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Home My WebLink About1950 CALLE BARCELONA; ; CBC2017-0617; PermitCity of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Print Date: 01/02/2018 Commercial Permit Permit No: CBC2017-0617 www.carlsbadca.gov Job Address: 1950 CaIIe Barcelona Permit Type: BLDG-Commercial Work Class: Tenant Improverient Status: Closed - Finaled Parcel No: 2550121500 Lot #: Applied: 11/22/2017 Valuation: $0.00 Reference #: DEV2017-0047 Issued: 12/27/2017 Occupancy Group: Construction Type: Finaled: # Dwelling Units: Bathrooms: . Inspector: TFaZ Bedrooms: Orig. Plan Check U: Plan Check U: Project Title: LA COSTA GLEN CENTRAL PLANT EXPANSION Description: LA COSTA GLEN: INSTALL OF TEMPORARY OFFICE IN EMPLOYEE PARKING LOT Owner: CONTINUING LIFE COMMUNITIES CHC LLC / 1940 Levante St CARLSBAD, CA 92009 BUILDING INSPECTION FEE $65.00 BUILDING INSPECTION FEE $65.00 MANUAL BUILDING PLAN CHECK FEE . $260.72 Total Fees: $390.72 Total Payments To Date: $390.72 Balance Due: $0.00 PIése take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. 11 IThE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: DPLANNING DENGIPIEERING 0 BUILDING DFIRE DHEALTH DHAZMATIAPCD I Building Permit Application Plan Check No.&,() fl 1 Est. Value City of 1635 Faraday Ave., Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Ccirlsbad Plan Ck. Deposit - email: bufldingcartsbadca.gov Date H Ir.. QIJ 1 Iswppp I www.carlsbadca.gov JOB ADDRESS - - - - - 1950 Calle Barcelona SWTE#/SPAcE#/UNIT#_ - APN CT/PROJECT # LOT # PHASE # # OF UNITS # BEDROOMS A BAThROOMS TENANT BUSINESS NAME - TYP CONSTR. E I DCC. GROUP - Continuing LifeF I I - r DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) - 48'x 60' Mobile Office Building, office space, I conference room, and 2 bathrooms. Built offsite, flvered and installed in the upper parking lot on Calle Barcelona. - To be use for temporary office space during expansionconstruction of engineering building at La Costa Glen.- OUSTING USE - - GARAGE (SF) PATIOS (SF) DECKS(SF) FIREPLACE AIRCONDITI ONING FIRESPRINKLERS Parking lot ]PROPOSEDUSE Temp office trailers - vEsD#. NO YES NOD 'YES[:] NO[—] .. APPLICANT NAME - Kavin Ward PROPERTY OWNER NAME r 3'11Y'.&P'Th - ADDRESS --. . - .-. - ADDRESS 1991 Lancewood_Lane CITY .-- - STATE........ ZIP Carlsbad. CA92OO9 .PHONE..__ . __. -. STATE . - ..L. 760-704-1000 FAX. 7604443088 PHONE,.._. : FAX EMAIL. _._-_._..- .. ..- . . - •...._-_EMAIL wardklacostaglen.com . DESIGN PROFESSIONAL - . -. CONTRACTOR BUS. NAME.- Z-Man Construction ADDRESS . - . . . .. . . .. ADDRESS 1441 E Taylor St -- - . ... STATE --.-,--ZIP —, .. _...... i I Vista . , CA 11 1 92084 PHONE . . .. . . . FAX .PHONE FAX._ ... -. 760-814-7970 i. 760-631-0905 CITY ....... . STATE ZIP ....CITY EMAIL, - .. - ... . ._. - EMAIL travis@z-manconstruction.com - - . STATE L1C.#. CLASS - CITYBUS.LIC.#,_ ... .STATELJC.# : I (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the app!icant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractof s License Law {Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil oenaltv of not more than five hundred dollars 1550011. 1 14:.'•J 1 t'W.1 Workers' Compensation Declaration: ! hereby affirm under penalty of pe4u,y one of the following declarations: / I have and will maintain :certificate of consent to self-Insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurancecarrier and policy number are: Insurance Co. MIAM Employem Casualty Co. Policy No. BNUWCI39365 " Expiration Date 1125018. This section need not be completed if the permit is for one hundred dollars ($100) or less. F1 Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compnsation Laws of California. WARNING: Failure to secure workers' compensation coverage Is unlawful and shell subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (11,100,000), In addition to the cost of compensation, damages as pro Stlon 3706 e r code, Interest and attorney's fees. CONTRACTOR SIGNATURE ( NT DATE OWNER-BUILDER DECLARATION I hereby affirm that! am exempt from Contractor's License Law for the following reason: - [] I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such 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 he did not build or improve for the purpose of sale). [J I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). [] - I am exempt under Section _____________Business and Professions Code for this reason: - I personally plan to provide the major labor and materials for construction of the proposed property improvement. [—]Yes No I (have I have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name address! phone! contractors' license number): I plan to provide portions of the work, ball have hired the following person to coordinate, supervise and provide the major work (include name! address I phone contractors' license number): I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name! address! phone! type of work): ..PROPERTY OWNER SIGNATURE []AGENT DATE - da3iacj )wzi3 60 Is the apIt or!i,tMre building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 0125534 of .the' PresIey-p Hzer ardous Substance Account Act? El Yes 0 No , Is the applicant or future building occupant required to obtain a permit from the air pollUtion control district or air quality management district? I] Yes I] No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 Yes 0 No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. - - - I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (I) Civil Code). , Lenders Name Lender's Address . . o@Aii sDioaGei*,w Icertify that I have read the application and state that the above information is coned and that the information on the plans isaccurate. l agree to comply with all City ordinances and State laws mIabngt building construction. .1 hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT., OSHA: An OSHA permit is required for excavations over 50' deep and demolition or construction of shuchires over 3 stories in height - ' EXPIRATION: Every permit issued by the Building Official undr the provisions of this Code shall expire by limitation and become null and void tithe building or work authorized by such perfnitis not commenced within ' 180 days from the date of such permit or tithe buildinq orwork a orized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 106.4.4 Uniform Building Code). .'APPLICANT'S SIGNATURE DATE .• -, j ( - - .: - -- • 1• 1. • .: , . S' 1 . 5 - 4 - - . . . . . ,..1- _•.. 'S ..- • , . . - , . .• .. . . S. • . -4... . - 1. - - . . .'I • -, S.. , . S. S. ,•, - .3 44- 0 '•• . 0 - . S - I Permit Type: BLDG-Commercial Application Date: 11/22/2017 Owner: CONTINUING LIFE COMMUNITIES CHC LLC Work Class: Tenant Improvement Issue Date: 12/27/2017 Subdivision: CARLSBAD TCT#92-08 GREEN VALLEY Status: ' Closed - Finaled Expiration Date: 06/25/2018 Address: 1950 Calle Barcelona Carlsbad, CA 92009-8401 IVR Number: 7919 1 Scheduled • . Actual' . . Inspection Type - Inspection No. Inspection Status . . Primary Inspector . . S - •, Reunspection Complete - Date Start Date 01/02/2018 01/02/2018 BLDG-Final 044745.2017 Passed Tim Frazee Complete Inspection Checklist Item COMMENTS Passed ,_ •/••. . . .- :'-, I: BLDG-Building Deficiency . . .5 . Yes BLDG Mechanical Final Yes -.5' . . . •4 ••- • If • - -'- . -. S., • - 4 • .4 4ILS' . . '5 . • . , . , ., - . .. \. 5 . - • - 4, • - .5 .-- , -- • 5 .• p •• 4 1 '- + - 4 S I •. . -. F - -, -5 • - • 5 - S. -• . , - . • - ,_ '• . .+ '5 S ,, . ,•" - 5, '5+, -,.,'.•. -. . . • -'I - , s -- '.• . . . 5 ---t_,..( - •_ ..': ) '• . -5. 5 • .-.. .: .5 - - -.• - 5. 5.-- -E . ..- --, -5 5 •S -: - - r - S . .• - ,January 02 2018 1 Page lofl <" CITY or '€SBAD INSPECTION RECORD Building Division Id INSPECTION RECORD CARD WITH APPROVED PLANS MUST BE KEPT ON THE JOB L?1 CALL BEFORE a:oo pm FOR NEXT WORK DAY INSPECTION i• FOR BUILDING INSPECTION CALL: 7606022725 OR GO TO: www.Carlsbadca.ciov/Bulldlng AND CLICK ON "Request inspection" DATE., CBR20172872 1948 CALLE BARCELONA # TP IP: hEMP METER POLE (200 AMP) 11/29/2017 CBR20I 7-2872 YES NO IF MARKED "YES", IT IS REQUIRED PRIOR TO ANY CONSTRUCTION Date Inspector Notes STORM WATER PRECON MEETING REQUIRED 760-602-2725 Allow 24 hnurs - - IF MARI(ED "YES', APPROVAL REQUIRED PRIOR TO REQUESTING BUILDING FINAL •"•""' COPY OFCARO REOUIRED Fire Prevention 760-602-4660 Allow 48 hours Planning/Landscape .760.944-8463 Allow 48 hours CM&I (Engineering InspectIons) 760-438-3891 Call before 2 pm - T,r.t. ,.f Ivitn.ri.gn Tvoe of Insoection Date Inspector #31 0 ELECTRIC UNDERGROUND 0 UFER Date Inspector #11 FOUNDATION #12 REINFORCED STEEL #34 ROUGH ELECTRIC! LV CHARGER #66 MASONRY PRE GROUT #33 0 ELEC SERVICE #320TEMPORARY IJGROUT t:1 WALL DRAINS #35 PHOTOVOLTAIC #10 TILT PANELS #38 SIGNS #11 POUR STRIPS BLDG. FINAL #11 COLUMN FOOTINGS Date Inspector #14 SUBFRAME 0 FLOOR 0 CEILING _ ROOFSHEATHING #41 UNDERGROUNDDUCTS&PIPING #16 _ EXT. SHEAR PANELS #44 0DUCT&PLENUM 0REF.PIPING #13 _ INSULATION #43 HEAT-AIR COND. SYSTEMS #16 _ EXTERIOR LATH .. BLDG-FINAL #18 lInsector __Date Inspector #17 INTERIORLATH&DRYWALL __ #81 UNDERGROUND(11,12,21,31) BLDG-FINAL __ r #82 DRYWAIL,EXT LATH, GAS TES(17,18,23) Date #83 ROOFSHEATING,EXT SHEAR (13,15) #22 0 SEWER & BL/CO 0 P1/CO #84 FRAME ROUGH COMBO (14,24,34,44) #21 UNDERGROUND DWASTE DWTR #85 T-Bar(14,24,34,44) #24 TOP OUT OWASTE OWIR BLDG- FINAL OCCUPANCY #27 TUB & SHOWER PAN Date Inspector 423 OGASTEST OGASPIPING A/SUNDEROROUND VISUAL #25 WATER HEATER A/S UNDERGROUND HYDRO 428 SOLAR WATER A/S UNDERGROUND FLUSH BLDG-FINAL A/S OVERHEAD VISUAL Date Inspector A/S OVERHEAD HYDROSTATIC #51 POOL EXCAV/ STEEL A/S FINAL #52 PLUMBING F/A ROUGH-IN #53 ELECJ CONDUIT! WIRING F/A FINAL #54 EQUIPOTENTIAI. BOND FIXED EXTINGUISHING SYSTEM ROUGH-IN 055 PREPLASIER/ FENCE/ ALARMS - FIXED EXTING SYSTEM HYDROSTT1c7EST #57 GUNITE FIXED EXTINGUISHING SYSTEM FINAL BLDG-FINAL MEDICAL GAS PRESSURETEST MEDICAL GAS FINAL REV Sill - - SEE BACK FOR SPECIAL NOTES EsGil A SAFEbUi1tCompany DATE: 12/21/2017 LI APPLICANT Li JURIS. JURISDICTION: City of Carlsbad PLAN CHECK#.: CBC2017-0617 SET:! PROJECT ADDRESS: 1950 Calle Barcelona PROJECT NAME: Mobile Office Building S The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact peson. The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Email: Mail Telephone Fax In Person . REMARKS: Plans sent back to the city per Mike. By: David Yao Enclosures: EsGil re 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 EsGil A SAFEbuittCornpany DATE: 12/13/2017 JURISDICTION: City of Carlsbad O APPLICANT RI S. PLAN CHECK #.: CBC2017-0617 PROJECT ADDRESS: 1950 Calle Barcelona PROJECT NAME: Mobile Office Building SET: I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. LII The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Kavin Ward EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Kavin Ward Telephone #: 760-704-1000 Ca te coZphone cted:\V 3 (b.) Email: ward klacostagIen.com 'ail Fax In Person REMARKS: By: David Yao Enclosures: EsGil 12/6 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 City of Carlsbad CBC2017-0617 12/13/2017 PLAN REVIEW CORRECTION LIST 1 COMMERCIAL LAN CHECK#.: CBC2017-0617 OCCUPANCY: B TYPE OF CONSTRUCTION: VB ALLOWABLE FLOOR AREA: JURISDICTION: City of Carlsbad USE: office ACTUAL AREA: 2880 sf STORIES: 1 HEIGHT: SPRINKLERS?: ? REMARKS: DATE PLANS RECEIVED BY. JURISDICTION: 11/22 DATE INITIAL PLAN REVIEW COMPLETED: 12/13/2017 OCCUPANT LOAD: DATE PLANS RECEIVED BY ESGIL CORPORATION: 12/6 PLAN REVIEWER: David Yao FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the California version of the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National ( Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 2016 CBC, which adopts the 2015 IBC. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2015 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. City of Carlsbad CBC2017-0617 12/13/2017 Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. Provide total construction cost of the project. All sheets of the plans and the first sheet of the calculations are required to be signed by the licensed architect or engineer responsible for the plan preparation. California State Law. Provide a fully dimensioned site plan drawn to scale. Sec. 107.2. Include the following: Clearly dimension building setbacks from property lines, street centerlines, and from all adjacent buildings and structures on the site plan. Include the location of the proposed ramp. North arrow. C) Property lines/easements. Streets/alleys. Existing and proposed buildings and structures. 4 Provide a statement on the site plan stating: "All property lines, easements and buildings, existing and proposed, are shown on this site plan." 5 Show dimensioned parking layout, including any required disabled access spaces. Section 107.2. . ACCESSIBILITY 6. Provide notes and details on the plans to show compliance with the enclosed "Disabled Access" Review List. City of Carlsbad CBC2017-0617 12/13/2017 STRUCTURAL 7. Provide evidence to show the modular building is State of California approved commercial coach. . ADDITIONAL ;8 Provide site utility plan to show how the water, sewer and electrical service connect to the proposed mobile office? 