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2674 GATEWAY RD; 185; CBC2018-0478; Permit
• 4ityof Carlsbad Commercial Permit Print Date: 05/10/2019 Permit No: CBC2018-0478 Job Address: 2674 Gateway Rd, 185 Permit Type: BLDG-Commercial Work Class: Tenant Improvement Status: Closed - Finaled Parcel No: 2132622100 Lot #: Applied: 08/21/2018 Valuation: $194,160.00 Reference #: Issued: 01/16/2019 Occupancy Group: A-2 Construction Type: V-B Permit Finaled: St Dwelling Units: Bathrooms: .. Inspector: Akrog Bedrooms: Orig. Plan Check #: Final Plan Check U: Inspection: 5/10/2019 3:30:00PM Project Title: Description: MENDOCINO FARMS: 3,000 SF SHELL TO RESTAURANT TI + 1,015 SF PATIO DINING Applicant: . Co-Applicant: RSI GROUP PACIFIC COMMERCIAL CONSTRUCTION INC GEET SINGH 3187 Airway Ave 7668 El Camino Real, Ste 104-500 Costa Mesa, CA 92626-4603 Carlsbad, CA 92009-7932 714-343-4338 760-943-1975 BUILDING PERMIT FEE ($2000+) $963.25. BUILDING PLAN CHECK FEE (BLDG) $674:28 ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $89.00 FIRE A-2 & A-3 Occupancies - TI $628.00 FIRE Plan Resub (3rd&Subsequent Submittal/hr) $136.00 MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL ' $55.00 PUBLIC FACILITIES FEES - inside CFD $3,533.71 5B1473 GREEN BUILDING STATE STANDARDS FEE • . - $8.00 STRONG MOTION-COMMERCIAL $54.36 TRAFFIC IMPACT Commercial-Industrial w/in CFD $4,902.00 Total Fees: $11,043.60 Total Payments To Date: $11,043.60 Balance Due: $0.00 Please 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. 1635 Faraday Avenue, Carlsbad, CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov Cityo C f Carlsbad RESIDENTIAL BUILDING PERMIT APPLICATION B-I Plan Check Est. Value %4)_IO PC Deposit Date Job Address '.20!J GdICLA ROad Suite: 115 APN:____________________ CT/Project #:______ Lot #: Fire Sprinklers: (&/ no Air Conditioning: Gj / no BRIEF DESCRIPTION OF WORK: 1enon iiC Mk'ak of 3,W0 ersk rô cri 34rc I(\Q- eu(Qr't A Addition/New: loop .+4 New SF, ______ Deck SF, %Ol Patio SF, _______Garage SF Is this to create an Accessory Dwelling Unit? Yes _ New Fireplace? Yes iQ. if yes how many? LI Remodel: SF of affected area Is the area a conversion or change of use? Yes / No J Pool/Spa: SF Additional Gas or Electrical Features? E] Solar: KW, _Modules, Battery Yes/ No 0 Reroof: El Plumbing/Mechanical/Electrical Only: C1 Other: HvNeAl *\ R Mounted, Tilt: Yes / No, RMA: Yes / No, Panel Upgrade: Yes / No, APPLICANT (PRIMARY) PROPERTY OWNER Name: Geek fsi €rOlJ? flC Name: ç Scq- - r3OCunS Saç Kek ij Address: '1191 Ave-n. slt A Address: )3% tMI e)d Se 100 City: (e'Wl IT%C1 State: CA Zip: 1421 City: ,A)dtO Ci'5 State: CA Zip: 1It,O1+ Phone: (i)343 Phone:(I1)4ii— 114le2 Email: 5C4 tLC1 r\ Email:'au ye,tiocnownc Cry- DESIGN PROFESSIONAL CV)jprrWrN DeSign CONTRACTOR BUSINESS Name: Mna 46qS4UM Pcc4xi4cc1ce Name: ThO g(ACA& (ttcaj CstLt.w Address: 5o Ew1OuhM_PJ€te_ Me- °Address: 1 to (0 P,_€1C ayn i vi 0 g aA 104 City: tf _£tatn&tSState: It Zip: tL,OV IS City: C(A%)O..d State: CA zipAtOO1 Phone: (%'fl) Phone: 7J D 14?I 6)1 r Email: __etac11Ue2. (_(.' Email: (L LC iFC ii', c1v[O. cowl Architect State License: State License: 61 (4 Bus. License: LIZC I ?...31321 (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 applicant for such permit to file a signed statement that he/she is licensed pursuant to the provisions of the Contractor's License Law {Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code} or that he/she is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars {$5001). 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: BuildingcarIsbadca.gov B-I Page 1 of 2 Rev. 06/18 (OPTION A): WORKERS'COMPENSATION DECLARATION: I earby affirm under penalty of perjury one of the following declarations: MI have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. (have and will naintin worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. C& workers',3mpensation insurance carrier and policy number are: Insurance Company Name: Tale—Corvi e..vi c &b o' iii .. ru 't A Policy No. '101042115 Expiration Date: O 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 be come subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to p00,000.00, in addition the to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. CONTRACTOR SIGNATURE: U fl . DAGENT DATE: 1)1k 't"E7 1 i (OPTION 13 ): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law for the following reason: O 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). O 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). O 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. DYes 0 No I (have / 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, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone / contractors' license number): - S. 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): OWNER SIGNATURE: - DAGENT DATE: CONSTRUCTION LENDING AGENCY, IF ANY: 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). Lender's Name: Lender's Address: ONLY COMPLETE THE FOLLOWING SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY: Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 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? 0 Yes 0 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. APPLICANT CERTIFICATION: I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned propertyfor inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINSTALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINSTSAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT.OSHA: An OSHA permit is required for excavations over 5'0' deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 1064.4 Uniform Building Code). APPLICANT SIGNATURE: DATE: Z /2_I / 20 1 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: BuiIdingcarlsbadca.gov B-i Page 2 of 2 Rev. 06/18 Permit Type: BLDG-Commercial Application Date: 08/21/2018 Owner: Work Class: Tenant Improvement Issue Date: 01/16/2019 Subdivision: Status: Closed - Finaled Expiration Date: 11/04/2019 Address: 2674 Gateway Rd, 185 Carlsbad, CA 92009 IVR Number: 13337 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date StartDate Complete 05/02/2019 05/0212019 BLDG-85 T-Bar, 090616-2019 Passed Andy Krogh Ceiling Grids, Overhead Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout ' Yes BLDG-34 Rough Electrical Missing exit signs Yes BLDG-44 Yes Rough-Ducts-Dampers 05108/2019 05108/2019 BLDG-84 Rough 091160-2019 Passed Andy Krogh Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Walls, exterior trellis ' Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers Complete BLDG-Final 091161-2019 • Failed Andy Krogh Reinspection Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-Plumbing Final • No BLDG-Mechanical Final • No BLDG-Structural Final No BLDG-Electrical Final Gfcis not working No 05/10/2019 05/10/2019 BLDG-Final 091447-2019 Passed Andy Krogh Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-Plumbing Final Yes BLDG-Mechanical Final Yes BLDG-Structural Final Yes BLDG-Electrical Final Gfcis not working Yes BLDG-Fire Final 089967-2019 Scheduled Dominic Fled • Incomplete Checklist Item COMMENTS Passed FIRE- Building Final , No May lo,2019 • Page 3of4 I] Permit Type: BLDG-Commercial Application Date: 08/21/2018 Owner: Work Cuss: Tenant Improvement Issue Date: 01/16/2019 Subdivision: Status: Closed - Finaled Expiration Date: 11/04/2019 Address: 2674 Gateway Rd, 185 Carlsbad, CA 92009 IVR Number: 13337 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete 0411212019 0411212019 BLDG-44 088702.2019 Partial Pass Andy Krogh Reinspection Incomplete Rough/DuctslDampe rs Checklist Item COMMENTS Passed BLDG-Building Deficiency Grease duct smoke test, first layer wrap Yes BLDG-Fire Final 088157-2019 Cancelled Cindy Wong Reinspection Complete Checklist Item COMMENTS Passed FIRE- Building Final No 0411512019 0411512019 BLDG-44 088877.2019 Passed Andy Krogh Complete RoughlDuctsIDampe rs Checklist Item . COMMENTS Passed BLDG-Building Deficiency Grease duct second wrap Yes 0411812019 0411812019 BLDG-33 Service 089270.2019 Passed Michael Collins . Complete Change/Upgrade Checklist Item COMMENTS Passed BLDG-Building Deficiency EMR emailed to SDGE Yes 0412312019 0412312019 BLDG-85 T-Bar, 089752.2019 Failed Andy Krogh Reinspection Complete Ceiling Grids, Overhead Checklist Item COMMENTS Passed BLDG-Building Deficiency . No BLDG-14 . No Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout No BLDG-34 Rough Electrical - No BLDG4 . No Rough-Ducts-Dampers BLDG-Gas Meter 089751-2019 Passed Andy Krogh Complete Release 0412612019 0412612019: BLDG-85 1-Bar, 090133-2019 Failed Andy Krogh Reinspection Complete Ceiling Grids, Overhead. Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-14 No Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout . No BLDG-34 Rough Electrical Missing exit signs No BLDG-44 No, Rough-Ducts-Dampers May lo,2019 . Page 2of4 Permit Type: BLDG-Commercial Application Date: 08/21/2018 Owner: Work Class: Tenant Improvement Issue Date: 01/16/2019 Subdivision: Status: Closed - Finaled Expiration Data: 11/04/2019 Address: 2674 Gateway Rd, 185 Carlsbad, CA 92009 IVR Number: 13337 Scheduled Actual Date Start Date Inspection Type - Inspection No. Inspection Status Primary Inspector Reinspection Complete• 0210412019 02/04I2019 BLDG-21 082937-2019 Passed Andy Krogh Complete Underground!Underf loot Plumbing 0211112019 0211112019 BLDG-lI 083461.2019 Passed Andy Krogh Complete FoundationlFtglPier s(Rebar) BLDG-12 Steel/Bond 083462-2019, Passed Andy Krogh complete Beam 0310512019 0310512019 BLDG-84 Rough 085267-2019 Partial Pass Andy Krogh Reinspection Incomplete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Walls Yes • BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG44 Yes Rough-Ducts-Dampers 0311112019 03111/2019 BLOG-16 Insulation 085618-2019 Passed Andy Krogh Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 03120/2019 03/2012019 BLDG-17 Interior 086611-2019 Partial Pass Andy Krogh Reinspection Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Walls Yes 03/29/2019 03/29/2019 BLDG-21 081311.2019 Passed Andy Krogh Complete UndergroundlUnderf loor Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficienc, Exterior gas line Yes 04/02/2019 04/02/2019 BLDG-I? Interior 087628-2019 Passed Andy Krogh Complete Lath/Drywall Checklist Item , COMMENTS Passed BLDG-Building Deficiency Walls, hardlids Yes 04/11/2019 04/11/2019 BLDG-44 088647-2019 Partial Pass Andy Krogh Reinspection Incomplete Rough/ouctslDampe rs Checklist Item COMMENTS Passed BLDG-Building Deficiency Grease duct smoke test Yes May 10, 2019 Page lof4 V EsGil A SAFEbuilf Company DATE: 10/12/2018 U APPLICANT U JURIS. JURISDICTION: Carlsbad PLAN CHECK #.: CBC2018-0478 SET: II PROJECT ADDRESS: 2674 Gateway Rd. PROJECT NAME: Mendocino Farms Tenant Improvement The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's btiIding 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. F-1 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. LI The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. fl 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. LI EsGil staff did adv/thepplicant that the plan check has been completed. Person contacted (\ Telephone #: Date contacted: by) Email: Mail Telephone Fax In Parson F-1 REMARKS: By: Jason Pasiut Enclosures: EsGil 10/5/2018 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil. A SAfEbuilt Company DATE: 9/4/2018 0 APPLICANT 0 JURIS. JURISDICTION: Carlsbad PLAN CHECK #.: CBC2018-0478 SET: I PROJECT ADDRESS: 2674 Gateway Rd. PROJECT NAME: Mendocino Farms Tenant Improvement The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. LI 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. Iii 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 person. The applicant's copy of the check list has been sent to: Geet Singh 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: Geet Singhç Telephone #: 714-343-4338 Date contac d: (bl erson j) Email: geet@rsi-group.com Mail ephone ax LI REMAR By: Jason Pasiut Enclosures: EsGil 8/23/2018 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad CBC20 18-0478 9/4/2018 PLAN REVIEW CORRECTION LIST TENANT IMPROVEMENTS PLAN CHECK #.: CBC2018-0478 OCCUPANCY: A-2 TYPE OF CONSTRUCTION: V-B or 1-A? ALLOWABLE FLOOR AREA: within SPRINKLERS?: YES REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 8/21/2018 DATE INITIAL PLAN REVIEW COMPLETED: 9/4/2018 JURISDICTION: Carlsbad USE: Restaurant ACTUAL AREA: 3,177sf STORIES: 1 HEIGHT: unchanged OCCUPANT LOAD: 156 DATE PLANS RECEIVED BY ESGIL CORPORATION: 8/23/2018 PLAN REVIEWER: Jason Pasiut 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. Carlsbad CBC20 18-0478 9/4/2018 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. . PLANS Please provide evidence of application with the County of San Diego Environmental Health Food and Housing Division. Please clarify the type of construction. There are conflicting types shown on sheet s GO.00 and G4.00. ACCESSIBILITY AND PATH OF TRAVEL Please note or show details for the required parking signs per 11 B-502.8. Please make reference on sheet AO. 10 to the accessibility details and notes on sheets G1 .00 to sheet G2.04 for all path of travel elements. Detail 1 on sheet A3.00 shows the women's restroom stall to be less than the required 60" wide. Please revise this dimension. Please show, at both restrooms, the required 34" door opening for compartment doors on the side wall. 11 B-604.8.1.2. Sheet 3.00. Please show a clear width of 44" for the accessible route to the accessible restroom. 11 B-403.5.1. Where dining surfaces are provided for the consumption of food and drink, at least 5% of the seating spaces and standing spaces at the dining surfaces shall comply with 11 B-902. a) Show a clear floor space of 30" x 48" for forward approach with knee and toe clearances per 11 B-306. Carlsbad CBC20 18-0478 9/4/2018 b) The tops of dining surfaces shall be 28" minimum and 34" maximum. 9. Where food or drink is served for consumption at a counter exceeding 34 inches in height, a portion of the main counter 60 inches minimum in length shall be provided in compliance with Section 11 B-902.3. . PARTITIONS I DOORS 10. Provide a section view of all new interior partitions. Show: Manufacturer and approval number of metal studs or indicate "to be ICC approved". Method of attaching top and bottom plates to structure. (NOTE: Top of partition must be laterally braced to roof or floor framing above, unless suspended ceiling has been designed for partition lateral load). 