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2727 STATE ST; 100 | 110; PC140071; Permit
~· City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 10-28-2015 Plan Check Permit No: PC140071 Job Address: Permit Type: Parcel No: Valuation: Reference #: Project Title: Applicant: Building Inspection Request Line (760) 602-2725 Lot#: 0 PLANCK 2030540300 $0.00 Construction Type: QUONSET ADDITION -2 SUITES REMODEL: 1,453 SF AND 1,182 SF// ADD 720 SF 2ND Owner: Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: QUONSET DEV LLC/FARROW BRETT QUONSET DEV LLC 125 MOZART AVE 125 MOZART AVE FINAL 12/30/2014 SKS 06/05/2015 CARDIFF BY THE SEA CA 92007-2314 CARDIFF BY THE SEA CA 92007-2314 Plan Check Fee Additional Fees Total Fees: lnspeptor: $100.00 Total Payments To Date: $100.00 Balance Due: FINAL APPROVAL Date: Clearance: $100.00 $0.00 $0.00 N011CE: Aease ta<e N011CE that~ ci ){JU' ~ect includes the "In-position" ci fees, dedications, reservations, or cther exactions hereafter CXJllectively referred toa,;;"fees'exac:tions." You haveOO daysfroolthedatettis pemitv..es issued to JX'(test in-position cithesefees'exactions. lf},Oll JX'(test them, }-Oll rrust fdkm the JX'(test i:ro:aireS set fcxth in C?olen'1rent Ccx:le Section 66020(a), and file the protest and any cther requil1:id infamation wlh the aty Manager for pocessirg in ~v.ith Caisbad M.nidpal Ccx:le Section 3.32.030. Failure to tirrelyfdlcmthat proredure 'hill bar any subsequent legal action to attad<, rf!Mf!N, set aside, \tid, cr a-ru their in-position. · You creherel1f FlRTI-ER f\OTIFIED that ){JU' rig,! to JX'(test the specified fees/exactions tXES f\OT ftPPL Ytowater and seNer ccmectioo fees and capacity c:halges; ncr plarirg, :zcrirg, goorg cr cther sinilcr ~icatioo pocessirg cr seivire fees in ccmectioo wlh ttis ~ect. NCR tXES IT ftPPL Y to any ~ · wi · · 'mfcr otfis wicht dlinitationshas ·ous1 ·se '113d. , • THE FOLLOWING APPROVALS REQUIRED PRIORTO PERMIT ISSUANCE: ~LANNING ~GINEERING Plan Check No. Est. Value C)$ I ~-'-';1'&1 f> l.o 0'01 ~3'(; D5 Building Permit Application . r-C1fy o~f 1---ro,--111635 Faraday Ave., Carlsbad, CA 92008 C l 'b -) vv 1 , Ph: 760-602-2719 Fax: 760-602-8558 ar s a ernail: building@carlsbadca.gov Plan Ck. D ,0.:>- www.carlsbadca.gov -JOB ADDRESS ~7z7 · 5 ~ ~ SUITEt/SPACEt/UNIT# /PROJECT# LOT# PHASE# # OF UNITS # BEDROOMS # BATHROOMS ~ PHONE EMAIL ADDRESS/ :$-1:p CITY CITY STATE ZIP PHONE 7bO ~/) b j !'J FAX PHONE FAX EMAIL STATE UC.# STATE UC.# CLASS CITY BUS. UC.# 2-1 ~&, (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the· applicantfor such permit to file a signed statement that he is licensed pursuantto the provisions of the_ Contractor's License Law [Chapter 9, commending with Section 1000 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 applicanffor a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)). Workers' Compensation Declaration: I hereby affirm under penalty of pe,jury one of the following declarations: D I have and will maintain a certificate of consent to self-Insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. D I have and wlli maintain workers' compensation, as required bv Section 3700 of-the Labor qx!e, for the. perfonnance of the work fOr which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Co. . · Policy No. ____________ Expiration Date __ ~------ 1]:li§,~on need not be qompleted ii the permit is for one hundred doRars ($100) or less. ., IJ!f Certificate of Exemption: I certify that in the pelformance of the work for which this permitis 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 In Section 3706 of the Labor code, interest and attorney's fees • .25 CONTRACTORSIGNATIJRE . OAGENT DATE I hereby affirm that I am exempt from Contrac!ots.Ucense 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 not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or.improves thereon, and who does such work himselfor through his own employees, provided that such improvements are not intended or offered for _.,)ill_e, If, however, the building or improvement is sold within one year of completion, the owner-buifder will have the burden of proving that he did not build or improve for the purpose of sale). D:1' I, as owner of f!le property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) ricensed pursuant to the Contractor's License Law). D I am exempt under Section -Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for cQnstruction of the proposed property improvement Oves 0No 2. I (have I have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (finn) to provide the proposed construction Onclude name address I 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 I contractors' license number): 5. I will ~rovide some of the work, but I have contracted (hi e foffowing persons to provide the work indicated Qnclude name/ address / phone/ type of work): ..65 PROPERTY OWNER SlGNATU OAGENT I certify th a ti have read the application and state thatlhe above information is ooffl!Ctand ,that the Information on lhe plans Is accurate. I agree to comply with all City ordinances and State laws relating to bull ding construction. I hereby aulhorize representative of lhe City of Cal1sbad to enter upon the above mentioned property ix inspection purposes. I ALS0 AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAJD CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA J)e!lllil is required ix excavations O'/er 5'0' deep and demoliti:Jn orconstructkin of slructures over 3 stones in heght. EXPIRATION: Eveiy permit issued by the Buikli · I u visi:Jns of lhis Code shall expire by limitation and become null and void if the buikling orv.ork aulhorized by such permit is not commenced wlhin 180daysfrom the date of such permit or if the I gar by such pemiitissuspendedorabandoned at anytime aflerthemrkis commenced for a period of 180days (Section 106.4.4 Unifonn Building Code) . ..@:) APPLICANT'S SIGNATIJRE : · -___ .....,.,_-,,.4 DATE .,_·.: STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. (ic'lT.F::: , ~ ::;;: C-:c;.J",.NCY (Commercial Pro1ects On,yj Fax (760) 602-8560, Email buUding@carlsbadca.gov or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008. CONTACT NAME ..... , : · .. ADDRESS ·--': . -· c • .--.::-· CITY • -.q .. -. PHONE - El\1AIL DELIVERY OPTIONS . ,., :, ·.-.: • .. ·• ... , • ·· .. : .STATE .: --- -. _,;, '.:r >·: I FAX -, . -' . _,, •·-'"-.-- ::r,i•·: ---~-~ •; . . PICK UP: , CONTACT (Listed above) --:,_ OCCUPANT (Listed above) CONTRACTOR (On Pg. 1) . MAIL TO: · CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg, 1) ,-'","' ZIP ... _- ·' '?::. ·MAIL/ FAX TO OTHER:_·"_'-_--""'~:_· __ ---------,'-----'--- . -_ .. ,._:;···_.J_: ,, -~ . ' ·:--. ,: . ..@S' APPUCANT!S SIGNATURE : . :---- I CO#: (OfHce Use Only} OCCUPANT NAME BUILDING ADDRESS CITY STATE Carlsbad CA OCCUPANT'S BUS. LIC. No • ASSOCIATEDCB#----------- NO CHANGE IN USE/ NO CONSTRUCTION CHANGE OF USE/ NO CONSTRUCTION DATE ZIP EsGil Corporation In (l'artnersnip witn government for (]Juilaing Safety DATE: 4/10/15 JURISDICTION: Carlsbad PLAN CHECK NO.: PC14-0071 PROJECT ADDRESS: 2727 State St SET: IV Cl APPLICANT Cl JURIS. Cl PLAN REVIEWER Cl FILE PROJECT NAME: Comm RetaU Add'n & Convert Garage to Retail ( Shell Bldg Only) D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. cg) The plans transmitted herewith will substantially comply with the jurisdiction's building 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. 0 The applicant's copy of the check list has been sent to: ~ EsGil Cor\oration staff did not advise the applicant that the plan check has been completed. D EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone#: Date contacted: (by: ) Email: Mail Telephone Fax In Person ~ REMARKS: The notes clouded in red on sheets T1 .0, A2.1, A2.2 & A3.1 of the approved plans from Esgil must be made to the city sets of plans to make a 2nd set of approved plans. By: Chuck Mendenhall EsGil Corporation D GA D EJ D MB D PC Enclosures: 4/6/15 EsGil Corporation In (J!artnersliip witli <;overnment for c.BuiCaing Safety DATE: 3/9/15 JURISDICTION: Carlsbad PLAN CHECK NO.: 14-3627 PROJECT ADDRESS: 2725 State St SET: III PROJECT NAME: Convert Existing Commercial Bldg to Retail CJ .J.PPLICANT ~ 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. ~ The applicant's copy of the check list has been sent to: Brett Farrow, Architect 125 Mozart Ave., Encinitas, CA 92007 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: Brett Farrow Telephone#: (760) 230-6851 f Date contacted:6/ l() (by:~ Email: brettfarrow@cox.net /°8Mail Telephone Fax In Person D REMARKS: By: Chuck Mendenhall EsGil Corporation D GA D EJ D MB D PC Enclosures: 3/2/15 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 Carlsbad 14-3627 3/9/15 Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 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. NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. 4. Please demonstrate compliance with Table 602 for fire-resistance rating requirements for exterior walls. The following specific area(s) should be addressed: Detail on the plans North wall of Bldg. A, B and Office' is one hour rated . THE EXTERIOR WALL CONST. REFERENCE IS H/S1 .0. IT IS NOT CLEAR , THE FINISH MATERIAL AND UNDERLAYMENT IS NOT CLEAR. THE REFERENCE TO THIS FIRE RATED CONST. IS GA FILE #WP1340. THIS GA DETAIL APPLIES TO INTERIOR WALLS ONLY. PROVIDE A DETAIL THAT APPLIES TO EXTERIOR WALL. The response directs me detail 6/A11.0 & 7/A11.0. Reference both these details on sheets A2.1 & A2.2. Clearly detail how the one hour framed wall will be constructed at the curved Quonset hut exterior wall and show where and how it terminates at the curved roof. Why does sheet A2.2 only reference detail 6/A11.0 at Bldg 'A'. This detail applies to the Quonset hut Bldg 'B' also. Why is detail H/S1 .0 referenced on sheet A2.1? . There is no detail H/S1 .0 as part of the plans. PLUMBING, MECHANICAL & ENERGY PLAN REVIEW 2013 CPC, CMC & CBC E:NERGY CONSERVATION 32. On the plans clearly show the wall and roof insulation locations, thickness, and R-values, as per the energy design. THE ENERGY COMPLIANCE DOCUMENTS. REQUIRE 2X6 ROOF JOISTS WITH R-19 INSULATION & EXTERIOR WALLS 2X4 WITH R-13 INSULATION. CLEARLY DETAIL ON THE PLANS HOW YOU INTEND TO ACCOMPLISH THIS REQUIREMENT FOR THE STEEL QUONSET BUILDING. THE ENERGY DESIGN .INCLUDES 2-4PANEL LA CANTINA DOORS. THESE ARE NOT SHOWN ON THE FLOOR PLANS. THE ENERGY DESIGN REQUIRES THE GLASS ROLL UP DOORS TO HAVE U=0.44 AND SHGC= 0.31. THE GLASS IN THESE DOORS MUST BE DUAL GLAZED, LOW 'E' WITH WEATHER SEALS. Detail the method of installing the R-19 insulation in the curved Quonset hut roof construction and detail the R-13 wall insulation in the curved • y Carlsbad 14-3627 3/9/15 Quonset hut exterior walls. Note on the door and window schedule on sheet A2.1 all windows and glass doors are to be dual glazed, low 'E' with SHGC=0.34 and U=0.41 34. Provide complete lighting energy compliance documentation and lighting control plans to show compliance with the energy standards as follows: THERE WERE NO LIGHTING ENERGY COMP0LIANCE DO9CUMENTS FOR THE NEW LIGHTING WITHIN THE PROPOSED RETAIL SPACE. PROVIDE COMPLETE LIGHTING ENERGY COMPLIANCE DOCUMENTS AND PROVIDE LIGHTING PLANS THAT SHOWS ALL FIXTURES AS LISTED IN THE ENERGY DESIGN AND PROVIDE AS PART OF THE LIGHTING PLANS THE CONTROLS AS LISTED ON THE PLANS AND THE NOTES BELOW. Note on sheet A2.1 on the floor plans for both Bldg A & B under the shell only statement." No change to the electrical power or lighting and no ducts or registers as part of this Tl project" END OF PLAN RECHECK 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. 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 Chuck Mendenhall at Esgil Corporation. Thank you. 1'' '..f EsGil Corporation In <Partnersliip witli qovernmentfor(}Juifaino Safety DATE: 3/9/15 JURISDICTION: Carlsbad PLAN CHECK NO.: PC14-0071 PROJECT ADDRESS: 2727 State St SET: III Cl ?PLICANT J¥ JURIS . • Cl PLAN REVIEWER Cl FILE PROJECT NAME: Commercial Retail Add'n & Convert Garage to Retail 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. [ZI 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. ~ The applicant's copy of the check list has been sent to: Brett Farrow, Architect 125 Mozart Ave., Encinitas, CA 92007 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: Brett Farrow Telephone#: (760) 230-6851 Date contactect:Sf l O (by: ~Email: brettfarrow@cox.net ~Mail Tel~phone Fax In Person D REMARKS: By: Chuck Me-ndenhall EsGil Corporation D GA D EJ D MB D PC Enclosures: 3/2/15 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 ,. .:: ( Carlsbad PC14-0071 3/9/15 Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 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. Deliyer 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. NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. 4. 5. 6. Please demonstrate compliance with Table 602 for fire-resistance rating requirements for exterior walls. The following specific area(s) should be addressed: Detail on the plans South wall of Bldg. 