9 The calculation provided shows ramp calculation. Provide construction plan of the ramp that match the calculation with engineer's stamp and signature. Include how the ramp been supported? Footing? To speed up the review process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly. describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: IJ Yes LI No The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact David Yao at Esgil. Thank you. DISABLED ACCESS REVIEW LIST DEPARTMENT OF STATE ARCHITECT TITLE 24 SITE PLAN REQUIREMENTS Show that stairways occurring outside a building comply with Section 11 B-504.4.1 as follows: (if applicable) a) The upper approach and all treads shall be marked with a strip of contrasting color as follows: ~2" in width. Placed parallel to and :51" from the nose of the step Or landing. The strip is required to be as slip resistant as the treads of the stairs. City of Carlsbad CBC2017-0617 12/13/2017 iv) A painted stripe will be acceptable, but grooves shall not be used to satisfy this requirement. b) Treads shall be: i) Smooth, rounded or chamfered exposed edges. ii) Have no abrupt edges at the nosing projecting 2:1 1/s past the face of the riser above. iii) Open risers are not permitted. ACCESSIBLE PARKING 2. Show that the accessible parking spaces are located, per Section 11 B-208.3.1 as follows: On the shortest possible route to an accessible entrance, when serving a particular building. On the shortest route of travel to an accessible entrance of a parking facility. Spaces are to be dispersed and located closest to accessible entrances where buildings have multiple accessible entrances with adjacent parking. 3. Show that accessible parking spaces comply with Section 11 B-502.2 as follows: Single spaces shall be 14' wide and outlined to provide a 9' parking area and a 5' loading and unloading area. This loading/unloading area may be on either side of the vehicle. When more than one space is provided, in lieu of providing a 14' space for each space, two spaces can be provided within a 23' area with a 5' loading zone between each 9'0" wide space. C) Each space is to be a minimum of 18' in depth. 4. At least one in every 6 accessible parking spaces (but not less than one) shall be served by an access aisle 8' in width and designated as VAN ACCESSIBLE, per Section 11 B-208.2.4. This loading/unloading area must be on the passenger side of the vehicle. Alternately, the parking stall may be 12' wide with the access aisle 5' wide. Section 11 B-502.3.4. 5. The words "NO PARKING" shall be painted on the ground within each loading and unloading access aisle (in white letters no less than 12" high and located so that it is visible to traffic enforcement officials). Section 11 B-502.3.3. 6. Ramps shall not encroach into any accessible parking space or the adjacent access aisle. Section 11B-406.5.1. 7. Show on the site plan that accessible parking space(s) are to be located such that a person with a disability is not required to travel behind parking spaces other than to pass behind the parking space in which they parked, per Section 11B-502.7.1. City of Carlsbad CBC2017-0617 12/13/2017 8. Show that a bumper or curb is to be provided, and located at each space, to prevent encroachment of cars into the required width of walkways, per Sections 11 B-502.7.2. 9. Show or note that the maximum slope of the parking surface at the accessible space and adjacent access aisle, in any direction, is :5 1:48, per Section 11 B- 502.4. 10. Show or note on the plans that the accessible parking spaces are to be identified by a reflectorized sign, permanently posted immediately adjacent to and visible from each space, consisting of: A profile view of a wheelchair with occupant in white on dark blue background. The sign shall ~!70 in.2 in area. When in the path of travel, they shall be posted ~:80" from the bottom of the sign to parking space finished grade. Signs may also be centered on the wall of the interior end of the parking space. Van-accessible spaces shall have an additional sign "Van-Accessible" mounted below the symbol of accessibility. In addition, the surface of each accessible space is required to be marked with the international symbol of accessibility. 11. Show, or note, that an additional sign shall also be posted in a conspicuous place at each entrance to off street parking facilities, or immediately adjacent to and visible from each stall or space. Section 11 B-502.8.2. The sign shall be ~!17" x 22" with lettering not :51" in height. Per Section 112913.4 required wording is as follows. '!Unauthorized vehicles parked in designated accessible spaces not displaying distinguishing placards or license plates issued for persons with disabilities may be towed away at owner's expense. Towed vehicles may be reclaimed at or by telephoning WALKS AND SIDEWALKS 12. If any proposed walks slope >1:20 (5%) they must comply with ramp requirements, per Section 11 B-402.2. 13. Walks along an accessible route of travel are required to be ~!48" minimum in width and have slip resistant surfaces, per Section 11 B-403.5.1, Exception 3. 14. The maximum permitted cross slope for walkways shall be 1:48, per Section 11 B- 403.3. 15. Show or note that any abrupt level changes will be :51/21 along any accessible route of travel. When changes do occur, they shall be beveled with a slope of ~1 :2. Level changes of :51/4" may be vertical. Section 11 B-303. City of Carlsbad CBC2017-0617 12/13/2017 NOTE: If level changes >1/2, they must comply with the requirements of ramps. 16. Show that a 60" x 60" level area is provided at areas where a door (or gate) swings toward the walk in the accessible route of travel, per Section 11 B-404.2.4. Show that the walk extends ~24" beyond the strike edge of the strike edge of any door (or gate) that swings toward the walk. 17. Show that walks with continuous gradients are provided with level areas ~!5'0" long at intervals of 400'0" maximum, per Section 11 B-403.7. 18. Show that a 36" wide detectable warning material is provided at boundaries between walkways and vehicular ways. Sections 11B-247.1.2.5 and 1113- 705.1.2.5. . PEDESTRIAN RAMPS 19. Show that any path of travel with a slope ~!1 :20 (5%) complies with pedestrian ramp requirements, per Section 11 B-402.2. 20. The allowable slope for an accessible ramp is :51:12 (8.33%), per Section 1113- 405.2. 21. The allowable cross slope at pedestrian ramps shall be :5 1:50 per ft (2%), per Section 11B-405.3. 22. Show or note that ramp surfaces will be slip resistant. Section 11 B-302.1. 23. Ramps shall have a minimum width of 48 inches, per Section 11 B-405.5. 24. Ramps shall be provided with intermediate landings where the rise is >30 inches. Section 11B-405.6. 25. Revise plans to show required landings at the top and bottom of ramps, per Section 11B-405.7. The bottom landing shall be ~72" in the direction of travel. The top landing shall be a ~!60" x 60". 26. Show that the required intermediate landing is provided, per Section 11 B-405.7.4 as follows: ~!60" long where the ramp does not change directions ~72" long where the ramp does change directions. City of Carlsbad CBC2017-0617 12/1312017 4tTir i ear W& 0Q0.t KU COC. OKTO LK00U. KG ONTO - 42 M RUS 00C' LKiWA, KOT M.4NUAW 0ZOKT1& oi,:€ a; E ic TO? PA1U L€€L PLAVOW.1 0011GM LE%rtL PL/i0J, (z) STRAIGHT PAMF Fui. P ME ÜG Mi& WMK GOOR S114NIGS 1*01 KU WJR CMTO L.KUKG. (!"TO 4 K. FtU 000? — -- K0TL MMUMA OC1.AL "0€0 -,"-,- ociAK:E OF EACM IRAUP AND FRW VARI ME --' 2— -I- _.--- ---- - - ,' ----- -----.---- ---.----.- ..- - -.----'----- t_-_ I ----- - - - ------- - TO? RATFORM ------- ------,--.--- _________ riM6Q/.iE LEVEL ?L4iiC: L -'--( 1EMA1t' 1tI?KO PkIU?M -- ---.----,-.-.- --..-.- (b) ?.? WIIM T??NK0 PL.T0 Revise plans to show the minimum required depth of landing where a door swings over the top landing. The minimum depth of the landing is required to be equal to the door width, plus 42", per Section 11 B-405.7.5. Plans shall show that the strike edge distances at doors comply with the requirements of Section 11 B-404.2, as follows: a) ~!24" at exterior ramps. Show handrails at each side of ramp(s) which are shown to be ~1 :20 (5%) in slope, per Section 11 B-505.2. Show that handrails are ~:1 ¼" but :52" in any cross sectional dimension. Additionally, show that the handrails are placed a ~:1W from any wall, per Section 11 B-505.7. Show or note that handrails meet the following requirements, per Section 11B-505 a) Are continuous. City of Carlsbad CBC2017-0617 12/13/2017 b) Are to be located ~!34" but :538" above the ramp surface. C) Extend ~!12" beyond both the top and bottom of the ramp. Extensions of handrails shall be in the same direction of the ramp runs. d) Ends are to be returned to a wall or walking surface. 32. Where the ramp surface is not bounded by a wall, the ramp shall comply with one of the following requirements, per Section 11 B-405.9.2: A guide curb a minimum of 2" in height shall be provided at each side of the ramp; or A wheel guide rail shall be provided that prevents the passage of a 4" sphere where the sphere is within 4" of the finish floor. 1? MIU. ej*l HIGH GLIDE: PAL EVAL TO SUIT WHER GLIDE C€tJL (bGUt€ PJL MIA 6,17) RAI L 0405.411L $ c1iF.l l j4J4ç r ThESE CI'A3 RM 4LLUSTATE 7 F E SP HCIFIEGEIENTS OF THESE REIGIZATrND AND iEHDECIWASANAID FOR IUItCI'1G Z-SGl AND O4SLUCT)iN FTCUFE 1115•27—&,IPS AND StDEW&U(S 33. Note that all wall surfaces, adjacent to handrails, will be free of sharp or abrasive elements, per Section 11 B-505.8 (i.e., no stucco). END OF DOCUMENT City of Carlsbad CBC2017-0617 12/13/2017 [DO NOT PAY — THIS IS NOTAN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK #.: CBC2017-0617 PREPARED' BY: David Yao DATE: 12/13/2017 BUILDING ADDRESS: 1950 Calle Barcelona BUILDING OCCUPANCY: BUILDING ' PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) mobile office ' 2880 estimate , ' 50,000 Air Conditioning Fire Sprinklers TOTAL VALUE 50,000 Jurisdiction Code Icb IBY Ordinance j Bldg. Permit Fee by Ordinance lw I Plan Check Fee by Ordinance Type of Review: LJ Complete Review I $401.10I I $260.721 Structural Only Repetitive Fee Repeats E Other Li Hourly Hr. @ * EsGil Fee I $228.631 Comments: Sheet 1 of 1 DESIGN CALCULATIONS FOR: COMMERCIAL MODULAR BUILDING' PAD/PIER/ANCHOR SYSTEM (TEMPORARY FOUNDATION SYSTEM) PROJECT: 48x60 MODULAR OFFICE BUILDING CONTINUING LIFE 1950 CALLE BARCELONA' CARLSBAD, CALIFORNIA 92009 NOV 14 2017 PREPARED FOR: dDesign Space ONE MODULAR BUILDINGS From Vision to Reality I On Time and On Budget 25212 MARGUERITE PKWY, SUITE 200 MISSION VIEJO, CALIFORNIA 92692 (949)334-0535 PREPARED BY: ACUMEN Engineering, Inc 12808 SOUTH 600 EAST, DRAPER, UTAH 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 ULT. WIND SPEED / 110 MPH, SPECTRAL RESPONSE. COLUMN SUPPORTS 9 EXPOSURE: ' EXP 'C' ACCELERATION: (Ss) , 1.5 g ANCHOR DESIGN 11 ALLOWABLE PAD . (Si) 0.6 g APPENDIX . A.01 BEARING CAPACITY: 1500 'PSF SITE CLASS: D Title to these calculations remains with ACUMEN ENGINEERING, INC. The information herein is for the sole use of DESIGN SPACE MODULAR BUILDINGS, INC. and shall be held confidential. Re-use or reproduction in whole or in part is prohibited. C&2.orIO&17 Acumen Engineering, Inc. JOB TITLE 48X60'CommercialModular' 12808 South 600 East d/f Anchor Design.. .. .Draper, UT 84020 JOB NO. __SHEET NO. 801-571-9877 CALCULATED BY DATE acumenengmsn.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: . S..- Roof= 0.0 hr Floor= 0.0 hr Building Geometry: Roof angle (9) . 0.25/12 1.2 deg Building length (L) 60.0 ft Least width (B) 48.0 ft Mean Roof Ht (h) 14.0 ft S Parapet ht above grd 0.0 ft • Minimum parapet ht 0.0 ft Live Loads: • Roof 0 to 200 sf: 20 psf 200 to 600 sf: 24 - 0.02Area, but not less than 12 psf over 6005f: 12 psf Floor: . . Typical Floor 50 psf • Partitions . 15 psf . Flexible or Dynamically Sensitive Structure Natural Frequency ('ii) = 0.0 Hz Damping ratio (13) = 0 /b= 0.65 /a= 0.15 Vz= • 92.9 N1= 0.00 R = 0.000 Rh = 28.282 q = 0.000 Re = 28.282 q = 0.000 RL = 28.282 q= 0.000 0.000 R= 0.000 G= 0.000 14.0 ft Riaid Structure 0.20 = 500 ft 15ff C = 0.20 go, 9V 3.4 L 427.1 ft 0.92 lz 0.23 G = 0.88 use G = 0.85 Acumen Engineering, Inc. 12808 South 600 East Draper UT 84020 801-571-9877 acumenengmsn.com JOB TITLE 48'x 60' Commercial Modular' Pad/Pier/Anchor Design JOB NO SHEET NO CALCULATED BY DATE_________ CHECKED BY DATE_________ Wind Loads: ASCE7-1O Ultimate Wind Speed 110 mph Nominal Wind Speed 85.2 mph -- Risk Category II Exposure Category C Enclosure Classif; Enclosed Building S lnterna5l pressure +1-0.18 Directionality (Kd) 0.85 Kh case 0.849 Kh case 2' - 0.849 ••I -I Type of roof Monoslope zji Topographic Factor xi). Topography Flat -. Hill Height (H) 0.0 ft H< 15ft exp C H12 H Half Hill Length (Lh) 0.0 ft Kzt=1 0 Lh 1-1)2 Actual H/Lh = 0.00 Use H/Lh = 0.00 Modified Lh = 0.0 ft ESCARPMENT From top of crest: x = 50.0 ft Bldg up/down wind? downwind V(z) ZA H/Lh= 0.00 K1 = 0.000 ri Speed-up x/Lh = 0.00 K2 = 0.000 x(upwind) •, x(downwind) z/Lh = 0.00 K3= 1.000 I • H/2 H At Mean Roof Ht -. Lh H/2 -11 V1 V2 V3) A - 1.00 " - - ' 2D RIDGE or 3D AXISYMMETRICAL HILL Gust Effect Factor Flexible structure if natural frequency < 1 Hz (T> 1 second). h= 14.0 ft However, if building h/B <4 then probably rigid structure (rule of thumb). B= 48.0 ft h/B = 0.29 Rigid structure /z (0.6h) = 15.0 ft G = 0.85 Using rigid structure default Acumen Engineering, Inc. JOB TITLE 48'x 60' Commercial Modular 12808 South 600 East Pad/Pier/Anchor Design Draper UT 84020 JOB NO. - - SHEET NO. 801-571-9877 CALCULATED BY DATE acumenengmsn.com CHECKED BY DATE_________ Wind Loads -MWFRSt6O'_(Low-rise Buildings) Enclosed/partially enclosedonly Kz = Kh (case 1) = 0.85 Edge Strip (a) = 4.8 ft Base pressure (qh) = 22.4 psf End Zone (2a) = 9.6 ft GCpi = +1-0.18 Zone 2 length = 24.0 ft Wind Pressure Coefficients CASE A CASE B 1.2 dog Surface GCpf wl-GCpi w/+GCpi GCpf w/- GCpi w/+GCpi 1 0.40 0.58 0.22 -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 0.27 -0.63 5 S 0.40 0.58 0.22 6 -0.29-0.11-0.47 1E 0.61 0.79 0.43 -0.48 -0.30 -0.66 2E -1.07 L0.89 -1.25 -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 061 0.79 0.43 6E -0.43-0.25-0.61 Ultimate Wind Surface Pressures (psf) 1. 