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2725 STATE ST; ; CB154377; Permit
City of Carlsbad 08-25-2016 1635 F~raday Av Carlsbad, CA 92008 Commercial/Industrial Permit Permit No: CB154377 Building Inspection Request Lihe (760) 602-2725 Job Address: Permit Type: Paree! No: Valuation: Occupancy Group: Project Title: Applicant: 2725 STATE ST CBAD Tl 2030540300 $289,221.00 Sub Type: COMM Lot#: ·O Construction Type: 58 Reference# CAMPFIRE: 4,200 SF Tl FOR Status: ISSUED Applied: 12/11/2015 Entered By: SLE Plan Approved: 04/22/2016 Issued: 04/22/2016 Inspect Area PY Plan Check #: RESTAURANT/ 1,100 SF PATIO FOR OUTDOOR SEATING I WARM SHELL TO RESTAURANT Owner: HAWKINS CONSTRUCTION, INC MARTIN DORIN&BILLIE REVOCABLE TRUST 01-10-94 4177 YAL.E AVE LA MESA CA 91941-7717 619-463-1222 Building Permit - Add'I Building Permit Fee Plan Check . Add'I Building Permit Fee Plan Check Discount Strong Motion Fee Park Fee LFM Fee Bridge Fee . STD #2 Fee STD #3 Fee Renewal Fee Add'I Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'I Pot. Water Con. Fee Reel. Water Con. Fee Green Bldg Stands {SB1473) Fee Fire Expedidted Plan Review Total Fees: Inspector: $1,300.56 $0.00 $910.39 $0.00 ·-$0.00 $80.98 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $8,852.00 D1 ($3,934.00) $0.00 $12.00 $0.00 ayments To Date: FINAL Date: PO BOX546 FALLBROOK CA 92088 Meter Size Add'I Reel. Water Con. Fee Meter Fee SDCWA Fee CFO Payoff Fee_ PFF (3105540) PFF (4305540) License Tax (3104193) License Tax (4304193) Traffic Impact Fee (3105541) Traffic Impact Fee (4305541) PLUMBING TOTAL ELECTRICAL TOTAL MECHANICAL TOTAL Ma·ster Drainage Fee Sewer Fee Redev Parking Fee Additional Fees HMP Fee Green Bldg Standards Plan Chk TOTAL PERMIT FEES $42,640.55 Balance Due: $0.00 $356.00 $7,680.00 $0.00 $5,263.82 $4,858.91 $0.00 $0.00 $8,124.48 $7,499.52 $403.00 $143.00 $144.66 $0.00 $6,017.23 $0.00 ($5,072.00) ?? ?? $42,640.55 $0.00 Clearance: ------ NOTICE: Please take NOTIC that ap roval of your project includes the "lmposi ,on" of fe s, dedications, reservations, or other exactions hereafter collectively referred to as 'fees/exactions." ou h e 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 subsequenflegal action to attack, review, set aside, void, or annul their imposition. THE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: OPLANNING OENGINEERING OBUILDING OFIRE OHEALTH OHAZMAT/APCD -Ccicyof Carlsbad Building Permit Application 1635 Faraday Ave., Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 email: building@carlsbadca.gov www.carlsbadca.gov SUITE#/SPACE#/UNIT# Plan Check No. 7 Est. Value Plan Ck. Deposit JOB ADDRESS 1..-4 i 5 ~ ~ e,,f -(5D CT/PROJECT# LOT# PHASE# # OF UNITS # BEDROOMS #BATHROOMS OCC.GROUP V-f!:? A--2. DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) f~ l_~vt>v--t,~-f;( ~ Y~-rcuda..M-. ~w -p\iu.M-4'~, ~-ld ~ ~. VJCJJJ/o + UA~u ·I\~_, 4 1 2o:J 1+ ~ 11\00 ~~ Po:Ho GARAGE (SF) . PATIOS (SF) DECKS (SF) PROPERTY OWNER NAME ZIPq2..~ ZIP~ FAX EMAIL STATELIC.# CLASS (Sec. ·1031.5 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 sl!(ned statement that he 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 is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subJects the applicant to a civil penalty of not more than five hundred dollars ($500)). _ · Workers' Compensation Declaration: / hereby affirm under penalty of perjury one of the following declaraUons: [:J.1 have and will maintain a certlllcate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. 9SL1 have and will maintain worke 'compensation, s required by ection 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation i urance carrier and numberare:lnsuranceCo. . PolicyNo. qJ/)/3(//J -J--S::: ExpirationDate_.L,~.A-"-h~q,,/.µ1.fL This section need not be completed if the permit is for one hundred dollars ($100) or less. 0 Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' 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 one hundred thousand dollars (&100,000), in addition to the cost of compensation, damages as provided for i Section 3706 of the Labor code, interest and attorney"s fees . ..(6 CONTRACTORSIGNATURE j jZ(AGENT DATE / 2.~ I hereby affirm that I am exempt from Contractor's License Law for the following reason: D I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is notintended 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). D D I, as owner of the property, am exclusively contractipg with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). I ~m exempt under Section ____ Business and Professions Gode for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. OYes 0No 2. I (have / have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the· proposed construction (include name address/ phone / contractors' license number): 4. 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' hcense number): 5. 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): ..(6 PROPERTY OWNER SIGNATURE ,06'.GENT DATE Is the applicant or future building occupant required to submit a business pla~ acutely hazardous materials registration form or risk management and prevention program under Seclions 25505, 25533 or 25534 of the Presley-TannerHazardousSubstanceAccountAct? Yes / No /. Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Yes / No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Yes ,No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name Lender's Address I certify th at I have read the application and state that the above information is correct and that the infonnation 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 property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANYWAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: kl 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 shallexpire 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 permtt or if the building or worl< authorized by such permit is suspended or abandoned at any time after the work is commenced for a peliod of 180 days (Section 106.4.4 Uniform Building Code) . .85 APPLICANT'S SIGNATURE ~. . DATE 12,-, o 15-' • STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. (fr/l,,lC/\!f O! OCCUPANCY (Cornmcrc,.,I Projects OnlyJ Fax (760) 602-8560, Email building@carlsbadca.gov or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008. CONTACT NAME +\. ZIP qft'/i{/ PHONE FAX lolCi · '-l~;· 1'2--2-2.. U,1?1 · L{~~ ·?12. DELIVERY OPTIONS PICK UP: CONTACT (Listed above) CONTRACTOR (On Pg. j_) )(MAIL TO: _xtONTACT (Listed above) · CONTRACTOR (On Pg. j_) OCCUPANT (Listed above) OCCUPANT (Listed above) MAIL/ FAX TO OTHER: _______________ _ ..es' APPLICANT'S SIGNATURE CO#: (Office Use Only) OCCUPANT NAME (-\-to\\~·~ BUILDING ADDRESS CITY STATE Carlsbad CA OCCUPANT'S BUS. LIC. No. ASSOCIATED CB#------------ . NO CHANGE IN USE/ NO CONSTRUCTION CHANGE OF USE/ NO CONSTRUCTION DATE Inspection List Permit#: CB154377 Type: Tl _pate__ Inspection Item. ____ _ 09/12/2016 89 Final Combo 09/12/2016 89 Final Combo 09/08/2016 89 Final C0mbo 09/08/201'6 89 Final Combo 09/02/2016 89 Final Combo 09/02/2016 89 Final Combo 09/01/2016 92 Compliance Investigation 09/01/2016 92 Compliance Investigation 08/25/2016 23, Gas/Test/Repairs 08/23/201'6 23 Gas/Test/Repairs 08/17/2016 H Interior Lath/Drywall 08/17/2016 34 Rough Electric COMM Inspector Act PY AP RI RI PY PA PY PY PY PY PY PY RI PA RI PA AP PA AP AP 08/17/2016 34 Rough Electric PY AP 08/09/2016 17 Interior Lath/Drywall PY AP 08/09/2016 23 Gas/Test/Repairs PY PA 08/03/2016 84 Rou9h Combo PY AP 08/02/2016 84 Rough Combo PY CA 07/18/2016 11 Ftg/Foundation/Piers PY PA 07/18/2016 44 Rough/Ducts/Dampers PY PA 07/15/2016 44 Rough/Ducts/Dampers PY CA 07/12/2016 14 Frame/Steel/Bolting/Weldin PY PA 07/12/2016 17 Interior Lath/Drywall PY PA 06/30/2016 44 RotJgh/Ducts/Dampers PY PA 06/28/2016 14 Frame/Steel/Bolting/Weldin PY PA 06/23/2016 66 Groot 06/21/2016 11 Ftg/Foundation/Piers 06/21/2016 14 Frame/Steel/Bolting/Weldin 05/31/2016 21 Underground/Under Floor 05/27/2016 21 05/25/2016 11 05/24/2016 11 Underground/Under Floor Ftg/Foundation/Piers Ftg/Foundation/Piers PY PY PY PY PB PY PY PA PA PA AP CA· AP CA 05/23/2016 31 Underground/Conduit-Wirin PY AP 05/16/2016 31 Underground/Conduit-Wirin PY AP 05/16/2016 31 Underground/Conduit-Wirin PY AP 05/10/2016 21 Underground/Under Floor PY AP 05/09/2016 21 Underground/Under Floor PY AP 05/05/2016 21 Underground/Under Floor PY CA 04/25/2016 21 Underground/Under Floor PY PA Wednesday, September 14, 2016 CAMPFIRE: 4,200 SF Tl FOR RESTAURANT/ 1,100 SF PATIO FOR OUT Comments AM PLEASE COF FIRE INSPECT AT 10AM PRE FINAL MEETING ) Page 1 of 1 POOR QUALITY ORIGINAL S RECORD COPY -i . . i -r:z::----_-:_ __ 5 • V --~ e . -s; -~· August 15, 2016 Hawkins Construction Inc. 4177YaleAv La Mesa, CA 91941 , RECEIVED AUG 2 5 20\6 C\TY OF CARLSBAD BU\LD\NG OIV\S\ON Ccicyof Carlsbad . Re: . Building Permit CB154377, 2725 State St (B~ ('.:.A-I"\. f'f'/~ We were recently notified that, due to a computer ~cripting error, you were _undercharged for the San Diego County Water Author:ity fee associated with a water meter upgrade from a 5/8" to a 1" meter for your project named above. Please remit the remainder due per the attached invoice to the building department. We apologize for any inconvenience this may have caused. If you have any further questions, feel free to contact me by phone at (760) 602-2773 or by email linda.ontiveros@carlsbadca.gov; Sincerely, Engineering Technician Attachments c: Aaron Beanan, Finance Manager Martin Dorin & Billie Revocable Trust 01-10-94, PO Box 546, Fallbrook, CA 92088 File, CB154377 Community & Economic Development ~~ $1U3 ~ex..~ /5~/ S-ZS-llf) Land Development Engineering I 1635 Faraday Avenue I Carlsbad, CA 92008 I 760-602-2750 t EsGil Corporation In a>artnersnip witn (jovernment for (]3ui(aing Safety DATE: 4/19/16 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 15-4377 PROJECT ADDRESS: 2725 State Street PROJECT NAME: Campfire Restaurant -TI SET:V D APPLICANT CJ JURIS. D PLAN REVIEWER D FILE ~ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D 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. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: ~ EsGil Corporation staff did not advise the applicant that the plan check has been completed. 0 EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Date contacted: (by: Telephone#: ) Email: Mail Telephone Fax In Person D REMARKS: By: Doug Moody EsGil Corporation D GA D EJ D MB D PC Enclosures: 4/12/16 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 EsGil Corporation In <Partnersfi.ip wit/i, (]overnment for (}3ui(aing Safety DATE: 4/4/16 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 15-4377 PROJECT ADDRESS: 2725 State Street PROJECT NAME: Campfire Restaurant -TI SET: IV ~~PLICANT ?>"'"URIS. CJ PLAN REVIEWER CJ FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. D 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. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. [:gl The check list transmitted herewith is for yo1,.1r information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: D EsGil Corporation staff did not advise the applicant that the plan check has been completed. ~ EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Tiffany Hawkins Telephone#: 619-463-1222 yate contacted~f4-(b~ Email: hawkinsconstruction@gmail.com Vail Telephone Fax In Person D REMARKS: By: Doug Moody EsGil Corporation D GA D EJ D MB D PC Enclosures: 3/28/16 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 , City of Carlsbad 15-4377 4/4/16 Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two-ways: 1. 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 Corporation and the Carlsbad Planning, Engineering and Fire. Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 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 Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. These corrections are in response to items not fully addressed or as the result of information provided, the text in bold Italic underlined print indicates the unresolved issue. 7. Please complete the wall legend, indicate on the plans the wall type and reference the appropriate construction details. The plans indicated see the structural plans yet nothing Was provided for the non-bearing interior partition several that are 17' in height and comprised of glazing? Please provide complete plans and construction details for all new walls and reference the details on the plans. No response. The response sheet indicated "See Structural" yet nothing is shown on the structural sheets? Nothing is shown in the Wall legend, the closest is the elevations on sheet A-2.20 and do not show how or what the wall ls made of or attached to the roof structure. 8. Provide a sectiofl view of the new soffits and hard-lid ceilings. Show: No information provided. Complete the plans. I was unable to find a section in the architectural or structural plans showing the construction. The structural sheets only show the area above the kitchen cook line? Where are the construction plans and detaiis for the rest of the soffits? a) Type, size and spacing of studs. Indicate gauge for metal studs. Specify manufacturer and approval number or indicate "to be ICC approved". b) Method of attaching top to the structure and lateral bracing. c) Show height of the soffit and hard-lid ceilings from floor, soffit and hard-lid ceilings to roof framing or floor framing. 28. Show that the Water closet is located in a space which provides: a) A clear space at the water closet in compliance with Section 118-604.3.2 (this prohibits any fixtures from encroaching into the clear space at the rear ~ City of Carlsbad 15-4377 4/4/16 wall). Please provide the lavatory specification showing it to be maximum 18" in width or the required restroom clearance will not be provided. The lavatory specified 1n the plumbing schedule will not provide the required clearan.ce as it measures 20 ¾" in width. The sinks in the plumbing specification are not a wall mount lavatories. How will the bowl be supported. show the top of the lavatories to be no higher than 34, show the required knee and toe space and provide the required clearance to the water closet. To speed up the review process, 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: Yes D No D The jurisdiction has contracted with Esgil Corporation 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 regardihg these plan review items, please contact Doug Moody at Esgil Corporation. Th~nk you. EsGil Corporation In <Partners/Up wi'tli <]overnmentfof(J3ui{aing Safety DATE: 3/23/16 JURISDICTION: City Qf Carlsbad PLAN CHECK NO.: 15-4377 PROJECT ADDRESS: 2725 State Street PROJECT NAME: Campfire Restaurant -TI SET: III Cl APPLICANT ~URIS. Cl PLAN REVIEWER Cl FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. D 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. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corre9ted and resubmitted for a complete recheck. ~ The check list transmitted herewith is, for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: D EsGil Corporation staff did not advise the applicant that the plan check has been completed. ~ EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Tiffany Hawkins Telephone#: 619-463-1222 pate contacted3Tt-3> (byf\O Email: hawkinsconstruction@gmail.com ~ail Telephone Fax In Person D REMARKS: By: l>oug Moody EsGil Corporation D GA D EJ D MB D PC Enclosures: 3/16/16 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 . City of Carlsbad 15-4377 3/23/16 Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. 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 Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 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 Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. These corrections are in response to items not fully addressed or as the result of information provided, the text in bold underlined print indicates the unresolved issue. 1. Plans and calculations shall be signed by the California state licensed engineer or architect where there are structural changes to existing buildings or structural additions. Please include the California license number, seal and date plans are signed. California Business and Professions Code. All of the sheets of the plans must be signed. Plans are still not signed. 3. Please provide the structural calculations to accompany the S sheets. 107 .2. Please have the engineer address the following comments. • I was unable to find the calculations (vertical or lateral) to show the existing roof adequate to support any of the new loads? New equipment platform, new kitchen hood equipment, wind load from screening. The nothing in the calculations appears to address or reference the existing roof structure adequacy and nothing in the calculations addressed the roof screening? • The provided calculations show the equipment platform joists to be 2x12 yet the plans show 2x1 O? Nothing was provided to show the 2x10 joist (J-1) are adequate. • The calculations provide included composite metal beams (MB-1 thru MB-4) yet these are not identified on the plans or in the schedule? Please indicate how the roof rafters that are two different sizes and three different metal gauges all have the exact same area and moment of Inertia? Not one of the composite beams is identified in the calculations or on the plans. • I was unable to find the design (calculations consistent with the , details provided) for the roof screening? No response City of Carlsbad 15-4377 C 3/23/16 4. Please provide plans and calculations signed by the California State licensed engineer or architect for the structural design of the Wood Pergola. Include all calculations and finding on the plans. Please include the California license number, seal, date of license expiration and date plans are signed. Business and Professions Code. I was unable to find and wind loading for the Pergola? No response. 7. Please complete the wall legend, indicate on the plans the wall type and reference the appropriate construction details. The plans indicated see the structural plans yet nothing was provided for the non-bearing interior partition several· that are 17' in height and comprised of glazing? Please provide complete plans and construction details for all new walls and reference the details on the plans. No response. 8. Provide a section view of the new soffits and hard-lid ceilings. Show: No information provided. Complete the plans. I was unable to find a section in the architectural or structural plans showing the construction. a) Type, size and spacing of studs. Indicate gauge for metal studs. Specify manufacturer and approval number or indicate "to be ICC approved". b) Method of attaching top to the structure and lateral bracing. c) Show height of the soffit and hard-lid ceilings from floor, soffit and hard-lid ceilings to roof framing or floor framing. 28. Show that the water closet is located in a space which provides: a) A clear space at the water closet in compliance with Section 11 B-604.3.2 (this prohibits any fixtures from encroaching into the clear space at the rear wall). Please provide the lavatory specification showing it to be maximum 18" in width or the required restroom clearance will not be provided. The lavatory specified in the plumbing schedule will not provide the required clearance as it measures 20 ¾" in width. To speed up the review process, 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: Yes 0 No 0 , City of Carlsbad 15-4377 3/23/16 The jurisdiction has contracted with Esgil Corporation 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 Doug Moody at Esgil Corporation. Thank you. EsGU Corporation In (!'artnersnip wit/i, qovernment for (]Jui{ain9 Safety DATE: 2/29/16 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 15-4377 PROJECT ADDRESS: 2725 State Street PROJECT NAME: Campfire Restaurant -TI SET: II CJflPLICANT ~ JURIS. CJ PLAN REVIEWER CJ FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. D 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. D 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 Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: D EsGil Corporation staff did not advise the applicant that the plan check has been completed. ~ EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Tiffany Hawkins Telephone#: 619-463-1222 _})ate cgntacted: 6 ft (by:(\LYEmail: hawkinsconstruction@gmail.com DMail V ~~~ Fax In Person D REMARKS: ' By: Doug Moody EsGil Corporation D GA D EJ D MB D PC Enclosures: 2/23/16 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 ., City of Carlsbad 15-4377 2/29/16 Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. 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 Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 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 Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. These corrections are in response to items not fully addressed or as the result of information provided, the text in bold print indicates the unresolved issue. Significant changes have been made to the plans the following comments also contain comments based on these changes. 1. Plans and calculations shall be signed by the California state licensed engineer or architect where there are structural changes to existing buildings or structural additions. Please include the California license number, seal and date plans are signed. California Business and Professions Code. All of the sheets of the plans must be signed. 3. Please provide the structural calculations to accompany the S sheets. 107 .2. Please have the engineer address the following comments. • I was unable to find the calculations (vertical or lateral) to show the existing roof adequate to support any of the new loads? New equipment platform, new kitchen hood equipment, wind load from screening. • The provided calculations show the equipment platform joists to be 2x12 yet the plans show 2x1 O? • The calculations provide included composite metal beams (MB-1 thru MB-4) yet these are not identified on the plans or in the schedule? • I was unable to find the design (calculations consistent with the details provided) for the roof screening? 4. Please provide plans and calculations signed by the California State licensed engineer or architect for the structural design of the Wood Pergola. Include all calculations and finding on the plans. Please include the California license City of Carlsbad 15-4377 2/29/16 number, seal, date of license expiration and date plans are signed. Business and Professions Code. I was unable to find and wind loading for the Pergola? 7. Each door in a means of egress from an occupancy of Group A having an occupant load of 50 or more shall not be provided with a latch or lock unless it is panic hardware. Section 1008.1.10. Please correct the plans and door schedule to show door #3 to be equipped with panic hardware. 8. Please complete the wall legend, indicate on the plans the wall type and reference the appropriate construction details. The plans indicated see the structural plans yet nothing was provided for the non-bearing interior partition several that are 17' in height and comprised of glazing? Please provide complete plans and construction details for all new walls and reference the details on the plans. 9. Provide a section view of the new soffits and hard-lid ceilings. Show: No information provided. Complete the plans . . a) Type, size and spacing of studs. Indicate gauge for metal studs. Specify manufacturer and approval number or indicate "to be ICC approved". b) Method of attaching top to the structure and lateral bracing. c) Show height of the soffit and hard-lid ceilings from floor, soffit and hard-lid ceilings to roof framing or floor framing. 11. Please provide an enlarged lighting plan clearly showing the fixture types and the mandatory lighting controls. The electrical plans now show changes to the electrical system and the distribution. The plans are now missing the power plans and the distribution system now show several new electrical panels. Please provide complete electrical plans and a complete single line diagram for the system. The new location of the HVAC equipment required a service receptacle that is GFCI protected. 20. Provide complete plumbing plans, including: d) Complete drain, waste and vent plans to show all pipe sizes. e) Please clarify the plans to show why 6 hand sinks in the Bar are not directly connected to the sanitary waste system? f) Please clarify the hand sink, floor sink and the floor drain in the cooking area only 2 vents are shown for three fixtures? g) Please revise the plans to show the mop sink to be connected to the grease waste system. 2. Provide complete kitchen hood plans, details, and calculations to show compliance with UMC, Chapter 5, Part II The equipment is now shown on a roof platform were is the roof access? Please indicate the location of the ladder access to roof mounted HVAC equipment and provide construction plans and details • Clearly show the material used to construct the hood and exhaust duct. UMC Section 508.1.1 I was unable to find this information? City of Carlsbad 15-4377 2/29/16 • Provide a section detail for the hood showing the relative dimensioned locations for the hood, ceiling, and overhead construction framing of the floor or ceiling . Be sure to describe the construction materials (combustible, limited combustible, or non-combustible) used adjacent to the hood and duct. UMC 507.2 Please provide a section. • Provide construction details for the fire rated grease duct enclosure. Note: Clearance distances from the grease duct to the enclosure inside face is not less than 6" (non-combustible) and 18" (combustible). UMC Sections 510.7 & 510.7.2.3. The State Fire Marshall does not adopt this design. Clarify the section to show the duct wrap. • A single story non-rated building does not require an enclosure (shaft) protection for the grease duct installation above the ceiling. It does, however, mandate minimum clearance distances from the duct to combustible, limited, or non-combustible materials. Detail compliance with UMC 507.2 on the plans. Note: The State Fire Marshall does not recognize this design. 28. Please revise the plans to show where food or drink is served at a counter exceeding 34" .in height for the consumption by customers seated or standing at the counter, a portion of the main counter which is 60" in length minimum shall be provided in compliance with Section 11 B-226.3 (28" to 34" in height). Please correct the plan to show the accessible counter to be a portion of the main counter and not a shelf attached below the counter. Please provide a section of the counter and the accessible counter. 29. Show that dining, banquet and bar facilities are accessible, as follows: a) An accessible route shall be provided to all functional areas, including raised/sunken areas. Section 11 B-206.2.5. See possible exception. b) Where a counter has a height >34" high, a portion of the main counter (a minimum of 60" long) shall be provided with a height of 34" maximum. Section 11 B-226.3. See comment above. c) Accessible seating is integrated with the general seating to allow a reasonable selection of seating area and to avoid having one area specifically highlighted. 30. Show that the water closet is located in a space which provides: a) A clear space at the water closet in compliance with Section 11 B-604.3.2 (this prohibits any fixtures from encroaching into the clear space at the rear wall). Please provide the lavatory specification showing it to be maximum 18" in width or the required restroom clearance will not be provided. Additional comments the result of the changes to the plans f . • ~ City of Carlsbad 15-4377 2/29/16 • Please provide the listing and installation for the new fire pit and exterior gas heaters. Detail on the plans the minimum required clearances. • On the cover sheet of the plans, specify any items requiring special inspection, in a format similar to that shown below. Section 107.2. • REQUIRED SPECIAL INSPECTIONS In addition to the regular inspections, the following checked items will also require Special Inspection in accordance with Sec. 1701 of the Uniform Building Code. ITEM EXPANSION/EPOXY ANCHORS STRUCTURAL MASONRY • REQUIRED? REMARKS To speed up the review process, 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: Yes D No D The jurisdiction has contracted with Esgil Corporation 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 Doug Moody at Esgil Corporation. Thank you. EsGil Corporation In Cl'artnersfiip witR (}overnment for (]Jui{aing Safety DATE: 12/21/15 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 15-4377 PROJECT ADDRESS: 2725 State Street PROJECT NAME: Campfire Restaurant -TI SET: I D ..)('PP LI CANT ~ ~URIS. D PLAN REVIEWER D FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. D 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. D The plans transmitted herewith have significctnt 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 Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D · The applicant's copy of the check list has been sent to: D EsGil Corporation staff did not advise the applicant that the plan check has been completed. C8J EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Tiffany Hawkins Telephone#: 619-463-1222 ,2te c9ntacted: ri,,,/?-?-(by~ Email: hawkinsconstruction@gmail.com -t,,ail V ~~hon, Fax In Person D REMAR~/fu~ By: Doug Moody EsGil Corporation D GA D EJ D MB D PC Enclosures: 12/14/15 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 · City of Carlsbad 15-4377 12/21/15 PLAN REVIEW CORRECTION LIST TENANT IMPROVEMENTS PLAN CHECK NO.: 15-4377 OCCUPANCY: A2 TYPE OF CONSTRUCTION: VB ALLOWABLE FLOOR AREA: SPRINKLERS?: No REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 12/11/15 DATE INITIAL PLAN REVIEW COMPLETED:. 12/21/ 15 FOREWORD (PLEASE READ): JURISDICTION: City of Carlsbad USE: Restaurant ACTUAL AREA: 4453sf STORIES: 1 HEIGHT: OCCUPANT LOAD: 122 DATE PLANS RECEIVED BY ESGIL CORPORATION: 12/14/15 PLAN REVIEWER: Doug Moody 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 ~ections cited are based on the 2013 CBC, which adopts the 2012 IBC. The followi·ng 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 2012 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 e11close the marked up list when you submit the revised plans. , City Qf Carlsbad 15-4377 12/21/15 Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in .one of two ways: 1. 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 Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 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 Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 1. Plans and calculations shall be signed by the California state licensed engineer or architect where there are structural changes to existing buildings or structural additions. Please include the California license number, seal and date plans are signed. California Business and Professions Code. 2. Provide evidence of Health Department approval (for restaurants), where regulated by the local Health Department. 3. Please provide the structural calculations to accompany the S sheets. 107.2. 4. Please provide plans and calculations signed by the California State licensed engineer or architect for the structural design of the Wood Pergola. Include all calculations and finding on the plans. Please include the California license number, seal, date of license expiration and date plans are signed. Business and Professions Code. 5. Please provide a door schedule; indicate the type of hardware and reference the doors on the floor plan. 6. Note on the plans: "All egress doors shall be readily openable from the egress side without the use of a key or special knowledge or effort." Section 1008.1.9. In lieu of the above, in a Group B, F, Mor S occupancies (or places of religious assembly or Group A occupancies having an occupant load of 300 or less), you may note on the plans "Provide a sign on or near the exit door, reading THIS DOOR TO REMAIN UNLOCKED WHEN BUILDING IS OCCUPIED." This signage is only allowed ~t the main exit. Section 1008.1.9.3. 7. Each door in a means of egress from an occupancy of Group A having an occupant load of 50 or more shall not be provided with a latch or lock unless it is panic hardware. Section 1008.1.10. , City of Carlsbad 15-4377 12/21/15 8. Please complete the wall legend, indicate on the plans the wall type and reference the appropriate construction details. 9. Provide a section view of the new soffits and hard-lid ceilings. Show: a) Type, size and spacing of studs. Indicate gauge for metal studs. Specify manufacturer and approval number or indicate "to be ICC approved". b) Method of attaching top to the structure and lateral bracing. c) Show height of the soffit and hard-lid ceilings from floor, soffit and hard-lid ceilings to roof framing or floor framing. 10. Provide fire sprinklers. in Group A occupancies, as follows. Please note that the "Fire Area" is defined as the aggregate floor area bounded by fire walls, fire barriers, exterior walls or fire-resistance-rated horizontal assemblies of a building (i.e., the floor areas/occupant load limits listed below are for the whole floor or building unless smaller Fire Areas are created by fire-rated construction). Section 903.2.1. a) Group A-2, where any one of the following conditions exist: i) The fire area has an occupant load of 100 or more. 11. Please provide an enlarged lighting plan clearly showing the fixture types and the mandatory lighting controls. 12. Please clarify the L Tl forms the tenant space is 4544 square feet yet the L Tl forms show 5533? Provide correct L Tl forms for this project. 13. Please provide corrected L TO forms the area shown in the L TO forms is 1140 square feet yet the lighting plans ohly show 910 square feet of illuminated area. 14. Please clarify the plans to show all of the mandatory lighting controls. 15. Multilevel lighting controls are required in areas exceeding 100 square feet in area and have a connected lighting load exceeding .5 watts per square foot (Classrooms are .7 watts). Review ES Table 130.1-A for design requirements. Include control placement and design on the floor plans. (AB switching no longer complies for most fixture types.) 16. Shut-Off Controls: Each floor, each space (not exceeding 5,000 square feet), and each type (general, display, and ornamental) of lighting shall be individually capable of being automatically shut-off when the building is unoccupied. Include the control design. (A percentage of egress lighting is now included in the shut- off requirement). ES 130.1(c) 17. Automatic daylighting is required in rooms that have 120 watts or more of lighting in the primarily sidelit daylit zone (PSDZ) or rooms having glazing area of 24 square feet or more. On the electrical floor plans, include the daylit locations and control design. Note: baylite dedicated multilevel control is required if \ , City of Carlsbad 15-4377 12/21/15 lighting power exceeds .3 watts/sql:lare foot. Include the daylighting zones on the floor plans, complete with control design. ES 130.1(d) Note: PSDZ is defined as the area directly adjacent to each vertical glazing, one window head height deep extending into the room with an overall width of the window plus .5 of the window head height on each side. 18. All exterior lighting must be controlled by a photocell and an automatic scheduling c~ntrol device. EM 130.2(c) 19. Specify on the plans: Water conserving fixtures: New water closets shall use no more than 1.28 gallons of water per flush, lavatories and kitchen faucets may not exceed 2.2 GPM, and showers may not exceed 2.5 GPM of flow. CPC Section 402.0. 20. Provide complete plumbing plans, including: d) Complete drain, waste and vent plans to show all pipe sizes. 21. Please clarify the energy designs for the proposed changes in the envelope. I was unable to find the roll-up window? 22. On the plans clearly show the wall and roof insulation locations, thickness, and R-values, as per the energy design. 23. Please clarify the plans to show how the roll-up window will be sealed per the mandatory measures. 24. Provide complete kitchen hood plans, details, and calculations to show compliance with UMC, Chapter 5, Part II • Provide the UL listing card showing the exhaust sizing requirements used for the hoods. • Provide exhaust sizing calculations for kitchen hoods. UMC 508.4 • Show the required replacement air for each kitchen hood. Include an air balance schedule. The exhaust and make-up air systems shall be connected by an electrical interlocking switch. UMC 511.3 • Clearly show the material used to construct the hood and exhaust duct. UMC Section 508.1.1 • Provide a section detail for the hood showing the relative dimensioned locations for the hood, ceiling, and overhead construction framing of the floor or ceiling . Be sure to describe the construction materials (combustible, limited combustible, or non-combustible) used adjacent to the hood and duct. UMC 507.2 • Provide construction details for the fire rated grease duct enclosure. Note: Clearance distances from the grease duct to the enclosure inside face is not , City of Carlsbad 15-4377 i2/21/15 less than 6" (non-combustible) and 18" (combustible). UMC Sections 510.7 & 510.7.2.3. The State Fire Marshall does not adopt this design. • A single story non-rated building does not require an enclosure (shaft) protection for the grease duct installation above the ceiling. It does, however, mandate minimum clearance distances from the duct to combustible, limited, or non .. combustible materials. Detail compliance with UMC 507.2 on the plans. Note: The State Fire Marshall does not recognize this design. 25. Compliance with the Prescriptive Requirements (ES 140.9) is necessary for kitchen hood systems having a combined exhaust rate exceeding 5,000 CFM. Provide the method of compliance for: Exhaust flow rate (Table 140.9-A) and the efficiency method described in 140.9(b)2B. 26. Please review the requirements, revise the plans appropriately and imprint on the plans the City of Carlsbad Policies and Procedures for Roof Mounted Equipment to the plans. Advisory Note : When alterations, structural repairs or additions are made to an existing building, that building, or portion of the building affected, is required to comply with all of the following requirements, per Section 11 B-202.4: • The area of specific alteration, repair or addition must comply as "new" construction. • A primary entrance to the building and the primary path of travel to the altered area, must be shown to comply with all accessibility features. • The path of travel shall include the existing parking. • Existing toilet and b~thing facilities that serve the remodeled area must be shown to comply with all accessibility features. • Please address the following comments that are the result of the alterations. 27. Show on the site plan the complying disabled accessible path of travel from the disabled accessible parking spaces to the primary entrance of the tenant space. Please provide detailed plans of the path of travel, indicate slope and width, any pedestrian ramps, curb ramps, walks, handrails, provide dimensioned parking stall details etc. 28. Please revise the plans to show where food or drink is served at a counter exceeding 34" in height for the consumption by customers seated or standing at the counter, a portion of the main counter which is 60" in length minimum shall be provided in compliance with Section 11 B-226.3 (28" to 34" in height). 29. Show that dining, banquet and bar facilities are accessible, as follows: , City of Carbibad 15-4377 12/21/15 a) An accessible route shall be provided to all functional areas, including raised/sunken areas. Section 118-206.2.5. See possible exception. b) Where a counter has a height >34" high, a portion of the main counter (a minimum of 60" long) shall be provided with a height of 34" maximum. Section 11 B-226.3. c) Accessible seating is integrated with the general seating to allow a reasonable selection of seating area and to avoid having one area specifically highlighted. 30. Access to employee work areas shall provide a minimum of 32" clear (Bar 101 ).Section 11 B-203.9. 31. Revise plans, or door schedules, to show that every required passage door has ;?32" clear width, per Section 118-404.2.3. 32. Show, or note, that there is a level floor or landing on each side of all doors. The floor or landing is to be :S½" lower than the doorway threshold, per Section 118- 404.2.5. 33. Show or note that all hand-activated door opening hardware meets the following requirements, per Section 11 B-404.2. 7: a) Latching, or locking, doors in a path of travel are operated with a single effort by lever type hardware, by panic bars, push-pull activating bars, or other hardware designed to provide passage without requiring the ability to grasp the opening hardware. b) Is to be centered ;?34" but :544" above floor. 34. Show or note that the maximum effort to operate doors shall not exceed 5 pounds, with such pull or push effort being applied at right angles to hinged doors and at the center plane of sliding or folding doors. When fire doors are utiliz~d, the maximum effort to operate the door may be increased to not exceed 15 pounds. Section 118-404.2.9. 35. Show or note that the lower 1 0" of all doors comply with Section 118-404.2.10, as follows: a) To be smooth and uninterrupted, to allow the door to be opened by a wheelchair footrest, without creating a trap or hazardous condition. b) Narrow frame doors may use a 1 0" high smooth panel on the push side of the door. 36. Note that the doorways leading to sanitary facilities shall be identified, per Section 118-703.7.2.6, as follows: a) An equilateral triangle¼" thick with edges 12" long and a vortex pointing upward at men's rest rooms. b) Acircle ¼" thick, 12" in diameter at women's rest rooms. , City of Carlsbad 15-4377 12/21/15 c) A 12" diameter circle with a triangle superimposed on the circle and within the 12" diameter at unisex rest rooms. d) The required symbols shall be centered on the door at a height of 58" -60". e) Braille signage shall also be located on the wall adjacent to the latch outside of the doorways leading· to the sanitary facilities. 