11. Please call out the existing door hardware type as opposed to "existing". The existing doors must be shown to be compliant. . MECHANICAL I ELECTRICAL I PLUMBING 12. Show that factory made flexible air duct shall be not more than 5 feet in length. CMC603.4.1. 13. Please provide the UL listing and manufacturer's installation information for all new mechanical and kitchen equipment to be installed. Section 107.2. 14. Please show the vent for FS-1 at the food prep sink to be after the trap weir on the sanitary waste and vent plan. Sheet P1.10. 15. Please show the vent for FS-1 at the condensate drain floor sink on the sanitary waste and vent plan. Sheet P1.10. 16. Please show that the potable water supply to beverage dispensers, carbonated beverage dispensers, or coffee machines are prptected by a legal airgap, a vented back flow preventer, or a reduced pressure principle .backflôw preventer. The relief valve shall drain indirectly into the sewer with a legal airgap. CPC 603.5.12. 17. Please show that the water supply to the urinal(s) is protected by an approved- type vacuum breaker or other approved backflow prevention device. CPC 603.5. 18. Please show that potable water outlets with hose attachments at the mop protected by a nonremovable hose bib-type backflow preventer, a nonremovable hose bib-type vacuum breaker, or by an atmospheric vacuum breaker installed not less than 6 inches (152 mm) above the highest point of usage located on the discharge side of the. last valve. CPC 603.5.7. Carlsbad CBC20 18-0478 9/4/2018 19. Please show the water supply to the pure water process system, such as a reverse osmosis and dialysis water systems, semiconductor washing systems, and similar process piping systems, protected from backpressure and back- siphon by a reduced pressure principle backflow preventer. CPC 603.5.18. . WALK IN COOLER 20. Provide the manufacturer standard plans and installation instructions/listing information for the cooler walls and refrigeration equipment being proposed. CMC 935. Show electrical loads and show that the equipment meets UL 471 and 427. Show connection details for corners and roof including fasteners. Show foam thickness and flame-spread information. 21. Show location of indirect drain / floor sink and detail drain pipe size and required airgap. CPC4I8.4. 22. Refrigerated Spaces that are less than 3,000 square feet shall meet the requirements of the Appliance Efficiency Regulations for walk-in coolers or freezers contained in the Appliance Efficiency Regulations (California Code of Regulations, Title 20, Sections 1601 through 1608). Note on the plans whether this installation meets these requirements. CEC 120.6 (a) 23. Please note or show that all electrical penetrations into the cooler shall be sealed per section 300-7 of the NEC. 24. Please provide a roof plan showing the location of the new condensing unit. 25. Where not in a refrigerant machinery room, rooms or spaces in which a refrigerant-containing portion of a condensing unit is installed shall be provided with ventilation in accordance with Section 1105.5.1 or Section 1105.5.2. Please show either: Permanent gravity ventilation openings of not less than 2 square feet net free area opening shall be terminated directly to the outside of the building or extend to the outside of the building by continuous ducts. A mechanical exhaust system shall be designed to provide a complete change of air not less than every 20 minutes in such room or space and shall discharge to the outside of the building. 26. Refrigeration systems shall be protected by a pressure-relief device or other approved means to safely relieve pressure due to fire or abnormal conditions. Show on the plans the proposal for pressure relief. CMC11I2.1. END OF REVIEW Carlsbad CBC20 18-0478 9/4/2018 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: U Yes U 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 Jason Pasiut at Esgil. Thank you. Carlsbad CBC2018-0478 9/4/2018 [DO NOTPAY— THIS IS NOTANINVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK#.: CBC2018-0478 PREPARED BY: Jason Pasiut DATE: 9/4/2018 BUILDING ADDRESS: 2674 Gateway Rd. BUILDING OCCUPANCY: A-2 BUILDING ::~]F—AROF PORTION I (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) City provided estimate 194,160 Air Conditioning Fire Sprinklers TOTAL VALUE 194,160 Jurisdiction Code jcb IBy Ordinance 1997 UBC Building Permit Fee iit: 1997 UBC Plan Check Fee I Al tI Type of Review: El Complete Review 0 Structural Only D Repetitive Fee Repeats El Other E3 Houtly d Hr.@* EsGil Fee $587.621 Comments: Sheet 1 of 1 Structural Calculations Packet MENDOCINO FARMS CARLSBAD, CA Prepared by: Britt, Peters & Associates, Inc. August 17, 2018 08/20/2018 All Calculations are in Accordance with the 2016 CALIFORNIA STATE BUILDING STANDARDS CODE (TITLE 24) CBC20I8-0478 2674 GATEWAY RD #185 MENDOCINO FARMS: 3,000 SF SHELL TO RESTAURANT I TI + 1,015 SF PATIO DINING 2132622100 8121Q018 CBC20I 8-0478 Mendocino Farms 2674 Gateway Road, Suite 185 BRITT, PETERS Carlsbad, CA 9009 A S S OCIAIES TABLE OF CONTENTS GENERAL PROJECT INFORMATION 1 SEISMIC LOADS AND CALCULATIONS 7 WOOD CONNECTION DESIGN 14 ENERCALC MEMBER CALCULATIONS 18 APPENDEX A 32 BRITT, PETERS & ASSOCIATES, INC. Subject: MF_FARMS CONSULTING ENGINEERS Project No.: 180951 (864) 271-8869 FAX (864) 233-5140 By: BPA 55 Beattie Place, Suite 400, Greenville, SC 29601 Date: 8/17/2018 Design Information Sheet Project Location: Carlsbad, CA Code Contact: Contact Phone Number: Location Parameters: Per Code official or aDolicable desian code Building Code: 2016 California State Building Standards Code (Title 24) Ground Snow Load, PG: 0 Basic Wind Speed, V: 110/85 Frost Line: NA Dsf mph n. mm. below finish exterior grade Seismic Parameters: Per USGS Maps S: 1.133 S1: 10.435 Geotechnica Parameters: Assumed Bearing Pressure: NA psf Site Class: D Mm. Footing Embedment: NA in. 1/38 Search Results Query Date: Fri Aug 17 2018 Latitude: 33.1581 Longitude: -117.3506 ASCE 7-10 Windspeeds (3-sec peak gust in mph*): Risk Category 1:100 Risk Category II: 110 Risk Category III-IV: 115 MR15 10-Year: 72 MRI** 25-Year: 79 MRI** 50-Year: 85 MR155 100-Year: 91 ASCE 7-05 Windspeed: 85 (3-sec peak gust in mph) ASCE 7-93 Windspeed: 70 (fastest mile in mph) -. - DAKOTA L J OREGON IDAHO WYOMING NEBRASKA NEVADA United States I.TAH San Francisco COLORADO KANSAS CALIFORN'4 OLeoVegas I OKLAHOMA Los p9::ARIZONA A olegc NEW MEXICO Dallas o J\TEXASJ Mexico. Mexico City Search Results for Map Page 1 of I lie T!hnOlOYcOU!iI W/N'8Pé' B YL ?CA T/N ASCE 7 Windspeed ASCE 7 Ground Snow Load Related Resources Sponsors About ATC Contact This site will be taken offline on June 30th 2018. Please start using the new site at https:IIhazards.atcouncii.org. Miles per hour Mean Recurrence Interval Users should consult with local building officials to determine If there are community-specific wind speed requirements that govern. Print your results WINDSPEED WEBSITE DISCLAIMER While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the windspeed report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the windspeed report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the windspeed load report. Sponsored by the ATC Endowment Fund . Applied Technology Council • 201 Redwood Shores Parkway, Suite 240 • Redwood City, California 94065 (650) 595-1542 2/38 http://windspeed.atcouncil.org/index.php?option=com_content&view=article&id= I 0&dec... 8/17/2018 ASCE 7-10 Wind Load Design Calculations Version: V6 Subject: MF_CARLSBAD Project No.: 180951 BRITT. PETERS By: BPA - - Date: 8/17/2018 A S S 0 C I A I F S (864) 271-8869 FAX (864) 233-5140 101 Falls Park Drive, Suite 601, Greenville, SC 29601 Parameters: Risk Category (1, II, Ill, IV): II Mean Recurrence Interval (MRI): 700 yrs Basic Wind Speed, V: 110 mph Exposure Category: C Wind directionality factor, Kd: 0.85 Velocity pressure exposure coeff., K: 0.86 Topographic factor, K: 1.00 Gust Factor, G (x-dir wind): 0.85 Gust Factor, G (y-dir wind): 0.85 Internal pressure coefficient, +GC 1: 0.18 Building Properties: Mean Roof Height, h: 16 ft h override: Eave Height, h: 16 ft Ridge Height, hr = 16 ft Parapet Height: 12 ft Parapet around roof perimeter? YES Roof Type: Monoslope, Hip, Gable? Monoslope Ridge Line is Parrellel to X or Y? V Roof Slope, degrees: 0 degrees slope override: Length X-direction, L1: 60 ft Length Y-direction, L2: 72 ft Calculated Gust Effect Factors: Damping ratio, : 0.010 Tuscd 0.21 sec Applied Technology Council Wind Speed Website: I Iuly://wlvw.a:(yJuncfLor/j.4vu:dcpeedñmktphlp I I. I II I 60 ft Velocity pressure, q: 22.7 psf Internal Pressure: +14.08 psf Enter the building's period here, or leave blank for spreadsheet to determine. 3/38 BRITT, PETERS & ASSOCIATES, INC. Subject: MF_CARLSBAD CONSULTING ENGINEERS Project No.: 180951 (864) 271-8869 FAX (864) 233-5140 By: BPA 101 Falls Park Drive, Suite 601, Greenville, SC 29601 Date: 8/16/2018 Design Wind Pressure (psi): Effective Wind Area (sqft)__________ Walls: 10 20 50 100 200 500 + 24.5 23.4 22.0 20.9 19.8 18.4 Interior Area 4 - - -26.5 24.5 -25.4 23.4 -24.0 22.0 -22.9 20.9 -21.8 19.8 -20.4 18.4 + Edge Area 5 - -32.6 -30.5 -27.6 -25.4 -23.3 -20.4 Roof: 10 20 50 100 200 500 + 16.0 16.0 16.0 16.0 16.0 16.0 Interior Area 1 - -26.7 24.5 -26.1 23.4 -25.2 22.0 -24.5 20.9 -24.5 19.8 -24.5 18.4 + Edge Area 2 - -44.9 24.5 -40.1 23.4 -33.8 22.0 -29.0 20.9 -29.0 19.8 -29.0 18.4 + Corner Area 3 - -44.9 -40.1 -33.8 -29.0 -29.0 -29.0 Overhang: 10 20 50 100 200 500 + 16.0 16.0 16.0 16.0 16.0 16.0 Interior Area 1 - -38.5 16.0 -37.8 16.0 -36.9 16.0 -36.3 16.0 -31.5 16.0 -25.1 16.0 + Edge Area 2 - -38.5 16.0 -37.8 16.0 -36.9 16.0 -36.3 16.0 -31.5 16.0 -25.1 16.0 + Corner Area 3 - -63.4 -49.8 -31.8 -18.1 -18.1 -18.1 Parapet Design Pressure (psi): Effective Wind Area (sqft)__________ Parapet: 10 20 50 100 200 500 + 68.8 62.2 53.5 46.9 45.7 44.1 Edge Area 2 - -48.2 68.8 -45.7 62.2 -42.5 53.5 -40.1 46.9 -37.6 45.7 -34.4 44.1 + Corner Area 3 - -55.1 -51.4 -46.6 -42.9 -39.2 -34.4 Width of pressure coeff. zone, a: 6.0 ft 4/38 lZl) 114) 214) IL.') 113) 214) Design Maps Summary Report Page 1 of I S 1JSGS Design Maps Summary Report User—Specified Input Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 33.165830N, 117. 33819°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/Il/Ill Cas INNE ' toiirui - fS 0 *5eiuniaepirtri I\ AIrpofl Oceans' Vista j. -:\ Carlsbad, W. U McCIrn Awpor. - Escondido' -. ........ USGS—Provided Output S5 = 1.133g SMS= 1.186g SDS= 0.791g S1 = 0.435 g SM1 = 0.681 g S0± = 0.454 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCF2 Response Spectrum Design Response Spectrum Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject-matter knowledge. 5/38 https ://prodO 1-earthquake.cr.usgs.gov/designmaps/us/summary.php?template=minimal&Ia... 8/17/2018 PiM j Subject: ME_CARLSBAD, CA Project No.: 180951 BRITT, PETERS By: BPA - Date: 8/17/2018 ASSOC IA I E S (864) 271-8869 FAX (864) 233-5140 I 101 Falls Park Drive, Suite 601, Gree SC 29601 USGS Data TL = SS = Si = Site Class = F9 = F = SMS = F9S5 = SMi = E9S1 = Scs = 2/3"S ms 501 = 2/3*SMi = Risk Category: Importance Factor = Irregularity? Seismic Table 11.6-1 Design Table 11.6-2 Category Redundancy Factor 1.0 8 Cs = Sos/(R11) = 0.158 (Eq. 12.8-2) 1.133 C1 = 0.02 0.435 x = 0.75 D T. = C1(h)9 = 0.376 sec 1.05 T1 = sec 1.57 T= 0.376 sec 1.19 Csmax = SDI/((R/l)T) = 0.241 0.68 Csmax = SDITL/((RII)T2) = NA T<TL 0.791 Csmio = 0044513131001 = 0.035 0.454 Csmin = 0.5S11(R/I) = NA S1<0.6 II C5 = 0.158 1 Vseismc = C9W = - kips YES Ts= 0.574 sec SDC= D SDC= 0 YES Is the 1-s period mapped spectral response acceleration parameter S less than 0.75? YES Is the approximate fundamental period of the structure, T9, less than 0.875 in each of the two orthogonal directions? YES Is the fundamental period of the structure used to calculate story drift less than T. in each of the two orthogonal directions? YES Is Eq. 12.8-2 used to determine the seismic response coefficient, C? NO Are the diaphragms rigid? Or if the diaphragms are flexible, is the distance between vertical elements of the seismic force-resisting system not greater than 40 ft? Controling Soc =1 D 6/38 I ASCE 7-10 Seismic Demands on Non5tructuaI Componets I [subject Mendocino Farms Carlsbad, CA Project 1* 180951 LBy BPA LDate 8/15/2018 0.791 Z/h=l 1 (Assumed Conservatively) 1 Item Variables Fp Results Vertical Component Number Type W,, (lb) ap Rp Fp Mm (lb) I Fp Max (lb) F (lb) Fp Controlling (ID) F. (lb) 1 Exaust Fan 250 2.5 6 59 316 99 99 40 2 Make-up Air Unit 350 IS 6 83 443 138 138 55 3 Transformer 450 1 IS 107 570 171 171 71 4 Hood 650 2.5 6 154 823 257 257 103 5 Exhaust Fan (mm) 150 2.5 6 36 190 59.325 59 24 7/38 BRF, PETERS & ASSOCIATES, INC. Subject: II Consulting Engineers (864) 271-8869 Fax (864) 233-5140 Project No Sheet 101 Falls Park Drive, Ste. 601 • Greenville, SC 29601 www.brittpeters.com By: Date: - /1Ti tp4u, A4AL BQ*ES A.,Ub(. A1(Q ?€2 Ut-1rT ALL tJL 2ES ,p.)b JEC< __tiU I • ______ f .. j,V4 &I's LO34 A CoPESctotI 04%E ) 44pjp i J H.: \IEr CouP A m,4c° IS b z3l1Ji (eoM) 18/38 BRITr, PETERS & ASSOCIATES, INC. Subject: - Consulting Engineers (864) 271-8869 Fax (864) 233-5140 Project No: Sheet 101 Falls Park Drive, Ste. 601 • Greenville, SC 29601 www.brittpeters.com By: Date: A' Co2E~~bJo Et - -, LtZI S. —i24á4 1JStb'J. -. - CcA4 CB hAS .1I3tb$ tC çL Ti t =ft I1-7VJ-A-J6S-- o~siwg JZj 11 4- BRITI, PETERS.& ASSOCIATES, INC. Subject: - Consulting Engineers (864) 271-8869 Fax (864) 2335140 Project No: 101 Falls Park Drive, Ste. 601 Greenville, SC 29601 www.brittoeters.com By: Sheet: Date: I,to AS L Q4 U,JSrrr Lkg&-w /oô 01 t .- 1 00 t T . . . . . . KAX 1I u q LPF. Af1o(oI~?c 2 .;: . . 1. Ic'1.citbs> 2 r . - . - M5O'J LZ VL '1 3 c,Lb ( LcV BRITI, PETERS & ASSOCIATES, INC. Subject: - Consulting Engineers (864) 271-8869 Fax (864) 233-5140 Project No: 101 Falls Park Drive, Ste. 601 Greenville, SC 29601 www.brittpeters.com By: Sheet: Date: CAM co icb*L%r > 2bs J0 2 r_. 