13.0 4.9 -6.0 -14.1 2 -11.4 -19.4 -11.4 -19.4 3 -4.2 -12.3 -4.2 -12.3 4 -2.5 -10.5 -6.0 -14.1 5 13.0 49 6 -2.5-10.5 1E 17.7 9.6 -6.7 -14.8 2E -19.9 -27.9 -19.9 -27.9 3E -7.8 -15.9 -7.8 -15.9 4E -5.6 -13.6 -6.7 -14.8 5E. 17.7 9.6 6E -5.6-13.6 Parapet Windward parapet = 0.0 psf (GCpn = +1.5) Leeward parapet = 0.0 psf (GCpn -1.0) orizontal MWFRS Simnlc Diaphracim Pressures (DS Transverse direction (normal to L) Interior Zone: Wall 15.4 psf Roof -7.2 psf ** End Zone: Wall 23.2 psf Roof -12.1 psf ** Longitudinal direction (parallel to L) Interior Zone: Wall 15.4 psf. End Zone: Wall 23.2 psf ** NOTE: Total horiz force shall not be less than that determined by neglecting roof forces (except for MWFRS moment frames). The code requires the MWFRS be designed for a min ultimate force of 16 psf multiplied by the wall area plus an 8 psf force applied to the vertical projection of the roof. Windward roof overhangs 15.6 psf (upward) add to windward roof pressure WINDWARD OVERHANG WINDWARD ROOF [J...j LEEWARD ROOF VERTICAL TRANSVERSEELEVATION nI_ WINDWARD ROOF t I I I 7 1 1 LEEWARD R(F 07=77-ttt VERTICAL U20rZ$DNE2_J LONGTI'UD]NALELEVATION -. Acumen Engineering, Inc . JOB TITLE 48'x 60' Commercial Màdular - 12808 South 600 East Pad/Pier/Anchor Design - Draper, UT 84020 - JOB NO • - •. SHEET NO. 801-571-9877 . CALCULATED BY DATE____________ acumeneng@msn.com CHECKED BY . - DATE___________ Seismic Loads: ASCE 7- 10 . Strength LevelForces Risk Category: II Importance Factor (I): 1.00 Site Class : D - . - . Ss (0.2 sec) = 150.00 %g SI (1.0 sec) . 60.00%g - Fa = . 1.000 Sms =. .1.500 Sos = 1.000 Design Category = . D Fv = 1.500 Sm1 = 0.900 S01= 0.600 Design Category = D Seismic Design Category = D Number of Stories: - 1 . . . . . .. Structure Type: Light Frame . - Horizontal Struct Irregularities: No plan Irregularity Vertical Structural Irregularities: la ) 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) = 14.4 ft V See ASCE7 Section 12.2.5 for exceptions and other system limitations DESIGN COEFFICIENTS AND FACTORS V Response Modification Coefficient (R) = 4 Over-Strength Factor (00) = 2 - Deflection Amplification Factor (Cd) = 3.5 V SDS= 1.000 . 0.600 p = redundancy coefficient Seismic Load Effect (E) = P Q +1- 0.2S05 D . = p. OE 0.200D 0€= horizontal seismic force Special Seismic Load Effect (Em) = 0°0E /- 0.2SDS 0 = 2.0 0€ +/- 0.2000 0 = dead load PERMITTED ANALYTICAL PROCEDURES •• .• .. . V Simplified Analysis -Use Equivalent Lateral Force Analysis Equivalent Lateral-Force Analysis - Permitted V Building period coef. (Q-) = 0.020 • . Cu = 1.40 . V Approx fundamental period .(Ta) = Ch= 0.148 sec x= 0.75 Tmax = CuTa = 0.207 User calculated fundamental period (T) = 0 sec - Use I = 0.148 Long Period Transition Period (FL) = ASCET map = 4 V - Seismic response coef. (Cs) = S0sI/R = 0.250 need not exceed Cs= Sdii/RT= 1.015 . but not less than Cs = 0.5*S1I/R = V 0.075 . V . • USE Cs = : 0.250 V Design Base Shear V = 0.250W V Model & Seismic Response Analysis - Permitted (see code for procedure) V - ALLOWABLE STORY DRIFT Structure Type: All other structures Allowable story drift = 0.020hsx where hsx is the story height below level x SEISMIC LOAD EFFECTS FOR ANCHOR DESIGN (Simplified Design Procedure - ASCE 7-10) Input: Design Base Shear: (V) 0.250 W Calculations: Maximum Seismic Load Effect: Em = Wo(Qe) + 0 (Eq. 12.4-7) (no gravity loads on anchors) • Overstrength Factor: (Wo) = 2.0 Earthquake Load Due to Base Shear: (Qe) = V Em= 0.500W Seismic Load Effect: • E = p(Qe) + 0 (Eq. 12.4-3) (no gravity loads on anchors) Redundancy Factor: (p) = 1.3 Earthquake Load Due to Base Shear: (Qe) = V E= 0.325W Governing Earthquake Load: E = • 0.500 W 0 • Allowable Stress Design: • 0.7E (Section 2.4.1) Earthquake Load Used In Lateral Design: • 0.350 W Single Pad Configuration. Calculations: . Bearing Pad Capacity Calculations: . Species: P.T DF-L #2 Assumed Bearing Capacity: (Be) 1500 psf Cross Sectional Area: (Ap) . 16.9 in2 . . . . Section Modulus: (S) 4.2 in3 Pad Specifications .. (TO x (W) x (L.,)) Nominal: 2 x 12 x 24 Assume Load on Pad is Centered Actual: 1.5 x 11.25 x 24 Load Width on Pad: (Lw) 10 in Pad Cantilever: (C.,,) 7 in Lp - - F., = 900 x 1.2 x 1.25 x 0.8 = 1080 ps1 Lw () •. () (C) 1 1 1 1 1 • F' = 180 x 1.25 . x 0.8 = 180 psi flit t iii . UnifOrm Distributed Load: W = (B/ 144) x W 117 ph Maximum Moment: Mmax = 0.5 x W x C 2871 lbs Allowable Bending Stess: fb M../ SX, P 681 psi < F.,, . > OK in Bending . Maximum Shear: Vmax = Wx C • 820 lbs Allowable Shear Stess: fv = 1.5 x (Vma), I Ap) 73 psi < F > OK in Shear > Capacity of Each Pad is: 3000 lbs • - PAD/PIER SPACING Input Data: Roof Live Load: (RI) Roof Dead Load: (Rd) Exterior Wall. Dead Load: (Wd) Floor Live Load: (Fl) Floor Partition Load: (Fp) Floor Dead Load: (Fd) Module Width: (W) Sidewall Height: (H) Pad/Pier Capacity: (P) Calculations:. Weight of Exterior Wall: We = (Wd x H) Load Acting on Outside Chassis Main Rails: Wo = ((RI+Rd+FI+Fp+Fd)(W/2))+We Maximum Spacing of Piers on Outside Main Rails: S = P/Wa Load Acting on Inside Chassis Main Rails: Wi = ((Fl+Fp+Fd)(W12)) Maximum Spacing of Piers on Inside Main Rails: S = P/Wi 20 psf 6psf 5 psf 50 psf 15 psf 7 psf 11.83 feet 8.5 feet 3000 lbs 42.5 plf 622 plf 4.82 feet 426 plf 7.04 feet Column Support (END COLUMN): Input Data S * Tributary Width: (Tw) 11.83 ft End ColumnTributary Length: (Te) 30 ft Live Load: (LLr) 20 psf Dead Load: (DLr) 6 psf Calculations: Pad Capacity: (Cpad) 3000 lbs Pier Capacity: (Cpier) 6000 lbs Roof Tributary Area: Ar = 0.5 x Tw x Te • 355 sq. ft. Ar> 200 :. Live Load (LLr) is Reducible: 24 - 0.02Ar 17 psf Column Load: (Pe) = (LLr + DLr) x Ar 5 8128 lbs Qty of Pads: Npads = Pe I Cpad 2.71 Qty of Piers: Npiers = Pe / Cpier 1.35 Use (2) 6000 LB. ASYMETRIC PIERS (ONE EACH SIDE OF MODULE LINE). EACH PIER MUST HAVE (1) 2x12x24 SPREADER OVER (2) 2x12x24 BEARING PADS PLACED S TRANSVERSE TO SPREADER • Bearing Pad Capacity Calculations: Species: P.T DF-L #2 Actual Bearing Pressure: (B) Cross Sectional Area: (A?) B= 0.25Pe I((Wx L)/144) = 1084 psf Section Modulus: (S) Pad Specs (TO x (W) x (LP) Assume Load on Pad is Centered Nominal: 2 x 12 x 24 Load Width on Pad: (Lw) Actual: 1:5 x 11.25 x 24 Pad Cantilever: (Cr) F = 900 x 1.25 x 1.25 x 08 = 1125 psi (C0) (c1,) (Ci) F = 180 x 1.25 x 0.8 = 180 psi (C0) (Ci) Allowable Pressure: W = (B0] 144) x W0 85 ph 16.9 in2 4.2 in 3 , 12 in .6 in LP wd- I'll riiiiii Maximum Moment: Mmax = 0.5 x W x C 2 1524 lbs W Allowable Bending Stess: fb = Mmax I Sx, p 361 psi < F OK in Bending Maximum Shear: Vmax = W x C 508 lbs Allowable Shear Stess: fv = 1.5 x (Vm I As,) 45.2 psi < F - OK in Shear Assumed Bearing Capacity: (Bc) 1500 psf > B OK in Bearing Spreader Capacity Calculations: . . . Species: P.T DF-L #2 Actual Pad Pressure: (Pc) • Cross Sectional Area: (A?) 16.9 in P = Cbp / ((Wx 0.5LI144) = 2167 psf Section Modulus: (S) 4.2 in3 Pad Specs (TO x (WO X. (L?) 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: (C) • 7 in F = 900 x 13 x 125 OR = 1125 ni L -. -u . --- (C0) (cJ (C F' = 180 x 1.3 x 0.8 180 psi (CD) • (C) Allowable Pressure: W = (Pci 144) xW 169 ph Maximum Moment: Mmax = 0.5 x W x C 4149 lbs W Allowable Bending Stess: fb = Mmx I S,, p 983 psi < F • OK in Bending Maximum Shear: Vmax = W x C, 1185 lbs Allowable Shear Stess: fv. = 1.5 x (Vm 'A?) 105 psi . < F' OK in Shear ANCHOR DESIGN Input Data: Design Wind Pressure: (P) Seismic Load Factor: (SI) Roof Dead Load: (Rd) Floor Dead Load: (Fd) Exterior Wall Dead Load: (Wd) Roof Live Load used in Seismic Calculation: (RI) Partition I Fixture Load used in Seismic Calculation: (Pd) Floor Live Load used in Seismic Calculations: (Fl) Building Length: (L) Building Depth: (D) Building Area: (A). Exterior Wall Height: (H) Roof Depth: (R) Floor Depth: (F) Skirting I Foundation Height: (S) Miscellaneous Loads: (Ml) Calculations: Transverse Load: Base Shear Due to Wind: VwPx(R+F+H+512)xL Base Shear Due to Seismic: Vs = (SI)(((A)(Rd+Fd+Rl+Pd+Fl))+ ((L+D)x2xHxWd))+Ml) Governing Transverse Base Shear:(V) • • Longitudinal Load: Base Shear Due to Wind: VwPx(R+F+H+S/2)xD Base Shear Due to Seismic: (Vs) Governing Longitudinal Base Shear:(Vl) 16 psf 0.35 W 6 psf 7 psf 5 psf 0 psf 5 psf Opsf 60 feet 47.33 feet 2840 sq. ft. 8.5 feet 3 feet 0.67 feet 2.33 feet 2000 lbs iPAIt4l1 21784 lbs 21784 lbs ANCHOR DESIGN (cont.) Anchor Capacity: Lateral Load Resistance of Anchor/Strap Assembly: VL. 2962 lbs Ground Anchor Quantity: • In Each Transverse Direction: Nt = VNL 7.35 say 8 In Each Longitudinal Direction: Nt = VINL 7.35 say 8 Total Quantity of Anchors Required: 32 Anchors • .••. ADL.LJ IIiIILF'JL1' COMBINATION TIE-DOWNS . . NWADS' SINGLE I DOUBLE ITRIPLEWIDESDESW . . DESIGN &GENERALNOTES. :. aWINg 15 PSF (70 MPH EXPOSURE "C") CAC 1-25 and COMPLIES WITH THE 2016 CBC VuIt110MPHEP"C" - B014 15OO PSF *flM4 STRAP 3150# WORKING I OAD aSEISMIC ZONE 4 CAC T-25 AND 2013 CBC,. Ss=jj.Fa=j4.Soet4iSIte Class .Q. TIE DOWN STRAPS TO BE MIN 1 1/4" WiDE x 0029 THICKNESS ZINC PLATED AND MEET ASTM D-3953-Q7 * EARTH AUGERS . . . 2962 #. (TESTED TO 4750# MIN.) . - . .. *CRO$S.DRIvES . . 2962 #(TESTED TO 4750#MIN.) . . . * CONCRETE SLAB ANCHORS 1.390 # (CALCULATED) . . .. . . GENERAl. NOTES THE CHARTS SHOWN HEREIN-ARE FOR THE REQUIRED NUMBER OF TIE DOWNS ON THE SIDES OF THE . MANUFACTURED HOME. . . . . .• . . . TIE DOWNS ARE REQUIRED AT EACH CHASSIS BEAM, EACH END OF EACH TRANSPORTABLE SECTION •• . . . .. . OF THE MANUFACTURED HOME AND CAN BE ANY OF THE TYPES SHOWN HEREIN. . . . COMBINATIONS OF THE DIFFERENT TYPES OF TIE DOWNS CAN BE USED. . . • ... . : 4 IN THE EVENT AN EARTh AUGER CANNOT BE INSTALLED DUE TO AN OBSTRUCTION, USE OF CROSS DRIVE ANCHORS IS PERMITTED PROVIDED (2) CROSS DRIVES ARE INSTALLED FOR EACH EARTH AUGER THAT CANNOT BE INSTA1J.ED 5 FOR ALL TIE DOWN INSTALLATIONS, THE MFG'D HOME CHASSIS MEMBERS ARE SHOWN AS 'V BEAMS FOR ILLUSTRATION PURPOSES ONLY CHASSIS BEAMS CAN ALSO BE'C" SHAPED OR "RFC" SHAPED 6 END TIE DOWNS CAN BE LOCATED WITHIN 24" OF EITHER SIDE OF CHASSIS BEAM AXIS AS SHOWN . •.. . . . . .-. .•• CHASSIS BEAM - (ONE END TIE-DOVN MANDATORY ATEACH END OFT BEAM).: •. . . . 1 . . . . . .. .- 1. THE SIZES, TYPES, LENGTHS, ECT. OF MATERIAL. SHOWNHEREIN ARE MINIMUM, LARGER LONGER . . .• . . HEAVIER MATERIALS SUPPUED BY ABESCO MAY BE USED AT THE SAME SPACING .&. LOCATION SHOWN 8 PARTS ARE STAMPED ABESCO - - 9 THIS TIE DOWN SYSTEM CAN BE USED WITH 10' WITh 00" WIDE MANUFACTURED HOME 8ECTIONS 1 CHASSIS CENTERS PROVIDED THE HEIGHT FROM GRADE TO ? BOTTOM OF CHASSIS BEAM DOES NOT EXCEED 19" 10 TIE DOWN STRAPS IN THE LONGITUDINAL OR TRANSVERSE DIRECTION CAN BE BOLTED TO THE HITCH ATTACHMENT PLATE THAT IS WELDED TO THE CHASSIS BEAM ENGINEER APPROVAL STATE APPROVAL EGINEFRED TtFDOW\i SYSTEM A P P k 0 V 0 ••- ."'•Th • •. .,:. . Ap,j vc1 rt" lI-rn~' .rjvp v orn from of 5tae lavis a a stale,i Q i t Tt- * • ..• 4 • . .. .• • . • - LLffflL131 ktit i) - 3-1 This Ex ii . THIS flEOOV*4SYSTEM MEETS.ThE REQUIREMENTS . • . .... • . .. •. OF SECTION 1338.3 SUBSECTION(a) . .... • •. oAeIcIrtrmIIIITINIZ PKItNumagn ABESCO • • • 2150 BELL AVE SUITE 145 5851 FLORIN-PERKINS ROAD SACRAMENTO, CALIFORNIA 95838 • SACRAMENTO, CALIFORNIA 95828 • •. . -... -• • U. Oflfl .'O2 DQt • . • "RC It .. STRAP W/ BUC #601 30" T.D.A. A608 SPLIT aj & NLIT #604 CONCRETE SLAB ANCHOR w/ %"xZ" EXP. ANCHOR #616 STABILIZER PLATE END TIE DOWNS SEE CHART V SINGLE WIDE. EARTH AUGERS CROSS DRIVE ANCHORS CONCRETE SLAB ANCHORS MAX. LENGThOF MFGD HOME 16' , i MAX. LENGTH OF. , , ,, MAX. LENGTH OF esv en, n' VU ' ' MFGD HOME £ MFGD HOME MAX. NO. OF SIDE , . 1.. MAX. NO OF SIDE £ MAX. NO. OF SIDE TIE DOWNS £ J TiE DOWNS ' TIE DOWNS NOTE SIDE TIE—DOWNS:.MUST BE WITHIN 24' OF THE END OF THE CHASSIS BEAM END TIE—DOWNS CAN BE LOCATED WITHIN 24" OF EITHER SIDE OF CHASSIS BEAM ONE TIE—DOWN IS MANDATORY AT EACH END OF 'I'BEAM (SEE PAGE #1 GENERAL NOTE #6) IF SIDE WALL TIE—DOWN GROUND ANCHOR. LOCATION IS SUCH THAT THE ANGLE BETWEEN THE GROUND AND STRAP EXCEEDS 60 CONNECT THE TIE STRAP TO THE INSIDE CHASSIS BEAM ON DOUBLE AND TRIPLE WIDES AND THE OPPOSITE CHASSIS BEAM ON SINGLE WIDES 04 #502 48" T.D.A. #607 CROSS DRIVE ANCHOR 2) rL i9i #606 STEEL -ki ti *--Y4"R0D #614 STL....)ç STRAP 2 SIDE 7 END TIE-DOV1 #407 LOCK TOP OR #406 PIER BOLT-ON TOP CHASSIS woo #614 STL #60AP6 STEEL STR 4 CONCRETE SLAt 5 WET ANCHOR I - t.KV0a L/f'2VL. ILl.. I..#!vi' #407 LOCK TOP OR #408 PIER BOLT-ON TOP - SIDE TIE DOWN #806 STEEL STRAP ,- STEEL STRAP #608 SPUT SOLT & NUT -\L#6O7 CROSS DRIVE ANCHOR #616 STABIIJZER— ' (TYPICAL CROSS DRIVE WITH STABILIZER PLATE) INSTALLATION INSTRUCTIONS INSTALL CROSS DRIVE ANCHORS INTO SOIL AS SHOWN. ATTACH STRAPS TO CHASSIS BEAM' IN MANNER SHOWN. . . •. 3 INSERT STRAP THROUGH SPLIT BOLT, CUT OFF EXCESS STRAP AND THEN TIGHTEN BOLT UN T I L S T R A P I S S N U G CONTRACTORS WARNING: CHECK FIRST FOR UNDERGROUND UTILITIES. . CROSS. DRIVE ANCHORS ARE USED WHERE HARD OR ROCKY SOIL OCCURS, IF THE GROUND. SURFACE IS OTHER THAN ROCK OR MINIMUM 2" ASPHALT, INSTALL #616 STABILIZER PLATE. (STAB!UZER PLATES MAY BE PREWELDED 10 #607 CROSS DRIVE ANCHOR) OR INSTALL 12"x12"x12" CONCRETE BLOCK! NOTE: IF A CROSS DRIVE IS USED WHERE AN AUGER COULD BE USED (IN LOAMY TYPE SOIL), THEN TWO CROSS DRIVES MUST BE INSTALLED PROPERLY IN PLACE OF THE ONE TIE—DOWN. BOTH CROSS DRIVES MUST' B E STABIUZED AS SHOWN IN DETAIL "A". SEE PAGE #1. GENERAL NOTE #4. THIS PLAN MAY MUSED FOR MANUFACTUED HOMES. PLACES IN FEMAFLOOD HAZARD ZONES A, AE & AH, PROVIDED THE GROUND ANCHORS ARE THE #603 480:171,1).A. EARTH AUGERS UNDER FLOOR VENTS AT THE PERIMETER SKIRTING SHALL BE PLACED WITH THE BOTTOM OF THE VENT MAX 12" ABOVE THE UNDER FLOOR GROUND SURFACE CONCRETE TIE DOWN INSTALLATION INSTRUCTIONS' #604 DRY CONCRETE MUST BE A MINIMUM OF " THICK AND IN GOOD' CONDITION.' MINIMUM SLAB AREA OF EACH ANCHOR IS 28 SQUARE -FEET. DRILL PROPER SIZE HOLE IN SLAB, A MINIMUM OF 12" FROM ANY EDGE. #615 WET PLACE CONCRETE ANCHOR INTO WET CONCRETE. ALLOW CONCRETE TO PROPERLY DRY. ' CHASSIS CONNECTION ATTACH STRAPS TO CHASSIS BEAM IN MANNER SHOWN. INSERT STRAP THROUGH SPLIT BOLT, CUT OFF EXCESS STRAP AND THEN TIGHTEN BOLT UNTIL STRAP IS SNUG. (Y) -. ... •. .