'C' is one hour rated . detail on the plans that the wood frame wall above the existing masonry wall at the South P/L qualifies as 1 HR rated. . THE EXTERIOR WALL CONST. REFERENCE IS 7/A11.0. THE FINISH MATERIAL AND UNDERLAYMENT IS NOT CLEAR IN THIS DETAIL. THE REFERENCE TO THIS FIRE RATED CONST. IS GA FILE# WP1340. THIS GA DETAIL APPLIES TO INTERIOR WALLS ONLY. PROVIDE A DETAIL THAT APPLIES TO EXTERIOR WALL. Reference the 1 HR exterior wall of the 2nd floor office above the masonry wall as shown in section 1/A3.1. Why have you shown a parapet at the exterior wall in detail 1/A3.1? I thought you intended to use_ CBC section 706.6 exception 4.3. I don't find any details for the fire rated roof construction. Please clarify. Exterior walls shall have a 30 inch parapet when they are required to be fire-resistance rated in accordance with Table 602 because of fire separation distance (see exceptions, Section 705.11 ). The uppermost 18" of such parapets shall be noncombustible. Show on the section the parapets for the South wall of the 2nd floor addition and detail the construction of the parapets on the plans. PARAPET DETAIL IS PROVIDED I DETAIL 7/A11.0. HOWEVER, THE FIRE RESISTANT CONST. IS NOT CLEAR. IS THIS PARAPET CONSTRUCTION IDENTICAL TO THE WALL BELOW Why have you shown a parapet at the exterior wall in detail 1/A3.1? Lthought you intended to use CBC section 706.6 exception 4.3. I don't find any details for the fire rated roof construction. Please clarify. Where the roof slopes toward a required parapet at a slope greater than 2:12, the parapet shall be extended in accordance with Section 705.11.1. THE PARAPET SHOWN FOR THE STEEL PITCHED ROOF MUST EXTEND A MIN. OF 6FT ABOVE THE ROOF AT THE EXTERIOR WALL TO EXTEND TO THE HEIGHT WHAT THE 5'-0" SETBACK TO THE P/L INTERSECTS THE ROOF SURFACE. SEE CBC SECTION 705.11.1. Why have you shown a parapet at the exterior wall in detail 1/A3.1? I thought you intended to use CBC section 706.6 exception 4.3. I don't find any details for the fire rated roof construction. Please clarify. ,. Carlsbad PC14-0071 3/9/15 31. Show the make, model, type, and efficiency of the space heating (and cooling) system as per the energy design. THE ENERGY DESIGN REQUIRES TO HVAC UNITS, 2-6TON UNITS. TWO UNITS ARE SHOWN ON E2.1. SPECIFY THE SIZE AND MANUFACTURER ON THE PLANS. INCLUDE MECHANICAL PLANS THAT SHOW THE SIZE AND LOCATION OF THE S/A & RIA DUCTS AND REGISTl:RS TO THE TENANT SPACES WITHIN THE BUILDING. AL.SO, SHOW ON THE PLANS THE REQUIRED OSA REQUIRED FOR EACH OF THE HVAC UNITS. There was no response to this but I understand that the proposed is shell only with no HVAC or lighting. Clearly note on the floor plans on sheets A2.1 & A2.1 for both Bldgs C & D " shell building gonly. There is no new lighting or HVAC proposed for the shell building" · · • ENERGY CONSERVATION 32. On the plans clearly show the wall and roof insulation locations, thickness, and R-values, as per the energy design. Specify in the sections on A3.1 the roof and wall insulation as required by the energy documentation. THE ENERGY ENVELOPE DESIGN FOUND ON SHEET T-24.1 REQUIRES 2X8 RAFTERS WITH R-19 INSULATION AND 2X4 WALLS WITH R-13 INSULATION. DETAIL ON THE PLANS HOW YOU WILL ACCOMPLISH THIS IN THE STEEL BUILDING PART OF THE PROJECT. SECTION 2/A3.1 DOES NOT DEPICT THE REQUIRED 2X8 ROOF JOISTS. SPECIFY ON THE WINDOW SCHEDULE ON SHEET A3.1 THAT ALL WINDOWS ARE DUAL GLAZED, LOW -E WITH U= 0.36 AND SHGC= 0.25 AS REQUIRED BY THE ENERGY DESIGN. Clearly show on the plans the location of the new 6 ton and 3 ton HVAC units as shown in the revised energy design. The revised energy design is for the new mechanical units only. The previous corrections still apply to the wall and roof insulation and the SHGC and U for glass doors and windows. 33. Provide complete lighting energy compliance documentation and lighting control plans to show compliance with the energy standards as follows; PROVIDE A COMPLETE LIGHTING ENERGY COMPLIANCE FORMS. THESE WERE NOT INCLUDED FOR RECHECK. PROVIDE A COMPLETE LIGHTING PLAN LISTING ALL LIGHT FIXTURES AND DETAIL THE LIGHTING CONTROLS AS LISTED BELOW. THE NOTES PROVIDE ARE NOT SUFFICIENT TO SHOW COMPLIANCE WITH THE CODE. Clearly note on the floor plans on sheets A2.1 & A2.1 for both Bldgs C & D " shell building gonly. There is no new lighting or HVAC proposed for the shell building". • STRUCTURAL ~IOK END OF RECHECK 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. 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 Chuck Mendenhall at Esgil Corporation. Thank you. EsGil Corporation In <Partnersliip witli (iovernment for c.Bui(aing Safety DATE: 2/18/15 JURISDICTION: Carlsbad PLAN CHECK NO.: PC14-0071 PROJECT ADDRESS: 2727 State St SET: II V,:PPLICANT /n ~URIS. D PLAN REVIEWER D FILE PROJECT NAME: Commercial Retail Add'n & Convert Garage to Retail 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. r:z:I 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. r:z:I The applicant's copy of the check list has been sent to: Brett Farrow, Architect 125 Mozart Ave., Encinitas, CA 92007 D EsGil Corporation staff did not advise the applicant that the plan check has been completed. r:z:I EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Brett Farrow Telephone#: (760) 230-6851 (_Date contacted:vf \5 (by:Y'4-Email: brettfarrow@cox.net dt:,,;Mail lrty~')an~ Fax In Person D REMAR~l,.,J By: Chuck Mendenhall EsGil Corporation D GA D EJ D MB D PC Enclosures: 2/10/15 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 .. 1 Carlsbad PC14-0071 2/18/15 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold font AND CAPS are current. Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: _ 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. 4. Please demonstrate compliance with Table 602 for fire-resistance rating requirements for exterior walls. The following specific area(s) should be addressed: Detail on the plans South wall of Bldg. 'C' is one hour rated . detail on the plans that the wood frame wall above the existing masonry wall at the South P/L qualifies as 1 HR rated. . THE EXTERIOR WALL CONST. REFERENCE IS 7/A11.0. THE FINISH MATERIAL AND UNDERLAYMENT IS NOT cLeAR IN THIS DETAIL. THE REFERENCE TO THIS FIRE RATED CONST. IS GA FILE# WP1340. THIS GA DETAIL APPLIES TO INTERIOR WALLS ONLY. PROVIDE A DETAIL THAT APPLIES TO EXTERIOR WALL. 5. Exterior walls shall have a 30 inch parapet when they are required to be fire-resistance rated in accordance with Table 602 because of fire separation distance (see exceptions, Section 705.11). The uppermost 18" of such parapets shall be noncombustible. Show on the section the parapets for the South wall of the 2nd floor addition and detail the construction ofthe parapets on the plans. PARAPET DETAIL IS PROVIDED I DETAIL 7/A11.0. HOWEVER, THE FIRE RESISTANT CONST. IS NOT CLEAR. IS THIS PARAPET CONSTRUCTION IDENTICAL TO THE WALL BELOW 6. Where the roof slopes toward a required parapet at a slope greater than 2:12, the parapet shall be extended in accordance with Section 705.11.1. THE PARAPET SHOWN FOR THE STEEL PITCHED ROOF MUST EXTEND A MIN. OF 6FT ABOVE THE ROOF AT THE EXTERIOR WALL TO EXTEND TO THE HEIGHT WHAT THE 5'-0" SETBACK TO THE P/L INTERSECTS THE ROOF SURFACE. SEE CBC SECTION 705.11.1. • ENTRANCES AND CIRCULATION . ' 15. Elevator access must be provided to upper of the retail sales . Retail sales is not exempt from elevator access per the exception in Section 11 B-206.2. YOU HAVE NOW DESIGNATED THE UPPER FLOOR AS FUTURE OFFICE SPACE. IN ORDER TO ELIMINATE THE NEED FOR AN ELEVATOR THE LOWER FLOOR AREA MUST HAVE DESIGNATED OFFICE SPACE. ; Carlsbad PC14-0071 2/18/15 31. Show the make, model, type, and efficiency of the space heating (and cooling) system as per the energy design. THE ENERGY DESIGN REQUIRES TO HVAC UNITS, 2-6TON UNITS. TWO UNITS ARE SHOWN ON E2.1. SPECIFY THE SIZE AND MANUFACTURER ON THE PLANS. INCLUDE MECHANICAL PLANS THAT SHOW THE SIZE AND LOCATION OF THE S/A & RIA DUCTS AND REGISTERS TO THE TENANT SPACES WITHIN THE BUILDING. ALSO, $HOW ON THE PLANS THE REQUIRED OSA REQUIRED FOR EACH OF THE HVAC UNITS. • ENERGY CONSERVATION 32. On the plans clearly show the wall and roof insulation locations, thickness, and R-values, as per the energy design. Specify in the sections on A3.1 the roof and wall insulation as required by the energy documentation. THE ENERGY ENVELOPE DESIGN FOUND ON SHEET T-24.1 REQUIRES 2X8 RAFTERS WITH R-19 INSULATION AND 2X4 WALLS WltH R-13 INSULATION. DETAIL ON THE PLANS HOW YOU WILL ACCOMPLISH THIS IN THE STEEL BUILDING PART OF THE PROJECT. SECTION 2/A3.1 DOES NOT DEPICT THE REQUIRED 2X8 ROOF JOISTS. SPECIFY ON THE WINDOW SCHEDULE ON SHEET A3.1 THAT ALL WINDOWS ARE DUAL GLAZED, LOW -E WITH U= 0.36 AND SHGC= 0.25 AS REQUIRED BY THE ENERGY DESIGN. 33. Provide complete lighting energy compliance documentation and lighting control plans to show compliance with the energy standards as follows; PROVIDE A COMPLETE LIGHTING ENERGY COMPLIANCE FORMS. THESE WERE NOT INCLUDED FOR RECHECK. PROVIDE A COMPLETE LIGHTING PLAN LISTING ALL LIGHT f:IXTURES AND DETAIL THE LIGHTING CONTROLS AS LISTED BELOW. THE NOTES PROVIDE ARE NOT SUFFICIENT TO SHOW COMPLIANCE WITH THE CODE. Interior Lighting Controls: 34. 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 requiremehts. Include control placement and design on the floor plans. (AB switching no longer complies for most fixture types.) . . . 35. 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) 36. 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: Daylite dedicated multilevel control is required if lighting power exceeds .3 watts/square foot. Include the daylighting zones on the floor plans, complete with control design. ES 130.1(d) + ELECTRICAL PLAN REVIEW + 2011 NEC (2013 CEC ) "' 1 ' "f Carlsbad PC14-0071 2/18/15 37. Submit completed electrical plans for a complete review. THE RESPONSE TO THIS ITEM WAS "EXISTING SERVICE" THIS REQUIREMENT DOES NOT RELATE TO THE BUILDING ELECTRICAL SERVICE. PROVIDE A COMPLETE ELECTRICAL PLAN SHOWING LOCATION OF ALL SUBPANELS AND MAIN ELECTRICAL PANEL. SHOW LOCATION OF ALL RECEPTACLES AND PROVIDE A COMPLETE LIGHTING PLAN THAT LISTS ALL LIGHT FIXTURES INCLUDING EXIT SIGNS AND EMERGENCY EXIT ILLUMINATION. • STRUCTURAL 49. Include as part of the structural plans a details structural elevation of the framing along grid line 'G' to show the how various HFX frames are vertically supported, how they tie into the wall framing and how the lateral forces are transferred from the to of the frame to the roof diaphragm at the roof gable. THE RESPONSE INDICATES " REFER TO SHEET 53 REFERENCING HFX DETAILS". THE GENERAL DETAILS FOUND ON THE HFX SHEETS DO NOT APPLY TO THE CONDITION ALONG GRID LINE 'G' AS SHOWN IN ARCHITE:CTURAL DETAIL 1/A6.2. PROVIDE A STRUCTURAL ELEVATION OF THIS WALL FRAMING DETAILING HOW YOU PROPOSE INCORPORATE ALL THE HFX ON EACH FLOOR LEVEL WITH THE HIGH PITCHED GABEL ROOF 51. The HFX frames listed on sheet S3 along grid line 3 are HFX 9X12 and HFX 10X12. There are no Hardy Frames made that meet this criteria. The narrowest 12ft frame is HFX 15 X 12. Revise the plans and design consistent with the standard products you are proposing. THE PLANS HAVE BEEN REVISED TO LISi THE HARDY FRAME PANELS AS HFX 12X10. THESE HFX 12X10 PANELS ARE 9'-6' HIGH. THE ARCHITECTURAL ELEVATION ON SHEET A6.2 SHOWS THIS WALL ro BE 14FT HIGH. PROVIDE CLEAR CONSTRUCTION DETAILS TO SHOW HOW THESE 9'-6" PANELS WILL TRANSFER LATERAL LOADS BETWEEN THE ROOF DIAPHRAGM AND THE BEAM SUPPORTING THE HARDY , . FRAMES. 52. Specify on sheet S3 the lateral resisting system proposed along grid line 1 at the lower floor. THE RESPONSE INDICATES" REFER TO GL1 ON SHEET 53 SHOWING LATERAL RESISTING SYSTEM" PROVIDE A STRUCTURAL ELEVATION OF THE LATERAL SY$TEMALONG GRID LINE 1. SHEET 53 SHOWS THAT ONE OF THE HARDY FRAMES AT THE UPPER FLOOR ALONG GRID LINE 1 IS LOCATED ABOVE THE LOWER FLOOR SHEAR WALL. HOWEVER, THE 2ND HARDY FRAME LOCATED AT GRID POINT 1-E DOES NOT HAVE A FRAME OR SHEAR WALL BELOW IT AND I SEE NO METHOD OF TRANSFERRING THE LATERAL LOADS FROM THE HARDY FRAME ALONG GRID LINE 1 INTO THE SHEAR AT THE LOWER LEVEL. END OF PLAN RECHECK To speed up the review process, note on this list (or a copy) where each correction item has been addre,ssed, i.e., plan sheet, note or detail number, calculation page, etc. The jurisdiction has contracted with Esgil Corporc;1tion located at 932.0 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 Chuck Mendenhall at Esgil Corporation. Thank you. EsGil Corporation In <Partnersliip witli qovemment for <Bui{aing Safety DATE: 1/8/15 JURISDICTION: Carlsbad PLAN CHECK NO.: PC14-0071 PROJECT ADDRESS: 2727 State St SET: I 0 APPLICANT CJ JURIS. 0 PLAN REVIEWER 0 FILE PROJECT NAME: Commercial Retail Add'n & Convert Garage to Retail 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. C8J The applicant's copy of the .check list has been sent to: Brett Farrow, Architect 125 Mozart Ave., Encinitas, CA 92007 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: Brett Farrow Telephone#: (760) 230-6851 Date contacted: 1/°( (by:/_() Email: brettfarrow@cox.net VE:'Mail /relephone V."1 Fax In Person D REMARKS: By: Chuck Mendenhall EsGil Corporation D GA D ~J D MB D PC Enclosures: 1/2/15 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 Carlsbad PC14-0071 1/8/15 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO.: PC14-0071 OCCUPANCY: M TYPE OF CONSTRUCTION: VB ALLOWABLE FLOOR AREA: 9,000 sf SPRINKLERS?: No · REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: 1/8/10 FOREWORD (PLEASE READ): JURISDICTION: Carlsbad USE: Retail ACTUAL AREA: 3360 sf STORIES: 2 HEIGHT: 27'-6" approx. per CBC OCCUPANT LOAD: 81 DATE PLANS RECEIVED BY ESGIL CORPORATION: 1/2/15 PLAN REVIEWER: Chuck Mendenhall This plan review is limited to the technical requirements contained in the California version of the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled .. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 2013 CBC, which adopts the 2012 IBC. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 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 enclose the marked up list when you submit the revised plans. Carlsbad PC14-0071 1/8/15 Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 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. Bri_ng 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. 