37. Show that the water closet is located in a space which provides: a) A clear space at the water closet in compliance with Section 11 B-604.3.2 (this prohibits any fixtures from encroaching into the clear space at the rear wall). b) A clear space in front of the water closet measuring 60" wide by 48" in front. Section 11 B-604.3.1. See the following figures. i) Please notice that the 28" clearance required in the previous code (between the water closet and the lavatory) has been changed to a 60" clearance as shown in the figure. FLUSH ACTIVATOR ONWIDE SIDE CENTERLINE OF FIXTURE CENTERLINE OF FIXTURE ·1T'_-1s·j I HJ" J ~ I ~ 111 TO EDGE ~L_J~ €ll"'NATER ._-..,.._ ~ \ \ ) J I ./ ? To speed up the review process, 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. , City of Carlsbad 15-4377 12/21/15 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: Yes D No D The jurisdiction has contracted with Esgil Corporation 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 Doug Moody at Esgil Corporation. Thank you. • City of Carlsbad 15-4377 12/21/15 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PREPARED BY: Doug Moody BUILDING ADDRESS: 2725 State Street BUILDING OCCUPANCY: A2 BUILDING AREA Valuation PORTION ( Sq. Ft.) Multiplier Tl 4544 63.70 Air Conditioning Fire Sprinkl~rs TOTAL VALUE Jurisdction Code Cb By Ordinance Bldg. Permt Fee by Ordnance .... Plan Oleck Fee by Ordinance Type of Review: [J Complete Review ORepetitive Fee ..,.. Repe~ts 0 Other O Hourly EsGil Fee PLAN CHECK NO.: 15-4377 DATE: 12/21/ 15 Reg. VALUE ($) Mod. 289 453 289,453 $1,300.561 $845.361 D Structural Only $728.31 I Comments: In addition to the a~ovefee, a_n ~dditionai fee, of $86 is due (1 hour-@ $86/hr:) for the CalGreen review. Sheet 1 of 1 macvalue.doc + «~ ~ CITY OF CARLSBAD PLAN CHEC-K REVIEW TRANSMITTAL Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov DATE:04-21-2016 PROJECT NAME: CA!VIPFIRET.I. PROJECT ID: CB15-4377 APN: 203-054-03-00 PLAN CHECK NO: SET#: 1 ADDRESS: 2725 STATE ST. VALUATION: $ l71 T~i~ ~Ian check review is complete and has been APPROVED by the ENGINEERING __ J D1v1s1on. By: CG 1/15/16 A Final Inspection by the Division is required nves [l]No [ j This plan ct,eck review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit .amended plans as required. Plan Check Comments have been sent to: HAWKINSCONSTRUCTION@GMAIL.COM You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. For questions or clarifications on the attached checklist please contact the following. reviewer as marked: • ~' > •• ,. · · ' ·::PLANNING , . , . ·760-6,02-4610 r·-] Chris Sexton L_ 760-602-4624 Chris.Sexton@carlsbadca.gov l-7 Gina Ruiz ,_j 760-602-4675 Gina.Ruiz@carlsbadca.gov D Remarks: .. . . Chris Glassen D Greg Ryan 760-602-2784 760-602-4663 Christopher.Glassen@carlsbadca.gov D Linda Ohtive'fos 760-602-2773 Linda.Ontiveros@carlsbadca.gov D Gregory.Ryan@carlsbadca.gov Cindy Wong 760-602-4662 Cynthia.Wong@carlsbadca.gov D Dominic Fieri 760-602-4664 Dominic.Fieri@carl~badca.gov *"'*CONFIRMATION FROM TIFFANVAT IIAWKINS CONSTRUCTION O.N 1/16/16 EXISTING 6/811 'NATER METER TO BE UPGRADED TO 1.5" METER. CREDIT GIVEN*** CONFIRMATION TODAYTHATTHEY CANADJUSTTO A 1" METER. THEY OVERSIZED THE METER. ~ ~ CITY OF 'CARLSBAD BUILDING PLANCHECK CHECKLIST· QUICK-CHECK/APPROVAL Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov ENGINEERING Plan Check for C815-4377 Date: 04-21-2016 Project Address: 2725 STATE ST. APN: 203-054-03-00 P . t 0-. t· AUTO TO RESTAURANT T.I. 4,200 SQ. FT. (1,100 SQ. roJec escnp 10n: FT. PATIO-NO FEES) Valuation: $ ENGINEERING Contact: CHRIS GLASSEN/VALRAY N Email: Christopher.Glassen@carlsbadca.gov Phone: 760-602-2784 Fax: 760-602-1052 0 RESIDENTIAL INTERIOR 0 RESIDENTIAL ADDITION MINOR (<$20,000.00) 0 CARLSBAD PREMIER OUTLETS 00THER: GYM [l]TENANTIMPROVEMENT D PLAZA CAMINO REAL 0 COMPLEiE OFFICE BUILDING r-· ·---· · -· · ~ · · -· ·_--· · -· ·----· · -~ ·--· · ...,..._. · ;'"',.' · ---··· -.... --· · --· · -· · -·: ,;,--. ·::1 ; ' . . OFFICIAL USE ONI:.¥ . . . . . ' ' ' C • i . ENGINEERiNG Al,JTHOR!ZA!iON TO ISSUE BUILDINC'.; PERMiT . :I . .. sv: cG 12129115 VN o:41211201sAs PER JG · ·oAre:04-2t-2016 I .. r. ;. I REMARKS: SEE FEE CALC SHEET *******FEE$ADJUSTED FOR WAiERMJ:T~R AND.TRAFFIC IMPACT AS PER JASON G.:.********. . . ' ' ' I I ' ] < • ' ' ' ' • ' • ' O , ' ~ / ~ ) O : , , ! > > • J • • •',. •, v • • : > • < •' • > •, ,-,:' r N~tific~fi~n of Engineering APP.ROYAL has,:b~ert ~ent'foi HAWRiNSObNST:RUCTlbN@GrAAILcoM: '~ ' ' I ' , • ' ' ! . I·· vi~ l:MAIL · · -· · ·_ onC04-21--20l6 ·. · ·, , -1 -·-· ................... ··-·• ··-. ··-. ··-1! . .-.:·. ··-.. · ......... ~ .. ,;;.__. ~ ........ ·. -. :. _.,,,.,.,,.,. .. -.. ~. ··---.. ---··· E-36 Page 1 of 1-REV 4/30/11 Fee Calculation Worksheet ENGINEERING DIVISION 203-054-03-00 Prepared by: CG/ VN-JG Address: 2725 STATE ST. Fees Update by: Date: 04-21-2016 GEO DATA: LFMZ: / B&T: Bldg. Permit#: CB15-4377 Date: 04-21-2016 Fees Update by: Date: 04-21-20ti EOU CALCULATIONS: List types and square footages for all uses. Types of Use: Sq.Ft/Units Types of Use: RESTAURANT·· . Sq.Ft./Units 4,200 Types of Use: AUTO (CREDIT) . Sq.Ft/Units· 4,200 Types of Use: SqJt./Units ADT CALCULATIONS: List types and square footages for all uses. Types of Use: · Sq.Ft./Units Types of Use: RESTAURANT Sq.Ft/Units 2081 SF INt DINE Types of Use: AUTO (CREDIT) Types of Use: FEES REQUIRED: Sq.Ft/Units 4,200 Sq.Ft./Units EDU's: 6.83 EDU's: 7.67 EDU's: -.84 EDU's: ADT's: 124 ADT ADT's: 208 ADT's: -84 ADT's: Within CFD:OYES (no bridge & thoroughfare fee in District #1,, reduces Traffic Impact Fee) ONO . 1. PARK-IN-LIEU FEE;0NW QUADRANT ONE QUADRANT 0SE QUADARANT 0SW QUADRANT ADTS/UNITS: I x· FEE/ADT: I =$ D 2.TRAFFIC IMPACT FEE: ADT'S/UNITS: 12~ I X. FEl:/ADT: $126 3. BRIDGE: & THOROUGHFARE FEE: 0 DIST. #1 ADT'S/UNITS: ~ FEE/ADT: 4. FACILITIES MANAGEMENT FEE ZONE: ADT'S/UNITS: I X FEE/SQ.FT./UNIT: 5. SEWER FEE EDU's 6.83 BENEFIT AREA: I X FEE/EDU: $881 I=$ 1s,s24 DDIST.#2 1=$ I=$ I =$ 6,011.23 [Z] DDIST.#3 D D [l] . EDU's 6.83 I X FEE/EDU: 6. DRAINAGE FEES: """liUNl"lg PLDA: OHIGH I=$ 0MEDIUM 0LOW D D ACRES: I X FEE/AC: 7. POTABLE WATER FEES: (W/ CREDIT) UNITS CODE CONN. FEE METER FEE 1 01 4918 84 I=$ SDCWA FEE 2717 TOTAL 7719 «t~ ~ CITY OF CARLSBAD STORM WATER COMPLIANCE ASSESSMENT B-24 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov I am applying to the City of Carlsbad for the following type(s) of construction permit: Ji{ Building Permit D Right-of-Way Permit D My project is categorically EXEMPT from the requirement to prepare a storm water pollution prevention plan (SWPPP) because it only requires issuance of one,or more of the following permit types: Electrical Fire Additional Fire Alarm Fixed Systems Mechanical Mobile Home Plumbing Project Storm Water Threat Assessment Criteria* No Threat Assessment Criteria Patio/Deck Photo Voltaic Re-Roofing Sign Spa-Factory Sprinkler Water Discharge [J My project qualifies as NO THREAT and is exempt from the requirement to prepare a storm water pollution prevention plan (SWPPP) because it meets the "no threar assessment criteria on the City's Project Threat Assessment Worksheet for Determination of Construction SWPPP Tier Level. My project does not meet any of the High, Moderate or Low Threat criteria described below. Tier 1 -Low Threat Assessment Criteria (2'i My project does not meet any of the Significant or Moderate Threat criteria, is not an exempt permit type (See list above) and the project meets one or more of the following criteria: • Results in some soil disturbance; and/or • Includes outdoor construction activities (such as saw cutting, equipment washing, material stockpiling, vehicle fueling, waste stockpiling). Tier 2 -Moderate Threat Assessment Criteria [J My project does not meet any of the Significant Threat assessment Criteria described below and meets one or more of the following criteria: • Project requires a grading plan pursuant to the Carlsbad Grading Ordinance (Chapter 15.16 of the Carlsbad Municipal Code); or, • Project will result in 2,500 square feet or more of soils disturbance including any associated construction staging, stockpiling, pavement removal, equipment storage, refueling and maintenance areas and project meets one or more of the additional following criteria: • Located within 200 feet of an environmentally sensitive area or the Pacific Ocean, and/or • Disturbed area is located on a slope with a grade at or exceeding 5 horizontal to 1 vertical, and/or • Disturbed area is located along or within 30 feet of a storm drain inlet, an open drainage channel or watercourse, and/or • Construction will be initiated during the rainy season or will extend into the rainy season (Oct. 1 through April 30). Tier 3 -Significant Threat Assessment Criteria [J My project includes clearing, grading or ofherdisturbances to the ground resulting in soil disturbance totaling one or more acres including any associated construction staging, equipment storage, stockpiling, pavementremoval, refueling and maintenance areas: and/or [J My project is part of a phased development plan that will cumulatively result in soil disturbance totaling one or more acres including any associated construction staging, equipment storage, refueling and maintenance areas: or, [J My project is located inside or within 200 feet of an environmentally sensitive area (see City ESA Proximity map) and has a significant potential for contributing pollutants to nearby receiving waters by way of storm water runoff or non-storm water discharge(s). /'certify to the best of my knowledge that the above checked statements are true and correct. I understand and acknowledge that even though this project does not require preparation of a construction SWPP, I must still adhere to, and at all times during construction activities for the permit type(s) check above comply with the storm water best management practices pursuant to Title 15 of the Ca;tsbad Municipal Code and to City Standards. Assessor Parcel No. *The City Engineer may authorize minor variances from the Storm Water Threat Assessment Criteria in special circumstances where it can be shown that a lesser or higher Construction SWPPP Tier Level is warranted. 8-24 Page 1 of 1 Project ID: Rev.03/09 «,~ ¥ CITY OF CARLSBAD I . lfl$1RlJCTIONS: STORM WATER STANDARDS QUESTIONNAIRE E-34 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov I To address post-development polh,1tants that may be generated from development projects, the City requires that new development and significant redevelopment priority projects incorporate Permanent Storm Water Best Management Practices (BMP's) into the project design per the City's Standard Urban Stormwater Management Plan (SUSMP). To view the SUSMP, refer to the Engineering Standards (Volume 4, Chapt(;lr 2) at www.carlsbadca.gov/standards. Initially this questionnaire must be completed by the applicant in advance of submitting for a development application (subdivision, discretionary permits and/or construction permits). The results of the questionnaire determine the level of storm water standards that must be applied to a proposed development or redevelopment project. Depending on the outcome, your project will either be subject to 'Standard Stormwater Requirements' or be subject to additional criteria called 'Priority Development Project Requirements'. Many aspects of project site design are dependent upon the storm water standards applied to a project. Your responses to the questionnaire represent an initial assessment of the proposed project conditions and impacts. City staff has responsibility for making the final assessment after submission of the development application. If staff determines that the questionnaire was incorrectly filled out and is subject to more.stringent storm water standards than initially assessed by you, this will result in the return of the development application as incomplete. In this case, please make the changes to the questionnaire and resubmit to the City. If you are unsure about the meaning of a question or need help in determining how to respond to one or more of the questions, please seek assistance from Land Development Engineering staff. A separate completed and signed questionnaire must be submitted for each new development application submission. Only one completed and signed questionnaire is required when multiple development applications for the same project are submitted concurrently. In addition to this questionnaire, you must also complete, sign and submit a Project Threat Assessment Form with construction permits for the project. Please start by completing Step 1 and follow the instructions. When completed, sign the form at the end and submit this with your application to the city. ,, -. STEP1 · · .· .. . ~ -. ·-· ' - TO BE COMPLETED:f'OR ALL PROJECTS . ' ·' ' . --~ . To determine if your project is a priority development project, please answer the following questions: YES NO 1. Is your project LIMITED TO constructing new or retrofitting paved sidewalks, bicycle lanes or trails that meet the following criteria: (1) Designed and constructed to direct storm water runoff to adjacent vegetated areas, or other non-erodible permeable areas; OR (2) designed and constructed to be hydraulically disconnected from v paved streets or roads; OR (3) designed and constructed with permeable pavements or surfaces in accordance with USEPA Green Streets quidance? 2. Is your project LIMITED TO retrofitting or redeveloping existing paved alleys, streets, or roads that are v designed and constructed in accordance with the USEPA Green Streets guidance? If you answered "yes" to one or more of the above questions, then your project is NOT a priority development project and therefore is NOT subject to the storm water criteria required for priority development projects. Go to step 4, mark the last box stating "my project does not meet PDP requirements" and complete applicant information. If vou answered "no" to both questions, then go to Step 2. E-34 Page 1 of3 Effective 6/27/13 ~ «14f> ~ CITY OF CARLSBAD STORM WATER STANDARDS QUESTIONNAIRE E-34 STEP2 . Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov .. ' .,-. . ' .. ,. : TO BE COMPLETE_D FORALL NEW 0~ RE;D~VELOPMENT PR©JEC:tS-• · · ----~ ~ .. , ' ,. .. ·1 To determine if your project is a priority development project, please answer the following questions: YES NO 1. Is your project a new development that creates 10,000 square feet or more of impervious surfaces collectively over the entire project site? This includes commercial, industrial, residential, mixed-use, and public X de.velooment oroiects on oublic or orivate land. 2. Is your project creating or replacing 5,000 square feet or more of impervious surface collectively over the entire y project site on an existing site of 10,000 square feet or more of impervious surface? This includes commercial, industrial, residential, mixed-use, and oublic develooment oroiects on oublic or orivate land. 3. Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a restaurant? A restaurant is a facility that sells prepared X foods and drinks for consumption, including stationary lunch counters and refreshment stands selling prepared foods.and drinks for immediate consumotion. 4. Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a hillside development project? A hillside development X project includes development on any natural slope that is twenty-five percent or greater. 5. Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface x collectively over the entire project site and supports a parking lot. A parking lot is a land area or facility for the temoorarv oarkina or storaae of motor vehicles used oersonally for business or for commerce. 6. Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a street, road, highway freeway or driveway? A street, )/ road, highway, freeway or driveway is any paved impervious surface used for the transportation of automobiles, trucks, motorcycles, and other vehicles. 7. Is your project a new or redevelopment project that creates or replaces 2,500 square feet or more of impervious surface collectively over the entire site, and discharges directly to an Environmentally Sensitive 'X Area (ESA)? "Discharging Directly to" includes flow that is conveyed overland a distance of 200 feet or less from the project to the ESA, or conveyed in a pipe or open channel any distance as an isolated flow from the project to the ESA (i.e. not comminales with flows from adiacent lands).* 8. Is your project a new development that supports an automotive repair shop? An automotive repair shop is a X facility that is categorized in any one of the following Standard Industrial Classification (SIC) codes: 5013, 5014, 5541, 7532-7534, or 7536-7539. 9. Is your project a new development that supports a retail gasoline outlet (RGO)? This category includes RGO's )( that meet the following criteria: (a) 5,000 square feet or more or (b) a project Average Daily Traffic (ADT) of 100 or more vehicles per day. 1 O. IS your project a new or redevelopment project that results in the disturbance of one or more acres of land and )( are expected to generate pollutants post construction? 11. ls your project located within 200 feet of the Pacific Ocean and (1) creates 2,500 square feet or more of >( impervious surface or (2) increases impervious surface on the property by more than 10%? If you answered "yes" to one or more of the above questions, you ARE a priority development project and are therefore subject to implementing structural Best Management Practices (BMP's) in addition to implementing Standard Storm Water Requirements such as source control and low impact development BMP's.. A Storm Water Management Plan (SWMP) must be submitted with your application(s) for development. Go to step 3 for redevelopment projects. For new projects, go to step 4 at the end of this questionnaire, check the "my project meets PDP requirements" box and complete applicant information. If you answered "no" to all of the above questions, you ARE NOT a priority development project and are therefore subject to implementing only Standard Storm Water Requirements such as source control and low impact development BMP's required for all development projects. A Storm Water Management Plan (SWMP) is not required with your application(s) for development. Go to step 4 at the end of this questionnaire, check the "my project does not meet PDP requirements" box and complete applicant information. E-34 Page 2 of 3 Effective 6/27/13 & ~ CITY OF CARLSBAD STORM WATER STANDARDS QUESTIONNAIRE E-34 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov TO Bl; COMPLl;TED FOR REDEVELOP.MENT ~ROJEC~~;"~!T ARE PRIORITY OE\/ELOPEMENT'P,RQ.:IECtS-Ot,iL;Y'. .. _ Com lete the t.iestions below re ardin our redevelo ment ro·ect: YES NO Does the redevelopment project result in the creation or replacement of impervious surface in an amount of less than 50% of the surface area of the reviousl existin develo ment? If you answered "yes," the structural BMP's required for Priority Development Projects apply only to the creation or replacement of impervious surface and not the entire development. Go to step 4, check the "my project meets PDP requirements" box and · complete applicant information. If you answered "no," the structural BMP's required for Priority Development Projects apply to the entire development. Go to step 4, check the "m ro·ect meets PDP re uirements" box and com lete a licant information. . STEP4 · ·. · ··. · -· CHECK THE .APPROPRIATE BOX:AND COMPLETl:tAPPLiCAN:tJNFORMA'rlON' My project meets PRIORITY DEVELOPMENT PROJECT (PDP) requirements and must comply with additional stormwater criteria per the SUSMP and I understand I must prepare a Storm Water Management Plan for submittal at time of application. I understand flow control (hydromodification) requirements may apply to my project. Refer to SUSMP for details. My project does not meet PDP requirements and must only comply with STANDARD STORMWATER REQUIREMENTS per the SUSMP. As part of these requirements, I will incorporate low impact development strategies throughout my project. Applicant Information and Signature Box Address: 1,4 1.J Applicant Name: \ AccessoCs Parcel Numbe~ 2b3-o5t.../--D Applicant Title1Yb~ ~~ Date: l'l--<(..--J~ This Box for City Use Only City Concurrence: I YES I NO I I By: Date: Project ID: * Environmentally Sensitive Areas include but are not limited to all Clean Water Act Section 303{d) impaired water bodies; areas designated as Areas of Special Biological Significance by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); water bodies designated with the RARE beneficial use by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); areas designated as preserves or their quivalent under the Multi Species Conservation Program within the Cities and County of San Diego; and any other equivalent environmentally sensitive areas which have been identified by the Copermittees. E-34 Page 3 of3 Effective 6/27 /13 Q -~ a: i«!~ ;-~ CITY OF a: If: AR LS BAD 0 . -I-c., oz z~ PLANNING DIVISION BUIL[?ING PLAN CHECK REVIEW CHECKLIST P-28 ---. ./ Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www.carlsbadca.rmv Q c,>ATE: 12/21/15 PROJECT NAME: Campfire/Quonset PROJECT ID: RP 15-21 Q ~PLAN CHECK NO: CB15.4377 SET#: 1 ADDRESS: 2725 State St APN: 203-054-03 ~ This plan check review is complete anHds been APPROVED by the 'f< Division. NOT APPROVED . y__ A-J;J /iJt!(!}) By: Greg Fisher s._~ V If/' A Final Inspection by the Planning Division is required jg! Yes D No You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the iss_uanc~ of a building permit. Resubmitted plans should include corrections from all divisions. This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: Brett Farrow For questions or clarifications on the attached checklist please contact the following reviewer as marked: ·PLANNING D Chris Sexton 760-602-4624 Chris.Sexton@carlsbadca.gov D Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.gov ~ Greg Fisher 760-602-4629 Greg.fisher@carlsbadca.gov Remarks: • + ••••• :EN<HNEERl,N.G : < ~:: :,. -· ~;: ... ~-• ~i ., , ... ;. • :,~-;. -·· . .,_ -{ ,-~-~ '~-::.. :FJR:&; ::P·Ra¥t;N1F1,0N. · -h . --,-. -· ~ -. -. , :1sol6()2~21:50 · · D Kathleen Lawrence 760-602-27 41 Kathleen.Lawrence@carlsbadca.gov D D Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov :· -1s.0~~.e2ia.:te.5-·--· •• :,~, -: ,:·t. ,,A,..'.-~,:,_;,_+~ £•: ., .~;,: ~,-J,~_,•i D Greg Ryan 760-602-4663 Gregory.Ryan@carlsbadca.gov D CindyWong 760-602-4662 Cynthia.Wong@carlsbadca.gov D Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov REVIEW#: 1 2 3 rgi D D rgio D Plan Check No. CB 15-4377 Address 2725 State Street Date 12/21/15 Review#1 Planner Greg Fisher Phone (760) 602-4629 APN: 203-054-03 Type of Project & Use: New Restaurant Net Project Density:N/A __ Zoning: V-R General Plan: Y.. Facilities Management Zone: 1 CFD (in/out) #_Date of participation: __ Remaining net dev acres: __ (For non-residential development: Type of land use created by this permit: __ ) Legend: fgl Item Complete D Item Incomplete -Needs your action Environmental Review Required: YES D NO fgl TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: . __ Discretionary Action Required: YES fgl NO D TYPE RP APPROVAL/RESO. NO. DATE 12/10/15 PROJECT NO. RP 15-21 OTHER RELATED CASES: RP 14-15 Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: #6 Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES O NO I8J. CA Coastal Commission Authority? YES D NO D If California Coastal Commission Authority: Contact them at -7575 Metropolitan Drive, Suite 103, San Diego, CA 92108-4402; (619) 767-2370 · Determine status (Coastal Permit Required or Exempt): Habitat Management Plan Data Entry Completed? YES D NO D If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Permits Plus (NP/Os, Activity Maintenance, enter CB#, toolbar, Screens, HMP Fees, Enter Acres of Habitat Type impacted/taken, UPDATE!) lnclusionary Housing Fee required: YES D NO fgl (Effective date of lnclusionary Housing Ordinance -May 21, 1993.) Data Entry Completed? YES D NO D (NP/Os, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) fgl D D Housing Tracking Form (form P-20) completed: YES D NO D N/A D P-28 Page 2 of 3 07/11 Site Plan: fgl D D ~DD Provide a fully dimensional site' plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of- way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes). Provide legal description of property and assessor's parcel number. City Council Policy 44 -Neighborhood Architectural Design Guidelines 1. Applicability: YES D NO D 2. Project complies: YES D NOD Zoning: 1. Setbacks: Exiting building, Tl only. Previous approval is RP 14-15. 3. Lot Coverage: Per 14.-15 4. Height: Per 14-15 5. Parking: Per RP 14-14/RP 14-15 ~: TO ISSUE AND ENTERED APPROVAL INTO COMPUT P-28 Page 3 of3 07/11 " ~~ ~ CITY OF CARLSBAD PLAN CHECK REVIEW TRANSMITTAL DATE: 3/30/16 PROJECT NAME: Campfire Restaurant PLAN CHECK NO: CB154377 SET#: Ill ADDRESS: 2725 state st Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov --a PROJECT ID: 1() ;-... , ·v~ APN: 7)>.r 0op This plan check review is complete a_nd has been APPROVED by the Fire Division. Y By: CWong A Final Inspection by the Division is required [gj Yes D No . D This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: hawkinsconstruction@gmail.com and USPS You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. For questions or clarifications on the attached checklist please contact the following reviewer as marked: ·. ,,,. ... ~ + "":' >. ' .. •v!' "' .. -, -flR:E 'PREVE~TiGN ... ENGINEERl·NG PLANNING . 160-6024,'665. ,• 760-602-4610 760-602-~750-~ t'' . . . ,, .. ,, .. .. ' .. .. . " . ~• D Chris Sexton D Kathleen Lawrence D Greg Ryan 760-602-4624 760-602-27 41 760-602-4663 Chris.Sexton@carlsbadca.gov Kathleen.Lawrence@carlsbadca.gov Gregory.R~an@carlsbadca.gov D Gina Ruiz D Linda Ontiveros [S] Cindy Wong 760-602-4675 760-602-2773 760-602-4662 Gina.Ruiz@carlsbadca.gov Linda.Ontiveros@carlsbadca.gov Qynthia. Wong@carlsbadca.gov D D D Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov 3/30/15 ** APPROVED: THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUEANCE OF A BUILDING PERMIT. ... "· TIDS APPROVAL IS SUBJECT TO FIELD INSPECTIONS, ANY REQUIRED TESTS, FIRE DEPARTMENT NOTATIONS, CONDITIONS IN CORRESPONDENCE AND COMPLIANCE WITH ALL APPLICABLE CODES AND REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE ANY VIOLATION OF THE LAW. 3/25/16 **Bubble all changes** 1. Door Hardware, #9 type for gates, what is "schlage or equal type" mean? Those gate are serving egress for area greater than 49 so those need to be panic type as well. Because they are exterior gates, then please consider the fac;ade of the gate because as you know someone can Just reach in and open with panic. 2. Was interior finish sheets? I did not receive. Would you be able to PDF them to me? 3. Gas heaters shown, please provide cut sheets as well. Are they mounted on combustible construction? If so, what are the mounting guidelines? Show these to be followed on an elevation sheet 1/11/16 *'**Bubble All Changes-Label with appropriate delta number*** 1. Provide MOE plan. This shall be used in comment numbers 2. Sheet A-0.00:"Under Separate Permit Section" add: Private Service Main plan per NFPA 24, 2013 Fire Sprinkler systems per CFC 903, 2010 and NFPA 13, 2013 .:. ,. Fire Alarm per CFC 907 and 907.2,2010 and NFPA 72, 2013 Dry/Wet Chemical Systems per NFPA 17/17A respectively, 2009 3. Sheet A-2.10 No door hardware is specified. Please provide. 4. Sheet A-0.00:"Applicable Codes" section add 2013 California Fire Code. 5. Sheet A-0.20: "Fire Notes" #G-4 and H-1. Add reference to Sheet A-0.00 "Separate P.ermit" section referenced in correction item# 2 to each of these notes. 6. Sheet A-0.20: Fire Notes #8: Provide manufacturers cut sheets for interior finish requirements as outlined in chapter 803.9 of the CBC. Sate what the requirements are for each area and highlight the information that shows the finish meets this requirement. 7. Sheet E2.0: The power supply for means of egress illumination shall normally be provided by the premises' electrical supply. This shall be for a duration of no less than 90 minutes and be placed in accordance with §1006.3 CFC 2013 edition. Make changes to illustrate compliance. The means of egress, including the exit discharge, shall be illuminated at all times the space served by the means of egress is occupied. The means of egress illumination level shall not be less than 1-foot candle at the walking surface. CFC 1006.2, 2013 edition. Use the MOE required in comment #1 to place emergency egress lighting. 8. Sheet E2.0: Add note #2 from Sheet A-1.20 to sheet E2.0 9. Sheet M-0.2: #9 notes: Show/translate note to show duct detectors on Sheet M-0.2. 10: Sheet A1.10: Provide more detail for note #6. Storage ·of wood shall comply with Section 315.4 of the CFC, 2013 edition. . ,, • . . ,, Carlsbad Fire Department Plan.Review Requirements Category: TI , COMM Date of Report: 03-30-2016 Name: Address: Permit#: CB154377 HA WK.INS CONSTRUCTION, INC 4177YALEAVE LAMESA CA 91941-7717 Job Name: Job Address: CAMPFIRE: 4,200 SF TI FOR 2725 STATE ST CBAD e item you hav:e submitted for review is incom lete. At this time this office cannot adequately conduct a review to ete e applicable codes and/or standards . .-Please review carefully all comments atta ease resubmit the necessary pans cifications, with changes "clouded", to this office Tn""0_,ew and approval. Conditions: Cond: CON0008697 [NOT MET] ***Bubble All Changes-Label with.appropriate delta number*** · 1. Provide MOE plan. This shall be used in comment numbers 3 and 7. 2. Sheet A-0.00 :"Under Separate Permit Section" add: Private Service Main plan per NFP A 24, 2013 Fire Sprinkler systems per CFC 903, 2010 and NFPA 13, 2013 Fire Alarm per CFC 907 and 907.2,2010 and NFP A 72, 2013 Dry/Wet Chemical Systems per NFP A 17/17 A respectively, 2009 3. Sheet A-2.10 No door hardware is specified. Please provide. 4. Sheet A-0.00:"Applicable Codes" section add 2013 California Fire Code. 5. Sheet A-0.20: "Fire Notes" #G-4 and H-1. Add reference to Sheet A-0.00 "Separate Permit" section referenced in correction item # 2 to each of these notes. 6. Sheet A-0.20: Fire Notes #B: Provide manufacturers cut sheets for interior finish requirements as outlined in chapter 803.9 of the CBC. State what the requirements are for each area and highlight the information that shows the finish meets this requirement. 7. Sheet E2.0: The power supply for means of egress illumination shall normally be provided by the premises' electrical supply. This shall be for a duration ofno less than 90 minutes and be placed in accordance with §1006.3 CFC 2013 edition. Make changes to illustrate compliance. The means of egress, including the exit discharge, shall be illuminated at all times the space served by the means of egress is occupied. The means of egress illumination level shall not be less than I-foot candle at the walking surface. CFC 1006.2, 2013 edition. Use the MOE required in comment #1 to place emergency egress lighting. 8. Sheet E2.0: Add note #2 from Sheet A-1.20 to sheet E2.0 9. Sheet M-0.2: #9 notes: Show/translate note to show duct detectors on Sheet M-0.2. 10: Sheet Al. IO: Provide more detail for note #6. Storage of wood shall comply with Section 315.4 of the CFC, 2013 edition. Entry: 01/11/2016 By: cwong Action: CO Cond: CON0008784 [NOT MET] **Bubble all changes** 1. Door Hardware, #9 type for gates, what is "schlage or equal type" mean? Those gate are serving egress for area greater than 49 so those need to be panic type as well. Because they are exterior gates, then please consider the fa9ade of the gate because as you know someone can just reach in ap_d open with panic. 2. Was interior finish sheets? I did not receive. Would you be able to PDF them to me? 3. Gas heaters shown, please provide cut sheets as well. Are they mounted on combustible construction? If so, what are the mounting guidelines? Show these to be followed on an elevation sheet Entry: 03/25/2016 By: cwong Action: CO Cond: CON0008786 [MET] ** APPROVED: THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUEANCE OF A BUILDING PERMIT. ... THIS APPROVAL IS SUBJECT TO FIELD INSPECTIONS, ANY REQUIRED TESTS, FIRE DEPARTMENT NOTATIONS, CONDITIONS IN CORRESPONDENCE AND COMPLIANCE WITH ALL APPLICABLE CODES AND REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE ANY VIOLATION OF THE LAW . . L- Ehtry: 03/30/2016 By: cwong Action: AP ... ' - ~-DODD AND ASSOCIATES -~-= CONSULTING ENGJNEERS ='='= -.ii!.._,.~ 2020 HANCOCK ST, STE B SAN DIEGO, CA 92110 (619) 260-0057 FAX 260-0046 SUPPLEMENTAL STRUCTURAL CALCULATIONS FOR CAMPFIRE T.I. CLIENT= DA TE ISSUED= Page 1 of 81 RECEIVED MAR 3 0 2016 CITY OF CARLSBAD BUILDING DIVISION OWNER 03-23-2016 , M .... \ / I. D·O.DD·AND As . CONS ' s.aC-IATES Project: c+M.-?trt.(l.fi.: 't., l Date: ?~~-~-- -~t'\ 0 • I I iPage 2 bf 81 I . i i \.0 . ULTINC:i ENC:ilNEE.RS Sheet_= _______ _ ---...c..•Of '' ---- ,-- "~',,.~ .·t.t--:a,. ,-1; _= D .W '2. '>'-' ~ ~ ~=-\,;! \J-z.. 1( '-"" ,-i e. 'l . !-I\ \... A $_6'S' 1--t o __) 2,((). <.,-\) V' ~ \,~ 'r"'2,-~ I'-~ ~ 6." 1o . (. -.,,,?>'-" -t.. <\ , ?. -1) \) -= HO Y"'f" (•~.,,., ~(..$') ·-i'' ti r..,o • ..., .. ~ f"' ln. 3-+J· (o.t>2} (}-3r,e'1--~) As ~ ~ 2 b, 5E;-4tf·$" ~s i· . .,. {" • l ~ • r'i ~~-I ~.;i '-: Page 3.of 81 :0-ao_o AND As.SOCIA . ' C-CN°S U'L TING E . . . TES 1 , ,, -0 · NC::HN-EERS 1\ ,, T-0 ~ ::8 \. ~'U.;,. ~~ 1¥r Project; Date: &heet_: _______ _ ___ __!Of ---- 1"~\~~'/ A-~ 10 ~e~ SV?fOti-\ ~r Project: ~re1..~E"" ~-l~Jlj. -DODD AND AS.SOC·IATES CONSUL TIN-G EN;Gi'.JN"EERS Date: ________ _ Sheet: ____ of ___ _ ~rl &»F 0.~-1._ S."tO\'.) ~~5 tJ. A3. C f-€'\'2--s.sf..MJ.. ') VA (_ f" !f? (' ... ~) TJ'P€". 0 ---'!'"~ . 3o;+B i,,:--I r--J 1Z..e,32. t..-BS "f"i:PE"" E) -~ + L 4<-1<==---~ 3~'2--~ L-1::,. ~ El ~ t-s2. e 4 le:-IN f-1 1 {6tc5c L-t°i? S Ti~ §] --v,3,, -=rz. r==-! ,..., I l, I '.L"'! "\ 1,.,13 ~ u~e:---=--f"::> 11 ~ -IE;> £.p,i._t" M~ S:::r-ut) '9.e-A M ( t.i,oo S'2ot> -43) l " \D \I _ t 1...., c;, P..t...1e M.S ,A(... :SrvD . ~ T~·~--_L;_~ ~-----,ti-----"E-eft,._. _-M __ l_,o;_o_o_s_:2._e,_o_--_?~~-_) __ +:::-:::::t> . ( z') If'. -\ --i..-~ ~ M-e-,-.A.;"'--sz:-1-v~ ~~ ·g.. ~t-4 ( \o·oo s a,e>o _ 'l +) ( '2...) ·\ ~ '' __ \ 't. ti~.;;-1---\.e~'-'St--v'D ~0',t E-~M (}'LOO <;. .-z...oo -"'l. -=r) ~~I Page 4 of 81 Page 5 of 81 Page ?of 81 f I _j . -~J----- Page 8 of 8t ·oaoo AND ASSOCIATES CONSUL T.iNG EN.f:HNEERS ' . ' - j.__J. ,.. .:,., 'oe>r5'2... t..::=: -p-r I -'"'"'A)' ' \J,., 1::-lC ~ .(o ·_ 5 1 S-\<::- Project: ______ _ Date: _______ _ $heet:-,-:.·--~of ___ _ . '\is~ Ttl ~~l N ·Lo ·#4--"t:) l ,r-,J " (9 :.?--) \ 0 \ •. <i\A:3 -\ !)(.) ,.S-'2.. r, Page 9 of 81 DODD AND A.S·!;:iOCIAT~S- . CCJNSULTiN-G ENGINE.l;:RS Froject: __ ~---- Date: _______ _ Sheet: ___ _.cof ___ _ -)0.-1,tLe K-F1] -~ r< . . \ .. Title Block Line 1 You can change this area 'l using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Description : MB-1 : ·7G.enir~r~e~in.-Proi>erties ·-· · ···· · ·. · -~----... · · ··· · ... Elastic Modulus 29,000.0 ksi Span #1 Span Length = 7.0 ft T _ ::··: Ap~!!~d_\oi~i -~. · Load(s) for Span Number 1 Point Load : D = 0.10 k@ 1.0 ft, (MECHANICAL UNIT) . Point Load: D = 0.10 k@4.750 ft, (MECHANICAL UNIT} .'iJESIG~{SUMMARY .. ... Maximum Bending = 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 Load Combination Max Stress Ratios Segment Length Span # M V Overall MAXimum Envelope Dsgn. L = 7.00 ft +D+H Dsgn. L·= 7.00 ft +D+L+H Dsgn. L = 7.00 ft +D+Lr+H Dsgn. L = 7.00 ft +D+S+H Dsgn. L = 7.00 ft +D+0.750Lr+0.750L +H Dsgn. L = 7.00 ft +D+0.750L +O. 750S+H Dsgn. L = 7 .DO ft +D+0.60W+H Dsgn. L = 7.00 ft +D+0.70E+H Dsgn. L = 7.00 ft +D+O. 750Lr+0.750L +0.450W+H Dsgn. L = 7.00 ft +D+0.750L +0.750S+0.450W+H Dsgn. L = 7.00 ft +D+0.750L +O. 750S+0.5250E+H Dsgn. L = 7 .OD ft +0.60D+0.60W+0.60H Dsgn. L = 7.00 ft +0.60D+0.70E+0.60H Dsgn. L = 7.00 ft :··\ov·eralrMSXt"JllUlli·oetiti'CtiOnS·-. ··~; , ~-·· - ... ~ : --• ,<. ·,,. ., .,. -~.,.. ........ ', ,; < • • • . .. 0.184k-ft +D+H 4.725ft Span# 1 0.000 in 0.000 in 0.001 in O.OOOin Mmax+ 0.,18 0.18 0.18 0.18 0.18 0.18 0.18 0.18 0.18 0.18 0.18 0.18 0.11 0.11 Project Title: Engineer: Project Descr: Project ID: Printed: 9 MAR 2016, 11:31AM 'Eile·,=·\\WQMYCEO\J0EX4\Public\C'lNRSP:.,3\CAMPEIRE\W0RK\C5LBT6-Q,EG& · .• ' .. ·. . . : ):~E~¢l,\i:c::1N°c.19~aI20.1.5;. ~un~:s~1s,10.6;,Ver:s,1sts1:, : • Area= 10.0 in"2 Moment of Inertia = 100.0 in"4 T Span= 7.0ft Service loads entered. Load Factors will be applied for calculations. Maximum Shear = 0.1179 k Load Combination +D+H Location of maximum on span 0.000 ft Span # where maximum occurs Span# 1 0 0 156657 0 Summary of Moment Values Summary of Shear Values Mmax-Ma-Max Mnx Mm<iOmega Cb Rm Va Max Vnx Vnx/Omega 0.18 0.12 0.18 0.12 0.18 0.12 0.18 0.12 0.18 0.12 0.18 0.12 0.18 0.12 0.18 0.12 0.18 0.12 0.18 0.12 0.18 0.12 0.18 0.12 0.11 0.07 0.11 0.07 Lpad CoiiiBag:e 1 0 of 81 Span Max."-" Dell Location in Span Load Combination Max. "+" Dell Location in Span ·Don1y 0.0005 3.605 0.0000 0.000 Title Block Line 1 You can change this area '\ using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 . . . ' ~ Description : MB-1 ·· vertiGifReaetions -· Load Combination Overall MAXirnurn Overall MINirnurn +D+H- +D+L+H +D+Lr+H +D+S+H +D+O. 750Lr+0.750L +H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+O. 750Lr+0.750L +0.450W+H +D+0.7_50L +0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H DOnly Lr Only LOnly SOnly WOnly· EOnly HOnly Page 11 of 81 Support 1 0.118 0.071 0.118 0.118 0.118 0.118 0.118 0.118 0.118 0.118 0.118 0.118 0.118 0.071 0.071 0.118 Support2 0.082 0.049 0.082 0.082 0.082 0.082 0.082 0.082 0.082 0.082 0.082 0.082 0.082 0.049 0.049 0.082 Project Title: En~ineer: ProJect Descr: Project ID: Printed: 9 MAR 2016, 11:31AM ' : ':; '· F.ile'= \\WDMYCl:.0UDEX4\l?ublic\G7NRSP-.,."3\CAMPlilRE\WORK\C5LBT6:..Q:EC6 •.. -. . . -. -;,·EN~R9AtC;:(NC'.:t~lis:201s, Builcl:6:1~:10:6:.Yer;6.1p;S;Sf • Support notation : Far left is #1 Values in KIPS Title Block Line 1 You can change this-area ... using the 'Settings" menu item and then using the 'Printing & Title Block" selection. Title Block Line 6 Description : MB-2 " . ,Gen~r~I B~a,i,. properties :· Elastic Modulus 29,000.0 ksi Span #1 Span Length = T • Applied Lo!lds ·" . ---'. Load(s) for Span Number 1 10.750 ft T Point Load: D = 0.10 k@2.750 ft, (MECHANICAL UNIT) Point Load: D = 0.10 k@4.250 ft, (MECHANICAL UNIT) Point Load: D = 0.10 k@8.50ft, (MECHANICAL UNIT) , DESIGN SUMMARY -. . . Maximum Bending = 0.512k-ft Load Combination +D+H Location-of maximum on span 4.246ft Span# where maximum occurs Span# 1 Maximum Deflection Max Downward Transient Deflection 0.000 in Max Upward Transient Deflection 0.000 in Max Downward Total Deflection 0.003 in Max Upward Total Deflection 0.000 in --Maxiriuiirt Forces·&. Stresses for Load :coinbfiiations . Area= Project Title: En9ineer: Proiect Descr: Project ID: Pnnted: 19 FEB 2016, 2:47PM : Eil~,~-\\~DM'(@l0~))EX4,IP!Jbli9\G7NR~P'-3\CAMPE)Rl=\V\fORKIC5LBT6~Q,EC6---,; .i '· /-.: --:. ,:, ;_: ', ENERCALt;!NC,:1~83-,1Q15,:Bui[d:,6:1_S:10.6, Ver:6:1S:3:3f' ·:: 10.0 in"2 Moment of Inertia = 100.0 in"4 T Span= 10.750 ft Service loads entered. Load Factors will be applied for calculations. Maximum Shear = 0.1558 k Load Combination +D+H Location of maximum on span 0.000 ft Span # where maximum occurs Span# 1 0 0 37152 0 Load c~-;;,Qinati~n· • --Max Stress Ratios -· ---~---------~---------------Summary of Moment Values Summary of Shear Values Segment Length Span # M V Overall MAXimum Envelope Dsgn. L = 10.75 ft +D+H Dsgn. L = 10.75 ft +D+L+H Dsgn. L = 10.75 ft +D+Lr+H Dsgn. L = 10.75ft +D+S+H Dsgn. L = 10.75 ft +D+0.750Lr+0.750L +H Dsgn. L = 10.75 ft +D+0.750L +0.750S+H Dsgn. L = 10.75 ft +D·+0.60W+H Dsgn. L = 10.75 ft +D+0.70E+H Dsgn. L = 10.75 ft +D+O. 750Lr+0.750L +0.450W+H Dsgn. L = 10.75 ft +D+0.750L +0.750S+0.450W+H Dsgn. L = 10.75 ft +D+O. 750L +O. 750S+0.5250E+H Dsgn. L = 10.75 ft +0:60D+0.60W+0.60H Dsgn. L = 10.75 ft +0.60D+0.70E+0.60H Dsgn. L = 10.75 ft . 1 Page 12 of 81 Mmax+ Mmax- 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.31 0.31 Ma-Max Mnx Mm<!Omega Cb Rm Va Max Vnx Vnx/Omega 0.51 0.16 0.51 0.16 0.51 0.16 0.51 0.16 0.51 0.16 0.51 0.16 0.51 0.16 0.51 0.16 0.51 0.16 0.51 0.16 0.51 0.16 0.51 0.16 0.31 0.09 0.31 0.09 Title Block Line 1 You can change this area .,. using the 'Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Description : MB-2 i':O:vefaj1 M~x{mum Deflection$ . Load Combination DOnly · · verti,fafReactii>os"· · Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H . +D+0.750Lr+0.750L +H +D+0.750L +0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L +0.450W+H +D+O. 750L +0.750S+0.450W+H +D4{).750L +0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H DOnly Lr Only LOnly sonly WOnly EOnly H Only Page 13 of 81 Span Support 1 0.156 0.093 0.156 0.156 0.156 0.156 0.156 0.156 0.156 0.156 0.156 0.156 0.156 0.093 0.093 0,156 Max."-" Defl . 0:0035 Support2 0.144 0.087 ·0.144 0.144 0.144 0.144 0.144 0.144 0.144 0.144 0.144 0.144 0.144 0.087 0.087 0.144 Project Title: Engineer: Project Descr: Project ID: Pnnted: 19 FEB 2016, 2:47PM : : ... : •. , : ; Eile:;s I\WQMYCLO~P,~4\Publi9\<;?Nl3,SP~31C1MPEl,RE\W0RK\(;:51:BT6i-<g£c6 J , ~,., ... · ''.·. :-.• · · ·,.ENERCAlC;INC:198&:2O15;,13uild:6,15.1O,o;'qer:6:15.~:31 ·., Location in Span Load Combination Max."+' Defl Location in Span 5.214 0.000 Support notation : Far left is #1 0.0000 Values in KIPS Title Block Line 1 You can change this area .., using the 'Settings" menu item and then using the "Printing & 'l"itle Block" selection. Title Block Line 6 Project Title: Engineer: Project Descr: Project ID: Printed: 11 MAR 2016, 9:49AM ··c;e"'era1-:eean1-Anatys'is ,:: _ < ; ,_' ', :· -",::-:· • -, ~': :·-• ) • ' -• : ;File~'.\\WDMYCl:.Ol:iDEX4\Rutilic\C7NRSP.