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BCOM2019-0029Description: SILVERROCK / 1,368 SF PRO SHOP & RESTROOM MODULAR STRUCTURES Type: BUILDING COMMERCIAL Subtype: Status: FINALED Applied: 6/10/2019 ECON Approved: 6/24/2019 JFU Parcel No: 777490007 Site Address: 79087 AHMANSON LN LA QUINTA,CA 92253 Subdivision: PM 33367 Block: Lot: 14 Issued: 6/25/2019 AOR Lot Sq Ft: 0 Building Sq Ft: 0 Zoning: Finaled: 8/22/2019 crw Valuation: $18,518.00 Occupancy Type: Construction Type: Expired: No. Buildings: 0 No. Stories: 0 No. Unites: 0 Details: SILVERROCK / TWO (2) HCD REGULATED MODULAR STRUCTURES TO BE USED AS PRO SHOP AND RESTROOM FACILITY (1,368 SF TOTAL). VB/B-OCC/7-OL/NON-SPRINKLED. THIS PERMIT DOES NOT INCLUDE SITE LIGHITNG. 2016 CALIFORNIA BUILDING CODES. i Applied to Approved Approved to Issued Issued to Finaled ADDITIONAL CHRONOLOGY NAME TYPE NAME ADDRESSI CITY STATE ZIP PHONE FAX EMAIL APPLICANT SOFIA INVESTMENTS, INC/RGC 3551 FORTUNA RANCH ROAD ENCINITAS CA 92024 (760)777-7000 john@therobertgreenc ompany.com CONTRACTOR SILVERROCK DEVELOPMENT COMPANY 3551 FORTUNA RANCH RD ENCINITAS CA 92024 (760)777-7000 OWNER City of La Quinta 78-495 Calle Tampico LA QUINTA CA 92253 (760)777-7000 showlett@laquintaca.g ov Printed: Tuesday, July 19, 2022 9:16:25 AM 1 of 10 __ _.:#7wSYSiEMS CLTD DESCRIPTION ACCOUNT CITY AMOUNT PAID PAID DATE RECEIPT # CHECK # METHOD PAID BY APLICANT APPLIED FOR INCORRECT PERMIT 101-0000-42416 0 ($21.00) ($21.00) 6/26/19 R50838 CREDIT SOFIA INVESTMENTS, AHI INC/RGC TYPE ONLINE APLICANT APPLIED FOR INCORRECT PERMIT 101-0000-42600 0 ($539.95) ($539.95) 6/26/19 R50838 CREDIT SOFIA INVESTMENTS, AHI INC/RGC TYPE ONLINE Total Paid for APLICANT APPLIED FOR INCORRECT PERMIT ($560.95) ($560.95) TYPE ONLINE: 101-0000-42600 ($120.00) ($120.00) 6/18/19 OFFSET OFFSET JFU HOURLY CHARGE - CITY 101-0000-42600 0.75 $120.00 $120.00 6/18/19 DEPOSIT DEPOSIT JFU BUILDING STAFF Total Paid for BLDG CITY STAFF - PER HOUR: $0.00 $0.00 Credit Card Fee 101-0000-43505 0 $22.61 $22.61 6/10/19 WEB3769 CREDIT SOFIA INVESTMENTS, ECON INC/RGC Total Paid for Credit Card Fee: $22.61 $22.61 FIRE NEW 101-0000-42420 0 $480.00 $480.00 6/10/19 WEB3769 CREDIT SOFIA INVESTMENTS, ECON COMMERCIAL PC INC/RGC Total Paid for FIRE FEES: $480.00 $480.00 PLAN CHECK DEPOSIT - 101-0000-42600 1 $750.00 $750.00 6/10/19 WEB3769 CREDIT SOFIA INVESTMENTS, ECON COMMERCIAL INC/RGC Total Paid for PLAN CHECK DEPOSIT - COMMERCIAL: $750.00 $750.00 101-0000-42600 ($10.00) ($10.00) 6/25/19 OFFSET OFFSET AHI RECORDS 101-0000-42416 0 $10.00 $10.00 6/25/19 DEPOSIT DEPOSIT SOFIA INVESTMENTS, AHI MANAGEMENT FEE INC/RGC Total Paid for RECORDS MANAGEMENT FEE: $0.00 $0.00 RECORDS MANAGEMENT FEE - 101-0000-42416 0 $21.00 $21.00 6/10/19 WEB3769 CREDIT SOFIA INVESTMENTS, ECON INC/RGC MAJOR Total Paid for RECORDS MANAGEMENT FEE - MAJOR: $21.00 $21.00 Printed: Tuesday, July 19, 2022 9:16:25 AM 2 of 10 __ _.:#-?-wSYSiEMS ■ CLTD DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE RECEIPT # CHECK # METHOD PAID BY BY TECHNOLOGY 502-0000-43611 0 $5.00 $5.00 6/10/19 WEB3769 CREDIT SOFIA INVESTMENTS, ECON ENHANCEMENT FEE INC/RGC Total Paid for TECHNOLOGY ENHANCEMENT FEE: $5.00 $5.00 101-0000-42600 ($80.05) ($80.05) 6/18/19 OFFSET OFFSET JFU TEMPORARY TRAILER 101-0000-42400 0 $80.05 $80.05 6/18/19 DEPOSIT DEPOSIT JFU Total Paid for TEMPORARY TRAILER: $0.00 $0.00 TOTALS: INSPECTIONS SEQID INSPECTION TYPE INSPECTOR SCHEDULED COMPLETED RESULT REMARKS NOTES DATE DATE FOOTINGS AOR 6/26/2019 6/26/2019 APPROVED ANCHORING AND SUPPORTS FOR TEMPORARY TRAILER MODULES ONLY. SEWER CONNECTION AOR 7/1/2019 7/1/2019 APPROVED FROM TRAILER TO TIE IN ON MAIN LINE SHOWN ON PRECISE PLAN. EQUIPMENT NOT OPEN FOR INSPECTION, ROUGH ELEC AOR 7/24/2019 7/24/2019 NOT READY NO TORQUING EQUIPMENT ONSITE FOR TESTING, AND WORK ALREADY ENERGIZED. Printed: Tuesday, July 19, 2022 9:16:25 AM 3 of 10 __ _.:ffwSYSiEMS PARTIALLY ROUGH ELEC I AOR 7/25/2019 I 7/26/2019 I APPROVED FINAL INSPECTION I KHET 1 8/13/2019 1 8/13/2019 1 APPROVED 600A MAIN FEEDER AND EQUIPMENT ONLY, THE INSTALLATION OF THE EQUIPMENT GROUNDING CONDUCTOR WILL SUFFICE FOR THE BONDING TO ENSURE ELECTRICAL CONTINUITY - IT IS REQUIRED FOR THE PLANS TO BE REVISED TO RECONCILE WITH THE FIELD INSTALLATION, AND SEPARATE DISCONNECTING MEANS FOR EACH BUILDING (SUBPANEL) REQUIRED PER CEC 225.31— THE APPROVED PLAN (BELC2019- 0015) HAD A 200A PANEL WITH A MAIN BREAKER PROPOSED AT THE TRAILER THAT THEN SUB FED OTHER MAIN LUG ONLY PANELS AT THE OTHER TRAILER UNITS, THE FIELD CONDITION HAS A SEPARATE FEEDER FOR EACH PANEL WHICH DOES NOT PROVIDE DISCONNECTING MEANS AS REQUIRED. DISAPPROVE EMAIL SENT TO CHRIS AND JOHN FINAL" AOR 8/14/2019 8/14/2019 D REGARDING FINAL INSPECTION REQUIREMENTS. FINAL" I AOR 1 8/22/2019 1 8/22/2019 1 APPROVED RETURNED REVIEWS REVIEW TYPE REVIEWER SENT DATE DUE DATE STATUS REMARKS NOTES DATE 1ST BLDG NS — JAKE FUSON 6/10/2019 6/17/2019 6/17/2019 APPROVED ETRAKIT (3 WK) 1ST BLDG STIR — JAKE FUSON 6/10/2019 6/17/2019 6/17/2019 APPROVED ETRAKIT (2 WK) NEW BUILDING CONDITIONS OF APPROVAL Printed: Tuesday, July 19, 2022 9:16:25 AM 4 of 10 __ _.:N-r-wSYSiEMS FIRE GENERAL CONDITIONS Fire Department approval is based upon the 2016 CBC requirements for M and B occupancies. It is prohibited to use, process or store any materials in the occupancy that would classify it as a Group H occupancy, without further review and approval. ACCESS Fire Department emergency vehicle apparatus access road locations and design shall be in accordance with the California Fire Code, Riverside County Ordinance 460, Riverside County Ordinance 787 and Riverside County Fire Department Standards. 1) Certain designed areas will be required to be maintained as fire lanes and will require approved signs and/or stenciling in red with CVC 22500.1 conspicuously posted. 2) Vehicle access gates shall be provided with KNOX Box, Padlock or Key -switch access. Automatic gates shall also have Opticom IR receivers. 3) Approved street signs shall be installed and visible. 4) No Traffic Calming Devices shall be installed. WATER Printed: Tuesday, July 19, 2022 9:16:25 AM 5 of 10 RWSYSiEMS 1ST FIRE - ETRAKIT (2 WK) EDGAR GONZALEZ 6/10/2019 6/17/2019 6/19/2019 APPROVED - CONDITIONS 1) The Fire Department is required to set a minimum fire flow for the construction of all buildings using the procedure established in the 2016 CFC. A fire flow of Click or tap here to enter text. 1500 gpm flow @ 20 psi residual pressure from a minimum of 1 fire hydrants flowing simultaneously/cumulatively for a Choose an 2 hour duration. This water supply must be available within 400-feet of the project before vertical construction begins. a) Fire Flow requirement based on currently proposed 1368 square feet structure of type VB construction. Increased or decreased flow requirements may be possible once additional information is provided during Building Construction permitting. 2) Applicant and/or developer shall separately submit 2 sets of off -site water system plans to the Fire Department office for review. Plans must be signed by a registered Civil Engineer and/or water purveyor prior to Fire Marshal review and approval. Mylar will be signed by the Fire Marshal after review and approval. DEFERRED SUBMITTALS REQUIRED 1) TENANT IMPROVEMENT / OCCUPANCY USE (FPCBP) —This permit has only been reviewed for a Shell Structure. Separate permit submittal for the Tenant Improvement and/or Occupancy Use is required to be provided to the Fire Department. 2) PRIVATE FIRE MAIN (FPUWP) — System plans in compliance with NFPA 24 must be submitted to the Fire Department for review and approval. Hydraulic Calculations may be required. Printed: Tuesday, July 19, 2022 9:16:25 AM 6 of 10 RWSYSiEMS 090 — Prior To Final 1) Approved building address shall be placed in such a position as to be plainly visible and legible from the street and rear access if applicable. Building address numbers shall be a minimum of 12". Minimum 6" tall suite addressing shall be provided to both the front and rear entrances. All addressing must be legible and of a contrasting color with the background to be visible from the street at all hours. 2) Install Knox Key Lock box, mounted not higher than 6-feet above grade. Provide keys to the tenant space (all tenants), utility rooms and elevator services for inclusion in the main building Knox Box. Key(s) shall have durable and legible tags affixed for identification of the correlating tenant space. 3) Submit flame-retardant certification(s) by applicator or manufacturer, along with CSFM Listing, for all decorative materials used in this facility. Samples of flame-retardant material(s) may be required for flame spread testing. All required treated materials must have a current CSFM approval tag affixed to each item or panel. (Prior to building final inspection) 4) Install portable fire extinguishers per Title 19, but not less than 2A10BC in rating. Contact a certified extinguisher company for proper placement and spacing of equipment. 5) Occupancies storing or using significant volumes of hazardous materials shall Printed: Tuesday, July 19, 2022 9:16:25 AM 7 of 10 RWSYSiEMS appropriately display the required NFPA 704 Hazard Placard on the exterior access to the yards, buildings and rooms where the hazardous materials is located. 6) Applicable room door(s) shall be posted "ELECTRICAL", "FACP", "FIRE RISER" and "ROOF ACCESS" on the outside of the door so it is visible and in a contrasting color. 7) A durable sign stating, "This door to remain unlocked during business hours" shall be placed on or adjacent to the front exit doors. The sign shall be in letters not less than one inch high on a contrasting background. 8) Illuminated Exit Signage and Egress Illumination placement and functional test will be witnessed by OFM Fire Inspector at time of final inspection. 