•., I... - - t. Sdiva,tore' R. Granata. RE C E. Phone: (678) 3673151 146 Lee Road 2012 ' Fax: (866) 815-4682 Cell 770 301-5817 I'rc_e nt Toll Free: (877)346-5126 . -O pel ika, - corn - STRUCTURAL .- .,;a,~DC A L C U LAT [ONS • 0 • • :. • Project No: J1JE MIN M W id e Ra m p C aI cuIations • 1 Rev 1 : - -. • For LA co5TtA~ - I t _ • - I: 3d2 Designed by: S. Granata RAY / jT54J / Date: 05/02/17 op CA110f - .• - H' -. • -. Expires 6I30I20 . • 0 Salvatore Ray Granata, PE, CE JOB TITLE 146 Lee Road 2012 Opelika, AL 36804 JOB NO. SHEET NO. 678-367-3151 CALCULATED BY SRG DATE 4/13/14 salgranata.com Salgranataatt.net CHECKED BY DATE Wind Loads: Ultimate Wind Speed Nominal Wind Speed Risk Category Exposure Category Enclosure Classif. Internal pressure Directionality (Kd) Kh case 1 Kh case 2 Type of roof ASCE 7-'10 200 mph 154.9 mph 11 Enclosed Building +/-018 0.85 0.849 0.849 Monoslope Viz Toorajhic Factor (Kzt Topography Flat Hill Height (H) 0.0 ft Half Hill Length (Lh) 0.0 ft Actual HILh = 0.00 Use H/Lh 0.00 Modified Lh = 0.0 ft From top of crest: x = 0.0 ft Bldg up/down wind? downwind H/Lh= 000 K1 = x/Lh = 0.00 K2 = ziLh= 0.00 1<3 = At Mean Roof Ht: Kzt = (1+K1K2K3)"2 (dwrv'ir1d) H< 15ft:exp C Kzt=1.0 ESCARPMENT V(z) z4 0.000 tySpeed-up 0.000 V(z) K(upwind) x(downwind) 1.000 1&L. H/21 IH 'I 213 RIDGE or 3D AXISYMMETRICAL HILL Gust Effect Factor Flexible structure if natural frequency < 1 Hz (1> 1 second) h = 10.0 ft However, if building h/B <4 then probably rigid structure (rule of thumb) B = 4.0 ft h/B 2.50 'Therefore, probably rigid structure fz(0.6h)= 15.0 ft - G = 0.85 Using rigid structure default Rigid Structure . Flexible or DynamicallySensitive Structure e = 0.20 Natural Frequency (rip) = 0.0 Hz 500 ft Damping ratio () 0 Zmj'n = 19 ft lb 0.65 = 0.20 /ci, = 0.15 go 3.4 . Vz = 108.9 L = -427.1 ft N1 = 000 Q = 0.97 R0 = 0.000 .. l 023 Rh — 28.282 q= 0000 h= 10,0 ft 091useG=085 R8 = 28.282 q= 0000 RL:= 28.282 ri =. 0.000 .9R 0.0,00 • . R= 0.000 G= 0.000 rt.s -, Page 2 of 50 Salvatore Ray Granata, PE, CE JOB TITLE - 146 Lee Road 2012 Opelika, AL 36804 JOB NO. SHEET NO. - - 678-367-3151 CALCULATED BY SRG DATE 4/13/14 salgranaia.com salgranataatt.nct CHECKED BY - DATE 'Wind Loads - MWFRS all h (Enclosed/partially enclosed only) Kh (case 2)= 0.85 h= 10.0 It GCpi= • +/-0.18 - Base pressure (q) = 73.9 psf ridge hi = 10.0 It G = • 0.85 -. - ., . Roof Angle (B) = 0.0 deg L= 20.0 ft - qi = qh Roof tributary area - (h/2)*L: 100 sf B = 4.0 ft . (h/2)'B: 20 sl Ultimate Wind Surface Pressures (psf) Surface .B/L Wind Normal to Ridge = 0.20 h/L = 2.50 . Wind Parallel to Ridge L/B = 5.00 •hIL = 0.50 Cp qGC wi+q1GC 1 w/-q1 GCpi Dist. Cp qGC WI +q1GC 1 wi -qGC91 - Windward Walt (WW) 0.80 50.2 see table below 0.80 50.2 see table below Leeward Wall (LW) -0.50 - 31.4 -44.7 -18.1 -0.20 -12.6 -25.9 0.7 Side Wail (SW) -0.70. -44.0 -57.3 -30.7 -0.70 -44.0 -57.3 -30.7 Leeward Roof (LR) Included in windward roof Windward Roof: 0 to h/2* -1.30 -81.6 94.9- -68.3 0 to hI2 -0.90 -56.5 -69.8 -43.2 > hi2 -0.70 -44.0 -57.3 -30.7 h/2 to h -0.90 -56.5 -69.8 743.2 h to 2h* -0.50 -31.4 -44:7 -18.1 **Roof angle < 10 degrees. Therefore, leeward roof *Horizontal distance from windward edge is'inclüded in windwardroof pressure zones. - For monoslope roofs, entire roof surfaCe is either windwardor leeward surface. Windward Wall Pressures at 'z" (psf) Combined WW + LW Windward Wall Normal Parallel ia z j Kz. Kzt. qGC wi+qGC, w/-qhGC I to Ridge to Ridge • h= 0 to 15' .0.85 . • 1.00 50.2 36.9 63.5 81.6 62.8 LW -S -' HOAALWPrDI " S.. - W NOTE: .ow '- See figure in ASCE7 for the application of full and partial loading of-thö 2boVé wind pressures. There are 4 different loading cases. •. . Parapet j Kz Kzt qp (ps • 0:O'It, 0.85' 1.00 0.0 . . Windward parapet 0 0 psI (GCpn = +1.5) Leeward. parapet: 0.0ps1' (G.Cpn.= -1.0) . WindWard-rbof overhang( add to windward roof pressure): 50.2 psf (upward) • . ' Page 3'of 50 Salvatore Ray Granata, PE, CE JOB TITLE 146 Lee Road 2012 Opelika, AL 36804 JOB NO. SHEET NO. 678-367-3151 CALCULATED BY SRG DATE 4/13/14 salgranata.com salgranataatt.net CHECKED BY DATE Wind Loads - MWFRS h!~,60 (Low-rise Buildings) Enclosed/partially enclosed only Kz = Kh (Case 1) = 0.85 - I Edge Strip (a) = 3.0 ft Base pressure (qh) = 0.0 psf h>B - cant use low-rise method End Zone (2a) = 6.0 ft GCpi = +/-0.18 Zone 2 length = 2.0 ft Wind Pressure Coefficients CASE A , CASE B O=Odeg . Surface GCpf w/-GCpi wl+GCpi GCpf w/-GCpi wI+GCp 1 0.4,0 0.58 0.22 . -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 -0.27 -0.63 5 0.40 0.58 0.22 6 V -0.29 -0.11 -0.47 1E 0.61 0.79 0.43 -0.48 -0.30 -0.66 2E 1.07 -0.89 -1.25 -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 .0.0 0.0 0.0 0:0 2 0.0 0.0 0.0 -. 0.0 3 0.0 0.0 0.0 0.0 4 0.0 0.0 . 0.0 0.0 5 0.0 0.0 6 . 0.0 0.0 1E 0.0 0.0 0.0 0.0 2E 0.0 0.0 0:0 0.0 3E 0.0 0.0 0.0 0.0 4E 0.0 0.0 0.0 0.0 5E 0.0 0.0 6E 0.0 0.0 Parapet Windward. parapet = 0.0 psf (GCpn = +1.5) Leeward parapet = 0.0 psf (GCpn = -1.0) Horizontal MWFRS Simole.DiaDhraam Pressures (Ds Transverse direction (normal to L) InteriorZone. Wall 0.0 psf Roof 0.0 psf End Zone: Wall 0.0 psf Roof 0.0 psf Longitudinal direction (parallel to L) Interior Zoñç: Wall 0.0 psf EnciZone; Wall. 0.0 psf The code requires the:MWER be designed for a min ultimate force of 16 psf m'uItipIièdby the wall area plus an 8 psI force applied to the vertical projection of th? roof. Location of MWFRS Wind Pressure Zones Page 4 of 50 Salvatore Ray Granata, PE, CE 146 Lee Road 2012 Opelika, AL 36804 678-367-3151 salgranata.com salgranata@att.ne Seismic Loads: IBC 2015 JOB TITLE JOB NO. SHEET NO. CALCULATED BY SRG DATE - 4/13/14 CHECKED BY - - DATE Strength Level Forces Risk Category: II Importance Factor (I): 1.00 Site Class: D Ss (0.2 sec) = 330.00 %g Si (1.0 sec) = 100.00 %g Fe = 1.000 Sms= 3.300 SOS = 2.200 Design Category = E Fv = 1.500 Smi = - 1.500 S01 = 1.000 Design Category = E Seismic Design Category = E Number of Stories 2 Structure Type: Light Frame Horizontal Struct lrregularities:No plan Irregularity Vertical Structural lrregularities:No vertical Irregularity Flexible Diaphragms: No Building System: Building Frame Systems Seismic resisting system: Steel special concentrically braced frames System Structural Height Limit: 160 ft Actual Structural Height (hn) = 10.0 ft See ASCE7 Section 12.2.5 for exceptions and other system limitation DESIGN COEFFICIENTS AND FACTORS Response Modification Coefficient (R): 6 Over-Strength Factor (no) 2 Deflection Amplification Factor (Cd) 5 os = 1.000 (Sds modified for Cs calculation sinc€ S01 = 1.000 regular structure, T<0.5 and <= 5 stories p = redundancy coefficien Seismic Load Effect (E) = p Q +1- o•25DS D = p °E +1- 6.440D °E = horizontal seismic forci Special Seismic Load Effect (Em): Do °E +/O.2S05 D = 2.0 Q +1- 0.440D 0 = dead loac PERMITTED ANALYTICAL PROCEDURES Simplified Analysis - Use Equivalent Lateral Force Analysi: Equivalent Lateral-Force Analysis - Permitted Building period coef. () = 0.020 Approxfundamenta! period (Ta) = CThfl' User calculated fundamental period (T) Long Period Transition Period (TL) = AScE7 map = Seismic response coef. (Cs) = S051/R = need not exceed Cs = Sd1 I /RT = but not less than Cs = 0.5*S1l/R = USE Cs = Cu = 1.40 0.112 sec x= 0.75 Tmax = CuTa = 0.157 Osec Use T= 0.112 12 0.167 1.482 0.083 0.167 Design Base Shear V = 0.167W Model & Seismic Response Analysis - Permitted (see code for procedure ALLOWABLE STORY DRIFT D ='4'* 6'* 5 psf/ 2.= 60 lbs V= 0.167 * 60 tbs = 10 lbsper Brace Structure Type: All other structures Allowable story drift 0.020h5x where hsx is the story height below level Page 5of50 Salvatore Ray Granata, RE, CE JOB TITLE 146 Lee Road 2012 Opelika, AL 36804 JOB NO. SHEET NO. 678-367-3151 CALCULATED BYSRG DATE 4/13/14 salgranata.com salgranataatt.net CHECKED BY DATE Strength Level Forces, Seismic Design Category (SDC)= E I, = 1.00 CONNECTIONS Sds = 2.200 Force to connect smaller portions of structure to remainder of structure - Fp=O.133Sdsw= 0.293w or Fp.= 0.05w = 0.05 w, Use Fp = 0.29 w w = weight of smaller portion Beam, girder or truss connection for resisting horizontal force parallel to member F1, = no less than 0.05 times dead plus live load vertical reaction Anchorage of Structural Walls to elements providing lateral support Fp = 0.20Ww = 0.20 Ww or See ASCE7 Sect 12.11.2.1 for flexible diaphrams Fp 0.4SdslWw = 0.88 Ww (for rigid diaphragm) Fp = 0.88 Ww MEMBER DESIGN but Fp shall not be less than 5 psf Bearing Walls and Shear Walls (out of plane force) Fp = 0.4SdslWw = 0.880 w, but not less than 0.10*WW Use Fp 0.88w Diaphragms Fp = (Sum Fl / Sum Wi)Wpx + Vpx = (Sum Fi / Sum Wi)Wpx + Vpx need not exceed 0.4 SdslWpx + Vpx 0.880 Wpx + Vpx but-not less than 0.2 SdslWpx + Vpx = , 0.440 Wpx + Vpx ARCHITECTURAL COMPONENTS SEISMIC COEFFICIENTS Architectural Component: Cantilever Elements (Unbraced or Braced to Structural Frame Below Its Center of Mass): Chimneys and stacks when laterally braced or supported by the structural frame lmportanëeFactor (lp): 1.0 Component Amplification Factor (a,) = 2.5 h= 10.0 feet Comp Response Modification Fàctor.(R)= 2.5 z= 13.9 feet z/h = 1.00 Fp = 0.4aSdsIpWp(1+2z/h)/Rp = 2.640 Wp . . not greater than Fp.='1'.6SdslpWp = 3.520 Wp but not less than Fp = 0.3SdslpWp = 0.660 Wp use Fp = 2.640 Wp MEGH AND ELEC COMPONENTS SEISMIC COEFFICIENTS Mech or Electrical Component..: Wet-side HVAC, boilers, furnaces, atmospheric tanks and bins, chillers, water haters, et plus other mechanical components constructed of high-deformability materials. Importance Factor (Ip): 1.5 Component Amplification Factor(a) = 1 - h= . 10.0 feet Comp Response Modification Factor (R1,) 2.5 z= 13.9 feet z/h= 1.00 .Fp = 0.4a1,SdslpWp(1+2z1h)/Rp = 1.584 Wp not greater than Fp = 1 .6SdsIpWp 5.280 Wp but not less than F3 = 0.3SdslpWp = 0.990 Wp . Use Fp = -1.584 Wp Seismic Loads - cont.: Page 6 of 50 CFS Version 8.0.5 SeOtion: Section 2.sct Tube 1.25x1.25-16 Gage Rev. Date: 1/25/2017 12:09:02 PM Printed: 1/25/2017 12:11:08 PM Page 1 TUBE 1.25x1.25 - 16 ga Item #17 Top Rail, Sheet 53, 54, and 56 Hand Rails Top Rails - 6 ft Length. V w=50p1f orP=2OOlbs M =w• L-1/8 = 501bs' (6)2 / 8 = 225 lbs = 2700 in-lbs 2.7in,-kips - Section Inputs Material: A653 55 Grade 50/1 Apply strength increase from cold work of forming. Modulus of Elasticity, E 29500 ki Yield Strength, Fy 50 ksi Tensile Strength, Fu 65 ksi Warping Constant Override, cw 0 i•n'6 . Torsion Constant Override,J 0 in4 Tube, Thickness 0.0566 in (16 Gage) Plactnént of Part from Origin: ' p X to center of gravity 0 in Y to center of gravity 0 in Outside dimensions, Closed shape Length Angie Radius Web k Hole Size Distance (in) (deg) (in) coef. (in) (in) 1 1.2500 0.000 0.084900 Single 0.000 0.0000 0.6250 2 1.2500 90.000 0.084900 Single 0.000 0.0000 0.6250 3 .1.2500 180.000 0.084900 single 0.000 0.0000 0.6250 4 .1.2500 -90.000 0.084900 Single 0.000 .0.0000 0.6250 Page 7 of 50 CFS Version 8.0.5 V Page 2 Section: Section 2.sct Tube 1.25x1.25-16 Gage Rev. Date: 1/25/2017 12:09:02 PM V V Printed: 1/25/2017 12:11:08 PM V V Full Section Propeftes Area 0.25919 in2 Nt. 0.00088123 k/ft Width 4.5793 in Ix 0.06008 in4 rx V V 0.48147 in V Ixy 0.00000 in4 Sx(t) 0.096133 in3 y(t) 0.62500 in cx V 0 .000 deg Sx(b) 0.096133 in-3 y(b) 0.62500 in Height 1. 25000 in V ly 0.06008 in4 ry 0.48147 in Xo 0.00000 in Sy (1) 0.096133 in3 x(1) 0.62500 In Yo 0.90000 in Sy (r) 0.096133 in3 x(r) 0.62500 in V 0.00000 in Width 1.25000 in Jy 0.00000 in Ii 0.06008 in4 ri 0.48147 in 12. 0.06008 in4 r2 0.48147 in IC 0.12017 in'4 rc 0.68090 in Cw V 0.000009 in6 To 0.12017 iñ4 ro 0.68090 in J 0.098740 in4 Fully Braced Strength - 2012 North American Specification - US (ASD) Material Type: A653 SS Grade 50/1, Fy'50 ksi Compression Positive Moment Positive, Moment Pao 7.7673 k Maxo 3.2711 k-in Mayo 32711 k-in Ae 0.25919 in2 Ixe 0.060083 in4 lye 0.060083 in"4 Sxe(t) 0.096133 in-3 Sye(1) 0.096133 in3 Tension Sxe(b) 0.096133 in3 Sye(r) 0.096133 in3 Ta 8.3720 k Negative Moment Negative Moment Maxo 3.2711 k-in Mayo 3.27V11 k-in Shear Ixe 0.060083 in 4 lye 0.060083 in'4 Vay 2.05.25 k Sxe(t) 0.096133 jn3. Sye(1) 0.096133 in3 Vax 2.0525 k Sxe,(b) 0.,09 6133 in-3 Sye(r) 0.096133 in3 Page 8 of 50 CFS Version 8.05 Analysis: Analysis 3.anl 6 ft Span Simple Beam Rev. Date: 1/25/2017 12:09:37 PM Printed: 1/25/2017 12:11:08 PM Page 1 Analysis Inputs Methbers Section File Revision Date and Time 1 Section 2.sct 1/25/2017 12:09:02 PM Start Lo.c. End Loc. Braced R Lm (ft) (ft) Flange (k) (ft) 1 0.0000 6.0000 None 0.0000 0.0000 20.0000 ex ey (in) (in) 1 0.0000. 0.0000 Supports Type Location Bearing Fastened K (ft) (In) .1 xy'r, •0.OD00 2.000 . Yes 1.0000 2 XYT 60000 2.000 Yes 10000 Loading: LS.ie Load Type Angle Start Lpc. End Loc. Start End (de) (,ft) (ft) MagPitude Magnitude 1 Distributed 90.000 0.0000 6.0000 -0.050000 -0.000.00 k/ft LQad.Cotnbination; D Specification: 2012 North American Specification - US (SD) Inflection Point Bracing Yes Loading Factor 1 Beam Self Weight 1.0000 -2 Dead Load 1.0000 Load Combination D+L Specification 2012 North American Specification - US (ASD) Infle.t4.on Point Bracing: Yes .Loading Factor 1 Beam Self Weight 1-0000 2 Dead Load 1.0000 3 Lire Load 1.0000 4 Product Load 1.0000 Page 9 of 50 CFS Version 8.0.5 Analysis: Analysis 3.anl 6 It Span Simple Beam Rev. Date: 1/25/2017 12:09:37 PM Printed: 1/25/2017 12:11:08 PM Load Combination: D+0.75(Li-Lr) Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Beam Self Weight 1.0000 2 Dead Load 1.0000 3 Live Load 0.7500 4 Product Load 0.7500 5 Roof Live Load 0.7500 - Load Combination: D+0. 