-3\CAMRF.IRE\WORK\C51'.BT6-,(;\:EC6, · ;:I ', i , , :' s i E!'JERiA~G,iic: f~~3-2015, Build:6,:15. fo:6,_Ver:6.15.3.31-,.,I . ,. ~ Description : MB-3(ALT) Elastic Mogulus 29,000.0 ksi Span #1 Span Length = 13.50 ft Area= 10.0 in"2 Moment of Inertia = 100.0 in"4 "'T' "T"' ,,,,r ,.r D .08 ... Span = 13.50 ft : ·~-APP)fedJo~~s;_ _ _ Service loads entered. Load Factors will be applied for calculations. Load(s) for Span Number 1 Point Load : D = 0.2731, Lr= 0.06640 k@ 1.0 ft, (REACTION MB-7) Point Load : D = 0.1850, Lr= 0.05143 k @4.0 ft, (REACTION· MB-6) Uniform Load : D = 0:0160 ksf, Tributary Width = 5.0 ft, (WALL ABOVE) Point Load: D = 0.08214 k@7.0 ft, (REACTION MB-1) Point Load: D = 0.08214 k@ 10.0 ft, (REACTION MB-1) Point Load: D = 0.08214 k@ 13.0 ft, (REACTION MB-1) Point Load : D = 0.1269 k@ 5.50 ft, (REACTION MB8) D~S!GN.SVMMARY --- Maximum Bending = 3.288k-ft Maximum Shear = Load Combination +D+Lr+H Load Combination Location of maximum on span 5.738ft Location of maximum on span Span # where maximum occurs Span# 1 Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.002 in 94016 Max Upward Transient Deflection -0.000 in 0 Max Downward Total Deflection 0.037 in 4360 M~ l;Jpward Total Deflection 0.000 in 0 1.160 k +D+Lr+H 0.000 ft Span# 1 ;:::; M~im\un ·i:o~ces :& sfresses-toi-~oad combin~tfoiis Load Combination ·Max ·str8~ RatioS ----------------------------Summary of Moment Values Summary of Shear Values Segment Length Span # M V Overall MAXimum Envelope Dsgn. L = 13.50 ft +D+H Dsgn.L= 13.50ft +D+L+H Dsgn. L = 13.50 ft +D+Lr+H Dsgn. L = 13:50 ft +D+S+H Dsgn. L = 13.50 ft +D+0.750Lr+0.750L +H Dsgn. L = 13.50 ft +D+0.750L +0.750S+H Dsgn. L = 13.50 ft +D+0.60W+H Dsgn. L = 13.50 ft +D+O.?0E'I-H Dsgn. L = 13:50 ft +D+0.750Lr+0.750L +0.450W+H Dsgn. L = 13.50 ft +D+0.750L+0.750S+0.450W+H Dsgn. L = 13.50 ft +D-t0.750L +0.750S+0.5250E+H Dsgn. L = 13.50 ft 1 +O.S0D+O.ffi,.-ii).@~ 4 Of 8 j Dsgn. Li,;-~ft 1 +0.60D+0.70E+0.60H Mmax+ Mmax- 3.29 3.13 3.13 3:29 3.13 3.25 3.13 3.13 3.13 3.25 3.13 3.13 1.88 Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega 3.29 1.16 3.13 1.06 3.13 1.06 3.29 1.16 3.13 1.06 3.25 1.14 3.13 1.06 3.13 1.06 3.13 1.06 3.25 1.14 3.13 1.06 3.13 1.06 1.88 0.64 Title Block Line 1 You can change this area ., using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 ,.,,i Description : MB-3 (ALT) Load Combination Segment Length Span # Dsgn. L = 13.50 ft 1 . bv~r~ir Maxi~ijrii:oet!ecti9_ns Load Combination +D+Lr+H .. : \terticafkeactions.. . Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L +H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+O. 750Lr+0.750L +0.450W+H +D+0.750L+0.750S+0.450W+H +D+0:750L +O. 750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H DOnly Lr Only LOnly sonly WOnly EOnly HOnly Page 15 of 81 Max Stress Ratios Project Title: En9ineer: Proiect Descr: Project ID: Printed: 11 MAR 2016, 9:49AM l'iliff,\\WDMV.:Cl:.OlJDE½41Public\C7NRSP;,;3\G:AMPFIRE\W0RK\G5lBT6.,.Q,EC6 . : . .' :. : · ·. ,· :ENERciii!¢;.1Nc~le?~20.15;,~ulip:~::1ii:10:6,.Ver.6,1li:t3) Summary of Moment Values Summary of Shear Values M V Mmax+ Mmax -Ma -Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Span Support 1 1.160 0.098 1.062 1.062 1.160 1.062 1.135 1.062 1.062 1.062 1.135 1.062 1.062 0.637 0.637 1.062 0.098 1.88 1.88 Max. •.i• Defl Location in Span Load Combination 0.0371 6.615 . Support notation : Far left is #1 Support2 0.869 0.020 0.849 0.849 0.869 0.849 0.864 0.849 0.849 0.849 0;864 0.849 0.849 0.510 0.510 0.849 0.020 0.64 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS Title Block Line 1 You can change this area .., using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 ,.,,, Description : MB-4(ALT) Elastic Modulus 29,000.0 ksi Span #1 Span Length = • 20.080 ft 0(~35) • Project Title: Engineer: . Project Descr: Project ID: Printed: 11 MAR 2016, 9:50AM · file_ ;;;\\WD_MY.(;:l:.()UDE),(4\Publi¢\PNR~P~3\QAMP.flR~W\:)l3Kl85lBT6..;Q:~~6 . , . ::: ; > :<, , , , ·ENE;13¢ALC,l~G:t9~3,20,15; ~uild:§,i~.1Q.6, Ver.6.15.~-:3'1 . Area= 10.0 in"2 Moment of Inertia = 100.0 in"4 D(1.062I0.09767) + Span = 20.080 ft )i.ppJi~~.Lo~~~~:~ · Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D =0.0050 ksf, Extent= 0.0 --» 11.50 ft, Tributary Width= 7.0 ft, (MECHANICAL SCREEN WALL) Point Load: D = 1.062, Lr= 0.09767 k@ 11.0 ft, (REACTION MB-3) .. DE$iGN siiMMAR't' -'.:::'-'--'-':-:-------------.,,...,,,--,-,--:--:,----c--:---:-----=-,-----------------~~---, Maximum Bending= 6.786k-ft Maximum Shear= 0.8116 k Load Combination -FD+Lr+H Load Combination +D+Lr+H Location of maximum on span 10.944ft Locati_on 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 Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Load Combination Max Stress Ratios Segment Length Span # Overall MAXimum Envelope Dsgn. L = 20.08 ft +D+H Dsgn. L = 20:08 ft +D+L+H Dsgn. L = 20.08 ft +D+Lr+H Dsgn. L = 20.08 ft +D+S+H Dsgn. L = 20.08 ft +D+0.750Lr+0.750L +H Dsgn. L = 20.08 ft +D+0.750L-+-0.750S+H Dsgn. L = 20.08 ft +D+0.60W+H Dsgn. L = 20.08 ft +D+0.70E+H Dsgn. L = 20.08 ft +D+O. 750Lr+O. 750L +0.450W+H Dsgn. L = 20.08 ft +D+0.750L +0.750S+0.450W+H Dsgn. L = 20.08 ft +D+0.750L+0.750S+0.5250E+H Dsgn. L = 20.08 ft +0.60D+0.60W+0.60H Dsgn. L = 20.08 ft +0.60D+0.70E+0.60H Dsgn. L = 20.08 ft 1 : '_q_vii~JFM~tmu.m ifeti~ctions _ l:.oad CorliBage 16 of 81 +D+Lr+H M V Span Max."-" Deft 1 0.1433 0.010 in 0.000 in 0.143 in 0.000 in 24666 0 1681 0 Summary of Moment Values · Mmax+ Mmax -Ma -Max Mnx Mnx/Omega Cb 6.79 6.79 6.30 6.30 6.30 6,30 6.79 6.79 6.30 6.30 6.67 6.67 6.30 6.30 6.30 6.30 6.30 6.30 6.67 6.67 6.30 6.30 6.30 6.30 3.78 3.78 3.78 3.78 .... -,_... .. , .. -· ,,.._,,,,._., Location in Span Load Combination 10.441 Rm Summary of Shear Values Va Max Vnx Vnx/Omega 0.81 0.77 0.77 0.81 0.77 0.80 0.77 0.77 0.77 0.80 0.77 0.77 0.46 0.46 Max. '+1' Deft Location in Span 0.0000 ·o.ooo Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Description : Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H MB-4(ALT) +D+S+H +D+0.750Lr+0.750L +H +D+0.750L +0.750S+H +D+0.60W+H +D+0.70E+H +D+O. 750Lr+0.750L +0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H DOnly Lr Only LOnly sonly WOnly EOnly HOnly Page 17 of 81 Support 1 0.812 0.044 0.767 0.767 0.812 0.767 0.801 0.767 0.767 0.767 0.801 0.767 0.767 0.460 0.460 0.767 0.044 Support2 0.751 0.054 0.697 o·.697 0.751 0.697 0.737 0.697 0.697 0.697 0.737 0.697 0.697 0.418 0.418 0.697 0.054 Project Title: En9ineer: ProJect Descr: Project ID: Printed: 11 MAR2016, 9:50AM ._File0='.\\WDMY,CtQUDEX4\Public\C7NRSP.:,.3\CAMEFIRE\WORK\C5LBT6.:.Q:EC6·ec : .. : · ,· \' . : . ' " ; '. .: ·. :ENiRCAtc; ·fNJ;, 19,8S.:20ili;· Buiid:_6.:i 5, 10;6,: Ver:6;152:3)': ' Support notation : Far left is #1 Values in KIPS Title Block Line 1 You can change this area , using the "Settings" menu item and then using the • Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project Descr: Project ID: Printed: 9 MAR 2016, 12:25PM · ·. Fil~f=1\IWDM'i'CLGUOEX4\P.ublic\C7NRSR"3\GAMPEIRE\WORK\'C5tBT6~(;),EC6 ' ' ·. ::~ ::/_; < . ::: . :·:~~!:R9Atc,1NcAe.8,3::2015;,Buii~:6:f5,10.~,Yer:6:15'.f3t.: Description : MB-5 . ,. -G~rieraf:seam · Propediei ... -... Elastic Modulus 29,000.0 ksi Span #1 Span Length = 3.0 ft Area= 10.0 in"2 Moment of Inertia = 100.0 in"4 "T ''T f f D(0.022.Lr{0.03) f • Span =3.0 ft ~ . : AP.P.li~~ ·~-~~cfs, .. : . . . '. Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, Lr= 0.020 ksf, Tributary Width = 1.50 ft, (ROOF) Point Load : D = 0.05625 k@ 1.0 ft, (MECHANICAL UNIT (225 LBS MAX)) Point Load : D = 0.05625 k @2.0 ft, (MECHANICAL UNIT (225 LBS MAX)) .. DESi<;N SUMMARY . , ... Maximum Bending = 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 Load Combination Max Stress Ratios Segment Length Span # Overall MAXimum Envelope Dsgn. L = 3.00 ft +D+H Dsgn . .L = 3.00 ft +D+L+·H Dsgn. L = 3.00 ft +D+Lr+H Dsgn. L = 3.00 ft +D+S+H Dsgn. L = 3.00 ft +D+0.-750Lr+0.7-50L +H Dsgn. L = 3.00 ft +D+0.750L +O. 750S+H Dsgn. L = 3.00 ft +D+0.60W+H Dsgn. L = 3.00 ft +D+0.70E+H , Dsgn. L = 3.00 ft +D+O. 750Lr+0.750L +0.450W+H Dsgn. L = 3.00 ft +D+0.750L +0.750S+0.450W+H Dsgn. L = 3.90 ft +D+0.750L +0.750S+0.5250E+H Dsgn. L = 3.00 ft +0.60D+0.60W+0.60H Dsgn. L == 3.00 ft +0.60D+0;70E+0.60H Dsgn. t = 3.00 ft 1 ... Qxeran:~:a!irn~m pelle~ticins LoadCorli8age 18 of 81 +D+lr+H M V .. . ···-·· Span Max."·" Defl 1 0.0001 0.115k-ft +D+Lr+H 1.500ft Span# 1 0.000 in 0.000 in 0.000 in 0.000 in Maximum Shear = Load Combination Location of maximum on span Span # where maximum occurs 0 0 548535 0 Summary of Moment Values Mmax+ Mmax -Ma • Max Mnx Mnx/Omega Cb 0.12 0.12 0.08 0.08 0.08 0.08 0.12 0.12 0.08 0.08 0.11 0.11 0.08 0.08 0.08 0.08 0.08 0.08 0.11 0.11 0.08 0.08 0.08 0.08 0.05 0.05 0.05 0.05 . -. ,. ---,· Location.in Span Load Combination 1.515 Rm 0.1350 k +D+Lr+H 0.000 ft Span# 1 Summary of Shear Values Va Max Vnx Vnx/Omega 0.14 0.09 0.09 0.14 0.09 0.12 0.09 0.09 0.09 0.12 0.09 0.09 0.05 0.05 Max. "+" Deft Location in Span 0.0000 0.000 Title Block Line 1 You can change this area "' using the "Settings' menu item and then using the "Printing & Title Block" selection. Title Block Line 6 .. ,,, .Description : MB-5 ·. y~~ic~i Reactfons. Load Combination Overall·MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L +H +D+0.750L +O. 750S+H +D+0.60W+H . +D+0.70E+H +D+O. 750Lr+0.750L +0.450W+H +D+0.750L +0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H DOnly Lr Only LOnly SOnly WOnly EOnly HOnly Page 19 of 81 Support 1 0.135 0.045 0.090 0.090 0.135 0.090 Q.124 0.090 0.090 0.090 0.124 0.090 0.090 0.054 0.054 0.090 0.045 Support2 0.135 0.045 0.090 0.090 0.135 0.090 0.124 0.090 0.090 0.090 0.124 0.090 0.090 0.054 0.054 0.090 0.045 Project Title: Engineer: Project Descr: Project ID: Printed: 9 MAR 2016, 12:25PM • .. · . '. F{i~;,;~\WD~"l'.µt0UDEX;t\Pu~fic\C7~RS~'"3\C~MRFI_REIWQR~C5~[3T6:;,Q;~~6:r ~ · _ _ ;· _ • • : ;, _ 1_-~ ..c _ • .. ,· :EN~RC.6.~C,.INC~-:t,98~291.5; '~lilld:6: 15,10.6,: Ver:6,~5;3:31,: , Support notation : Far left is #1 Values in KIPS Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Description : MB-6 ···Gen~r~f Beain 'Pr6pertie!! . ------- Elastic Modulus 29,000.0 ksi Span #1 Span Length = T c \AppHec11t.:oac1s ...... . ~ ., -,,.,.,~ . Load(s) for Span Number 1 7.0 ft Point Load: D = 0.10 k@ 1.0 ft, (MECHANICAL UNIT) Point Load: D = 0.10 k@4.750 ft, (MECHANICAL UNIT) , Point Loc1d : D = 0.090, Lr= 0.0450 k @ 3.0 ft, (REACTION MB-5) Point Load : D = 0.090, Lr= 0.0450 k @ 5.0 ft, (REACTION MB-5) DESIGN SUMMARY . . . Maximum Bending = 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 DE:lflection 0.501 k-ft +D+Lr+H 3.010ft Span# 1 0.000 in 0.000 in 0.002 in 0.000 in Project Title: Engineer: Project ID: Project Descr: Printed: 9 MAR 2016. 12:44PM File ;=\\W0MYCL0UDEX4\Puolic\C7NRSFi-3\GAMf'EIRE\WORK'iC51:BT6;;.(;l:EC6 , '. ,; " ' ' a ' -. '. -,' '. .' : !::NERCALG: ING:1983-20j5;-Build:6..15,10.6, Ver:6:15:3.31 • Area= 10.0 in"2 Moment of Inertia = 100.0 in"4 rr Span=7.0ft Service loads entered. Load Factors will be applied for calculations. Maximum Shear = Load Combination Location of maximum on span Span # where maximum occurs 0 0 54503 0 0.2364 k +D+Lr+H 5.005 ft Span# 1 --:MaxJmu!!l ·Fotces & Stresse~ for Load Cotnbioatibns Max Stress Ratios ---'-~--~--~~-~------------~-~--Load Combination Segment Length Summary.of Moment Values Summary of Shear Values Overall MAXimum Envelope . Dsgn. L = 7.00 ft +D+H Dsgn. L = 7,00 ft +D+L+H Dsgn. L = 7.00 ft +D+Lr+H D~gn. L = 7.00 ft +D+S+H Dsgn. L = 7.00 ft +D+0.750Lr+0.750L +H Dsgn. L = 7.00 ft +D+0.750L +0.750S+H Dsgn. L = 7.00 ft +D'l{).60W+H Dsgn. L = 7.00 ft +D+0.70E+H Dsgn. L = 7.00 ft Span# +D+O. 750Lr+0:750L +0.450W+H Dsgn. L = 7.00 ft +D+0.750L +0.750S+0.450W+H Dsgn. L = 7.00 ft +D+O. 750L +0.750S+0.5250E+H Dsgn. L = 7.00 ft +0.60D+0.60W+0.60H Dsgn. L = 7 .00 ft -t{).60D+0.70E+0.60H Dsgn.LpJ~tft20 of 81 M V Mmax+ Mmax- 0.50 0.39 0.39 0.50 0.39 0.47 0.39 0.39 Q.39 0.47 0.39 0.39 0.24 0.24 Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega 0.50 0.24 0.39 0.20 0.39 0.20 0.50 0.24 0.39 0.20 0.47 0.22 0.39 0.20 0:39 0.20 0.39 0.20 0.47 0.22 0.39 0.20 0.39 0.20 0.24 0.12 0.24 0.12 -4 Title Bfock Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 .. ,,, Description : MB-6 · . 6~er~I! M~x:imum Defiectit>n$ Load Combination +Q+Lr+H < :y~~i~~I ;f~elc!ic?n,s ... .. Load Combination Overall MAXimum Overall-MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L +0.750S+H +D+0.60W+H +D+0.70Ei'H +D+0.750l:r+0.750l+0.450W+H +D+0.750L +0.750S+0.450W+H +D+0.750L +0.750S+0.5250E+H ~.60D+0.60W+0.60H +0.60D+0.70E+0.60H DOnly Lr Only LOnly SOnly WOnly EO~ly HOnly Page 21 of 81 Span · Support 1 0.234 0.039 0.195 0.195 0.234 0.195 0.224 0.195 0.195 0.195 0.224 0.195 0.195 0.117 0.117 0.195 0.039 Max."-" Dell 0.0015 Support2 0.236 0.051 0:·185 0.185 0.236 0.185 0.224 0.185 0.185 0.185 0.224 0.185 0.185 0.111 0.111 0.185 0.051 Project Title: Engineer: Project Descr: Project ID: Printed· 9 MAR 2016, 12:44PM F.ile·=-\IWDM't'CLOUDEX4\E'ublic\67NRSP'i-3\CAMRF:IREIWORKIC5LBT6-,,Q.EC6 .. ·. · . , . · ._. • EN~BCALC,.IN(:.1983-2015,Bujld:{i.15.10:6, Ver:6.15.3.31 .· Location in Span Load Combination Max.".+!' Dell Location in Span 3.570 0.000 Support notation : Far left is #1 0.0000 Values in KIPS Title Block Line 1 You can.change this area using the "Settings• menu item and then using the 'Printing & Title Block" selection. Title Block Line 6 .... , Description : MB-7 Elastic Modulus 29,000.0 ksi project Title: Engineer: Project ID: Project-Descr: Printed: 9 MAR 2016. 12:49PM . . ~ Eile0=\\WDli1Y~l:'.g_u0EX4\RubJi~\C:7NRSP;,3\CAMPF,IHEIW,ORK\C5lffiJ~-Q.EC6 ;\' ~'-: ·: ~ , -~ ·~ .~'~ENERCALC:INQ: 19~3:2015; !3uiJd;6:.15J0:6~ V~l':6:15;3.3f·:_; • Span #1 Spanlength = 11.0 ft Area= 10.0 in"2 Moment of Inertia = 100.0 in"4 T O(o.o,r.MO) ~y·, Span= 11.0ft '". Applied Loads . .. ,....~). . . Load(s) for Span Number 1 Point Load: D = 0.10 k@2.670ft, (MECHANICAL UNIT) Point Load: D = 0.10 k@4.250 ft, (MECHANICAL UNIT) Point Load : D = 0.090, Lr= 0.0450 k @ 6.750 ft, (REACTION MB-5) Point Load ; D = 0.090, Lr= 0.0450 k @ 8.50 ft, (REACTION MB-5) Point Load : D = 0.090, Lr= 0.0450 k@ 1.0 ft, (REACTION MB-5) Point Load: D = 0.10 k@8.50 ft, (MECHANICAL UNIT) 'bESiGN SUMMARY -- Maximum Bending = Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Ma1< Downward Total Deflection Max Upward Total Deflection 1.031 k-ft +D+Lr+H 6.710ft Span# 1 0.001 in 0.000 in 0.008 in 0.000 in Service loads entered. Load Factors will be applied for calculations. Maximum Shear = Load Combination Location of maximum on span Span # where maximum occurs 95744 0 16827' 0 0.3654 k +D+Lr+H 0.000 ft Span# 1 _Max,ii!tY.1!1.F<>r~~s & Stresses f~r-.Load Ct>mhi~atio1:is · Load Combination Max Stress Ratios ------,s=-u-m-ma_ry_o....,f""'M,-om_e_n~t V.,.-a.,..-lu-es _________ S.,..-u_m_m-ary-of~S-he_a_r V,-a.,.-lu-es- Segment Length Span# M V Mmax + Mmax -Ma -Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXitnum Envelope Dsgn. L = 11.00 ft +D+H Dsgn. L = 11.00 ft +D+L+H Dsgn. L = 11.00 ft +D+Lr+H Dsgn. L = 11.00ft +D+S+H Dsgn. L = 11.00 ft +D+0.750Lr+0.750L+H Dsgn. L= 11.00ft +D+0.750L +O. 750S+H · Dsgn. L = 11.00 ft +D+0.60W+H Dsgn. b = 11.00 ft +D+0.70E+H Dsgn. L = 11.00 ft +D+0.750Lr+0.750L +0.450W+H Dsgn. L = 11.00 ft +D+0.750L+0.750S+0.450W+H Dsgn. L = 11.00 ft +D+0.750L +0.750S+0.5250E+H Dsgn. L = 11.00ft +0.60D+0.60W+0.60H Dsgn. L_p.11.J)D.~2 of 81 +0.60D+0.ro~ Dsgn. L= 11.00ft 1 1.03 0.83 0:83 1.03 0.83 0.98 0.83 0.83 0.83 0.98 0.83 0.83 0.50 0.50 1.03 0.83 0.83 1.03 0.83 0.98 0.83 0.83 0.83 0.98 0.83 0.83 0.50 0.5Q 0.37 0.30 0.30 0.37 0.30 0.35 0.30 0.30 0.30 0.35 0.30 0.30 0.18 0.18 .., Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 ,.,,, Description : MB-7 , . ·-ovefa1i ·M~ihium :oetiections· · Load Combination +D+Lr+H ' \1~-~~B'if~e.a9Jii'.>ris Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L +H +D+0.750L +0.750S+H +D+0.60W+H +D+0.70E+H . +D+O. 750Lr+0.750L +0.450W+H +D+0.750L +0.750S+0.450W+H +D+O. 750L +O. 750S+0:5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H DOnly Lr Only LOnly sonly WOnly EOnly lfOnly Page 23 of 81 Span Support 1 0.365 0.069 0.297 0.297 0.365 0.297 0.348 0.297. 0.297 0.297 0.348 0.297 0.297 0.178 0.178 0:297 0.069 Max. "-"Dell 0.0078 Support2 0.340 0.066 0.273 0.273 0.340 0.273 0.323 0.273 0.273 0;273 0.323 0.273 0.273 0.164 .0.164 0.273 0.066 Project Title: Engineer: · Project Descr: Project ID: Printed: 9 MAR 2016. 12:49PM .. ;, : ' ''File ;, 1\WQM,YCtQ~D!:)(4\PObfic\C7N~S~-"3\QAMPF[RE\WORK\C5LBT6-,Q.EG6 .• ,: ·' .;E;N,ERGALC;'INC.-19SS:20~5;:~uil,d:6'.15.10.6;Ver:6.'15.3:31. , Location in Span Load Combination 5.610 Support notation : Far left is #1 Max."+" Dell 0.0000 Values in KIPS • Location in Span 0.000 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 ;.:~eh~er:al Be~mAnai_ys"is: . ,.J.... ~ ' ' ' ~ ' -------.. ,,, Description : MB-8 -~~o~ia(Beam :Properti~s: . . -.. , Elastic Modulus 29,000.0 ksi Span #1 Span Length = 7.250 ft Area= D . 5 Span= 7250 ft Project Title: En~ineer: Project Descr: Project ID: Printed. 11 MAR 2016, 9.48AM ; .F.ile,'s;,\\WDMYCli0l:JDEX4\Public\GZNRSP-3\CAM8FIRE\WORK\G5LS:[6;,Q,EG6 . :" · . ; , : ':> '.f,i:NEReAi;.c:,,"'e,t9?3'201s/sui1c1:ci;1-s,fo:s,v~ri~:.1s;3:s1r ... .. I. I I ; '- 10.0 in"2 Moment of Inertia = 100.0 in"4 ;· A ppUe~ Loc1_ds_. . Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0050 ksf, Extent= 0:0 --» 7.250 ft, Tributary Width= 7.0 ft, (MECHANICAL SCREEN WALL) cf~S,IGN SUMMARY M;;iximum Bending = 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 Load Combination Max Stress Ratios . Segment Length Span # Overall MAXimum Envelope Dsgn. L = 7.25 ft +D+H Dsgn. L = 7.25 ft +D+L+H Dsgn. L = 7.25 ft +D+Lr+H Dsgn. L = 7.25 ft +D+S+H Dsgn. L = 7.25 ft +D+O. 750Lr+O. 750L +H Dsgn. L = 7.25 ft +D+0.750L+0.750S+H Dsgn. L = 7.25 ft +D+0.60W+H Dsgn. L = 7.25 ft +D+0.70E+H Dsgn. L = 7.25 ft +D+0.750Lr+0.750L +0.450W+H Dsgn. L = 7.25 ft +D+0.750L +0.750S+0.450W+H Dsgn. L = 7.25 ft +D+0.750L+0.750S+0,5250E+H Dsgn. L = 7.25 ft +0.60D+0.60W+0.60H Dsgn. L = 7 .25 ft +0.60D+0.70E+0.60H Dsgn. L = 7.25 ft 1 M V 0.230 k-ft +D+H 3.625ft Span# 1 0.000 in 0.000 in 0.001 in 0.000 in 'Mmax+ 0.23 0.23 0.23 0.23 0.23 0.23 0.23 0.23 0.23 0.23 0.23 0.23 0.14 0.14 Maximum Shear = Load Combination Mmax- Location of maximum on span Span # where maximum occurs 0 0 115041 0 S~mmary of Moment Values Ma-Max Mnx Mme/Omega Cb 0.23 0.23 0.23 0.23 0.23 0.23 0.23 0.23 0.23 0.23 0.23 0.23 0.14 0.14 I :Qv_Eir~i(M_axfrniim O.eflectfohs '"-~ '"' r ,. ,_ • ,. ••~ ~ ·~ .,. • ''" ,. •• , '"' " <+ ,, ... ,.i-'" Load Combination DOnly Page 24 of 81 Span Max. "-"Deft Location in Span Load Combination 1 9.0008 3.661 0.1269 k +D+H 0.000 ft Span# 1 Summary of Shear Values Rm Va Max Vnx Vnx/Omega 0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.08 0.08 Max."+" Deft Location in Span 0.0000 0.000 Title Block Line 1 You can change this area using the 'Settings" menu item and then using the 'Printing & Title Block" selection. Title Block Line 6 1,11• Description : MB-8 . ·. Vertic@f Re~ctio~~ ~ .... Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D-l{).750Lr-l{).750L-+H +0-l{).750L-l{).750S+H +D-l{).60W+H +D+0.70E+H +D+O. 750Lr+0.750L +0.450W+H +D+0.750L +0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D-l{).60W+0.60H +0.60D+0.70E+0.60H DOnly Lr Only LOnly SOnly WOnly EOnly HOnly Page 25 of 81 Support 1 0.127 0.076 0.127 0.127 0.127 0.127 0.127 0.127 0.127 0.127 0.127 0.127 0.127 0.076 0.076 0.127 Support2 0.127 0.076 0.127 0.127 0.127 0.127 0.127 0.127 0.127 0.127 0.127 0.127 0.127 0.076 0.076 0.127 Project Title: Engineer: Project Descr: Project ID: Printed: 11 MAR 2016, 9:48AM . . . .. ' "iFiJec¼ \\WDMY.ClOIJDEX41Public\C7NRSF'"'3\CAMRFIRE\WORK\C5l:BT6;;Q:EG6!} .·: ,: . ,, ;: '·: .. : :· :, '~EN~RG,l(LG;iN,C; ~953-;10'15, \3un~:6:.1p.1,0.6;Ver:p:1S:3:~1; C Support notation : Far left is #1 Values in KIPS Title Block Line 1 You can cbange this area using the "Settings" menu item · and then using the "Printing & Title Block" selection. Title Block Line 6 I ,ti' Description : MB-9 . :Gi11~r~I ijeam:iroperties· . Elastic Modulus 29,000.0 ksi Span #1 Span Length = 20.080 ft Area= Project Title: Engineer: Project Descr: Project ID: Printed: 11 MAR 2016, 9:59AM .•• , ,• . Fil1.#1\Wl;lMY.9~0WDEX4\Public\~7NR9fc.:.,31cAMPF.IRE\~O.R~~5LBT6-'Q£Cll, ·. : . ,ENERCAtQ,:JNC, 1983'2915} ~uild:6:,19,J P,6,Ner:6.15,3;31 10.0 in"2 Moment of Inertia = D(0.80271r0.04497) D/0.035) + + + Span = 20.080 ft . :Ap_p'ii~l~o~ds .. Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D = 0.0050 ksf, Extent= 15.250--» 20:080 ft, Tributary Width= 7.0 ft, (MECHANICAL SCREEN WALL) Point Load: D = 0.8027, Lr= 0.04497 k@ 16.750 ft, (REACTION MB-16) . ·DESiGN-Sl.!MMA.RY Maximum Bending = Load Combination Location of maximum on span Span# where maximum occurs Maximum Deflection Max Downward Transierit Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 2.647 k-ft +D+Lr+H 16.666ft Span# 1 0.002 in 0.000 in 0.048 in 0.000 in · JJl~~lm~ro For9e.s lfstresS!!S for·Load Combinatio~s · Load Combination Segment Length . Span # Overall MAX(mum Envelope Dsgn. L = 20.08 ft +D+H Dsgn. L = 20.08 ft +D+L+H Dsgn. L = 20.08 ft +D+Lr+H Dsgn. L = 20.08 ft +D+S+H Dsgn. L = · 20.08 ft +D+0.750Lr+0.750L +H Dsgn. L = 20.08 ft +D+0.750L +0.750S+H Dsgn. L = 20.08 ft +D+0.60W+H Dsgn. L = 20.08 ft +D+0.70E+H Dsgn: L = 20.08 ft +D+O. 750Lr+O. 750L +0.450W+H Dsgn. L = 20.08-ft +D+0:750L +0.750S+0.450W+H Dsgn. L = 20.08 ft +D+0.750(. +0.750S+0.5250E+H Dsgn. L = 20.08 ft +0.60D+0.60W+0.60H Dsgn. L = 20.08 ft · 1 -l:D.60D+0.70E+0.60H Dsgn. L = 20.08 ft " . Qyer~ll ~axim4111 D_~fle~tio_ns . Max Stress Ratios -M V Mmax+ 2.65 2.52 2.52 2.65 2.52 2.62 2.52 2.52 2.52 2.62 2.52 2.52 1.51 1.51 ·-·-.. -, .. Maximum Shear= Load Combination Mmax- Location of maximum on span Span # where maximum occurs 108149 0 5013 0 Summary of Moment Values Ma-Max Mnx Mnx/Omega Cb 2.65 2.52 2.52 2.65 2.52 2.62 2.52 2.52 2.52 2.62 2.52 2.52 1.51 1.51 Rm 0.8558 k +D+Lr+H 20.080 ft Span# 1 Summary of Shear Values Va Max Vnx Vnx/Omega 0.86 0.82 0.82 0.86 0.82 0.85 0.82 0.82 0.82 0.85 0.82 0.82 0.49 0.49 LoadCorfi8~ 26 of 81 Span Max."-" Deft Location in Span Load Combination Max. ";.!' Deft Location in Span +D+Lr+H 1 0.0481 11:446 0.0000 0.000 Title Block Line 1 You can change this area · using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Description : MB-9 · \Fertical'.Reactions -_ Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L +H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L +0:450W+H +D+0.750L+0.750S+0.450W+H +D+O. 750L +O. 750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H DOnly Lr Only LOnly sonly WOnly EOnly HOnly Page 27 of 81 Support 1 0.161 0.007 0.153 0.153 0.161 0.153 0.159 ·0.153 0.153 0.153 0.159 0.153 0.153 0.092 0.092 0.153 0.007 Support2 0.856 0.038 0.818 0.818 0.856 0.818 0.846 0.818 0.818 0.818 0.846 0.818 0.818 0.491 0.491 0.818 0.038 Project Title: En9ineer: Project Descr: Project ID: Pnnted: 11 MAR 2016, 9:59AM :· Eileo=:WIVQM'\'C~OUD~4\Putiii6\C7_NRSP,'-3\CAMPEIR~W.0RK\G51:.BT6-Q:ECp; . • • , .. •0,· • • 't/"·ENERCk,GC,INC:-1983c2Q15;.El_uild:fi;15.10.6,Ver:6.15.3_jf : Support notation : Far left is #1 Values in KIPS Title Block Line 1 You can change this area using the "Settings' menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Description: MB-10 ,·:·:G~-n~r~fifeamProperties,·. Elastic Modulus 29,000.0 ksi Span #1 Span Length = :: ;.Applied, LQa~s Load(s) for Span Number 1 3.250 ft Point Load : D = 0.10 k@ 2.670 ft, (MECHANICAL UNIT) Area= Span = 3.250 ft Project Title: En~ineer: Proiect Descr: Project ID: Printed: 9 MAR 2016, 4:52PM fiff=~\WDN1Yc:~9up~X41M/ic\i7N~.s~~'31~M1~FIR,~Wq~1<1<::StBT6 .. 9:~c~,-; .'· ·:, .· :.< ~ ,/,::~N\:RCALC,ING-19~3:201p,,~uila:!3..15:10.6,:Ver:6;j~3.~1 i .. 10.0 in"2 Moment of Inertia = 100.0 in"4 T Service loads entered. Load Factors will be applied for calculations. Point Load: D = 0.090, Lr= 0.0450 k@ 1.0 ft, (REACTION MB-5) DESIGN .SUMMARY . .. . . Maximum Bending = 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 0.111 k-ft +D+Lr+H 1 :00Bft Span# 1 0.000 in 0.000 in 0.000 in 0.000 in : _.. Maximum :Forces·& Stresses forLo~d Com!JinatiQns · Load Combination Max Stress Ratios Maximum Shear = Load Combination Location of maximum on span Span # where maximum occurs 0 0 566265 0 Summary of Moment Values Segment Length Span # M V Mmax+ Mmax-Ma~Max Mnx Mnx/Omega Cb Overall MAXimum Envelope Dsgn. L = 3.25 ft +D+H Dsgn. L = 3.25 ft +D+L+H Dsgn. L = 3.25 ft +D+Lr+H Dsgn. L = 3.25 ft +D+S+H Dsgn. L = 3.25 ft +D+0.750Lr+0.750L +H Dsgn. L = 3.25 ft +D+0.750L +0.750S+H Dsgn. L = 3.25 ft +D+0.60W+H Dsgn. L = 3.25 ft +D+0.70E+H Dsgh. L = 3.25 ft +D+O. 750Lr+O. 750L +0.450W+H Dsgn. L = 3.25 ft +D+O. 750L +0.750S+0.450W+H Dsgn. L = 3.25 ft +D+0.750L +O. 750S+0.5250E+H Dsgn. L = 3.25 ft +0.60D+0.60W+0.60H Dsgn. L = 3.25 ft +0.60D+0.70E+0.60H Dsgn. L = 3.25 ft . 6ve~alFMaximum tiefiectfons .. ,.,, ... : . . . -.,·. _.,._ .· -·. LoadCorfiB. 28 of 81 Span +D+Lr+H 1 0.11 0.11 0.08 0:08 0.08 0.08 0.11 0,11 0.08 0.08 0.10 0.10 0.08 0.08 0.08 0.08 0.08 0.08 0.10 0.10 0.08 0.08 0.08 0.08 0.05 0.05 0.05 0,05 . --.,, . -. , , . Max."-" Deft Location in Span Load Combination 0.0001 1.593 0.1237 k----,1 +D+Lr+H 2.6s1 tt I Span# 1 Summary of Shear Values Rm Va Max Vnx Vnx/Omega 0.12 0.11 0.11 0.12 0.11 0,12 0.11 0.11 0.11 0.12 0.11 0.11 0.07 0.07 Max."+" Deft Location in Span 0.0000 0.000 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & TitleBlock" selection. Title Block tine 6 1,11• Description: MB-10 Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L +H +D+0.750L +O. 750S+H +D+0.60W+H +D+0.70E+H +D+0.750lr+0.750L +0.450W+H +D+0.750L +0.750S+0.450W+H +D+0.750L +0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H DOnly Lr Only LOnly SOnly WOnly EOnly H Only Page 29 of 81 Support 1 0.111 0.031 0.080 0.080 0.111 0.080 0.104 0.080 0.080 0.080 0.104 0.080, 0.080 0.048 0:048 0.080 0.031 Support2 0.124 0.014 0:110 0.110 0.124 0.110 0.120 0.110 0.110 0.110 0.120 0.110 0.110 0.066 0.066 0.110 0.014 Project Title:· Engineer: Project Descr: Project ID: Pnnted: 9 MAR 2016, 4:52PM . -: lile;~\1WpMJC,LG~_[)l:X~IPulilic\G7NR~P--31yAMPF,1'11;\WORKIC5tST6-'Q.EC6;~ -. -' . · " ': .. : . : :; ,; ,-: ·:"· :ENERGAk(,;;JNQ.;-J9~a:20.15,Build:6J5, 10:6;Ver:,6,~fi:3,~1 , -: • _ Support notation : Far left is #1 Values in KIPS Title Block Line 1 You can change this area using the HSettings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Description : MB-11 . ~:-Gen~r~l'Beam· Properties Elastic Modulus 29,000.0 ksi Span #1 Span Length = ; : Appijed Load$. · " . . . ~ -· .......... "• Load(s) foF Span Number j 2.580 ft Point Load: D = 0.10 k@ 1.830 ft, (MECHANICAL UNIT) Area= Span = 2.580 fl Project Title: Engineer: Project ID: Project Descr: Printed: 9 MAR 2016, 4.53PM 'F;)le,,;'\\WDMYGµQUDEX4\Publig\C7N~~p.:31c~MPEIRE\IJVORK\C5l:BT6~Q;EC§•.', ·· · ENERG,ALC,'!NG."198p-2Q.15, ~uijp:6,J~.10:~,Ver.6.J5.3.31 : , • 10.0 in"2 Moment of Inertia = 100.0 in"4 Service loads entered. Load Factors will be applied for calculations. Point Load : D = 0.090, Lr= 0.0450 k@ 1.0 ft, (REACTION MB-5) .. ;iJESIGN $UMMARY . . .. Maximum Bending = 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 0.112k-ft +D+Lr+H 1.006ft Span# 1 0.000 in 0.000 in 0.000 in 0.000 in . ~aximum-Forces ~ stre~~e~ ·tor .~qad ·C.omllinati9ns Max Stress Ratios Maximum Shear = Load Combination Location of maximum on span Span # where maximum occurs 0 0 710181 0 · Summary of Moment Values Load Combination Segment Length Span# M V Mmax+ Mmax-Ma-Max Mnx Mnx/Omega Cb Overall MAXimum Envelope Dsgn. L = 2.58 ft · +D+H Dsgn. L = 2.58 ft +D+L+H Dsgn. L = 2.58 ft +D+Lr+H Dsgn. L = 2.58 ft +D+S+H Dsgn. L = 2.58 ft +D-+-0.750Lr-+-0.750L +H Dsgn. L = 2.58 ft +D-+-0.750L-+-O. 750S+H Dsgn. L = 2.58 ft +D-+-0:60W+H Dsgn. L = 2.58 ft +D-+-0.?0E+H Dsgn, L = 2.58 ft ·+0-+{); 750Lr-+-0.750L-+-0.450W+H Dsgn. L = 2.58 ft +D-+-0.750L-+-0.750S-+-0.450W+H Dsgn. L = 2.58 ft +D-+-0.750L-+-0.750S-+-0.5250E+H Dsgn. L = 2.58 ft -+-0.60D-+-0.60W-+-0.60H Dsgn. L = 2.58 ft -+-0.60D-+-0.70E-+-0.60H Dsgn. L = 2.58 ft 1 over.ail ·rvfaximuiri Deftedioris . .... ,.. -.-..:. .,, -. . Load CoriiBage 3 0 of 81 Span +D+Lr+H 1 0.11 0.11 0.08 0.08 0.08 0.08 0.11 0.11 0.08 0.08 0.10 0.10 0.08 0.08 0.08 0.08 0.08 0.08 0.10 0,10 0.08 0,08 0.08 0.08 0.05 0.05 0.05 0.05 Max."-" Deft Location inSpan Load Combination 0.0000 1.290 Rm 0.1233 k +D+Lr+H 1.832 ft Span# 1 Summary of Shear Values Va Max Vnx Vnx/Omega 0.12 0.11 0.11 0.12 0.11 0.12 0.11 0.11 0.11 0.12 0.11 0.11 0,06 0,06 Max. "+'' Deft Location in Span 0.0000 0.000 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 ... ,:, 'Description : MB-11 '. :verti¢a_l·R~·actfons .. Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D-+O: 750Lr-+0.750L +H +D-+0.750L-+0.750S+H +D-+0.60W+H +D-+O.?0E+H +D-+0.750Lr-+0.750L-+0.450W+H +D-+O. 750L-+0.750S-+0.450W+H +D-+O. 750L-+O. 750S-t0.5250E+H -+0.60D-+0 .. 60W-+0.60H -+0.60D-+0.70E-+0.60H DOnly Lr Only LOnly SOnly WOnly EOnly HOnly Page 31 of 81 Support 1 0.112 0.028 0.084 0.084 0.112 0.084 0.105 0.084 0.084 0.084 0.105 0.084 0.084 0.051 0.051 0.084 0.028 Support2 0.123 0.017 0.106 0.106 0.123 0.106 0.119 0.106 . 0.106 0.106 0.119 0.106 0.106 0.063 0.063 0.106 0.017 Project Title: Engineer: Project Descr: . Project ID: Printed· 9 MAR 2016, 4:53PM :File4°,\\WDMYcc;:EOUDEX4.\Rublic\C7NRSP.i,,3\CAMP.FIRE\W0RK\C51:BTo,:;Q;EC6· ·. · · .· ' ,' .·~, : · ., :> , · ·:-< ENERCALC)Nc: :1 Q~3;20f5,'Build:q,1c!j.1Q:6;'\(ei':6;,15'.3.ai . Support notation : Far left is #1 Values in KIPS Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project Descr: Project ID: Printed: 11 MAR 2016, 10:02AM '.:G~n~r~t Beam-Attal_y,s·,s-''file~ \\W,9MY.C~,ou~~4\Public\GJNRSP-,3\CAMPF.IR~WORK\C5lBT6-Q:EC6. _ _ . , ," _-' 'lcJ'/E,RCAl:.C;JNC.,19sa,io;_5;,Build:6:1,5,10.6, Ver:6.-15,3:-31 •• --• < ' •• ,,4 Description: MB-12 ~ ,~iio.ir~f a~~m Pro·p~~iis·" Elastic Modulus 29,000.0 ksi Span #1 Span Length = 3.250 ft Area= 10.0 in"2 . Moment of Inertia = 100.0 in"4 + 0/0.035) + + • · Span = 3.250 ft ; . Apelie~Joa_ds . Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0050 ksf, Tributary Width= 7.0 ft, (MECHANICAL SCREEN WALL) DES/Gt-iSUMMARY . -. -. Maximum Bending = 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 0.046 k-ft +D+H 1.625ft Span# 1 0.000 in 0.000 in 0.000 in 0.000 in . ·:~faxi!TIU.m Forces & Stress~,$ foi lp~d Combinatio_n~ : Load Combination Max Stress Ratios Maximum Shear = Load Combination Location 6f maximum on span Span # where maximum occurs 0 0 1277079 0 Summary of.Moment Values Segment Length Span # M V Mmax+ Mmax-Ma-Max Mnx Mnx/Omega Cb Overall MAXimum Envelope Dsgn. L = 3.25 ft +D+H Dsgn. L = 3.25 ft +D+L+H Dsgn. L = 3.25 ft +D+Lr+H Dsgn. L = 3.25 ft +D+S+H Dsgn. L = 3.25 ft +D+0.750Lr+0.750L +H Dsgn. L = 3.25 ft +D+0.750L +O. 750S+H Dsgn. L = 3.25 ft +D+0.60W+H Dsgn. L = 3.25 ft +D+0.70E+H Dsgn. L = 3.25 ft +D+0.750Lr+0.750L +0.450W+H Dsgn. L = 3.25 ft +D+O. 750L +O. 750S+0.450W+H Dsgn .. L = 3.25 ft +D+O. 750L +0.750S+0.5250E+H Dsgn. L = 3.25 ft +0.60D+0.60W+0.60H Dsgn. L = 3.25 ft +0:60D+0.70E+0.60H Dsgn. L = 3.?5 ft ~~ Over~_ff M~ifrnum Deflection~ Load Combination DOnly Page 32 of 81 Span Max."-" Deft 1 0.0000 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0:05 0.05 0.05. 0.05 0.05 0.05 0.05 0.05 b.05 0.05 0.05 0.03 0.03 0.03 0.03 . •'·., .. Location in Span Load Combination 1.641 0.05688 k +D+H 0.000 ft Span# 1 Summary of Shear Values Rm Va Max Vnx Vnx/Omega 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06 · 0.06 0.06 0.03 0.03 Max."+" Deft Location in Span 0.0000 0.000 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 : $et1~ta,t,;$~arn. Ahal_ysis .. ·.·.· • + • • -•cc'. ''' _, ' Description: MB-12 '~.;V.~rti~1;11 Re~cti9n~ ·· Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L +H +D+0.750L +0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L +0.450W+H +D+0.75QL +0.750S+0.450W+H +D:.-0. (50L +0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H DOnly Lr Only LOnly SQnly . WOnly EOnly HOnly Page 33 of 81 Support 1 0.057 0.034 0.057 0.057 0.057 0.057 0.057 0.057 0.057 0.057 0.057 0.057 0.057 0.034 0.034 0.057 Support2 0.057 0.034 0.057 0.057 0.057 0.057 0.057 0.057 0.057 0.057 0.057 0.057 0.057 0.034 0.034 0.057 Project Title: Engineer: Project ID: Project Descr: Pnnted: 11 MAR 2016, 10:02AM .. : '.Eile.,,·\\WDMYCLOUDEX4\Public\C7NRSP;,.3\GAMPFIRE\WORKIC5tBT6.:.Q:EC6. , ;, . , ,,. ?: _, ':,:,i;ENERC[\l:C:,!INC:'.1983"20}5;:~~ild:6';.)5.10.6,Ner:6.15'.3,~'::· • Support notation : Far left is #1 Values in KIPS .,. Title Block Line 1 You can change this area using the "Settings" menu item and then using the 'Printing & Title Block" selection. Title Block Line 6_ ' • t ' ~ Description: MB-13 .. ··: "~~e-r~1-_se~niJ'roperfies· - Elastic Modulus 29,000.0 ksi Span #1 Span Length = 2.670 ft ;: Area= D(0.035} ;: Project Title: Engineer: Project Descr: Project ID: Pnnted: 11 MAR 2016, 10:03AM •." .,. Eile;=~\\'1\/Q1'4YG~0UCJs-)(4\P.Uglib\C7NRS~;.;3\9AMP.FIRE\V\'ORK\C5LBT6-Q:Ec~ '. j '. ' ---: : ENERC6,l:.G,'lt'/Ci1983-20j5,,BiJi!d:6;,t5.10.6; \/er:6.-15:3.31_c -: • 10.0 in"2 Moment of Inertia = 100.0 in"4 ;: • Span = 2.670 ft -_App_i}e~Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0050 ksf, Extent= 0.0 --» 2.670 fl, Tributary Width = 7.0 fl, (MECHANICAL SCREEN WALL} DESIGN SUMMARY: -.... -. - Maximum Bending = 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 0.031 k-ft +D+H 1.335ft Span# 1 0.000 in 0.000 in 0.000 in 0.000 in Maximum Shear = Load Combination Location of maximum on span Span # where maximum occurs 0 0 230321'3 0 Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span # Overall MAXimum Envelope Dsgn. L = 2.67 ft +D+H Dsgo. L = 2.67 ft +D+L+H Dsgn. L = 2.67 ft +D+Lr+H Dsgn. L = 2.67 ft +D+S+H Dsgn. L = 2.67 ft +D+0.750Lr+0.750L +H Dsgn. L = 2.67 ft +D+0.750L+0.750S+H Dsgn. L = 2.67 ft +D+0.60W+H Dsgn. L = 2.67 ft +D+0.70E+H Dsgn. L = 2.67 ft +D+O. 750Lr+0.750L +0.450W+H Dsgn. L = 2.67 ft +D+O. 750L +0.750S+0.450W+H Dsgn. L = 2.67 ft +D+0.750L +O. 750S+0.5250E+H Dsgn. L = 2.67 ft +0.60D+0.60W+0.60H Dsgn. L = 2.67 ft +0.60D+0.70E+0.60H Dsgn. L = 2.67 ft 1 · · 9y__e!~II M_~imum Deflections Load Combination Doniy Page 34 of 81 M Span V Mmax+ Mmax-Ma-Max Mnx Mm</Omega Cb 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0,03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.02 0.02 0.02 0:02 ' ·-.. ' ..... -... -~ --- Max."-" Deft Location in Span Load Combination 0.0000 1.348 Rm 0.04673 k +D+H 0.000 ft Span# 1 Summary of Shear Values Va Max Vnx Vnx/Omega 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.03 0.03 Max. "+'' Deft Location in Span 0.0000 0.000 Title Block Line 1 You can change this area · using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Description: · MB-13 · ·"v.e,{i~ar ·Reactions Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D-t0.75QLr-t0.750L +H +D-t0.750L-t0.750S+H +D-t0.60W+H +D-t0.70E+H +D-tO. 750Lr-t0.750L-t0.450W+H +D-t0.750L +Q.750S-t0.450W+H +D-tO. 750L-t0:750S-t0.5250E+H -t0.60D-t0.90W-t0.60H -t0.60D-t0.70E-t0.60H DOnly Lr Only LOnly SOnly WOnly EOnly HOnly Page 35 of 81 Support 1 0.047 0.028 0.047 0.047 0.047 0.047 0.047 0.047 0.047 0.047 0.047 0.047 0.047 0.028 0.028 0.047 Support2 0.047 0.028 0.047 0.047 0.047 0.047 0.047 0.047 0.047 0.047 0.047 0.047 0.047 0.028 0.028 0,047 Project Title: En9ineer: Pro1ect Descr; Project ID: Printed: 11 MAR2016, 10.03AM .' F.:ile:;;_ \IWDMYCL:0UDEX4\Pu61ic\G7NRSR"-3\CAMRFIRE\WORK\C5tBT6"'0:Ee6· . : .... : .• · c':: r '. :, ~-0Et'J~RC:A~C,l~GJ9~a.:2Q15,J3uild:6.{5,10:6;\ie~6,j5}3:3i ·,: Support notation : Far left is #1 Values in KIPS ., Title Block Line 1 You can change this area using the "Settings" menu item and then using the 'Printing & Title Block" selection. Title Block Line 6 Description: MB-14 Gener~,:~eani'.Prppertles-. Elastic Modulus 29,000.0 ksi Span #1 Span Length = Applied· Loads • · L;ad(;) for Span Number 1 . , ..... ', ," 3.250 ft Area= Span = 3.250 It Project Title: Engineer: Project Descr: Project ID: Printed· 9 MAR 2016, 5:01PM :Eile;=''\W[)MY<;:~O~DEl<4\Public\q?NR§R~3\€:AMPFIRE\W0RK\{c:5tBT6"'~:~G6. ,''! , .' .: ,-.: :. ·;,-' 0., .16!'J,E,RGA~CilN0:,1~83-1015,:Build;p,1&.10.6;Ver;6.1pc3.3f.,'~ 10.0 in"2 Moment of Inertia = 100.0 in"4 T Service loads entered. Load Factors will be applied for calculations. Point Load: D = 0.10 k@2.670ft, (MECHANICAL UNIT) DESIGN SUMMARY Maximum Bending = Load Combination Location of maximum on span Span# where m~ximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.048k-ft +D+H 2.665ft Span# 1 0.000 in 0.000 in 0.000 in 0.000 in Maximum Shear = Load Combination Location of maximum on span Span # where maximum occurs 0 0 1736806 0 0.08215 k +D+H 2.681 ft Span# 1 Load Combination lv1ax StreS$ Ratios Sul)lmary of Moment Values Summary of Shear Values Segment Le.ngth Span# · M V Mmax + Mmax -Ma -Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega -~~-"-'.-------------------------------------0 v era II MAXimum Envelope Dsgn. L = 3.25 ft +D+H Dsgn. L = 3.25 ft +D+L+H Dsgn. L = 3.25 ft +D+Lr+H Dsgn. L = 3.25 ft +D+S+H Dsgn. L = 3.25 ft +D-tO. 750Lr-t0. 750L +H Dsgn. L = 3.25 ft +D-t0.750L-t0.750S+H Dsgn. L = 3.25 ft +D-t0.60W+H Dsgn. L = 3.25 ft +D-t0.70E+H Dsgn. L = 3.25 ft +D:i.Q. 750Lr-t0, 750L-t0.450W+H Dsgn. L = 3.25 ft +D-t0.750L-t0.750S-t0.450W+H Dsgn. L = 3.25 ft +D-t0.750L-t0.750S-t0.5250E+H Dsgn. L = 3.25 ft -t0.60D-t0.60W-t0.60H Dsgn. L = 3.25 ft -t0.60D-t0.70E-t0.60H Dsgn. L = 3.25 ft 1 : ·:. Qy~i~flM#1ijiu~jietrj!~fo_nj-,_ 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.03 0.03 .... ., . ,.; -~-,.,,, .: '-· 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.03 0.03 0.08 0.08 0.08 0.08 0.08 0.08 0.08 0.08 0.08 0.08 0.08 0.08 0.05 0.05 Load Combination Max. "+" Deft Location in Span Span Max."-" Deft Location in Span Load Combination _o_o_nly-P-a~g~e..._.,3,...8.,.....,.u ... f-8..,....1--------------~--------------o-.o-oo_o_ 0.000 1 0.0000 1.853 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 t • I I ~ Description : Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H MB-14 +D+S+H +D-t-0.750Lr-t-0.750L+H +D-t-0.750L-t-0.750S+H +D-t-0.60W+H +D-t-0.70E+H +D-t-0. 750Lr-t-0.750L-t-0.450W+H +D-t-0. 750L +0.750S-t-0.450W+H +D-t-0.750L-t-0. 750S-t-0.5250E+H -t-0.60D-t-0.60W-t-0.60H +0.60D-t-0.70E+0.60H DOnly Lr Only LOnly SOnly WOnly EOnly HOnly Page 37 of 81 Support 1 0.018 0.011 0,018 0.018 0.018 0.Q18 0,018 0.018 0.Q18 0.018 0,018 0.018 0.018 0.011 0.011 0.018 Support2 - 0.082 0.049 0.082 0.082 0.082 0.082 0.082 0.082 0.082 0.082 0.082 0.082 0.082 0.049 0.049 0.082 Project Title: Engineer: Project Descr: Project ID: Printed: 9 MAR 2016, 5:01PM :. -• File,=,>\W()MY,C~y)VPEX41P4olic\(>7NR9P';:~\CAMPF.IR~WOR.K\C5LBT6-'~E99'-. : ,} --; >' ·. , -··.· -., : , •E;NERC~U::, [No:.,-i,~83-~015; B~iJd:6.:15:10.6, Ver.6,,1.5:3.3)' ;.-., Supporfnotation : Far left is #1 Values in KIPS Title Block Lihe 1 You can change this area "' using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Description: MB-15 . ':Gener~i'B~~m Prqperties .. . .. ·-... Elastic Modulus 29,000.0 ksi Span #1 Span Length = : _;Applied 1oads ~ · • ·. Load(s) for Span Number 1 2.580 ft Point Load: D = 0.10 k@ 1.830 ft, (MECHANICAL UNIT) DESIGN SUMMARY . Maximum Bending = 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 0.053k-ft +D+H 1.832ft Span# 1 0.000 in 0.000 in 0.000 in 0.000 in . . Maximum ,Forc~s & $tresses for Load Comt,ip~tiQ!'IS. · Load Combination Max Stress Ratios Segment Length Span# M V Mmax + Overall MAXimum Envelope Dsgn. L = 2.58 ft +D+H Dsgn. L = 2.58 ft +D+L+H Dsgn. L = 2.58 ft +D+Lr+H Dsgn. L = 2.58 ft +D+S+H Dsgn.L= 2.58ft +D+0.750Lr+D.750L +H Dsgn. L = 2.58 ft +D+0.750L +D.750S+H Dsgn. L = 2.58 ft +D+D.60W+H Dsgn. L = 2.58 ft +D+D:Z0E+H Dsgn.'L = 2.58 ft +D+D.750Lr+D.750L +D.450W+H Dsgn. L = 2.58 ft +D+0.750L +0.750S+D.450W+H Dsgn. L = 2.58 ft +D+D. 750L +D. 750S+D.5250E-ifl Dsgn. L = 2.58 ft +0.60D+0.60W+D.60H Dsgn. L = 2.58 ft +D.60D+0.70E+0.60H Dsgn. L = 2.58 ft · 'J:)y~r~j(IV!_~x.tm.~m Defl~ctions: .... .. ' -----~.. . 0.05 0.05 0.05 0.05 0.05 0.05, 0.05 0.05 0.05 0.05 0.05 0.05 0.03 0.03 ~-' -·---·. • .A • •••' -~- Project Title: Engineer: Project Descr: Project ID: Printed: 9 MAR 2016. 5:01PM ... File,h\\WQ/v1YCl'.9U.01;X41Pupli9\G7NRSNlCAMPfilR~\WQRK\C5l;Blg-'Gl:!:C6' . . , , . , ·•···. :· · ,ENEBC~tC;.INC.c)983J2015,·Bµild:6:15.-)0:6;Vec:,6:1:5.3:St -.-_ '"·-'·"' e Area= 10.0 in"2 Moment of Inertia = 100.0 in"4 T Span = 2.580 ft Service loads entered. Load Factors will be applied for calculations. Maximum Shear = Load Combination Location of maximum on span Span # where maximum occurs 0 0 1839633 0 Summary·of Moment Values Mm13x -Ma -Max Mnx Mnx/Omega Cb Rm 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.03 0.03 0.07093 k +D+H 1.832 ft Span# 1 Summary of Shear Values Va Max Vnx Vnx/Omega 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.04 0.04 Load Combination Span Max.·"-" Deft Location in Span Load·combination Max. "+" Deft Location in Span D oniy Page 38 of 81 1 0.0000 1.432 0.0000 0.000 Title Block Line 1 You can change this area. using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 I, II• Description: MB-15 Virtical ReaGtiohs Load Combination Overall MAXimum Overall MINimum +b+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L +H +D+0.750L +O. 750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L +0.450W+H +D+0.750L +0.750S+0.450W+H +D+O. 750L +0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H DOnly Lr Only LOnly SOnly WOnly EOnly HOnly Page 39 of 81 Support 1 ·0.029 0.017 0.029 0.029 0.029 0.029 0.029 0.029 0.029 0.029 0.029 0.029 0.029 0.017 0.017 0.029 Support2 0.071 0.043 0.071 0.071 0.071 0.071 0.071 0.071 0.071 0.071 0.071 0.071 0.071 0.043 0.043 0.071 Project Title: En9ineer: Proiect Descr: Project ID: Printed: 9 MAR 2016. 5.01PM :· ,ffile¥\\WDM"tGEQUDEX4\Ptibl,ic\C7NRSP.,-3\CAMPF.IR6\WORK\C5LBT6-G1:ECff.' . -: ·:~'':. ·.·: ,,f ,, j:NERGAtC,,IN~.198?-2915,;Buiid:6,1$:16.6;Yer:6;15,~.31': Support notation : Far left is #1 Values in KIPS Title Block Line 1 You can change this area '"' using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 ,.,,, Description: MB-16 ' ·:;Gen~rif B~arri Ptt>pe~ies · ..... . Elastic Modulus 29,000.0 ksi ' ~ ! _,_..