1/38 BRUiT, PETERS & ASSOCIATES, INC. Subject: - Consulting Engineers (864) 271-8869 Fax (864) 233-5140 Project No: 101 Falls Park Drive, Ste. 601 Greenville, SC 29601 www.brittpeters.com By: Sheet: Date: Date: jtt —EcE - : EoW 4 2I38 BRITI, PETERS & ASSOCIATES, INC. Subject: jU Consulting Engineers (864) 271-8869 Fax (864) 2335140 Project No Sheet: 101 Falls Park Drive, Ste. 601 • Greenville, SC 29601 www.brittpeters.cpm By: Date: øc1t jjJ(-rs . . Wor CPC EfEJtE'r ° Ar Aj - 0 1 : -t=J Ll _CtC4b .: I I- - . c ..AL(4T cbjEb crr%4 V&-5F-1 Ci?-C(ttl4 SIBAh I . ... EJ J0r , HF I 113/38 8/16/2018 Connection Calculator Design Methodlil Load & Resistance Factor Design (LRFD) V Connection Typelli Lateral loading Fastener Typelil Nail V Loading Scenariolli Single Shear V Main Member Type JI Spruce-Pine-Fir Main Member Thicknesslll 3.5 in. V Side Member TypeI Spruce-Pine-Fir V Side Member ThicknessliF 1.5 in. v Nail —Ty—pelll Box Nail Sizelli 16d (D = 0.135 in.; L = 3.5 in.) V Time Effect FactoriF = 1.0 Wet Service Factorill C_M = 1.0 V End Grain Factorlil C_ca = 1.0 V ii Temperature Factorlil c_t = 1.0 Diaphragm Factorlil C_di = 1.0 V Connection Yield Modes Im 11888 lbs. Is 11666 lbs. II 11327 lbs. HIM 11316 lbs. His 11248 lbs. lv 1189 lbs. ill Adjusted LRFD Capacity 11189 lbs. Nail bending yield strength of 100000 psi is assumed. The Adjusted LRFD Capacity does Ot apply for toe-nails installed in wood members. Length of tapered tip is assumed to be two times the nail diameter for calculating dowel bearing length in the main member. The Adjusted LRFD Capacity only applies for nails that have been driven flush with the side member surface. It does not apply for nails that have been overdriven into the side member. While every effort has been made to insure the accuracy of the information presented, and special effort has been made to assure that the information reflects the state-of-the-art, neither the American Wood Council nor its members assume any responsibility for any particular design prepared from this on-line Connection Calculator. Those using this on-line Connection Calculator assume all liability from its use. The Connection Calculator was designed and created by Cameron Knudson, Michael Dodson and David Pollock at Washington State University. Support for development of the Connection Calculator was provided by American Wood Council. 14/38 1/1 8/16/2018 Connection Calculator Design M;thodJJJ Load & Resistance Factor Design (LRFD) V Connection Typelli Lateral loading V Fastener Typeill Lag Screw V Loading Scenariolli Single Shear V Main Member Typelli Douglas Fir-Larch V Main Member Thickness lll 3.5 in. V Jj Main Member: Angle of Load to Gra r- in 0 Side Member Typeill Steel V ]j Side Member Thicknesslll 12 gage V Side Member: Angle of Load to Grain 0 Washer Thicknesslli 0 in. Nominal Diameterllt 3/8 in. V Length]JI 3 in. Time Effect Factoril I = 1.0 V Ii Wet Service Factorlil C_M = 1.0 II End Grain Factorill c_eg = 1.0 V Temperature Factorlil c...t = 1.0 II Connection Yield Modes Im 112145 lbs. Is 11929 lbs. II 11962 lbs. IlIm 11130 lbs. HIS 11441 lbs. Iv 11588 lbs. Ii Adjusted LRFD Capacity 11441 lbs. Lag Screw bending yield strength of 45000 psi is assumed. The Adjusted LRFD Capacity is only applicable for lag screws with adequate end distance, edge distance and spacing per NDS chapter II. ASTM A36 Steel is assumed for steel side members 1/4 in. thick, and ASTM A653 Grade 33 Steel is assumed for steel side members less than 1/4 in. thick. While every effort has been made to insure the accuracy of the information presented, and special effort has been made to assure that the information reflects the state-of-the-art, neither-the American Wood Council nor its members assume any responsibility for any particuiar design prepared from this on-line Connection Calculator. Those using this on-line Connection Calculator assume all liability from its use. The Ccnnection Calculator was designed and created by Cameron Knudson, Michael Dodson and David Pollock at Washington State University. Support for development of the Connection Calculator was provided by American Wood Council. 15/38 1/1 8/16/2018 Connection Calculator IDesign Methodlil Load & Resistance Factor Design (LRFD) V I Connection Typelli Withdrawal loading V Fastener TypeI Loading Scenariolli Lag Screw 11 V N/A I Main Member Typepouglas Fir-Larch V Main Member Thicknesslll 3.5 In. Side Member Typelh Steel V Side Member Thickness 12 gage V Washer Thicknesslll 0 in. V Nominal Diameterfil 3/8 in. V H LengthI 3 in. V Time Effect Factorli I = 1.0 V Wet Service Factorlil C_M = 1.0 V Ii End Grain Factorill C_eg = 1.0 Temperature FactorIl C_t = 1.0 V Adjusted LRFD Capacity 11173 lbs.11 The Adjusted LRFD Capacity only applies to withdrawal of the fastener from the main member. It does ni address head pull-through capacity of the fastener in the side member. While every effort has been made to insure the accuracy of the information presented, and special effort has been made to assure that the information reflects the state-of-the-art, neither the American Wood Council nor its members assume any responsibility for any particular design prepared from this on-line Connection Calculator. Those using this on-line Connection Calculator assume all liability from its use. The Connection Calculator was designed and created by Cameron Knudson, Michael Dodson and David Pollock at Washington State University. Support for development of the Connection Calculator was provided by AmericanWoodCouncil. 16/38 ill 8/16/2018 Connection Calculator I Design Methodlil Load & Resistance Factor Design (LRFD) Connection Typelli Lateral loading Fastener TypelI Nail V 11 Loading Scenariolli Single Shear V Main Member TypeI Spruce-Pine-Fir V Main Member Thicknesslll Side Member Typelli Plywood (Structural 1 grade) V Side Member Thicknesslll 19/3 2 in. V Nail T ypelli Box V Nail Sizeill lOd (D = 0.128 in.; I = 3 in.) V Time Effect Factoril I = 1.0 V 11 Wet Service Factorill C_M = To V 11 End Grain Factorill C_eg = 1.0 V Temperature FactorlH c.j = 1.0 v Diaphragm Factor11 C_di = 1.0 V Connection Yield Modes IM 111013 lbs. Is 11347 lbs. 11 llss lbs. IlIm 11370 lbs. Ills 11156 lbs. IV 11183 lbs. Adjusted LRFD Capacity 11156 lbs. Nail bending yield strength of 100000 psi is assumed. The Adjusted LRFD Capacity does not apply for toe-nails installed in wood members. Length of tapered tip is assumed to be two times the nail diameter for calculating dowel bearing length in the main member. The Adjusted LRFD Capacity only applies for nails that have been driven flush with the side member surface. It does not apply for nails that have been overdriven into the side member. While every effort has been made to insure the accuracy of the information presented, and special effort has been made to assure that the information reflects the state-of-the-art, neither the American Wood Council nor its members assume any responsibility for any particular design prepared from this on-line Connection Calculator. Those using this on-line Connection Calculator assume all liability from its use. The Connection Calculator was designed and created by Cameron Knudson, Michael Dodson and David Pollock at Washington State University. Support for development of the Connection Calculator was provided by AmericanWoodCouncil. 17/38 1/1 Span = 41.250 ft Span = 41.250 ft I I Lic. #: KW-06006800 Licensee: BRITT PETERS & ASSOCIATES INC. Description: W24X55 GIRDER EObEkEREicES Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2018 rMiiii Properties Analysis Method: Load Resistance Factor Design Fy: Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29000.0 ksi Bending Axis: Major Axis Bending FAppIi1L1s 1 Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load: D = 0.020, Lr = 0.020, W = 0.0250 ksf, Tributary Width = 30.0 ft Point Load: D = 0.30k @30.0 ft Point Load: 0 = 0.450 k @35.0 ft Load for Span Number 2 Uniform Load: 0 = 0.0150, Lr = 0.020, W = 0.0250 ksf, Tributary Width = 30.0 ft Point Load: D = 1.230k @8.50 ft Point Load: 0=1.230k @ 30.0 ft Point Load: D = 0.650 k @4.0 ft Point Load: 0 = 0.350k @ 10.0 ft Point Load: 0 = 0.450k @ 7.0 ft DESIGN SUMMARY Maximum benaing Stress Ratio = 0.862: 1 Maximum shear Stress Ratio = 0.213 : 1 Section used for this span W24x55 Section used for this span W24x55 Mu: Applied 433.026 k-ft Vu : Applied 53.602 k Mn * Phi: Allowable 502.500 k-ft Vn * Phi: Allowable 251.694 k Load Combination +1 .200+1 .60Lr+O. 50 W+1 .60H Load Combination +1 .200+1 .60Lr.O. 50 W+1 .60H Location of maximum on span 41.250ft Location of maximum on span 41.250 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.523 in Ratio = 946 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 1.008 in Ratio = 491 >=180 Max Upward Total Deflection -0.002 in Ratio = 200068 >=180 rMaximum Forces & Stresses for Load Combinations I 1bfJ Lic. #: KW-06006800 Licensee: BRITT PETERS & ASSOCIATES INC. Description: W24X55 GIRDER Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi'Mnx Cb Rm VuMax Vnx Phi*Vnx Dsgn. L = 41.25 ft 1 0.346 0.089 105.59 -173.92 173.92 558.33 502.50 1.00 1.00 22.38 279.66 251.69 Dsgn. L= 41.25 It 2 0.346 0.082 83.32 -173.92 173.92 558.33 502.50 1.00 1.00 20.76 279.66 251.69 +1.20D'0.50Lr+1.601+1.60H Dsgn. L = 41.25 It 1 0.424 0.107 126.38 -212.89 212.89 558.33 502.50 1.00 1.00 26.92 279.66 251.69 Dsgn. L = 41.25 It 2 0.424 0.101 107.17 -212.89 212.89 558.33 502.50 1.00 1.00 25.53 279.66 251.69 +1.20D+1.60L+0.50S+1.60H Dsgn. L= 41.25 It 1 0.297 0.076 90.50 -149.08 149.08 558.33 502.50 1.00 1.00 19.18 279.66 251.69 Dsgn. L = 41.25 ft 2 0.297 0.071 71.42 -149.08 149.08 558.33 502.50 1.00 1.00 17.80 279.66 251.69 +1.20D+1.601r+0.501+1.60H Dsgn. L= 41.25 It 1 0.703 0.175 205.33 -353.27 353.27 558.33 502.50 1.00 1.00 43.93 279.66 251.69 Dsgn. L = 41.25 It 2 0.703 0.169 186.02 -353.27 353.27 558.33 502.50 1.00 1.00 42.55 279.66 251.69 +1.20D+1.6OLr+0.50W+1.60H Dsgn. L = 41.25 It 1 0.862 0.213 250.18 -433.03 433.03 558.33 502.50 1.00 1.00 53.60 279.66 251.69 Dsgn. L = 41.25 ft 2 0.862 0.207 230.85 -433.03 433.03 558.33 502.50 1.00 1.00 52.21 279.66 251.69 +1.20D.0.50L+1.60S+1.60H Dsgn. L = 41.25 It 1 0.297 0.076 90.50 -149.08 149.08 558.33 502.50 1.00 1.00 19.18 279.66 251.69 Dsgn. L = 41.25 It 2 0.297 0.071 71.42 -149.08 149.08 558.33 502.50 1.00 1.00 17.80 279.66 251.69 +1.20D+1.60S+0.50W+1.60H Dsgn. L= 41.25 It 1 0.455 0.115 135.35 -228.84 228.84 558.33 502.50 1.00 1.00 28.85 279.66 251.69 Dsgn.L = 41.25 It 2 0.455 0.109 116.12 -228.84 228.84 558.33 502.50 1.00 1.00 27.46 279.66 251.69 +1.20D.0.50Lr'0.50L+W+1.6041 Dsgn. L = 41.25 It 1 0.741 0.184 216.09 -372.41 372.41 558.33 502.50 1.00 1.00 46.25 279.66 251.69 Dsgn. L = 41.25 It 2 0.741 0.178 196.78 -372.41 372.41 558.33 502.50 1.00 1.00 44.87 279.66 251.69 +1.20040.50L+0.50S+W+1.60H Dsgn. L = 41.25 It 1 0.614 0.153 180.21 -308.60 308.60 558.33 502.50 1.00 1.00 38.52 279.66 251.69 Dsgn. L= 41.25 It 2 0.614 0.148 160.92 -308.60 308.60 558.33 502.50 1.00 1.00 37.13 279.66 251.69 +1.20D+0.50L*0.705*E+1.60H Dsgn. L= 41.25 It 1 0.297 0.076 90.50 -149.08 149.08 558.33 502.50 1.00 1.00 19.18 279.66 251.69 Dsgn. L = 41.25 It 2 0.297 0.071 71.42 -149.08 149.08 558.33 502.50 1.00 1.00 17.80 279.66 251.69 +0.90D+W+0.90H Dsgn. L = 41.25 It 1 0.540 0.134 157.58 -271.33 271.33 558.33 502.50 1.00 1.00 33.72 279.66 251.69 Dsgn. L= 41.25 It 2 0.540 0.130 143.10 -271.33 271.33 558.33 502.50 1.00 1.00 32.68 279.66 251.69 +0.90D+E+0.90H Dsgn. L= 41.25 It 1 0.223 0.057 67.88 -111.81 111.81 558.33 502.50 1.00 1.00 14.39 279.66 251.69 Dsgn. L= 41.25 ft 2 0.223 0.053 53.56 -111.81 111.81 558.33 502.50 1.00 1.00 13.35 279.66 251.69 OFi1MiiumurnDifliions Load Combination Span Max. -" Dell Location in Span Load Combination Max. Dell Location in Span .0+0.750Lr+0.7501+0.450W41 1 1.0080 17.655 0.0000 0.000 .0+0.750Lr+O.750L+0.450W41 2 0.8732 24.090 0 Only -0.0024 0.825 [Vitit Reactions I Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 21.695 71.423 19.823 Overall MINimum 5.708 18.490 4.585 404H +041441 +0.lr+H *0+S+H .0+0.750Lr*0.750141 +0+0.750L+0.750S41 +0+0.60W.H 0+O.70E41 +0+0.750Lr+0.750L+0.450W44 +0+0.7501+0.750S+0.450W44 .040.7501'0.750S40.5250E41 +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H O Only Lr Only L Only S Only WOnly 9.513 30.817 7.642 9.513 30.817 7.642 18.795 61.755 16.923 9.513 30.817 7.642 16.474 54.020 14.603 9.513 30.817 7.642 16.474 54.020 14.603 9.513 30.817 7.642 21.695 71.423 19.823 14.734 48.220 12.863 9.513 30.817 7.642 12.669 41.694 11.546 5.708 18.490 4.585 9.513 30.817 7.642 9.281 30.937 9.281 11.602 38.672 11.602 E Only H Only 19/38 Lic. #: KW-06006800 Licensee : BRITT PETERS & ASSOCIATES INC. Description: 5.125X24GLB 1ODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2018 Material Properties Analysis Method: Load Resistance Factor D Fb + 2400 psi E: Modulus of Elasticity Load Combination I BC 2018 Fb- 1600 psi Ebend- xx 1700 ksi Fc - Pl 1450 psi Eminbend - xx 900 ksi Wood Species : DF/HF Fc - Perp 650 psi Ebend-yy 1500ks1 Wood Grade :24F-V5 Fv 215 psi Eminbend - yy 790ksi Ft 1100 psi Density 31.2pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 15) 5.125x24 Span =30.oft F Applied Loads I Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.020, Lr = 0.020, W = 0.0250 ksf, Tributary Width = 6.0 ft Point Load: D = 0.150k @ 15.0 ft Point Load: 0 = 1.230k @ 1.0 ft Maximum Bending Stress Ratio 0.351:1 Maximum Shear Stress Ratio = 0.180 : I Section used for this span 5.125x24 Section used for this span 5.125x24 fb:Actual = 1,178.67psi fv:Actual = 67.00 psi FB : Allowable = 3,360.22ps1 Fv: Allowable = 371.52 psi Load Combination +1.20D+1.60Lr-'0.50W+1.60H Load Combination +1.20D+1.60Lr+0.50W+1.60H Location of maximum on span = 15.000ft Location of maximum on span = 28.029 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.274 in Ratio = 1314 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.533 in Ratio = 674 >= 180 Max Upward Total Deflection 0.000 in Ratio = 0<180 CMiimum Forces &Stresses Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span U M V ?. C FN C i Cr Cm C t CL Mu lb Fb Vu fv Fv +1.400+1.60H 0.00 0.00 0.00 0.00 Length = 30.0 it 1 0.206 0.103 0.60 0.900 1.00 1.00 1.00 1.00 1.00 21.34 520.39 2520.16 2.35 28.67 278.64 +1.200'0.501j+1.60L+1.60H 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =30.oft 1 0.182 0.092 0.80 0.900 1.00 1.00 1.00 1.00 1.00 25.04 610.68 3360.22 2.80 34.11 371.52 +1.20D+1.60L*0.50S+1.60H 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 20/38 Wood Beam Description: 5. Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M X C FN C i Cr Cm C t CL Mu fb Fb Vu fV Fv Length 30.0ft 1 0.133 0.066 0.80 0.900 1.00 1.00 1.00 1.00 1.00 18.29 446.05 3360.22 2.02 24.58 371.52 +1.20D+1.60Lr40.50L+1.60H 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =30.oft 1 0.290 0.148 0.80 0.900 1.00 1.00 1.00 1.00 1.00 39.89 972.88 3360.22 4.52 55.09 371.52 +1.20D+1.6OLr.0.50W+1.60H 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 30.0ft 1 0.351 0.180 0.80 0.900 1.00 1.00 1.00 1.00 1.00 48.33 1,178.67 3360.22 5.49 67.00 371.52 +1.20D.0.50L+1.605+1.60H 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 30.0 ft 1 0.133 0.066 0.80 0.900 1.00 1.00 1.00 1.00 1.00 18.29 446.05 3360.22 2.02 24.58 371.52 +1.20D+1.60S.0.50W+1.60H 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 30.0 It 1 0.194 0.098 0.80 0.900 1.00 1.00 1.00 1.00 1.00 26.73 651.84 3360.22 2.99 36.50 371.52 +1.20D40.50Lr.0.50L+W+1.60H 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =30.oft 1 0.243 0.125 1.00 0.900 1.00 1.00 1.00 1.00 1.00 41.91 1,022.27 4200.27 4.75 57.95 464.40 +1.20D.0.50L+0.505+W+1.60H 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =30.oft 1 0.204 0.104 1.00 0.900 1.00 1.00 1.00 1.00 1.00 35.16 857.63 4200.27 3.97 48.41 464.40 +1.20D0.50L40.7054E+1.60H 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =30.oft 1 0.106 0.053 1.00 0.900 1.00 1.00 1.00 1.00 1.00 18.29 446.05 4200.27 2.02 24.58 464.40 40.90D+W40.90H 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =30.oft 1 0.178 0.091 1.00 0.900 1.00 1.00 1.00 1.00 1.00 30.59 746.12 4200.27 3.47 42.27 464.40 40.90D+E40.90H 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =30.oft 1 0.080 0.040 1.00 0.900 1.00 1.00 1.00 1.00 1.00 13.72 334.54 4200.27 1.51 18.43 464.40 EIQeraII Maximum Difliions Load Combination Span Max. Dell Location in Span Load Combination Max. °+ Dell Location in Span 4040.750Lr40.750L+0.450W+Fl 1 0.5335 15.000 0.0000 0.000 1iifRtions 1 Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.427 4.279 Overall MiNimum 2.250 2.250 *044 3.064 1.916 *D+141 3.064 1.916 4.864 3.716 .0+544 3.064 1.916 *O*0.750Lr*0.750L41 4.414 3.266 *0+0.750L*0.750S41 3.064 1.916 .0+0.60W41 4.414 3.266 *0*0.70E41 3.064 1.916 *0*0.7501.r*O.750L+0.450W44 5.427 4.279 +0*0.750L+0.750S*0.450W44 4.077 2.929 *0*0.750L*0.750S+0.5250E41 3.064 1.916 *0.600*0.60W*0.60H 3.188 2.500 *0.600*0.70E*0.60H 1.838 1.150 O Only 3.064 1.916 Lr Only 1.800 1.800 L Only S Only W Only 2.250 2.250 EOniy H Only 21138 Lic. #: KW-06006800 Licensee: BRITT PETERS & ASSOCIATES INC. Description: 2X12 PLF HEADER ECODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2018 Material Properties Analysis Method: Load Resistance Factor D Fb + 900.0 psi E: Modulus of Elasticity Load Combination IBC 2018 Fb- 900.0 psi Ebend- xx 1,600.0 ksi Fc - Pill 1350.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.2Opcf Beam Bracing : Completely Unbraced 2x12 Span = 5.50 ft AjIiJ Loads 1 Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0640 Tributary Width = 1.0 ft ximum Bending Stress Ratio = 0.122 1 Maximum Shear Stress Ratio = 0.062 :1 Section used for this span 2x12 Section used for this span 2x12 fb : Actual = 128.49 psi Iv: Actual = 14.55 psi FB : Allowable = 1,050.97 psi Fv: Allowable = 233.28 psi Load Combination +1.40D+1.60H Load Combination +1.40D+1.60H Location of maximum on span = 2750ff Location of maximum on span 4.577 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio = 0<360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.005 in Ratio = 14180>=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 i rMimum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V ?. C FN C i Cr Cm C t CL Mu lb Fb Vu fv Fv +1.40D+1.60H . 0.00 0.00 0.00 0.00 Length = 5.50 it 1 0.122 0.062 0.60 1.000 1.00 1.00 1.00 1.00 0.90 0.34 128.49 1050.97 0.16 14.55 233.28 +1.20D40.5OLr+1.60L+1.60H 1.000 1.00 1.00 1.00 1.00 0.90 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.087 0.040 0.80 1.000 1.00 1.00 1.00 1.00 0.81 0.29 110.14 1260.89 0.14 12.47 311.04 +1.20D+1.60L90.50S+1.60H 1.000 1.00 1.00 1.00 1.00 0.81 0.00 0.00 0.00 0.00 Length 5.50ft 1 0.087 0.040 0.80 1.000 1.00 1.00 1.00 1.00 0.81 0.29 110.14 1260.89 0.14 12.47 311.04 +1.20D+1.60L140.50L+1.60H 1.000 1.00 1.00 1.00 1.00 0.81 0.00 0.00 0.00 0.00 Length =5.501t 1 0.087 0.040 0.80 1.000 1.00 1.00 1.00 1.00 0.81 0.29 110.14 1260.89 0.14 12.47 311.04 +1.20D+1.60Lr40.50W+1.60H 1.000 1.00 1.00 1.00 1.00 0.81 0.00 0.00 0.00 0.00 Length 5.50ft 1 0.087 0.040 0.80 1.000 1.00 1.00 1.00 1.00 0.81 0.29 110.14 1260.89 0.14 12.47 311.04 22/38 Lic. #: KW-06006800 Licensee: BRITT PETERS & ASSOCIATES INC. Description: 2X12 PLF HEADER Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V ? C FN C i Cr Cm C t CL Mu lb Fb Vu N Fv +1.20Di0.50L+1.605+1.60H 1.000 1.00 1.00 1.00 1.00 0.81 0.00 0.00 0.00 0.00 Length =5.50ft 1 0.087 0.040 0.80 1.000 1.00 1.00 1.00 1.00 0.81 0.29 110.14 1260.89 0.14 12.47 311.04 +1.20D+1.605*0.50W+1.60H 1.000 1.00 1.00 1.00 1.00 0.81 0.00 0.00 0.00 0.00 Length 5.50ft 1 0.087 0.040 0.80 1.000 1.00 1.00 1.00 1.00 0.81 0.29 110.14 1260.89 0.14 12.47 311.04 +1.20D40.5OLr40.50L+W+1.60H 1.000 1.00 1.00 1.00 1.00 0.81 0.00 0.00 0.00 0.00 Length =5.50ft 1 0.080 0.032 1.00 1.000 1.00 1.00 1.00 1.00 0.70 0.29 110.14 1368.62 0.14 12.47 388.80 +1.20D.0.50L'0.505+W+1.60H 1.000 1.00 1.00 1.00 1.00 0.70 0.00 0.00 0.00 0.00 Length =5.501t 1 0.080 0.032 1.00 1.000 1.00 1.00 1.00 1.00 0.70 0.29 110.14 1368.62 0.14 12.47 388.80 +1.20D..0.50L..0.70S*E+1.60H 1.000 1.00 1.00 1.00 1.00 0.70 0.00 0.00 0.00 0.00 Length =5.50ft 1 0.080 0.032 1.00 1.000 1.00 1.00 1.00 1.00 0.70 0.29 110.14 1368.62 0.14 12.47 388.80 s0.90D+W.0.90H 1.000 1.00 1.00 1.00 1.00 0.70 0.00 0.00 0.00 0.00 Length 5.50ft 1 0.060 0.024 1.00 1.000 1.00 1.00 1.00 1.00 0.70 0.22 82.60 1368.62 0.11 9.35 388.80 *0.90D+E.0.90H 1.000 1.00 1.00 1.00 1.00 0.70 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.060 0.024 1.00 1.000 1.00 1.00 1.00 1.00 0.70 0.22 82.60 1368.62 0.11 9.35 388.80 bfiions Load Combination Span Max. Defi Location in Span Load Combination Max. "+" Dell Location in Span D Only 1 0.0047 2.770 0.0000 0.000 IviI Reactions 1 Support notation : Far left is #1 Values in KU'S Load Combination Support 1 Support 2 Overall MAXimum 0.176 0.176 Overall MINimum 0.176 0.176 *D+H 0.176 0.176 ..O+L+4-1 0.176 0.176 *D+Lr4H 0.176 0.176 .O+S*H 0.176 0.176 4040.750Lr40.750L41 0.176 0.176 .D+0.750L40.7505+H 0.176 0.176 .040.60W4fl 0.176 0.176 .Oi0.70E41 0.176 0.176 +D+0.750Lr40.750L40.450W41 0.176 0.176 4040.750L40.750S40.450W4H 0.176 0.176 4040.750L90.750590.5250E#FI 0.176 0.176 .0.60D*0.60W*0.60H 0.106 0.106 .0.60D+0.70E+0.60H 0.106 0.106 D Only 0.176 0.176 Lr Only L Only S Only W Only EOnly H Only 23/38 Wood Beam Description: 2X12 POINT HEADER ECODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2018 Material Properties Analysis Method: Load Resistance Factor D Fb + 900.0 psi E: Modulus of Elasticity Load Combination IBC 2018 Fb - 900.0 psi Ebend- xx 1 600.0 ksi Fc - Prll 1,350.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20pcf Beam Bracing : Completely Unbraced Span = 5.50 ft Appliedi_is Service loads entered. Load Factors will be applied for calculations. Point Load: D = 0.350 k @ 2.750 ft Maximum Bending Stress Ratio Section used for this span fb:Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = 0.2431 Maximum Shear Stress Ratio 2x12 Section used for this span = 255.53 psi fv : Actual = 1,050.97 psi Fv: Allowable +1.40D+1.60H Load Combination = 2.750ft Location of maximum on span = Span # 1 Span # where maximum occurs = 0.093:1 2x12 = 21.78 psi = 233.28 psi +1.40D+1.60H = 2.770 ft = Span#1 0.000 in Ratio= 0<360 0.000 in Ratio= 0(360 0.007 in Ratio= 8916>=180 0.000 in Ratio= 0<180 1Miiiiii Forces &Stresses fi L (ombnions I Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V t. C FN C i Cr Cm C t CL Mu fb Fb Vu fv Fv +1.40D+1.60H 0.00 0.00 0.00 0.00 Length = 5.50 It 1 0.243 0.093 0.60 1.000 1.00 1.00 1.00 1.00 0.90 0.67 255.53 1050.97 0.25 21.78 233.28 +1.20D.0.5QLr+1.60L+1.60H 1.000 1.00 1.00 1.00 1.00 0.90 0.00 0.00 0.00 0.00 Length =5.50ft 1 0.174 0.060 0.80 1.000 1.00 1.00 1.00 1.00 0.81 0.58 219.02 1260.89 0.21 18.67 311.04 +1.20D+1.60L*0.505+1.60H 1.000 1.00 1.00 1.00 1.00 0.81 0.00 0.00 0.00 0.00 Length =5.50ft 1 0.174 0.060 0.80 1.000 1.00 1.00 1.00 1.00 0.81 0.58 219.02 1260.89 0.21 18.67 311.04 +1.200+1.6OLr4O.50L+1.60H 1.000 1.00 1.00 1.00 1.00 0.81 0.00 0.00 0.00 0.00 Length =5.50ft 1 0.174 0.060 0.80 1.000 1.00 1.00 1.00 1.00 0.81 0.58 219.02 1260.89 0.21 18.67 311.04 +1.20D+1.6OLr+0.50W+1.60H 1.000 1.00 1.00 1.00 1.00 0.81 0.00 0.00 0.00 0.00 Length =5.50ft 1 0.174 0.060 0.80 1.000 1.00 1.00 1.00 1.00 0.81 0.58 219.02 1260.89 0.21 18.67 311.04 24/38 Lic. #: KW-06006800 Licensee: BRITT PETERS & ASSOCIATES INC. Description: 2X12 POINT HEADER Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V 21 C FN C i Cr Cm C t CL Mu lb Fb Vu fv Fv +1.20D.0.50L+1.60S+1.60H 1.000 1.00 1.00 1.00 1.00 0.81 0.00 0.00 0.00 0.00 Length =5.501t 1 0.174 0.060 0.80 1.000 1.00 1.00 1.00 1.00 0.81 0.58 219.02 1260.89 0.21 18.67 311.04 +1.20D+1.60S.0.50W+1.60H 1.000 1.00 1.00 1.00 1.00 0.81 0.00 0.00 0.00 0.00 Length =5.501t 1 0.174 0.060 0.80 1.000 1.00 1.00 1.00 1.00 0.81 0.58 219.02 1260.89 0.21 18.67 311.04 +1.20D*0.5OLr.0.50L+W+1.60H 1.000 1.00 1.00 1.00 1.00 0.81 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.160 0.048 1.00 1.000 1.00 . 1.00 1.00 1.00 0.70 0.58 219.02 1368.62 0.21 18.67 388.80 +1.20D.0.50L+0.505.W+1.60H 1.000 1.00 1.00 1.00 1.00 0.70 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.160 0.048 1.00 1.000 1.00 1.00 1.00 1.00 0.70 0.58 219.02 1368.62 0.21 18.67 388.80 +1.20040.50L.0.7054E+1.60H 1.000 1.00 1.00 1.00 1.00 0.70 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.160 0.048 1.00 1.000 1.00 1.00 1.00 1.00 0.70 0.58 219.02 1368.62 0.21 18.67 388.80 +0.90D+W*0.90H 1.000 1.00 1.00 1.00 1.00 0.70 0.00 0.00 0.00 0.00 Length 5.50ft 1 0.120 0.036 1.00 1.000 1.00 1.00 1.00 1.00 0.70 0.43 164.27 1368.62 0.16 14.00 388.80 40.90D+E40.90H 1.000 1.00 1.00 1.00 1.00 0.70 0.00 0.00 0.00 0.00 Length 5.50ft 1 0.120 0.036 1.00 1.000 1.00 1.00 1.00 1.00 0.70 0.43 164.27 1368.62 0.16 14.00 388.80 LOThiiMiimum DëfIiióiii Load Combination Span Max. Dell Location in Span Load Combination Max. °+" Dell Location in Span D Only 1 0.0074 2.750 0.0000 0.000 [vétiI'Ritions 1 Support notation : Far left is#1 Values in KIPS Load Combination Support I Support 2 Overall MAXimum 0.175 0.175 Overall MiNimum 0.175 0.175 0.175 0.175 4D9L+H 0.175 0.175 .04r.H 0.175 0.175 .0+541 0.175. 0.175 4040.750Lr40.750L#1 0.175 0.175 +090.750L+0.750541 0.175 0.175 4040.60W4fl 0.175 0.175 .0+0.70E+H 0.175 0.175 40.0.750Lr40.750L40.450W#1 0.175 0.175 4040.750L40.750S40.450W41 0.175 0.175 4D.0.750L40.750S.0.5250E41 0.175 0.175 40.60D40.60W40.60H 0.105 0.105 ..0.60D*0.70E*0.60H 0.105 0.105 D Only 0.175 0.175 Lr Only L Only S Only WOnly E Only H Only 25/38 If!I:i*ii Lic. #: KW-06006800 Licensee: BRITT PETERS & ASSOCIATES INC. Descilption: 44 Diagonal Support Blocking rcobE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method: Load Resistance Factor D Fb + 775 psi E: Modulus of Elasticity Load Combination JBC 2012 Fb - 775 psi Ebend- xx 1100 ksi Fc - PrIl 1000 psi Eminbend - xx 400 ksi Wood Species : Spruce - Pine - Fir (South) Fc - Pep 335 psi Wood Grade : No.2 Fv 135 psi Ft 350 psi Density 22.46pcf Beam Bracing : Completely Unbraced 40 Span = 2.50 ft Applied Loads I Service loads entered. Load Factors will be applied for calculations. Point Load: E = 0.2770 k @ 1.250 ft Maximum Bending Stress Ratio = 0.1161 Section used for this span 4x4 fb : Actual = 290.73 psi FB : Allowable = 2,509.84 psi Load Combination +1.20D40.50L40.70S+E+1.60H Location of maximum on span 1.250ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.011 in Max Upward Transient Deflection 0.000 in Max Downward Total Deflection 0.008 in Max Upward Total Deflection 0.000 in Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = 2634 >=360 Ratio = 0<360 Ratio = 3762 >=180 Ratio= 0<180 = 0.058:1 4x4 = 16.96 psi = 291.60 psi +1.20D40.50L+0.705+E+1.60H = 0.000ft = Span #1 [Ma-ximum Forces & Stresses for Load Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C FN C i Cr Cm C t CL Mu lb Fb Vu fv Fv +1.40D+1.60H 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.60 1.500 1.00 1.00 1.00 1.00 1.00 1505.90 0.00 0.00 174.96 +1.20D.5OLr+1.60L+1.60H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.80 1.500 1.00 1.00 1.00 1.00 1.00 2007.87 0.00 0.00 233.28 +1.200+1.60L.0.50S+1.60H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =2.501t 1 0.80 1.500 1.00 1.00 1.00 1.00 1.00 2007.87 0.00 0.00 233.28 +1.20D+1.6OLr*0.50L+1.60H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =2.50ft 1 0.80 1.500 1.00 1.00 1.00 1.00 1.00 2007.87 0.00 0.00 233.28 +1.20D+1.6OLr+0.50W+1.60H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.80 1.500 1.00 1.00 1.00 1.00 1.00 2007.87 0.00 0.00 233.28 26/38 Lic. #: KW-06006800 Licensee: BRITT PETERS & ASSOCIATES INC. Description: 44 Diagonal Support Blocking Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C FN C i Cr Cm C I CL Mu lb Fb Vu fv Fv +1.20D.0.50L+1.605+1.60H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.80 1.500 1.00 1.00 1.00 1.00 1.00 2007.87 0.00 0.00 233.28 +1.20D+1.605+0.50W+1.60H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =2.50ft 1 0.80 1.500 1.00 1.00 1.00 1.00 1.00 2007.87 0.00 0.00 233.28 +1.20D40.5OLr9O.50L+W+1.60H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =2.50f1 1 1.00 1.500 1.00 1.00 1.00 1.00 1.00 2509.84 0.00 0.00 291.60 +1.20D..0.50L*0.50S+W+1.60H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 2.50ft 1 1.00 1.500 1.00 1.00 1.00 1.00 1.00 2509.84 0.00 0.00 291.60 +1.20D.0.50L40.705+E+1.60H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 2.50ft 1 0.116 0.058 1.00 1.500 1.00 1.00 1.00 1.00 1.00 0.17 290.73 2509.84 0.14 16.96 291.60 40.90D+W.