9) Fire rated assemblies shall be maintained in compliance with applicable codes and industry standards. The Fire Department approved plans and conditions letter must be at the job site. Applicant/installer shall be responsible to contact the Fire Department to schedule inspections. Requests for inspections are to be made at least 72 hours in advance and may be arranged by calling (760)777-7131. Printed: Tuesday, July 19, 2022 9:16:25 AM 8 of 10 __ OR WYSTEMS ATTACHMENTS Attachment Type CREATED OWNER DESCRIPTION PATHNAME SUBDIR ETRAKIT ENABLED REFUND RECEIPT AND DOC 6/26/2019 AARON HICKSON PLUG N PLAY 1416_001.pdf 0 COMFIRMATION 24' WIDE COMMERCIAL DOC 6/10/2019 EtrakitContractor MODULAR 20190605133723072.pd1 PAD/PIER/ANCHOR f PLANS DESIGN CALCULATIONS FOR: 24' WIDE COMMERCIAL 20190605133756939.pd DOC 6/10/2019 EtrakitContractor MODULAR BUILDING w/ 1 f OUTRIGGER CHASSIS PAD/PIER/ANCHOR SYSTEM 12' WIDE COMMERCIAL DOC 6/10/2019 EtrakitContractor MODULAR 20190605133933537.pd1 PAD/PIER/ANCHOR f PLANS DESIGN CALCULATIONS FOR: 12' WIDE COMMERCIAL 20190605134003388.pd DOC 6/10/2019 EtrakitContractor MODULAR BUILDING w/ 1 f OUTRIGGER CHASSIS PAD/PIER/ANCHOR SYSTEM DOC 6/10/2019 EtrakitContractor California Generic Ramp California Generic Ramp 1 Calcs Quick -Deck Calcs Quick-Deck.pdf DOC 6/10/2019 EtrakitContractor California Generic Ramp California Generic Ramp 1 Dwgs Quick -Deck Dwgs Quick-Deck.pdf DOC 6/10/2019 EtrakitContractor SR TC_Schematic SR TC_Schematic 1 Plans Pro Shop Plans Pro Shop.pdf Printed: Tuesday, July 19, 2022 9:16:25 AM 9 of 10 __ _.:17-wSYSiEMS ATTACHMENTS Attachment Type CREATED OWNER DESCRIPTION PATHNAME SUBDIR ETRAKIT ENABLED DOC 6/10/2019 EtrakitContractor Minor Use Permit SR_MUP 1 Application Copy TC 6.05.2019.pdf SR_MUP DOC 6/10/2019 EtrakitContractor SR MUP TC Summary TC_Summary_6.05.2019 1 .pdf PG2018-0014- DOC 6/24/2019 EtrakitContractor Revised Site Plan 2_REVISED_6.24.2019.p 1 df BCOM2019-0029 - 1ST 1ST SUBMITTAL - SUBMITTAL - STRUCTURAL CALCS DOC 6/18/2019 JAKE FUSON (MODULAR STRUCTURAL CALCS 1 (MODULAR STRUCTURES AND RAMP) STRUCTURES AND RAMP).pdf BCOM2019-0029 - 1ST DOC 6/18/2019 JAKE FUSON 1ST SUBMITTAL PLAN SUBMITTAL PLAN 1 SET SET.pdf BCOM2019-0029 - DOC 6/24/2019 JAKE FUSON APPROVED PLAN SET APPROVED PLAN 1 SET.pdf BCOM2019-0029 - APPROVED DOC 8/14/2019 JAKEFUSON STRUCTURAL APPROVED 1 STRUCTURAL CALCULATIONS CALCULATIONS.pdf Printed: Tuesday, July 19, 2022 9:16:25 AM 10 of 10 __ _.:#rwSYSiEMS BUILDING PERMIT DESIGN & DEVELOPMENT DEPARTMENT 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 Permit Type: Building Commercial Permit Number: BCOM2019-0029 Property Address: 79087 AHMANSON LN APN: 777490007 Legal Description Property Zoning: Valuation: $18,518.00 PHONE (760) 777-7125 WWW.LAQUINTACA.GOV APPLIED DATE: 06/10/2019 ISSUED DATE: 06/25/2019 CALIFORNIA Owner: City of La Quinta 78-495 Calle Tampico, LA QUINTA, CA 92253 Applicant: SOFIA INVESTMENTS, INC/RGC 3551 FORTUNA RANCH ROAD, ENCINITAS, CA 92024 Contractor: SILVERROCK DEVELOPMENT CO - JOSH FRANT: 343 FOURTH AVE, SAN DIEGO, CA 92101 PRIOR TO THE ISSUANCE OF THIS PERMIT FOR CONSTRUCTION, ALTERATION, IMPROVEMENT, DEMOLITION, OR REPAIR THE OWNER, APPLICANT AND/OR CONTRACTOR UNDER PENALTY OF PERJURY HAVE AFFIRMED WHEN APPLICABLE, THROUGH THE SUBMITTAL OF FORMS OR BY OTHER ELECTRONIC MEANS, THE FOLLOWING: LICENSED CONTRACTOR OR OWNER -BUILDER DECLARATION (1 or 2) 1) They are licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and the referenced License is in full force and effect, or; 2) That they are exempt from the Contractors' State License Law for the reason(s) indicated by either (2)(a) and/or (2)(b), or (2)(c) where he or she is exempt from licensure by a valid exemption. [Section 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 Contractors' State License Law (Chapter (commencing with Section 7000) of Division 3 of the Business and Professions Code] 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).) a) As owner of the property, or my employees with wages as their sole compensation, will do all of or portions of the work, and the structure is not intended or offered for sale (Section 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who, through employees' or personal effort, builds or improves the property, provided that the improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the Owner -Builder will have the burden of proving that it was not built or improved for the purpose of sale.). b) As owner of the property, will be exclusively contracting with licensed c) Are exempt from licensure under the Contractors' State License Law. As an Owner -Builder, they acknowledge that, except for their personal residence in which they must have resided in for at least one year prior to completion of the improvements covered by this permit, they cannot legally sell a structure built as an owner -builder if it has not been constructed in its entirety by licensed contractors. It is understood that a copy of the applicable law, Section 7044 of the Business and Professions Code, is available upon request when this application was submitted at the following Web site: http://www.leginfo.ca.gov/calaw.html. DECLARATION REGARDING CONSTRUCTION LENDING AGENCY (If applicable) A construction lender will be used for completion of the improvements covered by this permit and the name and information of which is on file for public inspection during the regular business hours of the public entity. Failure of the applicant to indicate the construction lender on the application does not relieve that person of the requirement to give the WORKERS' COMPENSATION DECLARATION (1, 2 or 3) WARNING: FAILURE TO SECURE WORKERS' 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. 1) Has and will maintain a certificate of consent to self -insure for workers' compensation, issued by the Director of Industrial Relations as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. 2) Has 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. 3) Certifies that, in the performance of the work for which this permit is issued, shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that, if should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, shall forthwith comply with those provisions. NOTICE TO APPLICANT (1, 2 and 3) 1) Each person upon whose behalf this application was made, each person at whose request and for whose benefit work is being 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 360 days from date of issuance of such permit, or if cessation of work for 180 days will subject permit to cancellation. On or after January 1, 2019, every permit issued shall become invalid unless the work on the site authorized by such permit is commenced within 12 months after its issuance, or if the work authorized on the site by such permit is suspended or abandoned for a period of 12 months after the time the work is commenced. 3) Certified that they read the application and state that the information provided is correct. 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. IMPORTANT: An Application for Permit was made to the Building Official, subject to the conditions and restrictions set forth at the time of application, which is now hereby an Issued Permit. If any part of the information being supplied on this permit is inaccurate or untrue, please contact the City of La Quinta at (760) 777-7125 immediately for correction. Printed: 6/5/25 10:07 am Page 1 of 4 BUILDING PERMIT Permit Type: Building Commercial Permit Number: BCOM2019-0029 Property Address: 79087 AHMANSON LN construction lender preliminary notice from that duty. Printed: 6/5/25 10:07 am Page 2 of 4 BUILDING PERMIT Permit Type: Building Commercial Permit Number: BCOM2019-0029 Property Address: 79087 AHMANSON LN SILVERROCK / 1,368 SF PRO SHOP & RESTROOM MODULAR STRUCTURES *** SILVERROCK / TWO (2) HCD REGULATED MODULAF STRUCTURES TO BE USED AS PRO SHOP AND RESTROOM FACILITY (1,368 SF TOTAL). VB/B-OCC/7-OL/NON-SPRINKLED. THIS PERMIT DOES NOT INCLUDE SITE LIGHITNG. 2016 CALIFORNIA BUILDING CODES. �nntructinn Deta Conditioned Square 0 New Electrical Square 0 Transportation Uniform No Footage Footage Mitigation Fee Applicable City Development No Art in Public Places No Impact Fee Applicable Fund Exempt Type Group Sq Ft Value Invoice No. Fee PERM IT-BCOM2019-00, TECHNOLOGY ENHANCEMENT FEE 9 RECORDS MANAGEMENT FEE - MAJOR PLAN CHECK DEPOSIT - COMMERCIAL FIRE NEW COMMERCIAL PC RECORDS MANAGEMENT FEE HOURLY CHARGE - CITY BUILDING STAFF Credit Card Fee TEMPORARY TRAILER Total for Invoice PERMIT-BCOM2019-0029 Fee Amount Amount Paid $5.00 $5.00 $0.00 $0.00 $750.00 $750.00 $480.00 $480.00 $10.00 $10.00 $120.00 $120.00 $22.61 $22.61 $80.05 $80.05 $1,467.66 $1,467.66 Grand Total for Permit $1,467.66 $1,467.66 Workflow Step / Action Name Action Type Start Date End Date Inspections v.1 06/10/2019 0:00 ---------------------------------------------------------------------------------------------------------------------------------------- FINAL** v.2 Inspection ---------------------------------------------------------------------------------------------------------------------------------------- FINAL** v.1 Inspection ---------------------------------------------------------------------------------------------------------------------------------------- FINAL INSPECTION v.1 Inspection ---------------------------------------------------------------------------------------------------------------------------------------- ROUGH ELEC v.2 Inspection ---------------------------------------------------------------------------------------------------------------------------------------- ROUGH ELEC v.1 Inspection ---------------------------------------------------------------------------------------------------------------------------------------- SEWER CONNECTION v.1 Inspection FOOTINGS v.1 Inspection Printed: 6/5/25 10:07 am Page 3 of 4 BUILDING PERMIT Permit Type: Building Commercial Permit Number: BCOM2019-0029 Property Address: 79087 AHMANSON LN Construction or work for which a permit is required shall be subject to inspection by the building official and such construction or work shall remain visible and able to be accessed for inspection purposes until approved. Approval as a result of an inspection shall not be construed to be an approval of a violation of the provisions of the applicable code and other ordinances of the jurisdiction. Inspections presuming to give authority to violate or cancel the provisions of the applicable code and other ordinances of the jurisdiction shall not be valid. It shall be the duty of the owner or the owner's authorized agent to cause the work to remain visible and able to be accessed for inspection purposes. Neither the building official nor the jurisdiction shall be liable for expense entailed in the removal or replacement of any material required to allow inspection. It shall be the duty of the holder of the building permit or their duly authorized agent to notify the building official when work is ready for inspection. It shall be the duty of the permit holder to provide access to and means for inspections of such work that are required by this code. A building or structure shall not be used or occupied in whole or in part, and a change of occupancy of a building or structure or