7E Specification: 2012 North American Specification - US (ASD) Inflection. Point Bracing: Yes Loading Factor 1 Beam Self Weight 1.0000 2 Dead Load 1.0000 3 Earthquake Load 0.7000 Load Combination.: D+0.75(0.7E+L+Lr) Specification: 212 North American Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor I Beam Self Weight 1.0000 2 Dead Load 1.0000 3 Earthquake Load 0.5250 4 Live Load 0.7500 5 Product Load 0.7500 6 Roof Live Load 0.7500 Load CombinatiOn:. 0.6D-F0.6W Specification: 2012 North American Specification - US (ASD) Inflection Point Bacing: Yes Loading Factor 1 Beam Self Weight 0.6000 2 Dead Load 0.6000 3 Wind Load 0.6000 Load Combination-:. 0.6D±0.7E Specification: 2012 North American Specification - US. ASD) Inflection Point Bracing: Yes Loading, Factor 1 Beam Self Weight 0.6000 2 Dead Load. 0.6000 3 Earthquake Load . 0.7000 Page 2 Rage 10 of 50 CFS Version 8.0.5 Page 3 Analysis: Analysis 3.anl - 6 ft Span Simple Beam Rev. Date: 1/25/2017 12:09:37 PM Printed: 1/25/2017 12:11:08 PM Member Check - 2012 North American Specification ------------------------------------------------------------ - - - - - - - - - - US (ASD) Load Combination: D+L Design Parameters at 3.0000 ft: L< 6.0000 ft Ly 6.0000 ft Lt 6.0000 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Section: Section 2.sct Material Type: A653 SE Grade 50/1, Fy=50 ksi Cbx 1.1364 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None k 0 k Red. Factor, R: 0 Lm 20.0000 ft Loads: P Mx Vy My Vx (k) (k -in) (k) (k-in) (k) Total 0.0000 2.7476 0.0000 0.0000 0.0000 Applied 0.0000 2.7476 0.0000 0.0000 0.0000 Strength 1.6441 3.2711 2.0525 3.2711 2.0525 Effective section properties at applied loads: Ae 0.25919 in'2 Ixe 0.060083 in'4 lye 0.060083 in4 Sxe(t) 0.096133 in3 Sye(l) 0.096133 in3 Sxe(b) 0.096133 in3 Sye(r) 0.096133 in3 Interaction Equations NAS Eq. C5.2.1-1 (P, Mx, My) 0.000 + 0.840 + 0.000 = 0.840 <= 1.0 NAS Eq. C5.2.1-2 (P, Mx, My) 0.000 + 0.840 + 0.000 = 0.840 <= 1.0 NAS Eq. C3.3.1-1 (Mx, Vy) Sqrt(0.706 + 0.000)= 0.840 <= 1.0 NAS Eq. C3.3.1-1 (My, Vx) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 Page 11 of 50 CFS Version 8.0.5 Analysis: Analysis 4.anl 6 ft Span Simple Beam Rev. Date: 1/25/2017 12:18:18 PM Printed: 1/25/2017 12:19:15 PM Load Combination: D+L, Y Direction Reaction (k) 0.15264 0.15264 0.15264 Shear (k) .015264 2.7476 Moment (k-in), Deflection n) -0.83709 -. Page 12 of 50 CFS Version 8.0.5 Section: 4 Item #3 Deck Channel.sct Channel 4.375x0.75-16 Gage Rev. Date: 1/25/2017 12:21:23 PM Printed: 1/30/2017 7:44:24 PM Page 1 16 ga Deck Channel Item 3, Sheet 53, S4, and S6 w = 100 psf Live Load Section Inputs ------------------------------------------------------------------------- Macerial: A653 SS Grade 50/1 Apply strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 50 ksi Tensile Strength, Fu 65 ksi Warping Constant Override, Cw 0 in-6 Torsion Constant Override, J 0 in4 Channel, Thickness 0.0566 in (16 Gage) Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size (in) (deg) (in) Coef. (in) I 0.7500 90.000 0.084900 Single 0.000 0.0bOO 2 4.3750 360.000 0.084900 Cee 0.000 0.0000 3 0.7500 270.000 0.084900 Single 0.0D0 0.0000 Distance (in) 0.3750 2. 1875 0.3750 Page 13of50 CFS Version 8.0.5 Page 2 Section: 4 Item #3 Deck Channel.sct Channel 4.375x0.75-16 Gage Rev. Date: 1/25/2017 12:21:23 PM. Printed:. 1/30/2017 7:44:24 PM Full Section Properties------------------------------------------------- - Area 0.32062 in2 Wt. - 0.0010901 k/ft Width 5.6646 in Ix 0.01153 in4 rx 0.1896 in Ixy 0.00000 in4 Sx(t) 0.09568 in'3 y(t) 0.1205 in OL 90.000 deg Sx(b) 0:01831 in-3 y(b) 0.6295 in Height 0.7500 in ly 0.73479 in4 ry 1.5139 in Xo 0.0000 in Sy(l) 0.33591 in-3 x(1) 2.1875 in Yo 0.2786 in Sy(r) 0.33591 in3 x(r) 2.1875 in jx 0.0000 in Width 4.3750 in jy -3.4997 in Ii 0.73479 in4. ri 1.5139 in 12 0.01153 in4 r2 0.1896 in IC 0.74632 in'4 rc 1.5257 in Cw 0.039916 in6 10 0.77121 in4 ro 1.5509 in J 0.00034237 in4 Fully Braced Strength -2012 North American Specification - US (ASD) Material Type: A653 SS Grade 50/1, Fy=50 ksi COmpression Positive Moñient Positive Moment Pan 5.9508 k Maxo 0.5482 k-in Mayo 9.9769 k-in Aë 0.21423 in2 Ixe 0.01153 in4 lye 0.73084 in'4 Sxe(t) 0.09568 in3 Sye(1) 0.3.3497 in3 Tension Sxe(b) 0.0.1831 in3 Sye(r) 0.33323 in3 Ta 99053 .k Negative Moment Neg,tive Moment Maxo .0.548.2 k-in Mayo 9.9769 k-in Shear Ixé 0.01153 in4 lye 0.73084 in4 Vay 1.2915 k Sxe(t) 0.09568 in-3 Sye(1) 0.33323 in3 Vax 3.3716 k Sxe(b) 0.01831 in-3 Sye(r) 0.33497 in-3. Page 14 of 50 CFS Version 8.0.5 Page 1 Analysis: Analysis 1 .anl 3-Span Continuous Beam Rev. Date: 1/30/2017 7:42:36 PM Printed: 1/30/2017 7:44:24 PM Analysis Inputs Members Section File Revision Date and Time 1 4 Item #3 Deck Channel.sct 1/25/2017 12:2123 PM Start Loc. End Loc. Braced R k4 Lm (.ft) . '(ft) Flange (k) (ft) 1 0.0000 6.0000 None 0.0000 0.0000' 20.0000 ex ey (in) (in) 1 0.0000 0.0000 Supports Type Location Bearing Fastened K (ft) (in) 1 XYT 0.0000 2.750 No 1.0000 2 XYT 2.0000 2.750 No 1.0000 3 XYT 4.0000 2.750 No 1.0000 4 XYT 6.0000 2.75.0 ' No 1.0000 Loading: Dead Load Type ' Angle Start Loc End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude, I Ditributd 90.000 0.0000 6.0000 -0.001823 -0 .001823,k/ft LOad±fig Live LOad Type .Ari:gle Start Loc. End Loc. Start End (dog) (ft) (ft) Magnitude Magnitude 1. Distributed '90.000 0.0000 6.0000 -0.036460 -0.03646.0 k/ft Load Combination': D ' Specification 2012 North American Specification - US (ASD) Infl'ec,tion Point Bracing: Yes . Lodig ' Factor 1 Beam Self Weight 1.0000 2 Dead Load 1.0000 I" Page 15 of 50 CFS Version 8.0.5 Analysis: Analysis lani 3-Span Continuous Beam Rev. Date: 1/30/2017 7:42:36 PM Printed: 1/30/2017 7:44:24 PM Load Combination: D+L Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Beam Self Weight 1.0000 2 Dead Load 1.0000 3 Live Load 1.0000 4 Product Load 1.0000 Load Combination: D+0.75(L+Lr) Specification: 2012 North Arneican' Specification - US (AS 'D,) Inflection Point Bracing: Yes Loading Factor 1 Beam Self Weight L0000 2 Dead Load . 1.0000 3 Live Load 0.7500 4 Product Load 0:7500 5 Roof Live Load 0.7500 Load Combination: D+0.7E Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 'Beam Self Weight 1.0000 2 Dead Load . 1_0000 3 Earthquake Load, 0.7000 Load Combination: D+0.75(0.'7E-L+Lr) Spec.ification: 2,012 North American Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Beam Self Weight . 1.0000 2 Dead Losd 1.0000 3 Earthquake Load 0.5250 4 Live Load . 0.7500 5 Product Load 0.7500 6 Roof Live Load '0.. 7500 Load Combinatioi: 0.6D+0;6W Specification: '2012 North American Specification - US (ASD) inflction Point Bracing: Yes Loading . Factor 1 8earn S1f Weight . 0.6000 2 Dead Load 0.6000 3 Tjj Lo'a,d .0.6000 Load Corithiriation:. 0.6D+0.7E Specficatin:' 2012 North American, Spei.f,ication - US (ASD). Iif'l.ection Point Brácing: Yes Loading . Fac'to 1 Beam Self We.iht 0_6000, 2 Dead Load 0.00'0, 3 Earthquake Load. 0.7000 Page 2 'Page '16of 50 CFS Version 8.0.5 Page 3 Analysis: Analysis 1.anl 3-Span Continuous Beam Rev. Date: 1130/2017 7:42:36 PM. Printed: 1/30/2017 7:44:24 PM Member Check - 2012 North American Specification - US (ASD) Load Combination: D+L Design Parameters at 2.0000-ft. Left side: Lx 2.0000 ft Ly 0.4000 ft Lt 0.4000 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Section: 4 Item 4f3 Deck Channel.sct Material Type: A653 SS Grade 50/1, Fy50 ksi Cbx 1.6667 Cby 1.0000 ex 0.0000 in Cmx -1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None 0 k Red. Factor, R: 0 Lm 20.0000 ft Loads: P Mx Vy My Vx (k) (k-in) (k) (k-in) (k) Total -0.0000 -0.1890 -0.0472 0.0000 0.0000 Applied 0.0000 -0.1890 -0.0472 0.0000 - 0.0000 Strength 2.5307 0.5482 1.2915 9.9769 3.3716 Effective section properties at applied loads: Ae 0.32062. in2 Ixe 0.01153 in4 lye 0.73479 in4 Sxe(t) 0.09568 in3 Sye(l) 0.33591 in'3 Sxé(b) 0.01831 in-3 .Sye(r) 0.33591 in3 Interaction Equations NAS Eq_ C5.2.1-1 (P, Mx, My) 0.000 + 0.345 i- 0.000 = 0.345 <= 1.0 NAS Eq. C5.2-1--2 (P, Mx, My) 0.000 + 0.345 + 0.000 = 0.345 <= 1.0 NAS Eq. C3.3.1,-1 (Mx, Vy) Sqrt(0.119 + 0.001)= 0.347 <=-1.0 NAS Eq. C3.3..1-1 (My, Vx) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 Page 17 of 50 0.0" Shear (k) 0.047248 -0.047248 0.'1 5119 0.15119 Moment (k-in). O.i8899 -0.18899 CFS Version 8.0.5 Analysis: Analysis 1 .anl 3-Span Continuous Beam Rev. Date: 1/30/2017 7:42:36 PM Printed: 1/30/2017 7:43:21 PM Load Combination: D-1-L, Y Direction Reaction T _______________________________________________ (k) . T I 0.031498 0.031498 0.086621 0.086621 Défléction 0.0613339 (in) .0.022039 -0.022039 Page 18 of 50 CFS Version 8.0.5 Section: Section 4.sct Channel 4x2.75-16 Gage Rev. Date: 1/25/2017 12:36:47 PM Printed: 1/25/2017 12:40:47 PM Page 1 16ga Cross-bracing Channel Item 2 Sheet S3, S4, and S6 DL=5psf + LL = loopsf Trtib Width = 2-0" Span = 4-0" Section. Inputs Material: A653 SS Grade 50/1 No strength increase from cold work of forming.. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 5.0 ksi Tensile Strength, Fu 65 ksi Warping Constant Overide, Cw 0 in-6. -. Torsion Constant Override, J 0 in4 Chanhel, Thickness 0.0566 in (16 Gage) Placerent of Part from Origin: X to center of gravity 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Sie Distance (in) . (deg) (in) .Coef. (in) (in) 1 2.7500 90.000 0.084900 Single 0.000 0.0000 1.3750 2 4.0000 360.000 0.084900 Cee 0000 0.0000 2.0000 3 2.7500 270.000 0.084.900 Single 0.000 0.0000 1.3750 PaOe 19 of 50 CFS Version 8.0.5 Page .2 Section: Section 4.sct Channel 4x2.75-16 Gage Rev. Date: 1/25/2017 12:36:47 PM Printed: 1/25/2017 12:40:47 PM Full Section Properties ---------------------------------------------------- Area 0.52579 in2 Wt. 0.0017877 k/ft Width 9.2896in Ix 0.4264 in'4 rx 0.9005 in Ixy 0.0000 in4 Sx(t) 0.51628 in3 y(t) 0.8258 in cc 90.000 deg Sx(b) 0.22159 in3 y(b) 1.9242 in Height 2.7500 in ly 1.4654 in4 ry 1.6694 in Xo 0.0000 in Sy(1) 0.73270 iri3 x(1) 2.0000 in Yo 1.9080 in Sy(r) 0.73270 in3 x(r) 2.0000 in jx 0.0000 in Width 4.0000 in jy -2.7613 in Il 1.4654 in4 ri 1.6694 in 12 0.4264 in4 r2 0.9005 in Ic 1.8918 in4 ró 1.8968 in Cw 1.1417 in6 10 3.8059 in4 ro 2.6904 in J 0.0005615 in-4 Fully Braced Strength -2012 North American Specification - US (ASD) --------------------------------------------------------------- Material Type: A653 SS Grade 50/1, Fy=50 ksi Compression Positive Moment Positive Moment Pao 6.533 k Maxo 6.408 k-in Mayo 11.737 k-in Ae 0.23518 in'2 Ixe 0.39663 in4 lye 0.97098 -in4 Sxe(t) 0.44231 in3 Sye(1) 0.63750 in3 Tension Sxe(b) 0.21402 in-3 Sye(r) 0.39202 in'3 Ta 15.742 k Negative Moment Maxo 0.374 k-in Shear Ixe 0.03173 in4 Vay 5.537 k Sxe(t) 0.14932 in3 Vax 3.372 k Sxe(b) 0.01250 in3 Negative Moment Mayo 11.737 k-in lye 0.97098 in4 Sye(1) 0.39202 in3 Sye(r) 0.63750 in3 Page 20 of 50 CFS Version 8.0.5 Analysis: Analysis 6.añl 4 ft Span Simple Beam Rev. Date: 1/25/2017 12:37:53 PM - Printed: 1/25/2017 12:40:47 PM Page 1 Analysis Inputs Members Section File Revision Date and Time 1 Section 4sct 1/25/2017 12:36:47 PM. Start Loc. End Loc. Braced R Lm (ft) (ft), Fl-ange (k) (ft) 1 0.0000 4.0000 None 0.0000 0.0000 4.0000 ex ey (in) (in,) 1 0.0000 0.0000 Supports Type Location Bearirig Fastened K (ft) (in.) 1. XYT 0.000'0' 0.500 No 1.0000 2' XYT 4.0000 0.500 No 1.0000 [oàdin': Live Load Type Angle Start Loc. End, Loc. Start En ('de) (f) (ft) Magnitude Magnitude 1 Di'stibuted 9.0.000 0.00'00 4.0000 -0.20000 -0.20000 k/ft Lqad Combinatio.n:' 0 Specification 2012 North American Specification US (ASD) InfIction Point Bracing: Yes Loading Factor '1 Bath Self Weight 1.,0.000 .2 Dead Load 1.0000, Load .Combination-. 'D4-L Specification 2012 North American Specification - US (ASD) Tnfl.'ecion 'Point Bracing: Yes: Loading Facto I Bean Self Weight .1.000 - 2 Dead Load .1.0000' 3. Liv'e Load 1.,000 4 Product Load 1.0000 Page '1 6f.50 CFS Version 8.0.5 Page 2 Analysis: Analysis 6.anl 4 ft Span Simple Beam Rev. Date: 1/25/2017 12:37:53 PM Printed: 1/25/2017 12:40:47 PM - Load Combination: D-i-0.75(L+Lr) Specification: 2012 North American Specificcion - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Beam Self Weight 1.0000 2 Dead Load 1.0000 3 Live Load 0.7500 4 Product Load 0.7500 5 Roof Live Load 0.7500 Load Combination: D+0.7E Specification: 2012 NOrth American Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Beam Self Weight 1.0000 2 Dead Load 1.0000 3 Earthquake Load 0.7000 Load Combination: D+0.75(0.7E+L+'Lr) Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Beam Self Weight 1.0000 2 Dead Load 1.0000 3 Earthquake Load 0.5250 4 Live Load 0.7500 5 Product Load 0.7500 6 'Roof Live Load 0.7500 Load Combination: 0.6D+0.6W Specification: 2012 North American Specification - US (ASD) Inflect-ion Point Bracing: Yes Loading Factor 1 Beam Self Weight . 0.6000 2 Dead Load 0.6000 3. Wind Load 0.6000 Load CombiLation: 0.6D+0.7E Specification-: 2012 North American Specifictipn - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Beam Self weight - 0.60.00 2 Dead load 0.6000 3 Earthqke' LOad 0.7000 Page. 22..of.50. CFS Version 8.0.5 Page 3 Analysis: Analysis 6.anl 4 R Span Simple Beam Rev. Date: 1/25/2017 12:37:53 PM Printed: 1/25/2017 12:40:47 PM Member Check -2012 North American Specification - US (ASD) Load Combination: D+L Design Parameters at 2.0000 ft: Lx 4.0000 ft Ly 40000 ft Lt 4.0000 ft Kx 1.0000 Ky 1.0000 Kt 10000 Section: Section 4.sct Material Type: A653 SS Grade 50/1, Fy=50 ksi * Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy .1.0000 ey 0.0000 in Braced Flange: None k 0 k Red. Factor, R: 0 Lm 4.0000; ft Làads: P Mx Vy My Vx (k) (k-in) (Ic.) (k-in) (Ic) Total 00000 4.843 0.000,0 0.000 0.0000 Applied 0.0000 4.843 0.0000 0.000 0.0000 Strength 4.6303 6.408 5.5365 11.598 3.3716 Effective section properties at applied loads: Ae 0.52579 in2 Ixe 0.4264 in4 lye 1.4654 in4 Sxe(t,) 0.51628 in-3 'Sye(l) 0.73270 in3 Sxe(b) 0.2,2159. inA3 Sye(r) 073270 in"3 Interaction Equations NAS Eq. C5.2.1-1 (P, Mx, My). 