANCHOR SYSTEM (110 MPH / EXP'C' WIND) 11450 MISSION BLVD. MIRA LOMA, CALIFORNIA 91752 (951) 360 - 6600 PREPARED FOR: mobile modular Your Project - Our Commitment ACUMEN � Engineering, Inc. PREPARED BY: 12808 SOUTH 600 EAST DRAPER, UT. 84020 (801) 571- 9877 FAX (801) 571- 9951 5700 LAS POSITAS RD. LIVERMORE, CALIFORNIA 94551 (925) 606 - 9000. FEB 1 3 2014 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 COLUMN SUPPORTS 9 EXPOSURE: EXP'C' ACCELERATION: (Ss) 1.50 g ANCHOR QTY 15 ALLOWABLE SOIL (51) 0.60 g APPENDIX A.01 .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. 0.25/12 1.2 deg Building length (L) 12808 South 600 East Least width (B) JOB WLE 24' Wide Commercial Modular' Draper, LIT 84020 14.0 ft Pad/Pier/Anchor Plans 801-571-9877 Minimum parapet ht JOB NO. SHEET NO. -- BCUmeneng C�n75n.COm , CALCULATED BY — ' DATE CHECKED BY DATE www.struware.a 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 (L) 65.0 ft Least width (B) 24.0 ft Mean Roof Ht (h) 14.0 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 Acumen Engineering, Inc. 0.20 12808 South 600 East .TOB ME 24' Wide Commercial Modular Draper, UT 84020 Pad/Pier/Anchor Plans 801-571-9877 Joe No SHEET No. acumenengQmsn_com CALCULATED BY DATE G= CHECKED BY DATE Wind Loads: ASCE 7- 10 Ultimate Wind Speed 110 mph Nominal Wind Speed 85.2 mph Risk Category 11 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 Type of roof Gable T000graohic Factor (Kztl Topography Flat - :1, x:. wn) - :;`�.Id-win,VvindI Hill Height (H) 0.0 ftH< 15 ft C Half Hill Length (Lh) 0.0 ft :. Kzt=1xp.0 H Actual H/LhI = 0.00 _ Lh Use H/Lh = 0.00 -- Modified Lh = 0.0 ft ESCARPMENT From top of crest: x = 50.0 ft Bldg up/down wind? downwind Z H/Lh= 0.00 K, = 0.000 x/Lh = 0.00 K2 = 0.000 r'' --- Z/Lh = 0.00y•' K3 = 1.000 At Mean Roof Ht Kzt = (1+KIKAr2 = 1.00 2D RIDGE or 3D AXISYMMETRICAL HILL Gust Effect Factor h = 14.0 ft B = 24.0 It /Z (0.6h) = 15.0 It Rigid Structure e = 0.20 t = 500 ft Zmin = 15 It C = 0.20 9Q. 9v = 3.4 Lz = 427.1 ft Q = 0.94 IZ = 0.23 G= 0.89 use G=0.85 Fle)dble shwure if natural frequency < 1 Hz (T > 1 second). However, if building h/B < 4 Then probably rigid structure (rule of thumb). h/B = 0.58 Rigid structure G = 0.85 Using rigid structure default Flexible or Dynamically Sensitive Structure Natural Frequency (r),) = 0.0 Hz Damping ratio (p) = 0 /b = 0.65 /a = 0.15 VZ = 92.9 Nj = 0.00 Hn = 0.000 Rh = 28.282 RB = 28.282 RL = 28.282 9R = 0.000 R = 0.000 G = 0.000 q= 0.000 h= 14.0 ft rl = 0.000 n = 0.000 Acumen Engineering, Inc. Pressures Transverse direction (normal to L) 12808 South 600 East JOB TrrLE 24' Wide Commercial Modular Draper, UT 84020 Pad/Pier/Anchor Plans 801-571-9877 JOB No. SHEET NO. acumeneng@msn.com g�msn.com BY DATE CHECKED BY Wind Loads - MWFRS 'Low-rise Buildin DATE Enclosed/ arti