__ Project Title: Engineer: Project Descr: Project ID: Printed: 11 MAR 2016, 9:56AM . F.ile = \IWDMYCLOUDEX4\Public\67NRSP"-3\CAMPF.IREIWORK\C5tBT6"'Q:EG6·,. ·. ·. ·:: ;. :: ,:: > : ;'~; ~Ell!(R6AlC,.1No: i~B3'2Q15;Suild:6 .. 15:10:6,.Ver:6.1~:3:~1 • Span #1 Span Length = 13.50 ft Area= 10.0 in"2 Moment of Inertia = 100.0 in"4 D 0 . • Span = 13.50 ft . f'ppi}ed Loads Service loads entered. Load Factors will be applied for calculations. Load(s) for Spc;in Number 1 . Point Load : D = 0.08419, Lr= 0.02756 k @ 1.0 ft, (REACTION MB-11) Point Load : D = 0.04673 k @ 5.50 ft, (REACTION MB-13) Uniform Load : D = 0.0160 ksf, Tributary Width = 5.0 ft, (WALL ABOVE) Point Load: D = 0.02907 k.@ 7.0 ft, (REACTION MB-15) Point Load : D = 0.08419, Lr= 0.02756 k @ 4.0 ft, (REACTION MB-11) Point Load: D = 0.02907 k@10.0ft, (REACTION MB-15) Point Load: D = 0.02907 k@ 13.0ft, (REACTION MB-15) . tiESiGN. SUMMARY . . ........ . Maximum Bending = 2.392 k-ft Maximum Shear = Load Combination +D+Lr+H Load Combination Location of maximum on span 6.278ft Location of.maximum on span Span # where maximum occurs Span# 1 Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.000 in 0 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 0.027 in 5945 Max Upward Total Deflection 0.000 in 0 0.7724 k +D+Lr+H 0.000 ft Span# 1 .: )~cixi~ii'~ Fore~~ & Str~s·s~s for Lo.ad Combin~tions Load Combination Max Stress Ratiol? -----~--~------------~-~c=-~~--Summary of Moment Values Summary of Shear Values Segment Length Span # M V Overall MAXimum Envelope Dsgn. L = 13.50 ft +D+H Dsgn. L = 13.50 ft +D+L+H Dsgn, L = 13.50 ft +D+Lr+H Dsgn. L = 13.50 ft +D+S+H Dsgn. L = 13.50 ft +D+O. 750Lr+0.750L +H Dsgn. L = 13.50 ft +D+0.750L +0.750S+H Dsgn. L = 1150 ft +D+0.60W+H Dsgn. L = 13.50 ft +D+0.70E+H Dsgn. L = 13.50 ft +D+0.750Lr+0.750L +0.450W+H Dsgn. L = 13.50 ft +D+0.750L +0.750S+0.450W+H Dsgn. L = 13.50 ft +D+0.750L +0.750S+0.5250E+H Dsgn. L = 13.50 ft 1 +0.60D+O.~-l}l.e()H4Q. Of 8 j Dsgn. Li;--~ff 1 +0.60D+0.70E+0.60H Mmax+ Mmax- 2.39 2.32 2.32 2.39 2.32 2.37 2.32 2.32 2.32 2.37 2.32 2.32 1.39 Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega 2.39 0.77 2.32 0.73 2.32 0.73 2.39 0.77 2.32 0.73 2.37 0.76 2.32 0.73 2.32 0.73 2.32 0.73 2.37 0.76 2.32 0.73 2.32 0.73 1.39 0.44 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 ,.,,, Description: MB-16 Load Combination Segment Length Span # Dsgn. L = 13.50 ft 1 .. oviraif'Mai_imµ:ii\ peffecU~rt~ . Load Combination +D+Lr+H . . VE:!~tcai Reacti9.n~ · Project Title: En9ineer: ProJect Descr: Project ID: Printed: 11 MAR 2016, 9:56AM File,t,IWVDr-1Y.CtQ\JPEl\41Rubli~\CZN~§P"'~ICA:MRF,lf<EIW(i)Rf<\CptBT6;;Q:EC6:;.· ; , .• · :Jt-)!=f<Ci\~Cil,NC,11983-201!j; B_uild16;15:1J6,.Ver:6:15J.31 . · • Max Stress· Ratios Summary of Moment Values Summary of Shear Values M V Mma_x+ Mmax -Ma -Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega 1.39 1.39 0.44 Span Max."-" Deft Location in Span Load Combination Max. "+" Deft Location in Span 0.0272 6.683 0.0000 0.000 Support notafion : Far left is #1 Values in KIPS Load Combination Support 1 Support2 Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L +0.450W+H +D+0.750L +0.750S+0.450W+H +D+0,750L +O. 750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H DOnly Lr Only LOnly SOnly WOnly EOnly HOnly Page 41 of 81 0.772 0.045 0.728 0.728 0.772 0.728 0:761 0.728 0.728 0.728 0.761 0.728 0.728 0.437 0.437 0.728 0.045 0.665 0.010 0.655 0.655 0.665 0.655 0.662 0.655 0.655 0.655 0.662 0.655 0.655 0.393 0.393 0.655 0.010 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title-Block" selection. Title Block Line 6 Project Title: Engineer: Project Descr: Project ID: Printed: 7 MAR 2016, 1:42PM -· ,--'File:;;,\\WDMYCLOUDEX4\Ptiblic\C7NRSP,-3\CAMPFIRE\WORK\C5tsT6~Q:ECo ·· -,_ -'.· -_ ;<: -, ; '. ·:, -, :; ·, :EN6RCAL0::1N~-~1!iB3-20J5,Build:6:,15)0.6:ver:6.15.,3.-Sf_,; Des9ription : j.1 Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-10 Fb -Tension Fb-Compr Fe-Prll 900.0psi 900.0psi E : Modulus of Elasticity Wood SpE)cies Wood Grade : Douglas Fir -Larch : No.2 Fe-Perp Fv Ft 1,350.0 psi 625.0psi 180.0 psi 575.0psi Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Density 31.20pcf • DI0.0266iU0.0665) t 2x10 Span= 10.50 ft Service loads entered. Load Factors will be applied for calculations. -Beam self weight calculated and added to loads Uniform Load : D = 0.020, L = 0.050 ksf, Tributary Widt!l = 1.330 ft, (CEILING) DESiGN SUMMARY --Design·OK 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 = = = = 0.751: 1 2x10 743.02psi 990.00psi +D+L+H Maximum Shear Stress Ratio Section used for this span fv: Actual 5.250ft Span# 1 0.116 fn Ratio= 0.000 in Ratio= 0.167 in Ratio= 0.000 in Ratio= Fv : Allowable Load Combination Location of maximum on span_ Span # where maximum occurs 1090 0 <360 754 0 <240 = = = 0.259: 1 2x10 46.58 psi 180.00 psi +D+L+H 0.000ft Span# 1 MaXlf!l_~F!}~F9rces_&_§tres.s~sfor L~id C,on,~in~t,i~~~-~-: ----------------------=-,----,--- Moment Values Shear Values Max Stress Ratios Load Combination Segment Length +D+H Length = 10 .50 ft +D+L+H Length = 10 .50 ft +D+Lr+H Length = 10:50 ft +D+S+H Length = 10:50 ft +D+0.750Lr+0.750L +H ~ength = 10.50 ft +D+0.750L +O. 750S+H Span# M V 1 0.257 0.089 0.751 0.259 1 0.185 0.064 0.201 0.069 0.497 0.171 Page 42 of 81 Cd C FN 0.90 1.100 1.100 1.00 1.100 1.100 1.25 1.100 1.100 1.15 1.100 1.100 1.25 1.100 1.100 1.00 1.00 1.00 1.00 1:00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1:00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 -1.00 1.00 1.00 M fb F'b V fv 0.00 0.00 0.00 0.41 228.89 891.00 0.13 14.35 0.00 0.00 0.00 1.32 743.02 990.00 0.43 46.58 0.00 0.00 0.00 0.41 228.89 1237.50 0.13 14.35 0.00 0.00 0.00 0.41 228.89 1138.50 0.13 14.35 0.00 0.00 0.00 1.10 614.48 1237.50 0.36 38.53 0.00 0.00 0.00 F'v 0.00 162.00 0.00 180.00 0.00 225.00 0.00 207.00 0.00 225.00 0.00 Title Block Line 1 You can change this area using the "Settings' menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Description : J-1 Load Combination Segment Length Span# Length = 10.50 ft 1 +D-+-0.60W+H Length = 10.50 ft 1 +D-+-0.70E+H Length = 10.50 ft 1 +D-+-0.750Lr-+-0.750L-+-0.450W+H Length = 1 O .50 ft 1 +D-+-0.750L-+-0.750S-+-0.450W+H Length.= 10.50 ft 1 +D-+-0. 750L-+-O. 750S-+-0.5250E+H Length = 10.50 ft 1 -+-0.60D-+-0.60W-+-0.60H Length = 10:50 ft 1 -+-0.60D-+-0.70E-+-0.60H 'Length = 10.50 ft 1 Max Stress Ratios M V 0.540 0.186 0.145 0.050 0.145 0.050 0.388 0.134 0.388 0.134 0.388 0.134 0.087 0.030 0.087 0.030 6veraHM~lmli,rri oetiection~ Load Combination Span +D+L+H, 1 ·vertfoai Readt\ons Load Combination Support 1 Overall MAXimum 0.505 Overall MINimum 0.093 +D+H 0.155 +D+L+H 0.505 +D+Lr+H 0.155 +D+S+H 0.155 +D-+-0.750Lr-+-0.750L +H 0.417 +D-+-0.750L-+-0.750S+H 0.417 +D-+-0.60W+H 0.155 +D-+-0.70E+H 0.155 +D-+-0. 750Lr-+-0.750L-+-0.450W+H 0.417 +D-+-0.750L-+-0.750S-+-0.450W+H 0.417 +D-+-0.750L-+-O. 750S-+-0.5250E+H 0.417 . -+-0.60D-+-0.60W-+-0.60H 0.093 -+-0.60D-+-0.70E-+-0.60H 0.093 DOnly 0.155 Lr Only LOnly 0.349 sonly WOnly !:Only HOnly Page 43 of 81 Cd CFN 1.15 1.100 1.100 1.60 1.100 1.100 1.60 1.100 1.100 1.60 1.100 1.100 1.60 1.100 1.100 1.60 1.100 1.100 1.60 1.100 1.100 1.60 1.100 Max. '-"Defl 0.1670 Support2 0.505 0.093 0.155 0.505 0.155 0.155 0.417 0.417 0.155 0.155 0.417 0.417 0.417 0.093 0.093 0.155 0.349 Ci ·• ,, ,,.,_- 1.00 1.00 1.00 1.00 1.00 1.00 1:00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Cr 1.00 1.00 1.00 1.00 1.00 1.00 1.00 . 1.00 .1.00 1.00 1.00 1.00 1.00 1.0Q 1.00 · Location in Span 5.288 Cm 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Project Title: En~ineer: Project Descr: Project ID: Printed: 7 MAR 2016, 1:42PM · .. · . ·: File.~;\\WDMYCLOUOEX4\Public\C7NRSF'--3\CAMPF-IREIWORK\C5LBT6~Q:EC6 ·: · · : ,~:/ .. '.:·,"-~)~NE~¢AtC,;J~C:;t98,3-10,15, sunt1:6~qjo:6/Ver:6:1q,3.G(c ~ Moment Values Shear Values C t CL M fb F'b V fv F'v 1.00 1.00 1.10 614.48 1138.50 0.36 38.53 207.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 0.41 228.89 1584.00 0.13 14.35 288.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 0.41 228.89 1584.00 0.13 14.35 288.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.10 614.48 1584.00 0.36 38.53 288.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.10 614.48 1584.00 0.36 38.53 288.00 1.0,0 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.10 614.48 1584.00 0.36 38.53 288.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 0.24 137.33 1584.00 0.08 8.61 288.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 0.24 137.33 1584.00 0.08 8.61 288.00 Load Combination Max."+' Defl Location in Span 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 _ Project Title: Engineer: Project ID: Project Descr: Printed: 11 MAR 2016, 10:09AM · __ · ~ File_e;,\\WDM'r'CLOODJ:t<41Pul;>lic\C.7NRSP~3\G~M,l?FIRE\WQRK\C5tBT6"'C\:EC6 ~, ·' , _: ::. ,i:,,i· _ -, , • IENl;:RCA~~;l~C: 198~2015,;Build:6 •. 1ij,10:6,1/er.6:1S:3.31 :· : Description : EXISTING STEEL BEAM w/ ADDITIONAL LOADS Elastic Modulus 29,000.0 ksi Span #1 Span Length = 38.50 ft Area= 10.0 in"2 Moment of Inertia = 100.0 in"4 D/0.12),fO 09+ • • • + D(O 3\ LrtO 24) + 0(0.BOBS) LrO.OOUT) 4- Span = 38.50 ft D(O 3\ii,0 241 ~llpj(O.OT0i) D( 7098) l l l + D(o.010esY I .I. AP.P!ie(L,oads.. Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D = 0.0150, Lr= 0.0120 ksf, Extent= 0.0 --» 24.50 ft, Tributary Width= 20.0 ft, (ROOF) Point Load: D = 0.7675, lr = 0.04417 k@24.580 ft, (REACTION. MB-4) Point Load: D = 0.8183, Lr =0.03751 k@24.580 ft, (REACTION MB-17) Point Load: D = 0.01785 k@37.580 ft, (REACTION MB14) Point Load: D = 0.07093 k@37.580 ft, (REACTION MB15) Point Load: D = 0.07093 k @34.580 ft, (REACTION MB15) Point Load: D = 0.01785 k@34.580 ft, (REACTION MB14) Point Load : D = 0.01785 k@ 31.50 ft, (REACTION MB14) Point Load: D = 0.07093 k@31.50 ft, (REACTION MB15) Point Load : D = 0.5680 k @30.0 ft, (REACTION MB12) Point Load: D = 0.04676 k@30.0 ft, (REACTION MB13) Uniform Load : D = 0.0150, Lr= 0.0120 ksf, Extent = 30.0 --» 38.50 ft, Tributary Width = 20.0 ft, (ROOF) Uniform Load : D = 0.0150, Lr= 0.0120 ksf, Extent= 24.50 --» 30.0 ft, Tributary Width= 8.0 ft, (ROOF) : .. DESiGN SUMMAR'{ , .. . Maximum Bending = 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 Load Combination Max Stress Ratios Segment length Span# Overall MAXimum Envelope Dsgn. L = 38.50 ft +D+H . Dsgn. L = 38:50 ft +D+L+H Dsgn. L = 38.50 ft +D+Lr+H Dsgn. L = 38.50 ft +D+S+H Dsgn. L = 38.50 ft +D+0.750Lr+0.750L +H Dsgn. L = 38.50 ft +D+0.750L +0.750S+H Dsgn. L = 38.50 ft +D+0.60W+H Dsgn. L = 38.50 ft +D+0.70E+H Dsgn. L = 38.50 ft 1 +D+0.750Lfiqf~\©fi81 Dsgn. L = 3if.'50 ft --1 +D+0.750L +0.750S+0.450W+H M V 104.826 k-ft +D+Lr+H 19.635ft Span# 1 3.741 in O.OQO in 9:693 in 0.000 in Mmax+ 104.83 64.52 64.52 104.83 64.52 94.72 64.52 64.52 64.52 94.72 Maximum Shear = Load.Combination Location of maximum on span Span # where maximum occurs 123 0 47 0 Summary of Moment Values Mmax-Ma-Max Mnx Mnx/Omega Cb 104.83 64.52 64.52 104.83 64.52 94.72 64.52 64.52 64.52 94.72 10.916 k +D+Lr+H 38.500 ft Span# 1 Summary of Shear Values Rm Va Max Vnx Vnx/Omega 10.92 6.80 6.80 10.92 6.80 9.89 6.80 6.80 6.80 9.89 .., Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 ... ,, Description : EXISTING STEEL BEAM w/ ADDITIONAL LOADS Load Combination Segment Length Dsgn. L = 38.50 ft Span# +D+O. 750L +O. 750S+0.5250E+H Dsgn. L = 38.50 ft +0.60D+0.60W+0.60H Dsgn. L = 38.50 ft +0.60D+0.70E+0.60H Dsgn. L = 38.50 ft dvet~ifivlaximum Defiection·s . . . . - Load Combination +D+Lr+H Max Stress Ratios M V Mmax+ Mmax- 64.52 64.52 38.71 38.71. Span Max. "-" Dell Location in Span 9.6926 19.443 Project Title: Engineer: Project ID: Project Descr: Printed: 11 MAR 2016, 10 09AM ·. '. 'Fiie.i;'\\WDMYC1:0U0EX41Ptiblic\G7NRSP::..31CAMPFIRE\WORK\C5LBT6~Q,EC6:-· .· ,1:NERcAL0,.1Nc:iil~s.:20.1ii,,~uiJd:6,1s.10:s,ve1:s:1s.3.a1; · . Summary of Moment Values Summary of Shear Values Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega 64.52 6.80 64.52 6.80 38.71 4.08 38.71 4.08 Load Combination Max. "+'' Dell Location in Span 0.0000 0.000 :·_: \'ertfo:~f Reac;tiori~ Support notation : Far left is #1 Values in KIPS Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L +H +D+0.750L+0.750S+H +D+0:60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.{?0D-t0.60W+0.60H · +0.60D+0.70E+0.60H DOnly Lr Only LOnly sonly WOnly EOnly HOnly Page 45 of 81 Support 1 10.640 3.733 6.222 6.222 10.640 6.222 9.536 6.222 6.222 6.222 9.536 6.222 6.222 3.733 3.733 6.222 4.418 Support2 10.916 4.083 6.805 6.805 10.916 6.805 9.888 6.805 6.805 6.805 9.888 6.805 6.805 4.083 4.083 6.805 4.112 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project Descr: Project ID: Printed: 11 MAR 2016, 11 :38AM : . ; ~.::.: ,file·f .\\WDMYCl:OUDEX4\Putilic\C7NRSP.;.3\CAMPF-IRE\WORK\C5lBT6"'0:EC6':. -~ ·. " , · ...••. : •. ; ·,: ;:,:; ·ENERC,b;tC;INC.'issi291~,·Bµil4:~._1$. tQ.6,-V~r:6.15:3.3L '. ' I • I ~ • Description : EXISTING STEEL BEAM w/ ADDITIONAL LOADS #2 Elastic Modulus 29,000.0 ksi Span #1 Span Length = 38.50 ft Area= 10.0 in"2 Moment of Inertia = 100.0 in"4 ,0.24) Lr(O 192) • • 0(0 3) Lr/0 24) • ... D(O 3) LrfO 24 l D(0.697) Lr0.0535) J. Span = 38.50 fl :Applieg Le>ac:ls: Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D = 0.0150, Lr·= 0.0120 ksf, Extent= 0.0 --» 24.50 ft, Tributary Width= 20.0 ft, (ROOF) .Point Load : D = 0.6970, Lr= 0.05350 k @ 24.580 ft, (REACTION MB-4) Uniform Load : D = 0.0150, Lr= 0.0120 ksf, Extent= 30.0 --» 38.50 ft, Tributary Width = 20.0 ft, (ROOF) Uniform Load·: D = 0.0150, Lr= 0.0120 ksf, Extent= 24.5Q--» 30.0 ft, Tributary Width= 16.0 ft, (ROOF) .. DESIGN SUMMARY. . .. Maximum Bending = 101.943k-ft Maximum Shear= Load Combination +D+Lr+H Load Combination Location of maximum on spc:!n 19.443ft Location of maximum on span Span # where maximum occurs Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 4.013 in 115 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 9.432 in 48 Max Upward Total Deflection 0.000 in 0 10.493 k +D+Lr+H 0.000 ft Span# 1 M_axi111~:m.: ~or~es &.Stresses)~rLo~d:Combina.tJonf_~--~---------------------- Load Combination 'Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Overall MAXimum Envelope Dsgn. L = 38.50 ft +D+H Dsgn. L = 38:50 ft +D+L+H Dsgn. L = 38.50 ft +D+Lr+H Dsgn. L = 3_i!.50 ft +D+S+H Dsgn. L = 38.50 ft +D+0.750Lr+0.750L +H Dsgn. L = 38.50 ft +D+0.750L+0.750S+H Dsgn .. L = 38.50 ft +D+0.60W+H Dsgn. L = 38.50 ft +D+0.70E+H Dsgn. L = 38.50 ft +D+O. 750Lr+0.750L +0.450W+H Dsgn. L = 38.50 ft +D+0.750L +0.750S+0.450W+H · Dsgn. L = 38.50 ft +D+O. 750L +O. 750S+0.5250E+H Dsgn. L = 38.50 ft +0.60D+0.60W+0.60H Dsgn. L = 38.50 ft +0.60D+0.70E+0.60H Dsgn. L Pi1b5~ ft46 of 81 Mmax+ Mmax- 101.94 58.62 58.62 101.94 58.62 91.11 58.62 58:62 58.62 91.11 58.62 58.62 35.17 35.17 Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega 101.94 10.49 58.62 5.99 58.62 5.99 101.94 10.49 58.62 5.99 91.11 9.35 58.62 5.99 58.62 5.99 58.62 5.99 91.11 9.35 58.62 5.99 58.62 5.99 35.17 3.59 35.17 3.59 Title Block Line 1 You can change this area using the "Settings" menu item and then. using the "Printing & . Title Block" selection. Title Block Line 6 ... ,, Project Title: Engineer: Project Descr: Project ID: Printed:11 MAR2016, 11:38AM ' .' File;; .\\WDM"\'Cl::OUDEX4\P.ulilic\C7NRSP,.3\CAMPF.IRE\WORKIC5tBT6,-Q.EC6; :··, · ._., ., ... 'ENE;RCA~c.·1Nc: 1easi20)5; Buiid:6:15:16.61 \i'~r:6.j5:3.31\, ~ Description : EXISTING STEEL BEAM w/ ADDITIONAL LOADS #2 Load Combination +D+Lr+H ·v~,iical ~~~ctions Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+O. 750Lr+0.750L +H +D+0.750L+0.75QS+H +D+0.60W+H · +D+0.70E+H +D+O. 750Lr+0.750L +0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H . +0.60D+0.70E+0.60H DOnly Lr Only LOnly SOnly WOnly EOnly HOnly Page 47 of 81 Span Support 1 . 10.493 3.558 5.931 5.931 10.493 5.931 9.352 5.931 5.931 5.931 9.352 5.931 5.931 3.558 3.558 5.931 4.562 Max."-" Deft Location in Span Load Combination 9.4315 19.443 Support notation : Far left is #1 Support2 10.454 3.592 5.986 5.986 10.454 5.986 9.337 5.986 5.986 5.986 9.337 5.986 5.986 3.592 3.592 5.986 4.467 Max. "+" Deft Location in Span 0.0000 0.000 Values in KIPS Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 ,::~erier~l ·Bean, :Ai1c1lysis -·~ -. ' ---. ·--' -. . -Description : EXISTING STEEL BEAM Elastic Modulus 29,000.0 ksi Project Title: Engineer: Project Descr: Project ID: Printed: 10 MAR 2016, 1:56PM · fiJe,:a \\WDM't'CL0UDEX4\Rublic\C7NRSP-3\CAMPFIRE\W0RK\C5LBT6-Q:EC6 .• . . . . . ; :· :ENE~CA!:.C].ltJQ:)e?i201~,'BuUg:$,}s:1g.t Yer,6;15.~.:s(,, • Span #1 Span Length = 38.50 ft Area= 10.0 in"2 Moment of Inertia = 100.0 in"4 • D/0 3) LrtO 24) f Span =·38.50 ft 1; 'Applieci: Loads ' .. . . . -.. Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0150, Lr= 0.0120 ksf, Tributary Width= 20.0 ft, (ROOF) ... DEStiiti' siiMMA'RY . . . Maximum Bending = 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 100.052 k-ft +D+Lr+H 19.250ft Span# 1 4.124 in 0.000 in 9.279 in 0.000 in ·:Maxim4ili :Forces & stresses f9r !-<>ad Coml:>inatioi1s Max Stress Ratios Maximum Shear = loa(l Combination Location of maximum on span Span # where maximum occurs 112 0 49 0 Summary of Moment Values 10.395 k +D+Lr+H 0.000 ft Span# 1 Summary of Shear Values Load Combination Segment Length Span# M V Mniax + Mmax -Ma -Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn. L = 38.50 ft +D+H Dsgn. L = 38.50 ft +D+L+H Dsgn. L = 38.50 ft +D+Lr+H Dsgn. L = 38.50 ft +D+S+H Dsgn. L = 38.50 ft +D+O. 750Lr+0.75QL +H Dsgn. L = 38.50 ft +D+0.750L +O. 750S+H Dsgn. L = 38.50 ft 1 +D+0.60W+H Dllgn. L = 38.50 ft +D+0.70E+H Dsgn. L = 38.50 ft +D+0.750Lr+0.750L +0.450W+H Dsgn. L = 38.50 ft . 1 +D+O. 750L +0.750S+0.450W+H Dsgn. L = 38.50 ft +D+0.750L+0.750S+0.5250E+H Dsgn. L = 38.50 ft +0.60Dof:().60W+0;60H Dsgn. L = 38.50 ft . +0.60D+0.70E+0.60H Dsgn. L = 38.50 ft 1 , ... Overaif:Maximum Deflections . . ~-... . . -~· -.... . .... : Load Combination +D+Lr+l;l t-'age 48 of 81 ., .. Span Max."-" Deft 1 9.2786 100.05 55.58 55.58 100.05 55.58 88.94 55.58 55.58 55.58 88.94 55.58 55.58 33.35 33.35 ¥ ~· .... ' •• ·, Location in ~pan 19.443 100.05 55.58 55.58 100.05 55.58 88.94 55.58 55.58 55.58 88.94 55.58 55.58 33.35 33.35 Load Combination 10.40 5.78 5.78 10.40 5.78 9.24 5.78 5.78 5.78 9.24 5.78 5.78 3.47 3.47 Max. "+" Deft LocaUon in Span 0.0000 0.000 Title Block Line 1 You can change this area using the "Settings" menu item and then using .the "Printing & Title Block" selection. Title Block Line 6 Description : EXISTING STEEL BEAM . : ·verllcaf Riaqtfori~ . -· Load Combination Overall MAXimllm Overall MINimum +D+H +D+L+H +D+Lr+H +O+S+H +D+0.750Lr+0.750L +H +D+0.750L +O. 750S+H +0+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L +0.750S+0.450W+H +D+O. 750L +O. 750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H DOnly Lr Only L'Only SOnly WOnly EOnly HOnly Page 49 of 81 Support 1 10.395 3.465 5.775 5.775 10.395 5.775 9.240 5.775 5.775 5.775 9.240 5.775 5.775 3.465 3.465 5.775 4.620 Support2 10.395 3.465 5.775 5.775 10.395 5,775 9.240 5.775 5.775 5.775 9.240 5.775 5.775 3.465 3.465 5.775 4.620 Project Title: Engineer: Project Descr: Project ID: Printed: 10 MAR 2016, 1:56PM File"=·\\vyQMYClQtJDEX4\Rtl~lic\C7NRSF?.:;31Cl.lMRFIRl:\W0RK\C5LBT6"'Q£C6 '. · ·. " ; ,. ·;,: .' ,. · · ;.1:NEMAl:c~ tNQ.j9B3i201s,sun<i:GJ5J9:l);. \l~r.6.j!i;i3f· : • Support notation : Far left is #1 Values in KIPS Title Block Line 1 Project Title: You can change this area En9ineer: ProJect Descr: Project ID: " using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 ,.,,, J . Description : MECHANICAL UNIT ROOF SCREEN SUPPRT -:-co~e iiefeifnces. . ·-·~· .. , . .. .. Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7~10 Load Combinations Used: ASCE 7-10 ': .Gen~_ral'lnt<irmati9f1 Steel Section Name : Analysis Method : HSS2-1 /2x2-1 /2x1/4 Allowable Strength Printed: 24 MAR 2016, 2:13PM F.ile'.='\IWDMYCL000EX4\Fiu61ic\G7NRSP,-,,3\CAMRFIREIW0RKIC51:BT6"'(;).EG6:: . . . . ·. . -: .. ENERCAi:c,:1N~,1~~3'2Q]5, ~bi[g:6.1~:lQ:6,:\fer:6.15.3.3(° ,i Overall Column Height 7 .0 ft Top & Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Fy : Steel Yield Brace condition for deflection (buckling) along columns : 36.0 ksi 29,000.0 ksi ASCE 7-10 X-X (width) axis : E : Elastic Bending Modulus Load Combination : Fully braced against buckling along X-X Axis Y-Y {depth) axis: Unbraced Length forY-Y Axis buckling= 7.0 ft, K = 2 Service loads entered. Load Factors will be applied for calculations. Column self weignt included : 49.536 lbs * Dead Load Factor BENDING LOADS ... WIND: Lat. Uniform Load creating Mx-x, W = 0.08143 k/ft .. bESIG_tlSUMMARY' · Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Pa :Axial Pn / Omega : Allowable Ma-x : Applied Mn-x / Omega : Allowable Ma-y : Applied Mn-y I Omega : Allowable PASS Maximum Shear Stress Ratio= Load Combination Location of max.above base At maximum location values are ... Va :Applied Vn I Omega : Allowable :t.oa~ Cpmpinatfon Res.ult~ Load Combination +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0,750L +H +D+0.750L +0.750S+H +D+0.60W+H +D+0.70E+H +D+O. 750Lr+O. 750L +0.450W+H +D+0.750L +0.750S+0.450W+H +D+Q. 750L +O. 750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+O. 70E+0.60H · JJ1#:im:uilj .R.~act!ons Load Combination +D+H Page 50 of 81 0.4116 :1 +D+0.60W+H 0.0 ft 0.04954 k 8.650 k -1.197 k-ft 2.928 k-ft 0.0 k-ft 2.928 k-ft 0.03151 : 1 +D+0.60W+H 0.0 ft 0'.3420 k 10.855 k Maximum Axial + Bending Stress Ratios Stress Ratio Status Location 0.006 PASS 0.00 ft 0.006 PASS 0.00 ft 0.006 PASS 0.00 ft 0.006 PASS 0.00-ft 0.006 PASS 0.00 ft 0.006 PASS 0.00 ft 0.412 PASS 0.00ft 0.006 PASS 0.00 ft 0.309 PASS 0.00 ft 0.309 PASS 0.00 ft 0.006 PASS 0.00 ft 0.410 PASS 0.00ft 0.003 PASS 0;00 ft X-X Axis Reaction @Base @Top k Maximum SERVICE Load Reactions .. Top along X-X Bottom along X-X Top along Y-Y Bottom along Y-Y Maximum SERVICE Load Deflections ... Along Y-Y 0.8894 in at for load combination :W Only Along X-X 0.0 in at for load combination : Maximum Shear Ratios 0.0 k 0.0 k 0.0 k 0.570 k 7.0ft above base 0.0ft above base Stress Ratio Status Location 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.032 PASS 0.00 ft 0.000 PASS 0.00 ft 0.024 PASS 0.00 ft 0.024 PASS 0.00 ft 0.000 PASS 0.00 ft 0.032 PASS 0.00 ft 0.000 PASS 0.00 ft Y-Y Axis Reaction @Base @Top Note: Only non-zero reactions are listed. Axial Reaction @Base k 0.050 k Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title, Block" selection. Title Block Line 6 --- •• , , , J Descript_ion : MECHANICAL UNIT ROOF SCREEN SUPPRT : -~ MaxJnwro ~eactions - X-X Axis Reaction Load Combination @Base @Top -+D+L+H k -+D+Lr+H k -+D+S+H k -+D+O. 750Lr+O. 750L +H k -+D+0.750L +O. 750S+H k -+D+0.60W+H k -+D+0.70E+H k -+D+O. 750Lr+0.750L +0.450W+H k +D+0.750L +0.75QS+0.450W+H k +D+0.750L +0.750S+0.5250E+H k +0.60D+0.60W+0.60H k +0.60D+0.70E+0.60H k DOnly k Lr Only k LOnly k S·Only k WOnly k EOrily k HOnly k , __ Maximum,Oeflections.fQr Loacf(fombinations Load Combination Max. X-X Deflection Distance -+D+H 0.0000 in 0.000 - -+D+L+H 0.0000 in 0.000 -+D+Lr+H 0.0000 in 0.000 -+D+S+H 0.0000 in 0.000 +D+Q. 750Lr+0.750L +H 0.0000 .in 0.000 +D+Q.750L +0.750S+H 0.0000 in 0.000 -+D+0.60W+H 0.0000 in 0.000 +D+0.70E+H 0.0000 in 0.000 -+D+O. 750Lr+0.750L +0.450W+H 0.0000 in 0.000 +D+0.750L+0.750S+0.450W+H 0:0000 in 0.000 +D-t0.750L +0.750S+0.5250E+H 0.0000 in 0.000 +0.60D+0.60W+0.60H 0.0000 in 0.000 +0.60D+0.70E+0.60H 0.0000 in 0.000 DOnly 0.0000 in 0.000 Lr Only 0.0000 in 0.000 LOnly 0.0000 in 0.000 SOnly 0.0000 in 0.000 WOnly 0.0000 in 0.000 EOnly 0.0000 in 0.000 HOnly 0.0000 in 0.000 Page 51 of 81 ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft Project Title: Engineer: Project Descr: Project ID: Printed: 24 MAR 2016, 2:13PM ': File,=',IIWDMYCl0UD6X4\Rubficle7NRSP,-31CAMPFIRE\WORK\C5tBT6:.Q£C6 -, -<-,~, : • i,.: griJE~CAk,4,:iNCJ~aa:2QtS.-Bui1c1:6:JS:'.1_0Ji, Ver:6J5.3~i ,/ Y-Y Axis Reaction @Base @Top -0.342 -0.256 -0.256 -0.342 -0.570 Max. Y-Y Deflection 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.534 in 0.000 in 0.400 in 0.400 in 0.000 in 0.534 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.889 in 0.000 in 0.000 in Note: Only non-zero reactions are listed. Axial Reaction @Base k 0.050 k k 0,050 k k 0.050 k k 0.050 k k 0.050 k k 0.050 k k 0.050 k k 0.050 k k 0.050 k k 0.050 k k 0.030 k k 0.030 k k 0.050 k k k k k k k k k k k k k Distan!,e 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 7.000 ft 0.000 ft 7.000 ft 7.000 ft 0.000 ft 7,000 ft 0,000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 7.000 ft 0.000 ft 0.000 ft Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block' selection. TitleBlock Line 6 Description : MECHANICAL UNIT ROOF SCREEN SUPPRT f1SS2-1 /2x2-1 /2x1 /4 Depth = 2.500 in lxx Sxx Width = 2.500 in Rxx Wall Thick = 0.250 in zx Area = 1.970 in"2 lyy Weight = 7.077 plf Syy Ryy Ycg 0.000 in C: 0 "' c-l 2.50in Page 52 of 81 = = = = = = = X Project Title: Engineer: Project Descr: Project ID: Pnnted: 24 MAR 2016, 2:13PM ,_ .'' File ='\\WQMYCL0UDEX4\Pilblic\C7NRSP',-3\CAMf'f.lREIWORK\C_5tBT6..;Q:EGS: -. • -1' >-:'1 ,_-,. · · ::;_, -~t·JERCAi:C/1Nc:fa&a,26f(Bujld:6.:1!/:10:6; Yer:6:i5,3'3t s 1:63 in"4 J 1.30 in"3 Q,908 in 1.630 in"3 1.630 in"4 C 1.300 in"3 0.908 in M-x Loads "" 0 ,-: II ,,:; 'iii ::i:: ''" Loads are total entered value. Arrows do not reflect absolute direction. Campfire Mechanical Beams Date: 3/10/2016 MB-1 MMAX {per Enercalc) VMAX {per Enercalc) 0.184 K~FT 0.156 K 2.208 K-IN 156 lbs !use Type t , ··. A .. :seam MB-2 MMAX {per Enercalc) VMAX (per Enercalc) 0.512 K~FT 0.1558 K 6.144 K-IN 155.8 lbs I use Type . A . ·Beam MB-3 MMAX {per Enercalc) VMAX {per Enercalc) 3.288 K-FT 1.16 K 39.456 K-IN 1160 lbs I use Type ·. Beam MB-4 MMAX {per Enercalc) VMAX {per Enercalc) 6.786 K-FT 0.8116 K 81.432 K-IN 811.6 lbs I use Type ; : ·. Beam MB-5 MMAX {per Enercalc) VMAX {per Enercalc) 0.115 K-FT 0.135 K 1.38 K-IN 135 lbs Luse Type : : . A.··· ·. Beam MB-6 MMAX {per Enercalc) VMAX · (per Enercalc) 0.501 K-FT 0.2364 K 6.012 K-IN 236.4 lbs juse Type f -A; : · .··. •.,· Beam MB-7 MMAX {per Enercalc) VMAX {per Enercalc) 1.031 K-FT 0.3654 K 12.372. K-IN 365.4 lbs· I use Type i ··· .A ·-•Beam Page 53 of 81 MB-8 MMAX (per Enercalc) VMAX (per Enercalc) 0.23 K-FT 0.1269 K 2.76 K-IN 126.9 lbs !use Type ' -' -_·:: A· ·-·_.Beam MB-9 MMAX (per Enercalc) VMAX (per Enertalc) 2.647 K-FT 0.8558 K 31.764 K-IN 855.8 lbs !use Type ·. ;c···· Beam MB-10 MMAX (per Enercalc) VMAX (per Enercalc) 0.111 K-FT 0.1237 K 1.332 K-IN 123.7 lbs !use Type A Beam MB-11 MMAX (per Enercalc) VMAX (per Enercalc) 0.112 K-FT 0.1233 K 1.344 K-IN 123.3 lbs lu~e Type 1· ·seam MB-12 MMAX (per Enercalc) VMAX (per Enercalc) 0.046 K-FT 0.05688 K 0.552 K-IN 56.88 lbs !use Type ~. ·A;. ·· _··Beam -MB-13 MMAX (per Enercalc) VMAX (per Enercak) 0.031 K-FT 0.04673 K 0.372 K-IN 46.73 lbs MB-14 . MMAX (per Enercalc) VMAX (per Enercalc) 0.048 K-FT 0.08215 K 0.576 K-IN 82.15 lbs !use Type •-·Beam Page 54 of 81 MB-15 MMAX (per Enercalc) VMAX (per Enercalc) 0.053 K-FT 0.07093 K 0.636 K-IN 70.93 lbs I use Type ! , · ' A 0·Beam MB-16 MMAX (per Enercalc) VMAX (per Enercalc) 2..392 K-FT 0.7724 K 28.704 K-IN 772.4 lbs juse Type !. · ··,Beam. Page 55 of 81 CAMPFIRE MONOSLOPE FREE ROOFS ~ WIND DIRECTION (O DEG} WIND DIRECTION_ (180 DEG) CLEAR OBSTRUCTED CLEAR OBSTRUCTED CNw CNL CNw CNL CNw CNL CNw CNL 1.20 0.30 -0.50 -1.20 1.20 0.30 -0.50 -1.20 -1.10 -0.10 -1.10 -0.60 -1.10 -0.10 -1.10 -0.60 -0.60 -1.00 ~1.00 -1.-50 0.90 1.50 -0.20 -1.20 -1.40 0.00 -1.70 -0.80 1.60· 0.30 0.80 -0.30 -0.90 -1.30 -1.10 -1.50 1.30 1.60 ·0.40 -1.10 -1.90 0.00 -2.10 -0.60 1.80 0.60 1.20 -0.30 -1.50 -1.60 -1.50 -1.70 1.70 1.80 0.50 -1.00 -2.40 -0.30 -2.30 -0.90 2.20 0.70 1.30 0.00 -1.80 -l.80 -1.50 -1.80 2.10 2.10 0.60 -1.00 -2.50 -0.50 -2.30 -1.10 2.60 1.00 1.60 0.10 -1.80 -1.80 -1.50 -1.80 2.10 2.20 0.70 -0.90 -2.40 -0.60 -2.20 -1.10 2.70 1.10 1.90 0.30 -'1.60 -1.80 -1.30 -1.80 2.20 2.50 0.80 -0.90 -2.30 -0.70 -1.90 -1.20 2.60 1.40 2.10 0.40 CAMPFIRE 22.5-45DEG -WIND DIRECTION (O DEG) · WIND DIRECTION (180 DEG) CLEAR OBSTRUCTED CLEAR OBSTRUCTED CNw CNL CNw CNL CNw CNL CNw CNL 1.20 0.30 -0.50 -1.20 1.20 0.30 -0.50 -1.20 -1.10 -0.10 -1.10 -0.60 -1.10 -0.10 -1.10 -0.60 -1.60 -1.67 · -1.50 -1.73 1.83 1.90 0.53 -1.00 -2.4,3 -0.37 -2.30 -0.97 2.33 0.80 1.40 0.03 ~ZGCNAf G 0.85 . 2 J.00256K2K2tKdV I Kz 0.57 15.01 Kzt 1.00 Kd 0.85 V 110.00 1.00 CNw CNL CNw CNL CNw CNL CNw CNL 15.31 3.83 ·-6.38 -15.31 15.31 3.83 -6.38 -15.31 -14.03 -1.28 -14.03 -7.65 · -14.03 -1.28 -14.03 -7.65 6 ft -91.85 -22 .. 96 38.27 91.85 -91.85 -22.96 38.27 91.85 84.19 7.65 84.19 45.92 84.19 7.65 84.19 45.92 .. {~ ~ .. '"J : · ·. 000D AND ASSOC:JATES . ~-_ · . CONSULTIN.G ENgf1NEERS ' .. _· -_-., ' Sheet.: __ of -- · lo 11 · R.edwo·eo{ BeaY"'? . . Page 58 .of 81 Wi :=: LJi1i:/' {_ _I 5 ,31 ps{) (t{.2:SR-) :::oG,5,c G02c_ '::-('/;ps+) (_q_ l-s-P+) = 25 5 llo W+o¼l-= q o~S'l \io!-P+- q ~ 't ·· {( l b/)11 z. ~ 1'7501\o/h:- c> k / Oaoo AN'D A·.s.SOCIATES . -· . CONSULTING ~N~·l'.N'EER-$ Sheet.: _ ___,of __ l,11 l4edwood Pos+ T.A, :::: 4 .2ft-x <o++ -=-.25. 2-P+ <.. Ls = S;0_s == f.t5g ~ 6 .'7"7 z. · 0/L) (l5/t) . ur o{ Dt-~ \.J= { _ _7_13_ L A--z') (t '5.3 '1~/Pf-2 + I llo/#--z. ,,> . I q -= 4 { C) e[ b ( {o v~ Cs w '> (o.17'7'2..)('-t(O."?<o) bl>l4. 5;r, ~ 0. ?$) t) · Page 59-of 81 e>k/ FOUNDATION DESIGN (CONCRETE CAISSON EMBEDMENT) Project: Campfire Non-Constrained d = 0.S*A(1+(1+(4.36h/A))A.S}) A= 2.34P/S1*b S1 150 b 1.5 M 1.989 p 0.221 h 9 'd (try) 3.25 · A= 0.7957989 d= 3.22 FOOTING REQ'D FOR LArERAL FORCES Page 60 of 81 pcf/(ft/3) ft .diameter k-ft kips ft ft depth 1.5 ft wide 3.25 ft deep (Based on non-constrained condition) Oooo ANO ASSOCIATES . C.ONS-UL TING ENC3lNEERS Project.: &r,1\-,o F1W Date! _______ _ Sheet: ___ of __ _ ~~ ~'O . yj!.tAN\t.,N.- -~ -b<:>'){. '6~ . . ( ~) G:c0 i ~-1..t3 -r;,,...,...,.,..,.,. Ot:rr,----==:-:=:=--~ ~v-.)V ~L'S. J ,..,,~ ~--· U r-1' ..,.,,. ~ 9 n .t;:' A--h-t~o \J w--f:¼,;. .... \7 . ..1-fo~ /~"> (?.) 4001°\r;;:"O -c..t'1> C-p,p~ lt-1 fr'~ ~ 1.1. '<.I; <Vb -0 /~ \J ""' ~ ,r' \ '1 3C\ ~ ~ ... £>-o-;.. ~ t..,UWW ~) l_poo ~ '39>..(4' Page 61 of St Mfll.~ ,-:; '2.-:S~-z.~ .... ~i:/~o ~.;.t'+-t -:, l~cto .IA.:,./JWP llAp\,11-..< -: · \ ~ 1;c ,14,;.Af-/r ev.,,.. o-. V ~ -:-~7 2/i,j/.h S ht~ -:::: \ t::1 c) Yb .A- -~f>Jt,,,,.!> -;:: q Lt, 7.J½..-.f .... s 476.fa'hS, -::-4 l., l, :s .Pb-Ct. -~ I '3,7 f>oh 56'-tu¾-'4-1 6 ,Y 'Sit, /4 .s Daoo AN,o ASSOCIATES CCJNSU-LTfNG ENGINEi;::RS Project.c: ~-{;r,..y Date: ______ _ Sheet.: ___ o.f __ _ µ~ ~'O . tr;~.,.._,(,,- ~A~ -'f¼'i(. 'ls~ l'2-) {p(j(.) ~~0-'-l 1> ~~ t,.A~., \ <i. 'b ?JIP~SN~ V ~· t1--vU.J h t1ifUu .-(11 c., ~c.-,:SOL~ 'r & ru s \ '6"1 -t..t"; ~~~ ~ Page 62 of 8t ~ ~s ~ ~DI -.ptl. --)4'bOfe 1ax ut- 1'- le Campfire See Enercalc Mmax(lb-ft) - 320 288 907 704 1527 560 615 440 Vmax (lbs) 160 144 228 422 714 182 187 153 Per SSMA Results Shear Mmax(lb-ft} Vmax (lbs} Moment 1970 967 3040 2566 2566 ~85 985 985 :· .. :, ',,,-,'', ,<;,· ,-:;--: 248 'Qi<·:, ---. .,.• 7=:·-:-q.K --·_ -· -·-::: - ' -> -1 •• , ;· l : . ..-_, ! '-_ : -:. ;,. -_ .,_ --'_, : 5456 2480 1240 Dodd and Assocites ~ G.en~rcal :Bearit Anal_y!:m~ · . ' ' , . . ' " ,~ ' .. -...... Description : Metal stud beam @ 19'-0" max height interior wall (vertical load) Elastic Modl!lus 29,000.0 ksi Span #1 Span Length = 8.0 ft Area= D 0.04 Project Title: Engineer: ·.Proiect Descr: Project ID: Pnnted: 15 MAR 2016. 4:40PM ••. File= \IWDMY.CL0UDEX4\Public\C'lNRSPf3\GAMPFIRE\W0RKIC5LBT6-Q.EC6 . •. ; . . ... : ... ·. ENERCAEC;,1Nc._·1.9a3=2014, Build:_6.14.8.16; Vedl:15.3,31 ··: Moment of Inertia = Span= 8.0ft Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.010 ksf, Tributary Width= 4.0 ft, (WALL ABOVE) DESiGtiSUMMARY . . .. .. . ... Maximum Bending = 0.320 k-ft Maximum Shear = 0.160 k Load Combination +D+H Load Combination +D+H Location of maximum on span 4.000ft Location of maximum on span 0.000 ft Span# where maximum occurs Span# 1 Span # where maximum occurs Span# 1 Maximum Deflection Max.Downward L+Lr+S Deflection 0.000 in 0 Max Upward L +Lr+S Deflection 0.000 in 0 Max Downward Total Deflection 0.001 in 74921 Max Upward Total Deflection 0.000 in 0 '·.:M.~i.m~mJorce.~ .&..:~fres~~~ for Load Co~bi'n~tjons" Load Combination Max Stress Ratios -------:::----;-:--,------,-,-,-,----------.,,.---7=-.,...,..,--Summary of Moment Values Summary of Shear Values Segment Length Span # M V Overall Mk.Ximum Envelope Dsgn. L = 8.00 ft +D+H Dsgn. L = 8.00 ft +D+L+H Dsgn. L = 8.00 ft +D+Lr+H Dsgn. L = 8.00 ft +D+S+H Dsgn . .L = 8.00 ft +D+0.750Lr+0.750L+H · Dsgn.-L = 8.00 ft +D+0.750L +0.750S+H Dsgn. L = 8.00 ft +D+0.60W+H Dsgn. L = 8.00 ft +D+O.?0E+H Dsgn. L = 8.00 ft +D+0.750Lr+0.750L +0.450W+H Dsgn. L = 8.00 ft +D+O. 750L +O. 750S+0.450W+H Dsgn. L = 8.0Q ft +D+O. 750L +0.750S+0.5250E+H Dsgn. L = 8.00 ft +0.60D+0.60W+0.60H Dsgn. L = 8.00 ft +0.60D+0.70E+0.60H Dsgn. L = 8.00 ft 1 : .. ·overa11),aiir;ri~m-berie~tforis -... Load Combination Span . D Only Page 64 of 81 Max."-" Deft 0.0013 Mmax+ Mmax- 0.32 0.32 0.32 0.32 0.32 0.32 0.32 0.32 0.32 0.32 0.32 0.32 0.19 0.19 Location in Span 4.040 Ma-Max Mnx Mnx/Omega Cb Rm Va Max .Vnx Vnx/Omega 0.32 0.16 0:32 0.16 0.32 0.16 0.32 0.16 0.32 0.16 0.32 0.16 0.32 0.16 0.32 0.16 0.32 0.16 0.32 0.16 0.32 0.16 0.32 0.16 0.19 0.10 0.19 0.10 Load Combination Max."+" Deft Location in Span 0.0000 0.000 Dodd and Assocites I I I I ~ Project Title: En9ineer: Proiect Descr: Project ID: Printed: 15 MAR 2016, 4:40PM _·:~ Ftlil~)IWDMYCl:Q/U[:1EX4\Pu~lip~CZN~SP~3\'9/IMPF,l~~\A{Q_RK\C~IIBT6-Q£G6-__ :: --· -, __ , -;-__ , :r~ -:_,~~ERGAt.e,:INC.J98_3:2Q14,:Buila:6;f4:8:16,;\'.er:6.19.3;3_1'·": Description : Metal stud beam @ 19'-0" max height interior wall (vertical load) V~rti~al R~~ctiohs - Load Combination overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +b+O. 750Lr+0.750L +H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750L +0.750Lr+0.450W+H +D+0.750L +0.750S+0.450W+H +D+0.750L +O. 750S+0.525E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H DOnly Lr Only LOnly SOnly WOnly EOnly HQnly +D+H +D+L+H +D+Lr+H +D+S+H +D+O. 750Lr+0.750L +H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750L+0.750Lr+0.450W+H +D+0.750L+0.750S+0.450W+H Page 65 of 81 Support 1 0.160 0.096 0.160 0.160 0.160 0.160 0.160 0.160 0.160 0.160 0.160 0.160 0.160 0.096 0.096 0.160 0.160 0.160 0.160 0.160 0.160 0.160 0.160 0.160 0.160 0.160 Support2 0.160 0.096 0.160 0.160 0.160 0.160 0.160 0.160 0.160 0.160 0.160 0.160 0.160 0.096 0.096 0.160 0.160 0.160 0.160 0.160 0.160 0:160 0.160 0.160 '0.160 0.160 Support notation : Far left is #1 Values in KIPS Dodd and Assocites Project Title: En9ineer: ProJect Descr: Project ID: Printed: 15 MAR 2016, 4:42PM ~e:neraLB~~1.1n Analys·is ' · .. : -·-----.,, -,.,·, ', - , . : file:e:.\\WDMYCt00DEX4\PublicYC-7NRSF,>.,3\cAMPEIRE\W0RKIC5LBT6"'.Q:EC6 'c '.> \; .; ; c;:: · .. \':: ~ cE'N}:R6Atc:1t-ic;;f gs3:20:1~;:S-und:~:.14:il;16,:Ver:6,J~j:sf :<' Description : Metal stud beam @ 19'-0" max height interior wall (INTERIOR OUT-OF-PLANE WIND load) Elastic Modulus 29,000.0 ksi Span #1 Span Length = 8.0 ft Area= 10.0 in"2 Moment of Inertia = 100.0 in"4 WO.OB Span= 8.0ft Applie~·,L,oa~s .. ' . Service loads entered. Load Factors will be applied for calculations. Uniform Load: W = 0.0150 ksf, Tributary Width= 4.0 ft, {OUT-OF-PLANE WIND) , DESIGN.SUMMARY --. Maximum Bending = 0.288k-ft Maximum Shear = 0.1440 k Load Combination +D+0.60W+H Load Combination +D+0.60W+H Location of maximum on span 4.000ft Location of maximum on span 0.000 ft Span #where maximum occurs Span# 1 Span # where maximum occurs Span# 1 Maximum Deflection . Max Downward L +Lr+S Deflection 0.000 in 0 Max Upward L +Lr+S Deflection 0.000 in 0 Max Downward Total Deflection 0.002 in 49947 Max Upward Total Deflection 0.000 in 0 ··Maximum Forces:&'stressesfor Lo~d coinhinationi Load C~~blnation ., -·. Max Stress Ratios . -------,S,....u_m_m_ary--,of.,...M,_om_e_n--,t V~a~lu-es---------S~u_m_m-ary-of~S-he_a_r V~a~lu-es- Segment L.~ngth Span# M V Mmax + Mmax -Ma -Max Mnx Mm<IOmega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn. L = 8.00 ft +D+H Dsgn. L = 8.00 ft +D+L+H. Dsgn. L = 8.00 ft +D+Lr+H Dsgn. L = 8.00 ft +O+S+H Dsgh. L = 8.00 ft +D+0.750Lr+D.750L +H Dsgn. L = 8,00 ft +D+0.750L +0.750S+H D~gn. L = 8.00 ft +D+0.60W+H Dsgn. L = 8.00 ft +Q+0.70E+H Dsgn. L = 8.00 ft +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 8.00 ft +D+O. 750L +0. 750S+0.450W+H Dsgn. L = 8.00 ft +D+0.750L +0. 750S+0.5250E+H Dsgn. L = 8.00 ft +0.60D+0.60W+0.60H Dsgn. L = 8.00 ft +0.60D+0.70E+0.60H D~gn. L = 8.00 ft · . ov~raii i'-faximum: bett~ctioris ~----: -' -.,_ __ .,, __ --· -_ . --·~ . " -. ' " ' , Load Combination wanly Page 66 of 81 -. -· - Span Max."-" Deft 0.0019 0.29 0.29 0.22 0.22 0.29 Location in Span 4.040 0.29 0.29 0.22 0.22 0.29 Loatj Combination 0.14 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.14 -0.00 0.11 0.11 -0.00 0.14 -0.00 Max."+" Deft Location in Span 0.0000 0.000 Dodd and As$ocites G.en~raf'Bean:-,Analysis t • I I ~ Project Title: En~ineer: Proiect Descr: Project ID: Printed: 15 MAR 2016. 4:42PM .Fiie¥-\\WDMYCLOl'.JDEX4(Puolic\C'i'NRSP'-3\CAMRFIRE\WORK\C5LBT6-:Q:EC6: -. --o • • ·, :c;:: • ·,tNERcAto-:iNc .. 19s3:201.faui1&5~4,a,15;yer:a.1s.3:3l: : Description : Metal stud beam@ 19'-0" max height interior wall (INTERIOR OUT-OF-PLANE WIND load) ... v~iifcaF ~eactfo~s·-. --, ,, ... _,. .... " .. ,' ' --~' Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support2 Overall MAXimum 0.240 0.240 Overall MINimum 0.108 0.108 +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L +H +D+0.750L +0.750S+H +D+0.60W+H 0.144 0.144 +D+0.70E+H +D+0.750L +0. 750Lr+0.450W+H 0.108 0.108 +D+O. 750L +0.750S+0.450W+H 0.108 0.108 +D+0.750L +0.750S+0.525E+H +0.60D+0:60W+0.60H 0.144 0.144 +0.60D+0.70E+0.60H DOnly Lr Only LOnly sonly WOnly 0.240 0.240 EOnly HOnly +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L +0. 750S+H +D+O.{?OW+H 0.144 0.144 +D+0.70E+H +D+0.750L+0.750Lr+0.450W+H 0.108 0.108 +D+0.750L+0.750S+0.450W+H 0.108 0.108 Page 67 of 81 Dodd and Assocites ' . ' ' ~ Project Title: En9ineer: Proiect Descr: Project ID: Printed: 15 MAR 2016, 4:46PM • · . :F.ile,,e,~WVDMYCl::0UDEX4\Putili6\C7NRSP;.'3\CAMPflRE\WORK\C5tBT6;,Q:EClf : , . i '( · .. · .:· : · ') .,: . ';ENE~G/2LC,,IN,G::.1ssa-~Q14;,Bujlq:lhii:s:1s:Ver:6;15.:S:31' c' Description : Metal stud BOX COLUMN@ 19'-0" max height interior wall (INTERIOR OUT-OF0PLANE WIND load) Elastic Modulus 29,000.0 ksi Span #1 Span Length = 19.0 ft Load(s) for Span Number 1 Point Load: W = 0.240 k@ 15.0 ft, (OUT-OF-PLANE WIND) Point Load: W = 0.240 k@ 15.0 ft, (OUT-OF-PLANE WIND) :oesiGifsuMMARY · ··-· · .. · · · -.. , Maximum Bending = Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L +Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Load Combination Max Stress Ratios . Segment Length Span# Overall MAXimum Envelope Dsgn. L·= 19.00 ft +D+H Dsgn. L = 19.00 ft +D+L+H Dsgn. L = 19.00 ft +D+Lr+H Dsgn. L = 19.00 ft +D+S+H Dsgn. L = 19.00 ft +D+0.750Lr+0:750L +H Dsgn. L = 19.00 ft +D+0.750L+0.750S+H Dsgn. L = 19.00 ft +D+0.60W+H . Dsgn. L = 19.00 ft +D+0.70E+H Dsgn. L = 19.00 ft +D+0.750Lr+0.750L +0.450W+H Dsgn. L = 19.00 ft +D+O. 750L +0.750S+0.450W+H Dsgn. L = 19.00 ft +D+O. 750L +0.750S+0.5250E+H Dsgn. L = 19.00 ft +0.60D+0.60W+0.60H Dsgn. L = 19.00 ft +0.60D+0.70E+0.60H Dsgn. L = 19.00 ft 1 M V 0.907k-ft +D+0.60W+H 15.010ft Span# 1 0.000 in 0.000 in 0.025 in 0.000 in Mmax+ 0.91 0.91 0.68 0.68 0.91 Area= 10.0 in"2 Moment of Inertia = 100.0 in"4 Span= 19.0 ft Service loads entered. Load Factors will be applied for calculations. Maximum Shear= Load Combination Location of maximum on span Span # where maximum occurs 0 0 9150 0 Summary of Moment Values Mmax -Ma -Max Mnx Mme/Omega Cb 0.91 0.91 0.68 0.68 0.91 Rm 0.2274 k +D+0.60W+H 15.010 ft Span# 1 Summary of Shear Values Va Max Vnx Vnx/Omega 0.23 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.23 -0.00 0.17 0.17 -0.00 0.23 -0.00 :_:~ Qyer~J! 'M~~irnuni D.efl~ctions • Load CorfiBage 6 8 of 81 Span Max."-" Deft Location in Span Load Combination Max. "+" Deft Location in Span WOnly 0.0249 · 10.735 0.0000 0.000 • Dodd and Assocites Project Title: En~ineer: Project Descr: Project ID: Printed: 15 MAR 2016, 4:46PM , -' -~ -, ' " '. ~~n,etc;Ji: :B~an:! Analy$i$,. · . ' File;, \IWDMYCl:0UDEX4\Public\C7NRSP'"3\CAMf'lilRE\WORK\C5tBT6~Q:EC6, , · ' ~ , .' . _-, B:JERCALC'. INC."1983;2Qf(Buil~:6:~4.8:16,:Ver:6,15:3.31' ' Description : Metal stud BOX COLUMN@ 19'-0" max height interior wall (INTERIOR OUT-OF-PLANE WIND load) Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L +H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750L+0.750Lr+0.450W+H +D+O. 750L +0.750S+0.450W+H +D+O. 750L +0.750S+0.525E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H DOnly Lr Only LOnly sonly WOnly EOnly HOnly +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L +H +D+0.750L+0.750S+H +D+0.60W+H +D+0:70E+H +D+0.750L+0,750Lr+0.450W+H +D+O. 750L +O. 750S+0.450W+H Page 69 of 81 Support 1 0.101 0.045 0.061 0.045 0.045 0.061 0.101 0.061 0.045 0.045 Support2 0.379 0.171 0.227 0.171 0.171 0.227 0.379 0.227 o.m 0.171 Support notation : Far left is #1 Values in KIPS Dodd and Assocites Project Title: En~ineer: Pro1ect Descr: Project ID: Printed: 15 MAR 2016. 4:49PM · · .. File,=.\\WDM)'.Cl:0U0EX4\Public\CZNRSR . .;.3\CAMPFIRE\WORK\C5lBT6"'Q:EC6,':, •-~-~NER¢Ai'.Q, iNG: 1983,-2.014;;B_uiid:6}\;8;16,.Veri6.15;t3f.; ,; .. ,,. Description : Metal stud ceiling beam Elastic Modulus 29,000.0 ksi Span #1 Span Length = 6.670 ft Area= 10.0 in"2 Moment of Inertia = 100.0 in"4 • Dro.0633~r10.0633l • Span = 6.670 ft · .. A.ppii~~:i,.pa~~ ···· ·· Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.010, Lr= 0.010 ksf, Tributary Width= 6J30 ft, (ceiling} -iit$I()N SUMMA.RY .. Maximum Bending = Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L +Lr+S Deflection Max Upward L +Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.704-k-ft +D+Lr+H 3.335ft Span# 1 0.000 in 0.000 in 0.001 in 0.000 in Maximum Shear = Load Combination Location of maximum on span Span # where maximum occurs 0 0 81687 0 0.4222 k +D+Lr+H 0.000 ft Span# 1 ·-~--_M8}(_i!J1U!!1 I~rces & S~resses for l~_oad' Cortlb_i_na.tio~s Max Stress Ratios --~---=------c7',---,-,..,..,..