+0.90H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =2.50ft 1 1.00 1.500 1.00 1.00 1.00 1.00 1.00 2509.84 0.00 0.00 291.60 40.90D+E40.90H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =2.501t 1 0.116 0.058 1.00 1.500 1.00 1.00 1.00 1.00 1.00 0.17 290.73 2509.84 0.14 16.96 291.60 E0iiMi1muiibtuons 1 Load Combination Span Max. "- Defi Location in Span Load Combination Max. "+ Del Location in Span E Only 1 0.0114 1.250 0.0000 0.000 [viiiii Reactions I Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.139 0.139 Overall MINimum 0.139 0.139 +D+H 40+L+H 4D+S#1 4040.750Lr40.750L4H 4040.750L90.750S41 4040.6OW4H *D*0.70E41 0.097 0.097 4040.750Lr40.750L40.450W4H 4040.750L40.750S40.450W4H 4040.750L40.7505+0.5250E+H 0.073 0.073 40.60D*0.60W40.60H 40.60D+0.70E40.60H 0.097 0.097 D Only LrOnly LOnly S Only WOnly EOnly 0.139 0.139 H Only 27/38 1 ILic. #: KW-06006800 - Licensee: BRITT PETERS & ASSOCIATES INC. Description: 2x8 Ledger r-66DEWE Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method: Load Resistance Factor D Fb + 775 psi E: Modulus of Elasticity Load Combination IBC 2012 Fb - 775 psi Ebend- xx 1100 ksi Fc - Pill 1000 psi Eminbend - xx 400 ksi Wood Species : Spruce - Pine - Fir (South) Fc - Perp 335 psi Wood Grade : No.2 Fv 135 psi Ft 350 psi Density 22.46pcf Beam Bracing : Completely Unbraced IL Span 3.Oft Applied Loads 1 Service loads entered. Load Factors will be applied for calculations. Point Load: E = 0.3050k @ 1.50 ft xximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection = 0.1121 2x8 = 208.89 psi = 1,857.53psi +1.20040.50L40.70S+E+1.60H = 1.500ft = Span #1 Maximum Shear Stress Ratio Section used for this span Iv : Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs = 0.072:1 2x8 = 21.03 psi = 291.60 psi +1.20D40.50L40.70S+E+1.60H = 0.000 ft = Span #1 Max Downward Transient Deflection 0.006 in Ratio = 6328 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.004 in Ratio = 9040 >=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 Maximum Forces & Stresses for Load Combinations I Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V A. C FN C i Cr Cm C t CL Mu th Fb Vu fv Fv +1.40D+1.60H 0.00 0.00 0.00 0.00 Length =3.oft 1 0.60 1.200 1.00 1.00 1.00 1.00 0.97 1167.62 0.00 0.00 174.96 +1.20D'0.501r+1.60L+1.60H 1.200 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length 3.oft 1 0.80 1.200 1.00 1.00 1.00 1.00 0.95 1527.36 0.00 0.00 233.28 +1.20D+1.60Ls0.505+1.60H 1.200 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length =3.Oft 1 0.80 1.200 1.00 1.00 1.00 1.00 0.95 1527.36 0.00 0.00 233.28 +1.20D+1.601t40.50L+1.60H 1.200 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length =3.oft 1 0.80 1.200 1.00 1.00 1.00 1.00 0.95 1527.36 0.00 0.00 233.28 +1.20D+1.6OLr.0.50W+1.60H 1.200 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length 3.oft 1 0.80 1.200 1.00 1.00 1.00 1.00 0.95 1527.36 0.00 0.00 233.28 28/38 Wood Beam Description: 2x8 Ledger Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V 2' C FN C i Cr Cm C CL Mu lb Fb Vu fv Fv +1.20D.0.50L+1.605+1.60H 1.200 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length = 3.0 It 1 0.80 1.200 1.00 1.00 1.00 1.00 0.95 1527.36 0.00 0.00 233.28 +1.20D+1.605+0.50W+1.60H . 1.200 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length =3.oft 1 0.80 1.200 1.00 1.00 1.00 1.00 0.95 1527.36 0.00 0.00 233.28 +1.20D40.5OLr90.50L+W+1.60H 1.200 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length 3.0ft 1 1.00 1.200 1.00 1.00 1.00 1.00 0.93 1857.53 0.00 0.00 291.60 +1.20D40.50L.0.50S.W+1.60H 1.200 1.00 1.00 1.00 1.00 0.93 0.00 0.00 0.00 0.00 Length =3.oft 1 1.00 1.200 1.00 1.00 1.00 1.00 0.93 1857.53 0.00 0.00 291.60 +1.200.0.50L40.70S4E+1.60H 1.200 1.00 1.00 1.00 1.00 0.93 0.00 0.00 0.00 0.00 Length 3.Oft 1 0.112 0.072 1.00 1.200 1.00 1.00 1.00 1.00 0.93 0.23 208.89 1857.53 0.15 21.03 291.60 +0.90D+W+0.90H 1.200 1.00 1.00 1.00 1.00 0.93 0.00 0.00 0.00 0.00 Length =3.0ft 1 1.00 1.200 1.00 1.00 1.00 1.00 0.93 1857.53 0.00 0.00 291.60 40.90D+E40.90H 1.200 1.00 1.00 1.00 1.00 0.93 0.00 0.00 0.00 0.00 Length 3.0ft 1 0.112 0.072 1.00 1.200 . 1.00 1.00 1.00 1.00 0.93 0.23 208.89 1857.53 0.15 21.03 291.60 [biIMiiirnum bfiiions Load Combination Span Max. Dell Location in Span Load Combination Max. "+ Dell Location in Span E Only 1 0.0057 1.500 0.0000 0.000 [iFiIaiREtions Support notation : Far left is #1 Values in KIPS Load Combination Support I Support 2 Overall MAXimum 0.153 0.153 Overall MiNimum 0.153 0.153 4041 40+L#H 4041J4H 40+S4H 40.0.750Lr40.750L41 '0+0.750L40.7505+H .0*0.60W*H .040.70E41 0.107 0.107 4040.750Lr4750L40.450W+41 4040.750L40.750S90.450W41 4040.750L+0.750540.5250E+H 0.080 0.080 40.60D40.60W40.60H 40.60D40.70E40.60H 0.107 0.107 D Only LrOnly LOnly S Only WOnly E Only 0.153 0.153 H Only 29/38 I Lic. #: KW-06006800 Licensee: BRITT PETERS & ASSOCIATES INC. Description: 2x6 Blocking Unitstrtit Support flCobEEFERENcES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method: Load Resistance Factor D Fb + 775 psi E: Modulus of Elasticity Load Combination IBC 2012 Fb - 775 psi Ebend- xx 1 100 ksi Fc - Pill 1000 psi Eminbend - x.x 400 ksi Wood Species : Spruce - Pine - Fir (South) Fc - Perp 335 psi Wood Grade : No-2 Fv 135 psi Ft 350 psi Density 22.46pcf Beam Bracing : Completely Unbraced Span =2.50ft LApplied L1s 1 Service loads entered. Load Factors will be applied for calculations. Point Load: E = 0.7290 k © 1.250 ft ximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection = 0.3461 2x6 = 722.98p5i = 2,092.88 psi +1.20D40.50L+0.70S+E+1.60H 1.250ft = Span #1 Maximum Shear Stress Ratio Section used for this span IV: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs = 0.227:1 2x6 = 66.27 psi = 291.60 psi +1.20040.50L40.70S+E+1.60H 0.000 ft = Span #1 Max Downward Transient Deflection 0.018 in Ratio = 1664 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.013 in Ratio = 2377 >=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 EMiiimum Forces &Stresses for Load Combination-T-1 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V A. C FN C i Cr Cm C t CL Mu lb Fb Vu fv Fv +1.40D+1.60H 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.60 1.300 1.00 1.00 1.00 1.00 0.98 1281.47 0.00 0.00 174.96 +1.20D.0.50Lr+1.60L+1.60H 1.300 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length =2.501t 1 0.80 1.300 1.00 1.00 1.00 1.00 0.97 1693.30 0.00 0.00 233.28 +1.20D+1.60L.0.50S+1.60H 1.300 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.80 1.300 1.00 1.00 1.00 1.00 0.97 1693.30 0.00 0.00 233.28 +1.20D+1.6OLr4O.50L+1.60H 1.300 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.80 1.300 1.00 1.00 1.00 1.00 0.97 1693.30 0.00 0.00 233.28 +1.20D+1.6OLr4O.50W+1.60H 1.300 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length 2.50ft 1 0.80 1.300 1.00 1.00 1.00 1.00 0.97 1693.30 0.00 0.00 233.28 30/38 Wood Beam Description: 2x6 Blocking Unitstrut Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V ?i. IN C i Cr Cm C t CL Mu lb Fb Vu fv Fv +1.20D.0.50L+1.605+1.60H 1.300 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length 2.50ft 1 0.80 1.300 1.00 1.00 1.00 1.00 0.97 1693.30 0.00 0.00 233.28 +1.200+1.60540.50W+1.60H 1.300 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length = 2.50 It 1 0.80 1.300 1.00 1.00 1.00 1.00 0.97 1693.30 0.00 0.00 233.28 +1.20D.0.5QLr+O.50L+W+1.60H 1.300 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length =2.501t 1 1.00 1.300 1.00 1.00 1.00 1.00 0.96 2092.88 0.00 0.00 291.60 +1.20D40.50L40.50S4W+1.60H 1.300 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length =2.501t 1 1.00 1.300 1.00 1.00 1.00 1.00 0.96 2092.88 0.00 0.00 291.60 +1.20D*0.50L.0.705+E+1.60H 1.300 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length 2.50ft 1 0.345 0.227 1.00 1.300 1.00 1.00 1.00 1.00 0.96 0.46 722.98 2092.88 0.36 66.27 291.60 .i0.900+W*0.90H 1.300 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 1.00 1.300 1.00 1.00 1.00 1.00 0.96 2092.88 0.00 0.00 291.60 40.90D4E40.90H 1.300 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length 2.50ft 1 0.345 0.227 1.00 1.300 1.00 1.00 1.00 1.00 0.96 0.46 722.98 2092.88 0.36 66.27 291.60 EOIIMáimum bflons Load Combination Span Max. "- Dell Location in Span Load Combination Max. W Dell Location in Span E Only 1 0.0180 1.250 0.0000 0.000 [VitiI Re-actions 1 Support notation: Far left is #1 Values in KIPS Load Combination Support I Support 2 Overall MAXimum 0.365 0.365 Overall MiNimum 0.365 0.365 .04H 40+L+H 40+S41 4040.750Lr40.750L+H *D+0.750L40.750S4fl *D.O.60W.H .040.70E+H 0.255 0.255 4040.750Lr40.750L.0.450W+H 4090.750L40.7505.0.450W41 4090.750L40.750S+0.5250E4FI 0.191 0.191 .0.60D40.60W40.60H .0.60D+0.70E.0.60H 0.255 0.255 D Only LrOnly LOnly S Only WOnly E Only 0.365 0.365 H Only 31/38 P1000 & P1001 Channels UNISTRUT ioo - BEAM LOADING - P1001 - BEAM LOADING Max. Allowable Defl. at Uniform Loading at Deflection Span Uniform Load Load Span1180 SpanI240 SpanI360 In Lbs In Lbs - Lbs Lbs 24 1,690 0.06 1,690 1,690 1,690 36 1,130 0.13 1,130 1,130 900 48 850 0.22 850 760 500 60 680 0.35 650 480 320 72 560 0.50 450 340 220 84 480 0.68 330 250 160 96 420 0.89 250 190 130 108 380 1.14 200 150 100 120 340 1.40 160 120 80 144 280 2.00 110 - 80 60 168 240 2.72 80 60 40 192 210 3.55 60 50 NR 216 190 4.58 50 40 NR 240 170 5.62 40 NR NR Max. Allowable Defi. at Uniform Uniform Loading at Deflection Span Uniform Load Load Spanl180 Span/240, Span1360 In Lbs In Lbs Lbs Lbs 24 3,500 0.02 3,500 3,500 3,500- 36 3,190 0.07 3,190 3,190 3,190 48 2,390 0.13 2,390 2,390 2,390 60 1,910 0.20 1,910 1,910 1,620 72 1,600 0.28 1,600 1,600 1,130 84 1,370 0.39 1,370 1,240 830 96 1,200 0.51 1,200 950 630 108 1,060 0.64 1,000 750 500 120 960 0.79 810 610 410 144 800 1.14 560 420 280 168 680 1.53 410 310 210 192 600 2.02 320 240 160 - 216 530 2.54 250 180 130 240 480 3.16 200 150 100 P1000 - COLUMN LOADING Unbraced MaxLAIll?wable at Maximum Column Load Applied at C.G. Height Slot Face K = 0.65 K = 0.80 K 1.0 K = 1.2 In Lbs Lbs Lbs Lbs Lbs 24 3,550 10,740 9,890 8,770 7,740 36 3,190 8,910 7,740 6,390 5,310 48 2,770 7,260 6,010 4,690 3,800 60 2,380 5,910 4,690 3,630 2,960 72 2,080 4,840 3,800 2,960 2,400 84 1,860 4,040 3,200 2,480 1,980 96 1,670 3,480 2,750 2,110 1,660 108 1,510 3,050 2,400 1,810 120 1,380 2,700 2,110 144 1,150 2,180 1,660 P1001 - COLUMN LOADING Unbraced Max. Allowable Load Maximum Column Load Applied at C.G. Height at Slot Face K = 0.65 K = 0.80 K 1.0 K = 1.2 In Lbs Lbs Lbs Lbs Lbs 24 6,430 24,280 23,610 22,700 21,820 36 6,290 22,810 21,820 20,650 19,670 48 6,160 21,410 20,300 18,670 16,160 60 6,000 20,210 18,670 15,520 12,390 72 5.620 18,970 16,160 12,390 8,950 84 5,170 16,950 13,630 9,470 6,580 96 4,690 14,890 11,190 7,250 5,040 108 4,170 12,850 8,950 5,730 3,980 120 3,690 10,900 7,250 4,640 144 2,930 7,630 5,040 PI000IPI00I - ELEMENTS OF SECTION Notes: Parameter P1000 P1001 Area of Section 0.555 In2 1.111 In2 Axis 1-1 Moment of Inertia (I) 0.185 In4 0.928 In4 Section Modulus (S) 0.202 In3 0.571 In3 Radius of Gyration (r) 0.577 In 0.914 In Axis 2-2 Moment of Inertia (I) 0.236 In1 0.471 In4 Section Modulus (S) 0.290 In3 0.580 In3 Radius of Gyration (r) 0.651 In 0.651 In * Load limited by spot weld shear. KL/r >200 NR = Not Recommended. Beam loads are given in total uniform load (W Lbs) not uniform load (w lbs/ft or w Ibsfin). Beam loads are based on a simple span and assumed to be adequately laterally braced. Unbraced spans can reduce beam load carrying capacity. Refer to Page 62 for reduction factors for unbraced lengths. For pierced channel, multiply beam loads by the following factor: "KO" Series.......95% "T" Series..........85% "HS" Series.......90% "SL" Series........85% "H3' Series........90% "DS' Series ........ 70% "wr Series.......85% Deduct channel weight from the beam loads. For concentrated midspan point loads, multiply beam loads by 50% and the corresponding deflection by 80%. For other load conditions refer to page 18. All beam loads are for bending about Axis 1-1. 15/a Framing System ---.- 25 UNISTRUT LATERAL BRACING LOAD REDUCTION CHARTS Span Single Channel Double Channel Ft. (m) In. (cm) P1000 P1100 P2000 P3000 P3300 P4000 P4100 P4400 P4520 P5000 P5500 P1001 P1101 P2001 P3001 P3301 P4001 P4101 P4401 P4521 P5001 P5501 2(0.61) 24(61) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 0.99 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3(0.91) 36(91) 0.94 0.89 0.88 0.96 1.00 0.94 0.98 1.00 1.00 0.85 0.89 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4(1.22) 48 (122) 0.88 0.78 0.75 0.91 1.00 0.88 0.94 0.98 1.00 0.70 0.77 1.00 0.98 0.98 1.00 1.00 0.98 1.00 1.00 1.00 0.97 0.98 5(1.52) 60(152) 0.82 0.68 0.61 0.88 0.98 0.83 0.91 0.96 1.00 0.55 0.67 0.97 0.93 0.92 0.98 1.00 0.93 0.96 1.00 1.00 0.90 0.93 6(1.83) 72(183) 0.78 0.59 0.48 0.84 0.97 0.79 0.89 0.94 0.98 0.44 0.58 0.93 0.87 0.85 0.95 0.97 0.88 0.92 0.97 0.97 0.83 0.87 7(2.13) 84(213) 0.75 0.52 0.41 0.82 0.96 0.75 0.86 0.92 0.97 0.38 0.51 0.89 0.82 0.78 0.92 0.95 0.83 0.89 0.95 0.95 0.76 0.81 8(2.44) 96(244) 0.71 0.47 0.35 0.79 0.94 0.72 0.84 0.91 0.96 0.33 0.46 0.85 0.76 0.71 0.88 0.92 0.79 0.85 0.92 0.92 0.68 0.76 9(2.74) '108 (274) 0.69 0.43 0.32 0.77 0.93 0.69 0.82 0.89 0.95 0.30 0.42 0.81 0.70 0.64 0.85 0.90 0.74 0.81 0.90 0.90 0.61 0.70 10 (3.05) 120 (305) 0.66 0.40 0.29 0.75 0.92 0.66 0.80 0.87 0.94 0.28 0.40 0.78 0.65 0.57 0.82 0.87 0.69 0.78 0.87 0.87 0.54 0.64 12(3.66) 144(366) 0.61 0.36 0.25 0.70 0.89 0.60 0.76 0.84 0.91 0.24 0.36 0.70 0.54 0.45 0.76 0.82 0.60 0.71 0.82 0.83 0.43 0.53 14 (4.27) 168 (427) 0.55 0.32 0.23 0.66 0.86 0.55 0.73 0.81 0.89 0.22 0.32 0.63 0.45 0.38 0.70 0.78 0.51 0.64 0.77 0.78 0.35 0.45 16(4.88) 192 (488) 0.51 0.30 0.21 0.62 0.84 0.50 0.69 0.78 0.87 0.21 0.30 0.56 0.39 0.32 0.64 0.73 0.44 0.57 0.72 0.73 0.30 0.39 18(5.49) 216(549) 0.47 0.28 0.19 0.58 0.81 OR 0.65 0.75 0.84 0.19 0.28 0.49 0.34 0.28 0.58 0.68 0.39 0.50 0.67 0.68 0.27 0.34 20(6.10) 240(610)1 0.4.4 0.26 0.18 0.54 0.78 0.43 0.61 0.72 0.82 0.18 0.261 0.44 0.31 0.25 0.52 0.63 0.35 0.45 0.62 0.63 0.24 0.30 BEARING LOADS ON UNISTRUT CHANNEL [Ii LOAD LOAD LOAD Loads are calculated based on 2007 Specification For The Design Of Cold Formed Steel Structural Members published by AISI Bearing Léñgth 1%" (41 mm) Bearing Length 1W141 mm) BéWriiigLength3'/i" (82 mm) Channel Maximum Allowable Làads Lbs (kN) . Maximum Allowable Loads Lbs (kN) Maximum Allowable Loads Lbs (kN) I 131000 6,700 . 