0.000 + 0.756 +-0-.000 = 0.75.6 <= 1.0 NAS Eq C5.2.1-2 (P Mx My) 0 000 + 0 756 + 0 000 = 0.756 <= l.'0 NAS 'Eq. C3.3.1-1 (Mx" Mx Vy) Sqrt(0.571 +, 0.000)= 0.756 <= 1.0 'NAS Eq. C33.1-1 (My, Vx) .Sqrt(0.000 + 0.000)= 0.000 < 10 Page 23of 50 CFS Version 8.0.5 Analysis: Analysis 6.aril 4 ft Span Simple Beam Rev. Date: 1/25/2017 12:37:53 PM Printed: 1/25/2017 12:42:28 PM Load Combination: D+L, Y Direction Reaction (k) 'r 0.40358 0.40358 Shear [ (k) 0.40358 4.8429 -0.40358 Moment (k-in) Deflection (in) -0.092408 Allowable Deflection: I / 240 48' / 240 = 0.20" OK Page 24 of 50 CFS Version 8.0.5 Section: Section 5.sct Tube 1.250.25-16 Gage Page 1 Rev. Date: 1/25/2017 12:55:38 PM TUBE 1.25x1.25-16ga Item 15 Hand Rail Posts, S3, S4 and 56 Printed: 1/25/2017 12:57:57 PM Section Inputs --------------------------------------------------------------- Material: A653 58 Grade 50/1 Apply strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 50 ksi Tensile Strength, Fu 65 ksi Warping Constant Override, Cw .0in6 Torsion Constant Override, J 0 in4 Tube, Thickness 0.0566 in (16 Gage) Placement of Part from Origin: X t center of gravity 0 in Y to center of gravity 0 in Outside dimensions, Closed shape Length Angle Radius Web k (in) (deg) (in) Coef. 1 1.2500, 0.000 0.084900 Single 0.000 2 1.2500 90.000 0.084900 Single 0.000 1.2500 180.000 0.084900 Single 0.000 4 1.2500 -90.000 0.084900 Single 0.000 Hole Size Distance (in) (in) 0.0000 0.6250 0.0000 0.6250 0.00,00 0.6250 0.0000 0.6250 Page 25 of 50. CFS Version .8.0.5 Page 2 Section: Section 5.sct Tube 1.25x1.25-16 Gage Rev. Date: 1/25/2017 12:55:38 PM Printed: 1/25/2017 12:57:57 PM Full Section Properties Area 0.25919 in2 Wt. 0.00088123 k/ft Width 4.5793 in Ix 0.06008 in4 rx 0.4814.7 in Ixy 0.00000 in4 Sx(t) 0.096133 in3 y(t) 0.62500 in a 0.000 deg Sx(b) 0.096133 in3 y(b) 0.62500 in Height 1.25000 in ly 0.06008 in4 ry 0.48147 in Xo . 0.00000 in Sy(l) 0.096133 in.-3 x(1) 0.62500 in Yo 0.00000 in Sy(r) 0.096133 in3 x(r) 0.62500 in jx 0.00000 in Width 1.25000 in jy 0.00000 in Ii 0.06008 in4 rl 0.48147 in 12 0.06008 in4 r2 0.48147 in IC 0.12017 in4 rc 0.68090 in Cw 0.000009 in6 10 0.12017 in4 . ro 0.68090 in J 0.098740 in4 Fully Braced Strength -2012 North American Specification - US (ASD) Material Type: A653 SS Grade 50/1, Fy=50 ksi Compression Positive Moment Positive Moment Pao 7.7673 k Maxo 3.2711 k-in Mayo 3.2711 k-in Ae 0.25919 in2 Ixe 0.060083 in4 lye 0.060083 in4 Sxe(t) 0.096133 in3 Sye(1) 0.096133 in3 Tension Sxe(b) 0.096133 in3 Sye(r) 0.096133 ±n'3 Ta 8.3720 k Negative Moment Negative Moment Maxo 3.2711 k-in Mayo 3.2711 k-in Shear Ixe 0.060083 in4 lye 0.060083 in4 Vay 2- 0525 k Sxe(t) 0.096133 in3 Sye(l) 0.096133 in-3 Vax 2.0525 k Sxe(b) 0.096133 in3 Sye(r) 0.0.9.6133 in-3 Square Handrail Posts Handrafl Post Stress: M = 35' * 12" * 0.2 kips = 8.4 in - kips fb=M / S = 0.82 ' 8.4 in - kips /0:10907 1n3 = 63.15 ksi Fb = 0.66'* 50 ksi = 33 ki Say OK Based on Testing Handrai Deflection Deflection: d= p*L3/(3* E * 1) Deflection :. ci = 0.82*200 lbs * (42") / (3 * 29,000,000 psi * 0.06817 in') = 2.05" OK Page 26 of 50 CFS Version 8.05 Section: Section 1 .sct Angle 1202-12 Gage Rev. Date: 2/3/2017 10:11:41 AM Printed: 1 2/3/2017 10:14:27 AM Page 1 Stair Treads Item 5, Sheet 53, S4, and 56 Section Inputs Material: A653 SS Grade 50/1 Apply strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 50 ksi - Tensile Strength, Fu 65 ksi Warping Cbnstant Override, Cw 0: in-6 Torsion Constant Override, J 0 in.4 Angle, Thickness 0.1017 in (12 Gge) Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity 0 in Outside dimensions, Open'shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in.) Coef. (in) (in) 1 12.000 360.000 0.15250 Single 0.000 0.000 6.000 2 12.000 270.000 0.15250 Single 0.000 0.000 6.000 Page 27 of 50 CFS Version 8.0.5 . Page 2 Section: Section 1.sct Angle 12x12-12 Gage Rev. Date: 2/3/2017 10:11:41 AM Printed: 2/3/2017 10:14:27 AM Full Section Properties - Area 2.4216 in2 Wt. 0.0082334 k/ft Width -23.811 in Ix 36.07 in"4 rx 3.8594 in Ixy -21.77 in"4 Sx(t) 11.829 in3 y(t) 3.0492 in a 45.000 deg Sx(b) 4.030 in'3 y(b) 8.9508. in Height 12.0000 in ly 36.07 in-4 ry - 3.8594 in Xo 2.9972 in Sy(1) -4.030 in3 x(1) 8.9508 in Yo 2.9972 in Sy(r) 11.829 in3. x(r) 3.0492 in jx -4.1860 in - Width 12.0000 in jy -4.1860 in - Ii 57.84 in'4 ri 4.8872 in 12 14.30 in4 r2 2.4300 in Ic 72. 1,4, i-n'4 rc 5.4580 in Cw 0.00005 in6 To 115.65 in"4 ro 6.9106 in J 0.0083487 in4 Fully Braced Strength-- 2012 North American Specification - US (ASD) Material Type: A53 SS -Grade 50/1, Fy=50 ksi Compression Positive Moment - Positive Moment Pao 9.351 -k Maxo - 89.354 k-in Mayo 89.3-54 k-in Ae 0.33665 in2 Ixe 20.184 in4 lye 20.184 i-n4 - Sxe(t) 3.8543 in3 Sye(1) 2.9844 in3 Tension S-xe(b). 2.9844 in3 Sye(r.) 3.8543 in3 Ta 72.996 k - Negative Moment Negative Moment Maxo 0.543 k-in Mayo 0.543 k-in Shear Ixe 0.214 in-4 lye 0.21-4 in4 Vay 7.969 k Sxe(t) 1.1643 in3 Sye(1) 0.0181 in-13 Vax 7.969 k Sxe(b) 0.01-81 in3 Sye(r) 1.164.2 in'3 Angle element 1 wit exceeds 60. Angle -element 2 w/t exceeds 60. - Page 28 of 50 CFS Version 8.0.5 Analysis: Analysis 1 .anl 4 ft Span Simple Beam Re':,. Date: 2/3/2017 10:12:42 AM Printed: 2/3/2017 10:14:27 AM Page 1 Analysis Inputs ----------------------------------------------------------- Members Section File Revision Date and Time 1 Section 1.sct 2/3/2017 10:11:41 AM Start Loc., End Loc. Braced R k4 Lm (ft) (ft) Flange (k) (ft) 1 0.0000 4.0000 None 0.0000 0.0000 20.0000 ex ey (in) (in) 1 0.0000 0.0000 Supports - Type Location Bearing Fastened K (ft) '(in) I Y 0.0000 2.000 No .1.0000 2 XT 0.0000 2.0,00 No 0.0000' 3 Y 4.0000 2.000 No 1.0000 4 XT 4.0000 2.000 No 0.0000 Loading: Dead Load Type Angle Start Loc. End Loc.. Stare End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.0000 4.0000 0.00000. 0.00000 k/ft Loading: LiV Load Type Angle: Start Loc. End Ldc 'Start End' (deg) (ft) (fL) Magnitude Magnitude 1-Distributed 90.000 O'OOO.O 4.0000 -0.10.00.0 -0.10000 k/ft Load Cornbinatioh.: P Specification 2012 North American Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Beam Self "Weight 1'.00,00 2 Dead Load 1.0000 Page 29 of 50. CFS Version 8.0.5 Page 2 Analysis: Analysis 1 .anl 4 ft Span Simple Beam Rev. Date: 2/3/2017 10:12:42 AM Printed: 2/3/2017 10:14:27 AM Load COmbination: D4-L Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Beam Self Weight 10000 2 Dead Load 1.0000 .3 Live Load 1.0000 4 Product Load 1.0000 Load Combination: D+0.75('L+Lr) Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Beam Self Weight 1.0000 2 Dead Load 1.0000 3 Live Load - 0.7500 4 Product Load 0.7500 5 Roof Live Load 0.7500 Load Combination: D+0.7E Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Beam Self Weight: 1.0000 .2 'Dead Load 1 .0000 .3 Earthquake Load 0,. 7000 Load Combination: D+O. 75 (0 ..7E+L*Lr) Specification: 2012 North Ameri'can Specification - US (ASD) Inflection Point Zracing:: Ys' Loading Factor 1 Beam Self Weight 1_0000 2 Dead Load 1.0000 3 Earthquake Load 0.5250 4 Live Load 0.7500 5 Product Load 0.7500 6 Roof Live .Load, 0.7500 Load Combination: 0.6D+06W Specification: 2,012 North American Sp;ecification - US (ASD) Inflection Point Bracii1g Ys Loading Factor 1 Beam Self Weight 0.6000 2 Dead Load 0.6000. 3 Wind Load, 0.6000 Load Combination: .0.6D+O:.7E Specification: Specification - US (Asp) Inflection Point Bracing Yes Loading Factor .1 Beam Self WeLght 0.6000 2 Dead Load' 0.6000 3 'Earthquake Load '0.7000 Page 30 of 50 CFS Version 8.0.5 Page 3 Analysis: Analysis 1 .anl 4 ft Span Simple Beam Rev. Date: 2/3/2017 10:12:42 AM Printed: 2/3/2017 10:14:27 AM Member Check - 2012 North American Specification -------------------------------------------------- - US (ASD) Load Combination: D-i-L Design Parameters at 2.0000 ft: Lx 4.0000 ft Ly 4.0000 ft Lt 4.0000 ft Kx 1.0000 Ky 0.0000 Kt 0.0000 Section: Section 1.sct Material Type: A653 SS Grade 50/1, Fy=50 ksi Cbx 1.0000 Cby 1.0000 ' ex 0.0000 in Cmx 1.0000 Cmy . 1.0000 ey 0.0000 in Braced Flange: None k4 0 k Red. Factor, R: 0 Lm 20.0000 ft Loads: P Mx Vy . My Vx (k) (k-in) (k) (k-in) (k) Total 0.0000 2.598 0.0000 0.000 0.0000 Applied 0.0000 2.598 0.0000 0.000 0.0000 Strength 9.2931 89.354 7.9689 89.354 7.9689 Effective section properties at applied loads: Ae 2.42158 in2 Ixe 36.069 in4 lye 36.069 in'4 Sxe(t) 11.829 in3 Sye(l) 4.030 in3 Sxe(b) 4.030 in3 Sye(r) 11.829 in3 Interaction-Equations NAS Eq. C5.2.1-1 (P, Mx, My) 0.000 + 0.029 + 0.000 = 0.029 <= 1.0 NAS Eq. C5.2.1-2 (F, Mx, My) 0.000 + 0.029 + 0.000 = 0.029 <= 1.0 NAS Eq. 03.3.1-1 (Mx, Vy) Sqrt(0.001 + 0.000)= 0.029 <= 1.0 NAS Eq. C3.3-.1-1 (My, Vx.) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 An416 element 1 wIt exceeds 60. Angle element 2 wIt exceeds 60. Page 31 of 50 -0.21647 CFS Version 8.0.5 Analysis: Analysis 1 .anl 4 ft Span Simple Beam Rev. Date: 2/3/2017 10:12:42 AM Printed: 2/3/2017 10:13:24 AM Load Combination: D-1-L, Y Direction Reaction (k) 0.21647 0.21647 0.21617 Shear (k) 2.5976 Moment (k-in) Deflection (in) -0.00058591 AIloWble Deflection: [7 240 = 48"! 240 = 0.201 Q Page 82 of 50 CFS Version 8.0.5 Pagel Section: Section 7.sct Tube 1.5x1.5-16 Gage Rev.,Date: 1/25/2017 1:12:48 PM TUBE 1.5x1.5 - 16 ga Printed: 1/25/2017 1:15:51 PM Item 10 Posts, Sheet S3, S4, S5 and 56 Section InpUts ------------------------------------------------------------------------ Material': A653 SS Grade 50/1 Apply strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi Yield 'Strength, Fy 50 ksi Tensile Strength, Fu 65 ksi Warping Constant Override, Cw 0 in6 Torsion Constant Override; J 0 in4 Tube, Thickness 0.'056 in (16 Gage') Placement of Part from Origin: X to cent,er of gravity 0 in ' Y to 'center of gravity. 0 in Outside dimensions, Closed' shape Length Angle 'Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in')' (in) 1 1.5000 0.000 ooaigoo Single 0.000 0.0000 0.750,0 2 1.5000 90.000 0.084900 Single 0.000 0.0000 0.7500 3 1.5000 180.000 0.084900 'Single 0.000 0.0000 0.7500 4 1.5000 90.000 0.084900 Single 0.000 0.0000 '0.750O - . Page'33of50 CFS Version 8.0.5 Page 2 Section: Section 7.sct Tube 1 .5x1 .5-16 Gage Rev. Date: 1/25/2017 1:12:48 PM Printed: 1/25/2017 1:15:51 PM Full Section' Properties Area 0.31579 in2 Wt. 0.0010737 k/ft Width 5.5793 in Ix 0.10758 in4 rx 0.58367 in Ixy 0.00000 in4 Sx(t) 0.14344 in3 y(t) 0.75000 in a 0.000 deg Sx(b) 0.14344 in-3 y(b) 0.75000 in Height 1.50000 in ly 0.10758 in4 ry 0.58367 in Xo 0.00000 in Sy(l) 0.14344 in3 x(1) 0.75000 in Yo 0.00000 in Sy(r) 0.14344 in'3 x(r) 0.75000 in ix 0.00000 in Width 1.50000 in jy 0.00000 in Ii 0.10758 in4 ri 0.58367 in 12 0.10758 in'4 r2 0.58367 in Ic 0.21516 in4 rc 0.82544 in Cw 0.00002 in6 Ia 0.21516 in-4 ro 0.82544 in J 0.17428 in4 Fully Braced Strength - 2012 North American Specification - US (ASD) Material Type: A653 SS Grade 50/1, Fy=50 ksi Compression Po.siti.ye Moment Positive Moment Pao 9.340 k Maxo 4.7876 k-in Mayo ' 4.7876 k-in Ae 0.31579 in'2 Ixe 0.10758 in4 lye 0.10758 in4 Sxe(t) 0.143-44 in3 Sye(1) 0.14344 in3 Tension Sxe(b) 0.14344 in-3 Sye(r) 0.14344 in3 Ta 10.. 067 k Negative Moment Negative Moment Maxo 4.7876 k-in Mayo 4.7876 k-in Shear Ixe 0.10758 in'4 lye 0.10758 in4 Vay 2.583 k Sxe(t) 0.14344 in3 Sye('i) 0.14344 in'3 Vax 2.583 k Sxe(b) 0.14344 in3 Sye(r) 0.14344 in3 Member Check - 2012 North -American Specification - US (ASD) Material Type: A653 88 Grade 50/1, Fy=50 k-si Design Parameters: Lx 6.000 ft Ly 0.000 ft Lt 0.000 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Crny 1.0000 ey 0.0000 in Braced Flange: None k 0 k Red. 'Factor, R: 0 Lm -20.000 ft Loads: -P Mc Vy My Vx (k) (k-in) (k) (k-in) (k) Entered 2.6000 0.0000 0.0000 0.0000 0.0000 Applied 2.6000 0.0000- 0.0000 0.0000 0.0000 Strength 2.9438 4.7876- 2.5831 4.7876 2.58-31 Effective section properties at applied loads: Ae 0.31579 in2 Ixe 0.107-58 -in4 lye 0.10758 in4 Sxe(t) 0.14344 in3 Sye(1) 0.14344 in3 Sxe(b) 0.14344 A3 Sye(r) 0.14344 inA3 Interaction Equations Page 34 of 50 CFS Version 8.0.5 Page 3 Section: Section 7.sct Tube 1.5x1.5-16 Gage Rev. Date: 1/25/2017 1:12:48 PM Printed: 1/25/2017 1:15:51 PM NAS Eq. C5.2.1-1 (P, Mx, My) 0.883 + 0.000 + 0.000 0.883 <= 1.0 NAS Eq. C5:2.12 (P, Mx, My) 0.278 + 0.000 + 0.000 = 0.278 <= 1.0 NAS Eq. C3.3.1-1 (Mx, Vy) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 NAS Eq. C3.3.1-1 (My, Vx) Sqrt(O.000 + 0000)= 0.000 <= 1.0 Page 35 of 50 CFS Version 8.0.5 Section: Section 1 .sct Tube 1:5x1.5-16 Gage Rev. Date: 1/30/2017 8:14:59 PM Printed: 1/30/2017 8:20:09 PM Page 1 Item 4 - Stair Stringer Sheet 53, 54 and 56 Stringer Caic - (2) Each Side Max Stringer. Span: L = 4-0" Max Stair Width: W = 4-0" DL = 5 psf = 2.5 psf per Stringer LL = 100 psf = 50 psf per Stringer Section Inputs Material: A653 SS Grade 33 No strength increase from cold work of forming. Modulus of Elasticity, E 29.500 ksi Yield Strength Fy 33 ksi Tensile Strength, FU 45 ksi Warping Constant Overide, .Cw .0 in6 Torsion Constant Override, J 0 in4 Tube, Thickness' 0.0566 in (16 Gage) Placernen,t of Part from Origin: X to center of 'gravity 0 in. Y to center of gravity 0, in Outside dimensions, Closed shape Length Angle Radius Web k ' Hole Size (in) (deg) (in) Coef. (in) 1 1.5000 0.000 '0.084900 Single 0.000 0.0000 2 1.5000 90.000 '0.084900 Single 0.000 0.0000 3 1.5000 l.80.000 0.0:84900 Single 0.000 0.0000 4' 1.5000 -90.000 0.08490.0 Single 0.000 0.0000 Distance (in) 0.7500 0.7500 0.7500 0 . 7500 Page 3 of'50 CFS Version 8.0.5 Page 2 Section: Section 1 .sct Tube 1.5x15-16 Gage Rev. Date: 1/30/2017 8:14:59 PM . . Printed: 1/30/2017 8:20:09 PM Full Section Properties Area 0.31579 in2 Wt. 0.0010737k/ft Width 5.5,793 in Ix 0.10758 in4 rx 0.58367 in Ixy 0.00000 in'4 Sx(t) 0.14344in3 y(t) 0.75000 in a 0.000 deg Sx(b) 0.14344 in3 y(b) 0.75000 in Height 1.50000 in ly 0.10758 in4 ry 0.58367 in Xo 0.00000 in Sy (1) 0:14344 in3 x(1) 0.75000 in Yo 0.00000 in Sy(r) 0.14344 in3 x(r) 0.75000 in ix 0.00000 in Width . 