portion thereof shall not be made, until the building official has issued a certificate of occupancy therefor as provided herein. Issuance of a certificate of occupancy shall not be construed as an approval of a violation of the provisions of the applicable code and other ordinances of the jurisdiction. Certificates presuming to give authority to violate or cancel the provisions of this code or other ordinances of the jurisdiction shall not be valid. A person shall not make connections from a utility, a source of energy, fuel, or power, or a water system or sewer system to any building or system that is regulated by the applicable code and other ordinances of the jurisdiction for which a permit is required, until approved by the buildinq official. Printed: 6/5/25 10:07 am Page 4 of 4 Permit http: //laquinta. trakit.net/eTRAKiT3 /custom/printP ermit. aspx?permitNo=MUP2019-0005 PERMIT NO: MUP2019-0005 ON-LINE PERMIT CITY OF LA QUINTA PERMIT TYPE APPLIED DATE 78-495 Calle Tampico, CA 92253 MINOR USE PERMIT (WEB) 6/5/2019 (760) 777-7125 PERMIT SUB -TYPE APPROVED DATE ALL OTHERS ISSUED DATE JOB VALUE 77287 U STATUS APN 777490007 APPLIED i*m DESCRIPTION OF� TEMPORARY GOLF SHOP/RESTROOM & RELOCATED GOLF CART STORAGE PERMIT INFORMATION FEE SUMMARY SITE 79087 AHMANSON LN RECORDS MANAGEMENT FEE $10.00 LA QUINTA, CA 92253 TECHNOLOGY ENHANCEMENT FEE $5.00 MINOR USE PERMIT $263.00 APPLICANT SOFIA INVESTMENTS, INC/RGC 3551 FORTUNA RANCH ROAD CREDIT CARD FEE $5.00 ENCINITAS CA 92024 Total Fees Collected: $283.00 OWNER LA QUINTA REDEVELOPMENT AGEN P 0 BOX 1504 LA QUINTA CA 92253 GARAGE SALE RULES AND INSTRUCTIONS ADDITIONAL INFORMATION Any person intending to conduct a "garage" sale, "yard" sale, or similar sale of personal property to the general public on residentially zoned property shall obtain a permit from the City of La Quinta, as required Date Sale Begins: by Chapter 11.88 of the La Quinta Municipal Code. All items to be sold at the sale are to be personal Date Sale Ends: property in connection with the use of the premises and have not been acquired, possessed or Hours of Sale: consigned for the sale. A permit is required for each sale. Not more than two sales shall be conducted at a particular location within a calendar year (January 1 — December 31). Sales shall only be conducted between Fridays and Sundays, between the hours of 7:00 a.m. and 7:00 p.m. Merchandise offered for sale shall not be displayed or stored in public rights -of -way. A copy of the permit must be posted and visible from the street during the sale. Signs advertising the sale are subject to the following provisions: (1) Signs may be no larger than 6 sq. ft. and posted/placed at a height not greater than 4'. (2) Signs shall clearly identify the address of the sale. (3) A maximum of two signs are permitted per sale; one placed at the site of the sale and one at the nearest intersection to the sale. (4) Signs shall be on private property with owner's permission. (5) Signs are not permitted in rights -of -way or on any utility poles, street signs, or traffic control sign posts. (6) Sign shall be displayed only on permitted days of sale. (7) Al signs shall be removed by applicant at the conclusion of the sale. Failure to remove the signs will result in a citation being issued. DO NOT POST GARAGE SALE SIGNS AT THE INTERSECTION OF AVENIDA BERMUDAS & AVENUE 52 (SINALOA) Any Person, firm or corporation violating any of the provisions of this Chapter is guilty of an infraction punishable under the law. I have read and understand the above state provisions regulating garage, patio, and yard sales. I also understand that I may be cited for failure to follow any of these provisions. (The advertised listing on the City's website is a courtesy only. Not being included on the advertised list does not entitle the purchaser to a refund). 1 of 1 6/5/2019, 11:54 PM eTRAKiT My Dashboard http://laquinta. trakit. net/eTRAKiT3/PermitApplic ation/step4. aspx? action=paymentretum& succ... HOME I DASHBOARD I VIEW/EDIT PROFILE I VIEW CART I LOG OUT LOGGED IN AS: SOFIA INVESTMENTS, INC/RGC Permit Application Permits Apply for a Permit Search Pay Fees Issued Permits Report Projects Apply for New Project Search Projects Pay Fees Properties Search Property Inspections Schedule Cancel Scheduled License Search Licenses Shopping Cart Pay All Fees Paid Items Contact Contact us STEP 1 STEP 2 STEP 3 STEP 4 CHECKOUT/CONFIRMATION Payment Summary Thank you for using the City of La Quinta's public portal to submit your permit/project application. You may now view your permit/project information, print this summary or request an inspection by clicking the options below, You may return to your DASHBOARD by clicking the link located at the top of the public portal screen. The Transaction is Approved Receipt No: WEB3747 Paymethod:CREDIT Paid Date: 6/5/2019 PERMIT MUP2019-0005 79087 AHMANSON LN LA QUINTA, CA 92253 RECORDS MANAGEMENT FEE $10.00 TECHNOLOGY ENHANCEMENT $5.00 FEE MINOR USE PERMIT $263.00 CREDIT CARD FEE $5.00 SUB TOTAL: $283.00 TOTAL AMOUNT PAID: $283.00 VIEW NFRRMW This site is designed to offer the Public an opportunity to apply for all permits and projects online from the convenience of your home or business! Please contact (760)777-7125 if you have any questions! The City of La Quinta, CA makes every effort to produce and publish the most current and accurate information possible. No warranties, expressed or implied, are provided for the data herein, its use, or its interpretation. Utilization of this website indicates understanding and acceptance of this statement. 1 of 1 6/5/2019, 11:55 PM DESIGN CALCULATIONS FOR: 24' WIDE COMMERCIAL MODULAR BUILDING w/ OUTRIGGER CHASSIS PAD/PIER/ANCHOR SYSTEM (130 MPH / EXP'C' WIND) PROJECT: -� c n7,q �h rnrlison Lm,�: 11450 MISSION BLVD. MIRA LOMA, CALIFORNIA 91752 (951)360-6600 PREPARED FOR: mobile modular P.1 Your Project • Our Commitment PREPARED BY: ACUMEN Engineering, Inc. FEB 2 5 201 5700 LAS POSITAS RD. LIVERMORE, CALIFORNIA 94551 (925) 606 - 9000 12808 SOUTH 600 EAST DRAPER, UT. 84020 (801) 571- 9877 FAX (801) 571- 9951 COVER SHEET 1 ROOF LIVE LOAD: 20 PSF DESIGN CODE: 2016 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 / 130 MPH, SPECTRAL RESPONSE COLUMN SUPPORTS 9 EXPOSURE: EXP'C' ACCELERATION: (Ss) 1.50 g ANCHOR QUANTITY 15 ALLOWABLE SOIL (S1) 0.60 g BEARING PRESSURE: 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. JoBTrrLE 24' Wide Commercial Modular 12808 South 600 East Pad/Pier/Anchor Plans Draper, UT 84020 _ JOB NO. SHEET NO. �r 801-571-9877 CALCULATED BY DATE acumeneng@msn.com CHECKED BY DATE www.struware.com Code Search Code: ASCE 7 - 10 Occupancy: Occupancy Group = B Business Risk Category & Importance Factors: Risk Category = II Wind factor = 1.00 Snow factor = 1.00 Seismic factor = 1.00 Type of Construction: Fire Rating: Roof = 0.0 hr Floor = 0.0 hr Building Geometry: Roof angle (0) 0.25 / 12 1.2 deg Building length (L) 65.0 ft Least width (B) 24.0ft Mean Roof Ht (h) 14.0 It Parapet ht above grd 0.0 ft Minimum parapet ht 0.0 ft Live Loads: Roof 0 to 200 st 20 psf 200 to 600 st 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. 12808 South 600 East Draper, UT 84020 801-571-9877 acumeneng@msn.com JOBTm_E 24' Wide Commercial Modular' Pad/Pier/Anchor Plans JOB NO. SHEET NO. CALCULATED BY DATE CHECKED BY DATE Wind Loads: ASCE 7- 10 Ultimate Wind Speed 130 mph Nominal Wind Speed 100-7 mph Risk Category II Exposure Category C Enclosure Classif. Enclosed Building Internal pressure +/-0.18 Directionality (Kd) 0.85 Kh easel 0.849 Kh case 2 0.849 Type of roof Gable „y y Topographic Factor (Kzt) `'t"' 1 j .F.•.;; J7 fldc%r,..:ndl Topography Flat 1. - Hill Height (H) 0.0 ft H< 15ft;exp C I H Half Hill Length (Lh) 0.0 ft :. Kzl 1-0 / if µ,_ * Actual H/Lh = 0.00 -- j ----t—� Use H/Lh = 0.00 Modified Lh = 0.0 It ESCARPMENT From top of crest: x = 50.0 ft Bldg up/down wind? downwind i H/Lh= 0.00 Ki = 0.000 ,l x/Lh = 0.00 K2 = 0.000ir-;Ire+i. z/Lh = 0.00 K3 = 1.000 < H/ , I i At Mean Roof Ht: Kzt = (1+K,KZK3)A2 = 1.00 2D RIDGE or 3D ARISYMMETRICAL HILL Gust Effect Factor h = 14.0 it B = 24.0 ft /z (0.6h) = 15.0 It Rigid Structure C. = 0.20 t = 500 It Zmin = 15 It c= 020 go, 9V = 3.4 Li = 427.1 It Q = 0-94 h = 0.23 G= 0.89 use G=0.85 Flewble structure if natural frequency < 1 Hz IT > 1 second). However, if building hlB < 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 (qj) = 0.0 Hz Damping ratio (P) = 0 /b = 0.65 /a= 0.15 Vz= 109.8 Nt = 0.00 Kn = 0.000 Rh = 28.282 RB = 26.282 RL = 28.282 gR = 0.000 R = 0.000 G - 0.000 = 0.000 = 0.000 q = 0.000 h = 14.0 It Acumen Engineering, Inc. 12808 South 600 East Draper, LIT 84020 801-571-9877 acumeneng@msn.com JOB Tn-LE 24'. Wide Commercial Modular Pad/Pier/Anchor Plans JOB NO. SHEET NO. CALCULATED BY DATE CHECKED BY DATE Wind Loads - MWFRS hs60' (Low-rise Buildinas) Enclosed/partially enclosed only Kz = Kh (case 1) = 0.85 Edge Strip (a) = 3.0 ft Base pressure (qh) = 31.2 psf End Zone (2a) = 6.0 it GCpi = +/-0.18 Zone 2 length = 12.0 ft Wind Pressure Coefficients CASE A CASE B e = 1.2 deg Surface GCpf w/-GCpi w/+GCpi GCpf w/-GCpi w/+GCpi 1 0.40 0.58 022 -0.45 -0.27 -0.63 2 -0.69 -0.51 -0.87 -0.69 -0.51 -0.87 3 -0.37 -0.19 -0.55 -0.37 -0.19 -0.55 4 -0.29 -0.11 -0.47 -0.45 -027 -0.63 5 0.40 0.68 0.22 6 -0.29 -0.11 -0.47 1 E 0.61 0.79 0.43 -0.48 -0.30 -0.66 2E -1.07 -0.89 -1.26 -1.07 -0.89 -1.25 3E -0.53 -0.35 -0.71 -0.53 -0.35 -0.71 4E -0.43 -0.25 -0.61 -0.48 -0.30 -0.66 5E 0.61 0.79 0.43 6E 1 -0.43 -0.25 -0.61 Ultimate Wind Surface Pressures (psf) 1 18A 6.9 -8.4 -19.7 2 -15.9 -27.2 -15.9 -27.2 3 -5.9 -172 -5.9 -17.2 4 -3.4 -14.7 -8.4 -19.7 5 18.1 6.9 6 -3.4 -14.7 1 E 24.7 13.4 -9.4 -20.6 2E -27.8 -39.0 -27.8 -39.0 3E -10.9 -222 -10.9 -22.2 4E -7.8 -19.0 -9.4 -20.6 5E 24.7 13.4 6E -7.8 -19.0 Parapet Windward parapet= 0.Opsf (GCpn'=+1.5) Leeward parapet = 0.0 psf (GCpn = -1.0) Horizontal MWFRS Simple Diaphragm Pressures Transverse direction (normal to L) Interior Zone: Wall 21.5 psf Roof -10.0 psf " End Zone: Wall 32.5 psf Roof -16.9 psf " Longitudinal direction (parallel to L) Interior Zone: Wall 21.5 psf End Zone: Wall 32.5 psi "• 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. Pa,U�ee hi'o-'r44 O%I *N : 27t.V (�, v, r 9,5 PS )` Windward roof overhangs = 21.9 psf (upward) add to windward roof pressure i- i Acumen Engineering, Inc. JoB TITLE 24 Wide Commercial Modular 128DO 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 Seismic Loads: ASCE 7-1 O Risk Category: II Importance Factor (1) : 1.00 Site Class: D Ss (02 sec) = 150.00 %g S1 (1.0 sec) = 60.00 %g Fa = 1.000 Sms = 1.500 Fv = 1.500 Sm1 = 0.900 Seismic Design Category = D Number of Stories: 1 Structure Type: All other building systems Horizontal Struct Irregularities: No plan Irregularity Vertical Structural Irregularities: to )Stiffness Irregularity —Soft Story Strength Level Forces S. = 1.000 Design Category = D SDI = 0.600 Design Category = D Flexible Diaphragms: Yes Building System: Bearing Wall Systems Seismic resisting system: Light framed wall system using flat strap bracing System Structural Height Limit: 65 ft Actual Structural Height (hn) = 14.3.ft See ASCE7 Section 12.2.5 for exceptions and other system limitations DESIGN COEFFICIENTS AND FACTORS Response Modification Coeffx:ierd (R) = 4 Over -Strength Factor (Do) = 2 Deflection Amplification Factor (Cd) = 3.5 CDs = 1.000 SDI = 0.600 Seismic Load Effect (E) = p QE +/- 0.2SnsD Special Seismic Load Effect (Em) = Qo QE +/- 0.2SM D PERMITTED ANALYTICAL PROCEDURES Simplified Analysis - Use Equivalent Lateral Force Analysis Equivalent Lateral -Force Analysis Building period coat. (Cr) = Approx fundamental period (Ta) = User calculated fundamental period (T) = Long Period Transition Period (TL) = Seismic response coef. (Cs) = need not exceed Cs = but not less than Cs = USE Cs = Model & Seismic Response Analysis ALLOWABLE STORY DRIFT ZY-PUTIMM p = redundancy coefficient = p QE +1- 0.200D QE = horizontal seismic force = 2.0 QE +/- 0.200D D = dead load 0.020 Cu = 1.40 Grhn'= 0.147 sec x= o.75 Tmax = CuTa = 0.206 O sec Use T = 0.147 ASCE7 map= 10 Swl/R = 0.250 sdrl rRr= 1.020 0.5•S11/R= 0.075 0250 Design Base Shear V = 0.250W - Permitted (see code for procedure) Structure Type: All other structures Allowable story drift = 0.020hsx where hsx is the story height below level x E SEISMIC LOAD EFFECTS FOR ANCHOR DESIGN (Simplified Design Procedure - ASCE 7-10) Input: Design Base Shear: M 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: (Do) = 2.0 Earthquake Load Due to Base Shear: (Qe) = V Em = 0.500 W E = p(Qe) + 0 (Eq. 12.4-3) Redundancy Factor. (p) = 1.3 Earthquake Load Due to Base Shear: (Qe) = V E = 0.325 W 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: (Ad 16.9 in Section Modulus: (Sx,p) 4.2 in3 Assume Load on Pad is Centered Load Width on Pad: (LH,) 10 in Pad Cantilever: (Cp) 7 in Fti = 900 x 1.2 x 1.25 x 0.8 = 1080 psi (CD) (Cfu) (CO Fv' = 180 x 1.25 x 0.8 = 180 psi (CD) (C) Uniform Distributed Load: W = (B� / 144) x Wp 117 pli Maximum Moment: Mmax = 0.5 x W x Cp2 2871 Ibs Allowable Bending Stess: fb = Mm / Sx, p 681 psi < Fti => OK in Bending Maximum Shear: Vmax = W x Cp 820 Ibs Allowable Shear Stess: fv = 1.5 x (V,u. / Ad 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 Ibs (GOVERNS) Pier Capacity: (P) 4000 Ibs Calculations: Weight of Exterior Wall: We = (Wd is 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 plf Maximum Spacing of Piers on Inside Main Rails: S = P/Wi 7.04 feet I Column Support (END COLUMM: Input Data Tributary Width: (Tw) End Column Tributary Length: (Te) Live Load: (LLr) Dead Load: (DLr) Calculations: Roof Tributary Area: Ar 0.5 x Tw x Te => Ar > 200 :. Live Load (Rle) is Reducible: 24 - 0.02Ar Column Load: (Pe) Pe = (Rle + Rd) x Ar Pier Capacity: (Cpier) Qty of Piers: Npiers = Pe I Cpier 11.83 ft 32.5 ft 20 psf 6 psf 384 sq. ft. 16 psf 8578 Ibs 6000 lbs 1.43 � 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) = 1144 psf Pad Specs (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 in Section Modulus: (Sz,p) 4.2 in Assume Load on Pad is Centered Load Width on Pad: (Lw) 12 in Pad Cantilever: (CP) 6 in Fti = 900 x 1.25 x 1.25 x 0.8 = 1125 psi (CD) (Cf.) (CI) F,' = 180 x 1.25 x 0.8 = 180 psi (CD) (CI) Allowable Pressure: W = (BP / 144) x Wp Maximum Moment: Mmax = 0.5 x W x CPz Allowable Bending Stess: fb = Mmax / Sx, P Maximum Shear: Vmax = W x CP Allowable Shear Stess: fv = 1.5 x (Vmax / AP) Assumed Bearing Capacity: (Bc) Spreader Capacity Calculations: 89 pli 1608 Ibs 381 psi 536 Ibs Lp V < Fe => OK in Bending 47.7 psi < F, => OK in Shear 1500 psf > Bp => OK in Bearing Species: P.T DF-L #2 Actual Pad Pressure: (Pc) Cross Sectional Area: (AP) 16.9 in P = C / W x 0.5L /144 2287 psf Section Modulus: S 4.2 in c _ by (( P p) ) = P ( z.P) Pad Specs (Tp) x (Wp) x (Lp) Assume Load on Pad is Centered Nominal: 2 x 12 x 24 Load Width on Pad: (Lw) 10 in Actual: 1.5 x 11.25 x 24 Pad Cantilever: (CP) 7 in Fb' = 900 x 1.25 x 1.25 x 0.8 = 1125 psi (CD) (CO (CI) 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 Ibs Allowable Bending Stess: fb = Mmax / Sx, p 1038 psi Maximum Shear: Vmax = W x CP 1251 Ibs Allowable Shear Stess: fv = 1.5 x (Vmax / AP) 111 psi Lp ul < Fti => 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)A0.111 Modified Bending Stress: Fb' = (Fb)(Idf)(Mc)(CF) Basic Allowable Shear Stress: (fv) Shear Stress Factor: (Ch) Modified Shear Stress: Fv' = (Fv)0d0(Ch) Modulus of Elasticity: (E) Member Width: (b) Member Depth: (d) Calculations: Cross Sectional Area of Member. A=bxd Section Modulus; Sx = b(dA2)/6 Moment of Inertia: Ix = b(dA3)/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 Ibs 12 inches 12 inches (B <= L/2) 1200 psi 1 1.00 1500 psi 85 psi 2 (No Splits) 213 psi 1600000 psi 5.5 inches 7.5 inches 41.25 tnA2 51.56 W3 193.36 104 0.00 pit 0.00 pii 0.00 pli (coat.) INTERIOR COLUMN SUPPORT (Spreader Design - 12000 # Column Load) Maximum Moment: M = (w x (LA2))/8 + (P x B x (L-B))/L 72000 in-Ibs Actual Bending Stress: fb = M / Sx 1396 psi fb<Fb' Member O.K. in Bending Maximum Shear. V = (w x ((U2)-d))+(P x (L-B))/l 6000 HIS Actual Shear Stress: fv = 1.5(V/A) 218.2 psi fv>Fv' (2% Overstressed) —17 *Ay O, Allowable Deflection: D = U240 0.10 inches Actual Deflection: D=(5 x w x (LA4))/(384EI) + (PxBxCx(B+2C)x(3Bx(B+2C))A.5) / (27EI x L) 0.01 inches D<Da Member O.K. in Deflection ********************************************************************** * CAST -UTILITY BY CAST INC. * TIME: 10/24/95 12:47:04 PAGE: * 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) 19.5 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 Ibs Lateral Load Resistance of Anchor/Strap Assembly: VL 2962 Ibs 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 10011 Ibs 15017 Ibs 16268 Ibs Base Shear Due to Seismic: Vs = (Si)(((LxD)(Rd+Fd+RI+Pd+FI))+ ((L+D)x2xHxWd))+MI) 8098lbs 11640lbs 12526lbs Governing Transverse Base Shear:(V) 10011 Ibs 15017 Ibs 16268 Ibs Longitudinal Load: Base Shear Due to Wind: Vw = P x (R + F + H + S/2) x D 5924 Ibs 5924 Ibs 5924 Ibs Base Shear Due to Seismic: (Vs) 8098 Ibs 11640 Ibs 12526 Ibs Governing Longitudinal Base Shear.(VQ 8098 Ibs 11640 Ibs 12526 Ibs Ground Anchor Quantity: In Each Transverse Direction: Nt = VNL 3.38 say 4 5.07 say 6 5.49 say 6 In Each Longitudinal Direction: Nt = VWL 2.73 say 3 3.93 say 4 4.23 say 5 Total Quantity of Anchors Required: 14 Anchors 20 Anchors 22 Anchors CONSTRUCTION NOTES SHEET INDEX U ALL WOW SHALL CONFOYM TO 2016 CBC AND/OR LOCAL BUILDING CODES. I COVER SHEET 2.) THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS SHOWN ON PLANS. THE 2 PAD/PIER/ANCHOR PLAN mobile ENGINEER SHALL BE NOTIFIED OF ANT DISCREPANCIES (65 -MAX LENGTH) 3) THIS DESIGN IS BASED ON THE FLOOR 4 ROOF ASSEMBLIES ACTIFY_i AS CONTINUOUS DIAPHRAGMS to 3 PAD/PIER/ANCHOR DETAILS modular DISTRIBUTE LATERAL LOADS. FLOORS 4 ROOF MUST BE FASTENED CONTINUOUSLY ALONG NODULE LINES IN COMPLIANCE w/ MODULAR BUILDING MANUFACTURER'S INSTALLATION INSTRUCTIONS. 4 COLUMN SUPPORT DETAILS an 4J ALL LUMBER N CONTACT WITH OR WITHIN S' OF SOIL TO BE PRESERVATIVE TREATED. YOUR Project - Our Commitment 5J ALL FASTENERS USED IN FOUNDATION MUST BE CORROSION RESISTANT. DESIGN CRITERIA 6.) ADJACENT GROUND SURFACES SHOULD BE SLOPED AWAY FROM STRUCTURE AT 5% FOR A MINIMUM ROor LIVE LOAD: 20 PSF 11450 MISSION BL VD. 5100 LAB POSITAS RD. DISTANCE OF 10 FEET. DRAINAGE OF SURROUNDING AREA SHALL BE PROVIDED TO PREVENT ACCILMLATIOJ OF SURFACE WATER FLOOR LIVE LOAD: 50 PSF MIRA LOMA, CA. 91152 LIVERMORE, CA. 94551 T) SKIRTING (IF USED) MUST BE SELF SUPPORTING 4 MAY NOT TRANSFER ANY LOAD. C95I) 360 - &�000 (925) 606 - S000 PARTITION LOAD: 15 PSF SJ IF SKIRTING IS USED, UNDER FLOOR AREA MUST BE VENTILATED AT 160. FOOT FOR EA 150 60. FEET DESIGN CODE: 2016 GBG OF FLOOR AREA OPENING MUST BE COVERED w/ CORROSION RESISTANT MESH w/ OPENINGS OF 1/4 IMPORTANCE FACTOR: 1.0 �rR I I S) IF SKIRTING IS USED, AN ACCESS OPENING w/ DIMENSIONS NOT LESS THAN `"F I W 18" x 24" SHALL BE PROVIDED. RISK CATEGORY: 11 /� 10J HEIGHT OF PH16HED FLOOR ABOVE GRADE SHALL NOT EXCEED 48". ULT. WIND SPEED/ 130 MPH, COMM E fRC I AL M OD U L f 4R EXPOSURE: EXP 'C' II) ALL UTILITYiRAMP/STAIR DESIGN AND SITENTILITT/GRADING DESIGN BY OTHERS. MAPPED SPECTRAL FAD /F I E IR/A 1 V C H O R FL it l V J 12J ALL EARTH ANCHORS SHALL HAVE A TOLERANCE OF 10 DEGREES (VERTICALLY 4 HORIZONTALLY). RESPONSE ACCELERATION: SS=150g 13J EARTH ANCHORS SHALL BE MANUFACTURED BY 'ABESGO' (OR APPROVED EQUAL) STATE OF(FER ASCE 1-10 SECTION 25B) 51=0.60g CALIFOd41A APPROVAL NUMBER E.TS.-106C SITE CLASS: D 14J EARTH ANCHOR TIE STRAP MUST CONFORM TO ANSI STD.-A22SI. SPECTRAL RESPONSE 5DS-10FOR THE INFORMATION IN THESE DRAWINGS IS PROPRIETARY. THESE 15) STEEL PIERS MUST BE 'TIE DOWN ENGINEERING-SERIESENGINEERING-SERIESRIEB COEFFICIENTS: SDI=OIES MPP' OR APPROVED EQUAL. (PIER DESIGN ANY PURPOSE WITHOUT THE EXPRESSED WRITTEN PERMISSION CAPACITY TO BE 4000' UNLESS NOTED) SEISMIC DESIGN CATEGORY: p OF MOBILE MODULAR MANAGEMENT CORPORATION. I6J THE MANUFACTURER'S INSTRUCTIONS MUST BE STRICTLY ADHERED TO WEN INSTALLING PIERS, BASIC SEISMIC LT FRAMED WALL SEAL BLDG SIZE EARTH ANCHORS, TIE STRAPS, ETC. FORCE RESISTING SYSTEM USING FLAT R FESS/p SYSTEM: S1R4P BRACING F Nq ADDRESS OF INSTALLATION IV MODULAR BUILDING TO BE CALIFOdIIA HOD APPROVED COMMERCIAL MODULAR N C. � -T �# nµ -Lai IBJ ACUMEN ENGINEERING HAS NOT INVESTIGATED THE SOILS SUPPORTING THIS BUILDINGS. THE DESIGN BASE 5HEAR 0.350W G, `'C' ' `1�� /1V � /17 -"` ALLOWABLE BEARNG CAPACITY IB ASSUMED TO BE 15M PSF 4 THE ALLOWABLE ANCHOR PULLOUT�2- CAPACITY IS ASSUMED TO BE 2S62 LES. IF ACTUAL SOIL CONDITIONS AT 71416 SITE ARE KNOW TO SEISMIC RESPONSE w O, m VARY FROM THESE ASSUMPTIONS, THEY' ACUMEN ENGINEERING MUST BE NOTIFIED IMMEDIATELY. COEFFICIENT: (Ca) 0.250 2 31 9 z IS) ACUMEN ENGINEERING WILL NOT INSPECT THE INSTALLED PAD/PIER/ANCHORSYSTEM. THE OVER OF RESPONSE MODIFICATION COVER SHEET THIS BUILDING AGREES TO INDEMNIFY ACUMEN ENGNEERING FOR DAMAGES ARISING FROM FACTOR: (R) 4 IMPROPER INSTALLATION. lqT 1 1 \- ANALYSIS EGIUIVALENT LATERAL OF CAl\F�� DRAM BY DATE 20J THESE DRAWINGS MAY NOT BE USED FOR BUILDINGS WITH ANY OF THE FOLLOWING ELEMENTS: PROCEDURE: FORCE ANALYSIS ADD 12/02/16 PARAPETS, FIRE RATED EXTERIOR WALLS, STUCCO EXTERIOR FINISH OR ROOF PITCH GREATER THAN SCALE JOB 2:12. REDUNDANCY FACTOR: 1.3 NOTED 24/130G/OR 21) THIS DESIGN IN NOT INTENDED FOR USE IN FLOOD HAZARD AREAS. PLAN SET A, FEB 25 2019 NUMBER: L /1 �'2 SHEET I OF 4 SHEETS i0 m MODULE LENGTH T-5- MAk 4-W"M� PIER OUTLINE OF CHASSIS MAIN RAIL OUTLINE OF BUILDING ABOVE SPACING t ® r'`----------T�--------L-j;'-`n _ _ _ - _© - TT---�--�- - - - - - - - - - - /II / IF MAX PIER SPACING IS EXCEEDED, / 3'-6" T-0" MAX INSTALL (1) PIERS IMMEDIATELY C MAX PIER SPACING ADJACENT TO EA OTHER AT FRONT \\ O t REAR OF AXLE ASSEMBLY. \I� /II ii ii ii / E BUILDING HAS INT. COLUMNS LOCATE 8UF'PORTS DIRECTLY BELOW ALL COLUMNS J NGITUDINAL TRANSVERSE mm it ii OR ANCH .