3,100 7,700 29.80 13.79 34.25 131100 3,500 1,700 4,000 15.57 7.56 17.79 P2000 2,500 1,200 3,000 11.12 5.34 13.34 P3000 6,700 3,200 7,700 29.80 14.23 34.25 P3300 6,800 3,200 7,800 30.25 14.23 34.70 P4000 2,600 1,200 3,000 11.57 5.34 13.34 - 134100 3,500 1,800 4,100 15.57 801 18.24 P4400 7,300 3,400 8,400 32.47 15.12 37.37 P4520 7,300 3,400 8,400 32.47 15.12 37.37 P5000 6,500 3,000 7,500 28.91 13.34 33.36 P5500 6,600 3,100 7,600 29.36 13.79 33.81 62 -'• - 1/8 Framing System Model No. Ga. Fasteners OF/SP Allowable Loads Uplift with 8d xl W' Nails (160) SPFIHF Allowable loads Uplift with 8d x 1½" Nails (160) 8 To Rafters/ Truss To Plates To Studs Uplift Lateral (160) Uplift Lateral (160) (160) Fi F2 (160) Fj F2 Hl 18 (6)8dx1½" (4)8d - 585 485 165 455 400 415 140 370 H2A 18 5) 8d x 1W (2) 8d x 119 (5) 8d x 1W 575 130 55 - 495 130 55 - H2ASS 18 (5) 5580 (2) 5580 (5) SSBD 400 130 1 55 400 345 130 55 345 H2.5A 18 (5)Od (5)8d - 600 110 110 575 535 110 110 495 H2.5ASS 18 (5) SS81) (5) SSBD - 440 75 70 365 380 75 70 310 H2.5T 18 (5)8d (5)8d - 545 135 145 425 545 135 145 425 rH3 1 18 (4)8d (4)8d - 455 125 160 415 320 105 140 290 16 - (8) Ild (8)8d 950 - - - 820 - - - [H7Z 16 4) 8d (2) 8d x 1W (8) 8d 985 400 - - 845 345 - - rH8 18 (5)10dx11h' (5)10dx114" - 795 95 90 630 565 95 90 510 H10A Sloped 18 (9) lOd xl ½" (9) lOd x ½" - 855 590 285 - 760 505 285 - H10A 18 (9)10dxlW (9)10dxlW - 1,140' 590 285 - 1,015 505 285 - {H1oAss 18 (9)SSN10 (9)SSNl0 - 970 565 170 - 835 485 170 - H10AR 18 (9)10dx1½" (9)10dx1½" - 1,050 490 285 - 905 420 285 - H1os° 18 (8) 8d xl ½" (8) 8d x lW'° (8) 8d 1,010 660 215 550 870 570 185 475 rH1oA.2 18 (9) lOd x W (9) lad xl ½" - 1,245 815 260 - 1,070 700 225 - H11Z 18 (6)16dx2½" (6)16dx21/2 - 830 525 760 - 715 450 655 - H14 18 rn(12) 8d xl W J(12)8dx1W (13) 8d (15)8d - - 1,350' 1,465 725 670 285 230 - - 1.050 1,050 480 480 245 245 34/38—_ - - I (9)10dx1½" (6)10dx1'/z" - 740 310 190 - 635 265 1 160 1 - W a a - Joist Size ode o. Ga. M (N MinJ Dimensions (in.) w H B Max. Fasteners SPFIHF Allowable Loads Header Joist I I I Roof Sawn Lumber Sizes - '1024 20 134. 3½ 1½ - (4) 16d (2) lOd x 1½" 230 475 545 590 2 x4 '10S24 18 1346 3¼ 1~ - (4) lad (2) lad 420 515 655 705 r(J24 16 19Ae 3¼ 1½ - (4)16d (2) 10d 1W 230 495 560 605 '14026 14 134. 314. 2%'. - (4) lad (2) lOd x 1W 290 515 580 620 '1U524-2 18 3¼ 3¼ 2 - (4) lad (2) lad 380 680 780 845 DBL 2x4 __________________ 16 3¼ 3 2 - J (4) lad (2) lOd 320 495 560 605 'H024-2 14 3'6 314. 2½ - (4) 16d (2)10d 325 515 580 620 - 'LUS2S 18 19 4% 1~ - (4) lad (4) lOd 1.005 740 845 915 '1026 20 Th. 4% 1½ - (6) 16d (4) lad xl ½" 490 715 815 885 2x6 'U26 16 134. 4~ 2 - (6)16d (4)10dx 1W 500 745 845 910 '11JC26Z 18 The 4~ 1~ - (6) 16d (4) l0dx 1½" 630 725 825 895 'H026 14 134. 314. 2¼ - (4)16d (2)10dx1½" 290 515 580 620 - '140526 16 1% 5¼ 3 - (14) lad (6) 16d 1.335 2.330 2.650 2,820 1U526-2 18 316 4'h 2 - I (4) lad (4) 16d 1,000 880 1.010 1.090 026-2 16 1 1413114 31/e 5 2 -E (8) 16d 4) lOd 640 990 1,125 1.210 'HLJS26-2 We 2 - 1 (4) lad (4) 16d 1.060 910 1,035 1,120 H026-2/HUC26 - 2 141 31A 5% _.t_ Min. (8) 16d (4) lOd 655 1,025 1,155 1,245 14 3¼ 5% 2½ Max. (12) lad (6) lOd 980 1,540 1,735 1,865 111626.3 181 4% 41A 2 - 141 16d 1 (41 1 Ed 1.000 880 1.010 1 1.000 I I I JOISr 51 if PLOD EL. NO. c& MIN W t fiOJL 4DL12 101Sf C"7 ZVft;A CtplioLt t'&Cot Siiiv C)C'1 U210-3 16 4% 7% 2 - (14) 16d (6) 1 O 1,110 2,015 2,285 2,465 co TPL 2X10 " HU210-3/ HUC210-3 14 4'4o 8146 21/2 Mm. (14) 16d (6) 1 O 1,135 2,085 2,350 2,530 814 21/2 Max. (18) 16d 3,250 PF (10) lOd 1,895 2,680 3.020 * HHUS210-3 14 4W16 87A 3 - (30) 16d (10) 16d 3,735 5,640 6,385 6,890 * HGUS210-2 12 41%e 914 4 - (4 6) 16d (16) 16d 4,095 9,100 9,100 9,100 * HUCO210-3-SDS 1414% 9 3 - (12) Ya"x2½" SOS (6) '4" x 21/2" SDS 2,510 4,680 4,955 4,955 * QUAD ' HU210-4/ HUC210-4 141 61A 83/a 21/2 Mm. (14) 16d (6) 16d 1,345 2,085 2,350 2,530 * 141 61/9 8% 21/2 Max. (18) 16d (8) 16d 1,795 2,680 3,020 3,250 * 200 HHUS210-4 14 6¼ 8% 3 - (30) 16d (10) 16d 3,735 5,635 6,380 6,880 * HGUS210-4 12 69A6 91/a 4 - (46) 16d (16) 16d 4,095 9,100 9,100 9,100 * "LUS210 18 131a 719e. 1-V4 - (8) lOd (4) 1 O 1,165 1,340 1,525 1,650 Lowest LU210 201 131a 713& 1½ - (10) 16d (6) lOd x 1½" 850 1,390 1,585 1,715 +11% U210 16 19M 713s 2 - (10) 16d (6) lOd x 1½" 1,110 1,440 1,635 1,685 +53% 202 LC210Z 18 1 9M 7V4 1V4 - (10) 16d (6) lOd x 11/2" 1,100 1,410 1,605 1,735 +180% HU212 14 1 31e 9 21/4 - (10) 16d (6) 1 O x 1½" 1,135 1,490 1,680 1,805 +347% 'HUS210 16 1% 9 3 - (30) 16d (10)16 d 3,000 4,255 4,445 4,575 +378% 'LUS210-2 18 3¼ 9 2 - 16d (6) 16d 1,745 1,830 2,090 2,265 Lowest U210-2 16 3¼ 81/2 2 - (14) 16d (6) 1 O 1,110 2,015 2,285 2,465 +40% I -2 18 3% 101 e 2 - (10) 16d (6) 16d 1,745 2,110 2,410 2,610 +56% DBL -2 FH2 14 3¼ 9316 2 - (8) 16d (8) 16d 3,295 2,125 2,420 2,615 * j 2x12-2 14 31/9 10% 2 - (10) 16d (10) 16d 3,635 2,660 3,025 3,265 * - HU212 2/ HUC212 2 14 3½ 1O9As 2½ Mm. (16) 16d (6) 1 O 1,135 2,380 2,685 2,890 * 14 3¼ 1034a 21/2 Max. (22) 16d (10) lOd 1,895 3,275 3,695 3,970 +411% HUCO210-2-SDS 141 31/4 1 9 13 - (12) ¼"x2½" SDS (6) Wx2½" SOS - _2.5-1 0 1 4,680 4,955 4,955 * .. I I -- OPM D Mounting Hardware Is Not Included Included Set Screw Seismic Transitional Attachments TOLCO'TM Fig. 986 - Mechanical Fast Clamp Size Range: Available with holes for 1," thru 3/4" fastener attachment. Material: Steel Function: Used for attachment of seismic bracing to structure or hanger. Features: Allows up to 6" (152.4mm) of adjustability when used with Fig. 900 series Allows up to 12" (304.8mm) of adjustability in brace length, when used with Fig. 985 Break-off set screw heads visually verify required installation torque Swivel allows adjustment to various surface angles Approvals: Included in our Seismic Engineering Guidelines approved by the State of California Office of Statewide Health Planning and Development (OSHPD). For additional load, spacing and placement information relating to OSHPD projects, please refer to our Seismic Engineering Guidelines, OPM-0052-13. Finish: Electro.galvanized Order By: Figure number, rod size & finish Patent Pending Part Rod Hole Dia. Max. Horizontal Approx. Number Size 0 Design Loads W000 in. (mm) lbs. (kN) lbs. (kg) [986.1/2 /16" (14.3) 2015 (8.96) 204 (92.5) 1 999.5/3 5/ "iir (17.5) 2015 (8.96) 203 (92.1) 986-3/4 3/ 13/16-(20.6) 2015 (8.96) 202 (91.6) 1 * When used with 622 channel 1/8" (41.3mm) x 1 /8" (41.3mm) 12 Ga. (2.6mm) Internal testing loads. Refer to OPM-005-13 for OPM approved loads. Fig. 938 Structural Attachment Max. F (152.4mm) 0 M a x F (152.4mm) , Series Series 12 Ga. Menun) Channel (Typ.) Fig Hanger or Trapeze Attachment All dimensions in charts and on drawings are in inches. Dimensions shown in parentheses are in millimeters unless otherwise specified. 36/38 B-Line series Seismic Bracing Products 29 Eaton Seismic System Attachments TOLCO'TM Fig. 98 - Rod Stiffener TOLCO Fig. 98B - Rod Stiffener with Break-Off Bolt Head OPM Size Range: Secures 3M'-16 thru 7,'9 hanger rod Material: Steel Function: Secures channel to hanger rod for vertical seismic bracing. Approvals: Included in our Seismic Engineering Guidelines approved by the State of California Office of Statewide Health Planning and Development (OSHPD). For additional load, spacing and placement information relating to OSHPD projects, please refer to our Seismic Engineering Guidelines 0PM005213. Fig. 98 Finish: Electro Galvanized. Contact customer service for alternative finishes and materials. Weight: Approx. Wt./100: Fig. 98 - 11.8 Lbs. (5.3kg) Fig. 98B - 12.7 Lbs. (5.7kg) Order By: Figure number Fig. 98B Fig. 5C228 - Hanger Rod Stiffener SC22BB Size Range: Secures 3M'-16 thru 5M-1 1 hanger rod - Material: Steel NWO Function: Secures channel to hanger rod for vertical seismic bracing. Slight distortion of the channel (strut) may occur upon I installation of rod stiffeners. Threads Finish: Electro Galvanized. Contact customer service for alternative finishes and materials. 51 Weight: Approx. Wt./100: 21.0 Lbs. (9.5kg) Order By: Figure part number Note: Order channel separately Rod Stiffener Requirements Rod Maximum Rod Length Maximum Spacing Between Notes: Size Without Rod Stiffener Rod Stiffeners Rod stiffeners are required only on hanger and 19" (482mm) 13" (330mm) trapeze assemblies that have seismic bracing i/f 25" 18" attached at or within 6" (152.4mm) of the rod. (635mm) (457mm) A minimum of two rod stiffeners (Figure 98, 9813, 5/8" 31" (787mm) 23" (584mm) or SC228) must be installed. 37" (940mm) 28" (711mm) Recommended torque on Figure 98 and SC228 43" (1092mm) 33" (838mm) is 8 ft-lbs. (10.8Nm) or finger tight and one full 50" (1270mm) 38" (965mm) turn with a wrench. 60" (1524mm) 43" (1092mm) Figure 98B has the break off bolt head. * Use with SC228 only. All dimensions in charts and on drawings are in inches. Dimensions shown in parentheses are in millimeters unless otherwise specified. Eaton 37/38 34 B-Line series Seismic Bracing Products db Seismic System_Attachments TOLCO Fig. 985 - Mechanical Fast Clamp Size Range: Fig. 985-S fits rod sizes /8" thru /8" Fig. 985-L fits rod sizes 3/4" thru /8" rod sizes Material: Steel Function: Used for attachment of seismic bracing to pipe hanger or trapeze Features: Allows up to 6" (152.4mm) of adjustability when used with Fig. 900 series Allows up to 12" (304.8mm) of adjustability in brace length, when used with Fig. 986 Break-off set screw heads visually verify required installation torque Unique "Fast Attach" yoke design allows Fig. 985 to be installed to hanger rods /8" thru I8" or 3/4" thru /8" Approvals: Included in our Seismic Engineering Guidelines approved by the State of California Office of Statewide Health Planning and Development (OSHPD). For additional load, spacing and placement information relating to OSHPD projects, please refer to our Seismic Engineering Guidelines, OPM-0052-13. Finish: Electro-galvanized Order By: Figure number, rod size & finish Patent Pending B _ p /4 Rod Size Part Rod Max. Horizontal Approx. Number Size A B Design Load * in. (mm) in. (mm) lbs. NN) lbs. (kg) 985-S 3/0 thru 5/80 20 (50.8) 11/20 (38.1) 2015 (8.96) 204 (92.5) 985-L 3/4" & hg" 2" (50.8) 1/8" (41.3) 2015 (8.96) 198 (89.8) * When used with B22 channel 1/" 141 .3mm) x is/a" (41 .3mm) 12 Ga. (2.6mm) Internal testing loads. Refer to OPM-005-13 for OPM approved loads. OPM 77 Max. r \ F (152.4mm) Fig. 985 62400 • Series B2000 Series / 15/8 (41.3mm) x 1'. (41.3mm) 12 Co. (2.6mm) Channel (Typ.) Max. F 1152.4mm) Fig. 985 All dimensions in charts and on drawings are in inches. Dimensions shown in parentheses are in millimeters unless otherwise specified. B-Line series Seismic Bracing Products 41 38/38 Eaton /ED FEB 07 2019 VEls CITY - JARL6A3 CCC'.'°° BULDUG DIVISION ELISE ROTHSCHILD Qto U flt p of bait Miego AMY HARBERT Director Assistant Director DEPARTMENT OF ENVIRONMENTAL HEALTH FOOD AND HOUSING DIVISION P.O. BOX 129261, SAN DIEGO, CA 92112-9261 Phone: (858) 505-6659 FAX: (858) 505-6824 1 (800) 253-9933 www.sdcdeh.org PLAN APPROVAL SHEET DBA: MENDOCINO FARMS DATE:1/30/19 SITE: 2674 GATEWAY RD #185 CARLSBAD 92009 PC #: DEH2018-FFPP- 0101 IOREVISION BUSINESS OWNER: SAA Plans are approved contingent upon the following: Department of Environmental Health (DEH) stamped plans shall be maintained at the jobsite and available for review at1 ,the time of the inspection Changes to equipment layout, menu, or application must be submitted for approval. Changes made without approval will make the 4) All food and utensil-related equipment shall be certified to applicable sanitation standards by an ANSI accredited testing agency. 5) Upon completion of 50%-80% of construction, call (858) 505-6660 to schedule an inspection. In lieu of a plumbing inspection by DEH, ensure that the plumbing is constructed to these standards: Floor sinks shall be installed V2 exposed and equipped with an appropriate grill cover if no access is provided for cleaning. Drain lines shall slope ¼" per foot, shall not exceed 15' in length and shall terminate a minimum of 1" above the floor sink with a legal air gap or otherwise approved by the enforcing agency. Drain lines shall not intersect walkways or door ways. C. No condensate drainage of any kind can drain to the mop sink. 3-compartment sinks, preparation sinks, dump sinks, and any other plumbed equipment must drain indirect to a floor sink. Grease traps/interceptors, if required by the local waste water authority must be located outside of the food preparation, food storage, or warewashing areas. Floor surfaces must be sloped 1:50 to required floor drains. Conduits of all types shall be installed within walls as practicable. When otherwise installed, they shall be mounted or enclosed in a chase so as to facilitate cleaning. 6) Owners and/or operators must pass an approved and accredited Food Safety Certification course. Proof of successful completion of this course is to be furnished at the final inspection. 7) All equipment is to be in place and functional. At the time when the final inspection is requested, the facility shall have all utilities operational and all refrigeration shall have an ambient air temperature of 38°F or below and shall be equipped with a thermometer accurate to +/- 2°F in the warmest section of the unit. 8) Seal all cracks, gaps and crevices in counters, cabinets, around metal flashing, sink backsplashes, around pipes and conduits with silicone sealant. Plans reviewed by: Celeste Penn, REHS EMAIL: flueg(äisdcountv.ca.gov. AT LEAST 10 WORKING DAYS IN ADVANCE TO SCHEDULE INSPECTIONS. A FINAL INSPECTION MUST BE CONDUCTED AND AN ENVIRONMENTAL HEALTH PERMIT SHALL BE ISSUED PRIOR TO OPENING AND OPERATING THIS FOOD ESTABLISHMENT. "Environmental and public health through leadership, partnership and science" CL7city of Carlsbad Print Date: 05/13/2019 Job Address: 2674 Gateway Rd, 185 Permit Type: BLDG-Permit Revision Parcel No: .2132622100 Valuation: $0.00 Occupancy Group: A-2 # Dwelling Units: Bedrooms: Project Title: Description: Applicant: RSI GROUP GEET SINGH 3187 Airway Ave Costa Mesa, CA 92626-4603 714-343-4338 Permit No: PREV2019-0029 Work Class: Commercial Permit Revi5 Status: Closed - Finaled Lot #: Applied: 02/07/2019 Reference #: Issued: 03/01/2019 Construction Type V-B Permit 05/13/2019 Finaled: Bathrooms: Inspector: AKrog Orig. Plan Check#: çBC2018-0478 Final Plan Check #: Inspection: Co-Applicant: PACIFIC COMMERCIAL CONSTRUCTION INC 7668 El Camino Real, Ste 104-500 Carlsbad, CA 92009-7932 760-943-1975 MENDOCINO FARMS: ARCHITECTURAL, STRUCTURAL &MEP CHANGES FEE . AMOUNT BUILDING PLAN CHECK REVISION ADMIN FEE . $35.00 FIRE Plan Resub (3rd&Subsequent Submittal/hr) . $136.00 MANUAL BUILDING PLAN CHECK FEE . $112.50 Total Fees: $ 283.50 Total Payments To Date: $ 283.50 Balance Due: $0.00 Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov PLAN CHECK REVISION OR Development Services ('City of DEFERRED SUBMITTAL Building Division Carlsbad APPLICATION 1635 Faraday Avenue 760-602-2719 B-I 5 www.carlsbadca.gov Original Plan Check Number CC2o - Plan Revision Number JP,,0W,;2a ? - Project Address 0CJO FIRM5 General Scope of Revision/Deferred Submittal: s 5i')cj R('vl; + L.