1.50000 in jy 0.00000 in Ii 0.10758 in4 ri 0.58367 in . 12 0.10758 in4 r2 0.58367 in Ic 0.21516 in4 rc 0.82544 in Cw 0.00002 iñ6 lo 0.21516 in'4 ro 0.82544 in J 0.17428 in4 Fully Braced Strength -2012 North American ------------------------------------------------------------- Specification - US (ASD) Material Type: A653 28 Grade 33, Py=33 ksi Compression Positive Moment Positive Moment Pao 5:7894 k Maxo 2.8344 k-in Mayo 2.8344 k-in Ae 0.31579 in2 Ixe 0.10758 in-4 lye 0.10758 in Sxe(t) 0.14344in3 Sye(1) 0.14344. in3 Tension Sxe(b) 0.14344 in3 Sye(r) 0:14344 in'3 Ta 6.2401 k Negative Moment Negative Momext Maxo 2.8344 k-in Mayo 2:8344 k-in Shear Ixe 0.10758 in4 lye 0.10758 in-4. Vay 1.704.8 k Sxe(.t). 0.14344 in-3 Sye(1) 0.14344 in-3 Vax 1.7048 k . Sxe(b) 0.14344 in3 Sye(r) 0.14344 in-3 Page 37 of 50 CFS Version 8.0.5 Analysis: Analysis 5.anl 4 ft Span Simple Beam Rev. Date: 1/30/2017 8:19:26 PM Printed: 1/30/2017 8:20:09 PM Pagel Analysis Inputs ------------------------------------------------------------------------ Members Section File Revisibn Date and Time 1 Section 1.sct 1/30/2017 8:14:59 PM Start Loc. End Loc.. Braced .2 Lm (ft) (ft) Flange (k) (ft) '1 0.0000 4.0000 None 0.0000 0.0000 20.0000. ex ey (in) (in) 1 0.0000 0.0000 Supports Type Location Bearing Fastened K 1 Y 0.0000 1.500 No 1.0000 2' XT 0.0000 1.500 No 0.0000 3 Y 4.0000 1.500 No 1.0000 4 XT 4.0000 1.500 No 0.0000 Loading: Dead Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitide 1 Distributed 90.000. 0.0000 . 4.0000 -0.00500 -0.00500 k/ft Loading: Live Load Type Angle Start Loc. End Loc. Start End (ft) (ft) Magnitude Magnitude : 1 Distributed 90..000 0.0000 4.0000 - C.'lOOOO -0.10000 k/ft Load Combination: D Spçification: 2012 North.American Specifiction US (ASD) Inflection Point Bracihg: Yes Loading Factor. 1. 'Dead Load 1.0.000 ige38 of 50, CFS Version 8.0.5 Page 2 Analysis: Analysis 5.anl 4 ft Span Simple Beam Rev. Date: 1/30/2017 8:19:26 PM Printed: 1/30/2017 8:20:09 PM Load Combination: Di-L Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 1.0000 2 Live Load 1.0000 3 Product Load .0000 Load Combination: D+O;75(L-t-Lr) Specification: 2012 North American Specification - US, (ASD) Inflection Point Bracing: Yes Loading Factor Dead Load 1.0000 2 Live Load 0.. 7500 3 Product Load 0.7500 4 Roof Live Load 0.7500 Load Combination: D+0.7E Specification: 2012 North Arñerican Specification - US' (ASD). Inflection Point Bracing: Yes Loading Factor 1 Dead Load 1.0000 2 Earthquake Load 0.7000 Load Combination: D+0.75 (0.7E*L-4-Lr) Specification: 2012 North Amrican Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 1,0000 2 Earthquake Load 0.5250 3 Live Load 0.7500 4 Product Load 0.7500 S Roof Live Load 0.7500 Load Combination: 0.GD-i-0.6W Specification: 2012 North American Specification - US (ASD) Inflection Point Bacin: Yes Loading Factor 1 Dead Load 0.6000 2 Wind Load 0.6000, Load Combination: 0.'61)-i-07E Secif'ication: 2012 North American Specification - US (.ASD) Inflection Point Bracing:' 'Yes Loading Fac,tdr 1 Dead Load 0600 2 Earthquake Lpad 0.7000 Page 39.of 50 CFS Version 8.0.5 Page 3 Analysis: Analysis 5.anl 4ft Span Simple Beam Rev. Date: 1/30/2017 8:19:26 PM Printed: 1/30/2017 8:20:09 PM Member Check - 2012 North American Specification - US (ASD) Load Combination: D+L Design Parameters at 2.0000 ft: Lx 4.0000 ft. Ly 4.0000 ft Lt 4.0000 ft Kx 1.0000 Ky 0.0000 Kt 0.0000 Seôtiori: Section 1.sct Material Type: A653 SS Grade 33, Fy=33 ksi Cbx - 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None 0 k Red. Factor R: 0 Lm 20.0000 ft Loads: P Mx Vy My Vx (k) (k-in) (k) (k-in) (k) Total 0.0000 2.52.00 0.0000 0.0000 0.0000 Applied 0.0000 25200 0.0000 0.0000 0.0000 Strength 4.2005 2.8344 1.704.8 2.8344 1.7048 Effective sectiOn properties. at applied loads: Pe 031579 in-2 Ixe 0.10758, in4 lye 0.10758 in-4 Sxe(t) 0.14344 in3 Sye(l) 0.14344 in"3 Sxe(b) 0.14344 in3 Sye(r) 0.14344 in3 Interaction Equations NAS Eq. C52:.1-1 (P. Mx, My) 0.000 + 0.889 + 0.000 = 0.889 1.0 NAS Eq. .C5.2.1-2 (P. Mx,,. My) 0.000 + 0.889 + 0.000 = 0.889 <= 1.0 NAS 'Eq. C3-.3.1-1 (Mx, Vy) Sqrt(0.790 + 0.000)= 0.889 <= 1.0 NAS Eq. C°3.3.1-1 (My, Vx) Sqrt(O.000 + 'O.00O)= 0.000 <= 1.0. Page 40of 50 CFS Version 8.0.5 Analysis: Analysis 6.anl 4 ft Span Simple Beam Rev. Date: 1/30/2017 821:03 PM Printed: 1/30/2017 8:21:30 PM Load Combination: D+L,-Y Direction Reaction (k) Shear 1 . (k) Moment (k-in) 0.21 0.21 0.21 2.52 0.21 Deflection (in) 019O57 Page 41 of 50 Salvatore R. Granata P.E.C.E. 1/25/2017 Date Phone: (678) 367-3151 146 Lee Road 2012 Fax: 866-815-4682 , Cell: (770)301-5817 Opelika, AL 36804 sal@srgpe.net Toll Free: (877)346-5126 - salgranaii.com By SRG Plywood Deck :4--- - __ ________ ____ -.-_____ Plywood Deck DWG. S6 3/4" APA Rated A-B Grade Plywood Fb = 1,430 psi Fv= 190 psi E = 1,800,000 pSI Assume 1 ft Wide Strip with Face Grain Parralel Direction of Ramp Plywood Width.: b = 12 l in - Plywood Thickness : t = 0.75 lin Plywood Area : A = 12" * = 9.0 in2 Live Load: L = 100 psf Dead Load : D = 5 psf w = L + D = 105 psf Span :S= 2.0 ft _______ V = 0.5 * S *w = 105.0 lbs v V / A = 11.667 psi OK Bending Moment: M = w * S2 I 8 = 52.5 ft-lbs = 630 in-lbs Sx =b*t2 /6 = 1.13 in fb = M I Sx = 560.0 psi OK Ix =b*t.3 112= 0.422 in4 Deflection : d = 5 * (w / 144) (S * 12) / (384 * E * I) Deflection : d = 0.004 in OK Page 42 of 50 I 2 3 4 5 :1 6 7 8 I 10 A A Frame Spacer - Item 19 S6 36.000 CD 4000 l.62 5I - T. 12.000 I 24.000 24.000 12.000 - 72.000 6.000 I 0.563 0.250— -- • _____ TLi_J i--0.994 C _____________________________________ 72.000 0984 r 0.125 J R0.26l- -_-1.625 - 2313 1Ou2o) r" cO ... 04 I - .1 6.000 - I 4.000 00004?,Z07. • -I —0375 0.375_II_j 0 0.984 0.060-- I S ENDSECTION VIEW • 72.000 —12.000----- 24.000 24.000 1 12.000 I 1.625 4.000 I '36:000 \—i.000 X,500 RES TYP 0 TN w (0 00 00 0.563j/_0321 _1o. R0261 ERDLE C TOLERANCES UNLESS OThERWISE NOTED Eli PERFORATING ' '3 PIERCE/EMBOSS DETAIL xlx ±1132 PEEP SO. +030 1100A CUIC Road PInOVIltO, MC 28134 XX' ±2' BLNKSQ +030 QUICK.DECK - - .X .0G0 FLATNESS +125 • XX ±045 MARGINS ±030 SPACER Xxx ±.030 •°•r 0 .062CVC90MINSPANGLE H S 0X0TE. )EO(055 _02/04/13 r_0 _S PROD APP APPROVAL DATE c 5SEP0 s.'o x I SCOTT DUNCAN FABRICATI ON - _________________._- ',T 04(NE5_ 0)40 000 TO OS TREATED AS CO.4040051A5 0 0 0 0 0 5000 AS DWG FILE C \DWG\ODREV1 OWO os lUT.OUZEO C 05) ¶OF THE NTS 1 OF 1 I 2 1 3. 4 S 6 1 7 1 8 1 9 .1 10 SELF-DRILLING FASTENERS Product Report No. 02701 For lflê Screws: ories AISI Section E4.1 - Minimum Spacing = 3 * (e.19e") = e.57" C2 _jUse 3/8" Minimum AISI Section E4.2 - Minimum Edge Distance = 1.5 * (8.190") =028S 1196200 8-18 x 1/2 HWH #2 .036-100 .205 10,000 • Hat channel to stud 1199200 8-18 X 5/8" HWH 42 .036.100 .330 10.000 • Stud splicing 1200200 8-18 x 3/4" HWH #2 .036-100 .455 10,000 1202200 8-18 a 1" HWH 92 .036-100 .705 8.000 1204200 8-18 a 1-1/2" HWH #2 .036-100 1.205 4,000 1107053 10-16 X 3/4" HWH /11 .018.095 .220 5,000 • Stitching root deck wall panel 1109053 12-14 x 3/4" HWH 41 .018-095 .205 4,000 slueaps 01 1399053 1/4-14 x 7/8" HWH 91 .018-095 .380 5,000 duct WOI 1398000 10-16x112" Pan #3 .036-175 .150 10,000 1541000 10-16 X 5/8" Pan 43 .036-175 .200 5.000 • Clips, duct straps, brick ties or 1224000 10-16 a 3/4" Pan 43 .036-.175 .325 5,000 accessories to steel framing 1542000 10-16 a 3/4" Oval #3 .036-175 .325 5,000 \ i\ 1397000 10-16 x 112" HWH #3 .036-175 .150 5,000 1127000 10-16 a 518" HWH #3 .036-175 .200 5,000 1128000 10-16 x 3/40 HWH 43 .036-175 .325 5,000 Use #10-16 TEI( Screws Tension Capacity = 708 lbs / 3 = 236 lbs in 16 gage Steel Studs .With serrati Shear Capacity = 1540 lbs / 3 = 513 lbs in 16 gage Steel Studs under head. Elecfro-zinc (Th1W1 fI'TO 10T6 a 3/40 HWH 93 .06175 .323 5,000 1 Performance Data — _____________________________. Fastener Steel Gauge Dia. Pt. 1 26 24 22 20 18 16 14 1 12 #6 2 1 120 183 248 296 471 679 - #8 2 119 193 265 298 491 703 - 1 148 241 311 357 565 826 1796 #10-16 - j - 208 - 266 299 - 499 L23J 967 r1259 1474 #12 1 159 261 338 390 649 908 1949 1/4 1 208 329 428 562 800 1151 - - - SI4EE1EL1GA9E Gauge No. 12 14 16 18 20 22 24 26 Decimal Equivalent .105" .075" .060" .048" .036" .030" .024" .018" The values listed are ultimate averages achieved under laboratory conditions and apply to Buildex manufactured fasteners only. Appropriate safety factors __ should be applied to these values for design purposes. FASTFNER5yAUESiT Fastener (dia.tpi) Tensile (lbs. mm .) Shear (avg. lbs Torque (mm. In. lbs.) 6-20 1285 750 25 8-18 1545 1000 42 10-16 1936 1400 61 10-24 2702 1500 65 12-14 2778 1 2000 1 92 1/4-14 4060 1 2600 1 150 0. $iAk V Fastener Steel Gauge (lapped) '4, Dia. Pt. 26 1 24 22 20 1 18 16 14 #6 2 278 466 526 758 845 - - #8 2 294 496 560 740 1060 - - #10 398 584 659 884 1374 - 3 — 455 526 728 1266 1540 1552 #12 1 432 703 753 1018 1452 - - 1/4 1 511 1 849 1 885 1124411764 - - Installation Guidelines Ji.- A standard screwgun with a depth sensitive nosepiece should be The Fastener is fully seated when the head is flush with the used to install Teks. For optimal fastener performance, the work surface. screwgun should be a minimum of 4 amps and have a RPM range of 0-2500. t.. Overdriving may result in torsional failure of the fastener or stripout of the substrate. i _ Adjust the screwgun nosepiece to properly seat the fastener. The fastener must penetrate beyond the metal structure a New magnetic sockets must be correctly set before use. minimum of 3 pitches of thread. Remove chip build-up as needed. AiTL'?Bui1dex 1349 West Bryn Mawr Avenue Teke and Climaseat' are trademarks at ITW Buildex and Illinois Tool Works, Inc. Itasca, Illinois 60143 630-595-3500 Fax: 630-595-3549 © 2010 ITW Buildex and Illinois Tool Works, Inc. www.itwbuifdex.com 6 Page 44 of 50 Optional Attachment Anchor Not Shown www.hilti.us . . . Profis Anchor 2.4.2 Company: Page: 0 Spécilier: - Project: Address: . -• - .. . . . Sub-Project I Pos. No.: ,. . Phone I Fax: I Date: . 6/12/2014 E-Mail: - . .. - ' Specifier's comments: .. . - - . . . ... .. .. 1 Input data- . . - . - Anchor type and diameter KWIK HUS EZ (KH EZ) 3/8 (2 1/2) 'x - - Effectie embedment depth: h,f =1860 in, h m = 2.500 in. no :-r- Matérial: ' . Carbon Steel - ,. .. -. .• . .•, - Evaluation Service Report: ESR-3027 - - .. . , • Issued I Valid 8/1/2012 1 12/1/2013 Proof: . design method Ad 318 / AC193 . • , Stand-off installation:eh = 0.000 in (no stand-off); t = 0.250 in Anchor plate: - 14 x 1. x t = 4.000 in. x 4.000 in. x 0.250 in. (Recommended plate thickness: not calculated) Profile no profile Base material: . cracked concrete, 3000, f' = 3000 psi; h = 6.000 in.- Reinforcement tension condition B shear condition B no supplemental splitting reinforcement present - ..' edge reinforcement: none or< No.4 bar - • 8eisrtic load (cat. C, 0, E, or,F) no • . . . - .. ., . . -. 4'. . . • . -- ' - 4 • Geometry [in.] & Loading [I b, inlb] . ', • - - ' . . . •4_ Z' . 4 . - . -4 .. •.• I XA - . 0 .• - - I -i !' - I - . -..' . . - 'r4} . . 'S • . - - -'5 - ,. -- x input data and results must be checked for agreement with the existing conditions and for piausibiittyi PROFIS Anchor (c) 200 2009 Hiiti AG FL 9494 Schaan Hit so registered Trademark of Hilli AG Schoan Page 45 0"f,50 www.hilti.us Profis Anchor 2.4.2 Company: Specifier: Address: Phone I Fax: E-Mail: Page: Project: Sub-Project I Pos. No.: - Date: 6/12/2014 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb) Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y .1000 0 0 0 max. concrete compressive strain: - max. concrete compressive stress: - [psi] . resulting tension force in (x/y)=(0.000/0.000): 1000 [lb] resulting compression force in (xiy)=(0.000I0.000): 0,.[lb] 3 Tension load -. . Load Nua [lb] Capacity ^ [lb] Utilization PN =NJ^' Status, Steel Strength 1000 6718 15 OK Pullout Strength* N/A N/A N/A N/A Concrete Breakout Strength** 1000 1535 ' 66 OK anchor having the highest loading **anchor group (anchors in tension) 3.1 Steel Strength = ESR value refer to lCCESESR-3O27 ti Nç1 Nsa ACI 318-08 Eq. (D-1) Variables fl [in.2] aa [psi] 1 0.09 120300 Calculations N [lb] 10335 Results Nsa [lb] 4steei 4tNsa [] Nua Pb] 10335 0;650 6718 1000 Input data and results erust be checked for agrccrncntwiih thooxisting conditions and for plausibility! PROFIS Anchor ( c)2003-2009 Hifli AG FL9494 Schaan Hitiiis a registered Trademark ci Hiiil AG. 5chaan Page 46 of 50 www.hilti.us . 11 L Profis Anchor 2.4.2 Company: . Page: 2 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: I - Date: 6/12/2014 E-Mail: . 3.2Concrete Breakout Strength . Nrh = () Mled,N 't'C.N 'fcp.w Nb ACI 318-08 Eq. (0-4) Nct, a N 3 ACI 318-08 Eq. (D-1) see ACI 318-08, Pail D.5.2:1, Fig. RD.5.2.1(b) A 0 = 9 h 1 ACI 318-08 Eq. (D-6) = ( +.!I ") .ACI 31.8-08 Eq. (D-9) \ 3h 1 / 0.7+ 0.3 ~ 1.0 .41ed.N - AC1318-08 Eq. (0-11) WCDN = MAX(!!. !-)S 1.0 ACI 318-08.Eq.(D-13) c.0 - -. cac -'N -'Nb k . NTc h 5 ACI 318-08 Eq. (b-7) Variables . het [in.] eClN [in.] -. e2 [in.] c3 [in.] 1.860 0.000 0.000 .o 1.000 Cxc [in.] - - ____f[psi] 2.920 17 . 1 3000 - Calculations . ANC [in .2) ANfin.2] 11 'yecl.N '11ec2.N 410d.N. ')Icp.N - N, [lb) 34.11 34.11 1.000 1.000. .1:000 1.000 . 2362 Results NCb [lb] 4concrete t N [lb] N 3 [lb], 2362 0.650 1535 1000 Input data and results must bo checked loragreemont with the existing conditions and for pixusibilityl PROFIS Anchor (C) 2003-200 Huh AG,FL-9494Schaan Huh sa registered Trademarlcol Hilti AG. Schaan Page 47 of 50 . Liij www.hiltius Profis Anchor 2.4.2 Company: Page: 3 Specifier: Project: Address: . Sub-Project I Pos. No.: Phone I Fax: I . . • Date: 6/12/2014 F_-Mail: . 