-.-LJmoo} }off job {off{ moo} II II O-----------------®---------------------- PAD/PIER/ ANGNOR PLAN (65' MAX LENGTH) mmwm6m1 0 2 4 6 B 10 NOTE- 1.) IF ACTUAL MODULE LENGTH IS NOT SHOWN IN ANCHOR SCHEDULE, USE NEXT LARGEST LENGTH. ANCHOR REQUIREMENTS BLDG 51ZE TRANSVERSE I LONGITUDINAL 24' x 40' ADET, NR,S, G,H,1M Tpx 24' x 60' A.BG,DEF, Np,RS, GH.JK,LM TVAX 24' x 65' ABIAA,EF, NPA,RS, G,H.JKLM TAVyU,X AXLE ASSEMBLY MAY BE LEFT ON MODULE WIT I• 7 71 LDM ME 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, FEB 25 2019 mobile modular p.p Your Project - Our Commitment (ro5' MAX LENGTH) N BY JDATE NOTED I 24/130C SHEET 2 OF 4 SHEETS `FLOOR FLOOR / JOISTS PLT06O00 VERT. FLANGE TO VERi. FLANGE t0 BE POSITIONED BE POSITIONED ONAL'. SIDES w/ ON ALT. SIDES w/ CHASSIS EVERY OTHER OHAbbl6 EVERY OTHER MAM RAIL PIER ALON' MAIN ROIL PIER A_ONG MAIN RAIL MAIN RAIL 4000 LB RATED 4000 LB RATED STEEL PIER STEEL PIER EXISTING AZ PAVEMENT .%12%T4" `P.T. PAD c ]%12%24" \ P.T. PAD ASPHALT SOIL DETAIL (TYPICAL PIER) 3 NT9 FLOOR JOISTS CHA8818 J LOCK TOP OR CHASSIS _ LOCK TOP C MAIN RAIL BOLT -ON TOP MAIN RAIL BOLT -ON TO 4000 LB (ONE FOR EA 4000 LB (ONE FOR E, RATED ANCHOR) RATED ANCHOR) STEEL PIER GROIAIp STEEL PIER GROIA 2%12%24" 10'-60' M'CHOR WW4" Im'-Sm' AICHC P.T. PAD TIE STRAP P.T. PAD TIE STI O O GROSS DRIVE EARTH EXISTING AC. ANCHOR w/ STABILIZER ASPHALT PAVEMENT (2" SOIL PLATE (AI-T' DOABLE MINTHIO E66) HELIX AUGER ANCHOR WITH STABILIZER R)# GROSS DRIVE EARTH ANCHOR 2 DETAIL (LONGITUDINAL IB' MINA GROUND ANCHOR) �SE6AM MAX �A CNOR TIE STRAP STRAP BUCKLE `CHg6616 STRAP BUCKLE `CHA9919 "HE T NOT MAM RAIL (HOOKS NOT MAIN RAIL PE WITTED) PERMITTED) X 000 LB 4000 LB GROIAJD ATED STEEL GROJND RATED STEEL ANCHOR IER ANCHOR PIER TIE 9TRAP TIE STRAP 10'-60' P.T. PAD 10'-. 0' \ P.T. PAD -CROSS DRIVE ` EXISTING AL. PAVEMENT EARTH ANCHOR (2" MIN THIOq ESS) ASPHALT 3 DETAIL (TRANsvERsE 3 Nre. GROUND ANCHOR) EARTH ANCHOR SOIL * IF GROSS, DRIVE ANCHORS ARE USED WERE AUGER ANCHORS COULD BE USED (IN LOAMY TYPE BOIL) THEN TWO CROSS DRIVES MUST BE "TALI -SD FOR EACH ANCHOR SHOJN 04 THE M-AN. ALL ANCHORS INSTALLED IN SOIL RECMIIRE STABILIZER PLATES. 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. SEAL OFESS/O \14 C�c^2cT mobile CO Z modular F w 4 2 4 m Your Project - Our Commitment P' _ 19 4Yr PAD/PIER/ANCHOR sq DETAILS OF CAI. FtJ� DRAEN SY DATE ADP 12/02/I6 SCALE JOB NOTED 24/130C/OR FEB 25 2019 SHEET 3 OF 4 SHEETS COLUMNS ��I+ I JOISTS Rm _ ICOLRUMNS `�� I JOISTS INTERIOR Fl-� FLOOR BPREADER SPREADER $ITS)S): TS 6" x 6" x 1/4" x " x 6' x 1/4" LONG A6TM A500 ASTM A500 ADE 'B' '(4)3000• 136' 00•❑) U121 0" P.T.ABYMETRIG (2) 2x12x301 P.T.TRIC STEEL SPREADERSSTEEL PIERS SPREADERSl6) LGRADE U244' (b) 2x12x24"ISTING AC. P.T. PADS P.T. PADSAVEMENT END VIEW - SOIL END VIEW - ASPHALT PETAIL LINT. COLUMN SUPPORT) JOIST JLE LINE COLIIFIN JOIST ULE LINE COLUMN FLOOR END COL1111N FLOOR END COL.WII4 PLYWOOp PLYWOOD DOUBLE END JOIST DOUBLE END JOIST CHASSIS END CHASBIB END MEMBER MEMBER ASYMETRIC PIER ABYMETRIC PIER (6000• CAPACITY) 16000• CAPACITY: ONE EACH SIDE OF ONE EACH SIDE OF MODULE LINE MODULE LINE 2x12104" P.T. 2.12,04" P.T. SPREADER SPREADER E%)STING A.C. PAVEMENT `(2)2x1 PADS / P.T. PADS /�(212x1 / P.T. PADS • OILi:•:':•:•:•::':'�'::::L•::'�•:•. •ASPHALT © A I L SUPPORT)(END COLUMN v •:•••ii i ii i iiii i ii•:•i� i •i°ii•:•i i•:❖i'i i •ii'�•di iii 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. mobile modular, Your Project - Our Commitment COLUMN SUPPORT DETAILS 2AM BY DATE ADD 12/02/16 ;ALE JOB NOTED I 24/130C/OR SHEET 4 OF 4 SHEETS CONSTRUCTION NOTES SHEET INDEX I COVER SHEET I.) ALL WORK SHALL CONFORM TO 201E CBC AND/OR LOCAL BUILDING CODES. 2.) THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS SHOWN ON 2 PAD/PIER/ANCHOR PLAN 0 (44 MAX LENGTH) m O " PLANS. THE ENGINEER SHALL BE NOTIFIED OF ANY DISCREPANCIES 3.) ALL LUMBER IN CONTACT WITH OR WITHIN S' OF SOIL TO BE PRESERVATIVE TREATED. 3 PAD/PIER/ANCHOR PLAN (60 MAX LENGTH) modular 4) ALL FASTENERS USED IN FOUNP. DATION MUST BE CORROSION RESISTANT. 4 PAD/PIER/ANCHOR DETAILS 5J ADJACENT GROUND SURFACES SHOULD BE ELOPED AWAY FROM STRUCTURE AT Your Project - Our Commitment DESIGN CRITERIA 5% FOR A MINIMUM DISTANCE OF 10 FEET. DRAINAGE OF SURROUNDING AREA SHALL BE PROVIDED TO PREVENT ACCUMULATION OF SURFACE WATER. ROOF LIVE LOAD: 20 PSF 6J SKIRTING (IF USED) MU5T BE SELF SUPPORTING [ MAY NOT TRANSFER ANY LOAD. 11450 MISSION BLVD. 5700 LAS POSITAB RD. T.) IF SKIRTING IS USED, UNDER FLOOR AREA MUST BE VENTILATED AT 180. FOOT FLOOR LIVE LOAD: 50 PSF MIRA LOMA, CA- 131752 LIVERMORE, CA. 94551 FOR EA. 150 SO. FEET OF FLOOR AREA OPENING MUST BE COVERED w/ (SN) 360 - 6600 (925) 606 - 9000 CORROSION RESISTANT MESH w/ OPENINGS OF 1/4 INCH. PARTITION LOAD: 15 PSF S.) IF SKIRTING. 18 USED, AN ACCESS OPENING w/ DIMENSIONS NOT LESS THAN DESIGN CODE: 2016 CBC 19" . 24" SHALL BE PROVIDED. 9J HEIGHT OF FINISHED FLOOR ABOVE GRADE SHALL NOT EXCEED 4B'. IMPORTANCE FACTOR: 1.0 I I 1 2 I WIDE 10.) ALL UTILITY/RAMP/STAIR DESIGN AND SITE/UTILITY/GRADING DESIGN BY OTHERS. RISK CATEGORY: 11 ULT. WIND SPEED/ 130 MPH, 1�/( j� /� C®M'1E RC I AL 0D uL HR IU ALL EARTH ANCHORS SHALL HAVE A TOLERANCE OF 10 DEGREES (VERTIEARTWGALLY 4 HORIZONTALLY)- EXPOSUMAPPED SPECTRAL EXP C. FAF)/RI€R/ANG4 4®R FLAN& 12.> EARTH ANCHORS SHALL MANUFACTURED ORS SHI-LBE 'ABET.,. -'(OR APPROVED EQUAL) STATE OF CALIFORNIARAPPROVAL NUMBER E.TS: 106G M RESPONSE ACCELERATION: $8=150g (PER ABLE 1-10 MCTION @BJ3) 5I=0.60g 13.) EARTH ANCHOR TIE STRAP MUST CONFORM TO ANSI STD. "4225.1. SITE CLASS= D 14.) STEEL PIERS MUST BE 'TIE DOWN ENGINEERING -SERIES MPP' OR APPROVED THE INFORMATION IN THESE DRAWINGS I$ PROPRIETARY. THESE EQUAL. (PIER DESIGN CAPACITY TO BE 4000" UNLE55 NOTED) SPECTRAL RESPONSE SD=Of. COEFFICIENTS: SDI=Ob DRAWINGS MAY NOT BE REPRINTED, DISTRIBUTED OR USED FOR 15.) THE MANUFACTURER'S INSTRUCTIONS MUST BE STRICTLY ADHERED TO WHEN ANY PURPOSE WITHOUT THE EXPRESSED WRITTEN PERMISSION NSTALLING PIERS, EARTH ANCHORS, TIE STRAPS, ETC. SEISMIC DESIGN CATEGORY: D OF MOBILE MODULAR MANAGEMENT CORPORATION. - SEAL BLDG SIZE 16.) MODULAR BUILDING TO BE CALIFORNIA HCD APPROVED COMMERCIAL MODULAR BASIC SEISMIC LT FRAMED WALL FORCE RESISTING SYSTEM USING FLAT OFESS/ gDDRE65 OF INSTALLATION IT.> ACUMEN ENGINEERING HAS NOT INVESTIGATED THE SOILS SUPPORTING THIS SYSTEM: STRAP BRACING Q Ll 0 BUILDING. THE ALLOWABLE BEARING CAPACITY 16 ASSUMED TO BE 1500 PSF a THE ALLOWABLE ANCHOR PULLOUT CAPACITY 15 ASSUMED TO BE 2962 CBS. IF QO \N C. c� { y �i UCl� 4�� I /Y DESIGN BASE SHEAR: 0350111 ACTUAL SOIL CONDITIONS AT THIS SITE ARE KNOWN TO VARY FROM THESE ASSUMPTIONS, THEN ACUMEN ENGINEERING MUST BE NOTIFIED IMMEDIATELY. SEISMIC RESPONSE IS-) ACUMEN ENGINEERING WILL NOT INSPECT THE INSTALLED PAD/PIER/ANCHCR COEFFICIENT: (Cs) 0.250 2 1 SYSTEM. THE OWNER OF THIS BUILDING AGREES TO INDEMNIFY ACUMEN ENGINEERING FOR DAMAGES ARISING FROM IMPROPER INSTALLATION. RESPONSE MODIFICATION COVER SHEET FACTOR: (R) 4 \-\C 19.) THESE DRAWINGS MAY NOT BE USED FOR BUILDINGS WITH ANY OF THE - 9j V DRAWN BY DATE� FOLLOWING ELEMENTS: PARAPETS, FIRE RATED EXTERIOR WALLS, STUCCO ANALYSIS EQUIVALENT LATERAL OF cm-\E EXTERIOR FINISH OR ROOF PITCH GREATER THAN 2:12. PROCEDURE: FORCE ANALYSIS ADD 1 12/02/19, SCALE JOB 20.) THIS DESIGN IN NOT INTENDED FOR USE IN FLOOD HAZARD AREAS. REDUNDANCY FACTOR: 1.3 NOTED 12/130C/OR - APR 19 2019 PLAN R: / A L q 5 -2 (- _I [- SHEET I OF 4 SHEETS NUMBER: MODULE LENGTH -5" 4'-10" MAX IF MAX PIER SPACING IS EXCEEDED, AXLE ASSEMBLY 2' 5" INSTALL (x) PIERS IMMEDIATELY MAY BE LEFT M SPACINCa ADJAGENT TO EA. OTHER AT FRONT ON MODULE MAX 1 REAR OF AXLE ASSEMBLY. NOTE: �© Q 0�------ ----- _ ------ --- ---- --- ¶O _ _ L _ _ _ _ `TTTT� `T T' __ Jr� IJ IF ACTUAL MODULE LENGTH IS NOT ' —® 2 SHOWN IN ANCHOR SCHEDULE, USE �`4 NEXT LAItiiEST LENGTH. <� ANCHOR REQUIREMENTS II �I BLDG SIZE TRANSVERSE LONGITUDINAL I I IT x 32' F,HK LMN.P Nil12' x 40' A.BA.E, LMN.P L---------- — ----- — ----- ��_ J --- F.GJK OF OG HH rO� OK AaD,E. CENTERLINE OF TRANSVERSE OUTLINE OF J LONGITUDINAL 12' x 47 F�J LMN�P CHASSIS MAIN ANCHOR BUILDING ANCHOR A,BP1 RAIL (TYP) ABOVE 12' x 44' F.G JX LMNj' PAS/PEER/ANCHOR PLAN (44' MAX LENGTH) =m=E6==E` 0 2 4_ 6 S 10 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. __A, A NW1,11M mobile modular, Your Project - Our Commltment (44' MAX LENGTH) N BY IDATr SHEET 2 OF 4 SHEETS MODULE LENGTH 2'-5" 4'-I0' MAX IF MAX PIER SPACING 15 EXCEEDED, AXLE A55EMBLY MAX PIER INSTALL (2) PIERS IMMEDIATELY MAY BE LEFT ADJACENT TO EA. OTHER AT FRONT ON MODULE SPACING t REAR OF AXLE ASSEMBLY. o�- L.- -----T---- --- L------------TT1 TT- 1-- Lr ---�- -_ -----® r-NT -- ® 1 PAD/PIER/ANC-IOR PLAN CC14ABSISMAIINN TR"�`A;Nc OR (6m' MAX LENGTH) RAIL (TYP) m 2 4 6 B Im NOTE- I.) IF ACTUAL MODULE LENGTH IS NOT SHOWN IN ANCHOR SCHEDULE, USE NEXT LARGEST LENGTH. ANCHOR REQUIREMENTS BLDG SIZE TRANSVERSE LONGITUDINAL 12' x 52' A.BF,EF, G,HKLM N,O,R,T 12' x 60' A,B,CP;EF. G.HJKLM NP.O,R,5,T OUTLINE OF BUILDING ABOVE LONGITUDINAL ANCHOR 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. APR 19 2019 mobile modular 1.0 Your Project - Our Commltment (60' MAX LENGTH) SHEET 3 OF 4 SHEETS FLOOR FLOOR FLOOR JOISTS PLYWOOD JOISTS VER(. FLANGE TO BE P ITIONED ON ALT. BIDES w/ CHASSIS EVERY OTHER CHASSIS MAN RAIL PIER ALONG MAIN RAIL MAIN RAIL 409p LB RATED STEEL PIER EXISTING AL. Zx1244" PAVEMENT P.T. PAD ASPHALT SOIL DETAIL (TYPICAL PIER) 4 NT.S. FLOOR PLYWOOD FLOOR JOISTS STRAP BUCKLE (HOOKA NOT PERMITTED) GROUND ANCHOR TIE STRAP P.T. PAD FLOOR MT`UJOOD VERT. FLANGE TO BE POSITIONED ON ALT. SIDES w/ EVERY OTHER PER ALONG MAIN RAIL 1000 LB RATED ITEEL PIER Z%IW4" P.T. PAD STRAP EUCKLE (HOOKS NOT PERMITTED) GRO N MIOHOR TIE STRAP 10'-60' —CROSS DRIVE EXISTING AC. PAVEMENT EARTH ANCHOR (P' MIN THICKNESS) ASPHALT 3 DETAIL (TRANsvERsE 4 NT6. GROUND ANCHOR) MAN RAIL 10--60- EXISTING A.C. ASPHALT PAVEMENT (2- MIN THICKNESS) MAIN RAIL 4 LB RATED STEEL PIER FLOOR PLYWOOD LOCK TOP OR CH, BOLT -ON TOP MAIN (ONE FOR EA n..,,. P.T. PAD CROSS DRIVE EARTH — ANCHOR w/ STABILIZER FOIL PLATE (ALT, DOUBLE HELIX AUGER ANCHOR WITH STABILIZER W TOP OR ON TOP OR EA 'JR) GROUND ANCHOR TIE STRAP VV NGI„INS uu 2 DETAIL (LOTUDINAL CHAS616 _< N.T6. GROUND ANCHOR) SEMI MAX PLANANCHOR TIE STRAP -CROSS DRIVE EARN ANCHOR w/ STABILIZER E (ALT: DOUBLE HELIX AUGER ANCHOR WITH STABILIZER E)* SOIL # IF CROSS DRIVE ANCHORS ARE USED WHERE AUGER ANCHORS COULD BE USED (IN LOAMY T1'PE SOIL) THEN TWO CROSS DRIVES MUST BE INSTALLED FOR EACH ANCHOR SHORN GN THE PLAN. ALL ANCHORS INSTALLED IN SOIL REWIRE STABILIZER PLATES. 