-S+ of NJctrcije. ividucted CONTACT INFORMATION: Name Pe Phone Fax 4 Address Ave-* A City Cak l4esl Zip q262 Email Address ree--@rS — c( • cry) Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1. Elements revised: Plans Calculations U Soils fl Energy El Other 2. Describe revisions in detail 3. List page(s) where each revision is shown cc ic& s A-iiedc -z s6eeis t-Stice4s (V\&P yvkp Siee.-I-c 4. Does this revision, in anyway, alter the exterior of the project? [:]Yes M No Does this revision add ANY new floor area(s)? LI Yes No Does this revision affect any fire related issues? LI Yes No Is this a complete set? Yes [I No (14.) €5signature Date ZJ7//4 1635 Faraday Avenue, Carlsbad, CA 92008 t: 760-602-2719 f: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov EsGil A SAFEbuilttompany DATE: 2/19/2019 JURISDICTION: Cár1sbadT EI APPLICANT iURI S. PLAN CHECK #.: CBC2018-0478.rev PROJECT ADDRESS: 2674 Gateway Rd. PROJECT NAME: Menocino Farms Revision SET:! The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. Eli 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. LI The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. LI The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. LI 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. 'LI EsGil staff did advise the applicant that the plan check has been completed Person contacted: , Telephone #: Date contacted: - (bPhy ) Email: Mail Telephone Fax Person REMARKS: PREV2019-0029 By: Jason Pasiut Enclosures: EsGil 2/11/2019 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 r Structural L.,..7 Carlsbad CBC2018-0478.rev 2/19/2019 [DO NOT PAY— THIS IS NOT ANINVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK #.: CBC2018-0478.rev PREPARED BY: Jason Pasiut DATE: 2/19/2019 BUILDING ADDRESS: 2674 Gateway Rd. BUILDING OCCUPANCY: A-2 BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) TI revision hourly charge Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code I J_#N/A 11997 UBCBtng Permit Fee H 1997 UBC Plan -Check Fee H Type of Renew: T Complete Review I Repetitive Fee FE Repeats * Based on hourly rate 1`7 Other F_Hourly 11 Hr. @* EsGil Fee I $90.00I p. I $90.001 Comments: Sheet of 1 Structural Calculations Packet MENDOCINO FARMS CARLSBAD, CA Prepared by: Britt, Peters & Associates, Inc. February 5, 2019 02/05/2019 ~~1100 i—, - A C) S All Calculations are in Accordance with the 2016 CALIFORNIA STATE BUILDING STANDARDS CODE (TITLE 24) Mendocino Farms 2674 Gateway Road, Suite 185 BRITT, PETERS Carlsbad, CA 9009 TABLE OF CONTENTS _LIXLOJ1* BASE PLATE CONNECTION CHECK 2 STANDALONE POST CHECK 9 STANDALONE POST CONNECTION CHECK 11 SEISMIC LOADS ON POST 19 Project Title: Engineer: Project ID: Project Descr: Concrete Beam Description: Trellis Slab CODE REFERENCES Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties fc 1/2 = 2.50 ksi 4 Phi Values Flexure fr = fc * 7.50 = 375.0 psi Shear 41 Density = 145.0 pd 1i = 2 LtWt Factor = 1.0 Elastic Modulus = 3,122.0 ksi Fy - Stirrups 40.0 ksi fy - Main Rebar = 60.0 ksi E - Stirrups = 29,000.0 ksi E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # 3 Number of Resisting Legs Per Stirrup = 2 0.90 0.750 0.850 Software copyright ENERcALC. INC. 1983-2018, Build:10.18.12.30 5) Cross Section & Reinforcing Details Rectangular Section, Width = 12.0 in, Height = 5.0 in Span #1 Reinforcing.... 144 at 2.50 in from Top, from 0.0 to 1.0 It in this span Applied Loads Point Load : E=0.50k@1.oft Service loads entered. Load Factors will be applied for calculations. DESIGN SUMMARY Maximum Bending Stress Ratio = 0.245:1 Maximum Deflection Section used for this span Typical Section Max Downward Transient Deflection 0.000 in Ratio = 0 <360.0 Mu: Applied -0.4996 k-ft Max Upward Transient Deflection 0.000 in Ratio = 0<360.0 Mn * Phi: Allowable 2.038 k-ft Max Downward Total Deflection 0.000 in Ratio = 0<180.6 Max Upward Total Deflection 0.000 in Ratio = 0<180 C Location of maximum on span 0.000 ft Span # where maximum occurs Span #1 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 0.500 Overall MINimum 0.262 O44+1 *O*r*I +D+S41 'D.0.750Lr40.750L*t +040.750L40.75054f4 D40.60 W#1 'O'0.750Lr40.450W4H .0+0.750S0.450W*I '0.60D0.60W40.60H *D.0.70E40.60H 0.350 00 www.hilti.us Company: Page: Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: I Date: E-Mail: L,,,' I EL70 0 Profis Anchor 2.7.9 Mendocino Farm - Carlsb 2/4/2019 Speciflers comments: I Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: Base material: Reinforcement: Seismic loads (cat. C, D, E, or F) Kwik Bolt TZ - Cs 3/8 (2) II11fl1ff h5 2.000 in., hnom = 2.313 in. Carbon Steel ESR-1917 5/1/2017 1 5/1/2019 Design method ACI 318 /AC193 e, = 0.000 in. (no stand-off); t = 0.250 in. I., x l, x t = 9.500 in. x 9.500 in. x 0.250 in.; (Recommended plate thickness: not calculated Square HSS (AISC); (Lx W 1) = 6.000 in. x 6.000 in. x 0.125 in. cracked concrete, 2500, = 2,500 psi; h = 5.000 in. tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar no R - user is responsible to ensure a rigid base plate for the entered thickness with appropriate solutions (stiffeners,...) Geometry [in.] & Loading [lb, in.lb] "-'C Input data and results must be checked for agreement with the existing conditions and for plausibility! PROMS Anchor (c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: Page: Project: Sub-Project I Pos. No.: Date: I ELM ;I Prof is Anchor 2.7.9 2 Mendocino Farm - Carlsb 2/4/2019 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 1 22 25 0 25 2 22 25 0 25 3 757 25 0 25 4 757 25 0 25 max. concrete compressive strain: 0.07 [%o] max. concrete compressive stress: 315 [psi] resulting tension force in (x/y)(0.000/3.302): 1,557 [lb] resulting compression force in (xly)(0.000/-4.403): 1,557 [lb] Anchor forces based on a rigid base plate assumption! 3 Tension load y 03 04 Ten sion _0_1 02 Compression Load N55 [lb] Capacity 4, N (lb] Utilization pN = N a/4 N5 Status Steel Strength* 757 4,875 16 OK Pullout Strength 757 1,475 52 OK Concrete Breakout Strength 1,557 2,596 60 OK *anchor having the highest loading **anchor group (anchors intension) 3.1 Steel Strength N = ESR value refer to ICC-ES ESR-1917 4, N. a Nua ACI 318-08 Eq. (D-I) Variables ASeN [in. 2) uta [psi] 0.05 125,000 Calculations N55 [lb] 6,500 Results Nsa [lb] 4, steel 4, N. (Ib] N 5 [lb) 6,500 0.750 4,875 757 Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROFIS Anchor (c) 2003-2009 Hilti AG, FL-9494 Schoen Hilli is a registered Trademark of Hilti AG, Schoen www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: Page: Project: Sub-Project I Pos. No.: Date: Prof is Anchor 2.7.9 3 Mendocino Farm - Carlsb 2/4/2019 3.2 Pullout Strength N, = N2500 )Q:0:0 refer to ICC-ES ESR-1917 $ N00 ACI 318-08 Eq. (D-I) Variables f [psi] N 2500 [lb] 2,500 2,270 Calculations 2500 1.000 Results N00 [lb] 4, concrete 4, N0,1r [lb] Nua [lb] 2,270 0.650 1,475 757 3.3 Concrete Breakout Strength N 1,9 - (ANC - 'V ec c,N 'If 'V ed,N 'V cp,N Nb ,N ACI 318-08 Eq. (D-5) 4, Ncbg a Nua ACI 318-08 Eq. (D-1) ANC see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) ANcl = 9 h 1 ACI 318-08 Eq. (D-6) 1 VecN = 2 e 1.0 (1+ ACI 318-08 Eq. (D-9) Ved.N =0.7+03 (-2!o.) 1.0 1.5he1 ACI 318-08 Eq. (D-1 1) 'VcpN == !-.!) :51.0 - MAX ' - ACI 318-08 Eq. (D-13) Nb C Pac = kc ) hJ ACI 318-08 Eq. (D-7) Variables her [in.] eC1N [in.] eN [in.] Camin [in.] V c.W 2.000 0.000 3.302 2.500 1.000 Cac (in.] kc f [psi] 4.000 17 1 2,500 Calculations ANC [in .2] ANCO [in. 2] 'V ecl.N 'V ec2.N 'V ed,N 'V cp,N Nb [lb] 132.25 36.00 1.000 0.476 0.950 1.000 2,404 Results N,.,9 [lb] $ concrete 4, Ncbg (Ib] Nus [lb] 3,994 0.650 2,596 1,557 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Huh AG, FL-9494 Schaan Hilti is a registered Trademark of Hilt! AG, Schaan www.hilti.us Prof is Anchor 2.7.9 Company: Page: 4 Specifier: Project: Mendocino Farm - Carlsb Address: Sub-Project I Pos. No.: Phone I Fax: Date: 2/4/2019 E-Mail: 4 Shear load Load V1,. [lb) Capacity $ V,, [lb] Utilization pv = V1J$ V Status Steel Strength* 25 2,337 2 OK Steel failure (with lever arm)* N/A N/A N/A N/A PryoutStrength** 100 5,873 2 OK Concrete edge failure in direction y+ 100 1,318 8 OK *anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength V = ESR value refer to ICC-ES ESR-1917 $ Vsteei 2~ Vua ACI 318-08 Eq. (D-2) Variables Asev [in.'] futa [psi] 0.05 125,000 Calculations V [lb] 3,595 Results Vsa [lb] steel 4t V55 [lb] V50 [lb] 3,595 0.650 2,337 25 4.2 Pryout Strength v 9 - - kcp E' 41 ec.N 'V ed,N 91 c.N 'V cp,N Nb] ACI 318-08 Eq. (D-31) Vcpg ANCO $ a Vua ACI 318-08 Eq. (D-2) ANC see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) ANcO = 9 h ACI 318-08 Eq. (D-6) 1 tVecN = +2 e 1•° h) ACI 318-08 Eq. (D-9) 'Ved,N = 0.7 + 0.3 (t)r. 1.0 ACI 31808 Eq. (D-11) 1.5hef 91 cp,N =MAX ( Ca,min 5 1.0 ACI 318-08 Eq. (D-13) Nb = kc X 'Ii heis ACI 318-08 Eq. (0-7) Variables kcp her [in.] eC1N [in.] e2N [in.] cam, [in.] 1 2.000 0.000 0.000 2.500 'V c,N c55 [in.] k5 X f [psi] 1.000 4.000 17 1 2,500 Calculations ANC [in. 21 AN [in .2] u, 00,14 4' ec2,N tlled,N '1' cp,N Nb [lb] 132.25 36.00 1.000 1.000 0.950 1.000 2,404 Results V pg [lb] concrete t) V 0 [lb] Vua [lb] 8,390 0.700 5,873 100 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( C ) 2003-2009 Ililti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: Page: Project: Sub-Project I Pos. No.: Date: Prof is Anchor 2.7.9 5 Mendocino Farm - Carlsb 2/4/2019 4.3 Concrete edge failure in direction y+ - Av \ cbg -Avco 'V ec,V 'V ed.V 'V 0 'V h,V 'V parallel,V b V 9 see ACI 318-08, Part D.6.2.1, Fig. RD.6.2.1(b) Avoo =4.5c 1 'Vec.v =(1+1)i. 3Cai 'Ved,V _0.7+O.3(1.O lh,v =T1.O Vb = (7 (1)02 )da c ACI 318-08 Eq. (D-22) ACI 318-08 Eq. (0-2) ACI 318-08 Eq. (0-23) ACI 318-08 Eq. (D-26) ACI 318-08 Eq. (D-28) ACI 318-08 Eq. (D-29) ACI 318-08 Eq. (D-24) Variables cal [in.] c [in.] ecv (in.] 'V c,v ha [in.] 2.500 2.500 0.000 1.000 5.000 L [in.] A. da [in.] fc [psi] 'V parafiel,V 2.000 1.000 0.375 2,500 1.000 Calculations Avc [in .2]. AVd) [in .2] 'V ec.V 'V ed.V 'V h,v Vb [lb] 49.69 28.13 1.000 0.900 1.000 1,184 Results Vt9 [lb] $ concrete $ Vcbg [lb] Vua [lb] 1,883 0.700 1,318 100 5 Combined tension and shear loads ON Ov Utilization I3N.V [%] Status 0.600 0.076 5/3 45 OK I3NV = 34 + OV 'r= 1 6 Warnings The anchor design methods in PROMS Anchor require rigid anchor plates per current regulations (ETAG 001 /Annex C, EOTA TR029, etc.). This means load re-distribution on the anchors due to elastic deformations 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 design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROMS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! Condition A applies when supplementary reinforcement is used. The 0 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 manufacturer's 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 ACI 318 or the relevant standard! Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROMS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Sthaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Profis Anchor 2.7.9 Company: Page: 6 Specifier: Project: Mendocino Farm - Carlsb Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 2/4/2019 E-Mail: 7 Installation data Anchor plate, steel:. Anchor type and diameter: Kwik Bolt TZ - CS 3/8 (2) Profile: Square HSS (AISC); 6.000 x 6.000 x 0.125 in. Installation torque: 300.000 in.lb Hole diameter in the fixture: df = 0.438 in. Hole diameter in the base material: 0.375 in. Plate thickness (input): 0.250 in. Hole depth in the base material: 2.625 in. Recommended plate thickness: not calculated Minimum thickness of the base material: 5.000 in. Drilling method: Hammer drilled Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. R user is responsible to ensure a rigid base plate for the entered thickness with appropriate solutions (stiffeners,...) 