----------c----~-,..,...,.--Load Combination Segment Length Summary of Moment Values Summary of Shear Values .overall MAXimum Envelope Dsgn. L = 6.67 ft +D+H Span# Dsgn. L = 6.67 ft 1 . +D+L+H Dsgn. L = 6.67 ft +D+Lr+H Dsgn. L = 6.67 ft +D+S+H Dsgn. L = 6.67 ft +D-+-0.750Lr-+-0.750L +H Dsgn. L = 6.67 ft +D-+-0.750L-+-0.750S+H Dsgn. L = 6.67 ft +D-+-0.60W+H Dsgn. L = 6.67 ft +D-+-0.70E+H Dsgn. L = 6.67 ft +D-+-0.750Lr-+-0.750L-+-0.450W+H Dsgn. L = 6.67 ft +D-+-0.750L-+-0.750S-+-0.450W+H Dsgn. L = 6.67 ft +D-+-0.750L-+-O. 750S-+-0.5250E+H Dsgn. L = 6.67 ft -+-0.60D-+-0:60W-+-0.60H Dsgn. L = 6.67 ft -+-0.60D-+-0.70E-+-0.60H Dsgn. L = 6.67 ft , -·overaiLMax_irn~iri J>~ffeitio.n.s Load Combination Lr Only Page 70· of 81 . M . V .. Span Max."-" Deft 1 0.0010 Mmax+ Mmax- 0.70 0.35 0.35 0.70 0.35 0.62 0.35 0.35 0.35 0.62 0.35 0.35 0.21 0.21 .. Location in Span 3.368 Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega 0.70 0.42 0.35 0.21 0.35 0.21 0.70 0.42 0:35 0.21 0.62 0.37 0.35 0.21 0.35 0.21 0.35 0.21 0.62 0.37 0.35 0.21 0.35 0.21 0.21 0.13 0.21 0.13 Load Combination Max."+" Def! Location in Span 0.0000 0.000 Dodd and Assocites '.,:G$µerai :J3.~aifi .. Anatysis .. ,.,·, , • ' ' '>'" -1,' '" •• .. ,,... . Description : Metal stud ceiling beam Load Combination Overall MAXimum · Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0:750Lr+0.750L +H +D+0.750L +0.750S+H :i-[l+0.60W+H +D+0.701:+H +D+0.750L +O. 750Lr+0.450W+H +D+0.750L +O. 750S+0.450W+H +D+0.750L+0.750S+0.525E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H DOnly Lr Only LOnly sonly WOnly EOnly HOnly +D+H . +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L +O. 750S+H +D+0.60W+H +D+0.70E+H +D+0.750L+0.750Lr+0.450W+H +D+0.750L+0.750S+0.450W+H Page 71 of 81 · Support 1 0.422 0.127 0.211 0.211 0.422 0.211 0.369 0.211 0.211 0.211 0.369 0.211 0.211 0.127 0.127 0.211 0.211 0.211 0.211 0.422 0.211 0.369 0.211 0.211 0.211 0.369 0.211 Support2 0.422 0.127 0.21°1 0.211 0.422 0.211 0.369 0.211 0.211 0.211 0.369 0.211 0.211 0.127 0.127 0.211 0.211 0.211 0.211 0.422 0.211 0.369 0.211 0.211 0.211 0.369 0.211 Project Title: En9ineer: Proiect Descr: Project ID: Printed: 15 MAR 2016, 4:49PM ··File,=·I\WDM:\'el::OUDEX4\Public\C7NRSP';,31cAMElFilREIWORK\C5tBT6.:,Gl,EC6· ·_:, .. -. c . ·. . : : :_: ENERCAEC/INC. 198·3,2014, Builtl:6;1~)_8:1{\Jer:6:{5,j;3:f"/ Support notation : Far left is #1 Values in KIPS Dodd and Assocites Description : Metal stud ceiling beam 2 Elastic Modulus 29,000.0 ksi Span #1 Span Length = Span #2 -Span Length = • ; ~ ; ·-_AppJiedioads: -. Load for Span Number 1 8.0 ft 4.833 ft D(0-0653B;a0,0653Bl Span=S.Oft Area= Area= Project Title: Engineer: Proiect Descr: Project ID: Printed: 15 MAR 2016. 4:51PM File:=:AIWDMtCLOUPEX4\Pul:JliciO7NRSR73\CAMPFIRE\\h/OR~C5~BJ6-'Q:E<:;9 ~· 10.0 in"2 10.0 in"2 ; ~ ,; ~~N~RO:AlC;i_N_½--1983·2014,,Bµild:!l,14:8:16,V~r.6:15;3.31 · Moment of Inertia = Moment of Inertia = ; D(0-0653B;a0,0653Bl Span = 4.833 ft 100.0 in"4 100.0 in"4 • ,. Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.010, Lr= 0.0_10 ksf, Tributary Width= 6.538 ft, (ceiling) Load for Span Number 2 Uniform Load: D =0.010, Lr= 0.010 ksf, Tributary Width= 6.538 ft, (ceiling) .DE$/GN SUMMARY -- Maximum Bending = 1.527k-ft Maximum Shear = 0.7139 k Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span 8.000ft Location of maximum on span 8.000 ft Span # where maximum occurs Span# 1 Span # where maximum occurs Span# 1 Maximum Deflection .Max Downward L +Lr+S Deflection 0.004 in 25830 Max Upward L +Lr+S Deflection 0.000 in 0 Max Downward Total Deflection 0.004 in 25830 Max Upward Total Deflection -0.000 in 525484 ': -Maximum Forc~s &-$tresses for Loac:I GornbinatiOl')S - Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V· Mmax+ Mmax-Ma-Max Mnx Mm<IOmega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn. L= 8.00ft 1 0.42 -1.53 1.53 0.71 Dsgn. L= 4.83 ft 2 -1.53 1.53 0.63 +D+H Dsgn. L = 8.00ft 1 0.21 -0.76 0.76 0.36 Dsgn. L = 4.83ft 2 -0.76 0.76 0.32 +D+L+H Dsgn. L = 8.00 ft 1 0.21 -0.76 0.76 0.36 Dsgn. L = 4.83 ft 2 -0.76 0.76 0.32 +D+Lr+H Dsgn. L = 8.00 ft 1 0.42 -1.53 1.53 0.71 Dsgn. L= 4.83 ft 2 -1.53 1.53 0.63 +D+S+H Dsgn. L = 8.00 ft 1 0.21 -0.76 0:76 0.36 Dsgn. L = 4.83 ft 2 -0.76 0.76 0.32 +D+0.750Lr+0.750L +H bsgn. L= 8.00 ft 1 0.37 -1.34 1.34 0.62 Dsgn. L = 4.83 ft 2 -1.34 1.34 0.55 +D+0.750L+0.750S+H Dsgn. L = 8.00 ft 1 0.21 -0.76 0.76 0.36 Dsgn. L = 4.83ft 2 -0.76 0.76 0.32 +0,i{J.60W+H Dsgn. L = 8.00 ft 1 0.21 -0.76 0.76 0.36 Dsgn. L = 4.83ft 2 -0.76 0.76 0.32 +D+0.70E+H Dsgn. I:.= 8.00 ft 0.21 -0.76 0.76 0.36 Dsgn. L = 4.83 ft 2 -0.76 0.76 0.32 +D+0.750L~~6%+e;1f'-5-yi 8 j Dsgn. L-. 1 0.37 -1.34 1.34 0.62 Dsgn. L = 4.83 ft 2 -1.34 1.34 0.55 .. Dodd and Assocites :!Qeneral B,e~m:A~ai_ysis ... , .... Description : Metal stud ceiling beam 2 Load Combination Max Stress Ratios Segment Length Span # M V +D-t-0, 750L-t-O. 750S-t-0.450W+H Dsgn. L = 8.00 ft 1 Dsgn. L = 4.83 ft 2 +D-t-0.750L-t-0.750S-t-0.5250E+H Dsgn. L = 8.00 ft 1 Dsgn. L = 4.83 ft 2 -t-0.60D-t-0.60W-t-0.60H Dsgn. L = 8.00 ft 1 Dsgn. L = 4.83 ft 2 -t-0.60D-t-O. 70E-t-0.60H Dsgn. L = 8.00 ft 1 Dsgn. L = 4.83 ft. 2 , . _ byet~1.1.,~axiniujn: Deflection$ . Load Combination Lr Only Lr Only .. Ve~ic~I .Reactloris .. Load Combination Overall MAXimum Overall MINimum. +D+H +b+L+H +D+Lr+H 'l{)+S+H +D-t-0. 750Lr-t-O. 750L +H +D-t-0.750L-t-0.750S+H +D-t-0.60W+H +D-t-0.70E+H +D'l{J.750L-t-O. 750Lr-t-0.450W+H +D-t-0.750L-t-0.750S-t-0.450W+H +D-t-0.750L-t-0.750S-t-0.525E+H -t-0.60D-t-0.60W-t-0.60H -t-0.60D-t-0.70E-t-0.60H DOnly ~rOnly LOnly SOnly WOnly EOnly HOnly +D+H +D+L+H +D+Lr+H +D+S+H +D-t-0.750Lr-t-0.750L +H +D-t-0. 750L-t-O. 750S+H +D-t-0.60W+H +D-t-0.70E+H +D-t-0.750L-t-0.750Lr-t-0.450W+H +D-t-0. 750L-t-O. 750S-t-0.450W+H Page 73 of 81 Span · Max. "-" Deft 1 0:0004 2 0.0045 Support 1 0.332 0.100 0.166 0.166 0.332 0.166 0.291 0.166 0.166 0.166 0.291 0.166 0.166 0.100 0.100 0.166 0.166 0.166 0.166 0.332 0.166 0.291 0.166 0.166 0.166 0.291 0.166 Support2 1.346 0.404 0.673 0.673 1.346 0.673 1.178 0.673 0.673 0.673 1.178 0.673 0.673 0.404 0.404 0.673 0.673 0.673 0.673 1.346 0.673 1.178 0.673 0.673 d.673 1.1'l8 0.673 Project Title: En9ineer: Proiect Descr: Project ID: Printed: 15 MAR 2016, 4:51PM · : ·3.: :File'=>IIWDM'i'GtOUDEX4\Public'iC7:NRSP;.3\GAMPF,JREIWORK\C5LBT6--Q.EC6 :i· '· . ,.,_ · i. '. : ·; : · ENERCALC, INQ,1983~6i4,·Buiirs.1.4:a.16;·Ver.6,1~:S.~f ; Summary of Moment Values Mmax+ Mmax -Ma -Max Mnx Mme/Omega Cb 0.21 -0.76 -0.76 0.21 -0.76 -0.76 0.13 -0.46 -0.46 0.13 -0.46 -0.46 . .. Location in Span 2.646 4.833 0.76 0.76 0.76 0.76 0.46 0.46 0.46 0.46 Lo!!d Comoination Lr Only Support notation : Far left is #1 Support3 Rm . . . ... : ' . Summary of Shear Values Va Max Vnx Vnx/Omega 0.36 0.32 0.36 0.32 0.21 0.19 0.21 0.19 Max. "+" Defl Location in Span -0.0002 6.954 0.0000 6.954 Values in KIPS Dodd and Assocites Project Title: En9ineer: · ProJect Descr: Project ID: Printed: 15 MAR2016. 4:53PM ·. Eile :!:'\\WQMYQ~Q(JQEX4\f'u61iql97NRS£';-3\CAMP/;IRE\WORK\C5L.BT6~q:E(f . : · .. ~·ENE~C/1,~G~ INC: 1983:2_D1~;,Builq:6:1AB,16,)£er:6:~!p;3l,' · Description : Metal stud ceiling joist ( cantilevered 1) Elastic Modulus 29,000.0 ksi Span #1 Span Length = Span #2 Span Length = t f 2 8.0 ft 4.833 ft D/0.0133fr/0.0133) Span =8.0ft f Area= Area= 10.0 in"2 10.0 in"2 f ~ f Moment of Inertia = Moment of Inertia = D/0.01333fr/0.01333) Span = 4.833 ft f 100.0 in"4 100.0 in"4 • :Ap:pi,ied\9atfs Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load·: D = 0.010, Lr= 0.010 ksf, Tributary Width = 1.330 ft, ( ceiling) Load for Span Number 2 Uniform Load: 0 = 0.010, Lr= 0.010 ksf, Tributary Width= 1.333 ft, (ceiling) Point Load : D = 0.05320 k @4.833 ft, (wall below) .bESIGN'SiJMMARY Maximum Bending = Load Combination Maximum Shear = Load Combination Location of maximum on span Span # where maximum occurs 0.568k-ft +D+Lr+H, LL Comb Run (*L) 8.000ft Span# 1 0.002 in 0.000 in 0.004 in Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L +Lr+S Deflection Max Upward L +Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection -0.001 in Maximum fore~$ ~ Stresses for Load Combin~tioris· Load Combination · Max Stress Ratios Segment Length Span # M V Mmax+ Overall MAXimum Envelope Dsgn. L = 8.00 ft 1 0.06 Dsgn. L = 4.83 ft 2 +D+H Dsgn. L = 8.00 ft 1 0.00 Dsgn. L = 4.83 ft 2 +D+L+H, LL Comb Run (*L) Dsgn. L = 8.00 ft 1 0.00 Dsgn. L = 4.83 ft 2 +D+L +H, LL Comb Run (L *) Dsgn. L = 8.00 ft 1 0.00 Dsgn. L = 4.83 ft 2 +D+L +H, LL Comb Run (LL) Dsgn. L = 8:00 ft 1 0.00 Dsgn. L = 4.83 ft 2 +D+Lr+H, LL Comb Run (*L) Dsgn. L = 8.00 ft 1 Dsgn. L = 4.83 ft 2 +D+Lr+H, LL Comb Run(L*) Dsgn. L = 8.00 ft 1 0.06 Dsgn. L = 4.83 ft 2 +D+Lr+H, LL Comb Run (LL) Dsgn. L = 8.00 ft 1 0.02 Dsgn. L = 4.83 ft 2 +D+S+H Dsgn. L = 8.00 ft 1 0.00 +D~-~~ot~~r Jfl 8Jm~~un (* Dsgn. L = 8.00 ft 1 Mmax- -0.57 -0.57 -0.41 -0.41 -0.41 -0.41 -0.41 -OA1 -0.41 -0.41 -0.57 -0.57 -0.41 -0.41 -0.57 -0.57 -0.41 -0.41 -0,53 66874 0 28444 156610 Summary of Moment Values Ma-Max Mnx Mnx/Omega Cb 0.57 0.57 0.41 0.41 0.41 0.41 0.41 0.41 ·0.41 0.41 0.57 0.57 0.41 0.41 0.57 0.57 0.41 0.41 0.53 0.1820 k +D+Lr+H, LL Comb Run (*L) 8.000 ft Span# 1 Summary of Shear Values Rm Va Max Vnx Vnx/Omega 0.18 0.18 0.12 0.12 0.12 0.12 0.12 0.12 0.12 0.12 0.18 0.18 0.16 0.12 0.18 0.18 0.12 0.12 0.17 Dodd and Assocites Project Title: En9ineer: Pwiect Descr: Project ID: Printed: 15 MAR 2016. 4:53PM . :Gen~tcfl_ $eiun· .Analysis , -. -,. -" ,_. '., ' ~ Eil~ i ,\\WDMYCl:0UDE_X~\P.u~lic\(}7NRSf-6'~\CAMP.FIRE\)N0~1<\C(il:BT6"Q:EC6; , EN!:RCJl.tC;:lf'JC::.1 ~s3,2og,:Build:f\M.8:1§;. Ver:6:15.,3.3.1.•· i .. ,, .. • Descriptipn : Metal stud ceiling joist ( cantilevered 1) Load Combination Max Str~ss· Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax-Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L= 4.83 ft 2 -0:53 0.53 0.17 +D+0.750Lr+0.750L+H, LL Comb Run (L Dsgn. L = .8.00 ft 1 0.04 -0:41 0.41 0.14 Dsgn. L = 4.83 ft 2 -0;41 0.41 0.12 +D+0.750Lr+0.750L+H, LL Comb Run (L Dsgn. L = 8.00ft 1 0.02 -0.53 0.53 0.17 Dsgn. L = 4.83ft 2 -0.53 0.53 0.17 +D+0.750L+0.750S+H, LL Comb Run (*L Dsgn. L= 8.00 ft 1 0.00 -0.41 0.41 0.12 Dsgn. L = 4.83 ft 2 -0.41 0.41 0.12 +D+0.750L +0.750S+H, LL Comb Run (L' Dsgn. L= 8:00 ft 1 0.00 -0.41 0.41 0.12 Dsgn. L = 4.83ft 2 -0.41 0.41 0.12 +D+0.750L+0.750S+H, LL Comb Run (Ll Dsgn. L = 8.00 ft 1 0.00 -0.41 0.41 0.12 Dsgn. L = 4.83ft 2 -0.41 0.41 0.12 +D+0.60W+H Dsgn. L = 8.00 ft 1 0:00 -0.41 0.41 0.12 Dsg_n. L =· 4.83 ft 2 -0.41 · 0.41 0.12 +D+0.70E+H Dsgn. L = 8.00 ft 0.00 -0.41 0.41 0.12 Dsgn. L = 4.83 ft 2 -0.41 0.41 0.12 +D+0.750Lr+0.750L+0.450W+H, LL Corr Dsgn. L = 8.00 ft 1 -0.53 0.53 0.17 Dsgn. L = 4.83ft 2 -0.53 0.53 0.17 +D+0.750Lr+0.750L+0.450W+H, LL Corr Dsgn. L = 8.00ft 1 0.04 -0.41 0.41 0.14 Dsgn. L = 4.83 ft 2 . -0.41 0.41 0.12 +D+0.750Lr+0.750L+0.450W+H, LL Corr Dsgn. L = 8.00 ft 1 0.02 -0.53 0.53 0.17 Dsgn. L = 4.83ft 2 -0.53 0.53 0.17 +D+0.750L+0.750S+0.450W+H, LL Com Dsgn. L = 8.00 ft 1 0.00 -0.41 0.41 0.12 Dsgn. L = 4.83 ft 2 -0.41 0.41 0.12 +D+0.750L-!{J.750S+0.450W+H, LL Com Dsgn. L = 8.00 ft 1 0.00 -0.41 0.41 0.12 Dsgn. L = 4.83ft 2 -0.41 0.41 0.12 +D+0.750L+0.750S+0.450W+H, LL Com Dsgn. L = 8.00 ft 1 0.00 -0.41 0.41 0.12 Dsgn. L= 4.83 ft 2 -0.41 0.41 0.12 +D+0.750L+0.750S+0.5250E-+H, LL Corr Dsgn. L = 8.00 ft 1 0.00 -0.41 0.41 0.12 Dsgn. L = 4.83ft 2 -0.41 0.41 0.12 +D+0.750L+0.750S+0.5250E+H, LL Corr Dsgn. L = 8.00 ft 1 0.00 -0.41 0.41 0.12 Dsgn. L = 4.83 ft 2 -0.41 0.41 0.12 +D+0.750L+0.750S+0.5250E+H, LL Corr Dsgn. L= 8.00 ft 1 0.00 -0.41 0.41 0.12 Dsgn. L = 4.83 ft 2 -0.41 0.41 0.12 +0.60D+0.60W+0.60H Dsgn.L= 8.00ft 1 0.00 -0.25 0.25 0.07 Dsgn.-L = 4.83ft 2 -0.25 0.25 0.07 +0.60D+0.70E+0.60H Dsgn. L = 8.00ft 0.00 -0.25 0.25 0.07 Dsgn. L = 4.83ft 2 -0.25 0.25 0.07 ~)ye·r~fl ~aximumit5~flections -· ... -.,. ... ' Load Combination Span Max."-" Deft Location in Span Load Combination Max."+" Defl Location in Span Lr Only 1 0.0002 1.538 DOnly -0.0006 5.108 DOnly 2 0.0041 4.833 0.0000 5.108 . Vertical Reactioiis. Support notation : Far left is #1 Values in KIP.S ; --~ .. ~ ,. ,. ... ,,,.,._ ... ,. .. ..,:. Load Co,mbination Support 1 Support2 Support3 ·overall MAXimum 0.055 0.360 Overall MINimuin 0.001 0.053 !1J.t~S&ti?~n~ 81 0.002 0.222 0.002 0.222 +D+L+H, LL Comb Run (L*) 0.002 0.222 Dodd and Assocites Description : Metal s,tud ceilingjoist (cantilevered 1) Load Combination Support 1 +D+L+H, LL Comb Run (LL) 0.002 +D+Lr+H, LL Comb Run (*L) -0.018 +D+Lr+H, LL Comb Run (L*) 0.055 +D+Lr+H, LL Comb Run (LL) 0.035 +D+S+H 0. 002 +D+0.750Lr+0.750L+H, LL Comb Run (*-0.013 +D-t0.750Lr+0.750L+H, LL Comb Run (L0.042 +D+0.750Lr+0.750L+H, LL CombRun (L0.027 +D+0.750L+0.750S+H, LL Comb Run (*L0.002 +D+0.750L+0.750S+H, LL Comb Run (L'0.002 +D+0.750L+0.750S+H, LL Comb Run (LI0.002 +D+0.60W+H 0.002 +D+0.70E+H 0.002 +D+0.750L+0.750Lr't0.450W+H, LL Corr-0.013 +D+0.750L+0.750Lr+0.450W+H, LL Corr0.042 +D+0.750L+0.750Lr+0.450W+H, LL Corr0.027 +D+0.750L +0.750S+0.450W+H, LL Com 0.002 +D+0.750L +0.750S+0.450W+H, LL Com 0.002 +D+0.750L +O. 750S+0.450W+H, LL Com 0.002 +D+0.750L +0.750S+0.525E+H, LL Comt0.002 +D+0.750L+0.750S+0.525E+H, LL Comt0.002 +D+0.750L +0.750S+0.525E+H, LL Comt 0.002 +0.60D+0.60W+0.60H 0.001 +0.60D+0.70E+0.60H 0.001 DOnly 0.002 Lr Only, LL Comb Run (*L) -0.019 Lr Only, LL Comb Run (L*) 0.053 Lr Only, LL Comb Run (LL) 0.034 L Only, LL Comb Run (*L) L Only, LL Comb Run (L *) L Only, LL Comb Run (LL) sonly W0nly EOnly HOnly +D+H 0.002 +D+L+H, LL Conib Run (*L) 0.002 +D+L +H, LL Comb Run (L *) 0.002 +D+L+H, LL Comb Run (LL) 0.002 +D+Lr+H, LL Comb Run (*L) -0.018 +D+Lr+H, LL Comb Run (L*) 0.055 +D+Lr+H, LL Comb Run (LL) 0.035 +D+S+H 0.002 +D+0.750Lr+0.750L+H, LL Comb Run (*-0.013 +D+0.750Lr+0.750L+H, LL Comb Run (L 0.042. . +D+0.750Lr+0.750L+H, LL Comb Run (l0.027 +D+0.750L+0.750S+H,.LL Comb Run (*L0.002 +D+0.750L+0.750S+H, LL Comb Run(L'0.002 +D+0.750L+0.750S+H, LL Comb Run (U0.002 +D+0.60W+H 0.002 +D+0.70E+H 0.002 +D+0.750L+0.750Lr+0.450W+H, LL Corr-0.013 +D+0.750L+0.750l:r+0.450W+H, LL Corr0.042 +D+0.750L+0.750Lr+0.450W+H, LL Corr0.027 +D+0.750L+0.750S+0.450W+H, LL Com0.002 +D+0.750L+0.750S+0.450W+H; LL Com 0.002 +D+0.750L+0.750S+0.450W+H, LL Com 0.002 Page 76 of 81 Support2 0.222 0.306 0.276 0.360 -0.222 0.285 0.262 0.325 0.222 0.222 0.222 0.222 0.222 0.285 0.262 0.325 0.222 0.222 0.222 0.222 0.222 0.222 0.133 0.133 0.222 0.084 0.053 0.137 0.222 0.222 0.222 0.222 0.306 0.276 0.360 0:222 0.285 0.262 0.325 0.222 0.222 0.222 0.222 0.222 0.285 0.262 0.325 0.222 0.222 0.222 Project Title: En~ineer: ProJect Desc~: Project ID: Printed: 15 MAR 2016, 4:53PM ,· ·· : _, :File'.=,\\WDMY.ClOUDl:X4\PiJblic\(}ZNRSP"31CAMPFIRE\WORK\G5lBT6',Q.EC6. :· ·-· , -· · ·: ··: ·,e:NERc11Lc;1Nc::1~as:201~;_suild:6;j~.a:1~.v~r.s:11r3;31- Support notation : Far left is #1 Values in KIPS Support3 ... .. Dodd and Assocites ;G~iier~l ,~!i~m Analysi$ -• -~' ·-' ~ • -,I ' ' • • ' •• Description : Metal stud ceiling joist ( cantilevered 2) ~ . GeMra( Beiini' Pr<>pertles: : _:-.. ---· .. .. ~lastic Modulus 29,000.0 ksi Span #1 Span Length = Span #2 Span Length = 7.0 ft 5.083 ft + f D(O.Q133~r(O.Q133) Span= 7.0ft Load for Span Number 1 f Area= Area= Project Title: En$ineer: Proiect Descr: Project ID: Printed· 15 MAR 2016, 4:54PM . ,F,il~.fs 11WDMY\::l:.QUl:)ex4\l?utili9\9zNR$p,:3\Qf\fv1PFIR~W0RK\85~1;!T6"Cl:EC36 ': > :, '. '.;·' · . : ·ENE8CALC;.1NJ:,',19&~;2O1.i;,13ujld:6,1·4.8:1~;Ver:6.15.9~1 .;_ ... 10.0 in"2 10.0 in"2 f Moment of Inertia = Moment of Inertia = D/0.01333\ Lr/0,01333) + Span = 5.083 ft f 100.0 in"4 100.0 in"4 • Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.010, Lr= 0.010 ksf, Tributary Width:;: 1,330 ft, (ceiling) Load for Span Number 2 Uniform Load : D = 0.010, Lr= 0.010 ksf, Tributary Width = 1.333 ft, ( ceiling) Point Load : D = 0.05320 k @ 5.083 ft, (wall below) ·-~DEs1¢rts·vMMARY .. · · ·· .. 0.615 k-ft Ma)(imum Bending = Load Combination Location of maximum on span Span # where maximum occurs +D+Lr+H, LL Comb Run (LL} 7.000ft Maximum Deflection Max Downward L +Lr+S Deflection Max Upward L +Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Load Combination Max Stress Ratios Segment Length Span# M V Overall MAXimum Envelope Dsgn, L = 7.00 ft 1 Dsgn. L = 5.08ft 2 +D+H Dsgn. L= 7.00ft 1 Dsgn. L= 5.08 ft 2 +D+L+H, LL Comb Run (*L) Dsgn. L = 7.00 ft 1 Dsgn. L = 5.08ft 2 +D+L +H, LL Comb Run (L *) Dsgn. L= 7.00ft 1 Dsgn. L = 5,08ft 2 +D+L +H, LL Comb Ron (LL) Dsgn. L = 7.00 ft 1 Dsgn. L = 5.08 ft 2 +D+Lr+H, LL Comb Run (*L) Dsgn. L = 7:00ft 1 Dsgri. L = 5.08ft · 2 +D+Lr+H, LL Comb Run (L *) Dsgn. L = 7.00 ft 1 Dsgn. L = 5.08 ft 2 +D+Lr+H, LL Comb Run (LL) Dsgn. L = 7.00ft 1 Dsgn. L= 5.08ft 2 +D+S+H Dsgn. L = 7.00 ft 1 Dsgn.L~~r.J.7. gf ~~ +D+0.?50Lr . , l:.L om un (* Dsgn. L = 7.00 ft 1 Span# 1 0.002 in 0.000 in 0.005 in -0.001 in Mmax+ 0.02 0.00 Maximum Shear = . Mmax- -0.61 -0.61 -0.44 -0.44 -0.44 -0.44 -0.44 -0.44 s0.44 -0.44 -0.61 -0.61 -0.44 -0.44 -0.61 -0.61 -0.44 -0.44 -0.57 Load Combination Location of maximum on span Span # where maximum occurs 65006 0 26568 140759 Summary of Moment Values Ma-Max Mnx Mnx/Omega Cb 0.61 0.61 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.61 0.61 0:44 0.44 0.61 · 0.61 0.44 0.44 0.57 0.1887 k +D+Lr+H, LL Comb Run (LL) 7.000 ft Span# 1 Summary of Shear Values Rm Va Max Vnx Vnx/Omega 0.19 0.19 0.12 0.12 0.12 0.12 0.12 0.12 0.12 0.12 0.19 0.19 0.16 0.12 0.19 0.19 0.12 0.12 0.17 Dodd and Assocites Description : Metal stud ceiling joist (cantilevered 2) Load Combination Segment Length Span# Dsgn. L = 5.08 ft 2 +D+0.750Lr+0.750L +H, LL Comb Run (L Dsgn. L = 7.00 ft 1 Dsgn. L = 5.08 ft 2 +D:i-0.750Lr+0.750L+H, LL CombRun (L Dsgn. L = 7.00 ft 1 Dsgn. L = 5.08 ft 2 +D+0.750L+0.750S+H, LL Comb Run (*L Dsgn. L = 7.00 ft 1 Dsgn. L = 5.08 ft 2 +D+0.750L+0.750S+H, LL Comb Run (L' Dsgn. L = 7.00 ft 1 Dsgn. L = 5.08 ft 2 +D+0.750L-t{).750S+H, LL Comb Run (Ll Dsgn. L = 7.00 ft 1 Dsgn,. L = 5.08 ft 2 +D+0.60W+H Dsgn. L = 7.00 ft 1 Dsgn. L = 5.08 ft 2 +D+0.70E+H Dsgn. L = 7.00 ft Dsgn. L = 5.08 ft 2 +D+0.750Lr+0.750L+0.450W+H, LL Corr Dsgn. L = 7.00 ft 1 Dsgn. L = 5.08 ft 2 +D+0.750Lr+0.750L +0.450W+H, LL Corr Dsgn. L = 7.00 ft 1 Dsgn. L = 5.08 ft 2 +D+0.750Lr+0.750L+0.450W+H, LL Corr Dsgn. L = 7.00 ft 1 Dsgn. L = 5.08 ft 2 +D+0.750L+0.750S+0.450W+H, LL Com Dsgn. L = 7.00 ft 1 Dsgn. L = 5.08 ft 2 +D+0.750L +0.750S+0:450W+H, LL Com Dsgn. L = 7.00 ft 1 Dsgn. L = 5.08 ft 2 . +D+0.750L+0.750S+0.450W+H, LL Com Dsgn. L = 7.00-ft 1 Dsgn. L = 5.08 ft 2 +D+0.750l+0.750S+0.5250E+H, LL Con Dsgn. L = 7.00 ft 1 Dsgn. L = 5.08 ft 2 +D+0.750L+0.750S+0.5250E+H, LL Con Dsgn. L = 7.00 ft 1 Dsgn. L = 5:08 ft 2 +D+0.750L+0.750S+0.5250E+H, LL Con Dsgn. L = 7.00 ft 1 Dsgn. L = 5.08 ft 2 +0.60D+0.60W+0.60H Dsgn. L = 7.00 ft 1 Dsgn. L = 5.08 ft 2 +0.60D+0.70E+0.60H Dsgn. L = 7.00 ft 1 Dsgn. L = 5.08 ft 2 r-·ov~i~fl IVi~ifmtim:-oeflecffo'ns' Load Combination DOnly :~y~~i~~c~~a~tioi;!~ _, _ Max Stress Ratios Span 1 2 M V Max."-" Deft 0.0000 0.0046 Load Combination Support 1 Support2 Overall MAXimum Overall MINimum :: Jtf9Jrtl~n ~ 81 +D+L +H, LL Comb Run (L *) 0.047 -0.000 -0.01.7 -0.017 -0.017 0.370 0.047 0.231 0.231 0.231 Project Title: Engineer: Pro1ect Descr: Project ID: Printed: 15 MAR 2016, 4:54PM · ' · Eile-=.\\WDMY.CLOt.JDEX4\Rublic\C7NRSP-:~\CAMP,F.IREIW0RK\C5LBT6.:Q.E£6,. • · .• , ' -·: · : · _'.ENERCALG, (NC:'1983°2014, Build:6.:')4.8:'16,Ver.6.15:~.31 · i Summary of Moment Values Mmax+ Mmax -Ma -Max Mnx Mme/Omega Cb -0.57 0.57 0.01 -0.44 0.44 -0.44 0.44 -0.57 0.57 -0.57 0.57 -0.44 0.44 -0.44 0.44 -0.44 0.44 -0.44 0.44 -0.44 0.44 -0.44 0.44 -0.44 0.44 -0.44 0.44 -0.44 0.44 -0.44 0.44 -0.57 0.57 -0.57 0.57 0.01 -0.44 0.44 -0.44 0.44 -0.57 0.57 -0.57 0.57 -0.44 0.44 -0.44 0.44 -0.44 0.44 -0.44 0.44 -0.44 0.44 -0.44 0.44 -0.44 0.44 -0.44 0.44 -0.44 0.44 -0.44 0.44 -0.44 0.44 -0.44 0.44 -0.27 0.27 -0.27 0.27 -0.27 0.27 -0.27 0.27 Location in Span Load Combination 0.000 5.083 DOnly Support notation : Far left is #1 Support3 Summary of Shear Values Rm Va Max Vnx Vnx/Omega 0.17 0.14 0.12 0.17 0.17 0.12 0.12 0.12 0.12 0.12 0.12 0.12 0.12 0.12 0.12 0.17 0.17 0.14 0.12 0.17 0.17 0.12 0.12 0.12 0.12 0.12 0.12 0.12 0.12 0.12 0.12 0.12 0.12 0.07 0.07 0.07 0.07 Max."+" Deft -0.0006 0.0000 Values in KIPS Location in Span 4.308 4.308 Dodd and Assocites ,., ; ' t~~rj-~rai: e~arilArl'a1.ys.is Description : Metal stud ceiling joist (cantilevered 2) '.~:·v ~riicaF Re~~tioos::; · • , ,_ • ·•-• • • r ,_ --· ~, • Load Combination Support 1 Support2 +D+L +H, LL Comb Run (LL) -0.017 0.231 +D+Lr+H, LL Comb Run (*L) -0.041 0.323 +D+Lr+H, LL Comb Run (L *) 0.030 0.277 +D+Lr+H, LL Comb Run (LL) 0.005 0.370 +D+S+H -0.017 0.231 +D+0.750Lr+0.750L+H, LL Comb Run (*-0.035 0.300 +D+0.750Lr+0:750L+H, LL Comb Run (L0.018 0.266 +D:+0.750Lr+0:750L+H, LL Comb Run (L-0.000 0.335 +D+0.750L+0.750S+H, LL Comb Run (*L-0.017 0:231 +p+0.750L+0.750S+H, LL Comb Run (Lt0.017 0.231 +D+0.750L+0.750S+H, LL Comb Run (L~0.017 0.231 +D+0.60W+H -0.017 0.231 +D+0.70E+H -0.017 0.231 +D+0.750L+0.750Lr+0.450W+H, LL CoiT-0.035 0.300 +D+0.750L +0.750Lr+0.450W+H, LL Corr 0.018 0.266 +D+0.750L+0.750Lr+0.450W+H, LL Corr-0.000 0.335 +D+0:750L +0.750S+0.450W+H, LL Com-0.017 0.231 +D+0.750L+0.750S+0.450W+H, LL Com-0.017 0.231 +D+0.750L+0.750S+0.450W+H, LL Com-0.017 0.231 +D+0.750L+0.750S+0.525E+H, LL Comt-0.017 0.231 +D+0.750L+0.750S+0.525E+H, LL Comt-O.Q17 0.231 +D+0.750L+0.750S+0.525E+H, LL Com~0.017 0.231 +0.60D+0.60W+0.60H -0.010 0.138 +0.60D+0.70E+0.60H -0.010 0.138 DOnly -0.017 0.231 Lr Only, LL Comb Run (*L) -0.025 0.092 Lr Only, LL Comb Run (L *) 0.047 0.047 Lr Only, LLComb Run (LL) 0.022 0.139 L Only, LL Comb Run (*L) L Only, LL Comb Run (L *) L Only, LL Comb Run (LL) SOnly WOniy EOnly HOnly +D+H' -0.017 0.231 +D+L +H, LL Comb Run (*L) -0.017 0.231 +D+L +H, LL Comb Run (L *) -0.017 0.231 +D+L +H, LL Comb Run (L:L) -0.017 0.231 +D+Lr+H, LL Comb Run (*L) -0.041 0.323 +D+Lr+H, LL Comb Run (L*) 0.030 0.277 +D+Lr+H, LL Comb Run (LL) 0.005 0.370 ·+D+S+H -0.017 0.231 +D+0.750Lr+0.750L+H, LL Comb Run (*-0.035 0.300 +D+0.750Lr+0.750L+H, LL Comb Run (L0.018 0.266 +D+0.750Lr+0.750L+H, LL Comb Run (L-0.000 0.335 -i:D+0.750L+0.750S+H, LL Comb Run (*L-0.017 0.231 +D+0.750L+0.750S+H, LL Comb Run (Lt0.017 0:231 +D+0.750L+0.750S+H, LL Comb Run (L~0.017 0.231 +D+0.60W+H -0.017 0.231 +D+0.70E+H -0.017 0.231 +D+0.750L+0:750Lr+0.450W+H, LL Corr-0.035 0.300 +D+0.750L+0.750Lr+0.450W+H, LL Corr0.018 0.266 +D+0.750L+0.750Lr+0.450W+H, LL Corr-0.000 0.335 +D+0.750L+0.750S+0.450W+H, LL Com-0.017 0.231 +D+0:750L+0.750S+0.450W+H, LL Com-0.017 0.231 +D+0.750L+0.750S+0.450W+H, LL Com-0.017 0.231 Page 79 of 81 SiJpport3 Project Title: Engineer: Pro1ect Descr: Project ID: Printed: 15 MAR2016. 4:54PM ·.· '~ii~= ,\\WDfl1YC~O\J!i>~X41PubTic\C7N_RSP:3\CAMPF.IRE\WO_RKIC::5tBI6-Q:~G~: ·_-, --,_ --_~N~RC~lC/JNC .. 1,983-20_14::s~ili:i:6~.j'.4:~:16,:.v~r:6,15.3-.31~-, Support notation : Far left is #1 Values in KIPS ' Dodd and Assocites Project Title: Engineer: ProJect Descr: Project ID: Printed: 15 MAR 2016, 4:59PM f1J~,i= \IWDMY.C~\)UD~45Public\C7NR$R;.319AMPF.IRE\W0RK\Cpt_BT6,-g.EC~. ''. • , , , · .. -; J;N~RCA£C;'1N0: :1saq:2014;,suild:s.1-1.&:1s.ver:6,:f1>.3:31 :~, 1,11• Description : Metal stud ceiling joist (simple span) Elastic Modulus 29,000.0 ksi Span #1 Span Length = 11.50 ft Area= 10.0 in"2 Moment of Inertia = 100.0 in"4 • ; D(0.Q133;r(0.0133J ; • ~ Span= 11.50 ft 2 . Applied Lo~ds . . . -·~ . . Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.010, Lr= 0.010 ksf, Tributary Width= 1.330 ft, (ceiling) ; DE$1GN SUMMARY Maximum !3ending = · Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L +Lr+S Deflection Max Upward L +Lr+S Deflection Max Downward Total Deflection Max Upward Total Defle9tion 0.440 k-ft +D+Lr+H 5.750ft Span# 1 0.002 in 0.000 in 0.002 in 0.000 in Maximum Shear = Load Combination Location of maximum on span Span # where maximum occurs 75856 0 75856 0 0.1530 k +D+Lr+H 0.000 ft Span# 1 ,~)fai!iKuifl:o.r~.~s-~ $tiesses.for Load Combinations ___ ~-------------------=-=-_____,cc-,-- Max Stress Ratios Summary of Moment Values Summary of Shear Values Load Combination Segment Length Span # OvE,Jrall MAXimum Envelope Dsgn. L = 11.50 ft +D+H Dsgn. L = 11.50 ft +D+L+H Dsgn. L= 11.50ft +D+Lr+H Dsgn. L = 11.50 ft +D+S+H Dsgn.L::; 11.50 ft +D+O. 750Lr+0.750L +H Dsg n. L =. 11.50 ft +D+0.750L +0.750S+H Dsgn. L= 11.50ft +D+0.60W+H Dsgn. L = 11.50ft +D+0.70E+H Dsgn. L = 11.50 ft +D+0.750Lr+0.750L +0.450W+H Dsgn. L = 11.50ft +D+O. 750L +0.750S+0.450W+H Dsgn. L= 11.50~ +D+0.750L+0.750S+0.5250E+H Dsgn. L = 11.50 ft +0.60D+0.60W+0.60H Dsgn. L = 11.50 ft +0.60D+0.70E+0.60H Dsgn. L = 11.50 ft 1 ':· "6vi~~1i:Maxirhuni-.~efie~i~ns Load Combination Lr Only Page 80 of 81 Span 1 M V Mmax + Mmax -Ma -Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega 0.44 0.22 0.22 0.44 0.22 0.38 0.22 0.22 0.22 0.38 0.22 0.22 0.13 0.13 ' .. ' ~ -~. ,,.~ .. Max."·" J;)efl Location in Span 0.0018 5.808 0.44 0.22 0.22 0.44 0.22 0.38 0.22 0.22 0.22 0.38 0.22 0.22 0.13 0.13 Load Combination 0.15 0.08 0.08 0.15 0.08 0.13 0.08 0.08 0.08 0.13 0.08 0.08 0.05 0.05 Max. "+'' Deft Location in Span 0.0000 0.000 Dodd and Assocites Project Title: Engineer: Pr6Ject Descr: Project ID: Printed: 15 MAR 2016, 4:59PM . \ ,il;i1~£\\WDM'(Cl:00DEX4,\Publiclp?NRSP~3\CAMPf:)~E\_wORK\8fiLBTey.;a:EC6 . , , · : ; :-•-· . . . .~NERCAU::, .. INQ,.o1~8~2P14;'.Buil.d:6::1'4,8:j6, \/er:6.15.3:31:'. '. Description : Metal stud ceiling joist (simple span) · • , --•,< ......... .... ,,. ... .. . ..,., .. • < .,.. ", Support notation : Far left is #1 Values in KIPS 1 .• V~iticar· Rea.ctions " Load Combination· Support 1 Support2 Overall MAXimum 0.153 0.153 Overall MINimum 0.046 0.046 +D+H 0.D76 0.076 +D+L+H 0.076 0.076 +D+Lr+H 0.153 0.153 +D+S+H 0.076 0.076 +D+0.750Lr+0.750L+H 0.134 0.134 +D+0.750L +0.750S+H 0.076 . 0.076 +D+0.60W+H 0.076 0.076 +D+0.70E+R 0.076 0.076 +D+0.750L +0.750Lr+0.450W+H 0.134 0.134 +D+0.750L+0.750S+0.450W+H 0.076 0.076 +D+0.750L +0. 750S+0.525E+H 0.076 0.076 +0.60D+0.60W+0.60H 0.046 0.046 +0.60D+0.70E+0.60H 0.046 0.046 DOnly 0.076 0.076 Lr Only 0.076 0.076 LOnly SOnly WOnly EOnly HOnly +D+H 0.076 0.076 +D+L+H 0.076 0:076· +D+Lr+H 0.153 0.153 +D+S+H 0.076 0.076 +D+O. 750Lr+0.750L +H ·0.134 0.134 +D+0.750L +0.750S+H 0.076 0.076 +D+0.60W+H 0.076 0.076 +D+O.?0E+H 0.076 0.076 +D+0.750L +0.750Lr+0.450W+H 0.134 0.134 +D+0.750L +O. 750S+0.450W+H 0.076 0.076 Page 81 of 81 ., DODD AND ASSOCIATES """""""' =--CONSULTING ENGINEERS :':.----2020 HANCOCK ST, STE: B SAN DIE:GQ, CA 92110 (619) 260-0057 FAX 260-0046 -" .. SUPPLEMENTAL STRUCTURAL CALCULATIONS FOR CAMPFIRE CLIENT= OWNER DA TE ISSUED= 03-15-2016 Deco ANO ASSOCIATES CONSULTING ENGINEERS --'66'1-1?:>cA-w" . (<-2.) 0::0 s, g.oo-i..\ 3 Project: CAr-Aor,a,c Date: _______ _ Sheet: ___ of __ _ ~ <;;-nt,.-v..lv />t.'I,.\.~) IZ>~.--i!.!JP---=--= ~-- U tl'·'t-¥ ~ 9 6 < A--H-lqrtJo \J µ--'/¼,J. ... \'2-'-/0~ /~ (1.) LIOt.Yt"'\'° -c..t !I Cft,C'J~ M '{(>,.. .-·ylc>3°'b -0 /r~ \) ,.,.. ..... ,.. ,-, 3~~~ -~0 -I-Co c..,,UW'N (::7--' ) (.Q oo ~ 560 --<4. µ "" (tr,c.. -== i:~ :s-z ,Q\, --~I .fut p ~N'f-+' -= \'oGlO Pb/Jl(IJP l."'2 ") 'fju:)' \~-~vt tv\~,.,< -: I~ '2,c ~_;,\i-/r I/A, o- \) ~ 7 ')..7 2 '6!}/h S ~ -:;: \ ll\10.Yb~ -dvff)J~ -=-4<..,<., :s ½-Ct. -,,, I '3,7~uh Daoo AN-0 ASSOCIATES CDNS-ULTI.NG ENGINE:ERS -~ cg~ · l'2-) '-.e,oo ~9Cv-'-l 1, .-Qlv'NC--~L1f° ~~· u~.. \ Q... b~fob~SNl> V ~A 1'1.-t.,(,0 y..,,,_, /'f\J'O & OJ S \ ~.., -L.t3 ~~-: MMIK. ,;.~£~~ ... \?-1-v '/11:A< = I --2J{ o}ih 1 Project: U'rMO ~«¥ Date: ______ _ Sheet: ___ of __ _ ~ ;;,s~~, ti -... ')4(().0h ProjE!ct: Campfire Metal Stud Analysis See Enercalc PerSSMA Results Member Description Mmax(lb-ft) Vmax (lbs) Mmax{lb-ft) Vmax (lbs) Moment Shear *Metal Stud beam @ 19'-0" max height interior wall {vertical load) 320 160 1970 248 OK OK *Metal Stud beam @ 19'-0" max height interior wall (interior out- of-plane load) 288 144 967 3478 OK OK *Metal Stud box column @ 19'- 0" max height interior wall {interior out-of-plane load) 907 228 3040 5456 OK OK *Metal Stud Ceiling Beam · 704 422 2566 2480 OK OK *Metal Stud Ceiiing Beam2 1527 714 2566 2480 OK OK *Metal Stud ceiling joist {cantilevered 1) 560 182 985 1240 OK OK *Metal Stud ceiling joist {cantilevered 2) 615 187 985 1240 OK OK *Metal Stud ceiling joist {simple span) 440 153 985 1240 OK OK Dodp and Assocites General Beam Analysis I • I I ~ J Project Title: En9ineer: Pro1ect Descr: Project ID: Prtnted: 15 MAR 2016, 4:40PM File= \\WDMYCLOUDEX41Public\C7NRSP-3\CAMPFIRE\WORK\C5LBT6-Q.EC6 . . EN.ERCALC, INC. 1~83-2014, Build:,6.14.8.16, Ver:6.)5:3.31 Description : Metal stud beam@ 19'-0" max height interior wall (vertical load) Genera.I Beam i:»roperties Elastic Modulus 29,000.0 ksi Span #1 Span Length = 8.0 ft Area= 10.0 in"2 Moment of Inertia = 100.0 in"4 D 0.04 Span =8.0fl ---·---~--------------------~ Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.010 ksf, Tributary Width= 4.0 ft, (WALL ABOVE) DESIGN SUMMARY I Maximum Bending = Load Combination .Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Mi:ix Upward L +Lr+S Deflection Max Downward Total Deflection Max Upward total Deflection 0.320k-ft +D+H 4.000ft Span# 1 O.OQ.O in 0.000 in 0.001 in 0:000 in Maximum Shear = Load Combination Location of maximum on span Span # where maximum occurs 0 o. 74921 0 ---------- 0.160 k +D+H 0.000 ft Span# 1 Maximu·m Forces & Stresses for Load Combinations --~------c-c--~----------------Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax-Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn. L = 8.00 ft 0.32 0.32 0.16 +D+H Dsgn. L = a:ooft 1 0.32 0.32 0.16 +D+L+H Dsgn. L= 8.00 ft 0.32 0.32 0.16 +D+Lr+H· Dsgn. L = 8.00 ft 0.32 0.32 0.16 +D+S+H Dsgn. L= 8.00 ft 0.32 0.32 0.16 +D+0.750Lr+0.750L +H Dsgn. L = 8.00ft ,0.32 0.32 0.16 +D+0.750L +0.750S+H Dsgn. L= s:ooft 0.32 0.32 0.16 +D+0.60W+H Dsgn. L = 8.00 ft 0:32 0.32 0.16 +D+O;?0E+H Dsgn. L = . 8.00 ft 0.32 0.32 0.16 +D+0.750Lr+0:750L +0.450W+H Dsgn. L = 8.00 ft 0.32 0.32 0.16 +D+0.750L +0.750S+0.450W+H Dsgn. L = 8.00ft 0.32 0.32 0.16 +D+0.750l+0.750S+0.5250E+H Dsgn. L = 8.00 ft 0.32 0.32 0.16 +0.60D+0.60W+0.60H Dsgn. L= 8.00ft 0.19 0.19 0.10 +0:60D+0.70E+0.60H Dsgn .. L·= 8.00 ft 1 0.19 0:19 0.10 Overall Maximum Deflections Load Combination Span Max. "-"Defl Location iff Span Load Combination Max. "+"Defl Location in Span DOnly 1 0.0013 4,040 0.0000 0.000 Dodd and Assocites Project Title: Engineer: ProJect Descr: Project ID: _ Printed: 15 MAR 2016, 4:40PM . File= \\WDMYCWUDEX4\Public\C7NRSP-3\CAMPFIRE\WORK\C5LBT6-Q.EC6 . ENERCALC, .INC. 1~83-2014, Build:6.14.8.16, Ver:6.15.3.31 Description : Metal stud beam @ 19'-0' max height interior wall (vertical load) Vertical Reactions Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D-t0.750Lr-t0.750L+H +D-t0.750L-t0.750S+H +D-t0.60W+H +D-t0.70E+H +D-t0.750L-t0.750Lr-t0.450W+H +D-tO. 750L-t0. 750S-t0.450W+H +D-t0.750L-t0.750S-t0.525E+H -t0.60D-t0.60W-t0.60H -t0.60D-t0.70E-t0.60H ,DOnly Lr Only LOnly sonly WOnly EOnly HOnly +D+H +D+L+H +D+Lr+H +D+S+H +D-t0.750Lr-t0.750L+H +D-t0.750L-t0.750S+H +D-t0.60W+H +D-t0.70E+H +D-t0.750L-t0.750Lr-t0.450W+H +D-tO. 750L-t0.750S-t0.450W+H Support 1 0.160 0.096 0.160 0.160 0.160 0.160 0.160 0.160 0.160 0.160 0.160 0.160 0.160 Q.096 0.096 0.160 0.160 0.160 0.160 0.160 . 0.160 0.160 0.160 0.160 0.160 0.160 Support2 0.160 0.096 0.160 0.160 0.160 0.160 0.160 0.160 0:160 0.160 0.160 0.160 0.160 0.096 0.096 0.160 0.160 0.160 0.160 0.160 . 0.160 0.160 0.160 · 0.160 0.160 0.160 Support notation : Far left is #1 Values in KIPS Dodd and Assocites Project Title: Engineer: Proiect Descr: Project ID: Printed: 15 MAR 2016, 4:42PM General Beam Analysis File= \\WDMYC~OUDEX4\Public\C7NRSP;.3\CAMPFIRE\WORK\C5LBT6-Q.EC6 ENERCALC, INC.1983-2014, Build:6.14.8.16, Ver.6.15.3.31 I • I I "' "' Description : Metal stud beam @ 19'-0• max height interior wall (INTERIOR OUT-OF-PLANE WIND load) General Beam Properties Elastic Modulus 29,000.0 ksi Span #1 Span Length = 8.0ft Area= 10.0 in"2 Moment of Inertia = 100.0 in"4 -------------------- ; W(0.06\ ; ; • Span= 8.0ft -----------· ------------------ Applied Loa_ds Service loads entered. Load Factors will be applied for calculations. Uniform Load: W = 0.0150 ksf, Tributary Width= 4.0 ft, (OUT-OF-PLANE WIND) DESIGN SUMMARY -Maximum Bending = Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L +Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.288k-ft +D+0.6QW-+H 4.000ft - Span# 1 0.000 in 0.000 in 0.002 in 0.000 in Maximum Shear = Load Combination Location of maximum on span Span # where maximum occurs 0 0 49947 0 0.1440 k +D+0.60W-+H 0.000 ft Span# 1 ----------------··-·-----------------' Maximum Forces & Stresses for Load Combinations -------'-----~--,-c--~~---------------L o ad· Combination ~ax Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # -M V Mmax + Mmax -Ma -Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall.MAXimum Envelope Dsgn. L = 8.00 ft 0.29 +D+H Dsgn. L = 8.00 ft +D+L+H Dsgn. L = 8.00 ft +D+Lr+H Dsgn. L = 8.00 ft +D+S+H Dsgn. L = a.oo ft +0-1{). 750Lr-!{).750L +H Dsgn .. L = 8.00 ft +D-!{).750L-!{):750S+H Dsgn. L= 8.00 ft +D-!{).60W+H Dsgn. L = 8.00 ft 0.29 +D-!{).70E+H Dsgn. L = 8.00 ft +D-!{).750Lr-!{).750L-!{).450W+H Dsgn. L = 8.00 ft 0.22 +D-!{).750L-!{). 750S-!{).450W+H Dsgn. L = 8.00 ft 0.22 +D-1{). 750L-!{).750S-+-0.5250E+H . Dsgn. L = 8.00 ft -!{).60D-!{).60W-!{).60H Dsgn. L = 8.00 ft 0.29 -!{).60D-!{).70E-!{).60H Dsgn. L = 8.00 ft 1 Overall Maximum Deflections Load Combination Span Max."-" Defl Location in Span WOnly 0.0019 4.040 0.29 0.29 0.22 0.22 " 0.29 Load Combination 0.14 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.14 -0.00 0.11 0.11 -0.00 0.14 -0.00 Max. "+" Defl Location in Span 0.0000 0.000 Dodd and Assocites General Beam Analysi$ Project Title: Engine~r: ProJect Descr: Project ID: Printed: 15 MAR 2016, 4:42PM File= \IWDMYCLOUQEX4\Public\C7NRSP-3\CAMPFIREIWORK\C5LBT6-Q.EC6 ~NERCALC, INC. 1~83-2014; Build:6.14.8.16,.Ver.6.15.3.31 Description : Metal stud beam@ 19'-0" max'.height interior wall (INTERIOR OUT-OF-PLANE WIND load) Vertical Reactions Load Combination Overall MAXimum ·overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D-i0.750Lr-+0.750L +H +D-+0.750L-+0.750S+H +D-+0.60W+H +D-+0:70E+H +D-+0.750L-+O. 750Lr-+0.450W+H +D-+O. 750L-+0.750S-+0.450W+H +D-+0.750L-+0.750S-+0.525E+H -+0.60D-+0.60W-+0.60H -+0.60D-+0.70E+0.60H DOnly Lr Only LOnly SOniy WOnly EOnly H Only +D+H +D+L+H +D+Lr+H +D+S+H +D-+O. 750Lr-+0.750L +H +D-+0.750L-+0.750S+H +D-+0.60W:i+! +D-+0.70E+H +D-+0.750L-+0.750Lr-+0.450W+H +D-+O. 750L-+O. 750S-+0.450W+H Support 1 0;240 0.108 0.144 0.108 0.108 0.144 0.240 0.144 0.108 0.108 Support2 0.240 0.108 0.144 0.108 0.108 0.144 0.240 0.144 0.108 0.108 .. Support notation : Far left is #1 Values in KIPS Dodd and Assocites Projl3ct Title: Engineer: ProJect Descr: Project ID: Printed: 15MAR2016, 4:46PM _General Beam Analysis File= \\WDMYCLOUDEX4\Pu61ic\C7NRSP-3\CAMPFIRE\WORK\C5LBT6-Q.EC6 EN~RCALC, INC. 1983;2p14,.Build:6,14.8.16, Ver:6.15,3.31 t , I I "' "' Description : Metal stud BOX COLUMN @ 19'-0' max height interior wall (INTERIOR OUT-OF-PLANE WIND load) General Beam Properti!:IS Elastic Modulus 29,000.0 ksi Span #1 Span L1;;mgth = 19.0 ft Area= 10.0 in"2 Moment of Inertia = 100.0 in"4 ' ----·-------·-·-·-·····--·--------------, Span= 19.0ft Applied-Loads Service loads entered. Load Factors will be applied for calculations. Load{s) for Span Number 1. . _ Point Load: W = 0.240 k·@ 15;0 ft, (OUT-OF-PLANE WIND) Point Load: W = 0.240 k@ 15.0 ft, (OUT-OF-PLANE WIND) QESIGN SUMMARY Maximum Bending = Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L +Lr+S Deflection Max Downward Total Deflection Max IJpward Total:Deflection 0.907k4t +D+0.60W+H 15.010ft Span# 1 0.000 in 0.000 in 0.025 in O.OOOin Maximum Shear = Load Combination Location of maximum on span Span # where maximum occurs 0 0 9150 0 ~------------------------------------~-------------- Maximum Fo.rces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values 0.2274 k +D+0.60W+H 15.010 ft Span# 1 Summary of Shear Values Segment Length Span # M V Mmax + Mmax -Ma -Max Mnx Mm</Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope psgn. L = 19.00 ft +D+H Dsgn. L = 1 ~.00 ft +D+L+H Dsgn. L = 19.00 ft +D+Lr+H Dsgn. L = 19.00 ft +D+S+H Dsgn. L = 19.00 ft +D+0.750Lr+0.750L +H · Dsgn. L = 19.00 ft +D+0.750L +O. 750S+H Dsgn. L = 19.00 ft +D.+0.60W+H Dsgn. L = 19.00 ft +D+il.70E+H Dsgn. ~ = 19.00 ft _ +D+0.75QLr+0.750L+0.450W+H Dsgn. L = 1"9.00 ft +D+0.750L +0.750S+0.450W+H Dsgn. L = 19.00 ft +D+0.750L+0.750S+0.5250E+H Dsgn. L = 19.00 ft +0.60D+0.60W+0.60H Dsgn. L = 19.00 ft +0.60D-t0.70E+0.60H Dsgn. L = 19.00 ft Overall Maximum Deflections Load Combination WOnJy Span 0.91 0.91 0.91 0.91 0.68 0.68 0.68 0.68 0.91 0.91 Max.'-" Dell Location in Span .Load Combination 0.0249" 10.735 0.23 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.23 -0.00 0.17 0.17 -0.00 0.23 -0.00 Max. "+" Dell Location in Span 0.0000 0.000 Dodd and Assocites Project Tiile: Engineer: PrOJect Descr: Project ID: Printed: 15 MAR 2016, 4:46PM File= \IWDMYCt::oUDEX4\Public\C7NRSPN3\CAMPFIRE\WORK\C5LBT6NQ.EC6 ENERCALC, INC.1983-2014, Build:6.14.8,16, Ver:6.15.3.31 Description : Metal stud BOX COLUMN @ 19'-0' max height interior wall (INTERIOR OUT-OF-PLANE WIND load) Vcutical Reactions 'Load Combination Ovel'clll MAXimum Overall MINimum -+D+H -+D+L+H -+D+Lr+H -+D+S+H -+Di{). 750Lri{).750L +H -+0i{).750L i{).750S+H -+0i{).60W+H -+0i{).70E+H -+0i{).750Li{).750Lri{).450W+H -+Di{). 750L i{),750Si{).450W+H -+Di{). 750L i{),750Si{).525E+H i{),60Di{).60W-+0.60H i{).60Di{).70Ei{).60H DOnly ~rOnly LOnly SOnly WOnly EOnly HOnly -+D+H -+D+L+H -+D+Lr+H -+D+S+H -+0i{).750Lri{).750L+H -+0i{).750L i{), 750S+H -+0'1{).60W+H -+0i{).70E+H -+0i{).750L i{). 750Lri{).450W+H -+0i{).750L i{).750Si{).450W+H Support 1 0.101 0.045 0.061 0.045 0.045 0.061 0.101 0.061 0.045 0.045 Support2 0.379 0.171 0.227 0.171 0.171 0.227 0,379 0.227 0.171 0.171 Support notation : Far left is #1 Values in KIPS Dodo and Assocites Metal stud ceiling:beam General Beam Properti,s Elc1stic Modulus 29;000.0 ksi Span #1 Span Length = 6.670 ft ------------------··- • ; Area= Project Title: En9ineer: Proiect Descr: Project ID: Flinted: 15 MAR 2016, 4:49PM File ='\\WDMYCLO.UDEX4\P.ublicXC7NRSP-3\CAMPFIRE\WORK\C5LBT6-Q,EC6 ENERGALC, INC: 1983-2014, Build;6,1(8.16; Ver,6.15,3,31 10.0 in"2 Moment of Inertia = 100.0 in"4 ---------·-·-----~-----------------------------------------~ ; Span = 6,670 It ---------------------------· --------------------------------------' Applied Loads St:lrvice loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.010, Lr= 0'.010 ksf, Tributary Width= 6.330 ft, (ceiling) DESIGN.SUMMARY Maximum Bending = Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+$ Deflection Max Downward Total Deflection Max Upward Total Deflection 0.704k-ft +D+Lr+H 3:335ft Span# 1 0.000 in 0.000 in 0.001 in 0.000 in Maximum Shear = Load Combination Location of maximum.on span Span # where maximum occurs 0 0 81687 0 0.4222 k +D+Lr+H 0.000 ft Span# 1 ---------------------~--~------------------------~ f,1aximum Forces 8i Stresses forload Combinations Load Combination Segment Length Span# 0verall MAXimum Envelope Dsgn. L = 6.67 ft +D-tH Dsgn. L= 6.67 ft +D+L-tH Dsgn. L = 6.67 ft +D:tlt-tH Dsgh. L = 6.67 ft +D+S-tH Dsgn. L= 6.67 ft +D+0.750Lr+0.750L-tH Dsgn. L= 6.67 ft -tD+0.750L+0.750S-tH Dsgn. L = 6.67 ft +D+0.60W-tH Dsgn. L = 6.67 ft +D+0.70E-tH Dsgn. L= 6.67ft +D+0.750Lr+0.750L +0.450W-tH Dsgn. L = 6.67 ft +0+0:750L +0:750S+0,450W-tH Dsgn.L= 6.67ft 1· +D+0.750L +0.750S+0.5250E-tH Dsgn. L = 6.67 ft +0.600+0.60W+0.60H Dsgn. L= 6.67ft 1 +0.60D+0.70E+0.60H Dsgn. L = 6.67ft Overall Maximum Deflections Load Combination Lr Only Max Stress Rat!os ---,-----:::--,---..,.....-;;-;--;---:-;--;-,------------=-----cc=----,. __ Summary of Moment Values Summary of Shear Values M V Mniax + Mmax-Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega 0.70 0.70 0.42 0:35 0.35 0.21 0.35 0.35 0.21 0.70 0.70 0.42 0.35 0.35 0.21 0.62 0.62 0.37 0.35 0.35 0.21 0.35 0.35 0.21 0.35 0.35 0.21 0.62 0.62 0.37 0.35 0.35 0.21 0.35 0.35 0.21 0.21 .0.21 0.13 0.21 0.21 0.13 Span Max."-" Deft Location in Span Load Combination Max. "+" Deft Location in Span O.Q010 3.368 0.0000 0.000 Dodd and Assocites General· Beam Analysis Description : Metal stud ceiling beam Verti~al ~eactions Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D-t-0. 750Lr-t-0.750L +H +D-t-0.750L-t-0. 750S+H +D+0.60W+H +D-t-0.70E:+-H +D+0.750L +0.750Lr+0.450W+H +D-t-0:750L +O. 750S-t-0.450W+H +D-t-0.750L-t-0. 750S-t-0.525E+H +0.60D+0.60W+0.60H +0.60D-t-0.70E+0.60H DOnly Lr Only LOnly sonly WOnly EOnly HOnly +D+H +D+L+H +D+Lr+H +D+S+H +D-t-0.750Lr+0.750L +H +D+0.750L-t-0. 750S+H +D+0.60W+H +D+0.70E+H +D+0.750L +0.750Lr-t-0.450W+H +D-t-0.750~ -t-0.750S-t-0.450W+H Support 1 0.422 0.127 0.211 0.211 0.422 0.211 0.369 0.211 0.211 0.211 0.369 0.211 0.211 0.127 0.127 0.211 0.211 0.211 0.211 0.422 0.211 0.369 0.211 0.211 0.211 0.369 0.211 Support2 0.422 . 0.127 0.211 0.211 0.422 0.211 0.369 0.211 0.211 0.211 0.369 0.211 0.211 0.127 0.127 0.211 0.211 0.211 0.211 0.422 0.211 · 0.369 0.211 0.211 0.211 0.369 0.211 Project Title: Engineer: PrQJect Descr: Project ID: Printed: 15 MAR 2016, 4:49PM File= \\WDMYCLOUDEX4\Public\C7NRSP-3\CAMPFIRE\WORK\C5LBT6-Q,EC6 .. ENERCAtC,.INO, 1983,2014, j3uild:6.14.8.16, Ver:6.15.3.31 Support notation : Far left is #1 Values in KIPS Dodd and Assocites General Beam Analysis ,.,,, ' Description .: Metal stud ceiling beam 2 General Beam Properties ElasticModulus. 29,000.0 ksi Span #1 Span Length = Span #2 · Span Length = '8.0 ft 4.833 ft Area= Area= Project Title: En9ineer: Pro1ect Descr: Project ID: Printed: 15 MAR 2016, 4:51 PM File= \\WDMYCLOUDEX4\Public\C7NRSP-3\CAMPFIRE\WORK\C5LBT6..:Q.EC6 ENERCALC, INC.1983-2014, Build:6.14.