1. All sheets of the plans are required to be signed by the licensed architect or engineer responsible for the plan preparation. California State Law. 2. Provide a statement oh the Title Sheet of the plans, stating that this project shall comply with the 2013 California Building Code, which adopts the 2012 IBC, 2012 UMC, 2012 UPC and the 2011 NEC. 3. When two or more buildings are on the same property, the buildings shall have an assumed property line between them for the purpose of determining the required wall and opening protection and roof cover requirements, per Section ?0p.3. An exception is provided if the combined area of the buildings is within the limits specified in Chapter 5 for a single building. If this exception is used, show how the building(s) will comply. Section 503.1.2. I presume you intend to use the exception to eliminate 'the need for protected openings between buildings. Show on the cover sheet of the plans compliance with Section 503.1.2 · exception where the combined area of all building on the lot do not exceed the allowable area for one building. 4. Please demonstrate compliance with Table 602 for fire-resistance rating requirements for exterior walls. The following specific area(s) should be addressed: Detail on the plans South wall of Bldg. 'C' is one hour rated . detail on the plans that the wood frame wall above the existing masonry wall at the South P/L qualifies as 1 HR rated. 5. Exterior walls shall have a 30 inch parapet when they are required to be fire-resistance rated in accordance with Table 602 because of fire separation distance (see exceptions, Section 705.11 ). The uppermost 18" of such parapets shall be noncombustible. Show on the section the parapets for the South wall of the 2nd floor addition and detail the construction of the parapets on the plans. 6. Where the roof slopes toward a required parapet at a slope greater than 2: 12, the parapet shall be extended in accordance with Section 705.11.1. • EXITS 7. Specify on sheet A2.1 the door number for the door at the bottom of the stairs. 8. Note on the door schedule on sheet A3.1 of the plans: "All egress doors shall be readily openable from the egress side without the use of a key or special knowledge or effort." Carlsbad PC14-0071 1/8/15 Section 1008.1.9. In lieu of the above, in a Group B, F, Mor S occupancies. 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 at the main exit. Section 1008.1.9.3. • STAIRWAYS 9. Stairway riser must be 4 inches minimum and 7 inches maximum and minimum run shall be 11 inches. Section 1009.7.2. 10. Stair risers shall be solid. Section 1009. 7 .5.3. 11. A minimum headroom clearance of 6'-8" for stairways should be indicated on the plans. Section 1009.5. 12. Walls and soffits within enclosed rest room under stairways shall be protected by 1-hour fire- resistance rated construction. Section 1009.9.3. 13. Handrails (Sections 1012 and 1009.15): a) Handrails are required on each side of stairways. b) Handrails and extensions shall be 34" to 38" above nosing of treads and be continuous. Additionally, the open sides of stairs shall be provided with 42" high guards, per Section 1013.3. c) The handgrip portion of all handrails shall be not less than 1-¼" nor more than 2 inches in cross-sectional dimension. If the handrail is not circular, it shall have a perimeter dimension of at least 4" and not greater than 6-¼" with a maximum cross-section dimension of 2-¼ inches. Section 1012.3.1. d) Handrails projecting from walls shall have at least 1-1/2 inches between the wall and the handrail. Section 1012.7. e) Handrails shall be continuous, without interruption by newel posts or other obstructions. f) Handrails shall extend 12" beyond the top riser and continue to slope for the depth of one tread beyond the bottom riser. Section 1012.6. • ROOFS - 14. Specify on the plans the following information for the proposed new metal roof and the low slope TPO membrane roof materials, per Section 1506.3: a) Manufacturer's name and Product name/number. b) ICC approval number or equal. DISABLED ACCESS REVIEW LIST DEPARTMENT OF STATE ARCHITECT TITLE 24 • DOORS Carlsbad PC14-0071 1/8/15 15. Show or note that all hand-activated door opening hardware meets the following requirements, per Section 118-404.2.7: 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 S44" above floor. • ENTRANCES AND CIRCULATION 16. Elevator access must be provided to ·upper of the retail sales . Retail sales is not exempt from elevator access per the exception in Section 11 B-206.2. • STAIRWAYS AND HANDRAILS 17. Provide sections, details or notes to show that handrails are to be located ~34" but S38" above nosing of treads, per Section 11 B-505.4. . . 18. ·show that handrails extend ~12" beyond top nosing, and ~12"-plus-tread-width beyond the bottom nosing. At the top, the extension shall .be parallel with the floor. At the bottom, the handrail shall continue to slope for a distance of one tread width; the remainder of the extension .shall be horizontal. Th~ extensions of handrails shall be in the same direction of the stair flights. Section 11B-505.10. 19. Show that handrails are provided ori each side of the stairs, per Section 11 B-505.2. 12'PLUSTF£.AD WIDTHMIH, 12" PLUS TREAD 2'MIN. 4'Mlt.X. T . .. iiiDlH MR. _; .. , .. 7 ll'MIN. Carlsbad PC14-0071 1/8/15 • SANITARY FACILITIES 20. Note that the doorways leading to sanitary facilities shall be identified, per Section 11 B- 703.7.2.6, as follows: a) An equilateral triangle ¼" thick with edges 12" long and a vortex pointing upward at men's rest rooms. b) A circle¼" thick, 12" in diameter at women's rest rooms. 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 sfgnage shall also be located on the wall adjacent to the latch outside of the doorways leading to the sanitary facilities. • SINGLE ACCOMMODATION FACILITIES 21. Show, or note,-on the plans that the accessible water closets meet the following requirements, per Sections 11 B-604.4 and 11 B-604.6: a) The seat is to be :?:17" but S19" ih height. . b) The controls for flush valves shall be: i) Mounted on the side of the toilet area. ii) Be S44" above the floor. 22. Show that accessible lavatories comply with the following, per Section 11 B-606: a) :?:30" x 48" clear space is provided in front for forward approach. The clear space may include knee and toe space beneath the fixture. b) When lavatories are adjacent to a side wall or partition, there shall be a minimum of 18" to the center line of the fixture to the wall. c) The counter top is ~34" maximum above the floor. d) :?:29" high, reducing to 27" at a point located 8" back from the front edge. e) :?:9" high x 30" wide and 17" deep at the bottom. f) Hot water pipes and drain lines are insulated. 23. Show that grab bars comply with the following, per Sections 11 B-604.5 and 11 B-609: a) Grab bars shall be located on each side or one side and the back of the water closet stall or compartment. b) They shall be securely attached 33" -36" above the floor, and parallel. c) Grab bars at the side shall be located: i) Be :?:42" long with the front end positioned 24" in front of the stool. ii) Total length of bars at the back shall be :?:36". Carlsbad PC14-0071 1/8/15 d) The diameter, or width, of the grab bar gripping surface is ~1 ¼" but S2", or the shape shall provide an equivalent gripping surface. e) If mounted adjacent to a wall, the space between the wall and the grab bar shall be 1 ½". + PLUMBING, MECHANICAL & ENERGY PLAN REVIEW + 2013 CPC, CMC & CBC 24. Provide a plumbing material schedule on the plans describing the following systems: Potable water piping, the drain, waste, and vent piping, gas piping, and the roof drains. . . 25. Indoor water use. Show compliance with the following table for new/replaced fixtures, per CGC 4.303.1. FIXTURE TYPE MAXIMUM FLOW RATE Water closets 1.28 gallons/flush Lavatory faucets 1.5 gpm @ 60 psi 1 26. Provide complete drain, waste and vent isometric plans. 27. Provide complete water line sizing pipe diagram. UPC 610.0 or Appendix 'A'. 28. Hot water is required for public use washing fixtures such as lavatories. Please provide. CPC 601.1. 29. Provide gas line plans and calculations showing gas demands, pipe lengths, and pipe sizing. CPC 1217.0 30. Provide the following information concerning the water heater: • Show water heater size, type and location on plans. CPC 501.0 31. Show the make, model, type, and efficiency of the space heating (and cooling) system as per the energy design. • ENERGY CONSERVATION 32. On the plans clearly show the wall and roof insulation locations, thickness, and R-values, as per the energy design. Specify in the sections on A3.1 the roof and wall insulation as required by the energy documentation 33. Provide complete lighting energy compliance documentation and lighting control plans to show compliance with the energy standards as follows Interior Lighting Controls: Carlsbad PC14-0071 1/8/15 34. 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.) 35. 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) 36. 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: Daylite dedicated multilevel control is required if lighting power exceeds .3 watts/square foot. Include the daylighting zones on the floor plans, complete with control design. ES 130.1(d) + ELECTRICAL PLAN REVIEW + 2011 Nl:C (2013 CEC ) 37. Submit completed electrical plans for a complete review. 38. Submit a completed service and feeder one line diagram for review. NEC (CEC) 215.5. Show on the single line diagram the conduit and wire sizes. Show fuse/circuit breaker sizes on the single line diagram. Show the grounding electrode conductor size and wire type (AL/CU). NEC (CEC) 250.66 and Table 250.66. 39. Show the available fault current (lsc) from the serving utility co. and at the equipment where lsc exceeds 10,000 amps. 40. Submit completed panel schedule(s). • STRUCTURAL 41. What is the purpose of the 5" thick 8ft long footing shown along grid line F on sheet S2? 42. Include on the foundation plan a footing at the landing wall where the two steps from the upper floor step down to the landing. See the framing on sheet S3. 43. Clarify how the landing framing is supported above the rest room. There is no vertical support for the landing framing. 44. The post locations shown at the rest roorn footing on sheet S2 along grid line 3 do not line up with the post locations shown on sheet S3. 45. Specify the size of the posts on the 2nd floors that support the roof beams at grid locations E-3 and E.9-3. The reaction at these locations is listed as 3.97K. 46. Show on the plans the required 5' -6" sq X 15" deep footings required for the support of beam 9 & 12 ( HDR 7 & HOR 8 in the calc's) ·· Carlsbad PC14-0071 1/8/15 47. The bearing wall footing at the rest room wall along grid line 3 must be a min. 12" thick per CBC Table 1809.7 and Section 1809.4. The plans show this footing to be 5" thick 48. The structural sheet S3 shows HFX-8X12 at the lower floor along grid line 'G'. Hardy frame does not make an 8" wide X 12ft high HFX or a 9" X 12 ft high HFX as listed on the plans. provide HFX frames that comply with the product specification by Hardy Frame. 49. Include as part of the structural plans a details structural elevation of the framing along grid line 'G' to show the how various HFX frames arre vertically supported, how they tie into the wall framing and how the lateral forces are transferred from the to of the frame to the roof diaphragm at the roof gable. 50. The HFX frames along grid line '3' are shown sitting on top of new beams 9 & 12. Detail on the plans the method of connecting the HF to these new beams. 51. The HFX frames listed on sheet S3 along grid line 3 are HFX 9X12 and HFX 10X12. There are no Hardy Frames made that meet this criteria. The narrowest 12ft frame is HFX 15 X 12. Revise the plans and design consistent with the standard products you are proposing. 52. Specify on sheet S3 the lateral resisting system proposed along grid line 1 at the lower floor. 53. The design of the existing 2x12 floor joists is based on a 14ft span. The support of these joists is shown in detail 12/S1.3 hung from the new beam with 'H8' clips. Include in the design the ability of these clips to support the .floor loads. END OF PLAN REVIEW 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. 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 Chuck Mendenhall at Esgil Corporation. Thank you. ,. Carlsbad PC14-0071 1/8/15 [D·o NOT PAY-THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PREPARED BY: Chuck Mendenhall BUILDING ADDRESS: 2727 State St BUILDING OCCUPANCY: M, B PLAN CHECK NO.: PC14-0071 DATE: 1/8/15 BUILDING PORTION Retail space_ Retail Tl Air Conditioning Fi re Sprinkle rs TOTAL VALUE Jurisdiction Code cb Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review: 0 ORepetitive Fee ..,. Repeats AREA Valuation Reg. VALUE ( Sq. Ft.) Multiplier Mod. 720 68.89 2640 43.32 By Ordinance .... Complete Review D Othe_r D Hourly EsGil Fee D Structural Only ____ ,Hr.@• ($) 49,601 114,365 163,966 ~853.261 $554.621 $477.831 S~rnm~11ts: __ -·-__ Jn:-idctition ·to~.f~:~~oy~J~~~-in?f!~mQD~lq~~--qf~fi::i .. 9:Qjs :cf q:~_-.(i-;:~:._MouJ~ ;@ ~~~/br.) f9r the Ca)-G_r~en_.r$vi_~w. Sheet 1 of 1 macvalue.doc + ... -~-, . «--~--·:, ¥ CITY OF CARLSBAD PLAN CHECK REVIEW: TRANS MITT AL DATE:04/06/2015 PROJECT NAME: 2727 STATE STREET PLAN CHECK NO: 3 SET#: 1 ADDRESS: 2727 STATE STREET Community & Economic -Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov PROJECT ID: PC14-0071 ' APN: 203-054-03-00 ,.Ar~;i~ ~Ian check review is complete and ha~ ~n APPROVED by the ENGINEERING ucrt . -~ion, ~ 01:~:&'tRAYNELSON ~~~ ~ ~ inal-1-nspection by the ENGINEERING Division is required Yes i No T s plan check review is NOT COMPLETE. Items missing or incorrect are listed on e attached checklist. Please resubmit amended plans as required. ONLY ITEMS MARKED 1 X1 NEED CORRECTION/CLARIFICATION Plan Check Comments have been sent to: BRETTFARRow@cox.NET 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 perm.it. Resubmitted plans should include corrections from all divisions. For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING 760-602-461() Chris Sexton 760-602~4624 Chris.Sexton@carlsbadca.gov Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.gov Remarks: ·ENGIN:EERI NG 760~602-2750 · .. Kathleen Lawrence 760-602-27 41 Kathleen.Lawrence@carlsbadca.gov Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov -{ ValRay Marshall · . 