7.1 Recommended accessories Drilling Cleaning Setting Suitable Rotary Hammer • Manual blow-out pump • Torque controlled cordless impact tool (Hilti Properly sized drill bit Safeset System) Torque wrench Hammer Coordinates Anchor in. Anchor x y c.5 c• c. c+y 1 -3.500 .3.500 5.000 9.500 424.500 9.500 2 3.500 .3.500 12.000 2.500 424.500 9.500 3 -3.500 3.500 5.000 9.500 431.500 2.500 4 3.500 3.500 12.000 2.500 431.500 2.500 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( C ) 2003-2009 Hilt! AG, FL-9494 Scliaan Huh is a registered Trademark of Hilti AG, Schssn www.hilti.us Profis Anchor 2.7.9 Company: Page: 7 Specifier: Project: Mendocino Farm - Carlsb Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 2/4/2019 E-Mail: 8 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 Hilti'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 to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to 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 Software 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 checked for agreement with the existing conditions and for plausibility! PROMS Anchor ( C ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Project Title: Engineer: Project ID: Project Descr: Steel Beam File= L:1028H0D-Q\2018t1MVOFO-M1lS147-2\C7A4YC-FEnercaIcl180951 Standalone Posted . Software copyright ENERCALC, INC. 1983-2018, Build:I0.18.12.30 . I Lic. Description: Standalone Post flcobEcEs Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 EMii1Properties 1 Analysis Method: Load Resistance Factor Design Fy: Steel Yield: 46.0 ksi Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending - L(O.2) HSS3x3x1I8 Span = 9.0 ft - APFliód Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load(s) for Span Number 1 Point Load : L=0.20k@5.oft SUMMARY Maximum Bending Stress Ratio = 0.331:1 Section used for this span HSS3x3x118 Mu : Applied 1.600k-ft Mn * Phi: Allowable 4.830 k-ft Load Combination +1.20D'0.50Lr+1.60L+1.60H Location of maximum on span 0.000ft Span # where maximum occurs Span # 1 Section used for this span HSS3x3x1/8 Vu : Applied 0.320 k Vn * Phi: Allowable 15.283 k Load Combination +1.20D40.50Lr+1.60L+1.60H Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.613 in Ratio = 352 <360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.613 in Ratio = 353 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 rMiiiiForces &S f L .Chiiinns 7. oaa uornoinabon Max Stress Ratios - Summary of Moment Values Summary of Shear Values Segment Length Span # M V Max Mu + Max Mu - Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx +1.40D+1.60H Dsgn. L= 9.00 ft 1 0.000 5.37 4.83 1.00 1.00 -0.00 16.98 15.28 +1.20D0.5OLr+1.60L+1.60H Dsgn. L= 9.00 ft 1 0.331 0.021 -1.60 1.60 5.37 4.83 1.00 1.00 0.32 16.98 15.28 +1.20D+1.60L.0.505+1.60H Dsgn. L= 9.00 ft 1 0.331 0.021 -1.60 1.60 5.37 4.83 1.00 1.00 0.32 16.98 15.28 +1.20D+1.60Lr+L+1.60H Dsgn. L= 9.00 It 1 0.207 0.013 -1.00 1.00 5.37 4.83 1.00 1.00 0.20 16.98 15.28 +1.20D+1.6OLr+0.50W+160H Dsgn. L= 9.00 ft 1 0.000 5.37 4.83 1.00 1.00 -0.00 16.98 15.28 +1.20D4i-1.60S+1.60H Dsgn. L = 9.00 ft 1 0.207 0.013 -1.00 1.00 5.37 4.83 1.00 1.00 0.20 16.98 15.28 .i-1.20D+1.605+0.50W+1.60H Dsgn. L= 9.00 ft 1 0.000 5.37 4.83 1.00 1.00 --0.00 16.98 15.28 +1.20D*0.5OLr+L+Wi-160H Dsgn. L= 9.00 ft 1 0.207 0.013 -1.00 1.00 5.37 4.83 1.00 1.00 0.20 16.98 15.28 +1.20D4.50S+W+1.60H Dsgn. L= 9.00 ft 1 0.207 0.013 -1.00 1.00 5.37 4.83 1.00 1.00 0.20 16.98 15.28 s0.90D+W+1.60H Dsgn. L = 9.00 ft 1 0.000 5.37 4.83 1.00 1.00 -0.00 16.98 15.28 +1.20D4.0.205+E+1.90H Dsgn. L = 9.00 ft 1 0.207 0.013 -1.00 1.00 5.37 4.83 1.00 1.00 0.20 16.98 15.28 +0.9004.0.90H Project Title: Engineer: Project ID: Project Descr: Steel Beam Software copyright ENERCAIC. INC. 1983-2018, Build: 10.18.12.30 Description: Standalone Post Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx PhiVnx Dsgn.L= 9.00ft 1 0.000 5.37 4.83 1.00 1.00 -0.00 16.98 15.28 vera1IMiniiiiiiDifItións Load Combination Span Max. Defi Location in Span Load Combination Max. W Defi Location in Span LOnly 1 0.6126 9.000 0.0000 0.000 f Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.200 Overall MiNimum 0.150 +0+H 40+14+1 0.200 '0+0.750Lr+0.750L*1 0.150 .0+0.750L+0.750S+H 0.150 +0+O.60W41 +0+0.750Lr+0.450W+H 40+0.750S+0.450W*I - -+0.60D+0.60W+0.60H +0+0.70E+0.60H +0+0.750L+0.7505+0.5250E41 0.150 +0.60D+0.70E-iH DOnly Lr Only L Only 0.200 S Only WOnly E Only H Only Project Title: Engineer: Project ID: Project Descr: Steel Beam File Software copyright ENERCALC. INC. 1983-2018. Build:10.18.12.30 Description: Standalone Post Seismic LEREFERENCES I Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 TMIuiIProperties Analysis Method: Load Resistance Factor Design Fy: Steel Yield: 46.0 ksi Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending E(O.00285) HSS3x3x1/8 Span = 9.0 ft TAIiéi1 Lids Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load: E = 0.002850 k/ft, Tributary Width = 1.0 ft DESIGN SUMMARY - IFIIS] Maximum Bending Stress Ratio = 0.024: 1 Maximum Shear Stress Ratio = 0.002 :--1 Section used for this span HSS3x3x1I8 Section used for this span HSS3x3x1/8 Mu: Applied 0.115k-ft Vu :Applied 0.02565 k Mn * Phi: Allowable 4.830 k-ft Vn * Phi Allowable 15.283 k Load Combination +1.20D-'10.20S+€+1.90H Load Combination +1.20D-+U+0.20S+E-'-1.90H Location of maximum on span 0.000ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.078 in Ratio = 2,765 '=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.055 in Ratio = 3951 '=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Mãiimum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx PhiMnx Cb Rm VuMax Vnx PhiVnx +1.40D+1.60H Dsgn.L= 9.00 ft 1 0.000 5.37 4.83 1.00 1.00 -0.00 16.98 15.28 +1.20D-0.50Lr+1.60L+1.60H Dsgn.L= 9.00 ft 1 0.000 5.37 4.83 1.00 1.00 -0.00 16.98 15.28 +1.20D+1.60L.0.50S+1.60H Dsgn.L= 9.00 ft 1 0.000 5.37 4.83 1.00 1.00 -0.00 16.98 15.28 +1.20D+1.60Lr+L+1.60H Dsgn.L= 9.00 ft 1 - 0.000 5.37 4.83 1.00 1.00 -0.00 16.98 15.28 +1.20D+1.60Lr-+0.50W+1.60H Dsgn.L= 9.00 ft 1 0.000 5.37 4.83 1.00 1.00 -0.00 16.98 15.28 +1.20D'1_+1.60S+1.60H Dsgn.L= 9.00 ft 1 0.000 5.37 4.83 1.00 1.00 -0.00 16.98 15.28 +1.20D+1.605+.50W+1.60H Dsgn.L= 9.00 ft 1 0.000 5.37 4.83 1.00 1.00 -0.00 16.98 15.28 +1.20D-.0.50Lr4i.W+1.60H Dsgn.L= 9.00 ft 1 0.000 5.37 4.83 1.00 1.00 -0.00 16.98 15.28 +1.20D-'40.50S+W+1.60H Dsgn.L= 9.00 ft 1 0.000 5.37 4.83 1.00 1.00 -0.00 16.98 15.28 .0.90D+W-'-1.60H Dsgn.L= 9.00 ft 1 0.000 5.37 4.83 1.00 1.00 -0.00 16.98 15.28 +1.20D+140.20S4E+1.90H Dsgn.L= 9.00 ft 1 0.024 0.002 -0.12 0.12 5.37 4.83 1.00 1.00 0.03 16.98 15.28 -'0.90D4€40.90H Dsgn.L= 9.00 ft 1 0.024 0.002 -0.12 0.12 5.37 4.83 1.00 1.00 0.03 16.98 15.28 Project Title: Engineer: Aw Project ID: Project Descr: Steel Beam File L:02HOD-Q\20181MVOFO-M11IS147-2tC7A4YC-F\Enercalc180951 Standalone Posts.ec6 . Software copyright ENERCAIC, INC. 1983-2018, Build:10.18.12.30 Description: Standalone Post Seismic ________ Load Combination Span Max. Deft Location in Span Load Combination Max. +" Deft Location in Span E Only 1 0.0781 9.000 0.0000 0.000 EVerticaIRtions - - Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.026 Overall MiNimum 0.013 +D+H 40*1141 *0*lr*H *0*0.750Lr*0.750L*I +0*0.750L*0.7505*f$ *0+O.60W*H *0*0.750Lr*0.450W41 *0*0.750S*0.450W4+1 40.60D*0.60Ws0.60H *0*0.70E*0.60H 0.018 +0*0.750L*0.7505*0.5250E*fl 0.013 +0.60D*0.70E*fl 0.018 D Only Lrcnly LOnly SOnly WOnly E Only 0.026 H Only Project Title: Engineer: Project ID: Project Descr: Steel Beam i-iie = L:uieuu-uuieii MVU -Mt1IS!47-t(!A4YG-FEnercaIc1UQ951 Standalone PosIs.ecb Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.30 Description : Standalone Post Seismic [cOEkEFEREEs Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 rMtawauPropeies Analysis Method: Load Resistance Factor Design Fy: Steel Yield: 46.0 ksi Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending E(O.00285) . .,.. HSS3x3x1/8 Span = 9.0 ft TA765- IWCs Service loads entered. Load Factors will be aoolied for calculations. Beam self weight NOT internally calculated and added Uniform Load: E = 0.002850 k/ft, Tributary Width = 1.0 ft Maximum Bending Stress Ratio = 0.024: 1 Section used for this span HSS3x3x1I8 Mu Applied 0.115k-ft Mn * Phi: Allowable 4.830 k-ft Load Combination +1.20D+L.0.20S+E+1.90H Location of maximum on span 0.000ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.078 in Ratio = Max Upward Transient Deflection 0.000 in Ratio= Max Downward Total Deflection 0.055 in Ratio = Max Upward Total Deflection 0.000 in Ratio= r Maximum F I Max stress Kasos im Shear Stress Ratio = Section used for this span Vu : Applied Vn * Phi: Allowable Load Combination Location of maximum on span Span # where maximum occurs 2,765 >=360 0 <360 3951 >=180 0 <180 0.002 :1 HSS3x3x1I8 0.02565 k 15.283 k +1.20D+L.+O.20S-i€-i-1.90H 0.000 ft Span # 1 Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx +1.40D+1.60H Dsgn. L= 9.00 It 1 0.000 5.37 4.83 1.00 1.00 -0.00 16.98 . 15.28 +1.200+0.50Lr+1.60L+1.60H Dsgn. L= 9.00 ft 1 0.000 5.37 4.83 1.00 1.00 -0.00 16.98 15.28 +1.200+1.60L.0.50S+1.60H Dsgn. L= 9.00 ft 1 0.000 5.37 4.83 1.00 1.00 -0.00 16.98 15.28 +1.200+1.60Lri4_+1.60H Dsgn. L= 9.00 ft 1 0.000 5.37 4.83 1.00 1.00 -0.00 16.98 15.28 +1.20D+1.60Lr+0.50W+1.60H Dsgn. L= 9.00 ft 1 0.000 5.37 4.83 1.00 1.00 -0.00 16.98 15.28 +1.20D.+1.60S+1.60H Dsgn. L= 9.00 ft 1 0.000 5.37 4.83 1.00 1.00 -0.00 16.98 15.28 +1.20D+1.60S*0.50W+1.60H Dsgn. L= 9.00 ft 1 0.000 5.37 4.83 1.00 1.00 -0.00 16.98 15.28 +1.200+0.50Lr+L+W+1.60H Dsgn. L = 9.00 It 1 0.000 5.37 4.83 1.00 1.00 -0.00 16.98 15.28 +1.20D4.505+W+1.60H Dsgn. L= 9.00 ft 1 0.000 5.37 4.83 1.00 1.00 -0.00 16.98 15.28 .0.90D+W+1.60H Dsgn. L= 9.00 ft 1 0.000 5.37 4.83 1.00 1.00 -0.00 16.98 15.28 +1.20D+L.0.205#+1.90H Dsgn. L = 9.00 ft 1 0.024 0.002 -0.12 0.12 5.37 4.83 1.00 1.00 0.03 16.98 15.28 '0.900+€40.90H Dsgn. L= 9.00 ft 1 0.024 0.002 -0.12 0.12 5.37 4.83 1.00 1.00 0.03 16.98 15.28 Project Title: Engineer: Project ID: Project Descr: [eel Beam File= L:1028H0D-Q120181MVOFO-M1l5147-2lC7A4YC-FEnemalct18O951 Standalone Posts.ec6 Software copyright ENERCAIC, INC. 1983-2018, Build:10.18.12.30 . I Description : Standalone Post Seismic OlI'Miiimum DifI&ions Load Combination Span Max. "-" Deft Location in Span Load Combination Max. W Dell Location in Span E Only 1 0.0781 9.000 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.026 Overall MiNimum 0.013 40*H 4041*1 s041r*l ..0+S41 .040.750Lr40.750L'4-1 4040.750L40.7505+H *040.60W*1 'D*0.750Lr*0.450W*I +D+0.750540.450W*I 40.60D40.60W*0.60H *D'0.70E40.60H 0.018 4040.750L40.750540.5250E*l 0.013 4060D40.70E4H 0.018 DOnly Lr Only LOnly S Only WOnly E Only 0.026 H Only Project Title: Engineer: Project ID: Project Descr: Steel Base Plate File = L:W28HOD-Q12015t1MVOF 1lSI47-2C7A4YC-F\Enercalct180951 Standalone Posts.ec6 Software copyrioht ENERCAIC. INC. 1983-2018. Build:10.18.1230 Description : Standalone Post BP Code References I Calculations per AISC Design Guide # 1, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 General Information I Material Properties AISC Design Method Load Resistance Factor Design 0 c : LRFD Resistance Factor 0.650 Steel Plate Fy = 36.0 ksi Concrete Supportf'c = 3.0 ksi Assumed Bearing Area :Full Bearing Nominal Bearing Fp per J8 0.0 ksi Column & Plate I Column Properties Steel Section: HSS2x2x3/16 Depth 2 in Area 1.19 inA2 Width 2 in lxx mM Flange Thickness 0.174 in In inA4 Web Thickness in Plate Dimensions Support Dimensions N : Length 8.0 in Width along 'X' 12.0 in B: Width 8.0 in Length along 'Z 12.0 in Thickness 0.3750 in Column assumed welded to base plate. ..-.- Applied Loads I +P - P-V V-Z M-X D: Dead Load k k k-ft L: Live k k 1.0 k-ft Lr: Roof Live k k k-ft S: Snow k k k-ft +Vz W:Wind k k k-ft E : Earthquake k k k-ft H : Lateral Earth k k k-ft = Gravity load, '-'-' sign is downward. '+' Moments create higher soil pressure at +Z edge. W Shears push plate towards +Z edge. Anchor Bolts I Anchor Bolt or Rod Description 11/2' Max of Tension or Pullout Capacity k Shear Capacity k Edge distance: bolt to plate 1.250 in Number of Bolts in each Row 2.0 Number of Bolt Rows 1.0 a a +z I m Project Title: Engineer: Project ID: Project Descr: I Steel Base Plate Ale = Software copyright ENERCAIC. INC. 1983-2018, Build:10.18.12.30 Description: Standalone Post BP GOVERNING DESIGN LOAD CASE SUMMARY Mu: Max. Moment 0.000 k-in Plate Design Summary fb: Max. Bending Stress 0.000 ksi Design Method Load Resistance Factor Design Fb : Allowable: 0.000 ksi Governing Load Combination Overall Results Fy * Phi Governing Load Case Type Bending Stress Ratio 0.000 Governing STRESS RATIO Bending Stress OK Design Plate Size 8" x 8 x 0-3/8 fu : Max. Plate Bearing Stress .... 0.000 ksi Pu : Axial 0.000 k Fp : Allowable: 0.000 ksi Mu: Moment 0.000 k-ft Bearing Stress Ratio 0.000 Bearing Stress OK 1IIIIp BRIfl, PETERS & ASSOCIATES, INC. Subject: .L ibpLpJo I4kMç C4e41b,C4 Consulting Engineers (864) 271-8869 Fax (864) 233-5140 Project No: 100 w-1 Sheet: I? OF M 101 Falls Park Drive, Ste. 601 . Greenville, SC 29601 www.brittpeters.com By: 534 Date: 2 I 'i/OLJo r I - SOS 0. LI1c4-1 ( I r -r RECEIVED'.. OCT 222018 CITY OF CARLSBAD BUILDING DIVISION ELISE ROTHSCHILD Director (Countp 01 6an tL0 DEPARTMENT OF ENVIRONMENTAL HEALTH Assistant Director FOOD AND HOUSING DIVISION P.O. BOX 129261, SAN DIEGO, CA 92112-9261 / Phone: (858) 505-6659 FAX: (858) 505-6824 1 (800) 253-9933 www.sdcdeh.org PLAN APPROVAL SHEET DBA: Mendocino Farms Sandwich Market SITE: 2674 Gateway Road Suite 185, Carlsbad, CA 92009 BUSINESS OWNER: Paul Michael Scanlon Plans are approved contingent upon the following: DATE: 10/22/2018 PC #: DEH20I8-FFPP-010110 )Department of Environmental Health (DElI) stamped plans shall be maintained at the jobsite and available for review at the time of the inspeètionJ 2) Changes to equipment layout, menu, or application must be submitted for approval. Changes made without approval will make the 4) All rood and utensil-related equipment shall be certified to applicable sanitation standards by an ANSI accredited testing agency. 5) Upon completion of 50%-80% of construction, call (858) 505-6660 to schedule an inspection. In lieu of a plumbing inspection by DEH, ensure that the plumbing is constructed to these standards: Floor sinks shall be installed !.4 exposed and equipped with an appropriate grill cover if no access is provided for cleaning. Drain lines shall slope ¼" per foot, shall not exceed 15' in length and shall terminate a minimum of 1" above the floor sink with a legal air gap or otherwise approved by the enforcing agency. Drain lines shall not intersect walkways or door ways. C. No condensate drainage of any kind can drain to the mop sink. 3-compartment sinks, preparation sinks, dump sinks, and any other plumbed equipment must drain indirect to a floor sink. Grease traps/interceptors, if required by the local waste water authority must be located outside of the food preparation, food storage, or warewashing areas. Floor surfaces must be sloped 1:50 to required floor drains. Conduits of all types shall be installed within walls as practicable. When otherwise installed, they shall be mounted or enclosed• in a chase so as to facilitate cleaning. 6) Owners and/or operators must pass an approved and accredited Food Safety Certification course. Proof of successful completion of this course is to be furnished at the final inspection. 7) All equipment is to be in place and functional. At the time when the final inspection is requested, the facility shall have all utilities operational and all refrigeration shall have an ambient air temperature of 38°F or below and shall be equipped with a thermometer accurate to +1- 2°F in the warmest section of the unit. 8) Seal all cracks, gaps and crevices in counters, cabinets, around metal flashing, sink backsplashes, around pipes and conduits with silicone sealant. 9) AN AIR BALANCE REPORT IS REQUIRED IF THE FACILITY HAS VENTILATION HOODS_____________ 10) ANY FOOD PROCESSING AREAS MUST BE COMPLETELY ENCLOSEDI OPERABLE WINDOWS, MOVEABLE Plans reviewed by: Muriel Galsim, REHS & Mickey Lay, EHT CALL (858) 505-6660 AT LEAST 10 WORKING DAYS IN ADVANCE TO SCHEDULE INSPECTIONS. A FINAL INSPECTION MUST BE CONDUCTED AND AN ENVIRONMENTAL HEALTH PERMIT SHALL BE ISSUED PRIOR TO OPENING AND OPERATING THIS FOOD ESTABLISHMENT. "Environmental and public health through leadership, partnership and science" OCCC