&.16, Ver:6.15.3.31 10.0 in"2 10.0 in"2 Moment of Inertia = Moment of Inertia = 100.0 in"4 100.0 in"4 ---------------··-···-------·· ---·-··----·-··-· • ; o,a oss3a;o:o.oss3al ; ; ; o,a.oss3B) Lti:0.0653Bl ; ; • ~-Span=·a.ott ~ Span = 4.833 ft Appli~d Lo,ds Service loads entered. Load Factors will be applied for calculations. Load for $pan Number 1 Uniform Load: O = 0.010, Lr= 0.010 ksf, Tributary Width= 6.538 ft,(ceiling) Load for Span Number 2 . Uniform Load: D = 0.010; Lr= 0.010 ksf, Tributary Width= 6.538 ft, (ceiling) DESIGN SUMMARY Maximum Bending = 1.527k-ft Maximum Shear = 0.7139 k Load Combination +D+Lr+H Load Combination +D+Lr+H location of maximum on span 8.000ft Location of maximum on span 8.000 ft Span # where mQJ<imum occurs Span# 1 Span # where maximum occurs Span# 1 Maximum Deflection Max Downward-L+Lr+S Deflection 0.004 in 25830 Max Upward L +Lr+S Deflection 0.000 in 0 Max Downward Total Peflection 0.004 in 25830 Max Upward Total Deflection -0.000 in 525484 Maximu.m forces ~ Stresses for Load Combinations . Load Combination Max·Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax-Ma-Max Mnx Mme/Omega Cb Rm Va Max Vnx Vnx/Omega OveralLMAXimuin Envelope Dsgn. L = 8.00ft 1 0.42 -1.53 1.53 0.71 Dsgn. L= 4.83 ft 2 -1.53 1.53 0.63 +D+H Dsgn. L = 8.00 ft 1 0.21 -0.76 0.76 0.36 Dsgn. L = 4,83 ft 2 -0,76 0.76 0.32 +D+L+H Dsgn. L = 8:oo ft 1 0.21 -0.76 0.76 0.36 Dsgn. L = 4.83ft 2 -0.76 0.76 0.32 +D+Lr+H Dsgn. L = 8.00 ft 1 0.42 -1.53 1.53 0.71 Dsgn. L = 4.83 ft 2 -1.53 1.53 0.63 +D+S+H Dsgn. L= 8.00 ft 1 0.21 -0.76 0.76 0.36 Dsgn.L = 4.83ft 2 -0.76 0.76 0.32 +D-+O. 750Lr-+0.750L +H Dsgn. L= 8.00 ft 1 0.37 -1.34 1.34 0.62 Dsgn. L = 4.83 ft 2 -1.34 1.34 0.55 +D-+0.750L-+0.750S+H Dsgn. L = 8.00ft 1 0.21 -0.76 0.76 0.36 Dsgli. L = 4.?3 ft 2 -0.76 0.76 0.32 +D-+0.60W+H Dsgn. L = 8.00ft 1 0.21 -0.76 0.76 0.36 Dsgn.L= 4.83ft 2 -0.76 0.76 0.32 +D:i{).70E+H Dsgn. L= 8.00 ft 1 0.21 -0.76 0.76 0.36 Dsgn. L = 4;83ft 2 -0.76 0.76 0.32 +D-+0.750Lr-+0.750L-+0.450W+H Dsgn. L = 8.00 ft 1 0.37 -1.34 1.34 0.62 Dsgri.L= 4.83ft 2 -1.34 1.34 0.55 Dodd and Assocites General Beam Analysis I • I I ~ ~ Description : Metal stud ceiling beam 2 Load Combination Segment Length Span # +D:i-0. 750L +0.750S+0.450W+H Dsgn. L = 8;00 ft 1 Dsgn. L = 4.83 ft 2 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 8.00 ft 1 Dsgn.L = 4:83 ft 2 +0.60D+0.60W+0.60H Dsgn. L = 8.00 ft 1 Dsgn. L = 4.83 ft 2 +0.60D+0.70E+0.60H Dsgn. L = 8.00 ft 1 DSQn, L = 4:83 ft . 2 Overall Maximum Deflections Load Combination Lr Only Lr Only Vertical Reactions Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L +H +D+0.750L +O. 750S+H +D+0:60W+H +D+0.70E+H +D+0,750L +0.750Lr+0.450W+H +D+0.750L +O. 750S:+0.450W+H +D+O. 750L +0.750S+0.525E+H +0.60D+0.60W+0:60H +0.60D+0.70E+0.60H DOnly Lr Only LOnly SOnly WOnly EOnly HOnly +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L +H +D+0.750L +0.750S+H +D+0.60W+H +D+0.70E+H +p+0.750L+0.750Lr+0.450W+H +D+O. 750L-+O. 750S+0.450W+H Max Stress Ratios M V Span 1 2 Support 1 0.332 0.100 0.166 0.166 0.332 0.166 0.291 0.166 0.166 0.166 0.291 0.166 0.166 0.100 0.100 0.166 0.166 0.166 0.166 0.332 0:166 0.291 0.166 0;166 0.166 0.291 0.166 Max. '-"Defl 0.0004 0.0045 Support2 1.346 0.404 0.673 0.673 1.346 0.673 1.178 0.673 0.673 0.673 H28 0.673 0.673 0.404 0.404 0.673 0.673 0.673 0.673 1.346 0.673 1.178 0.673 0.673 0.673 . 1.178 0.673 Project Title: En9ineer: Proiect Descr: Project ID: Printed: 15 MAR 2016, 4:51PM File= \\WDMYCLOUDEX4\Public\C7NRSP-3\CAMPFIRE\WORK\C5L.BT6-Q.EC6 · .ENERCALC, INC. 1983-2014, Build:6.14:8.16, Ver:6.15.3.31 Summary of Moment Values Mmax+ Mmax -· Ma -Max Mnx Mme/Omega Cb 0.21 -0:76 0.76 -0.76 0.76 0.21 -0:76 0.76 -0.76 0.76 0.13 -0.46 0.46 -0.46 0.46 0.13 -0.46 0.46 -0.46 0.46 Location in Span Load Combination 2.646 4.833 Lr Only Sopport notation.: Far left is #1 Support3 Summary of Shear Values Rm Va Max Vnx Vnx/Omega 0.36 0.32 0.36 0.32 0.21 0.19 0.21 0.19 Max.•+• Defl -0.0002 0.0000 Values in KIPS Location in Span 6.954 6.954 Dodd·and Assocites Metal stud ceiling joist(cantilevered 1) General· Beam Properties Elastic-Modulus 29,000.0 ksi Span #1 Span Length = Span #2 Span Length = • 8.0 ft 4.833 ft pro 0133~r/O 0133) Span= 8.0ft • Area= Area= Project Title: Engineer: Proiect Descr: Project ID: Printed: 15 MAR 2016, 4:53PM File= \IWDMYCLOUDEX4\Public\C7NRSP-3\CAMPFIRE\WORK\C5LBT6-Q.EC6 ENERGALC, INC.1983-2014, Build:6.14:8.16, Ver:6.15.3.31 10.0 in"2 10.0 in"2 • • Moment of Inertia = Moment of Inertia = DID 01333ir/0 01333) Span = 4.833 ft • 100.0 in"4 100.0 in"4 'T ··-------. ---·-----···-···------. ---··-··-··· Applied ~oads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D= 0.010, Lr= 0.010 ksf, Tributary Width= 1.330 ft, (ceiling) Load for Span Number 2 Uniform Load: D = 0.010, Lr= 0.010 ksf, Tributary Width= 1.-333 ft, (ceiling) Point Load : D = 0.05320-k@ 4.83"3 ft, (wall below) DESiGN SUMMARY Maximum Bending = Load Combination 0.568 k-ft Maximum Shea_r_= __ ----------------0.1820 k +D+Lr+H, LL Comb Run (*L) Load Combination +D+Lr+H, LL Comb Run (*L) Location of maximum on·span Span.# where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L +Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 8.000ft Location of maximum on span 8.000 ft Span# 1 Span # where maximum occurs 0.002 in 0.000 in 0.004 in -0.001 in 66874 0 28444 156610 Span# 1 -----·---------------·----------·---------------------~ ~ax.imum Forces & Stresses for Load Combjnatjpns Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax-Ma-Max Mnx Mme/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope -'. Dsgn. L = 8.00 ft 1 '0,06 -0.57 0.57 0.18 Dsgn. L = 4.83ft 2 -0.57 0.57 0.18 +D+H Dsgn. L = 8.00 ft 1 0.00 -0.41 0.41 0.12 Dsgn. L= 4.83 ft 2 -0.41 0.41 0.12 +D.+L +H, LL Comb Run {*L) Dsgn. L = 8.00ft 1 0:00 -0.41 0.41 0.12 Dsgn. L = 4.83ft 2 -0.41 0.41 0.12 +D+L+H, LL Comb Run (L *) Dsgn. L= 8.00 ft 1 0.00 -0.41 0.41 0.12 Dsgn. L = 4.83 ft 2 -0.41 0.41 0.12 +D+L +H, LL Comb Run (LL) Dsgn. L= 8.00 ft 1 0.90 -0.41 0:41 0.12 Dsgn. L = 4.83 ft 2 -0.41 0.41 0.12 +b+Lr+H, LLComb Run (*L) Dsgn. L = 8.00 ft 1 -0.57 0.57 0.18 Dsgn. L = 4.83ft 2 -0.57 0.57 0.18 +D+Lr+H,-LLComb Run {L*) ·Dsgn. L = 8.00 ft 1 0.06 -0.41 0.41 0.16 Dsgn. L = 4.83 ft 2 -0.41 0.41 0.12 +D-tl.:r+H, LL Comb Run (LL) Dsgn: L = -8.00 ft 1 0.02 -0.57 0.57 0.18 _ Dsgn. L = 4.83 ft 2 -0.57 0.57 0.18 +D+S+H . Dsgn. L = 8.00 ft. 0.00 -0.41 0.41 0.12 Dsgn. L= 4.83 ft 2 -0.41 0.41 0.12 +Dt0.750Lr+0.750L+H, LL Comb.Run(* Dsgn. L = 8.00 ft 1 -0.53 0.53 0.17 Dodd and Assocites · General Beam Analysis I , I I ~ ~ Description : Metal stud ceiling joist (cantilevered 1) Load Combination Max Stress Ratios S99ment Length Span# M V Dsgn. L = 4.83 ft 2 +D-+Q:750Lr+0.750L +H, LL Comb Run (L Dsgn. L = 8.00 ft 1 Dsgn. L = 4.83.ft 2· +D+0.750Lr+0.750LiH, LL Comb Run (L Dsgn, L= 8:00 ft 1 Dsgn. L = 4.83 ft 2 +D+0.750L+0.750S+H, LL Comb Run (*L · Dsgn. L = 8.00 ft 1 Dsgn. L = 4,83 ft 2 +D+0.750L+0.750S+H, LL Comb Run (L' Dsgli. L= 8.00 ft 1 'Dsgn. L= 4.83 ft 2 +D+0.750L+0.750S+H, 1:.L Comb Run (LI Dsgn. L = 8.00ft 1 Dsgn. L = 4.83 ft 2 +D+0.60W+H Dsgn. L = 8.00 ft 1 Dsgn. L = 4.83 ft 2 +D+0.70E+H Dsgn. L = 8.00 ft Dsgn. L = 4.83 ft 2 +D+0.750Lr+0.750L+0.450W+H, LL Corr Dsgn. L= 8.00 ft 1 Dsgn. L = 4.83 ft 2 +D+0.750Lr+0.750L +0.450W+H, LL Corr Dsgn .. L= 8.00 ft 1 Dsgn. L= 4.83 ft 2 +D+0.750Lr+0.750L+0.450W+H, lL Corr Dsgn. L = 8.00 ft 1 .Osgn. L = 4.83 ft 2 +D+0.750L +0.750S+0.450W-+f-f, LL Com Dsgn. L = 8.00ft 1 Dsgn. L =. 4.83 ft 2 +D+0.750L +0.750S+0.450W+H, LL Com Dsgn. L = 8.00 ft 1 Dsgn. L = 4.83 ft 2 +D+0.750L+0.750S+0.450W+H, LL Com Dsgn. L= 8:oo ft 1. Dsgn. L = 4.83 ft 2 +Q+0.750L +0.750S+0.5250E+H, LL Corr Dsgn. L= 8.00 ft 1 Dsgn. L= 4.83 ft 2 +D+0.750L+0.750S+0.5250E+H, LL Corr Dsgn. L= 8.00 ft 1 Dsgn. L = 4.83 ft 2 +D+0.750L+0.750S+0.5250E+H, LL Corr Dsgn. L = 8.00ft 1 Dsgn. L = 4.83 ft 2 +0.60O+0.60W+0:60H Dsgn. L = 8.00 ft 1 Dsgn. L =. 4.83 ft 2 +0.60D+0.70E+0.60H Dsgn. L = 8.00 ft Dsgn. L = 4.83ft 2 Overall Maximum Defl~ctions Load Comtiination Span Max. •.ioefl Lr Only 1 0.0002 DOnly 2 0.0041 Vertical ·Reactions Load Combination Support 1 Support2 Overall MAXimum 0.055 0.360 Overall MINimum 0.001 0.053 +D+H 0.002 0.222 +D+L +H,.LL Comb Run(*~) 0.002 0.222 +D+L +H, LL Comb Run (L*} 0.002 0.222 Mmax+ Mmax 0 -0.53 0.04 -0.41 -0.41 0.02 -0.53 -0.53 0,00 -0.41 -0.41 0.00 -0.41 -0.41 0.00 -0.41 -0.41 0.00 ~0.41 -0.41 0.00 -0.41 -0.41 -0.53 -0.53 0.Q4 -0.41 -0.41 0.02 -0.53 -0.53 0.00 -0.41 -0.41 0.00 -0.41 -0.41 0.00 -0.41 -0.41 0.00 -0.41 ~0.41 0.00 -0.41 -0.41, O.bO -0.41 -0.41 0.00 a-0.25 -0.25 0.00 -0.25 -0.25 Location in Span 1.538 4.833 Project Title: Engineer: ProJect Descr: Project ID: Prtnted: 15 MAR 2016, 4:53PM Fil~ =\\WDMYCLOUDEX4\Pub!ic\C7NRSPN3\CAMPFIREIWORKIC5LBT6NQ.EC6 gNERCALC, INC.1983-2014, Build:6.14.8.1fl, Ved};15.3.31 Summary of Mo.ment Values Summary of Shear Values Ma-MaJC Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega 0.53 0.17 0.41 0.14 0.41 0.12 0.53 0.17 0,53 0.17 0.41 0.12 0.41 0.12 0,41 0.12 0.41 0.12 0.41 0.12 0.41 0.12 0.41 0.12 0.41 0.12 0:41 0.12 0.41 0.12 0.53 0.17 0.53 0.17 0.41 0.14 0.41 0.12 0.53 0.17 0.53 0.17 0.41 0.12 0.41 0.12 0.41 0.12 0.41 0.12 0.41 0.12 0.41 0.12 0.41 0.12 0.41 0.12 0.41 0.12 0.41 0.12 0.41 0.12 0.41 0.12 0.25 0.07 0.25 0.07 0:25 0.07 0.25 0.07 L9ad Combination Max. "+'Defl Location in Span . DOnly -0.0006 5.108 0.0000 5.108 Support notation : Far left is #1 Values in KIPS Support3 Dod9 a.nd Assocites Description : Metal stud ceiling joist ( cantilevered 1) Vertical Reactions Load Combination Support 1 +D+L +H, LL Comb Run(LL) 0.002 +D+Lr+H, LL Comb Run (*L) -0.018 +D+Lr+H, LL Comb Run (L *) 0.055 +D+Lr+H, LL Comb Run(LL). 0.035 +D+S+H 0.002 +D+0.750Lr+0.750L+H, LL Comb Run (*-0.013 +D+0.750Lr+0.750L+H, LL Comb Run (L0.042 +D+0.750Lr+0.750L+H, LL Comb Run (L0.027 +D+0.750L+0.750S+H, LL Comb Run (*L0.002 +D-+-0.750L+0.750S+H, LL Comb Run (L'0.002 +D+0.750L +0.750S+H, LL Comb Run (LI 0.002 +D+0.60W+H 0.002 +D+0.70E+H 0.002 -t0+0.750L+0.750Lr+0.450W+H, LL Corr-0.013 +D+0.750L+0.750Lr+0.450W+H, LL Corr0.042 -t0-t0.750L+0.750Lr+0.450W+H, LL Corr0.027 -t0+0.750L+0.750S+0.450W+H,l:L Com 0.002 -t0+0.750L+0.750S+0.450W+H, LL Com 0.002 +D+0.750L+0.750S+0.450W+H, LL Com 0.002 +D+0.750L +0.750S+0.525E+H, LL Comt 0.002 -t0'1{).750L +O. 750S+0.525E+H, LL Comt 0.002 -t0+0.750L+0.750S+0.525E+H, LL Comt0.002 +0.60D+0.60W+0.60H 0.001 +0.60D+0.70E+0.60H 0:001 · D Only 0.002 Lr Only, LL Comb Run (*L) -0.019 Lr Only, LL Comb Run (L *) 0.053 Lr Only, LL Comb Run (LL) 0.034 L Orily, LL Comb Run (*L) L Only, LL Comb Run (L *) L Only, LL Comb Run (LL) sonly WOrily EOnly H'Only +D+H Q.002 +D+L +H, LL Comb Run (*L) 0.002 +D+L+H, LL Comb Run (L*) 0:002 -tO+L +H, LL Comb Run (LL) 0.002 +D+Lr+H, LL Comb Run (*L) -0.018 +D+Lr+H, LL Comb Run (L*) 0.055 +D+Lr+H, LL Comb Run (LL) 0.035 +Q+S+H 0.Q02 +D-+0:750Lr+0.750L+H, LL Comb Run (*-0.013 +D-t:0.750Lr+0.750L +H, LL Comb Run (L 0.042 +D+0.750Lr+0.750L+H, LL Comb Run (L0.027 +D+0.750L+0.750S+H, LL Comb Run (*L0.002 -t0+0.750L+0.750S+H, LL Comb Run (L'o:002 -t0+0.750L+0.750S+H, LL Comb Run (l,10.002 -t0+0.60W+H 0.002 +D+0.70E+H 0.002 -t0+0.750L +0.750Lr+0.450W+H, LL Corr-0.013 -t0+0.750L+0.750Lr+0.450W+H, LL Corr0.042 -t0+0.750L+0.750Lr+0.450W+H, LL Corr0.027 -t0+0.750L +0.750S+0.450W+H, LL Com 0.002 +D+0.750L +0.750S+0.450W+H, LL Com 0.002 -t0+0.750L +0.750S+0.450W+H, LL Com 0.002 Support2 0.222 0.306 0.276 0.360 0:222 0.285 0.262 0.325 0.222 0.222 0.222 0.222 0.222 0.285 0.262 0.325 0.222 0.222 0.222 0.222 0.222 0.222 0.133 0.133 0:222 0.084 0.053 0.137 0.222 0.222 0.222 0.222 0.306 0.276 0.360 0.222 0.285 0.262 0.325 0:222 0:222 0:222 0.222 0.222 0.285 0.262 0.325 0.222 0.222 0.222 Support3 Project Title: Engineer: Project Descr: Project ID: Printed: 15 MAR 2016, 4:53PM File= IIWDMYCLOUDEX4\Public\C7NRSP.;.3\CAMPFIRE\WORKIC5LBT6-Q.EC6 ENERQ(ltC, INq. 1983-2014,Build:6.14.8 .. 16, Ver:6.15.3.31 Support notation : Far left is #1 Values in KIPS Dodp and Assocites General Beam Analysis I • I I ~ ~ Description : Metal stud ceiling joist (cantilevered 2) · General Beam Properties Elastic Modulus 29,000.0 ksi Span #1 Span Length = Span #2 Span Length = 7.0 ft 5.083 ft Area= Area= Project Title: En9ineer: Pro1ect Descr: Project ID: Printed: 15 MAR 2016, 4:54PM .File= IIWDMYCLOUDEX4\Public\C7NRSP-3\CAMPFIRE\WORK\C5LBT6-Q.EC6 . -ENERCALC, INC, 1983,2014, Build:6.14.8.16, Ver.6.15.3.31 10.0 in"2 10.0 in"2 Moment of Inertia = Moment of Inertia = 100.0 in"4 100.0 in"4 ------·--------------------------------------· -----------·------------------~ + f peg 9133);:r(0.0133) f f. D[0.01333) Lr/0 01333) .. Span=7.0ft Span = 5.083 ft ·-·------------------------·-·-·-·-··--·----------·-·---. ----·--. _______ __, Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Looo: D = 0.010, Lr= 0.010 ksf, Tributary Width= 1.330 ft, (ceiling) Load for Span Number 2 Uniform Load: D = 0.010, Lr= 0.010 ksf, Tributary Width= 1.333 ft, (ceiling) PoinrLoad : D = 0.05320 k @ 5.083 ft, (wall below) DESIGN $UMMARY Maximum Bending = Load Combination Location of maximum on span Span # where maximum occurs 0.615k-ft +D+Lr-+H, LL Comb Run (LL) 7.000ft Maximum Deflection Max'Downward L+Lr+S Deflection Max Upward L +Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Span# 1 0.002 in 0.000 in 0.005 in -0;001 in Maximum Shear = Load Combination Location of maximum on span Span # where maximum occurs 65006 0 26568 140759 0.1887 k +D+Lr-+H, LL Comb Run (LL) 7.000 ft Span# 1 '-------------·-·-··--------------· -----------·--------------·-----· ·---· ----------------' Maximum Forces & Stress~ for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax + Mmax-Ma-Max Mnx Mm<!Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXirrtum Envelope Dsgn. L= 7.00 ft 1 -0.61 0.61 0.19 Dsgn. L= 5.08 ft 2 -0.61 0.61 0.19 +D-i+f Dsgn. L = 7.00 ft 1 -0.44 0.44 0.12 Dsgn. L = 5.08 ft +D+L-i+f, LL Comb Run (*L} 2 -0.44 0.44 0.12 Dsgn. L= 7.00 ft 1 -0.44 0.44 0.12 Dsgn.L = 5.08ft 2 -0.44 0.44 0.12 +D+L-i+f, LL Comb Run (L *) Dsgn. L = 7.00 ft 1 -0.44 0.44 0.12 Dsgn. L = ·5.08 ft 2 -0.44 0.44 0.12 +D'll-i+f, LL Comb Run (LL) 0.44 Dsgn. L = 7.00ft 1 -0:44 0.12 Dsgn. L= 5.08 ft 2 -0.44 0.44 0.12 -tD+Lr-i+f, LL Comb Run (*L) Dsgn. L= 7.00ft 1 -0.61 0.61 0.19 Dsgn. L = 5.08ft 2 -0.61 0.61 0.19 +D+Lr-i+f, LL Comb Run(L *) Dsgn. L= 7.00 ft 1 0.02 -0.44 0.44 0.16 Dsgn. L = 5.08 ft 2 -0.44 0.44 0.12 +D+Lr-i+f, LL Comb Run (LL) Dsgn. L = 7.00 ft 1 0.00 -0.61 0.61 0.19 Dsgn. L= 5.08 ft 2 -0.61 0.61 0.19 +D+S-i+f Dsgn. L = 7.00 ft -0.44 0.44 0.12 Dsgn. L = 5.08 ft 2 -0.44 0.44 0.12 +D-+0.750Lr-+0.750L-i+f, LL Como Run(* Dsgn. L = 7.00 ft 1 -0.57 0,57 0.17 Dodp and Assocites Metal stud ceiling joist ( cantilevered 2) load Combination Segment Length . Span # Dsgn. L = 5.08 ft . 2 +D-+0.750Lr-+0.750L+H, LL Comli Run (L Dsgn. L = 7.00 ft 1 Dsgn. L = 5.08 ft 2 +D-+0:750Lr-+0.750L +H, LL Comb Run (L Dsgn. L = 7:00 ft 1 Dsgn. L = 5.08 ft 2 +D-+0.750L-+0.750S+H, LL Comb Run (*L Dsgn. L = 7.00 ft 1 Dsgn. L = 5.08 ft 2 +D-+0.750L-+0.750S+H,ll Comb Run (L' Dsgn. L = 7.00 ft 1 Dsgn. L = 5.08 ft 2 +D-+0.750L-+O. 750S+H, LL Comb Run (Ll Dsgn. L = 7.00 ft 1 Dsgn. L = 5.08 ft 2 +D-+0.60W+H Dsgn. L::; 7.00 ft 1 Dsgn. L = 5.08 ft 2 +D-+0.70E+H Dsgn. L = 7.00 ft Dsgn. L = 5.08 ft 2 +D-+0.750Lr-+0.750L-+0.450W+H, LL Corr Dsgn. L = 7.00 ft 1 Dsgn. L = 5.08 ft . 2 +D-+0.750Lr-+0.750L-+0.450W+H, LL Corr Dsgn. L = 7.00 ft 1 Dsgn. L = 5.08 ft 2 +D-+0.750Lr+0.750L +0.450W+H, LL Corr Dsgn. L = 7.00 ft 1 .Osgn. L = 5.08 ft 2 +D-+0.750L-+0.750S-+0.450W+H, LL Com Dsgn. L = 7.00 ft 1 Dsgn. L = 5.08 ft 2 +D-+O. 750L-+O. 750S-+0.450W+H, LL Com Dsgn. L = 7.00 ft 1 0sgn. L = 5.08 ft 2 +D-+O. 750L-+O. 750S-+0.450W+H, LL Com Dsgn. L = 7.00 ft 1 Dsgn. L = 5.08 ft 2 +D-+0.750L-+0.750S-+0.5250E+H, LL Corr Dsgn. L = 7.00 ft 1 Qsgn. L = 5.08 ft 2 +D-+0.750L+0.750S-+0:5250E+H, LL Corr Dsgn. L = 7.00 ft 1 Dsgn. L = 5.08 ft 2 +D-+0.750L-+0.Z50S-+0.5250E+H, LL Corr Dsgn. L = 7.00 ft 1 Dsgn. L::; 5.08 ft 2 +0.60D-+0.60W-+0.60H Dsgn. L = 7.00 ft 1 Dsgn. L = 5.08 ft 2 +0.60D'+0.70E+0.60H Dsgn. L = 7 .00 ft Dsgn. L = 5.08 ft 2 Overall Maxi.mum Deflections Loaa Combination DOnly Max Stress Ratios Span 1 2 M V Max."-" Deft 0:0000 0.0046 Vertical· Reactions Load Combination Support 1 Support2 Overall MAXimum Overall MINimum +D+H +D+L +H, LL Comb Run (*L) +D+L+H, Ll Comb Run (L*) 0.047 -0.000 -0.017 -0.017 -0.017 0.370 0.047 0.231 0.231 0.231 Mmax+· Mmax- -0.57 0.01 -0.44 -0.44 -0.57 -0.57 -0.44 -0.44 -0.44 -0.44 -0.44 -0.44 -0.44 -0.44 -0.44 -0:44 -0.57 -0.57 0,01 -0.44 -0.44 -0.57 -0.57 -0.44 -0.44 -0.44 -0.44 -0.44 -0.44 -0.44 -0.44 -0.44 -0.44 -0.44 -0.44 -0.27 -0.27 -0.27 -0.27 Location in Span 0.000 5.083 Project Title: Engineer: ProJect Descr: Project ID: Plinted: 15 MAR 2016, 4:54PM File= \\WDM'i'CLOUDEX4\Public\C7NRSP-3\CAMPFIRE\WORK\C5LBT6-Q.EC6 E_NERCALC, INC, 1983.-2014, Build:6.14.8.16, Ver:6.15.3:31 Summary of Moment Values Ma -Max Mnx Mm<IOmega Cb 0.57 0.44 0.44 0.57 0.57 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.57 0.57 0.44 0.44 0.57 0.57 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.27 0.27 0.27 0.27 Load Combination DOnly Rm Summary of Shear Values Va Max Vnx Vnx/Omega 0.17 0.14 0.12 0.17 0.17 0.12 0.12 0.12 0.12 0.12 0.12 0.12 0.12 0.12 0.12 0.17 0.17 0.14 0.12 0.17 0.17 0.12 0.12 0.12 0.12 0.12 0.12 0.12 0.12 0.12 0.12 0.12 0.12 0.07 0.07 0.07 0.07 Max."+" Deft Location in Span -0.0006 0.0000 4.308 4.308 . Support notation : Far left is #1 Values in KIPS Support3 Dodd and Assocites L General Beam Analysis Description : Metal stud ceiling joist (cantilevered 2} Vertical ReactiQns Load Combination Support 1 +D+L-iti, LL Comb Run (LL} -0.017 +D+Lr-iti, LL Comb Run (*L) -0.041 +D+Lr-iti, LL Comb Run (L *} 0.030 +D+Lr-iti, LL Comb Run (LL} 0.005 -tD+S-iH -0.017 +0i{),750Lr-+-0.750L-iti, LL Comb Run (*-0.035 +0i{).750Lr-+-0.750L-iH; LL Comb Run (L 0.018 +0i{).750Lr-+-0.750L-iti, LL Comb Run (L-0.000 +D-+-0.750L-+-0.750S-iti, LL Comb Run (*L-0.017 +D-+-0.750L-t-0.750S-iti, LL Comb Run (L'-0.017 +D-+-0:750L-+-0.750S+H, LL Comb Run (Ll-0.017 +D-+-0:('l0W-iH -0.017 +D-+-0.70E-iti -0.017 +D-+-0.750L-+-0.750Lr-+-0.450W+H, LL Corr-0.035 +D-+-0.750L-+-0.750Lr-+-0.450W+H, LL Coo0.D18 +D-+-0.750L-+-O. 750Lr-+-0.450W+H, LL Coo-0.000 +0i{).750L-+-0.750Si{).450W+H, LL Com-0.017 +D-+0)5CiL-+0.750S-+0.450W+H, LL Cbm-0.017 +D-+-0.750L-+-O. 750S-+0.450W+H, LL Com-0.017 +D-+-0.750L-+-0.750S-+0.525E+H, LL ComW.017 +D-+-0.750L-+-0.750S-+0.525E+H; LL ComW.017 -tp-+-0.750L-+-0.750S-+-0.525E+H, LL ComW.017 -+-0.60D-+-0.60W-+-0:60H -0.010 -+-0.60Di{).70Ei{).60H -0.010 D Only -0.017 Lr Only, LL Comb Run (*L) -0.025 Lr Only, LL Comb Run (L *} 0.047 Lr Only, LL Comb Run (LL) 0.022 L Only, LL Comb Run (*L} L Only, LL·Comb Run (L*} L Only, LL Comb Run (LL) SOnly WOnly EOnly HOnly +D+H -0.017 +D+L+H, LLComb Run (*L) -0.017 +D+L-iti, LL Comb Run (L *} -0.017 +D+L +H, LL Comb.Run (LL} -0.017 +D+Lr-iti, LL Comb Run (*L} -0.041 +D+Lr+H, LL Comb Run (L 1 0.030 +D+LrtH, LL Comb Run (LL} 0.005 +D+S+H -0.017 +0i{):750Lr-+-0.750L +H, LL Comb Run (*-0:035 +D-+0.750Lri{).750L+H, LL Comb Run (L0.018 +0-t{).750Lr-+-0.750L+H, LL Comb Run (L-0.000 +D-+-0.750L-+-0.750S+H, LL Comb Run (*L-0.017 +D-+-0.750L-+-0.750S+H, LL Comb Run (Lt0.017 +D-+-0:750L-+-0.750S+H, LL Comb Run (Ll-0.017 +D-+0.60W+H -0.017 +D-+-0.70E+H -0.017 +D-+0.7q0L-+-0.750Lr-+-0.450W+H, LL Coo-0.035 +D-+-0;750L-+-O. 750Lr-+-0.450W+H, LL Coo 0:D18 +D-+-0.750L-+0.750l:r-+0.450W+H, LL Corr-0.000 +D-+0.750L-+0.750S-+0.450W+H, LL Com-0.017 +0i{).750L-t0.750Si{).450W+H, LL Com-0.017 +D-+0.750L-+-0.750S-+0.450W+H, LL Com-0.017 Support2 0.231 0.323 0.277 0.370 0.231 0.300 0.266 0.335 0.231 0.231 0.231 0.231 0.231 0.300 0.266 0.335 0.231 0.231 0.231 0.231 0.231 0.231 0:138 0.138 0.231 0.092 0.047 0,139 0.231 0.231 0.231 0.231 0.323 0.277 0.310 0.231 0.300 0.266 0,335 0.231 0.231 0.231 0.231 0.231 0.300 0.266 0,335 0.231 0.231 0.231 Support3 Project Title: Engineer: ProJect Descr: Project ID: Printed: 15 MAR 2016, 4:54PM File= IIWDMYCLOUDEX4\Public\C7NRSP-3\CAMPFIRE\WORK\C5LBT6.-Q,EC6 .ENERCAt:C, INC. 1983-2014, Build:6.14.8.16, Yer:6.15.3.31 Support notation : Far left is #1 Values in KIPS Dodd and Assocites. <> ·- General Beam Analysis I • I I 4 4 Description : Metal stud celling joist (simple span) ·oeoera! Beam Properties Elastic Modulus 29,000.0 ksi Span #1 Span Length = 11.50 ft Area= Project Title: En9ineer: ProJect Descr: Project ID: Printed: 15MAR2016, 4:59PM . File =-\\WQMYCLOUDEX4\Puplic\C7NRSP-3\CAMPFIRE\WORK\C5LBT6-Q.EC6 ENERCALC, INC. 1983-2014, Build:6.14.8.16, Ver:6.15.3.31 10.0 in"2 Moment of Inertia = 100.0 in"4 ------------·---·-------------------------------------------------~ + • • • Span= 11.50 ft L------------------------------------------------------·------------~ Applied Loads Service loads entered. Load Factors will be applied for calculations. Unifonn Load: D = 0.010, Lr= 0.010 ksf, Tributary Width= 1.330 ft, (ceiling) DESl~N.SUMMARY I. Maximum Bending = Load Combination Location of maximum on span Span# where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L +Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.440 k-ft Maximum Shear = +D+Lr+H Load Combination 5,750ft Location of maximum on span $pan# 1 0.002 in 0.000 in 0.002 in 0.000 in Span # where maximum occurs 75856 0 75856 0 ------------~---------------------~--·--------- 0.1530 k +D+Lr+H 0.000 ft Span# 1 Maximum Forces & Stresses for Load Combinations L o ad Combination Segment Length Span# Overall MAXimum Envelope Dsgn. L = 11.50 ft +D+H Dsgn. L = 11.50 ft +Di:l.+H Dsgn. L = 11.50 ft +D+Lr+H Dsgn. L = 11.50 ft +D+S+H Dsgn. L= 11.50ft +Dt0.750Lrt0.750L +H Dsgn. L = 11.50 ft +Dt0.750Lt0.750S+H Dsgn. L = 11.50 ft +Dt0.60W+H Dsgn.L= 11.50ft +DtO.?0E+H Dsgn. L = 1.1.50 ft +Dt0.750Lrt0.750L+0.450W+H Dsgn .. L = 11.50 ft +Dt0.750L +O. 750St0.450W+H Dsgn. ~ = 11.50 ft +DtO. 750L tO. 750St0.5250E+H Dsgn. L = 11.50 ft +0.60Dt0.60W+0.60H Dsgn. L = 11.50 ft +0.60Dt0.70E+0.60H Dsgn. L = 11.50 ft 1 Overall Maximum Deflections Load Combination Lr Only Max Stress Ratios M V Span Max."-" Defl 1 0.0018 ------c------,,.,..,------------~----,-,,-,----,.,-c--Summary of Moment Values Summary of Shear Values Mmax+ Mmax-Ma-Max Mnx Mm<IOmega Cb Rm Va Max Vnx Vnx/Omega 0.44 0:44 0.15 0.22 0.22 0.08 0.22 0.22 0.08 0.44 0.44 0.15 0.22 0.22 0.08 0.38 0.38 0.13 0.22 0.22 0.08 0.22 0.22 0.08 0:22 0.22 0.08 0.38 0.38 0.13 0.22 0.22 0.08 0.22 0.22 0.08 0.13 0.13 0.05 0.13 0.13 0.05 Location in Span Load Combination Max."+" Defl Location in Span 5.808 Q.0000 0.000 Dodd,and Assocites -r General Beam Analysis 1,11• • Description : Metal stud ceiling joist (simple span) Vertica.1 Reactions Load Combination Overall MAXimum OverallMINimum +D+H +D+L+H +D+Lr+H +D+S+H +D-+-0. 750Lr-+-0.750L +H +D-+-0.750L-+-0.750S+H +D-+-0.60W+H +D-+-0:?0E+H +D+0.750~ -+-0.750Lr+0:450W+H +D-+-0. 750L-+-0.750S-+-0.450W+H +D-+-0.750L-+-0.750S-+-0.525E+H +0.60D-+-0.60W+0.60H +0.60D-+-0.70E+0.60H DOnly hr Only LOnly sonly WOnly EOnly H Only +D+H +D+L+H +D+L:r+H +D+S+H +D-+-0.750Lr-+-0.750L +H +D+0.750L-+-0.750S+H +D-+-0.60W+H +D-+-0.70E+H +D+0.750L-+-0.750Lr+0.450W+H +D-+-0.750L-+-O. 750S-+-0.450W+H Support 1- 0.153 0.046 0.076 0.076. 0.153 0.076 0.134 0.076 0.076 0.076 0.134 0.076 0.076 0.046 0.046 0.076 0.076 0.076 0.076 0.153 0.076 0.134 0.076 0.076 0.076 0.134 0.076 Support2 0.153 0.046 d.076 0.076 0.153 0.076 0.134 0.076 0.076 0.076 0.134 0.076 0.076 0.046 0,046 0.076 0.076 0.076 0.076 0.153 0.076 0.134 0.076 0.076 0.076 0.134 0.076 Project Title: Engineer: Proiect Descr: Project ID: Printed: 15 MAR 2016, 4:59PM File= \\WDMYCL0UDEX4\Public\C7NRSP-3\CAMPFIRE\WORK\"C5LBT6-Q.EC6 _ ENERGALC, IN.C, 1.983-2014, Build:6.14.8.16, Ver.6.15.3.31 Support notation : Far left is #1 Values in KIPS f" ~ DODD AND ASSOCIATES ==5:.':::::: CONSULTING ENGINEERS === ==----2020 .HANCOCK ST, STE B SAN DIEGO, CA 92110 (619) 260-0057 FAX 260-0046 SUPPLEMENTAL STRUCTURAL CALCULATIONS FOR CLIENT= , DA TE ISSUED= CAMPFIRE OWNER 02-18-2016 2725 ST ATE ST 2030540300 Tl 02-23-2016 CB154377 t. IIIJSGS Design Maps Detailed Report ASCE 7-10 Standard (33.161966 N, 117.35104°W) Site Class D -"Stiff Soil", Risk Category I/II/III Section 11.4.1 -Mapped Acceleration Parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain 55) and 1.3 (to obtain 51). Maps in the 2010 ASCE-7 Standard are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 11.4.3. From Figure 22-1 c11 Ss = 1.158 g From Figure 22-2 c21 S1 = 0.444 g Section 11.4.2 -Site Class The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Chapter 20. Table 20.3-1 Site Classification Site Class A. Hard Rock B. Rock C. Very dense soil and soft rock D. Stiff Soil E. Soft clay soil F. Soils requiring site response analysis in accordance with Section 21.1 .... -Vs Nor Nch Su >5,000 ft/s N/A N/A 2,500 to 5,000 ft/S N/A N/A 1,200 to 2,500 ft/s >50 >2,000 psf 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the ch~racteristics: • Plasticity index PI > 20, • Moisture content w ~ 40%, and • Undrained shear strength Su < 500 psf See Section 20.3.1 For SI: lft/s = 0.3048 m/s llb/ft2 = 0.0479 kN/m 2 ,. Section 11.4.3 -Site Coefficients and Risk-Tar~eted Maximum Considered Earthquake (MCER) Spectral Response Acceleration Parameters Site Class A B C D E F Site Class A B C D E F Table 11.4-1: Site Coefficient F. Mapped MCE R Spectral Response Acceleration Parameter at Short Period S5 :s; 0.25 S5 = 0.50 S5 = 0.75 S5 = 1.00 0.8 0.8 0.8 0.8 1.0 1.0 1.0 1.0 1.2 1.2 1.1 1.0 1.6 1.4 1.2 1.1 2.5 1.7 1.2 0.9 See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of 55 For Site Class= D and S5 = 1.158 g, F. = 1,037 Table 11.4-2: Site Coefficient Fv 55 ~ 1.25 0.8 1.0 1.0 1.0 0.9 Mapped MCE R Spectral Response Acceleration Parameter at 1-s Period S1 :S: 0.10 51 :::::: 0.20 51 = 0.30 S1 = 0.40 5 1 ~ a.so 0.8 0.8 0.8 0.8 0.8 1.0 1.0 1.0 1.0 1.0 1.7 1.6 1.5 1.4 1.3 2.4 2.0 1.8 1.6 1.5 3.5 ~-2 2.8 2.4 2.4 See Section 11.4. 7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of 51 For Site Class = D and, S1 = 0.444 g, Fv = 1.556 Equation {11.4-1): SMs = FaSs = 1.037 X 1.158 = 1.201 g Equation {11.4-2): SM1 = fvSl = 1.556 X 0.444 = 0.691 g Section 1.1.4.4 -Design Spectral. Acceleration Parameters Equation {11.4-3): Sos = ½ SMs = ½ X 1.201 = 0.801 g Equation {11.4-4): S01 = ½ SM1 = ½ X 0.691 = 0.461 g Section 11.4.5 -Design Response Spectrum From Figure 22-12 (31 TL= 8 seconds Figure 11.4-1: Design Response Spectrum Sos= 0.801 I I I I , I I I I I I I l I I T<T0 : s. = SDB (0.4 +0.6 T /T0 ) Tlf:!iiT:S TII: s. =5cs Ts <T:!ii TL: s.:: s01 /T T :>TL: s. = s.ii TL, T2 S01 = 0.461 -r----------T----------1 I I I , I I I I I I I I I I T0 =0.115 Ts= 0.576 1.000 Period, T (sec) Section 11.4.6 -Risk-Targeted Maximum Considered Earthquake (MCER) Response Spectrum The MCER Response Spectrum is determined by multiplying the design response spectrum above by 1.5. SMS = 1.201 SJ.u =0.691. I I· I I I I I I I I I 'I I I I I I I I I I J I I I --~----------T----------1 I I I I I I I I I I I T0 =0.115 Ts= 0.575 1.000 Period, T (sec:) Section 11.-8.3 -Additional Geotechnical Investigation Report Requirements for Seismic Design Categories D through F From Figure 22-7 t41 PGA = 0.460 Equation (11.8-1): PGAM == FPGAPGA = 1.040 x 0.460 = 0.479 g Table 11.8-1: Site Coefficient FPGA Site Mapped MCE Geometric Mean Peak Ground Acceleration, PGA Class PGA S 0.10 PGA = 0.20 PGA = 0.30 PGA = 0.40 PGA ~ a.so A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2. 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-iine interpolation for intermediate values of PGA For Site Class = D and PGA = 0.460 g, FpGA = 1,040 Section 21.2.1.1 -Method 1 (from Chapter 21 -Site-Specific Ground Motion Procedures for Seismic Design) From Figure 22-17 t51 CRS = 0.938 From Figure 22-18 t51 CRl = 0.990 Sec;tion 11.6 -Seismic Design Category Table 11.6-1 Seismic Design Category Based on Short Period Response Acceleration Parameter RISK CATEGORY VALUE OF Sos ._ I or II III IV S0s < 0.167g A A A 0.167g :S S0s < 0.33g B B C 0.33g :S S0 s < 0.50g C C D 0.50g :S Sos D D D For Risk Category= I and SDS = 0.801 g, Seismic Design Category= D Table 11.6-2 Seismic Design Category Based on 1-S Period Response Acceleration Parameter RISK CATEGORY VALUE OF S01 I or II III IV S01 < 0.067g A A A 0.067g :S S01 < 0.133g B B C 0.133g. :S S01 < 0.20g C C D 0.20g :S S01 D D D - For Risk Category= I and s01 = 0.461 g, Seismic Design Category= D Note: When 51 is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and Ill, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category ~ "the more severe design category in accordance with Table 11.6-1 or 11.6-2" = D Note: See Section 11.6 for alternative approaches to calculating Seismic Design Category. References 1. Figure 22-1: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7 _Figure_22-1.pdf 2. Figure 22-2: http://earthquc1ke.usgs.gov/hazards/designmap~/downloads/pdfs/2010_ASCE-7 _Figure_22-2.pdf 3. Figure 22-12: http:f/earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7 _Figure_22- 12.pdf 4. Figure 22-7: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7 _Figure_22-7 .pdf 5. Figure 22-17: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7 _Figure_22- 17.pdf 6. Figure 22-18: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7 _Figure_22- 18.pdf JOB TITLE CampFireTI Lateral Analysis for single story addition: Given Dead Loads: CeilingDL= Wall DLexterior = Wall DLinterior = Given Design Seismic Force Parameters: Seismic Factors: Site Class Ss= S1= Fa= Fv= SMs= SM1= SDs= SD1 hn= Ci= x= TL= T=C1(hnf R I Base Shear Coefficients: V per (12.8-2) : V max (12.8-3) : V min (12.8-6) : D 1.158 0.444 1.037 1.556 1.201 0.691 0.801 . 0.461 10.000 0.020 0.750 8 0.112 6.5 1 < > 20 psf 16 psf IO psf seconds 0.123 0.630 0.010 Base shear need not exceed(12.8-1): 0.123 " . ,, "' '. . . IBC Wind Load Analysis .. Roof Pitch (Deg):· 0 Base Wind Speed (mph): 85 Importance Factor (I): 1 Exposure: B Lambda: 1 Kzt: 1 a: 3 · Transverse Horiz. Dim. (Long) (ft): 20 End Zone: 6 . Longitudinal Horiz. Dim. (Short) (ft): 18 Eave Height (ft): 10 Total Building Height (ft): 10 TYPE ZONE SURFACE LABEL PITCH LAMBDA Kzt I ps (psf) Area (ftA2) Total Force(kips) I Total Transv~rs~ Direction Analysis End Wall A .. 11.5 1 l 1 11.5 60 0.69 Horizontal Roof B -5.9 1, 1 1 -5.9 · Ci 0 Interior Wall C 7.6 1 i 1, 7.6 140 1.064 Roof D -3.5' 1 1 1 -3.5 0 0 1.754 End Wind E -13.8 1 1 1 -13.8 54 -0.7452 Vertical Lee F -7.8 1 1 1 -7,8 54 -0.4212 Wind G -9.q 1 1 1 -9.6 126 -1.2096 Interior Lee H -6.1 1 1 1 -6.1 126 -0.7686 -3.1446 Longitudinal Direction Analysis End W!\ll .A 11.5 . 1 1 1 11.5 60 0.69 Horizontal Roof B -5.9 1 1 1 -5.9 0 0 Wall C 7.6 1 1 1 7.6 120 0.912 Interior Roof D -3.5 1 1 1 -3.5 0 0 1.602 End Wind E -13.8 1 1 1 -13.8 60 -0.828 Lee F -7.8 1 1 1 -7.8 60 -0.468 Vertical Wind G -9.6 1. 1 1 -9.6 120 -1.152 Interior Lee H -6.1 1 1 1 -6.1 120 -0.732 -3.18 IBC DATA 85 Wind Speed (mph) Pitch (Degrees) 0-5 10 15 20 25 30-45 A 11.5 · 12.9 14.4 15;9 14.4 12.9 Horizontal B -5.9 -5.4 -4.8 -4.2 2.3 8.8 C 7.6 8.6 9.6 10.6 10.4 10.2 D -3.5 -3.1 -2.7 -2.3 2A 7 E -13.8 -13.8 -13.8 -13.8 -6.4 5 Vertical F -7.8 -8.4 -9 -9.6 -8.7 -7.8 G -9,6 -9.6 -9.6 -9;6 -4.6 4.3 H -6.1 -6.5 -6,9 -7.3 -7 -6.7 Lateral Analysis Continued: SINGLE STORY BUILDING Roof Weight Area Weight Total Mass Ceiling 460 20 9200 WallIDITERIOR 375 16 6000 Wall;l!terior 464 10 4638 Total Building Mass= 19838 lbs Total Base Shear= 2443 lbs P (pst) F (lbs) WindForce = TRANSVERSE A 11.50 690.00 B -5.90 0.00 C 7.60 1064.00 D -3.50 0.00 LONGITUDINAL A 11.50 690.00 B -5.90 0.00 C 7.60 912.00 D -3.50 0.00 Total Wind Force= 1754 lbs Base Shear in Allowable Stress Design (ASD) = Level Roof Weight 19838 Height 15 Force Distribution: W*H 297569 297569 F (total) 1754.00 1602.00 F 1710 RoofMass 19838 Seismic Governs 1710 lbs TA 460 V 3.72 Single Stoa BuHding Roof Level: Trib.Len~ Trib Width TribArea Shear Total Shear Wall Length Line 2 (top): 15.5 0 0 0 Line 2 (bottom): 15 10 150 558 Line 2 (Total): 558 8.00 Line 5 (top lower): 18 10 180 669 Line 5 (bottom lower): 18 0 0 0 Line 5 (Total): 669 17.00 Line A (Left): 20 0 0 0 Line A (Right): 20 7.5 150 558 Line A(Total): 558 5.00 Line B (Left): 20 7.5 150 558 Line B (Right): 12 3.5 42 156 Line B (Total): 714 8.50 Line C.S (Left): 12 3.5 42 156 Line C. 5 (Right): 12 8 96 357 Line C.5 (Total): 513 11.00 Level Roof Line 2 Shear 558 lbs Redundancy 1.30 Design Shear 725 Wall Height 10 ft Wall Length 8.00 ft Wall Dead Load 16 psf Unit Shear 53 lb/ft Shearwall 1 Note: Wall Consists 8'-0" Wall Section 8.00 ft O.T.M. 4265 lb-ft R.M. 4608 lb-ft Uplift -43 lbs Holdown not req'd Level Roof Line . 5 Shear 669 lbs Redundancy 1.30 Design Shear 870 Wall Height 10 ft Wall Length 17.00 ft Wall Dead Load 16 psf Unit Shear 51 lb/ft Shearwall 1 Note: Wall Consists ofa 11'.,0" Wall Section 17.00 ft O.T.M. 8700 lb-ft R.M. 20808 lb-ft Uplift . -712 lbs Holdown not req'd Level Roof Line A Shear 5~8 lbs Redundancy 1.30 Design Shear 725 Wall Height 10 ft Wall Length 5.00 ft WaJl Dead Load 16 psf Unit Shear 145 lb/ft Shearwall 1 Note: Wall Consists of a 5'-0" Wall Section 5.00 ft O.T.M. 7250 lb-ft R.M. 1800 lb-ft Uplift 1090 lbs Holdown HDU2 Level Roof Line B Shear 714 lbs Redundancy 1.30 Design Shear · 928 Wall Height 10 ft Wall Length 8.50 ft Wall Dead Load 16 psf Unit Shear 64 lb/ft Shearwall 1 Note: Wall Consists of a 81-611 Wall Section 8.50 ft O.T.M. 5459 lb-ft R.M. 5202 lb-ft Uplift 30 lbs Holdown HDU2 Levei Roof Line C.5 Shear 513 Redundancy 1.30 Design Shear 667 Wall Height 10 Wall Length 11.00 Wall Dead Load 8 Unit Shear 28 Note: Wall Consists of a 11'-0" Wall Section O.T.M. R.M. Uplift lbs ft ft psf lb/ft 11.00 3032 4356 -120 ft lb-ft lb-ft lbs Shearwall 1 Holdown not req'd Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: En9ineer: Proiect Descr: Project ID: Printed: 10 DEC 2015, 9:15AM Wood Beam File= \ldoddseiver\current acaa\CAMPFIRE\WORKICAMPFl-1.EC6 ENER_C:ALC, INC. 1983-a2015, Build:s:15.io.6, Ver._6.15.3:31 ,.,,. Description : J-1 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7~10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method : Allowable Stress Design Fb -Tension 900psi 900 psi E: Modulus of Elasticity Load Combination.;t,.SCE 7-10 Fb-Compr Fc-Prll Wood,Species : Douglas Fir -Larch Fe· Perp Wood Grade : No.2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 1350psi 625 psi 180 psi 575psi Ebend-xx 1600 ksi Eminbend -xx 580 ksi Density 31.2 pcf --------.--~----------~ i D(0.0266il(0.0665) i .. 2x12 Span= 10.50 ft ---·---·-··---------------~ Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = d.020, L = 0.050 ksf, Tributary Width= 1.330 ft, (CEILING) DESIGN-SUMMARY M~ximum Bending Stress Ratio = 0.5621 Maximum Shear Stress Ratio = 0.207: 1 Section used for this span 2x12 Section used for this span 2x12 fb: Actual = 505.71 psi fv: Actual = 37.24 psi FB : Allowable = 900.00psi Fv : Allowable = 180.00 psi Load Combination -+D+L-+H Load Combination -+D+L-+H Location of maximum on span = 5.250ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span# 1 Span-# where maximum occurs = Span# 1 Maximum Deflection Ma_x Downward Transient Deflection 0.064 in Ratio= 1961 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.093 in Ratio = 1348 Max Upward Total Deflection 0.000 in Ratio = 0 <240 ------·------ Ma~i,num Forces & Stresses for Load Combinations Load Combinatio_n Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cct CFN Ci Cr Cm Ct CL M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length= 10.50 ft 0.195 0.072 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.42 158.14 810.00 0.13 11.65 162.00 +O+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1 O .50 ft 0.562 0.207 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.33 505.71 900.00 0.42 37.24 180.00 +D+Lr+H 1.000 1.00· 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 10.50 ft 0.141 0.052 1.25 1.000 1.00 1:00 1.00 1.00 1.00 0.42 158.14 1125.00 0.13 11.65 225.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10 .50 ft 0.153 0.056 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.42 158.14 1035.00 0.13 11.65 207.00 +D-+0.750Lr-+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10 .50 ft 1 0.372 0.137 1.25 1.000 1.00 1.00 1.00 1:00 1.00 1.10 418.82 1125.00 0.35 30.84 225.00 +D-+0.750L-+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Title Block Line 1 You can change this area using the 'Settings• menu item anc:! then using the "Printing & Title Block' selection. Title Block Line 6 Wood Beam 1.11, Description : J-1 Load Combination Segment-Length Span# Length = 10 .50 ft 1 +D+0.60W+H Length =10.50 ft +D-t0.70E+H Length= 10:50 ft 1 +D+0.750Lr+0.750L+0.450W+H Length = 10 .50 ft 1 +D+0.750L +0.750S+0.450W+H Length= 10.50 ft 1 +D+0.750L+0:750S+0.5250E+H Length = 10 .50 ft 1 +0.60D+0.60W+0.60H Length= 10.50 ft +0.60D+0.70E+0.60H Length = 1 o .50 ft 1 Max Stress Ratios M V D.405 0.149 0.110 0.040 0.110 0.040 0.291 0.107 0.291 0.107 0.291 0.107 0.066 0.024 0.066 0.024 Overall ~lmlclm Defl~ctlons Load Combination Span +p+L+H 1 Vertical ·Reactions Load Combination Support 1 Overall MAXimum 0.508 Overall MINimum 0.095 -+O+H 0;159 +D+L+H 0.508 +D-+l.:r+H 0.159 +D+S+H 0.159 +D+0.750Lr+0.750L+H 0.421 +D-t0.750L+0.750S+H 0.421 +D+0.60W+H 0.159 +D+0.70E+H 0.159 +D+0.750Lr+0.750L+0.450W+H 0.421 +D+0.750L +0.750S+0.450W+H 0.421 +D+0.750L +0.750S+0.5250E+H 0.421 +0.60D-t0.60W+0.60H 0.095 +0.60D+0.70E+0.60H 0.095 DOnly 0.159 Lr Only ~Only 0.349 sonly WOnly EOnly HOnly Cd CFN 1.15 1.000 1.000 1.60 1.000 1.000 1.60 1.000 1.000 1.60 1.000 1.000 1.60 1.000 1.000 1.60 1.000 1.000 1.60 1.000 1.000 1.60 1.000 Max. •a• Defl 0.0935 Support2 0.508 0:095 0.159 0.508 0.159 0.159 0.421 0.421 0.159 0.159 0.421 0.421 0.421 0.095 0.095 0.159 0.349 Project Title: Engineer: PrOJect Descr; Ci Cr Cm Ct CL 1.00 1.00 1.00. 1.00 1.00 1.00 1;00 1.00 1.00 1.00 1,00 1.00 1,00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1;00 1.00 1.00 1.00 1-.00 1.00 1.00 1.00 1.00 -Location in Span Load Combination 5.288 Support notation : Far left is #1 Project ID: Printed: 10 DEC 2015, 9:15AM File = \\doddserver\current acad\CAMPFIRE\WORK\CAMPFH .EC6 ENERCA~C,,IN.C.1983-201q, Build:6.15.10.6, Ver.6.15.3.31 .. .. .. I e I I : • Moment Values Shear Values M fb F'b V fv F'v 1.10 418.82 1035.00 0.35 30.84 207.00 0.00 0.00 0.00 0.00 0.42 158.14 1440.00 0.13 11.65 288.00 0.00 0,00 0,00 0.00 0.42 158.14 1440.00 0.13 11.65 288.00 0,00 0,00 0.00 0.00 1.10 418.82 1440.00 0,35 30.84 288.00 0.00 0.00 0.00 0.00 1.10 418,82 1440.00 0.35 30.84 288,00 0.00 0.00 0.00 0.00 1.10 418.82 1440.00 0.35 30.84 288.00 0.00 0.00 0.00 0.00 0.25 94.88 1440,00 0.08 6.99 288.00 0.00 0.00 0,00 0,00 0,25 94.88 1440.00 0.08 6.99 288.00 Max. ",j!'Defl Location in Span 0.0000 0,000 Values in KIPS Title Block Line 1 You can change this area using the "Settings" menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Project Title: En9ineer: ProJect Descr: Project ID: Printed: 10 DEC 2015, 9:17AM Wood Beam File= \ldciddseiver\currentacad\CAMPFIRE\WORKICAMPFl-1.EC6 ENERCALC, lt'JQ.1983-2Q15, Build:6.15.10.6, Ver.6._15.3.31 1.11, Description : HEADERS@BATHROOMS (4'-0" MAX) CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 ·Material Properties Analysis Method : Allowable Stress Design Fb -Tension 900psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr Fe -Prll Wood Species : Douglas Fir -Larch Fe -Perp Wood Grade : No.2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 4x8 Span =4,0ft 900psi Ebend-xx 1600ksi 1350psi Eminbend -xx 580ksi 625 psi 180 psi 575 psi Density 31.2pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam selfweightcalculated and added to loads Uniform L:oad : D = 0.910 ksf, Tributary Widi!l = 3.0 ft, (WALL ABOVE) Uniform Load : D = 0.020, L = 0.050 ksf, Tributary Width = 9.50 ft, ·(CEILING). DESiGNSUMMARY ··----------------. ----. ____________ .. _. _______ _ Maximum Bending Stress Ratio = 0.468 1 Maximum Shear Stress Ratio Section.used for this span 4x8· Section used for this span fb: Actual = 548.31 psi fv: Actual FB : Allowable = 1,170.00 psi Fv : Allowable Load Combination -+0-+L+H Load Combination Location of maximum on span -2.000ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection · Max Downward Total Deflection Max Upward Total Deflection 0.015 in Ratio = 0.000 in Ratio = 0.023 in Ratio = 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Max $tress Ra.tics Segment Length Span# M V Cd CFN Ci Cr Cm +D+H Length = 4.0 ft 0.168 0.115 0.90 1.300 1.00· 1.00 1.00 +D-+L+H 1.300 1.00 1.00 1.00 Length = 4.0 ft 0.469 0.322 1.00 1.300 1.00 1.00 1.00 +D-+Lr+H 1.300 1.00 1.00 1.00 Length = 4.0 ft 0.121 0.083 1.25 1.300 1.00 1.00 1.00 +D+S+H 1.300 1.00 1.00 1.00 Length = 4:0 ft 0.131 0.090 1.15 1.300 1.00 1'.00 1.00 +D-+-0.750Lr-+-0.750L+H 1.300 1.00 1.00 1.00 Length = 4.0 ft 0.311 0.214 1,25 1.300 1.00 1.00 1.00 3101 0 <360 2103 0 <240 Ct CL 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Moment Values M fb 0.45 176.51 1.40 548.31 0.45 176.51 0.45 176.51 1.16 455.36 = = = = = F'b 0.00 1053.00 0.00 1170.00 0.00 1462.50 0.00 1345.50 0.00 1462.50 Design OK 0.322: 1 4x8 58.03 psi 180.00 psi -+0-+L+H 3.401 ft Span#1 Shear Values V fv F'v 0.00 0.00 0.00 0.32 18.68 162.00 0.00 0.00 0.00 0.98 58.03 180.00 0.00 0.00 0.00 0.32 18.68 225.00 0.00 0.00 0.00 0.32 18.68 207.00 0.00 0.00 0.00 0.82 48.19 225.00 Title Block Line 1 You cah change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Description : HEADERS@BATHROOMS (4'-0" MAX) toad·combination Max Stress Ratios Segment Length Span# M V Cd CFN +D+0.750L+0.750S+H 1.300 Length = 4.0 ft 0.338 0.233 1.15 1.300 +D+0.60W+H 1.300 Length = 4. 0 ft 0.094 0.065 1.60 1'.300 +D-+-0.10E+H 1'.300 Length = 4.0 ft 1 0.094 0.065 1.60 1.300 +D+0.750Lr+0.750L +0.450W+H 1.300 Length = 4.0 ft 1 0.243 0.167 1.60 1.300 · +D+0.750L +0.750S+0.450W+H 1.300 Length = 4.0 ft 1 0.243 0.167 1.60 1.300 +D+0.750L+0.750S+0.5250E+H 1.300 Length = 4.0 ft 1 0.243 0.167 1.60 1.300 +0.60D+0.60W+0.60H 1.300 Length = 4:o ft 1 0:057 0.039 1.60 1.300 +0.60D+0.70E+0.60H 1.300 Length = 4.0 ft 1 0.057 0.039 1.60 1:300 Overall Maximum Deflections Load Combination Span Max."," Defl +D+L+H 1 0.0228 Vertical Reactions Load Combination Support 1 Support2 Overall MAXimum 1.401 1.401 ·Overall Mlf'Jimum 0.271 0.271 +D+H 0.451 0.451 +D+L+H 1.401 1.401 +D+Lr+H 0.451 0.451 +D+$+H 0.451 0.451 +D+0.750Lr+0.750L+H 1.163 1.163 +D+0.750L+0.750S+H 1.163 1.163 ·+D+0.60W+H 0.451 0.451 +D+0.70E+H 0.451 0.451 +D+0.750Lr+0.750L+0.450W+H 1.163 1.163 +D+0.750L +0.750S+0.450W+H 1.163 1.163 +D+0.750L+0.750S+0.5250E+H 1.163 1.163 +0.60D+0.60W+0.60H 0.271 0.271 +0.60D+0.70E+0.60H 0.271 0,271 DOnly 0.451 0.451 Lr Only LOnly 0.950 0.950 sonly WOnly E,Only H Only Project Title: En9ineer: Proiect Descr: Project ID: Printed: 10 DEC2015, 9:17AM File= \\doddseiverlcuirent acad\CAMPFIRE\WORK\CAMPFl-1.EC6 ' ·ENERCALC, INC.1983-2015, Build:6.15.10.6, Ver:6.15.3.31· Moment Values Shear Values Ci Cr Cm Ct CL M fb F'b V fv F'v 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.16 455,36 1345.50 0.82 48.19 207.00 1.00 1:00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.45 176.51 1872.00 0.32 18.68 288.