760-602-2773 ValRay.Marshall@carlsbadca.gov : . FIRE PR:E\IENTIG>N· · ' ' ' . 76Q•602-466§ Greg Ryan 760-602-4663 Gregory.Ryan@carlsbadca.gov Cindy Wong 760-602-4662 Cynthia.Wong@carlsbadca.gov Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov jr, 3 E-36 Set# 1 Any outstanding issues will be marked with·)< . Make the necessary corrections for compliance with applicable codes and standards. Submit corrected plans and/or specifications to the Building division for re-submittal to the Engineering division. Items that conform to permit requirements are marked with f 1. SIJE_PLAN Provide a fully dimensioned site plan drawn to scale. Cl D i--J I ) c:#_l ,-, t_J Show: [lJ North arrow [Z] Existing & proposed Structures 0 Existing street improvements f -I "I Property lines (show all dimensions) [:] Easements ! ./] Right-of-way width & adjacent streets Show on site plan: C-1 LJ Drainage patterns ClJ Driveway widths D D Existing or proposed sewer lateral [ ] l I Existing or proposed water service D L_:J Submit on signed approved plans: DWG No. [,:-J C.:J Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. D DADD THE FbLLOWfNG NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' .away from building". D m Existing & proposed slopes and topography D c-lsize, 1ocation, alignment of existing or proposed sewer and water service{s) that serves the project. Each unit requires a separate service; however, second dwelling units and apartment complexes are an exception. L__,._J c·J Sewer and water laterals should not be loc·ated within proposed driveways, per standards. Include on title sheet: 1 I [ I J Site address LJ [ ./ j Assessor's parcel number ,,------, f""'T'"! ..............1 L:LJ Legal description/lot number LJ D For commercial/industrial buildings and tenc1nt improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showin'g square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. 0 [lJ Show all existing use of SF and new proposed use of SF. Example: Tenant improvement for 3500 SF of warehouse to 3500 SF of office. Lot/Map No.: Subdivision/Tract: Reference No(s): Page 2 of 6 REV 6/01/12 N/A N/A E-36 Set# 2. DISCRETIONARY APPROVAL COMPLIANCE L_J C] Project does not comply with the following engineering conditions of approval for project no.: 3. DEDICATION REQUIREMENTS D D Dedication for all street rights-of-way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildin·gs and for remodels with a value at or exc·eeding $ 24,000 , pursuant to Carlsbad Municipal Code Section 18.40.030. For single family residence, easement dedication will be completed by the City of Carlsbad, cost $·t r5.00. c:=-.J CJ Deuication required as follows: 4. IMPROVEMENT REQUJREMEN'T.S C] [_ J All needed public improvements upon and adjacent to the building site must be coristt'ucted -at time of building construction whenever the value of the construction exceeds $124,000 00, pursuant to Carlsbad Municipal Code Section 18.40.040. f~J !:=::] Public improvements required as follows: sidewalk, underground utilities CJ D Construction of the public improvements must be deferred pursuant to Carlsbad Municipal Code Section 18.40. Pl~ase submit.a recent pr6f)erty title report or current grant deed on the property and processi'ng fe!:l Of $ 444:.~-so we may prepare the necessary Neighborhood Improvement Agreement. This agreement must be signed, notarized and approved by the city prlor to issuance of a building· permit. Processing fee $157.00. [ I' [=i Future public improvements required as follows: Page 3 6f 6 CURB, GUTTER, SIDEWALK UNDERGROUND UTILITIES REVS/30/10 .. 3 N/A E-36 Set# 1 5. GRADING PERMIT REQUIREMENTS . The conditions that require a grading permit are found in Section 15.16 of the Municipal Code. ;--·-·, r--.. 11nadequate information available on site plan to make a determination on grading --.. ) ---requirements. Include accurate grading quantities in cubic yards (cut, fill, import, export and remedial). This information must be included on the plans. If no grading is proposed write: "NO GRADING" [7 0 Grading Permit required. NOTE: The grading permit must be issued and rouah arading approval obtained prior to issuance of a building permit. I I O Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) All required documentation must be provided to your Engineering Construction Inspector The inspector will then provide the engineering co1;Jnter with a release for the building permit. L J r ./ I No grading permit required. L.....J c-'i Minor Grading Permit required. See attached marked-up submittal checklist for project- specific requirements. 6. MISCELLANEOUS PERMITS [:-] LJRIGHT-OF-WAY PERMIT is required to do work in city right-of-way and/or private work adjacent to the public right-of-way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. [ _ _! !..: l Right-of-way permit required for: Driveway Page 4 of6 REV 6/01/12 3 Set# 1 7. STORM WATER PLEASE FILL OUT AN9-SJGN-5W- ~ ~· ~ S'.#PPP FORM f=2!'t E-36 Construction Compliance C.J L:L] Project Threat Assessment Form complete. I I D Enclosed Project Threat Assessment Form incomplete. l:=J [Z] Requires Tier 1 Storm Water Pollution Prevention Plan. Please complete attached form and return (SW 14-) ! J D Requires Tier 2 Storm Water Pollution Prevention Plan. Requires submittal of Tier 2 SWPPP, payment of processing fee and review by city. Post-~evelopment (SUSMP) Compliance [_ I I ./ I Storm Water Standards Questionnaire complete. D !.::=] Storm Water Standards Questionnaire incomplete. Please make the corrections, re-sign the questionnaire and resubmit with next submittal. I .J C I Project is supject to Standard Storm· Water Requirements. See city Standard Urban Storm Water Management Plan (SUSMP) for reference. . http://www carlsbadca.qov/business/buildinq/Documents/EnqStandsw-stds-vol4-ch2.pdf I _] L _I Project needs to incorporate low impact development strategies throughout in one or more of the following ways: L.J Rainwater harvesting (rain barrels or cistern) LJ Vegetated Roof CJ Bio-retentions cell/rain garden ! ! Pervious pavement/pavers LI Flow-through planter/vegetated ·or rock drip line D Vegetated swales or rock infiltration swales D Downspouts disconnect and discharge over landscape D Other: Page 5 of 6 REV 6/01/12 3 N/A Attachments: . E-36 Set# 1 9. WATER METER REVIEW Domestic (potable) Use I l I . ·1 What size meter is required? ! I rFYI .I Where a residential unit is required to have an automatic fire extinguishing system, the minimum meter size shall be a 1" meter. NOTE: the connection fee, SDCWA system capacity charge and the water treatment capacity charge will be based on the size of the meter necessary to meet the w~ter use requirements. I _J !FYI I For residential units the minimum size meter shall be 5/8", except where the residential unit is larger than 3,500 square feet or on a lot larger than one quarter (1/4) acre where the meter size shall be¾". 8. FEES [:J [ZJ i.=i c-1 DD DD Required fees have been entered ih building permit. Drainage fee_ applicable Added square feet over soo Added square footage in last two years? 0 yes Permit No. Permit No. Project built after 1980 Dyes [] no Impervious surface> 50% Dyes Ono Impact unconstructed facility Dyes Ono Fire sprinklers required Oye·s Ono (is addition over 150' from center line) Upgrade Dyes Ono No fees required 10. Additional Comments IF THE BALCONY FRONTING STA-l'E STREET IS TO REMAIN BUILT WITHIN TtlE CITY RIGHT OF WAY AN ENCROACHMENT-AGREEMENT WILL NEED.TO BE DRAFTED. BALCONY NO LONGER IS WITHIN.THE PUBLIC RIGHT OF WAY SO AN ENCROACHMENT AGREEMENT IS NO LONGER NECESSARY. FEES ARE TO REMAIN AS STATED BEFORE A RETAIL SHELL AS PER EMAIL FROM JASON TO BRETT ON 03/17/2015 Engineering Application Storm Water Form ' \ Right-of-Way Application/Info. Page·6 of 6 Reference Documents = REV 6/01/12 Fee Calculation Worksheet ENGINEERING DIVISION .. . . . . ,. -·-w-. Prepared by: 04/06/2015 Date: 04/06/2015 GEO DAT A: LFMZ: /B&T: Address: 2727 ST ATE STREET Bldg. Permit#: PC14-0071 Fees Update by: Date: 04/06/2015 Fees Update by: Date: --. -. ·-_, . --.. EDU CALCULATIONS: List types and square footages for all uses. Types of Use: RETAIL Sq.Ft./UnitS 33·55 l'ypes of Use: RETAIL Types of Use: RETAIL · Sq.Fl/Units Sq.Ft/Units ---~ - EDU's: 1.33 includes credit EDU's: EDU's: iypes of Use: -Sqlt./Un'its EDU's: ADT CALCULATIONS: List types and squar~ footages for all uses. Types of Use: RETAIL Sq.Ft./Units 1453SF EXISTING ADT's: 29.06 includes credit Types of Use: RETAIL Sq .Ft./Units 1182SF EXISTING ADT's: 23.64 includes credit Types of Use: RETAIL . Sq.Ft./Units 720SF NEW ADT's: 28.8 f ypes of Use: t=EE$ REQlJIREO: Sq.Ft./Units ADT's: Within CFO: DYES (no bridge & thoroughfare fee in District #1, reduces Traffic Impact Fee) D NO 1. PARK-IN-LIEU FEE:[]NW QUADRANT fZl NE QUADRANi QSE QUADARANT 0SW QUADRANT AD"i'S/UNl1S: I X FEE/ADT: I =$ NIA [Z] 2.TRAFFIC IMPACT FEE: ADi'S/UNIH 81.5 X I 3. BRIDGE & THOROUGHFARE FEE: Fl=E/ADT: 124 ODIST.#1 I =$ 10,106.00 OOIST.#2 ODIST.#3 D ADT'S/lJNl1S: ~ FEE/AbT: 1=$ not in a district I { I 4. FACILITIES MANAGEMENT FEE ADT'S/UNliS: 5. SEWER FEE EDU's 1.33 BENEFl1 AREA: X ZONE: 1-no fee FEE/SQ.f=T./UNIT: F~E/EDU: 842 I =$ NIA I =$ 1,11s.a6 EDU's I X FEE/EDU: I =$ not in a benefit area I 11 6. DRAINAGE FEES: COMPLEa PLDA: QHIGH O ME'.DIUM 0LOW ACRES: I X FE'E/AC: I =$ not increasing impee 11'1 ? .. POTABLE WATER FEES: not increasing the size or number of meters UNITS CODE CONN. FEE -MEiER FEE SDCWA FEE TOTAL NIA • -.~-...... .;,iJ. .... _:~-t'~.------------------------------------ «t> ~ CITY OF CARLSBAD PLAN CHECK REVIEW TRANS MITT AL DATE:VM 02/09/iS PROJECT NAME: 2727 STATE STREET PLAN CHECK NO: 2 SET#: 1 ADDRESS: 2721STATESTREET VALUATION: Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov PROJECT ID: PC14-0071 APN: 203-054-03-00 . This plan check review is complete and has been APPROVED by the ENGINEERING Division. By: A Final-1-nspection by the Division is required Yes I No X This plan check review is NOt COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. ONLY ITEMS MARKED 1X 1 NEED CORRECTION/CLARIFICATION Plan Check Comments have been sent to: BRETTFARROW@cox.NET 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: ' . ' ' ; ·:·· ·, ' ' '' ·-:,: . ' . .. . :~ ::.:.1 ", ·, PLANN·1N·G ENGINEERING ., . ,Fi RE PREVEN".Fl:Q.N,, -,. · . · 760-602~4610 760-602-27$0 ' .-' ' .. 76b:6o~~4q6$' :·· · " .. •' '" ... , ',, ,, .-'--' ... , . _ ... , .. ' '' .. ' Chris Sexion ! Kathleen Lawrence Greg Ryan 760-6024624 ,, -· 760-602-27 41 760-602-4663 Chris.Sexton@carlsbadca.gov Kathleen.Lawrence@carlsbadca.gov Gregory.Ryan@carlsbadca.gov Gina Ruiz ' Linda Ontiveros Cindy Wong 760-602-4675 760-602-2773 760-602-4662 Gina.Ruiz@carlsbadca.gov Linda.Ontiveros@carlsbadca.gov Cynthia.Wong@carlsbadca.gov - ../ ValRay Marshall Dominic Fieri 760-602~2773 760-602-4664 ValRay.Marshall@carlsbadca.gov Dominic.Fieri@carlsbadca.gov Remarks: STILL NEEDS TO COMPLETE STORM WATER FORM E-29 SIGN AND TURN IN ON NEXT PLAN CHECK 1/ "' 2 E-36 Set# 1 A.ny outstanding issues will be marked with X . Make the necessary corrections for compliance with applicable codes and standards. Submit corrected plans and/or specifications to the Building division for.re-submittal to the Engineering division. Items that conform to permit requirements are marked with I 1. SITE PLAN Provide a fully dimensioned site plan drawn to scale. Show: D 171 L:L.J North arrow D m Existing & proposed structures D D Existing street improvements [ I m Property lines (show all dimensions) [:J ! -l Easements f=J [{] Right-of-waywidth & adjacent streets Show on site p·lan: C-1 D Drainage p~tterns D [Z] Driveway widths D D Existing or proposed sewer lateral D D Existing or proposed water service D D Submit on signed approved plans: DWG No. D D Boilding pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course, D QADD iHE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 51 away from building;'. D LZJ Existing & proposed slopes and topography D f !Size, location, alignment of existing or proposea sewer and water service(s) that serves the project. Each unit requires a separate service; however, setond dwelling units and apartment complexes are an exception. LJ [ l Sewer and water laterals should not be located within proposed driveways, per standards. Include on title sheet: D [ZJ Site address D [ZJ Assessor's parcel number D r ./] Legal description/lot number [:_~ ( J For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. rJ Cl] Show all existing_ use of SF. and new proposed use of SF. Example: · Tenant improvement for 3500 SF of warehouse to 3500 SF of office. Lot/Map No.: Subdivision/Tract: Reference No(s): Page 2 of 6 REV 6/01/12 N/A N/A E-36 Set# 2. DISCRETIONARY APPROVAL COMPLIANCE --r--; . !__J L_.J Project does not comply with the followiffg engineering conditions of approval for project no.: 3. DEDICATION REQUIREMENfS D I~ Dedication for all street rights-of-way adjacent to the building site and any storm drain or ··-utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 24,0G0 · , pursuant to Carlsbad Municipal Code Section 18.40.030. For single family residence, easement dedication will be completed by the City of Carlsbad, cosl$1 I 5.00. 