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. SEAL C. QROFESS/p/yq mobile1@ �qL Fy modular, w 2 4 Your Project - Our Gommltment C 2 3 1 r ti PAD/PIER/ANCHOR DETAILS n� kf DRAIN BY IPATr APR 19 2019 SHEET 4 OF 4 SHEETS DESIGN CALCULATIONS FOR: 12' WIDE COMMERCIAL MODULAR BUILDING w/ OUTRIGGER CHASSIS PAD/PIER/ANCHOR SYSTEM (130 MPH / EXP'C' WIND) PROJECT: Iq(=6q ),Ot)e 1,0l '6hwn, C 1 9 7 7 5 PREPARED FOR: APR 1 9 2019 11450 MISSION BLVD. mobile 5700 LAS POSITAS RD. MIRA LOMA, CALIFORNIA 91752 LIVERMORE, CALIFORNIA 94551 (951) 360-6600 modular P., (925) 606 - 9000 Your Project - Our Commitment PREPARED BY: ACUMEN Engineering, Inc. 12808 SOUTH 600 EAST DRAPER, UT. 84020 (801) 571- 9877 FAX (801) 571- 9951 COVER SHEET 1 ROOF LIVE LOAD: 20 PSF DESIGN CODE: 2016 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 / 130 MPH, SPECTRAL RESPONSE ANCHOR QUANTITY 9 EXPOSURE: EXP'C' ACCELERATION: (5s) 1.50 g OVERTURNING 11 ALLOWABLE SOIL (S1) 0.60 g BEARING PRESSURE: 1500 PSF SITE CLASS: D Title to these calculations remains with ACUMEN ENGINEERING, INC. The information herein is for the sole use of MOBILE MODULAR MANAGEMENT CORP. and shall be held confidential. Re -use or reproduction in whole or in part is prohibited. Acumen Engineering, Inc. JOB TITLE 12' Wide Commercial Modular' 12808 South 600 East Pad/Pier/Anchor Plans Draper, UT 84020 JOB NO. SHEET NO. c/ 801571-9877 CALCULATED BY DATE acumenengemsn. 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= 0.0hr Floor= 0.0hr Building Geometry: Roof angle (e) 0.25 / 12 1.2 deg Building length (L) 44.0 ft Least width (B) 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 st 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. JOB TITLE 12' Wide Commercial Modular 12808 South 600 East Pad/Pier/Anchor Plans Draper, UT 84020 JOB NO. SHEET NO. F 3 801-571-9877 CALCULATED BY DATE acumeneng@msn.00m CHECKED BY DATE Wind Loads: ASCE 7- 10 Ultimate Wind Speed 130 mph Nominal Wind Speed 100.7 mph Risk Category II 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 •,,-(-y {{ + /-5p dkp Topographic Factor (Kzt) - p`•^'}dj bjs •u and Topography Flat Hill Height (H) 0.0 it H< 15ft;exp Half Hill Length (Lh) 0.0 it :. Kzt=1.0 Lh Sri Actual H/Lh = 0.00 Use H/Lh = 0.00 Modified Lh = 0.0 ft ESCARPMENT From top of crest: x = 50.0 It Bldg up/downwind? downwind z H/Lh= 0.00 K, = 0.000 x/Lh=0.00 K2= 0.000 _,.- z/Lh = 0.00 K3 = 1.000 4- - At Mean Roof Ht: ! I t f Kzt = (1+KIK2K3)42 = 1.00 2D RIDGE or AXISYMMETRICAL HILL Gust Effect Factor h = 13.0 ft B = 12.0 it /z (0.6h) = 15.0 It Rinid Structure e = 0.20 t = 500 It zmin = 15 It c = 0.20 90, 9V = 3.4 Lz = 427.1 It Q = 0.95 Iz = 0.23 G= 0.90 use G=0.85 ReAble structure if natural frequency < 1 Hz (T > 1 second). However, if bump hIB < 4 then probably rigid structure (rule of thumb). h/B = 1.08 Therefore, probably rigid structure G = 0.85 Using rigid structure default Flexible or Dvnarnically Sensitive Structure Natural Frequency (rl,) = 0.0 Hz Damping ratio (P) = 0 /b = 0.65 /a = 0.15 Vz = 109.8 Ni = 0.00 Kn = 0.000 Rh = - 28.262 q = 0.000 RB = 28282 r) = 0.000 Rr = 28.282 q = 0.000 9R = 0.000 R = 0.000 G = 0.000 h = 13.0 ft Acumen Engineering, Inc. 12808 South 600 East Draper,. UT 84020 801-571-9877 acumeneng@msn.com JOB TITLE 12' Wide Commercial Modular'___ Pad/Pier/Anchor Plans JOB NO. SHEET NO. CALCULATED BY _ DATE CHECKED BY DATE Wind Loads - MWFRS all h (Enclosed/Dartially enclosed onl Kh (case 2) = 0.85 h = 13.0 ft GCpi = +/-0.18 Base pressure.(gh) = 311 psf ridge ht = 13.1 fit G = 0.85 Roof Angle (6) = 1.2 deg L = 44.0 ft qi = qh Roof tributary area - (h/2)"L: 286 at B = 12.0It (h/2)'B: 78 sf Ultimate Wind Surface Pressures loan Surface Wind Normal to Ridge B/L = 0.27 h/L = 1.08 - Wind Parallel to Ridge L/B = 3.67 h/L = 0.30 Cp ghGCP w/+q GCP, w/-ghGCpi Disc Cp ghGCP w/+giGCai w/-ghGCpi Windward Well (WW) 0.80 21.2 see table below 0.80 21.2 see table below Leeward Wall (LW) -0.50 -13.3 -18.9 -7.6 -0.22 -5.7 -11.4 -0.1 Side Wall (SW) -0.70 -18.6 -24.2 -13.0 -0.70 -18.6 -24.2 -13.0 Leeward Roof (LR) "` Included in windward roof Windward Roof: 0 to h/2" -1.16 -30.7 -36.3 -25.1 0 to h/2" -0.90 -23.9 -29.5 -18.3 > h/2" -0.70 -18.6 - -24.2 -13.0 h/2 to h" -0.90 -23.9 -29.5 -18.3 In to 2h" -0.50 -13.3 -18.9 -7.6 > 2h` -0.30 -8.0 -13.6 -2.3 "Hoot angle < I degrees. I heretore, leeward root is included in windward roof pressure zones. 'Horizontal distance from windward edge dward Wall Pressures at "z" (Dsfl lCombined W W + LW Windward Wall Normal Parallel z I Kz I K- q�GCP w/+giGCpi w1-ghGCp1 to Ridge I to Ridge h= 0 to 15' 0.85 1.00 212 15.6 26.8 \ 34.5 27.0 PpwoJAee�L0 y(iz9'1y�i Iihd'- 214'L; (D.6 / -- 2a�7 Parr" NOTE: See figure in ASCE7 for the application of full and partial loading of the above wind pressures. There are 4 different loading cases. Para et z Kz IKzt qP (Psf) 0.0 ft 0.85 1.00 0.0 Windward parapet: 0.0 psf (GCpn = +1.5) Leeward parapet: 0.0 psi (GCpn = -1.0) Windward roof overhangs ( add to windward roof pressure) : 212 psf (upward) VMM MMUL TO MGE VTR \.. Lj � w .fig ti am Q2ECTT011 WIlJp PA Ln TO RMOE vmro w.>(rz rrcl�r llwu umm rnrnarc Acumen Engineering, Inc. JOB TITLE 17 Wide Commercial Modular 12808 South 600 East PadlPier/Anchor Plans Draper, UT 84020 JOB NO. SHEET NO. 801-571-9877 CALCULATED BY - DATE acumeneng@nIsn.com CHECKED BY DATE Seismic Loads: ASCE 7-10 Risk Category : II Importance Factor (1) : 1.00 Site Class: D Ss (0.2 sec) = 150.00 %g S1 (1.0 sec) = 60.00 %g Strength Level Forces Fa = 1.000 Sms = 1.500 S. = 1.000 Design Category = D Fv = 1.500 Sm1 = 0.900 Sol = 0.600 - Design Category = D Seismic Design Category = D Number of Stories: 1 Structure Type: All other building systems Horizontal Struct Irregularities: No plan Irregularity - Vertical Structural Irregularities: I ) Stiffness Irregularity —Soft Story Flexible Diaphragms: Yes Building System: Bearing Wall Systems Seismic resisting system: Light framed wall system using flat strap bracing System Structural Height Limit 65 ft Actual Structural Height (hn) = 13.1 ft See ASCE7 Section 12.2.5 for exceptions and other system limitations DESIGN COEFFICIENTS AND FACTORS Response Modification Coefficient (R) = 4 Over -Strength Factor (Do) = 2 Deflection Amplification Factor (Cd) = 3.5 boa = 1.000 Sol = OADD p = redundancy coefficient Seismic Load Effect (E) = p QE +l - 0.2Sm D = p QE +l- 0.200D QE = horizontal seismic force Special Seismic Load Effect (Em) = DO QE +/- 0.28m 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 coat. (CT) = OM20 Cu = 1.40 Approx fundamental period (Ta) _ Crha" = 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) = Scel/R = 0.250 need not exceed Cs = Sol I IRT 1.089 but not less than Cs = 0.5•S11/R = 0.075 USE Cs = 0.250 Design Base Shear V = 0.25OW Model & Seismic Response Analysis - Permitted (see code for procedure) ALLOWABLE STORY DRIFT Structure Type: All other strictures Allowable story drift = 0.020hsx where hsx is the story height below level x C/0 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: (00) = 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 PI Single Pad Configuration Calculations: Bearing Pad Capacity Calculations: Assumed Bearing Capacity: (Bj 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 in Section Modulus: (Sx.P) 4.2 in Assume Load on Pad is Centered Load Width on Pad: (Lw) 10 in Pad Cantilever: (Cp) 7 in Fe = 900 x 1.2 x 1.25 x 0.8 = 1080 psi (CD) (Cf.) P) F, = 180 x 1.25 x 0.8 = 180 psi (CD) (C) Uniform Distributed Load: W = (B� / 144) x Wp 117 pli Maximum Moment: Mmax = 0.5 x W x Cp2 2871 Ibs Allowable Bending Stess: fb = Mm,, / Sx; p 681 psi < Fe => OK in Bending Maximum Shear: Vmax = W x Cp 820 Ibs Allowable Shear Stess: fv = 1.5 x (V, . / Ad 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: (A) 50 psf Floor Partition Load: (Fp) 15 psf Floor Dead Load: (Fd) 7 psf Module Width: (W) 11.67 feet Sidewall Height: (H) 8 feet Pad Capacity: (P) 3000 Ibs (GOVERNS) Pier Capacity: (P) 4000 Ibs Calculations: Weight of Exterior Wall: We = (Wd x H) 40 plf Load Acting on Outside Chassis Main Rails: Wo = ((RI+Rd+FI+Fp+Fd)(W/2))+We 612 plf Maximum Spacing of Piers on Outside Main Rails: S = P/Wo 4.90 feet ANCHOR DESIGN - 12' Wide Buildings Input Data: Design Wind Pressure: (P) 20.7 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 Ibs Lateral Load Resistance of Anchor/Strap Assembly: VL 2962 Ibs 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 7840 Ibs 9799 Ibs 10289 Ibs 10779 Ibs Base Shear Due to Seismic: Vs = (Si)(((LxD)(Rd+Fd+RI+Pd+FI))+ ((L+D)x2xHxWd))+MI) 3750lbs 4563lbs 4766lbs 4969lbs Governing Transverse Base Shear(V) 7840 Ibs 9799 Ibs 10289 Ibs 10779 Ibs Longitudinal Load: Base Shear Due to Wind: Vw = P x (R + F + H + S/2) x D 2859 Ibs 2859 Ibs 2859 Ibs 2859 Ibs Base Shear Due to Seismic: (Vs) 3750 Ibs 4563 ibs 4766 Ibs 4969 Ibs Governing Longitudinal Base Shear:OM 3750 Ibs 4563 Ibs 4766 Ibs 4969 Ibs Ground Anchor Quantity: In Each Transverse Direction: Nt = V/VL 2.65 say 3 3.31 say 4 3.47 say 4 3.64 say 4 In Each Longitudinal Direction: Nt = VI/VL 1.27 say 2 1.54 say 2 1.61 say 2 1.68 say 2 Total Quantity of Anchors Required: 10 Anchors 12 Anchors 12 Anchors 12 Anchors R ANCHOR DESIGN - 12' Wide Buildings Input Data: Design Wind Pressure: (P) 20.7 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 Ibs Lateral Load Resistance of Anchor/Strap Assembly: VL 2962 Ibs Building Length: (L) 52 feet 60 feel Calculations: Transverse Load: Base Shear Due to Wind: Vw = P x (R + F + H + S/2) x L 12739 Ibs 14699 Ibs Base Shear Due to Seismic: Vs = (SI)(((LxD)(Rd+Fd+RI+Pd+FI))+ ((L+D)x2xHxWd))+MI) 5781 Ibs 6593lbs Governing Transverse Base Shear:(V) 12739 Ibs 14699 Ibs Longitudinal Load: Base Shear Due to Wind: Vw = P x (R + F + H + S/2) x D 2859 Ibs 2859 Ibs Base Shear Due to Seismic: (Vs) 5781 Ibs 6593 Ibs Governing Longitudinal Base Shear:(VI) 5781 Ibs 6593 Ibs Ground Anchor Quantity: In Each Transverse Direction: Nt = V/VL 4.30 say 5 4.96 say 6 In Each Longitudinal Direction: Nt = VI/VL 1.95 say 2 2.23 say 3 Total Quantity of Anchors Required: 14 Anchors 18 Anchors ANCHOR DESIGN (OVERTURNING)- 12' x 32' Building - CHECK FOR OVERTURNING - BY OBSERVATION, WIND IN TRANSVERSE DIRECTION IS CRITICAL. - CHECK OVERTURNING ABOUT POINT W TO ENSURE ADEQUATE GROUND ANCHOR QUANTITY. Input Data: Module Width: (D) 11.67 ft Module Length: (L) 32 ft Main Rail Spacing: (MRS) . 