4 Shear load ________- Load V [lb] Capacity 4V [Ib] Utilization 13v = V/V - -- Status - Steel Strength* N/A N/A N/A N/A Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength N/A N/A N/A N/A Concrete edge failure in direction ** N/A N/A N/A N/A anchor having the highest loading *anchor group (relevant anchors) 5 Warnings To avoid failure of the anchor plate the required thickness can be calculated in PROMS Anchor. Load re-distributions on the anchors due to elastic defomiations of the anchor plate are not considered The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading! Condition A applies when supplementary reinforcement is used. The c1 factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary, reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. Refer to the manufactUrers product literature for cleaning and installation instructions. Checking the transfer of loads into the base material and the shear resistance are required in accordance with AC1318 or the relevant standard! Fastening meets the design criteria! input data and results must be checked for agreemei with the exisling conditions and for plausibility! PROFIS Anchor (C) 2003-2009 Hifli AG. FL-9494 Schan Hilli is aregisiered Trademark at 1-31111 AG, Schaan Page' 48 of 50 wwwJttus . Profis Anchor 2.4.2 Company: - Page: 4 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: . I Date: 6/12/2014 E-Mail: . 6 Installation data Anchor plate, steel: - . Anchor type and diameter: KWIK HUS-EZ (KH-EZ), 3/8(2 1/2) Profile: no profile; 0.000 x 0.000 x 0.000 in. Installation torque: 480.001 in.lb Hole diameter in the fixture: d1 = 0.500 in. Hole diameter in the base material: 0.375 in. Plate thickness (Input): 0.250 in. Hole depth in the base material: 2.750 in. Recommended plate thickness: not calculated . Minimum thickness of the base material: 4.000 in. Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. . Ccordinates Anchor in. Anchor x .y. c ,c •c1, 1 0.000 0:000 Inpuidata and results must be thecked for agreement wiih the existing conditions and for piausibiiityl PROFiS Anchor ( c ) 2003-2009t4iiii AG,.FL-9494 Schaân, Hiiii isTa rettistered Trademark of Hiiii AG. Schaan Page 49 of 50 4 www.hilti.us Profis Anchor 2.4.2 Company: Page: 5 Specifier: Project: Address: . Sub-Project I Pos. No.: Phone I Fax: . Date: 6/12/2014 E-Mail 7 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Huh's technical directions and operating, mounting and assembly instructions, etc., that must be strictly. complied with by the user. All figures contained therein are average figures and therefore use specific tests are to be conducted prior to using the relevant Hilti product The results of the calculations carried out by means of the Software are based essentially on the data you put in Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data lobe put in by you. Moreover, you bear sole resporisibilityforhaving the results of the calculation checked and cleared by an expert, particularly with regard to m compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the. regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the.Sottware in each case by carrying out manual updates via the Hilti Website. 'Hilti will not be liable for consequences such as the recovery of lost or damaged data or programs, arising from -a culpable breach of duty by you. input data and results must be.che'ckedfor agreement With the existing conditions and torplausibiiiiy! PROFi Anct1o( c )2003-2009 Huh AG. FL.9494 Schaan Hiiiiis a ëisieredf1rademark of Hiiii AG: Schoan Pa9e.50 of 50 AW! ELECTRIC UNDERGROUND METER & SERVICE LOCATION Customer Copy NolifrcalionA 300000180310 lio b#: (TB: 1147-173 Wanted Date: ON INSPECTION Date Prepared: 1112112011 Customer Type: Commercial Service Type: UG SERViCE TEMPORARY Project Trite: CONI1NUING LIFE COMMUNITIES TEMP'(SOT) Project Address: 1948 CALLE BARCELONA TP Project City: CARLSBAD Additional Address info: Customer POC: MICHELLE SCOTT Customer Phone #: 760-839-9430 SDGE Contact: Service Coordinator Contact Info: AGGIE SIMAN,760-476-5611 Traffic Control Permit Required J 11SDc3&E Application Required-Call: 1-800-411-7343 Excavation/Encroachment Permits Required By: Customer Municipal Inspection required By: CITY OF CARLSBAD Temp ServIce Charge due on First Bit $ 1,146.00 SERVICE ATTACHMENT POINT ANP!OR METER LOCATION: Locate 200 amp temporary meter pate/pedestal within 10 feet of transformer 0144325. Customer to provide all trench, excavation, _3"inch conduit. backf ii, compaction and 3/4" pufling and measuring tape from transformer to meter panel. Customer to trench to the front corner of transformer padSDG&E to Install customer-provided sweep Into transformer. if seiected. Customer assumes responsibility for condition of existing stubs. NOTE: If on pri',ate property, acquire permission. Temporary fee of $ 1146,00_ will appear on first month's bill. Station ID M. 752-880 Structure It: 0144325 - J Joint Trench t.Mth: Hertdhole Installed By Handhoie Lid Shalt Read: Standards Page: Ladder Arms: Stop Trench: from Pole Riser Quad: Bend Installed 3y: SDG&E Bend Type: TRANSFORMER Bend Info: 3" 90 DEG 36"R 0860 Conduit Installed By: CUSTOMER Conduit Size: 3" Service Panel Rating: 200 Number/Size of Main Switch: jVoltage: 120/240 # of WIres: 3 (Phase: I Utilities Maximum Contribution to Fault Current: 42000 Metering: Self Contained. Test Bypass Facilities Reqd Meter Clips: 4 Meter height - 40" mm. (3'O min. for multiple installation) - 63' max. From finish grade to centerline of meter base. Meters are required to be readily accessible 24 hours per day. Meters must be located In a safe area free of any potentially hazardous or dangerous condition. Provide 3-It. x 3-11. clear and level working space in front of meter. VV1'rere meter room to proposed, contact the planner at the nearest SDG&E office. Meter bases and meter service disconnects must be located at or Immediately adjacent to each other and be Identified with address and unit number. PROCEDURE FOR INSTALLATION I. PHONE DIG ALERT "811" AT LEAST TWO DAYS PRIOR TO TRENCHING FOR LOCATION OF UNDERGROUND UTILITIES. 2. Phone Service Coordinator at 760-476-5611 for the following: - 3Worhing days prior to trenching to arrange pre-meet with inspector and initiate trenching process. - After excavation of trench, Installation of conduit and service entrance equipment at meter location, CALL FOR INSPECTION. Do not cover conduit without inspectors written approval to backfill. . - WIan trrtct1 is backfillêd end compacted; CALL FOR INSPECTION. - if service entrance equipment is installed after backlill, CALL FOR INSPECTION OF THE EQUIPMENT. P. Meter cannot be set until inspector has approved inslataiion, Including service equipment, and receipt of city/county/state inspection Additional Information: ight of Way Required Assessors Pazcei Number Please call your Service Coordinator at 760-476-5611 with questions about application, Inspection, construction Installation and to schedule a crew, If SDG&E encounters hazardous or toxic material while performing construction of your project, SDG&E will halt Work immediately and it will be your responsibility to remove and or cleanup all hazardous or toxic material prior to SDG&E continuing construction. SDG&E shall have no liability or obligation whatsoever to cteanup.' remove or remedlate any hazardous or toxic materials discovered during the course of construction unless it Is through negflgénce of SDG&E. Customer-owned facilities to receive gas service are subject to an applicable local and state of California inspection authority requirements. Building address end/or houseline must be permanently identified prior to meter set. Information on this sheet is void after six (6) months, Keep this notice with building permit. Planned By: Lois Higgins lPhoneP.7604765613 T • LI 1OIV) I , I 1• I I . tren \ .parkinyo.t \trènch .pre-hi 1948 200 amp :. c-st-.WoodfmLI .', .,.. Job Notificatlontt 300000180310 Planner Name: Planner Phone: Lois Higgins -. 760.476-5613 Service Coordinator Phones 760-476-5611 C& 81?: Two tfrg Oc O.cror.YoI,JI STATE OF CALIFORNIA - DEPARTMENT OF HOUSING AND COMMUNITY DEVELOPMENT REGISTRATION CARD 3 Commercial Modular Decal: - CCK671l Manufacturer ID/Name 1068659 MODTECH HOLDINGS INC Trade Name MODTECH HOLDINGS INC Model 12X60 DOM 05/18/2006 DFS 10/06/2006 RY 2006 Exp. Date Oct 31, 2018 Serial Number Label/Insignia Number Weight Length Width Issued 005595601 147491 21,600 60' 12 Oct 26,2017 Addressee DESIGN SPACE MODULAR BUILDINGS INC 25212 MARGUERITE PARKWAY SUITE 200 MISSION VIEJO, CA 92692 Registered Owner(s) DESIGN SPACE MODULAR BUILDINGS INC 25212 MARGUERITE PARKWAY SUITE 200 MISSION VIEJO, CA 92692 Situs Address 10631 BANANA AVE FONTANA, CA 92337 Legal Owner(s) PNC BANK NATIONAL ASSOCIATION 350 SOUTH GRAND AVE SUITE 3850 LOS ANGELES, CA 90071 Lien Perfected On: 06/10/1110:35:10 ATTENTION OWNER: THIS IS THE REGISTRATION CARD FOR THE UNIT DESCRIBED ABOVE. PLEASE KEEP THIS CARD IN A SAFE PLACE WITHIN THE UNIT. INSTRUCTIONS FOR RENEWAL: REGISTRATION FOR THIS UNIT EXPIRES ON THE DATE INDICATED ABOVE IN THE BOX LABELED "Exp. Date". THERE ARE SUBSTANTIAL PENALTIES FOR DELINQUENCY. IF YOU DO NOT RECEIVE A RENEWAL NOTICE WITHIN 10 DAYS PRIOR TO THE EXPIRATION DATE, CONTACT H.C.D. FOR RENEWAL INSTRUCTIONS. IMPORTANT THE OWNER INFORMATION. SHOWN ABOVE MAY NOT REFLECT ALL LIENS RECORDED WITH THE DEPARTMENT OF HOUSING AND COMMUNITY DEVELOPMENT AGAINST THE DESCRIBED UNIT. THE CURRENT TITLE STATUS OF THE UNIT MAY BE CONFIRMED THROUGH THE DEPARTMENT. DiN: 9770538 R 10262017-1 STATE OF CALIFORNIA - DEPARTMENT OF HOUSING AND COMMUNITY DEVELOPMENT REGISTRATION CARD 3I' Commercial Modular Decal: CCi;698 Manufacturer 10/Name 1068659 MODTECH HOLDINGS INC Trade Name . MODTECH HOLDING INC Model I2X60 DOM 05/18/2006 DFS 10/06/2006 RY 2006 [Exp. Date Oct 31,2018 Serial Number Label/Insignia Number Weight Length Width Issued 005595602 147492 21,600 60' 12' 0c126,2017 Addressee DESIGN SPACE MODULAR BUILDINGS INC 25212 MARGUERITE PARKWAY SUITE 200 MISSION VIEJO, CA 92692 Registered Owner(s) DESIGN SPACE MODULAR BUILDINGS INC 25212 MARGUERITE PARKWAY SUITE 200 MISSION VIEJO, CA 92692 Situs Address 10631 BANANA AVE FONTANA, CA 92337 Legal Owner(s) PNC BANK NATIONAL ASSOCIATION 350 SOUTH GRAND AVE SUITE 3850 LOS ANGELES, CA 90071 Lien Perfected On: 06/10/1110:37:28 ATTENTION OWNER: THIS IS THE REGISTRATION CARD FOR THE UNIT DESCRIBED ABOVE. PLEASE KEEP THIS CARD IN A SAFE PLACE WITHIN THE UNIT. INSTRUCTIONS FOR RENEWAL: REGISTRATION FOR THIS UNIT EXPIRES ON THE DATE INDICATED ABOVE IN THE BOX LABELED "Exp. Date". THERE ARE SUBSTANTIAL PENALTIES FOR DELINQUENCY. IF YOU DO NOT RECEIVE A RENEWAL NOTICE WITHIN 10 DAYS PRIOR TO THE EXPIRATION DATE, CONTACT H.C.D. FOR RENEWAL INSTRUCTIONS. IMPORTANT THE OWNER INFORMATION SHOWN ABOVE MAY NOT REFLECT ALL LIENS RECORDED WITH THE DEPARTMENT OF HOUSING AND COMMUNITY DEVELOPMENT AGAINST THE DESCRIBED UNIT. THE CURRENT TITLE STATUS OF THE UNIT MAY BE CONFIRMED THROUGH THE DEPARTMENT. DTN: 9772926 R 10262017- 1 STATE OF CALIFORNIA - DEPARTMENT OF HOUSING AND COMMUNITY DEVELOPMENT' - REGISTRATION CARD 3 - Commercial Modular Decal: CCk6;733 Manufacturer ID/Name 1068659 MODTECH HOLDINGS INC Trade Name MODTECH HOLDINGS INC Model I2X60 DOM 05/18/2006 DFS 10/06/2006 RY 2006 Exp. Date Oct 3 L, 2018 Serial Number Label/Insignia Number Weight Length Width Issued - 005595604 147494 21,600 60' 12' Oct 26, 2017 Addressee DESIGN SPACE MODULAR BUILDINGS 25212 MARGUERITE PKWY SUITE 200 MISSION VIEJO, CA 92692 Registered Owner(s) DESIGN SPACE MODULAR BUILDINGS 25212 MARGUERITE PKWY SUITE 200 MISSION VIEJO, CA 92692 Situs Address 10631 BANANA AVE FONTANA, CA 92337 Legal Owner(s) PNC BANK NATIONAL ASSOCIATION 350 SOUTH GRAND AVE SUITE 3850 LOS ANGELES, CA 90071 Lien Perfected On: 06/10/1110:49:11 ATTENTION OWNER: THIS IS THE REGISTRATION CARD FOR THE UNIT DESCRIBED ABOVE. PLEASE KEEP THIS CARD IN A SAFE PLACE WITHIN THE UNIT. INSTRUCTIONS FOR RENEWAL: REGISTRATION FOR THIS UNIT EXPIRES ON THE DATE INDICATED ABOVE IN THE BOX LABELED "Exp. Date". THERE ARE SUBSTANTIAL PENALTIES FOR DELINQUENCY. IF YOU DO NOT RECEIVE A RENEWAL NOTICE WITHIN 10 DAYS PRIOR TO THE EXPIRATION DATE, CONTACT H.C.D. FOR RENEWAL INSTRUCTIONS. IMPORTANT THE OWNER INFORMATION SHOWN ABOVE MAY NOT REFLECT ALL LIENS RECORDED WITH THE DEPARTMENT OF HOUSING AND COMMUNITY DEVELOPMENT AGAINST THE DESCRIBED UNIT. THE CURRENT TITLE STATUS OF THE UNIT MAY BE CONFIRMED THROUGH THE DEPARTMENT. DTN: 9770175 R 10262017.1 S[ATE OF CALIFORNIA - DEPARTMENT OF HOUSING AND COMMUNITY DEVELOPMENT REGISTRATION CARD C13 Commercial Modular Decal: CCL1410 Manufacturer ID/Name 1068659 MODTECFIHOLDrNGSINC Trade Name MODTECH Model MDT J DOM 612007 DFS 05/2312008 RY 2008 Exp. D 11 ate May 3l,2018 Serial Number Label/Insignia Number Weight Length Width Issued 5700504 152143 17,280 60 12 May 27,2017 Addressee DESIGN SPACE MODULAR BUILDINGS INC 25212 MARGUERITE PARKWAY SUITE 200 MISSION VIEJO, CA 92692 * *** **** * *** *** *** * *** ATTENTION OWNER: THIS IS THE REGISTRATION CARD FOR THE UNIT DESCRIBED ABOVE. PLEASE KEEP THIS CARD IN A SAFE PLACE WITHIN THE UNIT. INSTRUCTIONS FOR RENEWAL: REGISTRATION FOR THIS UNIT EXPIRES ON THE DATE INDICATED ABOVE IN THE BOX LABELED "Exp. Date". THERE ARE SUBSTANTIAL PENALTIES FOR DELINQUENCY. IF YOU DO NOT RECEIVE A RENEWAL NOTICE WITHIN 10 DAYS PRIOR TO THE EXPIRATION DATE, CONTACT H.C.D. FOR RENEWAL INSTRUCTIONS. ICC II CC CC 1*1*11*1 II AC 1*1*1*1* *1* 1*1* *1* ****** CA *1 Registered Owner(s) DESIGN SPACE MODULAR BUILDINGS INC 25212 MARGUERITE PARKWAY SUITE 200 MISSION VIEJO, CA 92692 Situs Address 10631 BANANA AVE FONTANA, CA 92337 Legal Owner(s) PNC BANK NATIONAL' ASSOCIATION 2 NORTH LAKE AVE SUITE 440 PASADENA, CA 91101 Lien Perfected On: 06/10/1109:49:06 IMPORTANT THE OWNER INFORMATION SHOWN ABOVE MAY NOT REFLECT ALL LIENS RECORDED WITH THE DEPARTMENT OF HOUSING AND COMMUNITY DEVELOPMENT AGAINST THE DESCRIBED UNIT. THE CURRENT TITLE STATUS OF THE UNIT MAY BE CONFIRMED THROUGH THE DEPARTMENT. DTN: 9595067 R 05272017. 1