0 C.J Dedication required as follows: 4. IMPROVEMENT REQUIREMENTS 17 D All needed public improvements upon and adjacent to the building site must be constructed --at time of building construction whenever the value of the construction exceeds $124,000.00, pursuant to Carlsbad Municipal Code Section 18.40.040. ! .. I c=J Public improvements required as follows: sidewalk, underground utilities [_"'] D Construction of the public improvements must be deferred pursuant to Carlsbad Municipal Code Section 18.40. -Plea·se submit a recent property title report or current grant deed on tM · property and processing .. fee of $ _444-.QG-so We may prepare t.he necessary Neighborhood Improvement Agreement. This agreement ml,lst be signed, notarized and approved oy the ·city prior to issi:lance of a building permit. Processing fee $157.00. D D Future public improvements required as follows: Page 3 of6 CURB, GUTTER, SIDEWALK UNDERGROUND UTILITIES REV6/30/10 2 E-36 Set# 1 5. GRADING PERMIT REQUIREMENTS The conditions that require a grading permit are found in Section 15.16 of the Municipal Code. D Olnadequate information available on site plan to make a determination on grading requirements. Include accurate grading quantities in cubic yards (cut, fill, import, export and remedial). this information must be included on the plans. If no grading is proposed Write: "NO GRADING" D D Grading Permit required. NOTE: The grading permit must be issued and rough grading . approval obtained prior to issuance of a: building perm it. D D Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) All required documentation must be provided to your Engineering Construction Inspector . The inspector will then provide the engineering counter with a release for the building permit. L J [ZJ No grading permit required. D L-1 Minor Grading Permit required. See attached marked-up submittal checklist for project- specific requirements. 6. MISCELLANEOUS PE:RMl1S D CJ RIGHT-OF-WAY PERMIT is required to db work in city right-of-way and/or private work adjacent to the public right-of-way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. L-:J I_ __ J Right-of-way permit required for: Driveway Page 4 of 6 REV 6/01/12 2 _.,,,,,., \. Set# 1 7. STORM.WATER PLEASE FILL OUT AND SIGN SW COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP FORM E-29 E-36 Construction Compliance D [Z] Project Threat Assessment Form' complete. 0 0 Enclosed Project Threat Assessment Form incomplete. I X J D Requir.es Tier 1 Sform Water Pollution Prevention Plan. Please complete attached form and return (SW 14-) L:J -D Requires Tier 2 Storm Water Pollution Prevention Plan. Requires -submittal of Tier 2 SWPPP, payment of processing fee and review by city. Post-Development.{SUSMP) Compliance c·-1. ! ./7 Storm Water Standards Questionnaire complete. iJD -1.--1 Storm Water Standards Questionnaire incomplete. Please make the corrections, re-sign the questionnaire and resubmit with next submittal. D D Project is subject to Standard Storm Water Requirements. See city Standard Urban Storm Water Management Plan (SUSMP) for reference. http://www.carlsbadca.gov/business/building/Documents/EngStandsw-stds-vol4-ch2.pdf D CJ Project needs to incorporate low impact development strategies throughout in one or more of the following ways: D Rainwater harvesting (rain barrels or cistern) CJ Vegetated Roof D Bio-retentions cell/rain garden 17 Pervious pavement/pavers LJ Flow-through planter/vegetated or rock drip line I . I Vegetated swales or rock infiltration swales D Downspouts disconnect and discharge over landscape D Other: Page 5 of 6 REV 6/01/12 \:, 2 N/A Attachments: , E-36 Set# 1 9. WATER METER REVIEW Domestic (potiible) Use CJ !=:J What size meter is required? ! . I I FYI] Where a residential unit is required to have an automatic fire extinguishing system, the minimum meter size shall be a 1" meter. NOTE: the connection fee, SDCWA system capacity charge and the water treatment capacity charge will be based on the size of the meter necessary to meet the water use requirements. O !£YI] For residential units the minimum size meter shall be 5/8", except where the residential unit is larger than 3,500 square feet or on a lot larger than one quarter (1/4) acr.e where the meter site shall be¾". 8. FEES Ow CJD DD r--, , __ J LJ Required fees have been entered in building permit. Drainage fee applicable Added square feet over soo Added s·quare footage in last two years? Dyes [7 no Permit Nb. Permit No. Project built after 1980 Impervious surface> 50% Impact unconstructed facility []yes []yes [Jyes r--··no _ _J []no .---. Uno Fire sprinkiers required Dyes []no (is addition over 150' from center line) Upgrade Dyes Ono No fees required 1 O. Additional Comme.nts IF THE BALCONY FRONTING STATE STREET IS TO REMAIN BUILT WITHIN THE CITY RIGHT·OF WAY AN ENCROACHMENT AGREEMENT WILL NEED TO BE DRAFTED. Engineering Application Storm Water Form Page 6 of 6 Right-of-Way Application/Info. Reference Documents D REV 6/01/12 I Fee Calculation Worksheet I ENGINEERING DIVISION I i ___ .. ---. --------------· Prepared by: VM 02/09/2015 Address: 2727 STATE STREET Fees Update by: Date: VM 02/09/2015 GEO DATA: LFMZ: / B&T: Bldg. Permit#: PC14-0071 Date: VM 02/09/2~ Fees Update by: Date: - EDU CALCULATIONS: List types and square footages for all uses. Types of Use: RETAIL Sq.Ft./Units 3355 Types of Use: RETAIL Sq.Ft./Units Types of Use: RETAIL Sq.Ft./Units . Types of Use: Sq.Ft./Units ADi CALCULATIONS: List types and square footages for all uses. EDU's: 1.33 includes credit EDU's: EDU's: EDU's: Types of Use: RETAIL Sq.Ft./Units 1453SF EXISTING ADT's: 29.06 includes credit Types of Use: RETAIL Sq.Ft./Units 1182SF EXISTING ADT's: 23.64 includes credit Types of Use: RETAIL Sq.Ft./Units 720SF NEW ADT's: 28.8 Types of Use: Sq.Ft./Units ADT's: Fl:ES REQUIRED: Within CFD:CIYES (no bridge & thoroughfare fee in District #1, reduces Traffic Impact Fee) ONO 1. PARK-IN-LIEU FEI::! iNW QUADRANi IZJNE QUADRANT OSE QUADARANT OSW QUADRANT ADT'S/UNliS: I X FEE/ADT: I =$ N/A [Z] 2.TRAF!=IC IMPACT FEE: ADT'S/UNlna1.5 X I 3. BRIDGE & THOROUGHFARE FEE: ADi'S/UNITS: ~ 4. FACILITIES MANAGEMENT FEE ADT'S/UNITS: X I 5. SEWER FEE EDU's 1.33 1x BENEFIT AREA: PEEtADf: 124 0DISi. #1 FEE/ADT: ZONE: 1-no fee FEE/SQ.Fl/UNIT: FEE/EDU: 842 I =$ 10,106.00 ODIST.#2 ODIST.#3 D 1=$ not in a district I I I I=$ N/A [ZJ 1 =$ 1,119.86 [Z] EDU's I X PEE/1:DU: I =$ not in a benefit area I/ I 6. DRAINAGE FEES: STILL Nl:6 PLDA: 0HIGH 0MEDIUM 0LOW ACRES: I X FEl:/AC: I =$ not increasin~ impeo Ill 7. POTABLE WATER F~ES: not increasing the size or number of meters UNltS CODE CONN. FEE METER FEE SDCWA FEE TOTAL N/A Imaging Resources BOISE • DENVER • LOS ANGELES • PHOENIX • PORTLAND • SALT LAKE • SAN DIEGO • SAN FRANCISCO • SEATTLE p 800.955.3729 I f 800.688.3729 I www.e-arc.com .I www.arcsupplies.com 2013 JANUARY SMTWTFS 1 2 3 4 5 5 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 \ •le,µ FEBRUARY -~\(\O...\ N s M T w T F s ~ J ~ 130 4 5 6 7 ! ~ ¥-11 12 13 14 15 16 -t: r r. -.111 18 19 20 21 22 23 __ J-...J.:._r~_,,,_J-=-ti·!.-"'c...c.._· --'-\ YV\.--'~P-o~c.t""'-'-'--~ _ _..yO ...... o """"-dp.,,,.__......,;;o~·'--_ -i>_-.c....L_L}o_,_,___Q,__,_......11 t"-'-o......,: ........ \1-------_;Zf):c...-c..,c..u!i-r-i 25 25 21 20 MARCH SMTWTFS 1 2 3456789 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 APRL SMTWTFS 1 2 3 4 5 6 8 9 10 11 12 13 15 16 17 18 19 20 22 23 24 25 26 27 29 30 11 ~ '.d ex t·c?o~ ~ld ~ /. <a-~ L,V)i-8~ -----~--~---~ ........ ~~--~~---~------,,~~~~~---~-28 1<;;() Naµ) \j- C~ dO_At;r__{~l~,O~(Y)~o~f __ ~w~f~~~~~&f)=-ewh,~~·~~--- %0 j I I QOo 6F -:::: ). lJ6 ___ __,__,l\c...,.,Ba ·/1,0C:!') %:<: 1.18d 11.n,~- I , I % u,.n ,-\u x d0 Af'fC -=-:x3 . l 9=-'-f 1ruC l:J ~ Y~~_:l;}Q ~ Nv 0 ~ 4o MSC/ l~I 1 ro / I , cmo '.&f:: =-0 . 7;) u..ri., -\-'::} ,. canon ~ xerox e SHARP. ~ Equipment • Supplies •Service • Sales • Rentals MAY JUNE SMTWTFS 1 2345678 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 JULY SMTWTFS 123456 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 AUGUST SMTWTFS 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 SEPTEMBER s M T W T F s 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 OCTOBER SMTWTFS 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 NOVEMBER SMTWTFS 1 2 3456789 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 DECEMBER s M T W T F s 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 ~™ Imaging Resources BOISE • DENVER • LOS ANGELES • PHOENIX • PORTLAND • SALT LAKE • SAN DIEGO • SAN FRANCISCO O SEATTLE p 800.955.3729 I f 800.688.3729 I www.e-arc.com I www.arcsupplies.com c'='-]_-_-~~~~--,.l~5~d µ C'DuvQct 1o 'e£__~_]'_Di) 6clu,_. ---~lt_\~D~ /5oro ::=-c~ 11-t_)j_z_co~,~(&) ------~2~,~-~-~~~~~~l~a-~ __ _______________ $_437 ~ l) ::::-5r / saoo~~--¼t;,--~J_J_L.R_oa __ ~--- --~118.,_..,_d~/5.coo ~ ., :;)f,f ~ t-o I \R8_lhR_oo__~_,,,_l2.J...,,__.Q _ -----=-~ -"a~ = ,. 4~_J_~ __ = ---- ]) -~~~ ~~~ ,Q 9=sR Sf / 1, 5_ro_--6d..u_ __ 't,dO)\,%~ /:lt~d-:=-$ 3:0lJLRQ __ _ Equipment O Supplies 0 Service O Sales 0 Rentals 2014 JANUARY s M T W T F s 1 2 3 4 6 5 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 FEBRUARY s M T W T F s 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 MARCH s M T W T F s 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 APRIL s M T W T F s 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 MAY s M T W T F s 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 JUNE s M T W T F s 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 JULY s M T W T F s 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 AUGUST s M T W T F s 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 SEPTEMBER s M T W T F s 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 OCTOBER s M T W T F s 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 NOVEMBER s M T W T F s 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 DECEMBER S MTWTFS 123456 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 ~-. «~,,,/·, ¥ CITY OF CA.RLSBAD PLAN CHECK REVIEW TRANSMITTAL Community & Economic Development Department 1635 Faraday Avenue · Carlsbad CA 92008 www.ca·rlsbadca.gov DATE:VM 01/15/19 PROJECT NAME: 2727 STATE STREET PROJECT ID: PC14-0071 PLAN CHECK NO: 1 SET#: 1 ADDRESS: 2721 STATE STREET APN: 203-054-03-00 VALUATION: · . This plan check review is complete and has been APPROVED by the ENGINEERING Division. By: A Final--1-nspection by the Division is required Yes I No s plan check revi~w is NOT COMPL~E. Items missing or inco~rect are listed on attached checklist. Please resubmit amended plans as required. NLY ITEMS MARKED 1 X' NEED CORRECTION/CLARIFICATION Plan Check Comments have been sent to: BRETTFARROW@cox.NET You may also have corrections from _om:i or :rric>re of the divisions listed below. Approval from these divisions may ·be requiredprior to .tbe issuance of a building permit. Resubmitted plans should include· corrections fro.m all divisions. For questions or clarifications on tlie attached ¢hecklist please contact the following reviewer as marked: · PLANNING 760°6Q2-4610 Chris Sexton 760-602-4624 Chris.Sexton@carfsbadca.gov Gina Ruiz 760-602-467 5 Gina.Ruiz@carlsbadca.gov Remarks: ','· ," ~ ',,.. ' ' ;, ··• ,' t . . . ·i=iltE :PREVENTION; •.• ENGlN,EERIN.G-. . 760.:602°~7'.50 ·: ; ' /· . 760-602-4~65 .. · . . ' . . . . ..,. . ... ' . . . . .. ,.,... ,) . Kathleen Lawrence 760-602-27 41 Kathfeen.Lawrence@carlsbadca.gov Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov . ./ ' ValRay -~arshall 760-602-2773 ValRay.Marshall@carlsbadca.gov Greg Ryan 760-602-4663 Gregory.Ryan@carlsbadca.gov Cindy Vvong 760-602-4$62 Cynthia.Wong@carlsbadca.gov Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov 1 E-36 Set# 1 Any outstanding issues will be marked with :x: . Make the necessary correltions for compliance with applicable codes and stanilii.rds. Submit corrected plans and/or specifications to the Building division for re-submittal to the Engineering division. Items that conform to permit requirements are marked with I · 1. SIJE PLAN Provide a fully dimensioned site plan drawn to scale. D LJ [_J n D D Show: ,-1....