6.29 A _ Roof Depth: (R) 1.5 ft Wall Height: (H) 8 ft Floor Depth: (F) 0.67 ft Chassis Depth: (C) 0.83 ft Roof Dead Load: (Rd) 7 Ibs Wall Dead Load: (Wd) 5 Ibs Floor Dead Load: (Fd) 6 Ibs Uplift Pressure: (Pu) 21.8 psf Horizontal Pressure: (PH) 20.7 psf Anchor Capacity: (Ac) 2962 Ibs H MEMEMEMS tY MRS/2 WW t "s MRS u- 1 1IT A-� Calculations: Module Height: �Mh) = R + Wh + F = Distributed Horizontal Load: (H) = PH x L x Mh = Distributed Uplift: (U) = Pu x D x L = Dead Load: (W)=((Rd+Fd)x(DxQ)+(2xHxWdx(D+L))_ Overturning Moment: (Mo) Mo = H x ((Mh / 2) + C) + (U x (MRS / 2)) Qty of Anchors to Resist Overturning Moment: (Ar) Ar = ((1.5 x Mo) - (W x (MRS / 2)) / (Ac x MRS) = 10.17 ft 6734 Ibs 8131 Ibs 8347 Ibs 65402 Ibs-ft 3.86 say 5 (3 Transverse & 2 Longitudinal) Z" ANCHOR DESIGN (OVERTURNING) -12' x 44' Building - CHECK FOR OVERTURNING - BY OBSERVATION, WIND IN TRANSVERSE DIRECTION IS CRITICAL. - CHECK OVERTURNING ABOUT POINT W TO ENSURE ADEQUATE GROUND ANCHOR QUANTITY. Input Data: Module Width: (D) 11.67 ft Module Length: (L) 44 ft Main Rail Spacing: (MRS) 6.29 ft Roof Depth: (R) 1.5 ft Wall Height: (H) 8 ft Floor Depth: (F) 0.67 ft Chassis Depth: (C) 0.83 ft Roof Dead Load: (Rd) 7 Ibs Wall Dead Load: (Wd) 5 Ibs Floor Dead Load: (Fd) 6 Ibs Uplift Pressure: (Pu) 21.8 psf Horizontal Pressure: (PH) 20.7 psf Anchor Capacity: (Ac) 2962 Ibs H ==19 msmmmmmm awe--- MRS/2 1W r MRS u_ IT A U Calculations: Module Height: (Mh) = R + Wh + F = Distributed Horizontal Load: (H) = PH x L x Mh = Distributed Uplift: (U) = Pu x D x L = Dead Load: (W) = ((Rd + Fd) x (D x L)) + (2 x H x Wd x (D + L)) _ Overturning Moment: (Mo) Mo = H x ((Mh / 2) + C) + (U x (MRS / 2)) = Qty of Anchors to Resist Overturning Moment: (Ar) Ar = ((1.5 x Mo) - (W x(MRS /2))/(AcxMRS) = 10.17 ft 9260 Ibs 11180 Ibs 11127 Ibs 89928 Ibs-ft 5.36 say 6 (4 Transverse & 2 Longitudinal) ANCHOR DESIGN (OVERTURNING) - 12' x 52' Building - CHECK FOR OVERTURNING - BY OBSERVATION, WIND IN TRANSVERSE DIRECTION IS CRITICAL. - CHECK OVERTURNING ABOUT POINT'A' TO ENSURE ADEQUATE GROUND ANCHOR QUANTITY. Input Data: Module Width: (D) 11.67 ft Module Length: (L) 52 ft Main Rail Spacing: (MRS) 6.29 ft Roof Depth: (R) 1.5 ft Wall Height: (H) 8 ft Floor Depth: (F) 0.67 ft Chassis Depth: (C) 0.83 ft Roof Dead Load: (Rd) 7 Ibs Wall Dead Load: (Wd) 5 Ibs Floor Dead Load: (Fd) 6 Ibs Uplift Pressure: (Pu) 21.8 psf Horizontal Pressure: (PH) 20.7 psf Anchor Capacity: (Ac) 2962 Ibs H MRS/2 1W r MRS u_ IT A U Calculations: Module Height: (Mh) = R + Wh + F = Distributed Horizontal Load: (H) = PH x L x Mh = Distributed Uplift: (U) = Pu x D x L = Dead Load: (W) = ((Rd + Fd) x (D x L)) + (2 x H x Wd x (D + L)) _ Overturning Moment: (Mo) Mo = H x ((Mh 12) + C) + (U x (MRS / 2)) = Qty of Anchors to Resist Overturning Moment: (Ar) Ar=((1.5xMo) -(Wx(MRS /2))/(AcxMRS) = 10.17 ft 10943 Ibs 13213 Ibs 12980 Ibs 106278 Ibs-ft 6.36 say 7 (5 Transverse & 2 Longitudinal) ANCHOR DESIGN (OVERTURNING) - 12' x 60' Building - CHECK FOR OVERTURNING - BY OBSERVATION, WIND IN TRANSVERSE DIRECTION IS CRITICAL. - CHECK OVERTURNING ABOUT POINT W TO ENSURE ADEQUATE GROUND ANCHOR QUANTITY. Input Data: Module Width: (D) 11.67 ft Module Length: (L) 60 ft Main Rail Spacing: (MRS) 6.29 ft Roof Depth: (R) 1.5 It Wall Height: (H) 8 ft Floor Depth: (F) 0.67 ft Chassis Depth: (C) 0.83 ft Roof Dead Load: (Rd) 7 Ibs Wall Dead Load: (Wd) 5 Ibs Floor Dead Load: (Fd) 6 Ibs Uplift Pressure: (Pu) 21.8 psf Horizontal Pressure: (PH) 20.7 psf Anchor Capacity: (Ac) 2962 Ibs 2 MRS/2 1W MRS u_ IT 4 ;> A O Calculations: Module Height: (Mh) = R + Wh + F = Distributed Horizontal Load: (H) = PH x L x Mh = Distributed Uplift: (U) = Pu x D x L = Dead Load: (W) = ((Rd + Fd) x (D x L)) + (2 x H x Wd x (D + L)) _ Overturning Moment: (Mo) Mo H x ((Mh / 2) + C) + (U x (MRS / 2)) = Qty of Anchors to Resist Overturning Moment: (Ar) Ar=((1.5xMo) -(Wx(MRS /2))/(AcxMRS) = 10.17 ft 12627 Ibs 15246 Ibs 14833 Ibs 122629 Ibs-ft 7.37 say 8 (6 Transverse & 2 Longitudinal) BUILDING DOOR THRESHOLD BY OTHERS - LANDING SET TO FINISHED FLOOR OR ADJUSTED TO ASSURE MAXIMUM THRESHOLD HEIGHT IS NOT MORE THAN 1/2" HIGH 1'-0" MINIMUM 2'-0" MIN. HANDRAIL EXTENSION SITE ACCESS/GRADING TO q REQUIRED STEPS BY OTHERS - HEIGHT OF C" FIRST RISER TO BE 7" (+/- 3/8" ) v 4 STEPS - UP SITE ACCESS/GRADING TO RAMP BY OTHERS - CHANGE FROM RAMP TO SITE SURFACE TO BE NOT MORE THAN 1 /2" VERTICAL CHANGE IN ELEVATION 1'-0" MIN. HANDRAIL EXTENSION — 1'-0" MIN. BY OTHERS j 12'-0" 1'-0" 42" HIGH GUARD RAIL SHOWN SHADED — ENLARGED PLAN w/ TYPICAL DETAILS SCALE: 1 /4"=1'-0" OPTIONAL K STEPS AND LANDING NIN, I I o I I I I I I I I I I I I L_L_LJ 0 PLAN OPTION B AS EXAMPLE LANDING ASSEMBLY TO BE SECURED TO THE BUILDING/TRAILER WITH MINIMUM #8 WOOD SCREWS @ 2'-0" O.C. 6 3 S1 S1 c.i GUARD RAIL BEGINS BELOW 30" ABOVE FINISHED GRADE RAMP UP - SLOPE 1:12 MAX 1'-0" MIN. HANDRAIL �4EXTENSION (D CD 2 °O S1 TYPICAL CONTINUOUS 36" HIGH HANDRAIL FULL LENGTH OF RAMPS AND LANDINGS RAMP UP - SLOPE 1:12 MAX q 26'-0" (MAXIMUM RUN 30'-0") 6'-0" LANDING GENERAL NOTES: 1. MAXIMUM RAMP AND LANDING CROSS SLOPE TO BE NOT MORE THAT 2% (1 IN 50). 2. GUARD RAILS AND/OR WALL ADJACENT TO HANDRAILS SHALL BE FREE OF ANY SHARP OR ABRASIVE ELEMENTS OR EDGES EDGES. 12'-0" OR AS REQUIRED (30'-MAX) `� %BUILDING/TRAILER BY OTHERS BUILDING/TRAILERBY OTHERS o° 8' o° OPTIONAL 4' N STEPS l i o ED LANDING RAMP 2 o I i i i LANDING UP - SLOPE 1:12 MAX I I I I z � IIII z Q RAMP 1 J o o RAMP 1 UP - SLOPE 1:12 MAX UP - SLOPE 1:12 MAX AS REQUIRED (30'-0" MAX) 6'_0" AS REQUIRED (30'-0" MAX) %BUILDING/TRAILER BY OTHERS OPTIONAL STEPS N I I 1 0— I LANDING I I I I I I I I L_L_I_J_ RAMP 1 UP - SLOPE 1:12 MAX OPTIONAL STEPS - OPTION 1 r-r-�-�- I I I I o I I I I I i i I I I I I I ------- I I L------ I OPTIONAL STEPS - L------ j OPTION 2 -_ L______-1 H OPTIONAL STEPS - OPTION 1 r-��-�- I I I I o l I I I I i i I I I I I I L_LJ_J_�_______ I I OPTIONAL STEPS - L------ J OPTION 2 -' L______J AS REQUIRED (30'-0" MAX) 12'-0" OR AS REQUIRED (30'-MAX) RAMP 2 UP - SLOPE 1:12 MAX 12'-0" OR AS REQUIRED (30'-MAX) RAMP 2 UP - SLOPE 1:12 MAX BUILDING/TRAILER BY OTHERS OPTIONAL STEPS - OPTION 1 I I I I I o I 9 I i i i LANDING ES I I Z co r------, Q L------ I o L------J L____ J OPTIONAL STEPS - OPTION 2 6'-0" 4'-0" TYPICAL RAMP/LANDING CONFIGURATIONS 0 N RAMP 2 UP - SLOPE 1:12 MAX AS NOTED (30'-0" MAX) 0 � o - z z ao Q J 0 6'-0" 8'-0" N LANDING zo 4'-0" 0 ww O Z Cn a E OPTIONAL BUILDING/TRAILER BY OTHERS j STEPS - OPTION 1zo LANDING LENGTH AND WIDTH AS REQUIRED BY OWNER I I I I I I I I L_LJ_J_ co 0 BUILDING/TRAILER BY OTHERS % LANDING OPTIONAL STEPS - o OPTION 1 r-r�-�-1 I I I I I I I I I I o I I I I I I I i i i 1 I I I I I BUILDING/TRAILER BY OTHERS j LANDING ............... ------- OPTIONAL STEPS - L______-1 OPTION 2 V OPTIONAL STEPS - OPTION 2 OPTIONAL STEPS - OPTION 2 I I I o I I I I I I I I I I I I I I I I I I I I LANDING RAMP 1 LANDING IF REQUIRED RAMP 1 UP - SLOPE 1:12 MAX P - SLOPE 1:12 MAX 6'-0" AS REQUIRED (30' 0" MAX) g _p" AS REQUIRED (30' 0" MAX) 0 LANDING AND STEPS BY OTHERS 1 1 i I I I I I I LL_L_LJ_J L----------J 0 Q Roe t� s4" C r civil. OPC.p'o' 9/20/18 �.t Expires: 06/30/20 131 Pine Forest Drive Locust, NC 28226 704.525.6284 Fax: 74.525.8529 Email: jwintz@quick-deck.com L cz C: cz VJ wimma co o 1 CO (n o co C Y U O Q � � Z 1 U � N -0 �U 0 0 Revisions: 1Q SEPTEMBER 11, 2018 Proi. No.: Date: March 7, 2018 Sheet Name: Table of Contents - General Notes - Typical Layouts - Enlarged Plan SCALE: 3/16"=1'-O" SMO 0 M 1-1/4"x1-114" GALVANIZED STEEL HANDRAIL -PERIMETER 5" 1-1/4"x1-1/4" GALVANIZED STEEL NEWEL POST 5/8"x5/8" GALVANIZED STEEL BALUSTERS @ LESS THAN OR EQUAL TO 4" OC MAX (SEE GENERAL NOTE 6) GV 15 0 M (V 1-1/4"x1-1/4" GALVANIZED STEEL BOTTOM RAIL 1-1/4"x1-1/4" GALVANIZED STEEL HANDRAIL (SEE GENERAL NOTE 7) 5/8"x518" GALVANIZED STEEL 15 BALUSTERS @ 4" OC MAX (SEE GENERAL NOTE 6) 1-1/4"x1-1/4" GALVANIZED STEEL NEWEL POST 5 1-1/4"x1-1/4" GALVANIZED STEEL S1 BOTTOM RAIL �r 1-1/4"x1-1/4" GALVANIZED STEEL HANDRAIL -PERIMETER 5" 1-1/4"x1-1/4" GALVANIZED STEEL GUARD RAIL 1 1-1/4"x1-114" GALVANIZED STEEL 4-3/8" SPHERE WILL NOT NEWEL POST PASS TROUGH GUARD RAIL 5/8"x5/8" GALVANIZED STEEL BALUSTERS @ LESS THAN OR EQUAL TO 4" OC MAX (SEE 15 GENERAL NOTE 6) (V 0 M 04 (V LS_ 1/4"x1-1/4" GALVANIZEDEEL BOTTOM RAIL - 16 GAUGE PREFORMED GALVANIZED STEEL SLIP O RESISTANT DECK PAN 16 GAUGE GALVANIZED STEEL DECK FRAME v 2 1-1/2"x1-1/2" GALVANIZED STEEL ADJUSTABLE SUPPORT LEG TYPICAL RAIL SECTION SCALE: 3/4"=1'-0" 16 RAMP SLOPE 1:12 MAXIMUM 6'-0" 10 0 GUARDRAIL V-0" MIN. HANDRAIL EXTENSION FROM EDGE OF RAMP/STEP - W 6� TYPICAL ELEVATION SCALE: 1/4"=1'-0" 7MMIL FINISHED GRADE BELOW RAMP MAY VARY EQUAL TREADS @ 11" TO 12" DEEP 1 112" 1-1/4"xl-1/4" GALVANIZED STEEL GUARD RAIL 1 \ 4-3/8" SPHERE WILL NOT PASS TROUGH GUARD RAIL 1-1/4"x1-1/4" GALVANIZED STEEL GUARD RAIL SUPPORTED AT EACH NEWEL POST O 16 GAUGE PREFORMED GALVANIZED STEEL SLIP O RESISTANT DECK PAN 16 GAUGE GALVANIZED �C STEEL DECK FRAME 2 1-1/2"x1-1/2" GALVANIZED STEEL ADJUSTABLE SUPPORT LEG TYPICAL RAIL SECTION SCALE: 3/4"=1'-0" 7 4 2 ------- - - - - - - - - - - - - S2 = `0 24 I oII I I FINISHED FL R II I I � bo j w N % Cn I 1 � I - - - ------------ — 1 5 4 SEE DRAWING S-2 FOR OPTIONS FOR GROUNDING THE RAMP FRAME. 