illy enclosed only Kz = Kh (case 1) = 0.85 Base pressure (qh) _ 2.2,4 psf Edge Strip (a) = 3.0 ft GCpi = +/-0.18 End Zone (2a) = 6.0 ft Wind Pressure Coefficients Zone 2 length = 12.0 ft CASE A e =1.2 des CASE 6 Surface GCpi w/-GCpi w/+GCpi 1 0.40 0.58 0.22 GCPf w/-GCpi w/+GCpi 2 -0.69 -0.51 -0.87 -0.45 -0.27 -0.63 3 -0.37 -0.19 -0.55 -0.69 -0.51 -0.87 4 -0.29 -0.11 -0.47 -0.37 -0.19 -0.55 5 -0.45 -0.27 -0.63 6 0.40 0.58 0.22 1E 0.61 0.79 0.43 -0.29 -0.11 -0.47 2E -1.07 -0.89 -1.25 -0.48 -0-30 -0.66 3E -0.53 -0.35 -0.71 -1.07 -0.89 -1.25 4E -0.43 -0.25 -0.61 -0.53 -0.35 -0.71 5E -0.48 -0.30 -0.66 6E 0.61 0.79 0.43 -0.43 -0.25 -0.61 Ultimate Wind Surface Pressures (psf) 2 3 4 5 6 2E 3E 4E 5E 6E _L Emmet Windward parapet = Leeward parapet = -11.4 -19.4 -4.2 -12.3 -2.5 -10.5 17.7 9.6 -19.9 -27.9 -7.8 -15.9 -5.6 -13.6 0.0 psf (GCpn = +1.5) 0.0 psf (GCpn = -1.0) Horizontal MWFRS Sipple Qlaphnagrn Pressures Transverse direction (normal to L) Interior Zone: Wall 15.4 psf Roof -7.2 psf '* End Zone: Wall 23.2 psf Roof -12.1 psf Longitudinal direction (parallel to L) Interior Zone: Wall 15.4 psf End Zone: Wall 23.2 psf "* NOTE: Total horiz force shall not be less than that determined by neglecting roof forces (except for MWFRS moment frames). The code requires the MWFRS be designed for a min ultimate force of 16 psf multiplied by the wall area plus an 8 psf force applied to the vertical projection of the roof. a 1 a V SIrl -11.4 -4.2 -6.0 13.0 -2.5 -19.9 -7.8 -6.7 17.7 -5.6 - 1 Y. 1 -19.4 -12.3 -14.1 4.9 -10.5 -27.9 -15.9 -14.8 9.6 -13.6 Windward roof overhangs = 15.6 psf (upward) add to windward roof pressure Acumen Engineering, Inc. 12808 South 600 East Draper, UT 84020 801-571-9877 acunienong@fnsn.com JOB TmE 2V Wide Commercial Modular Pad/Pier/Anchor Plans JOB NO. SHEET NO. CALCULATED BY DATE CHECKED BY DATE Seismic Loads: ASCE 7-10 Over -Strength Factor (Do) = 2 Deflection Amplification Factor (Cd) = Strength Level Forces Risk Category: II bDs = 1.000 Importance Factor (1) : 1.00 SDI = 0.600 Site Class: D Seismic Load Effect (E) = p QE +/- 0.2SDs D = p QE +/- 0.200D Ss (0.2 sec) = 15D.00 %g Special Seismic Load Effect (Em) = IIO Q£ +/- 0.28Ds D = 2.0 QE +/ 0.200D S1 0.0 sec) = 60.00 %9 PERMITTED ANALYTICAL PROCEDURES Fa = 1.000 Sms = 1.500 SDs = 1.000 Design Category = D Fv = 1.500 Sm1 = 0.900 SDI = 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 Wan Systems Seismic resisting system: Light framed wall system using flat strap bracing System Structural Height Limit 65 ft' Actual Structural Height (hn) = 14.3 ft See ASCE? Section 12-2.5 for exceptions and other system limitations DESIGN COEFFICIENTS AND FACTORS Response Modification Coefficient (R) = 4 Over -Strength Factor (Do) = 2 Deflection Amplification Factor (Cd) = 3.5 bDs = 1.000 SDI = 0.600 Seismic Load