{J North arrow [2] Existing & proposed structures CJ Existing street improvements CZJ P'roperty lines (show all dimensions) 0Easements CZ] Right-of-way width & adjacent streets Show on site plan: D LJ Drainage patterns · D [ZJ Driveway widths D C..1 Existing or proposed sewer lateral D [=.J Existin·g or proposed water service CJ D Submit on signed approved plans: DWG No. D [_:] Building pad surface draina·ge must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. D LJADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building". D CZ] Existing & proposed slopes and topo-graphy [ I r--]Size, location, alignment of existing or proposed sewer and water service(s) that serves the project. Each unit requires a separate service; however, second dwelling units a·nd apartment complexes are an exception. [7 L.J Sewer and water laterals should riot be located within proposed driveways, per standards. Include on title sheet: I ] · ( ./ I Site address l. __ J Lf.."'J Assessor's parcel number D [Z] Legal description/lot number D D For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of -different uses (manufacturing, warehouse, office, etc.) previously approved. D [lJ Show all existing us·e of SF and new proposed use of SF. Example: Tenant improvement for 3500 SF of warehouse to 3500 SF of office. Lot/Map No.: Subdivision/Tract: Reference No(s):. Page 2 of 6 REVS/01/12 N/A N/A E-36 Set# 2. DISCRETIONARY APPROVAL COMPLIANCE [:JD Project does not comply with the following engineering conditions of approval for project no.: 3. DEDICATIO.N REQUIREMENTS D D Dedication for all street rights-of-way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 24,000 · , pursuant to Carlsbad Municipal Code Section 18.40.030. For single family residence, easement dedication will be completed by the City of Carlsbad, cost $11 ~LOO. D D Dedication required as follows: 4. IMPROVEMENi REQUIREMENTS [J I -] All needed public improvements upon and adjacent to the building site must be constructed -· at time of .Building construction whenever the value of the construction exceeds $124,000 00, pursuant to Carlsbad Municipal Code Section 18.40.040. D D Public improvements required as follows: sidewalk, underground utilities D D Construction of the public improvements must be deferred pursuant to Carlsbad Municipal Code Section 18.40. Pl~ase submit a recent property title report or current grant deed on the property: and processing fe~ of $ ,+44-.00-so we may prepare the necessary Neighborhood Improvement Agreement. This agreement must be signed, notarized and- approved by the city prior to ·issuance of a building permit. Processing fee $157.00. l_l CJ Future public improvements required as follows: Page 3·of 6 CURB, GUTTER, SIDEWALK UNDERGROUND UTILITIES REV6/30/10 1 N/A E-36 Set# 1 5. GRADING PERMli REQUIREME:NTS The conditions that require a grading permit are found in Section 15.16 of the Municipal Code. CJ Olnadequate information available oh site plan to make a determination on grading requirements. Include accurate grading quantities in cubic yards (cut, fill, import, export and remedial). This information must be included on the plans. If no grading is proposed write: "NO GRADIN"G" 0 [__J Grading Permit required. NOTE: The grading permit must be issued and rouoh orading approval obtained prior to issuance of a building permit. 1--=:] I -, Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) All required documentation must be provided to your Engineering Construction Inspector The inspector will then provide the engineering counter with a release for the building permit. D [lJ No grading permit required. D D Minor Grading Permit required. See attached marked-up submittal checklist for project- specific requirements. 6. .MISCELLANEOUS PERMITS [=:J L_tRIGHT.~OF-WAY PERMIT is required to do work in city right~of-way and/or private work adjacent to the public right-of-way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. D CJ Right-of-way permit required for: Driveway PageA of 6 REV 6/01/12 1 Set# 1 7. STORM WATER PLEASE FILL OUT AND SIGN SW COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP FORM E-29 E-36 Co_nstruction Compliance [_-::J [2J Project Threat Assessment Form complete. CJ I . ] Enclosed Project Threat Assessment Form incomplete. ~ Requires Tier 1 Storm Water Pollution Prevention Plan. Please complete attached form and return (SW 14-) { ] D Requires Tier 2 Storm Water Pollution Prevention Plan. Requires submittal of Tier 2 SWPPP, payment of processing fee and review by city. Post-Develop·menUSUSMP) Compliance CJ l_v" I Storm Water Standards Questionnaire complete. CJ D Storm Water Standards Ol:.lestionnaire incomplete. Please make the corrections, re-sign the questionnaire and resubmit with next submittal. D [ I Project is subject to Standard Storm Water Requirements. See city Standard Urban Storm Water Management Plan (SUSMP) for reference. http://www.carlsbadca.gov/business/building/Documents/EnqStandsw-stds-vol4-ch2.pdf CJ L __ ! Project needs to incorporate low impact development strategies throughout in one or more of the following ways: D Rainwater harvesting (rain barrels or cistern) r · I Vegetated Roof D Bio,retentions cell/rain garden 0 Pervious pavement/pavers D Flow-through. planter/vegetated or rock drip line D Ve~retated swales or rock infiltration swales ! l Downspouts disconnect and discharge over landscape D Other: Page 5 of 6 REV 6/01/12 _, .. 1 N/A Attachments: · E-36 Set# 1 9. WATER METER REVIEW Domestic (potable) Use - L . ] D What size meter is required? D I ~Yl I Where a residential unit is required to have an automatic fire extinguishing system, the minimum meter size shall be a 1" meter. NOTE: the connection fee, SDCWA system capacity charge and the water treatment capacity charge will be based on the size of the meter necessary to meet the water use requirements. D !FYI I For residential units the minimum size meter shall be 5/8", except where the residential unit is larger than 3,500 square feet or on a lot larger than one quarter (1/4) acre where the meter size shall be¾". 8. FEES [_j [l] DCJ DD Required fees have been entered in building permit. Drainage fee applicable Added square feet over soo Added square footage in last two years? 0 yes n no . Permit No. Permit No. Project built after 1980 Dyes Ono Impervious surface > 50% Dyes Ono Impact unconstructed facility Dyes Ono Fire sprinklers required Dyes Ono (is addition over 150' from center line) Upgrade -D yes Ono No fees required 10. Additional Comments IF THE BALCONY FRONTING STATE STREET IS TO REMAIN BUILT WITHIN THE CITY RIGHT OF WAY AN ENCROACHMENT AGREEMENT WILL NEED TO BE DRAFTED. Engineering Application : Storm Water Form Page-6 of 6 Right-of-Way Application/Info. · Reference Documents D REV 6/01/12 "' ~ "1 ., ' ' ,) Fe·e Calculation Worksheet ENGINEERING DIVISION Prepared by:vM 01/15/2015 Date: VM 01/15/2015 GEO DATA: LFMZ: / B& T: Address: 2727 STATE STREET Bldg. Permit#: PC14-0071 Fees Update by: Date: VM 01/15/2(cl Fees Update by: Date: EDU CALCULATIONS: List types and square footages for all uses. iypes of Use: RETAIL Sq.Ft/Units 3355 Types of Use: RETAIL Types of Use: RETAIL Sq.Ft./Units Sq.Ft/Units Types of Use: Sq.Ft/Units ADT CALCULATIONS: List types and square footages for all uses. EOU's: 1.33 includes credit EDU's: EDU's: EDU's: Types of Use: RETAIL I Sq.Ft./Units 1453SF EXISTING ADT's: 29.06 includes credit Types of Use: RETAIL Types of Use: RETAIL Types of Use: Sq.Ft./Units 1182SF EXISTING ADT's: 23.64 includes credit Sq.Ft/Units 120SF NEW ADT's: 28.8 Sq.Ft./lJnits ADT's: FEES REQUIRED: Within CFD: DYES (no bridge & thoroughfare fee iii District #1, reduces Traffic Impact Fee) ONO 1. PARK-IN-LIEUFEE:0NW QUADRANT IZ!NE QUADRANT 0SE QUADARANT 0SW QUADRANT ADT'S/UNITS: I X FEE/ADT: I =$ N/A Ill 2.TRAFFIC IMPACT FEE: D ADT'S/UNlf~ 81.5 X • -• I . 3. BRIDGE & THOROUGHFARE FEE: Fl:E/ADT: 124 ODIST. #1 I =$ 1 o, 106.00 ODIST.#2 ODIST.#3 ADT'S/UNITS: FEE/ADT: !=$ not in a district 11 I 4. FACILITIES MANAGEMENT FEE ADT'S/UNliS: 5. SEWER FEE EDU's 1.33 BENEFIT AREA: X ZONE: 1-no fee FEE/SQ.FT.JUN IT: j X FEE/EDU: 842 I =$ N/A I =$ 1,119.86 EDU's j X FEE/EDU: j =$ not in a benefit area j / j 6. DRAINAGE !=EES: PLDA: 0HIGH O MEDIUM 0LOW ACRES: I X FEE/AC: I =$ not increasinq impea I II 7. POTABLE WATER FEES: not increasing the size or number of meters UNITS CODE CONN. FEE METER FEE SDCWA FEE TOTAL N/A ~ «-~~ ~· 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: 1.9 Building Permit O Right-of-Way Permit Cl My project is categorically EXEMPT from th~ requirement to pr~pare 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* Th t Assessment Criteria · Patio/Deck Photo Voltaic Re-Roofing Sign Spa-Factory Sprinkler Water Discharge My project qualifies as NO THREAT and is ex~mpt from the requirement to prepare a storm water pollution prevention plan (SWPPP) because it meets the •no threat' 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. Ti~r 1 Low Threat Assessment Criteria .My projectdoes not meet any of the ~ignificant or Moderate Threat criteria, is not an exempt permit type (See list above) and the project eets 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 Cl 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 duiing the rainy season or will extend into the rainy season (Oct. 1 through April 30). Tier 3 -Significant Threat Assessment Criteria Cl My project in~ludes clearing, grading or other disturbances to the ground resulting in soil disturbance totaling one or more acres including any associated construction staging, equipment storage, stockpiling, pavement removal, refueling and maintenance areas: and/or Cl 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, Cl 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). I 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 Project Address: · Assessor Parcel No. with the storm water best management practices · pursuant to Title 15 of the Carlsbad Municipal Code, and to City Standards. *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 lier Level is warranted. 8-24 Date: Jzj ?4/ Page 1 of 1 Rev.03/09 j' l ~~ ~ CITY OF CARLSBAD STORM WATER STANDARDS QUESTIONNAIRE E-34 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov To address post-development.pollutants 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, Chapter 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 arid/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. , { -'. '>'.''""'; "STEP''l~··:c;'<:,"•!·:·,t.,;,, ·;,. · .. , -.-· ,' ... ,.,. t •./ ·?' v·,-,·. ·.,; .•. "" ,, :.. ~: ... ,' '.· ,,~,-I ,',·'!_1 '",,'. ,, ' '' '' TO ·BE:·OOM~l;;E.T-ED~FO~A1:.;L:PROJee:rs ., ' , : ' ·_ ' :· . "' .:, . : .. , ',,. . ... ., . ' . ~ . ; .:~J ... ., • •.. ' -• ,.,• .;!, •• _.,,,,,, _,,-~. ~--~-, -~ .,. -·~·· ·.,. . -' 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 /I 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 paved streets or roads; OR (3) designec;I and constructed with permeable pavements or surfaces in accordance with USEPA Green Streets guidance? 2. Is your project LIMITED TO retrofitting-or redeveloping existing paved alleys, streets, or roads that are ~ / designed and constructed in_accordance with the USEPA Green Streets guidance? If you answered "yes" to one or more of the above questionsi 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 «~ ~ C:ITY OF CARLSBAD STORM WATER STANDARDS QUESTIONNAIRE E-34 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov " ' . ,,-_ ., To determine if your project is a priority development project, please answer the following questions: 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 development projects on public or private land. 2. Is your project creating or replacing 5,000 square feet or more of impervious surface collectively over the entire project site on an existing site of 10,000 square feet or more of impervious surface? This includes commercial, industrial, residential, mixed-use, and public development projects on public or private 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 arid supports a restaurant? A restaurant is a facility that sells prepared foods anq drinks for consumption, including stationary lunch counters and refreshment stands selling prepared foods and drinks for immediate consumption. 4. Is your project a new or redevelopment project that creates 5,d00 square feet or more of impervious surface collectively over the entire project site and supports a hillside development project? A hillside development 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 collectively over the entire project site and supports a .parking lot A parking lot is a land area or facility for the temporary parking or storage of motor vehicles used personally 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 impeNious 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 Area (ESA)? "Discharging Directly to" includes flow that is conveyed overland a distance of 200 feet or less froin 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 comminqles with flo.wstrom adjacent lands).* 8. Is your project a new development that .supports an automotive repair shop? An automotive repair shop is a 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 dav. 10. Is your project a new or redevef opment project that results in the disturbance of one or more acres of land and are expected to generate pollutants post construction? YES NO - / / / 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 (8MP'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 ail 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 2of3 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 c--· •• ·: .. ·: ·' • .. ; •• ···: • STEP3·· :-:··.···c,,· <··::·,-,.,.,,.,,.,.,,_;•''"::'."·T·.7,,t,-::-,t':,,/;--_·:-;,, . . toae:cPMPLeTED-:FORREDE~L:()PMENT'PROJECTS'tHA-tA~E)~BIO,ijlTYJPEYE!ilOl.i?E"-1;:NJ,:eijq~E~J:Si:GNl.:.Y\::;,,~. Com lete the uestions below re ardin our redevel6 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 surfa~ 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. D · , . . . . .. SJ:EP.-4: ..... · ,, ,,.:·· :·: .. · .. ·':: ) ... · .. ·; :-; ·::\ ... ., · ,,, ,,. _¢ttecK1He.Ae.-,soPR1A,tE .~x ANo·coMe1;:etE·APeiL1cANT. t'f'.4'i=6RNiAiho.tr:1,·. 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 ~nd Signature Box Address: Accessors Parcel Num'is): to b3> ·Pr · "==-· ApplicantJ11e: . ,,,, ~-tl1/lAl(;yt_ Date: ;-:z--/v1/I~ This Box for City Use Only City Concurrence: NO By: Date: * 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 py 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 Pla11 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 Page3of3 Effective 6/27/13 «~ ~ CITY OF ·CARLSBAD PLANNING Dl·VISION BUILDING PLAN CHECK REVIEW CHECKLIST P-28 Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www.carlsbadca.gov DATE: 2/20/15 PROJECT NAME: Quonset Addition PROJECT ID: RP 14-15 PLAN CHECK NO: PC 14-0071 SET#: 2 ADDRESS: 2727 State St APN: 203-054-03 ,,,. . C.. ~ \\.{ 7:»6}), C.'t?, l{°O{)'>"") A '5~-s>P ~ This pl~v~=i:~~ r:~~~~~:~t~~ h~1;~\i7PROVED by the By: Greg Fisher [ -.