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.45 176.51 1872.00 0.32 18.68 288.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.16 455.36 1872.00 0.82 48.19 288.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 too 1.00 1.00 1.00 1.16 455.36 1872.00 0.82 48.19 288.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.16 455.36 1872.00 0.82 48.19 288.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.27 105.90 1872.00 0.19 11.21 288.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.27 105.90 1872.00 0.19 11.21 288.00 Location in Span Load Combination Max. "+"Defl Location in Span 2.015 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Title Block Line 1 You can change this area using the "Settings' menu item and-then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: En9ineer: Proiect Descr: Project ID: Printed: 19 FEB2016, 3:30PM Wood Beam File= \\WDMYCLOUDEX4\Public\C7NRSPN3\CAMPFIRE\WORKIC5tBT6--Q.EC6 ENERC('\LC, INC.1983--20-15, Build:6.15.10.6, Ver:6.15;3.31 , .... Description : HDR-2 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method : Allowable Stress Design Fb-Tension 900psi 900 psi E: Modulus of Elasticity Load Combination ;A.SCE 7-1 O Fb -Compr Fc-Prll Wood Species : Douglas Fir -Larch Fe· Perp Wood Grade : No.2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-tors.ion buckling 1350psi 625 psi 180 psi 575 psi Ebend-xx 1600 ksi Eminbend -xx 580 ksi Density 31.2pcf .----------------------------------------·-----------------------------------~ t + + t 4x10 Span= 10.0ft ~--------------------------------·----------·---------~ Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.020, Lr= 0.050 ksf, Tributary Width = 2.0 ft, (CEILING) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.312 1 Maximum Shear Stress Ratio Section used for this span 4x10 Section used for this span fb: Actual = 420.75psi fv: Actual FB , Allowable = 1,350.00psi Fv : Allowable Load Combination +O+Lr-+H Load Combination Location of maximum on span = 5.000ft Location of maximum on span Span # where maximum occurs = Span#1 Span # where maximum occurs Maximum Deflection Ma;,c Downward Transient Deflection 0.061 in Ratio= 1958 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total 'Deflection 0.086 in Ratio= 1398 _ Max Upward Total Deflection 0.000 in Ratio= 0 <240 = = = = = -----------------------·------------------ Maximum Forces & Stresses for Load Combinations l:.oad Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd CFN Ci Cr Cm . Ct CL M fb F'b +D+H 0.00 Length = 10.0 ft 0.124 0.048 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.50 120.21 972.00 +D-+l+H 1.200 1.00 1.0Q 1.00 1.00 1.00 0.00 Length = 10.0 ft 0.111 0.044 1.00 1.200 too 1.00 1.00 1.00 1.00 0.50 120.21 1080.00 +D-+lr+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 Length = 10.0 ft 0.312 0.122 1.25 1.200 1.00 1.00 1.00 1.00 1.00 1.75 420.75 1350.00 +D+S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 length = 10.0 ft 0.097 0.038 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.50 120.21 1242.00 +D-+-0.750Lr-+-0.750L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 Length = 10.0 ft 0.256 0.100 1.25 1.200 1.00 1.00 1.00 1.00 1.00 1.44 345.61 1350.00 +D-+-0.750L-+-0.750S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 Length = 10.0 ft 0.097 0.038 1.15 1.200 1:00 1.00 1.00 1.00 1.00 0.50 120.21 1242.00 0.122: 1 4x10 27.46 psi 225.00 psi +O+Lr+H 0.000 ft Span# 1 Shear Values V fv F'v 0.00 0.00 0.00 0.17 7.85 162.00 0.00 0.00 0.00 0.17 7.85 180.00 0.00 0.00 0.00 0.59 27.46 225.00 0.00 0.00 0.00 0.17 7.85 207.00 0.00 0.00 0.00 0.49 22.56 225.00 0.00 0.00 0.00 0.17 7.85 207.00 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection . . Title Block Line 6 Wood Beam 1,11• Description : HDR-2 Load Combination Max Stress Ratioi; Segment Length Span# M V -+D+0.60W-t-H Length = 10.0 ft 0.070 0.027 +D+0.70E-t-H Length= 10.0 ft 1 0.070 0.027 +D+0.750Lr+0.750L+0.450W-t-H Length = 10.0 ft 1 0.200 0.018 +D+0.750L +0.750S+0.450W-t-H Length = 10.0 ft 1 0.070 0.027 +D+0.750L+0.750S+0.5250E-t-H Length = 10.0 ft 1 0.070 0.027 +0.60D+0.60W+0.60H Length = 10.0 ft 0.042 0.016 +0.60D+0.70E+0.60H Length = 10.0 ft 1 0.042 0.016 . Overall Maximum Deflections Load Combination +D+Lr-t-H . Vertical ijeactioos Load Combination Overall MAXimum Overall MINimum -+0-t-H -+D+L+H +D+Lr-t-H -+D+S-t-H +D+0.750Lr+0.750L-t-H +0+0.750L+0.750S-t-H -+D+0.60W-t-H +D+0.70E-t-H -+0+0.750Lr+0.750L+OA50W-t-H +D+0.750L+0.750S+0;450W+l:f +D+0.750L +0.750S+0.5250E-t-H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H DOnly Lr Only LOnly SOnly WOnly EOnly HOnly Span Support 1 0.700 0.120 0.200 0.200 0.700 0.200 0.575 0.200 0.200 0.200 0.575 0.200 0.200 0.120 0.120 0.200 0.500 Cd ·CFN 1.200 1.60 1.200 1.200 1.60 1.200 1.200 1.60 1.200 1.200 1.60 1.200 1.200 1.60 1.200 1.200 1.60 1.200 1.200 1.60 1.200 Max.'-" Defl 0.0858 Support2 0.700 0.120 0.200 0.200 0.700 0.200 0.575 0.200 0.200 0.200 0.575 0.200 0.200 0.120 0.120 0.2b0 0.500 Project Title: En9ineer: Project ID: Proiect Descr: Printed: 19 FEB2016, 3:30PM File= \\WDMYCLOUDEX4\Pulilic\C7NRSP~31CAMPFIR[:\WORKIG5LBT&-Q:l;C6 Ci Cr Cm Ct CL 1.00 1.00 1.00 1.00 •1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 · 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Location in Span Load Combination 5.036 Support notation : Far left is #1 ENERCALC, INC.1983:20J5, Build:6 .. 15,10.6, Ver:6.15.3.31 Moment Values M fb 0.50 120.21 0.50 120.21 1.44 345.61 0.50 120.21 0.50 120.21 0.30 72.13 0.30 72.13 F'b V 0.00 0.00 1728.00 0.17 0.00 0.00 1728.00 0.17 0.00 0.00 1728.00 0.49 0.00 0.00 1728.00 0.17 0.00 0.00 1728.00 0.17 0.00 0.00 1728.00 0.10 0.00 0.00 1728.00 0.10 Max. "-i!' Dell 0.0000 Values in KIPS Shear Values fv F'v 0.00 0.00 7.85 288.00 0.00 0.00 7.85 288.00 0.00 0.00 22.56 288.00 0.00 0.00 7.85 288.00 0.00 0.00 7.85 288.00 0.00 0.00 4.71 288.00 0.00 0.00 4.71 288.00 Location in Span 0.000 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing.& Title Block' selection. Title Block Line 6 General Beam Analysis 1,11• Description : MB-1 General ·Beam Properties Elasti~ Modulus 29,000.0 ksi Span.#1 Span Length = T 7.0 ft '----------------------- Applied Loads Load(s) for Span Number 1 Area= Project TiUe: En9ineer: -Proiect Descr: Project ID: Printed: 19 FEB 2016, 2:33PM · File= \\WDMYCLOUDEX4\Public\C7NRSP-3\CAMPFIRE\WORK\C5LBT&-Q.EC6 ENERCALC, INC. 1983-2015, Build:6.15.10.6; Ver.6.15.3.31 Moment of Inertia = ----------------------------------, T Span= 7.0 ft Service loads entered. Load Factors will be applied for calculations. Point Load: D = 0.10 k@ 1.0 ft, (MECHANICAL UNIT) Point Load: D =0010.k@4.750 ft, (MECHANICAL UNIT) DESIGN SUMMARY Maximum Bending = Load Combination Location of maximum on.span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Totai.Deflection Max Upward Total Deflection 0.184 k-ft Maximum Shear = +D+H Load Combination 4.725ft Location of maximum on span Span # 1 Span # where maximum occurs 0.000 in 0.000 in 0.001 in 0.000 in 0 0 156657 0 0.1179 k +D+H 0.000 ft Span# 1 .__ __________ -----·----------------------------------------~ . Maximum Forces & Stresses for Load Combinations ----------------------------Sum,mary of Moment Values Summary of Shear Values Lo ad Combination Segment Length Span# Overall MAXimum Envelope Dsgn. L = 7.00 ft +D+H Dsgn. L = 7.00 ft +D-+L+H Dsgn. L = 7.00 ft +D-+Lr+H Dsgn. L = 7.00 ft +D+S+H Dsgn .. L = 7 .00 ft +D+0.750Lr+0.750L+H Dsgn. L = 7.00 ft +D+0.750L+0.750S+H Dsgn. L = 7.00 ft +D+0.60W+H Dsgn. L = 7 .00 ft +D+0.70E+H Dsgn. L = 7.00 ft 1. +D+0.750Lr+0.750L +0.450W+H Dsgn. L = 7.00 ft +D+0.750L+0.750S+0.450W+H Dsgn. L = 7.00 ft +D+O. 750L +O. 750S+0.5250E+H Dsgn. L = 7.00 ft +0.60D+0.60W+0.60H Dsgn. L = 7.00 ft +0.60D+0.70E+0.60H Dsgn. L = .7.00 ft 1' · Overall Max.imum Deflections Load Combination DOnly Max Stress Ratios M V Mmax+ Mmax- 0.18 0.18 0.18 0.18 0.18 0.18 0.18 0.18 0.18 0.18 0.18 0.18 0.11 0.11 Span Max."-" Pefl Location in Span ·0.0005 . 3.605 Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega 0.18 0.12 0.18 0.12 0.18 0.12 0.18 0.12 0.18 0.12 0.18 0.12 0.18 0.12 0.18 0.12 0.18 0.12 0.18 0.12 0.18 0.12 0.18 0.12 0.11 0.07 0.11 0.07 Load Combination Max."+" Defl Location in Span 0.0000 0.000 Title Block Line 1 You·can change this area using the "Settings" menu item and then using the "Printing & Title Block' selection. Title Block Line 6 General Beam Analysis 1,11• Description : MB-1 Vertical R•actlons Load Combination Overall MAXimum Overall MINimum -+0-tH +D+L+H +D+Lr-tH +D+S-tH +D-+-0.750Lr-+-0.750L-tH +D+0.750L-+-0.750S+H -+0-+-0.60W-tH +D+0.70E-tH -+0-+-0.750Lr-+-0.750L-+-0.450W+H -+0-+-0.750L-+-0.750S-+-0.450W-tH +D-+-0.750L+0.750S+0:5250E-tH -+-0.60D-+-0.60W-+-0.60H +0.60D-+-0.70E+0.60H DOnly Lr Only LOnly SOnly WOnly EOnly HOnly Support 1 0.118 0.071 0.118 0.118 0.118 0.118 0.118 0.118 0.118 0.118 0.118 0.118 0.118 0.071 0.071 0.118 Support2 0.082 · 0.049 0.082 0:082 0.082 0.082 0.082 0.082 0.082 0.082 0.082 0.082 0.082 0.049 0.049 0.082 Project Title: Engineer: ·Proiect Descr: Project ID: Prlnted· 19 FEB 2016, 2:33PM File = \IWDMYC[OUDEX4\Public\C7NRSP~3\CAMPFIRE\WORK\C5LBT&-Q'.EC6 ENERCALC; INC. 1983-2015, Build:6.15.10.6, l(er.6.15.3.31 • • Support notation : Far left is #1 Values in KIPS · TiUe Block Line 1 You can change this area using the 'Settings" menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 General Beam Analysis 1,11• • Description : MB-2 General Beam Properties Elastic Modulus 29,000.0 ksi Span #1 Span Length = 10.750 ft Area= Project Title: Engineer: · Proiect Descr: Project ID: Printed: 19FE82016, 2:47PM File =.\\WDMYCLOUDEX4\Public\C7NRSP-3\CAMPFIRE\WORKIC5LBT6-Q.EC6 . ENERCALC, INC.1983-201.5, Build:6.15.10.6, Ver:6.15:3.31 10.0 in"2 Moment of Inertia = ····---·--------· --·-·-----··-·-~-·-· -·-·--------------, T T T 1 I ~I Span= 10.750 ft ------------------··--·----------------- Applied Loads Load(s) for Span Number 1 Point Load: D = 0.10 k@2.750ft, (MECHANICAL UNIT) Point Load: D = 0.10 k@4.250 ft, (MECHANICAL UNIT) Point Load: D-= 0.10 k@8.50 ft, (MECHANICAL UNIT) DESIGN SUMMARY Maximum Bending = 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 Totai Deflection 0.512 k-ft +D+H 4.246ft Span# 1 0.000 in 0.000 in 0.003 in o.obo in Service loads entered. Load Factors will be applied for calculations. Maximum Shear = Load Combination Location of maximum on span Span # where maximum occurs 0 0 37152 0 0.1558 k +D+H 0.000 ft Span# 1 ------------------'---·-·-·----·· Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios -----S~u_m_m-ary--o-c'f c-cMo_m_e-nt~va-lu_e_s -------~Su_m_m_a_ry-of~S-he-ar-v-al-ues- Segment.Lenglh Span # . M V Minax + Mmax -Ma -Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimlfm Envelope Dsgn. L = 10.75 ft 0.51 +D+H . Dsgn. L = 10.75 ft 0.51 +D-+L+H Dsgn. L = 10.75 ft 0.51 +D-+Lr+H Dsgn. L = 10.75 ft 0.51 +D+S+H Dsgn. L = 10.75 ft 0.51 +D+-0.750Lr-+0.750L+H Dsgn. L = 10,75 ft 0.51 +D+-0.750L+-0.750S+H Dsgn. L = 10.75 ft 0:51 +D+-0.60W+H Dsgn. L = 10.75 ft 0.51 +D+-0.70E+H Dsgn. L = 10.75 ft 0.51 +D+-0.750Lr+-0.750L+-0.450W+H Dsgn. L = 10.75 ft 0.51 +D+-0.750L+-0.750S+-0.450W+H Dsgn. L = 10.75 ft 0.51 +D+-0.750L+-0.750S+-0.5250E+H Dsgn. L = 10.75 ft 0.51 +-0.60D+-0.60W+-0.60H Dsgn. L = 10.75 ft Q.31 +-0.60D+-0.70E+-0.60H Dsgn. L = 10.75 ft 0.31 0.51 0.51 0.51 0.51 0:51 0.51 0.51 0.51 0.51 0.51 0.51 · 0.51 0.31 0.31 0.16 0.16 0.16 0.16 0.16 0.16 0.16 0.16 0.16 0.16 0.16 0.16 0.09 0.09 Title Block Line 1 You can change this area using the 'Settings" menu item and then using the 'Printing & Title Block" selection. Title Block Line 6 General Beam Analysis ,.,,. DescriptiQn : MB-2 Ovei'all Maximum Deflections Load Combination DOnly Verticai Reactions Loaa Combination Ov:erall MAXimum Overall MINimum -+Q+H +D+L+H +D+\.r+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D-+Q.750Lr+0.750L+0.450W+H +D:.0.750L +0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0:60D+0.60W+0.60H +0.60D+0.70E+0.60H DOnly Lr Only LOnly S Only WOnly EOnly HOnly Span Supportt 0.156 0.093 0.156 0.156 0.156 0.156 0.156 0.156 0.156 0.156 0:156 0.156 0.156 0.093 0.093 0.156 Max. '-'Deft 0.0035 Su~port2 0.144 0.087 0.144 0.144 0.144 0:144 0.144 0.1.44 0.144 0.144 0.144 0.144 0.144 0.087 0.087 0.144 Location in Span 5.214 Project Title: En9ineer: Proiect Descr: Project ID: Printed: 19FEB2016, 2:47PM File= \\WDMYCLOUDEX4\Public\C7NRSP~3\tAMPFIRE\WORK\C5LBT&-Q.EC6 · . ENERCALC, INC.1983-2015, Build:6.15.10.6;Ver.6.15.3.3.1 Load Combination Max.'+" Deft Location in Span 0.000 Support notation : Far left is #1 0.0000 Values in KIPS Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & iitle Block" selection. Title Block Line 6 General Beam Analysis 1.11, , Description : MB-3 General' Beam. Properties Elastic Modulus 29,000.0 ksi Span #1 Span Length = Span #2 Span Length = 9.0 ft 4.750 ft .---------·-------------~-~- + Span= 9.0 ft - Applle~ .Loads Load(s) for Span Number 1 Point Load: D =0.1440 k@ 1.0 ft, (REACTION MB-2) Point Load : D = 0.10 k @-4.0 ft, (REACTION MB-1) Point Load: D = 0.10 k@7.250 ft, (REACTION MB-1) Area= Area= + Uniform Load: D = 0.0160 ksf, Tributary Width= 5.0 ft, (WALL ABOVE) Load(s) for Span Number2 Point Load : D = 0.10 k @ 1.250 ft, (REACTION MB-1) Point Load: D = 0.10 k@4.750 ft, (REACTION MB-1) Uniform Load: D = 0.0160 ksf, Tributary Width= 5.0 ft, (WALL ABOVE) DESIGN SUMMARY Project Title: En9ineer: ProJect Descr, Project ID: Printed· 19 FEB2016, 3.03PM File= IIWDM'r'CLOUDEX4\Publig\C7NRSP-3\GAMPFIRE\WORK\C5LBT&-Q.EC6 ENERCAlC, INC.1983-2015, Build:6.15.10.6, Ver:6.15.3.31 10.0 inh2 10.0 inh2 + Moment of Inertia = Moment of Inertia = ~---------- + R'%,081 Span = 4. 750 ft 100.0 inh4 100.0 inh4 Dr + • Service loads entered. Load Factors will be applied for calculations. Maximum Bending = Load Combination 1.503 k-ft Maximum Shear = -----·-----·~o~.s~s=1=0--c-k-___, 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 -+D+H Load Combination 9.000ft Location of maximum on span Span# 1 0.000 in 0.000 in 0.008 in -0.000 in Span # where maximum occurs 0 0 13956 551827 -+D+H 9.000 ft Span# 1 L-------------------------------------· ·-----·-----· ------------ Maximum Forces & Stresses for Load Combinations Load Combination Max Sire~ Ratios Segment Length Span# M V Mmax+ Overall MAXimum Envelope Dsgn. L = 9.00 ft 1 0.54 Dsgn. L = 4.75 ft 2 +D+H Dsgn. L = 9.00ft 1 0.54 Dsgn. L= 4.75ft 2 +D+L+H Dsgn. L = 9.00ft 1 0.54 Dsgn. L = 4.75ft 2 +D+Lr+H Dsgn. L = 9.00ft 1 0.54 Dsgn. L = 4.75ft 2 +Q+S+H Dsgn. L = 9.00ft 1 0.54 Dsgn. L = 4.75 ft 2 +D+0.750Lr+0.750L+H Dsgn. L = 9.00 ft 1 0.54 Dsgn. L = 4.75 ft 2 +D+0.750L+0.750S+H Dsgn. L = 9.00 ft 1 0.54 Dsgn. L = 4.75 ft 2 +D+0.60W+H Dsgn. L = 9.00 ft 1 0.54 Dsgn. L= 4.75 ft 2 +D+0.70E+H Summary of Moment Values Mmax-Ma-Max Mnx Mnx/Omega Cb -1.50 1.50 -1.50 1.50 -1.50 1.50 -1.50 1.50 -1.50 1.50 -1.50 1.50 -1.50 1.50 -1.50 1.50 -1.50 1.50 -1.50 1.50 -1.50 1.50 -1.50 1.50 -1.50 1.50 -1-.50 1.50 -1.50 1.50 -1.50 1.50 Rm Summary of Shear Values Va Max Vnx Vnx/Orriega 0.67 0.58 0.67 0.58 0.67 0.58 0.67 0.58 0.67 0.58 0.67 0.58 0.67 0.58 0.67 0.58 Title Block Line 1 You can change this area· using the "Settings" menu.item and then using the "Printing & Title Block" selection. Title Block Line 6 General Beam Analysis 1,11• Description : MB-3 Load Combination Segment Length Span# Dsgn. L = 9.00 ft Dsgn, L = 4.75 ft +D-+0.750Lr-+0.750L-+0.450W+H Dsgn. L = 9.00 ft Dsgn. L = 4.75 ft +D-+0.750L-+0.'750S-+0.450W+H Dsgn. L = 9.00 ft Dsgn. L = 4:75 ft +D-+O. 7501.:-+0. 750S-+0:5250E+H Dsgn. L = 9.00,ft Dsgn. L = 4.75 ft -+0.60D-+0.60W-+0.60H Dsgn. L = 9.00 ft Dsgn. L = 4.75 ft -+0.60D-+0.70E-+0.60H Dsgn. L = 9.00 ft 1 2 1 2 1 2 1 2 1 2 Dsgn. L = 4.75 ft 2 Overall Maximum Deflections Load Combination DOnly D.Only Vertical Reactions Load Combination Overall MAXimum Overall MINimum +b+H -+D-+L+H +D+l.r+H -+D+S+H +D-+0.750Lr-+0.750L+H +D-+0.750L-+0.750S+H +D-+0.60W+H +D-+0.70E+H +[)-+0.750Lr-+0.750L-+0.450W+H +D-+0.750L-+0.750S-+0.450W+H +D-+0.750L-+0.750S-+0.5250E+H -+0.60D-+0.60W-+0.60H -+0.60D-+0.70E-+0.60H DOnly Lr Only LOnly .SOnly WOnly EOnly HOnly ·Max Stress Ratios M V Span 1 2 Support 1 0.396 0.238 0.396 0.396 0.396 0.396 0.396 0.396 0.396 0.396 0.396 0.396 0.396 0.238 0.238 0.396 Max."-" Deft 0.0016 0.0082 Support2 1.248 0.749 1.248 1.248 1.248 1.248 1.248 1.248 1.248 1.248 1.248 1.248 1.248 0.749 0.749 1.248 Project Title: En9ineer: Proiect Descr: Project ID: Printed: 19 FEB 2016, 3:03PM File= IIWDMYCLOUDEX4\Public\C7NRSP~3\GAMPFIRE\WORK\C5LBT6•Q,EC6 .. . E~ERCALC, INC.1983-2015,Build:(?.15.10:6, Ver:6.15.3.31 Summary of MomentValues Mmax+ Mmax -Ma -Max Mnx Mme/Omega Cb 0.54 -1.50 1.50 . -1.50 1.50 0.54 -1.50 1.50 -1.50 1.50 0.54 -1.50 1.50 -1.50 1.50 0.54 -1.50 1.50 -1.50 1.50 0.32 -0.90 0.90 -0.90 0.90 0.32 -0.90 0.90 -0.90 0.90 Location in Span Load Combination 3.392 DOnly 4.750 Support notation :.Far left is #1 Support3 Rm Sum_mary of Shear Values Va Max Vnx Vnx/Omega 0.67 0.58 0.67 0.58 0.67 0.58 0.67 0.58 0.40 0.35 0.40 0.35 Max. "+" Deft Location in Span -0.0002 8.238 0.0000 8.238 Values in KIPS (;. ... Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 General Beam Analysis 1,11• Description : MB-4 General Beam.Properties Elastic Modulus 29;000.0 ksi . Span·#1 Span Length = 20.080 ft r---------------- ... Area; Project Title: En~ineer: Proiect Descr: Project ID: Printed: 19 FEB 2016, 3:26PM File= \\WDMYCLOUD~4\Public\C7NRSP•3\CAMPFIRE\WORK\C5LBT6•Q,EC6 EN!:RCALC, INC. 198~2015, Build:6:15.1.0.6, Ver.6.15.3.31 .. .. I I I I ; • I -' Moment of Inertia = ----------------·-------------------- + Span = 20.080 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0050 ksf, Tributa_ry Width = 7.0 ft, (MECHANICAL SCREEN WALL) Point Load : D = 1.248 k @ 11.0 ft, (REACTION MB-3) Uniform Load : D = 0.0150, Lr= 0.020 ksf, Tributary Width = 2.0 ft, (ROOF) . DESIGN SUMMARY Maximum Bending = 11.425k-ft Maximum Shear = Load Combination +D+Lr-+H Load·Combination Location of maximum on span 10.944ft -Location of maximum on span Span # where maximum occurs Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.051 in 4737 Max Upward Transient Deflection 0.000 in 0 Max Downward TotalDeflection 0.258 in 933 1.738 k +D+Lr-+H 20.080 ft Span# 1 I Max Upward Total Deflection 0.000 in 0 _J ---------- Maximum Forces & Stresses for Load Combina~lons Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mrnax+ Mmax-Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn. L = 20.08 ft 11.43 11.43 1.74 +D-+H Dsgn. L = 20.08 ft 9.43 9.43 1.34 +D+L-+H Dsgn. L = 20.08 ft 9.43 9.43 1.34 +D+Lr-+H Dsgn. L = · 20.08 ft 11.43 11.43 1.74 +D+S-+H Dsgn. L = 20.08 ft 9.43 9.43 1.34 +D-+-0. 750Lr-+-0.750L-+H Dsgn. L = 20.08 ft 1 10.93 10.93 1.64 +D-+-0.750L:-+-0.750S-+H bsgn. L = 20.08 ft 9.43 9.43 1.34 +D-+-0.60W-+H Dsgn. L = 20.08 ft 9.43 9.43 1.34 +D-+-0.?0E-+H Dsgn. L = 20.08 ft 9.43 9.43 1.34 +D-+-0.7501:r-+-0.750L-+-0.450W-+H Dsgn. L = 20.08 ft 10.93 10.93 1.64 +D-+-0.750L-+-0.750S-+-0.450W-+H Dsgn. L = 20.08 ft 9.43 9.43 1.34 +D-+-0. 750L-+-O. 750S-+-0.5250E-+H Dsgn. L = 20.08ft 9.43 9.43 1.34 -+-0.60D-+-0.60W-+-0.60H Dsgn. L = 20.08 ft 5.66 5.66 0.80 -+-0.60D-+-0.70E-+-0.60H Dsgn. L = 20.08 ft 1 5.66 5.66 0.80 Overall Maximum Deflections Load Combination Span Max,"-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+Lr-+H 1 0.2583 10.241 0.0000 0.000 Title Block Line 1 You can change this area using the "Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 General Beam Analysis 1,11• Description : MB-4 Vertical Reactions Load Combination Overall MAXimum Overall MINimum ..O+H ..0-+l+H ..0-+lr+H ..O+S+H ..O-l{),750Lr-l{).750L+H ..0-l{).Z50L-l{).750S+H ..O-l{),60W+H ..O-l{),70E+H ..O-l{).750Lr-l{).750L-l{).450W+H ..O-l{),750L-l{).750S-l{).450W+H ..0-1{). 750L-I{). 750S-l{).5250E+H -l{).60D-l{):60W-l{).60H -l{).60D-l{).70E-l{).60H DOnly Lr Only LOnly SOnly WOnly EOnly HOnly Support 1 1.619 0.402 1.217 1.217 1.619 1.217 1.518 1.217 1.217 1.217 1.518 1.217 1.217 0.730 0.730 1.217 0.402 Support2 1.738 0.402 1.336 1.336 1.738 1.336 1.637 1.336 1.336 1.336 1.637 . 1.336 1;336 0.802 0.802 1.336 0.402 Project Title: En$ineer: ProJect Descr: Project ID: Printed: 19 FEB 2016, 3:26PM File= \IWDMYCLOUDEX4\Public\C7NRSPN3\CAMPFIRE\WORK\C5LBT&-Q.EC6 . ENERCALC, INC. 19!33-2015, Build:6.15.10.6, \[er:6:15.3.31 Support notation : Far-left is #1 Values in KIPS DODD AND ASSOCIATES CCNSUL TING ENGINEERS L°'--\-e.,oJ L o~cl \('i\o w1d4\t, ~ <'6,?:, 3-f'+ L-== q ++ Vo..cJIA.a.l -= C>.7 V= Gs LO Project: ~p-Hre. Date: _____ _ Sheet: __ af __ _ C-s ~ S:r,s = \. \58' :::::-0 '7'7 L (FV:r.) (t.5/{) . w =-('70'7. {{-Pt~) ( l.p5f) =-7 0'7. <-, lb V ~ (o .~"12..') C. 1. D '1 , t..t ') = s 4, (o_ u llo V Clt.--hA.o.. l === o ., C ~Lt C> ~tt> -=a: 3 ~ z . ':> t b \),, -f 33Z. ~lb W'li-t ::-U -::: 7o'7. £.t-tt' = 0. 5l.\ )\0/14 '<- V~\ ~ D.~ll~~x. '1++><-~-~*= ~c, 5\\o MYY\°-K --::::. V (l-1 ') -=-lto. s x q f-r--= 3 <o'\. l;, l\o·-Ft- Q 1td ~ / O' -:$ u~ 3z_'=: lR-?...olh . 0.xlz..\" f b == s . Project: ~oi\f'e... [J! -----DODD AND ASSOCIATES CONSUL TING ENC:Ei'INEERS ; Date: ______ _ Shest: __ ___;Of __ _ +oun cloJ\o" ? os+ 411 Rd(A)ood c..,f eQJ--s--h~·t bL +-LL = 0 ps+ Areo....:::: C>, '65 tt ":2:. p.:_ (o l%2 x 0, 3Sf+ "2..-:::: 2,0 9 lb 2 • 0 C{ \k) A ? • ~ / ..d · . = L..h 00;:::> 1n ,ell (.{ G,60 lblih2 ~ tt g<2.dwood-= t 2, 5 G, it, 2. > C). oc 3;,,. ~ C)~~ .. FOUNDATION DESIGN {CONCRETE CAISSON EMBEDMENT) Project: Campfire Non-Constrained d = 0.S*A(1+(1+(4.36h/A))".Sl) A= 2.34P/S1 *b S1 150 pcf/(ft/3) b 1.5 ft M 0.369 k-ft p 0.041 kips h 9. ft d (try) 2 ft depth- A= 0.23991 d= 1.66 diameter FOOTING REQ'D FOR LATERAL FORCES 1.5 ft wide 2 ft. deep (Based on non-constrained condition) [JJ . -- -, --i ' _._ DODD AND A.SSCCIATES CONSUL TING ENl;SINEERS -:~ Project: C. A ""-~F \~ Dclte: Lf-f1--/{f Sheet.: E::2.. of ?'2... ,1 }'£;" i"l=.f"'.-~f-~ /,L 'I .......,\ t-"t>&> .,_. .,; y <$ 't---e;,-.. .,__ r'I I l? II ... 7"\'£_'£:_L rvt..LID )..l ., / :, I I ,, 1 'I 1'¼ ~z. • C,1.-kS'S ,.._ , s rs~ /, ..... c_ \:\ J -=-;;. / ... .: __ 1. I :1 II . I, ~'I ,,. I, / ;,k!:- '3 • -.,., s, 1>s"S'"'" e k, ' .. .. s '\'-'t.~t-r~ ~ ~ s\\:;,s/~ "'--- • r=~-i.JG. ~ /ps%- ; i)~Y"'-'4-t-£.... ~ z_.~ )( -z..._ -:.') s:,, s'S .. 1-"'\.,s c.. ---/. z. S-p? Is-,,· "Tt:>,kt,.... = /6;:,s%- AGc..F--9--ro "'-\>= J.O q.,._'\> -=-;2. s; ~$ -:::t), &o~ :rr-:::, /.0 j!-:::-V\ ~ \1.Yl w,i-.i~ ,t,..1i"t:.-l-\~L w-A.L-L--=--S 7s~ //$ E-i> . I S z:s &-- ~ -~·/ ,, ~ ~ t-...._ ·~ "3 (. A:,c. \\ ? P-5::-I -"? $ \> k-C \ ,-J b =-.2? -p (> ~ C ' T'<--,~ •"1--M--Y ..,,__..,, {B ~/)~{ h. I s; 'i' ,.g\ ..:,. .Ji__1. 5 lbs - . -z_ ""'--e 1"2::>-\> \. ~"'I-......-H. ;;,/e,'' T l"i~ ~ . t.J1-.... ,S...,1-'\."\ ~'b~t-1 T" ;r..t:.c. :;l:;.-t=S~--z:=f-\'!, . ..., ~ b ist\, s '2.-'r~,, l-1::,~ rt6> M ~ ~e.. ,-1 ,,,._~ ,k v;,,E-5.i·•·\.'f$'9-~ TtT~~ sc't,E &.v -tE... \::.. ,A..c... ~ s ,"b E. · Jtii19' 'lls'/h1> /&t; > '1 t ~-S: ~ ·. ok C/;/5'-lj 77 _ .. -. .. Manufactured by INFRARED DYNAMICS, INC. 3830 Prospect:Ave. • Yorba Linda, CA U.S.A. Phone: (714) 572-4050 The Sunpak® patio heater provides radiant warmth outdoors for you, your family and friends. · · Sunpak4D is C.S.A. Intl. Design-certified as an unvented infrared heater for outdoor or indoor installation. All units are equipped with spark ignition and 100% shutoff for safety, economy and convenience. $unpak's® aluminized steel enclosure and aluminum face grille provide's resistance to wind and rain. A slim body and 0-30 degree angle mounting option on most models, gives Sunpak4D the versatility to fit easily into a wide variety of patio situations. WARNING: lmproperinstallation, adjust- ment, alterati<;>n, service or maintenance can cause property damage, injury or death. Read the installation, operating and maintenance instructions thoroughly be- fore installing or servicing this equipment. Retain these instructions for future reference. lnstalla~on of Sunpak4D heaters should only be performed by those persons knowledgeable ii', about gas appliances. PIN: 115132-8ol02 Prinllld in 119 U.SA MODEL S25 & S34 GAS-FIRED INFRARED HEATER For Indoor or Outdoor Operation PROP. 65 WARNINGIII If not installed, operated and maintained in accordance with manufacturer's instructions, thitr product could expose you to substances In the fuel or from combustion which can cause death or serious Illness and which are known to the state of Calffomla to cause cancer, birth defects or reproductive hann. HEATER FEATURES: • Slim Profile (811H x 811W x 47"1/2L) • Decorative Safety Grille • Reduced Clearance Requirements • Angle Mounting-Zero to 30 Degrees • Rain Protected • Wind Resistant • 25,000 or 34,000 BTU/HR. Input • Natural or Propane Gas • Direct Spark Ignition • 100% Safety Shutoff · lnstallatlon, Operation and Maintenance Instructions for Sunpa~ Infrared Space Heaters ... INSTALLATION Prior to installing your Sunpak infrared space heater, the following should be reviewed. Com- pliance with the following should yield satisfactory heater operation and minimize installation costs. 1. Heaters to be installed in Aircraft hangars must be installed in accordance with American National Standards for Aircraft Hangars, ANSI/NFPA No. 409. 2. Heaters to be installed in Public Garages must be installed in accordance with NFPA No. 88A Standards for Parking Structures. Heaters must be installed so that minimum clearances marked on the heater will be main- tained from vehicles parked below the heater. 3. The installation must conform with ANSI stan- dard No. 2223.1 entitled "National Fuel Gas Code" and any applicable local codes. In Can- ada, the installation must conform with local building codes or, in the absence of local codes, with the National Standards of Canada CAN/CGA-8 149.1 &2-M86. 4. Each heater must be electrically grounded in accordance with the National Electrical Code, ANSI/NFPA 70 when an external electrical source is utilized. In Canada, the CSA Canadian . Electrical Code, 022.1, Part I applies. 5. The gas inlet supply and normal operating manifold pressure for each heater are as fol- lows. For gas supply line pressures in excess of ½ psig, consult with your representative or the factory. Gas Inlet Pressure Nat. Gas Maximum Pressure ½ psig Minimum Pressure 6" W.C. Manifold Pressure 5" W.C. *Tank pressure before regulator. LP Gas ½ psig* 11"W.C. 10"W.C. 6. Do not locate either the gas or electrical supply line directly over the flue outlet of the heater. -Electrical supply line shortage and/or control overheating may occur. 7. The heater must be installed in a location such that it is readily accessible for servicing and have no restriction of air flow to the air inl~t of the heater's casing . • OUNTING Each heater must be installed such that the follow- ing "Minimum Clearance to Combustibles" are maintained. Combustible materials are considered to be wood, compressed paper, plant fibers, plastic, Plexiglas or other materials capable of being ignited and burned. Such materials shall· be considered combustible even though flame-proofed, fire- retardant treated or plastered. Additional clearance may be required for glass, painted surfaces and other materials which may be damaged by radiant or convection heat.. OPTIONAL MOUNTING KIT (#12006): Optional Mounting Kit is available from your heater sup- plier. Whether the mounting kit is used or not.- minimum clearance from combustibles must be observed as follows: WARNING: The clearances shown below are also applicable to vehicles parked below heaters. Input Side Rear Ceiling Below Mtg. Model BTUH In In In In Angle S25 25,000 24" 12" 9" 48" H0RIZ. S34 34,000 24" 17'' 13" 48" H0RIZ. *S25 25,000 24" 8" 14" 48" 30 DEG. MAX. S34 34,000 24" 8" 18" 48" 30 DEG. MAX. Above clearances apply to models on either natural or LP gas. *Model S25 for LP gas for use in horizontal position only. ELECTRICAL 1. Provide only a 24VAC volt NEC Class 2 transformer to the heater. A $lep down transformer approved as having at least a 20VA rating must be utilized for each connected hec1ter. . 2. Control wire used to electrically connect one or more heaters together must have both adequate capacity and insulation temperature ratings for the total connected load. Use at least 18 ga. wire up to 50 Ft. from heater to transformer or wall switch. Use 16 ga. Over 50 Ft. distance. 3. If any of the original wire supplied with the appliance must be replaced, it must be replaced with wiring material having a temperature rating of at least 105 degrees Centigrade. NECClau2 24VAC Tra11sformer-20VA (Supplled by lnafaller) MODEL S25 & S34 GAS-FIRED. INFRARED HEATER For Indoor or Outdoor Operation ACCESS DOOR __,,,.,. Sunpak heaters must be Installed In such a manner as to Insure the exhaust gases exit through the top vents of the heater and not out of the front grill. TOP VENT Exceeding 30° Tip Angle of this unit will void warranty If-any-of the original wire II supplied with the appliance must be repl~, It must be replaced with wiring material having a temperature rating of at IHSt 1os degrees c.,,tr1grade. GAS SERVICE SHUTOFF VALVE Part No. Model Description Dimension, Type < 12001-2 S25-NAT Sunpak 25,000 BTUH Heater 8"x8"x47½''. _ ·Natural Gas 12002.:2 S.3~NAT Sunpak 34,000 BTUH Heater 8"x8"x47½" Natural Gas 30° MAX 12003-2 S25-LP Sunpak 25,000 BTUH Heater 8"x8"x47½" Propane Gas ' 12004-2 S34-LP Sunpak 34,000 BT.UH Heater 8"x8"x47½" Propane Gas FRONT GRILL HORIZONTAL CEILING MINIMUM CLEARANCE FROM COMBUSTIBLES MUST BE MAINTAINED (see chart on opposite page) ' s s \ \ \ 30° TIP MOUNT SUNPAK will raise the comfort level 5-10° Fahrenheit outdoors. The above coverage table was based on still breeze conditions. Under windy conditions, more heat will be required. For example, a 5 mph breeze typic~lly will require twice as many heaters to achieve the same heat comfort level. It is recommended that a windswept patio be designed with wind breaks in order to stabilize the-patio environment. 1· I I I 7 7 7 > H = Height S = Spread of Heat HORIZONTAL MOUNT ANGLE MOUNTING: Most models of the SUNPAK heater may be angle-mounted to a maximum of 30° to accommodate mounting the heate.rs around the edges of the patio. Note that top clearance to combustibles increases when heater is tipped from the horizontaL NOTE: Where applied, the Uniform Mechanical Code requires that all portions of overhead radiant heaters are located at least 8 feet above the floor. Sunpak® Infrared Heater Location Poor heater installation. Cold airflow ~ .______. . _______.. Cold airflow UNIFORMLY - Cold · air flow SPACED ..--....___,.,,,. Heaters are placed evenly along the roof with no angle. Cold air flow Locate heaters to offset heat loss. • CLUSTER ARRANGEMENT Heaters are placed in groups, facing away from each other using a maximum 30 degree angle. OPPOSITE ARRANGEMENT Heaters are installed using the 30 degree maximum angle to face toward each other. Sunpak• Infrared Space Heaters INPRARED HEAT Sunpak® heaters are effective in heating outdoor areas because they utilize infrared or radiant heat instead of hot air. Infrared heat is the same type of warmth we get from the sun, or from a fire. Infrared heats warms people and objects directly without ,heating the intervening air. Unlike the sun, Suopak® heaters do not produce the harmful ultraviolet {UV) rays that cause sunburn. Infrared heat travels by line-of-sight. Be aware that doors, windows, or panels may obstruct the infrared heat from reaching a desired location on the patio. Overlapping patterns of infrared heat from multiple units may be used effectively to create uniformly heated areas. TEMPERATURE CONTROL Though a thermostat can be incorporated into the electrical circuit, it may not be the best means of temperature control. Because the infrared heat warms people and objects, when used outdoors the heater may not increase the air temperature and thus the thermostat is never satisfied. , wtiere multiple heaters are used it is suggested that they be put on individual switches to provide flexibility in heating. Typically all the heaters would be turned on to heat a cold patio, and then heaters would be turned off selectively as people settle in. A timer or master switch may be convenient to ensure. the heaters are not turned on when the patio is not in use. ENCLOSED PATIOS The patio structures must be large enough to meet Sunpak's clearance, combustion air and ventilation requirements. For very small or enclosed ,patios, Sunpak® heaters may not be appropriate. PATIO DESIGN CONSIDERATIONS Heater placement is critical for effective and efficient patio heating. If heaters are placed too close together or mounted too low, people become uncomfortable. If heaters are placed too far apart on a breezy, wind-swept patio, the patio may never get warm. Sunpak® heaters work best if they are placed in areas of the greatest heat loss, such as the open side of a semi-protected patio area. The Sunpak® heater may be mounted at up to a 30 degree angle to allow the radiant warmth to project inward to the center of the patio. Note that the clearances needed from combustibles increase When heaters are angled {see table for details). Sunpak® heaters may be laid out in a number of configurations depending on the structural constraints of the patio and heating requirements. One approach is to face them straight down over the tables and seating areas. Another approach is to locate them to the side and angle them inward. A third approach is to cluster the heaters in the center of the patio and angle them outward. It all depends on the needs of the particular patio. Breezy conditions can be a problem when heating any patio. Windbreaks can be extremely effective in increasing comfort and reducing heating costs. Sunpak® heaters should always be operated in a uniform pressurized environment. If only part of the heater is located in a wind protected zone, then the whole heater should be re-located in the wind protected zone. If part of the heater is exposed to the full force of the wind, then the whole heater should be exposed to the full force of the wind. The heating requirements for any particular patio vary widely depending on the local climatic conditions. It is recommended that you work with a local Sunpak® installer who is familiar with heating requirements for your area. HEATER CLEARANCES Sunpak® heaters must be located with adequate space around each unit. VVhen placed near wood or other flammable materials, appropriate clearances from combustible materials must be maintained. Even if the materials surrounding the heater are non-combustible, adequate space around the heater is required to provide sufficient combustion air, ventilation of exhaust gases, and the general safe operation of the heater. Sunpak® heaters should NEVER be located in a ceiling recess or inside a soffit. FIRE SPRINKLER CONSIDERATIONS It is extremely important that the Fire Sprinkler Systems be properly integrated with the layout of tlie heaters. Fire sprinkler heads must be located an appropriate distance from the heater, or a sprinkler head with a high enough temperature rating, that normal operation of the heater will not activate, must be used. Specific guidelines can be found in NFPA 13 regarding design and specifications for Fire Sprinkler Systems near heaters. Fire Sprinkler Systems that use Propylene Glycol or antifreeze solutions or other potentially flammable substances should not be used in conjunction with our heaters. LIGHTING Instructions TO START HEATER: 1. Turn manual gas valve to "ON" position. 2. Turn electrical supply "ON." TO SHUT DOWN:. 1. Turn manual gas valve to "OFP' position. 2. Turn electrical supply "OFF." CAUTION: If burner fails to ignite, shut down electrical power and wait five (5) minutes before turning power "ON." SERVICING INSTRUCTIONS ,urn off gas and electrical before attempting any service to this appliance. Heater may be serviced by opening door to control compartment. Rotate round slotted ~isk on control door 90 degrees to open. Top of heater may be removed for servicing by removing six(6) screws holding top in place. The top should be removed if the gas controls, burner or burner orifice is to be replaced. 1. REMOVAL OF BURNER a. Remove grille by removing two (2) screws at one end of grille near control door. Pull downward at the end and grille will be loose. The far end of the grille is supported by two (2) pins that enter two (2) holes in the reflec- tor's far end. b. Remove top of heater by removing six (6) screws holding top in place. c. The burner can be removed without removing the pilot-electrode assembly. However, extreme care should be taken to prevent the burner from c~ntacting th~ fragile ~lectrode when removing or reinstalling the burner. To . remove the. pilot-electrode assembly, pull loose the wire connected to the electrode Detach ·the pilot tubing. Remove the two screws holding the pilot-electrode in place d. Remove 3/a" hex locknut located inside burner orifice bracket holding piping assembly to burner. A 7 /a" 12-point wrench will be handy to loosen the 3/s" locknut from the top of the heater. e. Remove two (2) screws holding the end of the burner. Carefully slide burner down and out. When reinstalling, be sure both ends of the . burner are beneath the reflector end flanges. f. To reinstall burner, reverse procedure. 2. REMOVAL OF RAM-3 DIRECT SPARK IGNITION CONTROL a. Disconnect two 24VAC volt power leads. b. Disconnect two valve leads. c. Disconnect ignitor lead from control. d. Disconnect green ground lead from casing. e. Remove two (2) 8-32 x 1 ¼ saews and nuts holding control in place. Screw heads are located on exterior front side of heater above control compartment door. f. If insufficient removal clearance, loosen control assembly and move out of way. TROUBLE SHOOTING 1. If no spark from electrode; or if gas valve doesn't work then: a. Check power supply. Should have 24 volts between.power wires. Use volt meter between inlet 24 volts wire and ground terminal at electrode plate to measure 24 volts, b. Check continuity. Use ohmmeter. For exam- ple, check resistance between valve wire and ground. Should show almost no resistance (0 ohms) through valve. If high resistance, check wire connectors. c. Check spark gap. Should be 7/64" (.109") between electrode tip, and pilot hood. If gap is too large, spark will occur at wrong loca- tion. If gap is too small, spark may not be hot enough to light pilot burner. d. Be su_re connectors are fully inserted into ignition control (See Wiring Diagram on rat- ing plate). 2. If insufficient gas flow then: a. Gas manual valve not full "ON." Turn valve handle to full "ON" position. b. Burner orifice plugged. Remove heater top, remove burner orifice (use ½11 hex wrench) and thoroughly clean. Spiders often crawl into orifice hole and make a web, blocking the orifice. STAINLESS STEEL HEATER Stainless steel does not "rust'', however air pollution can leave brown deposits on the heater. We recom- mend washing the outer stainless steel casing only with a mild detergent solution and wiping it dry with a soft cloth to bring back the original shine. The stain- less steel may be expected to permanently darken around the flue outlet at the top of the heater over time with extended use. RAM-3 DIRECT SPARK' IGNITION MODULE GAS PIPING 1. A minimum pipe size of 1N' is required for inlet piping. A ½" lever handled shut-off gas coc_k should be installed within· 6 feet of the appliance for servicing the unit. · 2. Check with local and state plumbing and heat- ing codes regarding sizing of the gas lines. 3. All gas pipe connections to the heater(s) must be sealed with a gas pipe compound resistant to liquefied petroleum gases. 4. Installation of a drip leg in the gas supply line going to each heater is required to minimize the possibility of any loose .scale or dirt within the gas supply line from entering the heater's con- trol system. 5. When checking for gas leaks, do not use an open flame. Use a soap and water solution. 6. For gas supply line pressures in excess of ½ psig, consult the factory or your local representative. 7. Installation of 1/a" N.P.T. plugged tapping, accessible for test gage connections, is required upstream of the gas supply connection to the heater. VENTILATION 1. It is recommended that a minimum building ventilation rate of four(4) CFM per 1000 BTUH of installed heater input be provided. This rate of ventilation may be obtained through either gravity or mechanical ventilation of the building. 2. In conjunction with building ventilation system, adequate fresh air into the building must be provided through fresh air inlets and/or building crackage. 3. It is· recommended that the local authorities be contacted to assure the ventilating system and heater installation are in compliance with any applicable local and/or state codes. HEATER OPERATION Upon installation of the heater and completion of the gas and electrical supply line to each heater, follow the steps outlined on the "Lighting Instruc- tion" plate located on the inside· of the control door. MAINTE.NANCE In order to get the maximum performance from your heater, we recommend the following be per- formed at least annually. More frequent service and maintenance may be required if heater is located within 2,000 feet of a waterfront. 1. With an air hose regulated to 30 psig, blow off any dust and dirt that has accumulated around the burner and inside the control compartment of the heater. Proper eye protection required. 2. From the front of the heater, direct the air hose from a distance of approximately twelve (12) inches over the entire exposed area of each burner's ceramics 3. Do not insert air hose into the inlet of the burner. 4. Remove main burner orifice, clean and re-install. 5. Check to insure heater is securely mounted and the clearance from combustible materials is maintained. 