Effect (E) = p QE +/- 0.2SDs D = p QE +/- 0.200D p = redundancy coefficient QE = horizontal seismic force Special Seismic Load Effect (Em) = IIO Q£ +/- 0.28Ds D = 2.0 QE +/ 0.200D D = dead load PERMITTED ANALYTICAL PROCEDURES Simplified Analysis - Use Equivalent Lateral Force Analysis Equivalent Lateral -Force Analysis - Permitted Building period coe#. (Cr) = 0.020 Approx fundamental period (Ta) = Crh„ = 0.147 sec x= 0.75 Tmax = C Ta = 0.206 User calculated furdiamental period m = 0 sec Use T = 0.147 Long Period Transition Period (TL) = AscE7 frmp = 10 Seismic response coef. (Cs) = SDsUR = 0.250 need not exceed Cs = Shc i IRT = 1.020 but not less than Cs = 0.5*Sl lm = 0.075 USE Cs =. 0.250 Design Base Shear V = 0.250W Model 8; Seismic Response Analysis - Permitted (see code for procedure) ALLOWABLE STORY DRIFT Structure Type: All other structures Allowable story drift = 0.020hsx where hsx is the story height below level x M 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: (no gravity loads on anchors) Seismic Load Effect: (no gravity loads on anchors) Governing Earthquake Load Allowable Stress Design: Em = Qo(Qe) + 0 (Eq. 12.4-7) Overstrength Factor: (0o) = 2.0 Earthquake Load Due to Base Shear (Qe) = V Em = 0.500 W E = p(Qe) + 0 (Eq. 12.4-3) Redundancy Factor. (p) = 1.3 Earthquake Load Due to Base Shear: (Qe) = V E = 0.325 W E = 0.500 W 0.7E (Section 2.4 .1) Earthquake Load Used in Lateral Design: 0.350 W Single Pad Configuration Calculations: Bearing Pad Capacity Calculations: Assumed Bearing Capacity: (B,) 1500 psf Pad Specifications (Tp) x (Wp) x (Lp) Nominal: 2 x 12 x 24 Actual: 1.5 x 11.25 x 24 Species: P.T DF -L #2 Cross Sectional Area: (Ap) ' 16.9 int Section Modulus: (SX,P) 4,2 in Assume Load on Pad is Centered Load Width on Pad: (LN,) 10 in Pad Cantilever: (CP) 7 in Fe = 900 x 1.2 x 1.25 x 0.8 = 1080 psi (CD) (cf.) (C,) F,; = 180 x 1.25 x 0.8 = 180 psi ONEENEEN (CD) (Ci) Uniform Distributed Load: W = (Bc / 144) x WP 117 pli Maximum Moment: Mmax = 0.5 x W x C P 2 2871 lbs Allowable Bending Stess: fb = Mm,, / SX, p 681 psi < Fe => OK in Bending Maximum Shear: Vmax = W x CP 820 lbs Allowable Shear Stess: fv = 1.5 x (Vmax / AP) 72.9 psi < F,; _> OK in Shear _> Capacity of Each Pad is: 3000 Ibs 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) 11.83 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+FI+Fp+Fd)(W/2))+We 620 plf Maximum Spacing of Piers on Outside Main Rails: S = P/Wo 4.84 feet Load Acting on Inside Chassis Main Rails: Wi = ((FI+Fp+Fd)(W/2)) 426 pif Maximum Spacing of Piers on Inside Main Rails: S = P/Wi 7.04 feet Column Support (END COLUMN Input Data Tributary Width: (Tw) End Column Tributary Length:. (Te) 11.83 ft Live Load: (LLr) 32.5 ft Dead Load: (DLr) 20 psf 6 psf Calculations: Roof Tributary Area: Ar = 0.5 x Tw x Te => Ar > 200 :..Live Load (Rle) is Reducible: 24 - 0.02Ar 384 sq. ft. 16 psf Column Load: (Pe) Pe = (Rle + Rd) x Ar 8578 lbs Pier Capacity: (Cpier) 6000 lbs Qty of Piers: Npiers = Pe / Cpier 1.43 4 Use 2 Try (1) 2x12x24 Spreader Over (2).2x12x24 Bearing Pads Placed Transverse to Spreader at Each Pier Bearing Pad Capacity Calculations: Actual Bearing Pressure: (BP) Bp = 0.25Pe / ((Wp x Lp)/144) _ Species: P.T DF -L #2 Cross Sectional Area: (Ad 1144 psf Section Modulus: (Sx,P) Pad Specs (Tp) x (Wp) x (LP) Assume Load on Pad is Centered Nominal: 2 x 12 x 24 Load Width on Pad: (L,,) Actual: 1.5 x 11.25 x 24 Pad Cantilever: (CP) Fb' = 900 x 1.25 x 1.25 x 0.8 = 1125 psi (CD) (Cfu) (C) Fv' = 180 x 1.25 x 0.8 = 180 psi (CD) (C) Allowable Pressure: W = (BP / 144) x Wp Maximum Moment: Mmax = 0.5 x W x C P 2 Allowable Bending Stess: fb = Mmax / SX, P Maximum Shear: Vmax = W x CP Allowable Shear Stess: fv = 1.5 x (Vmax / Ad Assumed Bearing Capacity: (Bc) 89 pli 1608 lbs 381 psi 536 lbs Lb 6� 16.9 int 4.2 in 12 in 6 in w < Fe => OK in Bending 47.7 psi < F,; => OK in Shear 1500 psf > Bp => OK in Bearing Spreader Capacity Calculations: Species: P.T DF -L #2 Actual Pad Pressure: (Pc) Cross Sectional Area: (Ad 16.9 int P. = Cbp / ((WP x 0.5Lp)/144) = 2287 psf Section Modulus: (Sx,P) 4.2 in Pad Specs (TP) x (Wp) x (LP) Assume Load on Pad is Centered Nominal: 2 x 12 x 24 Load Width on Pad: (L,,,) 10 in Actual: 1.5 x 11.25 x 24 Pad Cantilever: (CP) 7 in Fe = 900 x 1.25 x 1.25 x 0.8 = 1125 psi (CD) (Cfu) (C) F,; = 180 x 1.25 x 0.8 = 180 psi (CD) (Ci) Allowable Pressure: W = (P, / 144) x Wp 179 pli Maximum Moment: Mmax = 0.5 x W x CP2 4378 lbs Allowable Bending Stess: fb = Mmax / Sx, P 1038 psi Maximum Shear: Vmax = W x CP 1251 lbs Allowable .Shear Stess: fv = 1.5 x (Vmax / Ad 111 psi Le W < Fe =;� OK in Bending < F,; =:> OK in Shear INTERIOR.COLUMN SUPPORT (Spreader Design - 12000 # Column Load) Input Data: Live Load: (LL) Load Duration Factor. (Idf) Dead Load: (DL) Tributary Width: (Tw) Span: (L) Point Load: (P) Distance From End of Beam to Point Load: (B) Distance from Opposite End of Beam to Point Load: C = L - B Material: 6x8 DF -L #1 Basic Allowable Bending Stress: (Fb) Modification for Moisture Content: (Mc) Size Factor CF = (12 / d)"0.111 Modified Bending Stress: Fb' = (Fb)pdf)(Mc)(CF) Basic Allowable Shear Stress: (fv) Shear Stress Factor. (Ch) Modified Shear Stress: Fv' = (Fv)(Idf)(Ch) Modulus of Elasticity: (E) Member Width: (b) Member Depth: (d) Calculations: Cross Sectional Area of Member A=bxd Section Modulus; Sx = b(d"2)/6 Moment of Inertia: Ix = b(d"3)/12 Distributed Floor Load: wf = (TW x (LL+DL))/12 Distributed Roof / Wall Load: wr Total Distributed Load: w = wf + wr 20 psf 1.25 6 psf 0 feet 24 inches 12000 lbs 12 inches 12 inches 1200 psi 1 1.00 1500 psi 85 psi 2 (No Splits) 213 psi 1600000 psi 5.5 inches 7.5 inches 41.25 in"2 51.56 W3 193.36 1n"4 0.00 pli 0.00 pli 0.00 pli (cont.) (B <= U2) . V INTERIOR COLUMN SUPPORT (Spreader Design -12000 # Column Loam Maximum Moment M = (w x V2)N8 + (P x B x (L-B))/L 72000 in4bs Actual Bending Stress: fb = M / Sx 1396 psi fb<Fb' Member O.K. in Bending Maximum Shear: V = (w x ((L/2)-d))+(P x (L -B))/[ . 