\ A Final Inspection by the Planning Division is required cgi Yes cgi No You may also have corrections from one or more of the divisions listed below. Approval from these divisions may b~ required prior to the issuance 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 attc:1ched checklist please contact the following reviewer as marked: D Chris Sexton 760-602-4624 D Ch ris.Sexton@carlsbadca.gov Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.gov L8:l Greg Fisher D Kathleen Lawrence D Greg Ryan 760-602-27 41 760-602-4663 Kathleen.Lawrence@carlsbadca.gov Gregory.Ryan@carlsbadca.gov ·D Linda Ontiveros D CindyWong 760-602-2773 760-602-4662 Linda.Ontiveros@carlsbadca.gov Cynthia.Wong@carlsbadca.gov 1so-602-4629 , D Greg.fisher@carlsbadca.gov D Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov Remarks: REVIEW#: 1 2 3 ~DD ~DD ~DD ~DO Plan Check No. PC 14--0071 Address 2727 State Street Date 2/20/15 Review# 2 Planner Greg Fisher Phone (760) 602-4629 APN: 203-054-03 Type of Project & Use: Convert auto repair to retail uses Net Project Density:N/A __ Zoning: V-R General Plan: Y.. Facilities Management Zone: 1 CFO (in/out) #_Date of participation: __ Remaining net dev acres: __ (For non-residential development: Type of land use created by this permit: __ ) Legend: ~ Item Complete D Item Incomplete -Needs your action Environmental Review Required: YES D NO D TYPE DATE OF COMPLETION: __ Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Required: YES ~ NO D TYPE RP APPROVAL/RESO. NO. DATE PROJECT NO. RP 14-15 OTHER RELATED CASES: RP 14-14 Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: 6, 13, 14, 16, and 18 Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES D NO .f.81 CA Coastal Commission Authority? YES O NO 0 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 (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, HMP Fees, Enter Acres of Habitat Type impacted/taken, UPDATE!) lnclusionary Housing Fee required: YES D NO ~ (Effective date of lnclusionary Housing Ordinance -May 21, 1993.) Data Entry Completed? YES D NO D (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) C8:I 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: ~DD ~DD ~DD ~DD ~DD I ·-f 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: Front: Interior Side: Street Side: Rear: Top of sic.Pe: Required Q -10 Shown 2.10 feet Required Q Shown Q Required __ Shown __ Required Q Shown 13 feet Required __ Shown __ Proposed balcony encroaches into ROW by 1 foot. This requires approval from the Engineering Division. 3. Lot Coverage: Required 100 Shown 65% 4. Height: Required 45' Shown 33.6' 5. Parking: Spaces Required __ · Shown Required to pay for 2 Parking In-Lieu fees. .fe.-e'7 Merq;> c/)\QQr· ci 15"-oo?, Additional Comments: Please com I with condition Nos: issuance of building permit pursuant to Resolution No. 7074. P into public ROW. This requires Engineering approval. rior to caches OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER~ATE ~ d? ft( P-28 Page 3 of 3 07/11 «~ ~ CITY OF ·CARLSBAD QATE: 02/24/2015 PLAN CHECK NO: 2 SET#: 1 PLAN CHECK REVIEW TRANSMITTAL BUILDING DEP-t 6'9"Vl?}Yity & Economic D~M>1,nfent Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov PROJECT NAME: QUONSET PROJECT PROJECT ID: PC140071 ADDRESS: 2727 STATE ST. APN: 1ZJ This plan check review is complete and has been APPROVED by the FIRE Division. By:GR A Final Inspection by the FIRE Division is required -~ 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: B. FARROW 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 qu_estions or clarifications on the attached checktist please contact the following reviewer as marked: . . . . -'· . PLANNING ENGINEERING · FIREJ>Rf;VENTION. ' ' 760-602-461,0 760-682~2750 ·•' 760-602-4665 ·. '• -· . ... " . ' D Chris Sexton D Kathleen Lawrence ~ Greg Ryan 760-602-4624 760-602-27 41 760-602-4663 Chris.Sexton@carlsbadca.gov Kathleen.Lawrence@carlsbadca.gov GregoQ'..Ryan@carlsbadca.gov D Gina Ruiz D Linda Ontiveros D Cindy Wong 760-602-4675 760-602-2773 760-602-4662 Gina.Ruiz@carlsbadca.gov Linda.Ontiveros@carlsbadca.gov Cynthia.Wong@carlsbadca.gov D D D Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov t . . IJ . Carlsbad Fire Department Plan Review Date of Report: Name: Address: Permit#: Job Name: Job Address: Requirements Category: PLANCK , 02-24-2015 QUONSET DEV LLC/F ARROW BRETT 125 MOZART A VE CARDIFF BY THE SEA, CA 92007-2314 PC140071 QUONSET ADDITION -2 SUITES Please review carefully all comments attached. Conditions: CITY OF CARLSBAD FIRE DEPARTMENT-APPROVED: BU.ILDING DEPT .. COPY Reviewed by: q ltf al( THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUANCE OF BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTION AND REQUIRED TEST, NOTATIONS HEREON, CONDITIONS IN CORRESPONDENCE AND CONFORMANCE WITH ALL APPLICABLE REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE THE VIOLATION OF ANY LAW. At or prior to Final Fire and Building inspection an Emergency lighting facilities test shall be conducted by CFD personnel during pre-dawn or dusk hours when ambient light is at 0.00 Lux or 0.0 Foot-candle. This test shall be conducted to test the initial loss of power reading of illumination that is at least an average of 1 foot candle (11 lux) and a minimum of 0.1 foot-candle (1 lux) measured along the path of egress at the floor level. . . And tested after 60-mitmtes to 0.6 fc (~ lux). Failure to provide sufficient lighting in egress aisles, corridors, exit enclosures, exit passageways and stair enclosures is the AO R's responsibility. CFC Ch. 10, Sec. 1006. Entry: 02/24/2015 By: GR, Action: AP ·" ,, I' ·- ~ «--'~ ~ CITY OF CARLSBAD PLAN CHECK REVIEW TRANS MITT AL BUILDING DEPT .. C~D'pit.V& Economic DeveYopmenf Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov DATE: 01/22/2015 PROJECT NAME: QUONSET PROJECT ADDITION PROJECT ID: PC140071 PLAN CHECK NO: 1 SET#: 1 ADDRE$S: 2727 STATE ST APN: 203-054-03 D This plan check review is complete and has been APPROVED by the FIRE Division. By: GR A Final Inspection. by the FIRE Division is required ~ Yes D No ~ 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: B. Farrow 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 attachec:I checklist please contact the following reviewer as marked: D Chris Sexton D Kathleen Lawrence 760-602-4624 760-602-27 41 Chris.Se_xton@carlsbadca.gov · D Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.gov D Kathleen.Lawrence@carlsbadca.gov D D Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov ~ 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.Fleri@carlsbadca.gov Carlsbad Fire Department t1 Plan Review Date of Report: Name: Address: Permit#: Job Name: Job Address: Requirements Category: PLANCK , 01-22-2015 QUONSET DEV LLC/F ARROW BRETT 125 MOZART AVE CARDIFF BY THE SEA, CA 92007-2314 PC140071 QUONSET ADDITION -2 SUITES BU!LDING DEPT .. COPY Reviewed by: q A}al( INCOMPLETE The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and/or standards. Please review c;:arefully all comments attached. Please resubmit the necessary plans and/or specifications, with changes "clouded", to this office for review and approval. Conditions: Cond: CON0007985 [NOT MET] Provide a 2A: 1 0BC portable fire extinguisher in each space and on each level. Propose location of fire extinguishers if you desire to place them in cabinets, otherwise placement will be determined by the fire department during inspections or at final. Cond: BP015 [NOTMEt] Exit doors shall swing in the direction of exit travel when serving and occupant load of 50 or more. Revolving and overhead doors shall not be used as required exits. Power operated doors complying with the California Building Code may be used for exit purposes. Additional doors-When additional doors are provided for egress purposes, they shall conform to all the provisions of the California Building Code. Cond: BP019 [NOT MET] When two or more exits from a story are required by the California Building Code, exit signs shall be installed at stair enclosure doors, horizontal exits and other required exits from the story. When two or more exits are required from a room or area, exit signs shall be installed at the required exits from the room or area and where otherwise necessary to clearly indicate the direction of egress. Exit signs shall be contrasting in color. Cond: CON0007986 [NOTMETJ ~-Exits and the path of egress shall be illuminated at any time the building is occupied with light having intensity of not less than I-foot-candle.at floor level. The power supply for exit illumination shall comply with the Building Code. Entry: 01/22/2015 By: GR Action: CO =-DODD AND .As&>CIATES CONSULTING ENGINEERS =-==-.== ---"Ill!!. ... ..- 2020 HANCOCK ST, STE B SAN DIEGO, CA 92110 (619) 260-0057 FAX 260-0046 SUPPL~.MENT AL STRUCTURAL CALCULATIONS FOR ~UONSET PROJECT CLIENT= OWNER DATE ISSUED= 02-04-2015 pe )'+0(1)1 flilJSGS' Design Maps Summary Report User-Specified Input Report Title Quonset Project Wed December 24, 2014 00:35:53 UTC Building Code Reference Dqcument ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 33.16206°N, 117 .35074°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III USGS-Provided Output S5 = 1.157 g S1 = 0.444 g SMs = 1.200 g SM1 = 0.690 g S05 = 0.800 g S01 = 0.460 g For information on how the 55 and ~1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code rE)ference document. -l:11 -II Ill MCE1t Response Spectrum 1.43 1.30 1.17 1.04 0.51 0.78 0.65 0.52 0.35 0.26 0.13 0.00 4---1-----l---1--4--1-----1---4--4--1----I 0.00 0.20 0.40 0.60 0.B0 1.00 1.20 1.40 1.60 l.B0 2.00 Period, T (sec) .... "' -II Ill 0.50 0.81 0.72 0.63 0:54 0.45 0.3!i 0.27 0.18 0.0!;1 Design Response Spectrum 0.00 ;--i------i---i---t--t------t--+---t--t----i 0.00 0.20 0.40 0.G0 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Period, T ( sec) For PGAw Tv CR5, and CR1 values, please view the detailed report. Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject-matter knowledge. QUONSET PROJECT Lateral Analysis for Two story Building Given Dead Loads: RoofDL= Floor Load . Wall DLexterior = Wall DLinterior = LowRoof Given Design Seismic Force Parameters: Seismic Factors: Site Class Ss= ·S1 = Fa= Fv= SMs= SMr= SDs= 8D1 hn= Ct= x= TL= t=Ct(hS 1l I Base Shear Coefficients: V per (12.8-2) : V max (12.8-3) : V min (12.8-6) : D 1.157 0.6 1.038 1.15 1.200966 0;69 0.801 0.460 28.000 0;020 ·0.750 8 0.243 6.5 1 < > 15 psf 20 psf 16 ps:t' 10 psf 15 psf seconds 0.123 0.291 0.0lb Base shear need not exceed(12.8-1): 0.123 I~;< i ·s_ i:1: ,_t' '~~<-" -~ 11 '.·" -~. •'' iEie: Winct'.ib~tfA~~~$iijt ~-·.:.. ,.,.. ·"'' <cf· Roof Pitch (Deg): I 15 Base Wind Speed (mph): I _ 110 lm~ortjtnce Factor (I): I 1 E~o~~ I B Lambda: J 1 Kzt: . 1 a: Transverse Horiz. Dim. Lon 49 End Zone: 3 6 Longitudinal Horiz. Din,.JShort) (ft): 24 Eave Height (ft): I 20 Total Building Height {ft): . · I 26.25 TYPE I ZONE ISURFACE .. LABEL PITCH LAMBDA Kzt ps (ps!) Area (ftA2) Total Force(kips) Total· Transverse Direction Analysis Horizontal End I -1 -1 -, -·-1 ---1 8.2561 I I I · · · --_,~ -~--0.125625 · 9.078375 Wall A 14,4 1 ' 1 1 14.4 120 ~oof B -4.8 1 1 1 -4.8 37.5 Wall C 9.6 1 1 1 9.6 860 Roof D -2.7 1 1 1 -2.7 268.75 1.728 -0.18 Vertical End Wind E -13.8 1 1 1 -13.8 72 Lee p· -9 1 1 1 -9 72 Wind -G -9.6 1 1 1 -9.6 516 1Lee H -6.9 1 1 1 -6.9 516 -0.9936 -0.648 -1 -1 -, -·-1 ---1 -4.95361 I 1 1 1 '~ ~u •3,5604 .lQ,1556 Longitudinal Direction Analysis Horizontal End Wall A 14.4 1 1 1 14.4 138.75 Roof B -4.8 1 1 1 -4.8 0 Wall C 9.6 1 1 1 9.6 416.25 Roof D -2.7 1 1 1 -2.7 0 1.998 0 -1 -1 -, -·-1 ·--·--1 3.9961 I • 1 • ---0 5.994 Vertical End Wind E -13.8 1 1 1 -13.8 147 Lee F -9 1 1 1 -9 147 Wind G -9.6 1 1 1 -9.6 441 Lee I H -6.9 1 1 1 -6.9 441 -2.0286 -1.323 _ _ _ 1 ___ 1 ___ t -4.2336 1 I I · I · I · --· ·· -3.0429 -10.6281 I IBCDATA 110 Wind Speed (mph) · Pit~h (Degre~s) 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 2.4 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: TWO STORY BUILDING Roof Weight Roof WallEXTERIOR Walluiterior Floor w allexterior W allmterior Area 900 720 90 Area 900 1440 365 Total Building Mass = Total Base Shear= WindForce = A :a C D A B C D Weight 15 16 10 Total Mass -13500 11520 900 Second Floor Weight Weight 20 16 Total Mass 18000 23040 10 3650 70610 lbs 8697 lbs P (psi) F (lbs) TRANSVERSE 14.40 -4.80 9,60 -2.70 1728.00 -180.00 8256.00 -725.63 LONGITUDINAL 14.40 -4.80 9.60 -2.70 1998.00 0.00 3996.00 0.00 F (total) 9078.38 5994.00 Analysis of (2) units 1332 Total Wind Force = 1332 lbs Base Shear in Allowable Stress Design (ASD) = Level Roof 2nd floor Weight 25920 44690 Force Distribution: Height W*H F 20 518400 3347 9.5 424555 942955 2741 RoofMass 25920 Floor Mass 44690 Seismic Governs 6088. lbs TA 900 900 V 3.72 3.05 Determine p: 1.0 Two Ston:: Building Roof Level: Trib. Length TribWidth TribArea Shear Total Shear Wall Length Line D.2(Right): 24 24 576 2142 Line D.2(Total): 2142 24.00 Line G(Left): 24 24 580 2157 Line G(Total): 2157 HFX Line l(Bottom): 48 7.5 360 1339 Line.l(Total): 1339 HFX Line 3{Top ): 48 7.5. 360 1339 Line 3(Bottom): 48 5 240 8_93 Line 3{Total): 893 HFX Line 4(Top ): · 14.5 5 73 270 Line 4(Total): 270 14.50 Second Floor Level: Trib. Length Trib Width TribArea Shear Total Shear Wall Length Line G (Left): 28.5 8.5 242 738 LineGabove 2157 Line G(total): 2895 HFX Line 1 (Bottom): 48 12 576 1754 Line 1 above 1339 Line l(total): 3093 11.333 Level Roof Level Line D.2 Shear 2142 Redundancy 1.00 Design ~hear 2142 Wall Height 9 Wall Length 24.00 Wall Dead Load 16 Unit Shear 89 Note: Wall Consi~ts of24'-0" Exterior Section Level Line Shear Redqndancy Design Shear Wall Height · Wall Length Wall Dead Load (2) HFX-15x8 capacity O.T.M. R.M. Uplift Roof Level G 2157 1.00 2157 9 HFX 10 1078 1290 lbs ft ft psf lb/ft 24.00 19279 23328 -169 lbs ft ft psf lb/frame lb/frame lb-ft lb-ft lbs Holdown Shearwall not req'd MST37 1 Level Roof Line 3 Shear 893 lbs Redundancy 1.00 Design Shear 893 Wall Height 9 . ft Wall Length HFX ft Wall Dead Load 16 psf (2)HFX.12xl0 446 lb/frame capacity 830 lb/frame Level Roof Line 1 Shear 270 lbs Redundancy 1.00 Design Shear 270 Wall Height 9 ft Wall Length HFX ft Wall Dead Load 16 psf (2) HFX-12x8 1 lb/frame capacity 1035 lb/frame Level Second Floor Line G Shear 2895 lbs Redundancy 1.00 Design Shear 2895 Wall Height 9.5 ft Wall Length HFX ft Wall Dead Load 16 psf (3)HFX-9x12 965 lbs/frame capacity 1205 lbs/frame Level Second Floor Line 1 Shear 3093 lbs Redundancy 1.00 Design Shear 3093 Wall Height 9.5 ft Wall Length 11.33 ft Wall Dead Load 16 psf Unit Shear 273 lb/ft Shearwall 2 Note: Wall Consists of a 11'-4" Exterior Section 11.33 O.T.M. 29385 lb-ft R.M. J 8785 lb-ft Uplift 181~ lbs Holdown HDU2 0-0DD AND ASSOCIATES C.CJNSU.L TIN·G EN~INEERS &') ,. ~-;·~ ) 1 ~ [qzS-.