6. If additional service to the heater is required contact your local representative or the factory. SEQUENCE OF OPERATION Tum gas and power "ON." The pilot and burner should light within 4 seconds. A heat sensor will shut off the spark. If the burner does not light within 15 seconds, the heat sensor will shut "OFF'' the gas valve. To relight the pilot and burner, shut "OFF" power. Wait 5 minutes. Turn power back "ON." ~ ,_ <U _Q) a: MINIMUM CLEARANCE TO COMBUSTIBLE MATERIALS USING OPTIONAL MOUNTING KIT P/N 12006 :, 8" • 0 48" 47½" to Inside of Bracket Base --------491/s" to Outside of Bracket Base ...___ 1~2x1 Channel Bar •ELECTRIC'• -GAS Model No. S25 or S34 Heater • 0 0 No. S25-12" No. S34-17" • (!) ~---- ' 48" 48" (1) 3/a Bolt 1'4--+--+--------47¾" ------------•i._ 24" -+-j GAS SERVICE SHUTOFF VALVE 31 10 BLUE GREEN BLACK ORANGE WHITE MOUNTINC; KIT Sunpak Parts List llem Part No. Dftcrtptlon 22002 Assy, S Casing 2 32031 Door, S Casing Rear 3• 22003 Assy, s Reflector 4• 70041 RiYet, AS042 .. 1,\ x v. 5 22004-1 Assy. S25 Sumer 22004-2 Assy, 534 Burner 6' 70037 Screw, 8-32 x ll SPSS 7· 70038 Nu!, 8-32 Hex Zn 8 90051-2 Module, RAM-3 24 volts 9 70035 Screw, 8-32 x 2Y, SPMS, Blk 10 22006 Assy, Ctr! Door (less plate) 11· 70021 Screw, #8 x ¼ WHSM 12 22024 Assy, Pllol-Elect. 2SH76 13" 50011 Gasket, PIiot 14' 80031 Tubing, A 1 Y, x 14" L 15 80027 Elbow, ¼" Tubing x \i MPT 16 22021-1 Assy, Valve-Regular 525 Nat 22021-2 Assy, Valve-Regular 534 Na! 22021-3 Assy, Valve-Regular S25 LP 22021-4 Assy, Valve-Regular 534 LP 17 80032 Locknut. ll 18 22009 Assy, S Casing Top 19' 70026 Screw, #8 x ½ SP-SS 20 22010 Assy, Grill S 22 90056 Regulator. 5" W.C. Nat 90057 Regulator. 10" W.C. LP 23 90054 Valve, 25V-H91CG-12 24 90009-1 Assy, Valve-Nipple 25 35001-44 Orifice, 25M-Na! 35001-38 Orifice, 34M-Nat 35001-53 Orifice, 25M·LP 35001-50 Orifice, 34M·LP Opllonal Mounllng KH 31 32043 Bar, ½ x 1 Channel 21·5/16"L 32 70007 Bolt, li-16 x -~, Square Head 33 70013 Washer. ¾ Lock 34 70059 Nut, ¾-16 black zinc 35 -32041 Bracket, S Heater 36 70061 Screw, '1,·20 x % black zhJC 37 71023 Nut, 'J, .. 20 38 32042 Bracket, S Wall 39 70060 Bolt, '• x H,"L lag blk zinc ·Not shown SEQUENCE OF OPERATION Turn gas and power "ON." The pilotand burner should light within 4 seconds. A heat sensor will shut off the spark. If the burner does not light within 15 seconds, the heat sensor will shut "OFF" the gas valve. To relight the pilot and burner, shut "OFF" power. Wait 5 minutes. Turn power back "ON." TROUBLE SHOOTING Problem No Spark to Pilot Burner Won't Light Inconsistent Operation Deterioration of the Front Grill Limited Warranty and Service Possible Causes • Voltage under 24VAC • Bad Fuse • Improper spark gap (7 /64" or .109") • Loose ground wire • Broken Electrode • Faulty Electronic module • Air in gas line • Low gas pressure • Bad Gas Valve • Blockage in gas line • Manual Gas Valve turned "OFF" • Variable gas pressure (improperly sized gas line) • Variable Voltage • Wind exceeding 15 mph • Tip angle exceeding 30° • Debris inside burner • Erratic winds Sunpak heaters must be installed in such manner as to allow the products of combustion or hot gases to vent out the top portion of the .heater. When operating normally, only radiant heat passes through the front grill. If conditions exist which force hot gases through the front grill of heater, the installation must be altered to correct the condition. (!I . ~ ay-GOmlllerGial-Gr:-o~dential limited factOI)' war ranty. All heaters are stamped with the date of manufacture. In most cases, your dealer or sales representative will handle the warranty procedure for you. If there is no sales representative available, the heater may be returned to the factory for repair. Warranty is limited to repair of heaters at the fac- tory or replacement parts. Any work or repair of this· heater must be performed by qualified service personnel. Infrared Dynamics will not be liable for any other expense to the customer, except as stated above. lrillNFRARED LmJ DYNAMICS, INC. Sunpak®'is· a Registered Trademark of Infrared Dynamics, Inc. 3830 Prospect Ave. Yorba Linda, CA92886 U.S.A. Tel: (714) 572-4050 Fax: (714) 572-6093 --~-. -~ Artisan Fire Bowls Infinite™ ELDORADO i OUTDOOR" Artisan Fire Bowl Shown: The Infinite in Aged Teak Honed- & the name implies the Infinite is limitless in its design applications. The simple yet elegant shape will naturally draw attention for its style and inviting warmth. Perfect for both residential and commercial applications, In£.nite can change appearance from modern to traditional by simply selecting the weathered & textured Travertine finish. Made from strong, glass-fiber reinforced concrete and hand-sanded through a four-step finishing process. Each Artisan Fire Bowl renders a true one-of-a-'kind creation with subtle variations in color and texture similar to natural limestone. They're as functional as they are beautiful, incorporating a 65,000 BTU gas burner, providing ample heat on cool 11,ights. Fire Bowls ship complete with lava rock and certified CSA components for natural gas or liquid propane. Choose from four different colors in either honed or travertine finishes. Black Sand Aged Teak Honed Travertine Honed Travertine Honed Travertine Honed Travertine ELDORADO~ OUTDOOR" eldoradostone.com/outdoor 800.925.1491 2 Dimensions & Diagrams ------36¼"------ r~ .. 4½11 .. '------,--3211 ------!!l. ~--16"--- .. . . . '~~ ·.• A INFINITE FIRE BOWL 3 Assembly Guide Step I • Carefully:unpack Fire Bowl • Review all HPC Burner Instructions & Warnings before installation • Leave nylon straps in place for carrying bowl to position Step2 • Remove gas key. do not disaard • Lift burner assembly, but do not disconnect Step,3 • Remove lava rock from fire bowl base Step4 • Use the provided nylon straps to lift bowl and position into final fnstallation space Steps • Position Bowl ititofinal location • Cut nylon strap and-remove • Cut wire to allow for fixed gas pipe to enter bottom of bowl INFINITE FIRE BOWL 4 INFINITE FIRE BOWL Assembly Guide (Continued) Step.& • Connect flex line from fixed piping (not included) • Insert key valve located on side of bowl • Follow all HPC, Hearth Products Controls Installation Instructions Step7 • Apply provided lava rock evenly over burner • Review all warnings for using alternative media in the HPC Operating Instructions • Follow all HPC, Hearth Products Controls lnst!lllation & Operating Instructions before operating burner • Follow all HPC, Hearth Products Controls Installation and Operating Instructions before operating fire bowl burner unit. Do not overheat fire bowl by burning flame over 12" high. • Do not operate in excessively windy conditions. • We suggest that our products be installed by professionals that are locally licensed by the authority having jurisdiction in gas piping. • Carefully follow all included tnstructions and local building codes to prevent personal injury or property loss. 5 800.925.1491 eldoradostone.com/outdoor 072713 © 20!3 Eldorado Stone, UC I ELDORAD~i@i A HEADWATERS COMPANY Select Models Certified by CSA International* Meets: ANSI Z21.97-2010 ACR97-003 See Bottom of This Page ,& WARNING Hearth Products Controls Co. HPCfire.com Match Lit Fire Pit Safety Manual Installation 4t, Operation Instructions 1, • WARNING:FOROUTDOORUSEONLY Installation We suggest that our products be installed by professionals that are locally licensed by the authority having jurisdiction in gas piping. Service = I - We suggest that our products be serviced by a professional certified in the US by the National Fireplace Institute (NFI) as NFI Gas Specialists. •Improper installation, ~djustment, alteration, service, or maintenance can cause injury or property damage. Read the installation, operating, and maintenance instructions thoroughly before installing or servicing this equipment • • WARNING •Do not store or use gasoline or other flammable vapors and liquids in vicinity of this or any other · appliance. . •An LP-cylinder not connected for use shaUnot be stored in the vicinity of this or any other appliance • .& . DANGER If you smell gas: 1) Shut off gas to appliance. 2) Extinguish any open flame. 3) If odor continues, keep away from appliance and immediately call gas supplier or fll'e department. &.DANGER CARBON MONOXIDE HAZARD This appliance can produce carbon monoxide to----~-,..-: .... ---11 which has nc, odor. * Select Models CSA Certified: Using It In an enclosed ·spice can kill you. Never use this appUance In an endosed space such as • camper, tent, car or home. INSTALLER: Leave this manual with the appliance. CONSUMER: Retain this manual for future reference. ML:E'PK8, MLFPK13, MLFPK18, MLFPK19, MLFPK24, MLFPK25, MLFPK24-TRGH, MLFPK36-TRGH, MLFPK48-TRGH 5/812012 870 1 Index: 1) General Informati~n 2) Selecting the Location 3) Coqstruction of Enclosure 4) In~tallation of Fire Pit 5) Media Product Specific Information 6) Parts List 7) Installation 8) Fire Pit Operation 9) Midntenance 10) Trouble$hooting 11) Replacement Part 12) Warranty 1) General Information Instructions are also available at HPCfire.com Please carefully follow the instructions in this manual to prevent personal injury or property loss. Instructions are updated as needed. It is the installer's responsibility to periodically review instruction for applicable updates. The steps listed as: Uii@uMi Contains iJ}formation critical to the safe installation a:nd operation of the fire pit. WARRANTY REQUIREMENT: Must be strictly followed to qualify for product warranty. Warranty will l;>e void if not followed. IMPORTANT: Are ~otes and insights to help en.sure product satisfaction and serviceability. ------------------------------·-----· ----..----------·----------------------------------------bCih&Hffi It is the installer's responsibility to ensure a safe installation and to educate·the end user as to proper o;ration. Leave this manual with the end user. itJA&i.ifl, Never alter product or cortfiguratjon in any way. 4WmiiWii We suggest that our products be installed by professionals that are locally licensed by tl1e authority having jurisdiction in gas piping. We suggest that our products be serviced annqally by a professional certified in the US by the National Fireplace Institute (NFI) as NFI Gas Specialists or in Canada. by WETI (Wood Energy Technical Training). Installer must follow all instructions carefully to ensure proper performance and safety. Hearth Products Controls - -· not responsible for your actions. . Product is not intended to be a starter for wood or any other combustibles. ·==== It is the responsibjlity of the installer to follow ALL LOCAL CODES concerning the installation and operation of the fire pit. In the absence of local codes, plel;lSe follow: . -• Fixed piping system: The National Fuel Gas Code, ANSI Z223. J/NFPA 54 or International Fuel Gas Code. bMMQcrl Only use gas/fuel type specified for this fire pit see label on the fire pit control Box. Verify correct gas/fuel type and pressure. Never use an alternative fuel to include bio-fuel, ethanol, lighter fluid or any other fuel. 5/8/2012 Gas pressure and type should be checked ptior to use and installation. • Natural Gas. Fire Pit: · Supply Pressure: Minimum: 3.5" W.C.; Maximum: 7.0" W.C. • LP Gas: Supply Pressure: Minimum: 8.0" W.C.; Maximum: 11.0" W.C. 870 2 2) Selecting the Location Li«ifRiiRil AU fire pits, match lit kits, spark ignition, safety pilot and electronic ignition systems are designed and intended for outdoor use only. 4SMf64.iij All fire pits must have a gas shutoff on the outside of the exterior of the fire pit to allow for emergency shut off and maintenance . .liCifiittH.Select a location where the fire pit can be attended during operation. Never leave an operating fire pit unattended or biJ!someone not familiar with its operation or emergency shut off locations. lL;jiji,JJ«N,Both children and adults should be alerted to the hazards of high surface temperatures and should stay away to avoid bums and clothing ignition. btifi&J«ilYoung children sho.uld be carefully supervised when they are in the area of fire pit. bCiidid Clothing or other flammable materials should not be placed on or near fire pit. LOOM id Fire pits create very high temperatures -Combustibles must be located far enough away that there is no risk of lltion.· · t4Rdiiii Overhead Clearance applies to tree limbs and branches only-DO NOT install unit under overhang or ceiling. ~Q~f.~~ It is recommended that material such-as granite, marble or other dense stone be kept away from heat and especially flame due to risk of cracking. Manufacturer is not responsible for damage. Fire PitClearances Under Valve Box When Applicable 2" Sides Surrounding Fire Pit 48" Overhead Clearance 120" • Th~ gas line should be a minimum of 3/4" or htrger based on fire pit size and distance from fuel source. • Select a location with good drainage. • Choose a location that allows easy access for installation and maintenance of the fire pit. • Pick a location that allows sufficient horizontal room to enjoy the fire pit while allowing a safe distance from the heat and flame. 3) Construction of the Enclosure bCitldi4ff All fire pits must have a gas shutoff on the outsi'de of the exterior of the fire pit to allow for emergency shut off and maintenance. Vents-2 Total bMMMii. Always use proper materials and construction for gas supply, power and enclosure. ijCifMMH ·rhe enclosure m1.1st incorporate 1 vent on at least two opposing sides (2 vents total) at a minimum size of 18 sq. inches each (Example: 3"x 6" or larger), Ventilation allows for heat and or residual fuel to escape. Failure to properly vent enclosure may result in the fire-pit overheating or explosion. For electronic ignition systems the fire pit will automatically shut down when internal valve box temperature reaches 175° F and will automatically restart when temperatures drop below 175° F. Overheating could leadto heat damage to internal components. Some enclosure.s may require more ventilation based on material, size, and extended use. The vent may work as a drain as well when installed at bottom sidewall to prevent water build up. biiiiSWil The interior void space of the enclosure surrounding the valve box cannot be filled with any material (gravel, crushed rock, concrete, etc.)-It is a requirement to have a minimum of 6" under the valve box for proper ventilation. bZifWM select Jl)8terials that are non-combustible in both iI1itial installations as well as over time. JMiiiiHR The fire pit assembly should be recessed a minimum of2.;25" from the top of the enclosure to protect flame from being blown out. Some areas may require more-4 to 6" is not uncommon. WARRA'NTY~BEQUIREMENT; The enclosure must be constructed. on a stable surface. The weight of the fire pit must be supported by the pan and not by any-control/valve box. For electronic ignition models the control/valve box must be above grade with adequate drainage to prevent ~ter damage·to the controls inside the box. • Make sure that the structure is level. We recommend the use of the installation collar (optional) that may be mortared into the surround. • HPC recommends that the pan lip is recessed on trough (linear), and large round products as illustrated below. HPC cannot guarantee the lip on all of our products will be perfectly flat and will not warp due to heat. ' .,__ ______ Dlmenalon·B ---------11 i I I~----··.-_-· .. =---···. p--.-:-· A_-. -----1--"I 1 ' i' 5/8/2012 870 3 4) Installation of a Fire Pit JpstaHation We suggest-that our products be installed by professionals that are locally licensed by the authority having jurisdiction in gas piping. ,ffli4\SM wesuggest that our products be installed by professionals that are locally licensed by the authority having jurisdiction in ~s J!iQinJ; b•t@•WiJ We suggi,st that our products be serviced annually by a professional certified in the US by the National Fireplace Institute (NFI) as .NFI Gas Specialists. . biiiMJM Confirm this appliance is built for gas used-natural gas or LP. Do not use natural gas appliance with LP or LP To prevent damage, unhook fire pit from gas supply for pressure leak tests. - . · · 'th natural gas. Refer to the label on the appliance. Bum Testing-It is the responsibility of the qualified installer to test for gas leaks at all connections. iiij11i•jfl.iiij~iii1iiiQiil!1ii!!i When filling the pan with lava rock and/or decorative glas~, the instructions in Section 5 must be followed. WHM Gas Plumbing Connectio~: Use only joint compound or tape that is resistant to all gases. Apply joint compound to all male J!iJ!e fittings only-DO NOT use on FLARED fittings. Be sure to tighten every joint securely. Wiiii~OM for systems with an extended or detached valve box tlie area in which the valve box is installed must conform with all installation requirements to include but not limited to location, construction, venting and local codes. Failure to do so may result in personal injury property damage or explosion. · WARRANrt REQUIREMENT: Warranty is void ifproduct is altered. • Purge gas lines ofair. • Perform all leak test with leak detector or leak reactant. • Verify correct·gas type.and pres •. •· Perform leak test on main gas supply. Repair leaks as necessary. • Shut Off Gas Supply and Power to fire~pit. ' • Connect fire-pit to main gauupply. • Turn on gas supply and perform leak test.on all inlet connections. Repair as needed. • Position fire pit safely with· access to all gas connections for testing. • Light fire pit. It may take several cycles to purge.air from.the lines. • Once fire pit is lit perform leak test on· all gas connections. Repair as needed. • Turn off fire pit and allow to cool. • Apply IQedia as qescribed'.il} (Sectio11 5). • Tum on fire pit again. an~ perform leak test with media correctly installed. If gas leak is detected verify correct media application and.repair asn~eded. .~. . . • If trimmer vaJ:ve is installed adju~t, flame to desired height. Never alter the product configuration · .. · . • Set :6re pit in properly c9nstructed en.closure (Section 3). • Verify correct operation.and lighting. • Review safety manual with end user and instruct not to change/ modify fire pit or media. • Leave manual with end user. IMPORTANT: Apply the Start Up and Shutdown decal next to burner valve in an obvious dry location. 5) Media .. £. ·»zjQJ~MlFOR GLASS MEDU USAGE WITH LP GAS-WHEN USING APPROVED DECORATIVE GLASS TO COVER BURNER APPLY ONLY ENOUGH TO HIDE BURNER. APPLYING OVER 1/.2" MAY CQATE BACK PRESSURE AND GAS LEAKAGE.FROM All{ MIXER RESULTING IN LP POOLING UNDER FIRE PIT. £.@fUi4iii FOR GLASS MEDIA USAGE WITH LP GAS-THE UNIT MUST BE TESTED WITH MEDIA OVER BURNER FOR CONFIRMATION OF&;! BACK PRESSURE CREATING GAS TO LEAK OUT OF AIR MIXER VENTURI HOLES. THIS MAY HA VE TO BE DONE PRIOR TO PLACING IN ENCLOSURE IF NO ACCESS DOOR. 5/8/2012 870 4 Lava Rock & Glass Application · Please r ollow the instructions below to add the finishin touch to Lava Rock Only Application l) Install your fire pit er instructions. 2) . Apply Java rock ONLY deep enough to cover Jing and pan- less than 2" above fire rin . /.. ... 6) Parts List 1) Match Lit Fire Pit 2) LavaRock 3) Instructions 7) Installation 2) Fill Pan with glass. Cover Burner with 1/8 to¼" of glass. Do not over fill with glass. All LP installations must be checked for back pressure with media installed. Failure to do so may result in personal injury or property damage. InstaHation We suggest that our products be installed by professionals that are locally licensed by the authority having jurisdiction in gas piping. 4iCji4i4iH Product certification is void if product configuration is altered. I. Read and follow all instructions. 2. Provide access panel for burner valve. 3. . Mount product.in your enclosure per Section 3. 4. Connect fuel supply to inlet of valve. 5. Leak test all fittings and connections. 6. For LP models check back pressure with media installed. This may need to be done with the pit outside of the enclosure. 5 5/8/2012 870 Approximate Standard Product Configuration Other Configurations available upon request -Configurations may change without notice For 13", 18", 19"~ 24", 25" Round Match Lit8" All Trough Units I Union u-1.0 . Fnllll._,.QI Pin Standard Configuration -May Change Without Notice Other Configurations Available 8) Fire Pit Operation (ffli£MW4 Before use, be sure to test all ga~ conne~tions for leaks. Do not use fire pit ifthere is any evidence ofleaking gas. If leakin~ suspected, tum off the main gas supply and repair immediately. n'iiij Jtil Do not use fire pit if any p311 has been submerged under water. Immediately call a qualified service technician to it;.ect the :fire pit and to replace a:ny part of the control system and gas control which has been under water. CQ&id Never use any materi~ that is non-porous and holds moisture· such as gravel, pebbles, river rock, etc. This material, wheri heated will cause the trapped mois~ to boil and fracture unexpectedly. This material is not sufficiently porous to allow heated steam to readily escape which can break and cause personal injury or damage. btilt&WHI Solid :fuels shall not be burned in the fire pit. Leaves, sticks, wood, paper, clothing, food material, should be kept awaifrom the fire plt. Make sure-that there is no vegetation or other objects over the top or sides of the fire pit that could interfere with safe o~tion. See clearances in section 2 Selecting the Location. bCifWh..t' Iflava.rock is wet, allow fire pit to bum for 45 minutes.prior to coming within 15 feet of the fire pit. biiilid When fire pit is not in operation tum off &!lS valve. W AltlµN'IYREOUIREMENT: ,When not in U$ethe fire pit must be covered at all times. 1MP8RT ANT: Initial Start-up: It may be necessary to purge air in gas lines after system installation. 5/8/2012 STARTUP 1. STOP! Read the safety infonnation on "What to do if you smell gas" (Pg. 1 ). 2. Confirm there is no debris in the fire pit (as mentione(;l in warnings). 3. Place long bandleq lighter or match while burning on top of the fire pit. 4. Slowly tum "ON" gas valve. 5. After burner lights remove lighter or match; 6. Adjust flame to desired height. 7. If burner does not light tum valve off and allow gas to clear then repeat steps l-6. 8. Never alter the design of the fire pit. 9. Never leave fire pit unattended by an adult that is familiar with emergency shut-down. 10. Flammable materials should.not be-placed on or near the fire pit. 11. Children should.be.supervised when they are in the vicinity of the fire pit. This product is not for use with small tanks. It is intended to be connected to fixed piping systems only. SHUTDOWN 1. Turn "OFF" gas valve. 2. After cooling cover fiFC pit. · 870 6 9) Maintenance bCiiMiM Any guard or protective device removed for servicing must be replaced prior to o;ratinf. the fire pit iCi!k«B Installation and repair should be done by a qualified service person. Fire pits . should be inspected prior to use and at least annually by a qualified service person. LttifRiWff Ensure gas and power (if applicable) are shut off and fire pit is cool before servicing. · • Keep fire pit covered at all times when not in use. • Keep any debris out of fire pit-clean as needed. I - We suggest that our products be serviced by a professional certified in the US by the National Fireplace Institute (NFI} as NFI Gas Specialists. • Ring Cleaning: (I x YR) If flames exhibit any abnormal shapes or behavior, or if burner fails to ignite properly, then the burner holes may require cleaning. The appliance can be cleaned by carefully removing the media to allow access to burner. Use a brush to carefully remove dust, spider webs, and loose particles from base, logs, and fire ring itself. If evidence of damage, fire ring must be replaced with fire ring specified by manufacturer. . 10) Troubleshooting Below are some potential causes and countermeasures to the symptoms indicated in bold. Please contact your retailer or certified technician for service & repair. Below are some potential causes and countermeasures to the symptoms indicated in bold. If still unable to resolve issue, please contact your retailer or certified technician. Will Not Light 1. Air in gas line. 2. Debris in gas line. 3. Gas Pressure Improper Will Not Stay Lit 1. Gas Pressure Improper 2. Improperly applied media Noise. 1. Whistling Sound If new install, may take several attempts to purge air Confirm gas line is. clear (insulation, dirt, plastic, excessive pipe sealer etc .. ) Confirm proper gas pressure found (Section 1) Confirm proper gas pressure found (Section 1) Review Media in (Section 5) Change ·Flex line routing. 11) Replacement Parts Please see list below for replacement parts as needed. Please contact your known dealer for these parts-if unsure please contact HPC and we will be happy to help you. MLFPK• MLFPK-MLFPK- Comnonent /Model# MLFPK-8 MLFPK-18 MLFPK-19 MLFPK-24 MLFPK-25 24TRGH 36TRGH 48TRGH Fire RIM FRS6 FRS12 FRS12 FRS18 EE FRS18 EE TBSs-24 TBSS-36 TBSS-48 Pan 571-8 571-18 570-19. 571-24 57().;24. LFPSS-24 LFPss:36 LFPSS-48 Valve 226 . 226 226 226 226 226 226 226 12) Warranty Limited Warranty Hearth Products Controls Company (HPC) warranties HWI fire pits ~gainst manufacturing defects that prevent safe and correct function as follows: •Electronics, Gas Valve, & Pilot Assembly: Commercial-6mos; Residential-1 yr. •Stainless .Steel Pan, Fire Ring, & Valve Box: Commercial-lyr.; Residential 3yrs. This commences from the date of original sale/ shipment from HPC FOB Dayton, Ohio. This warranty is for parts and in-house (HPC) labor. The defective product must be sent back to HPC with a Return Merchandise Authorization (RMA) issued by HPC for that specific product and any other additional information for the nature of the defect or warranty claim. The warranty does not cover items that have been damaged by overheating, modification, abuse, or improper storage. Also any labor involving installation or maintenance with the unit is not covered. This warranty excludes claims for <;onsequential, inqirect-collaterai expenses arising from product defects or warranty recovery: 5/8/2012 870 7 ~ 00 N 0 -N ~ IIEIIISIOIIS zone I REIi I CES(:qJPTION I 01'-TE I APFRO\'EO qeara~ From Structure \. 00 ~ ~dStrudule rl) I 48 klcMs _ cf n-Pn~ R~. C,,elllly91111 Fcilow .. lnstfllllllOn,lns\'uelons Frowlded wlh PfOlllct md avaHllille Ill HPCFini.com lnstrudlcns8111 ilpcllled ,.gu1111y. Ol<A\l\tl po.rs CH~CKEO -<tis> -r .. OA -- MFG 6.A I FSCMNO I [)\'/(;NO I REI' Ar"FROl.'EO I I SHEET SC/11.E ~ 00 INDUSTRIAL WASTEWATER DISCHARGE PERMIT I r-" SCREENING SURVEY Date '2![1~ BuslnessName tjf£t ~~'tf_S/-U,(') Street Address __ ----=::~ _ • Email Address 'O\,j A.) \'.'lO l!,I 'U'.,@ ~ a..i L . C-o l'1N PLEASE CHECK HERE IF YOUR BUSINESS IS EXEM~ON REVERSE SIDE CHECK TYPE OF BUSINESS) w Check all below that are present at your facility: Acid Cleaning lnl< Manufacturing Nutritional Supplement/ Assembly Laboratory Vitamin Manufacturing Automotive Repair Machining / Milling Painting/ Finishing Battery Manufacturing Manufacturing Paint Manufacturing Biofuel Manufacturing Membrane Manufacturing Personal Care Products Biotech Laboratory (i.e. water filter membranes) Manufacturing Bulk Chemical Storage Metal Casting / Forming Pesticide Manufacturing / Cat Wash Metal Fabrication Packaging Chemical Manufacturing Metal Finishing Pharmaceutical Manufacturing Chemical Purification E:lectroplatlng (including precursors) Dry Cleaning Electroless plating Porcelain Enameling l::lectrical Component Anodizing Power Generation Manufacturing Coating (i.e. phosphating) Print Shop Fertilizer Manufacturing Chemical Etching / Milling Research and Development Film /X-ray Processing Printed Circuit Board Rubber Manufacturing Food Processing Manufacturing Semiconductor Manufacturing Glass Manufacturing Metal Powders Forming Soap I Detergent Manufacturing Industrial Laundry Waste Treatment/ Storage SIC Code(s)(if known): _____________________ _ Brief description of business ~ctivities (Production/ Manufacturing Operations): _____ _ Description of operations generating wastewater (discharged to sewer, hauled or evaporated): Estimated volume of industrial wastewater to be discharged (gal/ day): _______ _ List hazardoys wastes generated (type /volume): ______________ _ Date operation pegan/or will begin at this location: ______________ _ Have you applied for a Wastewater Discharge Permit from the Encina Wastewater Authority? Yes No If yes, when: ___________________ _ Site Contact Title -------'------'-----·------------- Signature. ________________ Phone No .. __________ _ ENCINA WASTEWATER AUTHORITY, 6200 Aveniqa Encinas Carlsbad, CA 92011 (760) 438-3941 FAX: (760) 476-9852 City of Carlsbad Permit No: [ :: · ~ddr~ss . 2725 State Street . . Type of Work SFD 13nd Duplexes Residential Additions Remodels/ Lofts Apartments &Multi-family Garages/Sunrooms/Solariums Patio/Porch Enc!osed Patio Decks/Balconies/Stairs Re~ainin-g Walls, concrete,masonry Pools/Spc,1s-Gunite Tl/Stores, Offices Tl/Medical, restaurant, H occupancies Photov.oltaic Systems/# of panels Fire Sprinkler System Air Conditioning -commercial Air Conditioning -re:;idential Firel)lace/ concrete, masonry Fireplace/ prefabricated Metal Valuation: Comm/Res (CIR): Building Fee Plan Check Fee Strong Motion Fee Green Bldg. Stand. Fee Green Bldg PC Fee License ·r ax/PFF License Tax/PFF (in CFO) CFD 1st hour of Plan Checkf=ire Expedite Plumbing Mechanical Electrical Valuation Worksheet Building Division 12/11/2015 SLE ·.Area ~fWo'*'• $139.52 $0.00 $166.8:1, $0.00 $45. 78 $0.00 $124.35 $0.00 $36.40 $0.00 $12.13 $0.00 1,100 $19.71 $21,681.00 $19.71 $0.00 $24.26 $0.00 $51.56 $0.00 $45.78 $0.00 4,200 $63.70 $267,540.00 $400.00 $0.00 $0.00 $0.00 $0.00 $0.00 _$0.00 $0.00 $0.00 $0.00 $3.94 $0.00 $6.37 .$0.00 $5.31 $0.00 $4,883.11 $0.00 $3,319.61 $0.00 $0.00 $0.00 TOTAL $289,221.00 $289,221 CFD C [ti Yes (PFF=l.82%) [ti No (PFF = 3.5%) $1,300.56 Land Use: $910.39 Density: $61.00 Improve. Area: $8 .. 00 Fiscal Year: $150.00 Annex. Year: Factor: $10,122.74 $5,263.82 CREDITS PFF and/or CFD Explanation: TBD TBD TBD SAN DIEGO REGIONAL HAZARDOUS MATERIALS QUESTIONNAIRE OFFICE USE ONLY RECORD ID# __________________ 1 PLAN CHECK# _________________ I BP DATE Telephone# IA ,. . ~.,, . Telephone # Y\.I.U,Ul(.A~Cb~() The following q·uestions represent the facility's. activities, NOT the specific project descriptio PART I: FIRE DEPARTMENT -HAZARDOUS MATERIALS DIVISION: OCCUPANCY CLASSIFICATION: (not required for projects within the City of San Diego): Indicate by circling the item, whether your business will use, process, or store any of the following hazardous materials. If any of the items are circled, applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal. Occupancy Rating: Facility's Square Footage (including proposed project): 4LJ V{ 1. Explosive or Blasting Agents 5. Organic Peroxides 9. Water Reactives 13. Corrosives 2. Compressed Gases 6. Oxidizers 10. Cryogenics 3. Flammable/Combustible Liquids 7. Pyrophorics 11. Highly Toxic or Toxic Materials 4. Flammable Solids 8. Unstable Reactives 12. Radioactives 14. Other Health Hazards ~ None of These. PART II: SAN DIEGO COUNTY DEPARTMENT OF ENVIRONMENTAL HEALTH -HAZARDOUS MATERIALS DIVISION (HMD): If the answer to any of the questions is yes,.applicant must contact the County of San Diego Hazardous Materials Division, 5500 Overland Avenue, Suite 110, San Diego, CA 92123. Call (858) 505-6700 prior to the issuance of a building.permit. FEES ARE REQUIRED Project Completion Date:~,oO--, Expected Date of Occupancy~ YES NO (for new construction or remodeling projects) 0 CalARP Exempt I 1. 2., 3. 4. 5. 6. 7. 8. D 0"'. Is your business listed on the reverse side of this form? (check all that apply). 0 ~ Will your business dispose of Hazardous Sub~t~nces or Medical Waste in any amount? D 121" Will your business store or handle Hazardous Substances in quantities greater than or equal to 55 gallons, 500 pounds and/or 200 cubic feet? , 0 .e( Will your business store or handle carcinogens/reproductive toxins in any quantity? O ~ Will your business use an.existing or install an undergrol)nd storage tank? O 1£1, Will your business store or handle Regulated Substances (CalARP)? 0 ~ Will your business use or instali a Hazardous Waste Tank System (Title 22, Article 1 0)? 0 .W' Will your business store petroleum ·in tanks or containers at your facility with a total facility storage capacity equal to or realer than 1,320 aliens? California's Above round Petroleum Stora e Act . Date Initials 0 CalARP Required I Date Initials 0 CalARP Complete I Date Initials PART Ill: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT (APCD): Any YES* answer requires a stamp from APCD 10124 Old Grove Road, San Diego, CA 92131 apcdcomp@sdcounty.ca.gov (858) 586-2650). [*No stamp required if Q1 Yes and Q3 Yes and Q4-Q6 No]. The following questions are intended to identify the majority of air pollution issues at the planning stage. Projects may require additional measures not identified by these questions. For comprehensive requirements contact APCD. Residences are typically exempt, except -those with more than one building+ on the property; single buildings with more than four dwelling units; townhomes; condos; mixed-commercial use; deliberate.burns; residences forming part of a larger project. [+Excludes garages & small outbuildings.] 1. Y~.§. .,.. Will the project disturb 160 square feet or more of existing building materials? ~'6C th J-L'r,At) 2. ·o · Wl' Will any load supporting structural members be removed? Notification may be required 1b working days prior to commencing demolition. 3. 0 · ' (ANSWER ONLY IF QUESTION 1 or 2 IS YES) Has an asbestos survey been performed by a Certified Asbestos Consultant or Site Surveillance 4. 5. 6. 0 · Technician? D (ANSWER ONLY IF QUESTION 3 IS YES) Based on the survey results, will the project disturb any asbestos containing material? Notification may be required 1 O working days prior to commencing asbestos removal. ¢ Will the project or associated construction equipment emit air contaminants? See the reverse side of this form or APCD factsheet (www.sdapcd.org/info/facts/permits.pdf) for typical equipment requiring an APCD permit. 0 (ANSWER ONLY IF QUESTION 5 IS YES) Will the project or associated construction equipment be located within 1,000 feet of a school bounda Briefly describe business activities: Briefly describe proposed project: ~ f" I 15: Date FIRE DEPARTMENT OCCUPANCY CLASSIFICATION:-. ---,------------------------------ BY: _______________________ ~ DATE: __ ~/ __ ~/ __ EXEMPT OR NO FURTHER INFORMATION REQUIRED RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY COUNTY-HMO* APCD COUNTY-HMO APCD COUNTY-HMO APCD ( . . *A stamp in this box only exempts businesses from co.mpleting or updating a Hazardous Materials Business Plan. Other perm1tt1ng requirements may still apply . HM-9171 (08/15) County of San Diego -DEH -Hazardous Materials Division Director I.· ~ Qto_untp of $an 710tego DEPARTMENT OF ENVIRONMENTAL HEALTH FOOD AND HOUSING DIVISION P.O. BOX 129261, SAN DIEGO, CA 92112-9261 Phone: (858)505-6660 FAX: (858)505-6824 1 (800) 253-9933 www.sdcdeh.org PLAN APPROVAL SHEET Amy Harbert Assistant Director DBA: CAMPFIRE SITE: 2725 STATE ST CARLSBAD 92008 March 10, 2016 DEH2015-FFPP- 006165 BUSSINESS OWNER: SAA Plans are approved contingent upon the following: 1) Department of Environmental Health (DEH) stamped plans shall bf? maintained at the jobsite and available for review at the time of the inspection. 2) Changes to equipment layout, menu, or application must be submitted for approval. Changes made without approval will make the plan approval null and void. 3) Obtain local Building Department and all applicable agencies permits and approvals. 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 a mid inspection. In lieu of a plumbing inspection by DEH: a. Floor sinks shall be installed ½ exposed and equipped with an appropriate grill cover if no access is provided for cleaning. b. Drain lines shall slope ¼" per foot to gravity, shall not exceed 15' in length and shall terminate a minimum of 1" above the floor sink with a legal air gap. Drain lines shall not intercept walkways or door ways. c. No condensate drainage of any kind, including HVAC can drain to the mop sink. d. The entire floor surface must be sloped to the floor drains approximately 1/8 inch per foot or a four feet diameter depression that slopes 1 :50 (approximately¼ inch per foot). e. 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. f. Backflow devices shall be provided and initially tested upon installation by a certified tester. 6) An air balance test shall be furnished at the time of the final inspection for all hoods. 7) The operational Health Permit may be applied for after the preliminary inspection. New business owners are encouraged to be present.at the time of the final inspection. 8) 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. 9) 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. All equipment is to be in place and functional. 10) FOOD PROCESSING AREAS ARE COMPLETELY ENCLOSED: OPERABLE WINDOWS. MOVEABLE WALL PANELS. GARAGE ROLL-UP DOOORS, OR OTHER MEANS OF RENDERING FOOD PROCESSING AREAS NOT FULLY ENCLOSED ARE NOT APPROVED. Plans reviewed by C. PENN · CALL (858)505-6660 AT LEAST 10 WORKING DAYS IN ADVANCE TO SCHEDULE MID AND FINAL INSPECTIONS. A FINAL INSPECTION SHALL BE CONDUCTED AND AN ENVIRONMENTAL HEALTH PERMIT SHALL BE ISSUED PRIOR TO OPENING AND OPERATING THIS FOOD ESTABLISHMENT. cc: File District Inspector "Environmental and public health through leadership, partnership and science" «.~ ¥ CITY OF PLUMBING, ELECTRICAL, MECHANICAL WORKSHEET Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Building@carlsbadca.gov CARLSBAD B-18 Project Address: Z 72..S-Sfxi±l. 8f::--PermitNo.: G61~'-4:)7{ Information provided below refers to worh being done on the above mentioned permit only. This form must be completed and returned to the Building Division before the permit can be issued. Building Dept. Fax: (760) 602-8558 Number of new or relocated fixtures, traps, or floor drains....................................................... 3 '? New building sewer'line? ......................................................................................... Ves No ~ . ---- Number of new roof droins? ............................................................................................................... __:Q__ Install/alter water line? ......................................................................................................................... '/ C-> Number of new water heaters? ......................................................................................................... _L Number of new, relocated or replaced gas outlets? .................................................................... i Number of new hose bibs? .................................................................................................................. _L Residential Permits: New/expanded service: Number of new amps: ______ _ Minor Remodel only: Yes__ No Commerdal/lndustrial: Tenant Improvement: Number of existing amps involved in this project: Number of new amps involved in this project: New Construction: Amps per Panel: Single Phase ............................................................... Number of new amperes ______ _ Three Phase ................................................................. Number e>f new amperes ______ _ Three Phase 480 ........................................................ Number of new amperes ______ _ Number of new furnaces, A/C, or heat pumps? ............................................................................ -1:_ New or relocated duct worR? .......................................................................... Yes_x, __ No __ _ Number of new fireplaces? •....................................................•......•.•...................•.............................. __Q__ Number of new exhaust fans? ............................................................................................................ __!:i__ Relocate/install vent?............................................................................................................................ Y f S Number of new exhaust hoods? ........................................................................................................ __L Number of new boilers or compressors? ........................................................... Number of HP L 8-18 Page 1 of 1 Rev. 03/09 [ r ,2--n-\610· Pion, ~1 -F&t,1 e-~c I ~'2-:21-115 'Pleu"\ -ro A-s~<otr ,z.-ro-1~ ~ e3--Pc _ 2./Z?, It b -Jr... h ,5,e,.,· ( w/ sfr v.d-. u, a._ Afr I, ·ca...+ _ ~ +o FtWE -+· P(AJJ (cr"rlfY _ c:.-04-r~ ~ I. ~Fe. . ... . . ) /17 /tr, Gn /) tllLJ._" /2~ Cvu:J ./; {;/IL -Cii(JJ/ af k ~~: Jsrr/4 .tu_ /{}h~ a ~ ~J1/J ~}/l ,b ~ f~ .Lf(d~ \ vtJ 1v 'is £l/.. ,J-, tk ~J ~ -'0 """"1'f J JV 1,,1,W/ V' 1o~v¼t ~~ -~ I 3-B/-(b -f l/Je-TtA-v 6~ it CsG-t"V {/,:l ~ {?r11/.gfd, . Lf /I I/ r b ~ .fjf 4fIJZ:..~ p~ fl-o ·P'J ;/--'(. "'"1 t4-S:tJD, Si, s 1.11 s 1.1, r~ '}• J?-/ J, Po,,, Pi .v, J,i, P 4---'f 1 ./1) ()J.,vt,vrJJt I °rfJ }i,c-( WJIIU.JI» -fo f.Jt/ I-_; Ll{_ ~ ;;{-'P~ --w/J-fmul t"1 ,_ ~ /u /10... Jt<..ni_A/ _ Pl/h>o @ i3Acr< ·,_ iJ::/,;i.:Jl ty, \,sS~ ··, ~-----------' ----~-------·-· -·--· ----------·-- Final lns,:iection requi_red by: D Plan OCM&I OFire D SW D1ssu1:o I_DCV. Approved Date By BUILDING Y,.\q. (lo 'i)yy\ PLANNING . 7,-V--l-/lo <:,1= ENGINEERING -I-1~-tb c__r.,,.. FIRE Expedite7 y N Jl~ro ltl f ,,/ DIGITAL FllES Reauired7 y N ~ ~ - HqZMat I Jlq JJJ., IIJJ-- APCD . Health J//7//~ KJn -.. ,1. Forms/Fees Sent Rec'd Due? By Encina y N Fire y N HazHealthAPC_D I I lt1 If c. y N -ff.A---- PE&M i7-1\-,~ ~-IL\-ll ,, . y N School y N Sewer y N Stormwater y N Special Inspection y N CFO: YQ!) LandUse: LF\.,\ 2enx_ lmpArea: FY: Annex: Factor: PFF:{ Y )N Comments Date Date Date Date Building 12/j..l//6 2/20./f<., 5-25-1~ ~ /~/Hll Planf")ing 1 'l,/2,1/ro Engineering \').(2,0../1~ Fire .'P/JYl(o Need? ~ t'1J:t-1 ho«. I iron u ~ .:r;;fcfone ,("L}#J; 'trb-~ l:IDone ........ 6 B, -J1:;;. ,C::: POlf._{!/'TZf l:IDone I l:IDone