6000 lbs Actual Shear Stress. fv=1.5(V/A) 2182 psi fv>Fv' (2% Overstressed) -V, *AY a. ri Allowable Deflection: D = L/240 0.10 inches Actual Deflection: D=(5 x w x aN))/(384EI) + (PxBxCx(B+2C)x(3Bx(B+2Q,A.5) / (27EI x L) 0.01 inches D<Da Member O.K. in Deflection * CAST -UTILITY BY CAST INC. * * TIME: 10/24/9.5 12:47:04 PAGE: �¢ (sovw f * SUMMARY OF THE INPUT INFORMATION *. TYPE OF THE PROBLEM : AISC CODE CHECK FOR TS6X6X1/4 * Yielding Stress 36 KSI * Maximum Axial Force 0 KIP * Effective Length in major axis 24 INCH * Effective Length Factor(major) : 1 * Effective Length in minor axis 24 INCH * Effective Length Factor(minor) 1 * Maximum Major Axis Bending Moment 72 KIP -INCH * Unbraced Length (Comp. flange) 24 INCH *.Maximum Minor Axis Bending Moment 0 KIP -INCH * Shear acting in local Y 6 KIP * Shear acting in local X 0 KIP * Factor of Safty (for member sizing): 2 * Cb (Section F1.3) 1 * Cmx (Formula 1.6-1a) 1 * Cmy (Formula 1.6-1a) 1 * The web and the flange of this member is continuously connected. * This is not a Hybrid member. ************************************************************** * SECTION TO BE CHECKED : TS6X6X1/4 ***** SUMMARY ***** * SECTION : TS6X6X1/4 INTERACTION FORMULA RATIO : 0.3000 Fa 0.000 Fbx 7.129 Fby 0.000. Fa_allow : 0.001 Fbx allow : 23.760 Fby_allow : 0.001 ANCHOR .DESIGN - 24' 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) 23.67 feet Exterior Wall Height: (H) 8 feet Roof Depth: (R) 2.5 feet Floor Depth: (F) 0.67 feet Skirting / Foundation Height: (S) 3.33 feet Miscellaneous Loads: (MI) 1000 lbs Lateral Load Resistance of Anchor/Strap Assembly: VL 2962 lbs Building Length: (L) 40 feet 60 feet 65 feet Calculations: Transverse Load: Base Shear Due to Wind: Vw = P x (R + F + H + S/2) x L 8214 lbs 12322 lbs 13348 lbs Base Shear Due to Seismic. Vs = (SI)(((LxD)(Rd+Fd+RI+Pd+FI))+ ((L+D)x2xHxWd))+MI) 8098 lbs 11640 lbs 12526 lbs Governing Transverse Base Shear. -(V) 8214 lbs 12322 lbs 13348 lbs Lonaitudinal Load: Base Shear Due to Wind: Vw = P x (R + F+ H + S/2) x D 4861 lbs 4861 lbs 4861 lbs Base Shear Due to Seismic: (Vs) 8098 lbs 11640 lbs 12526 lbs Governing Longitudinal Base Shear(VI) 8098 lbs 11640 lbs 12526 lbs Ground Anchor Quantify: In Each Transverse Direction: Nt = VNL 2.77 say 3 4.16 say 5 4.51 say 5 In Each Longitudinal Direction: Nt = VINL 2.73 say 3 3.93 say 4 4.23 say 5 Total Quantity of Anchors Required: 12 Anchors 18 Anchors 20 Anchors