1-1/4"x1-114" GALVANIZED STEEL HANDRAIL-PERIMETE" 1-1/4"x1-1/4" GALVAN12 STEEL NEWEL POST 5/8"x5/8" GALVANIZED BALUSTERS @ LESS OR EQUAL TO 4" OC N (SEE GENERAL NOTE 15 I 1-1/4"x1-1/4" GALVAN12 STEEL BOTTOM RAIL 16 GAUGE PREFORMED O GALVANIZED STEEL SLIP ,3 RESISTANT DECK PAN 16 GAUGE GALVANIZED STEEL DECK FRAME 2 1-1/2"x1-1/2" GALVANIZED STEEL ADJUSTABLE SUPPORT LEG TYPICAL RAIL SECTION NOTE: CODE 2016 CBC ALL STAIR TREADS TO HAVE SMOOTH, ROUNDED OR CHAMFERED EXPOSED EDGES AT NOSING. THE RADIUS CURVATURE AT THE LEADING EDGE OF THE TREAD SHALL BE NO GREATER THAN 1/2" (PER CBC 11 B-504.5). THE NOSING SHALL NOT PROJECT MORE THAN 1-1/4" PAST THE FACE OF THE RISER BELOW (PER CBC 11 B-504.5). RISERS SHALL BE SLOPED OR THE UNDERSIDE OF THE NOSING SHALL HAVE AN ANGLE NOT LESS THAN 30 DEGREES FROM THE VERTICAL (PER CBC 11B-504.5) SEE DRAWING S2 FOR X MATERIAL INDEX KEY BASIS OF DESIGN 1. PLATFORM DESIGNED FOR 200 MPH WIND 2. PLATFORM DESIGNED FOR SEISMIC 330%, S1=100%G MAXIMUM 3. HANDRAIL DESIGNED FOR 50 P/LF OR 200 LBS LATERAL LIVE LOAD AT ANY POINT 4. HANDRAIL DESIGNED FOR 100 P/SF LIVE LOAD TYP. STAIR SECTION ® HANDRAIL/GUARDRAIL SCALE: 3/4"=1'-0" @ HANDRAIL % SCALE: 3/4"=1'-0" 1-1/4"x1-114" GALVANIZED STEEL HANDRAIL (SEE GENERAL NOTE 7) 5/8"x5/8" GALVANIZED STEEL 15 BALUSTERS @ 4" OC MAX (SEE GENERAL NOTE 6) 1-1 /4"x1-1 /4" GALVANIZED STEEL NEWEL POST 5 1-1/4"x1-1/4" GALVANIZED STEEL S1 BOTTOM RAIL CV o FINISHED FLOOR INTERMEDIATE LANDI 3 2 FINISHED GRADE BELOW RAMP 10 12 MAY VARY TYPICAL ELEVATION SCALE: 1 /4"=1'-0" 1- H 1-1 NE OSEE DRAWING S2 FOR 5/ MATERIAL INDEX KEY 15 G 1- N V-0" MIN. HANDRAIL 1_ EXTENSION 14 B w 0 1-1 HA GALVANIZED STEEL ANDRAIL (SEE GENERAL NOTE 7) 8"x5/8" GALVANIZED STEEL ALUSTERS @ 4" OC MAX (SEE ENERAL NOTE 6) GALVANIZED STEEL EWEL POST 1/4"x1 1/4" GALVANIZED STEEL OTTOM RAIL = 3 TYPICAL ELEVATION SCALE: 1 /4"=1'-0" .D STEEL 5" ;TEELBALUSTERS ERAL NOTE 6) D STEEL NEWEL D STEEL i- uZ x 1- uZ WALvANIZED STEEL 10 12 SUPPORT LEG w/ DIFFUSER BASE PLATE !_\ 16 GAUGE GALVANIZED STEEL DECK PAN 1-1/2"x1-1/2" GALVANIZED STEEL ADJUSTABLE SUPPORT LEG RAMP SLOPE 1:12 MAXIMUM FINISHED G DO MAY VARY 6'-0" INTERMEDIATE LANDING BELOW RAMP �OV ESSIpr1+ RAVe 9/20/ 18 Expires: 06/30/20 131 Pine Forest Drive Locust, NC 28226 704.525.6284 Fax: 74.525.8529 Email: jwintz@quick-deck.com L C: VJ co (n 00 N C Y O U � Q � Z � � N U � �U 0 0 Revisions: Proi. No.: Date: LT 1 March 7, 2018 Elevations and Details smi RAMP SLOPE 1:12 MAXIMUM FINISHED G DO MAY VARY 6'-0" INTERMEDIATE LANDING BELOW RAMP �OV ESSIpr1+ RAVe 9/20/ 18 Expires: 06/30/20 131 Pine Forest Drive Locust, NC 28226 704.525.6284 Fax: 74.525.8529 Email: jwintz@quick-deck.com L C: VJ co (n 00 N C Y O U � Q � Z � � N U � �U 0 0 Revisions: Proi. No.: Date: LT 1 March 7, 2018 Elevations and Details smi 0 Revisions: Proi. No.: Date: LT 1 March 7, 2018 Elevations and Details smi r.� C B A 4 r - 72.00 4 9 8 s, 3 o SECTION A -A 2 qB.W 3 2 2 D C ITEM NO. PART NUMBER DESCRIPTION QTY. I DF 46 LONG SIDE 2 2 DF4 SHORTSIDE 2 3 DF 45 CORNER STRAP 4 a CRESCO W X 6. A Rf WG. NO — QUICK -DECK C DECK FRAME 4-6 MAIN FRAME SHOP DRAWING - PART 2 SCALE: 1 /4"=1'-0" 22"X0.75"X0.75" IS ga. Angle Iron X2 O O 0 O O O O O 0 00000000000000000000 0000000fl 000fl Ofl 0fl 00 O O O 0 O O 0 O O O O 0 O O O O 0 O O 0 00000000000000000000 O O O O O 0 O O O 0 0 O O O 0 O O O 0 O O O O O 0 O O O O O O O 0 0 O O O O O 0 O O O O O O O O O O 0 O 0 O 0 0 O O 0 0 O O 0 0 0 0 O O O 0 O O O O 0 O O 0 O O O 0 O O O O 0 O O O O O O O O 0 O O O O 0 O 0 O O O 0 O 0 O O O O O O O O O O O O O 0 O 0 0 O O O 0 O O O O O O O O O 0 O 0 O 0 O O 0 0 O O 0 0 O O O O 0 0 0 0 0 0 0 0 0 o fl fl o 0 O O O O O 0 6 O 0 O 0 0 e 0 0 0 e 0 e 0 0 0 0 e 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o fl 0 0 a 0 e 0 e e 0 0 a e 0 0 a e o e 0 0 o fl 0°0°0°0°0°0°0°0°0°0° 0 O 0 O 0 0 fl O 0 0 O O 0 o 0 o O O O O O O 0 0 O O 00 O O °0°0°0°0°0°0°0°0°0°0 O O O O O O O O O O O O O O O O O O fl 0 O O O O O O O O O O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o 0 fl 0°0°0°O°O°0°O°O°0°0° O O O 0 O O 0 O 0 0 00ooa00c000000000000 Pierce & Emboss °°° Walking Surface °°°°°°°°°°°°°°°° Part AX4 o°°°°°°°°°o°°° °°°° Part BXI 0e0e0e0°0®0e 0 0 0 0 Oe0e0g 0 0 0 0 0 0 0 0 000 0 0 0 0 e e e e e e e e e e 0 0 0 0 0 0 0 0 0 0 0000000000000000000 0 0 0 0 0 0 0 0 0 0000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0°0°0°0°0°0°0°0°0°0° 0 0 0 0 0 0 0 o 0 o O O O 0 fl 0 O 0 O O O O O O O O O O O O O O O O O O O O 0 0 O O 0 O 0 0 0 000000 00 0 00 0 0 O 0 O 0 O 0 0 0 0 0 0 o O O O O fl o 0 0 0 0 0 0 0 0000 0 0 0 0 0 0 0 0 0 0 0 0 O O O O O O O O O O O O O O O0 O O O O 23.685'' NAME oAE Little Idea LLC. DRAWN Heyward CHECKED 2/II)I1 ENG APPR. PROPRIETARY AND CONFIDENTIAL -MATERIAL MFG A— GV G90 G.A. THE INFORMATION CONTAINED IN THIS DRAWING IS 7HESOLE ------ FIN6H COMMENR: I Li I I DeckPan PROPERTY OF LBtle Idea LLC. ANY REPRODUCTION IN PART OR AS A WHOLE WITHOUT THE WRITTEN PERMISSION OF Uhle Idea LLC. N None Nan. PROHIBITED. DO NOT SCALE DRAWING SZE .13. NO. R v. A Assembly SCALE I'9 wEl., Ni:-3Y Ibs NE ET I OF I TYPICAL SURFACE PANEL SHOP DRAWING - PART 3 SCALE: 1 /4"=1'-0" TYPICAL SURFACE PANEL PHOTO - PART 3 SCALE: 1 /4"=1'-0" MATERIAL INDEXm COMPONENTS AND SPECIFICATIONS PART DESCRIPTION SIZE MATERIAL PART DESCRIPTION SIZE MATERIAL MATERIAL SPECIFICATIONS O WEDGE +e1x4e'w 12 GA Hot Rolled Steel 1 Q GUARDRAIL RAM 8Hx15L 12 " Hot Rolled Steel. 1"x1x.063 Steelel Tube STEEL O MwAINFRAME —SEE 4/S2 n•1.,F4e•w P� GA Hot Rolled Galvanized Steel G U 4e•�xe•wx4•H Galvanized Steelel G 1 FRAME SPACER 72�.e'w.4RF GA Hot Rolled Tubing ASTM 500. Flat, hot rolled, both clean and galvanize washed. PLYWOOD 3/4" APA rated, structural -%"• Surfaced with a two part epoxy and 030 silica sand. FASTENERS 7/6'x1"x2" Grade #2 plated. EMBOSSED SURFACE PANEL 72 rw 16 GA Hot Rolled 4e l arw Galvanized Steel, Y2" #16 3 — SEE 2/S2 Standard Expanded Metal BOLT SET e ' '"fe" Stainless Steel O 2' + ® STRINGER SECTION Ed r %"AYr"x.063 Steel Tube, 7/16-14 Nut <> GROUND PAD M Greenwood I PAINT (RAIL, FRAME)_ Ellis industrial enamel. Used as protective coating on rails and frames. PAINT (SURFACING) 5 O STAIR TREAD 44 W 12' 12 GA Hot Rolled Steel GROUND SPIKE 12' r Steel Rebar w/ washer stop welded to top end of bar Devon 2 part epoxy (#2901) WELDS All welds conform to criteria set forth by the American Welding STANCHION 4er 42i1 1Y4 x1Y4"x.063 Steel Tube POST CAP + + Plastic Polymer Society. I © o J8i1 GUARDRAIL STANCHION 142H 1 W OCM 1Y4"AY4%.063 Steel Tube ® STAIR RAIL ' + M4"AY4%.063 Steel Tube, Tube, 1 g O STANCHION EXTENSION 18'H T°ld 1"xl"x..063 3 Steel Tube, 1'x1"x.063 Steel Tube 16-14 NutSteel SURFACING CORNER 2 wx2 16 GA Hot Rolled Steel, J¢"x.063 Steel 5 CAP 1 OSCREW JACK LEG 1x"x13¢"x.063 Steel Tube Tube be 1 SPEED LEG 7/16—"x.063 Steel Tube, 7 16-14 Nut SYSTEM COMPONENTS PEI LEG FOOTINGS Refer to S-2 for "Foundation Options" and to S-3 for anchoring. HANDRAILS & GUARDRAILS Rails come in 2', 4', and 6' lengths. All railing is designed to take 200 18X TUBE LEG 1Y4%1Y4"x.063 Steel Tube lb. lateral load in any direction. Handrails are fastened 36" above the 11 a LEGS finished ramp/deck surface. Guardrails are fastened 42" above the sH Legs come in increments of 12" up to 8 ft. and have 12" of adjustability. Legs are 1 Y2"x1 X" tubing with a .063 wall. The legs finished ramp/deck surface. Guardrails are to be installed at all locations where the ramp, landing, or deck is more than 30" above DIFFUSER 4'U4'W 12 GA Hot Rolled Steel lock into the frame and adjust to the ground or slope required using grade. O 12 4Yx2 w a pressure lock system. SCREW JACK LEGS Screw Jack Legs are adjustable and require no safety features. Used WEDGE The wedge is a 12 gauge steel transition piece between the ground and the first mainframe. It has anon —slip surface composed of a two—part JACK SCREW SIN1" Diameter Stainless for deckin under 8" high. g 9 epoxy and .030 silica sand. 13 5H All —Thread Screw FRAMES Frames are welded together. Multiple frames are bolted together to STAIRS All steel components. Stair sections are 44" wide. Each riser is 7" high. 14 ENTRY RAIL 13Y Rd ' 1Y4"x1Y4"x.063 Steel Tube, %"x%"x.063 Steel Tube, create a ramp segment and/or deck. Frames come in three sizes: 48"x48", 48"x72", and 72"x72". Parts are pre —galvanized 16 gauge. Each tread is 12" deep. 36" high handrails are provided with a Iambs —tongue return at the entrance. All treads are surfaced with a 7/16-14 Nut Cross beam centers are 30" or less. non —slip surfacing. The only tread that is adjustable is the bottom SPACERS tread. If closures for the step are needed, please specify prior to installation. Ideally, the height of the structure would be a multiple of 21 HANDRAIL 14 x1Y4"x.063 Steel Tube, Spacers bolt to the main frame. Pre —galvanized 16 gauge. Spacers 7". Thus, a platform height of 42"=6 risers & 5 treads. 45 U^ ' 1 WX%*x.063 Steel Tube, come in two sizes: 6"x48" and 6"x72". Spacers make it possible to 89 Mil M. x c lm 7/16 —14 N Nut separate the leg in a switchback configuration and create odd size landings. BOTTOM RISER Customer is responsible for the height of the bottom tread of the 1 RAIL RAM Hest 12 GA Hot Rolled Steel, 1"x1"x.063 Steel Tube Quick —Deck stair system. If the height doesn't fall as a multiple of 7" (ex: 14", 21", 28"), you will have to dig away or build up the ground to make the bottom tread 7" high. 1 GUARDRAIL 18•Lx18"H 14%14%.063 Steel Tube, 1 "x1 "x.063 Steel Tube, 21'U18•H 45Une•H 7/16-14 Nut 891A,"H PLASTIC GROUND PAD CUT SHEET all o FOR — aP?nu'o CaWmili ials Largest 1lamillh #ured Housing Supplier Ph. 951.874-4011 - Fax 951-574-5i20 • WMm.sedcopler-com 33370 Mission Trail - wfidcrmalr, CA 93595 Pad Allowable Loads Pad ll Ominal Pad capacity) CapaW Diameter ISM pat %0 3000 psf soil Pad IdentiEEcatian (in- 10 81 1 Model #16 Pad capacity is hrmiFid by file lemer pr the foR o+ -ng soil mpacity, bed at 3144n. defiecnorl 2 Pad candy is lilI to snit capflcay Characteristics Density 1.13gicrrls $tli'Flness 535,1054 psi Uod Imps 0-95 Gardner Impact 164 in--Ib Sanefts: • UV Stable - F_asy lnstalla#fon Saves fim & labor St€cxngand durable T�r� • Eliminates defle-cWn ' III from 100% recycled rnlatwials • Resists most herbicwdes and pesticides - Replaces corw, ete • Light might saves on shipping & handling a Wwty 4 ]f6 16' pad "'"" GALVANIZED STEEL E SUPPORT LEG BASE PLATE ER PLASTIC GROUND PAD - CTURED BY SEDCO PIER rTACHED CUT SHEET) LESS THAN 4" BUT MORE CK �., STONE BASE I1-1/4"x1-1/4" GALVANIZED STEEL CO ADJUSTABLE SUPPORT LEG 4"X4" STEEL BASE PLATE J a BASE OPTION A d.a CONCRETE PAVEMENT 4" OR THICKER EARTH OR STONE BASE BASE OPTION B FOUNDATION BASE OPTIONS SCALE: 3/4"=1'-0" SEE DRAWING S2 FOR X MATERIAL INDEX KEY •1/4-- UALVANILtU J I ttL 'ABLE SUPPORT LEG FEEL BASE PLATE METER PLASTIC GROUND PAD - UFACTURED BY SEDCO PIER E ATTACHED CUT SHEET) .TIC PAVEMENT, EARTH vrx a I vNE BASE ��QF E=SSlpAEr oft RAV Gt�t 9/20/ 18 Expires: 06/30/20 131 Pine Forest Drive Locust, NC 28226 704.525.6284 Fax: 74.525.8529 Email: jwintz@quick-deck.com O�/'� W O N l W U O ■ Z l U � C� w5 O 0 Revisions: Proi. No.: Date: AL--1 LI-.__-- March 7, 2018 Foundation Base Options Structural Notes and Material List S=2