+ ,_ 8:f-S--/1. t;;' Project: ~::,--i-1-> r-A-~ Date: -------- Sheet: ___ of ---- W.::. Gs-.f40) t,.J ~ i;-s-f>I,::;. D~ '9! , .. ,fF So N 'tt&' C-0? -::f--4 s-ti: C..~,P..,C-.tT v-f &-) ;( + -45 1..,~ > -\1'\0 ±I:: - lAt C\t ...#--> ~1::/J:.-. ~ ..-# -G '< .. - v~s (_~) SlMP.S. ,-J 'rtt \ C-L['P$ (? ~ .. c,. ~ { 0€'"' 0\:: lw> · ~o\Sr <2 /Z., t I t),, t r ,.,..,.,,..., DODD AND ASSOCIATES ==-""""""" :':.a CONSULTING ENGINEERS ---2020 HANCOCK ST, STE B SAN Dleao, CA 92110 (619) 260-0057 FAX 260-0046 -. STRUCTURAL CALCULATIONS FOR QUONSET PROJECT CLIENT= DA TE ISSUED= RECEIVED DEC 3 0 2014 CITY OF CARLSBAD BUfLDING DIVISION OWNER 12-24-2014 ~ IJSGS Design Maps Summary Report User-Specified Input Report Title Quonset Project Wed December 24, 2014 00:35:53 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 33.16206°N, 117.35074°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III -~~"-~A~W-~-:rr-~~-~:-· ~ N; Y' ;~ -;I i:~ -"''---. 20,i -~-l:5000m- i.,,~,A -------A"'','','A '"ff'~,,-' ,,A " ' '½, ' \ ,, ' ,.., ., \, ~..,, ,' '.,. :;e:1.mm~ I ',,,'...,_-..__ """' '...., USGS-Provided Output S5 = 1.157 g S1 :::: 0.444 g \ ~ \ 1 '\ ' ' _\ .. ,\ ','/ \ ' ,\ ,, . \, SMS = 1.200 g SM1 = 0.690 g S05 = 0.800 g S01 = 0.460 g For information on how the 55 and 51 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. -Ci -ni Ul MCEtt Response Spectrum 1.43 1.30 1.17 1.04 0.!:;11 0.7B O.GS 0.52 0.39 0.2G 0.13 0.00 +--1---+--+---t---i--+---+--t---+--t 0.00 0.20 0.40 O.GO O.SO 1.00 1.20 1.40 1.60 Ult! 2.00 Period, T ( sec) 0.90 O.Bl 0.72 O.G3 .-0.54 Ci '; 0.45 Ul 0.3G 0.27 O.lB 0.09 _ Design Response Spectrum 0.00 +--1---+--+--+---if---+--+---t---i---l 0.00 0.20 0.4-0 Cl.GO 0.90 1.00 1.20 1.40 l.GO 1.90 2.00 Period, T (sec) For PGAw TLI Cfts, and CR1 values, please view the detailed report. Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a swbstitute for technical subject-matter knowledge. QUONSET PROJECT Lateral Analysis for Two story Building Given Dead Loads: RoofDL= Floor Load Wall DLexterior = Wall DLinterior = Low Roof Gjven Design Seismic Force Parameters: Seismic Factors: Site Class Ss= S1= Fa= Fv= SMs= SM1 = SDs= SD1 hn = ct= x= TL= T=C1 (hnl R I Base Shear Coefficients: V per (12.8-2) : V max (12.8-3) : V min (12.8-6) : D i.157 0.6 1.038 1.15 1.200966 0.69 0.801 0.460 28.000 0.020 0.750 8 0.243 6.5 1 < > 15 psf 20 psf 16 psf 10 psf 15 psf seconds 0.123 0.291 0.010 Base shear need not exceed(l2.8-l): 0.123 t' ,,,;,;;,, toof Pitch (Deg): Jase Wind Speed (mph): mportance Factor (I): :xp_osure: .ambd~: Czt: ·ransverse Horiz. Dim. (Long) (ft}: .ongitudinal Horiz. Dim. (Short) (ft): :ave Height{ft}: ·otal Building Height (ft): TYPE Horizontal Vertical Horizontal Vertical ~,,,-, -'ll:~,c Wind ,i,..oa<t :MalyJis: . ·~~--' 15 110 1 B 1. a: 49 End Zone: 3 6 24 20 26.25 ZONE i§URFACE LABEL PITCH LAMBDA Kzt I Transverse Direction Analysis End Wall A 14.4 1 1 Roof B -4.8 1 1 Interior Wall C 9.6 1 1 Roof D -2.7 1 l End Wind E -13.8 1 1 Lee F -9 1 1 Interior Wind G -9.6 1 1 Lee H -6.9 1 1 Longitudinal Direction Analysis End Wall A 14.4 1 1 Roof B -4.8 1 1 . Wall C 9.6 1 1 Intenor Roof D -2.7 1 1 End ,Wind E -13.8 1 1 "Lee F -9 1 1 . ,Wind G -9.6 1 1 Intenor 'L H -6.9 1 1 ee ,,i',,, , ~ .. ,:, I ps (psf)~ Area (ftA2) Total Forc~(kips) I Total 1 14.4 120 1.728 1 -4.8 37.5 -0.18 1 9.6 860 8.256 1 :.2.1 268.75 -0.7256251 9.078375 1 -13.8 72 -0.9936 1 -9 72 ..:o.648 1 -9.6 516 -4.9536 1 -6.9 516 -3.56041 -10.1556 I 14.4 138.75 1.998 1 -4.8 0 0 1 9.6 416.25 3.996 1 -2.7 0 0 5.994 1 -13.8 147 -2.0286 1 -9 147 -1.323 1 -9.6 441 -4.2336 1 -6.9 441 -3.04291 -10.6281 .. IBC DATA 110 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.l -2.7 -2.3 2.4 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: Roof W allEXTERIOR Wallinterior TWO STORY BUILDING Roof Weight Area 900 720 90 Weight 15 16 10 Total Mass 13500 11520 900 Second Floor Weight Area Floor 900 Wallexterior 1440 w allinterior 365 Total Building Mass = Total Base Shear = WindForce = A B C D A B C D Weight 20 16 10 Total Mass 18000 23040 3650 70610 lbs 8697 lbs P (psf) F (lbs) TRANSVERSE 14.40 1728.00 -4.80 -180.00 9.60 8256.00 -2.70 -725.63 LONGITUDINAL 14.40 1998.00 -4.80 9.60 -2.70 0.00 3996.00 0.00 Analysis of (2) units Total Wind Force= 1332 lbs 1332 Base Shear in Allowable Stress Design (ASD) = Force Distribution: Level Weight Height W*H Roof 25920 20 518400 2nd floor 44690 9.5 424555 942955 F (total) 9078.38 5994.00 F 3347 2741 RoofMass 25920 Floor Mass 44690 Seismic Governs 6088 lbs TA V 900 3.72 900 3.05 Determine p: 1.0 Two Story B.uildin~ Roof Level: Trib. Length Trib Width TribArea Shear Total Shear Wall Length Line D.2(Right): 24 24 576 2142 Line D.2(Total): 2142 24.00 Line G(Left): 24 24 580 2157 Line G(Total): 2157 HFX Line l(Bottom): 48 7.5 360 1339 Line l(Total): 1339 HFX Line 3(Top): 48 7.5 360 1339 Line 3(Bottom): 48 5 240 893 Line 3(Total): 893 HFX Line 4(Top ): 14.5 5 73 270 Line 4(Total): 270 14.50 Second Floor Level: Trib. Length Trib Width TribArea Shear Total Shear Wall Length Line G (Left): 28.5 8.5 242 738 Line G above 2157 Line G(total): 2895 HFX Line 1 (Bottom): 48 12 576 1754 Line 1 above 1339 Line l(total): 3093 11.333 Level Roof Level Line D.2 Shear 2142 Redundancy 1.00 Design Shear 2142 Wall Height 9 Wall Length 24.00 Wall Dead Load 16 Unit Shear 89 Note: Wall Consists of24'-0" Exterior Section Level Line Shear Redundancy Design Shear Wall Height Wall Length Wall Dead Load (2) HFX-8x12 capcity O.T.M. R.M. Uplift Roof Level G 2157 1.00 2157 9 HFX 10 1078 1220 lbs ft ft psf lb/ft 24.00 19279 23328 -169 11;,s ft ft psf lb/frame lb/frame lb-ft lb-ft lbs Holdown Shearwall not req'd MST37 1 Level Roof Line 3 Shear 893 lbs Redundancy LOO Design Shear 893 Wall Height 9 ft Wall Length HFX ft Wall Dead Load 16 psf (2) HFX-10x12 446 lb/frame capcity 965 lb/frame Level Roof Line I Shear 270 lbs Redundancy 1.00 Design Shear 270 Wall Height 9 ft Wall Length 14.50 ft Wall Dead Load 16 psf Unit Shear 19 lb/ft Shearwall I Note: Wall Consists of a 14'-6" Exterior Section 14.50 O.T.M. 2427 lb-ft R.M. 13624 lb-ft Uplift -772 lbs Holdown not req'd MST37 Level Second Floor Line G Shear 2895 lbs Redundancy 1.00 Design Shear 2895 Wall Height 9.5 ft Wall Length HFX ft Wall Dead Load 16 psf (3) HFX-9x12 965 lbs/frame capacity 1205 lbs/frame Level Second Floor Line 1 Shear 3093 lbs Redundancy 1.00 Design Shear 3093 Wall Height 9.5 ft Wall Length 11.33 ft Wall Dead Load 16 psf Unit Shear 273 )b/ft Shearwall 2 Note: Wall Consists ofa 11'-4" Exterior Section 11.33 O.T.M. 29385 lb-ft R.M. 8785 lb-ft Uplift 1818 lbs Holdown HDU2 @r--- ©--- ©--- 0 I I 0 I 0 I 0 I Zl~QH €!~OH 1 I I I I I I I . I ___ _J lr---7 I I I I I I I I I I I I ____ J ~ I 1l11-_~-Q-H-oo_____ l I I I I I I I I z <[ _J n_ )- Ill ~ \') z -E <[ ~ IL ~ 0 0 _J IL 0 0 0 0 I I I I I I @r------ QICIH - ii: ~ i 9 fl! ~ 12 Q :c Q z ::c <[ 0----B! ~ _. ()_ 9 9 )- Ill fl! --=, 12 ~ ' ~ Q 9 ~ '-' '-' ::c \') i z ~ - 9 E @---<[ I I ~ fl! I I IL I I ~ " 1 I IL ' I I ~ ~ I 0 I I I I 0 fl! I I I I 9 I I ~ I I I I _____________ _JI @----- I I [ I I I I I I I I I I Dodd and Assocites Project Title: En~ineer: PrQJect Descr: Project ID: Printed: 24 DEC 2014. 8.11.1\M · : File.ei-\\dodilserver\ctliient-acad\2725ST .;1\2727STi1\WORKEl·'1\CALCUL..:.1\QU0NSE-'1.EG6 · . . . . . .. · . ; . EN~RCiLc, it-IC. i9ij3:4014,:aultc1:6.14.8:1~;'Ver.6:14,8.16 Description : . . toiJE RfFfi?ENCE$ .·· · 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 A.SCE 7-10 Fb-Tension Fb-Compr Fe-Prll 900.0psi 900.0psi E : Modulus of Elasticity Wood Species : DouglasFir-Larch Wood Grade : No.2 Fe-Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling • 2x12 Span= 15.0 ft 1,350.0 psi 625.0 psi 180.0 psi 575.0psi + Ebend-xx 1,600.0ksi Eminbend-xx 580.0ksi Density 32.210pcf • Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.0150, Lr= 0.020 ksf, Tributary Width= 2.0 ft, (ROOF) .DESIGN.SUMMARY . . !rvia~imum B~~'ding.Stre~s ·Ratio .... ·-:,·., ........... ,. ..._ o:a1.i·-:i--· . -~,;-~~imum She~i' Stress Ratio '. Section used for this span 2x12 ' fb : Actual = 786.93psi i FB : Allowable = 900.00psi Load Combination +D+Lr+H Location of maximum on span = 7.500ft Span # where.maximum occurs = Span# 1 Maximum Deflection Max Downward L +Lr+S Deflection Max-Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.161 in Ratio= 0.000 in Ratio= 0.161 in Ratio= 0.000 in Ratio = Section used for this span fv: Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 1118 0 <360 1118 0 <180 = = = = = -............................ -. ................... ..... ·--.............................. --' . .. .................... -... , . ·-· .................. ,, ___ ., -· . --·---.. -.,,, ___ -- . ·Maximum Forc~s & Sttess~s for ~oad Combinatjotls Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd CFN Cj Cr Cm C t CL M fb F'b +D+H 0.00 Length = 15.0 ft 0.400 0.110 1.000 1.00 1.00 1.00 1.00 1.00 0.95 360.26 900.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length = 15.0 ft 0.400 0.110 1.000 1.00 1.00 1.00 1.00 1.00 0.95 360.26 900.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length = 15.0 ft 0.874 0.239 1.000 1.00 1.00 1.00 1.00 1.00 2.07 786.93 900.00 +D+S+H 1.000 1.00 1.00 1.00 . 1.00 1.00 0.00 Length = 15.0 ft 0.400 0.110 1.000 1.00 1.00 1.00 1.00 1.00 0.95 360.26 900.00 +D+0.750Lr+0.750L +H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length = 15.0 ft 0.756 0.207 1.000 1.00 1.00 1.00 1.00 1.00 1.79 680.26 900.00 +D+0.750L +0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.239: 1 2x12 43.08 psi 180.00 psi +D+Lr+H 14.069 ft Span# 1 .......... --- Shear Values V fv F'v 0.00 0.00 0.00 0.22 19.72 180.00 0.00 0.00 0.00 0.22 19.72 180.00 0.00 0.00 0.00 0.48 43.08 180.00 0.00 0.00 0.00 0.22 19.72 180.00 0.00 0.00 0.00 0.42 37.24 180.00 0.00 0.00 0.00 Dodd and Assocites Description : RJ-1 Load Combination Segment Length Length = 15.0 ft +D+0.60W+H Length = 15.0 ft +D+O.?OE+H Span# Length = 15.0 ft 1 +D+O. 750Lr+0.750L +0.450W+H Length = 15.0 ft 1 +D+O. 750L +0.750S+0.450W+H Length= 15.0 ft 1 +D+0.750L +0.750S+0.5250E+H Length = 15.0 ft 1 +0.60D+0.60W+0.60H Length = 15.0 ft +0.60D+0.70Ec+-0.60H Max Stress Ratios M V D.400 0.110 D.400 0.400 0.756 D.400 D.400 0.240 Length= 15.0 ft 1 0.240 0.110 0.110 0.207 0.110 0.110 0.066 0.066 byerall Mc1.xirnum Defl~ctions Load Combination Lr Only V!:)rtitc).1 R~actibns. 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'l{).750L +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 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+O. 750L +0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750L+0.750Lr+0.450W+H +D+0.750L +0.75QS+0.450W+H Span Support 1 0.553 0.152 0.253 0.253 0.553 0.253 0.478 0.253 0.253 0.253 0.478 0.253 0.253 0.152 0.152 0.253 0.300 0.253 0.253 0.553 0.253 0.478 0.253 0.253 0.253 0.478 0.253 Cd CFN 1.000 1.000 1.000 1:000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Max."-" Defl 0.1609 Support2 0.553 0.152 0.253 0.253 0;553 0.253 0.478 0.253 0.253 0.253 0.478 0.253 0.253 0.152 0.152 0.253 0.300 0.253 0.253 0.553 0.253 0.478 0.253 0.253 0.253 0.478 0.253 Project Title: En9ineer: Proiect Descr: Project ID: Printed: 24 DEC 2014, 8:11AM <<<. Flle~_lldodilserver\currentacad\272li~T".11f:727ST · RKfl-'1\CALGUL,;.1\Q1JONSli'·1£Cff _,:, .• ,,. , ) ,· EN):~CALC,. 1983°2Q1(Buii~:6;14:Bi16,Ver,6.14,8.1~ , : • Moment Values Shear Values M fb F'b V fv F'v 1.00 1.00 1.00 1.00 1.00 0.95 360.26 900.00 0.22 19.72 180.00 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 0.95 360.26 900.00 0.22 19.72 180.00 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 0.95 360.26 900.00 0.22 19.72 180.00 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 1.79 680.26 900.00 0.42 37.24 180.00 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 0.95 360.26 900.00 0.22 19.72 180.00 1.00 too 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.95 360.26 900.00 0.22 19.72 180.00 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 0.57 216.16 900.00 0.13 11.83 180.00 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 0.57 216.16 900.00 0.13 11.83 180.00 Location in Span Load Combination Max."+'' Deft Location in Span 7.555 . 0.000 Sup_port notation : Far left is #1 0.0000 Values in KIPS Dodd and Assocites Project Title: En9ineer: ProJect Descr: Project ID: Printed: 24 DEC 2014, 8.19AM . Wood'. Beatn · · · File:lil\do(fdsei:ver\'currgn( ~a.d'4]25ST:..1\2727ST ".'1\WORK.Fl~11t;;A~~VL-1\QlJ.QNSE-tEC6" :·· .· · ~NERCAL:C,:[N¢.19?3'?91)!, ~uili:1.:6, 1.4:a:J 6,.V~r.6.14.8:16 ,, ' ; . . . Description : RB1 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties • Analysis.Method : Allowable Stress Design Load Combination 1\SCE 7 -1 0 Fb-Tension Fb-Compr Fe-Prll 2,900.0psi 2,900.0psi 2,900.0psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing ., : Truss Joist Fe-Perp : Parallam PSL 2.0E Fv Ft : Beam is Fully Braced against lateral-torsion buckling + D(0.112iLr(0.15l 3.5x11.875 Span = 21.0 ft 750.0 psi 290.0 psi 2,025.0psi + Ebend-xx 2,000.0ksi Eminbend -xx 1,016.54ksi Density 32.210pcf • · · . AppliedJ.oaos Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.0150, Lr= 0.020 ksf, Tributary Width= 7.50 ft, (ROOF) ·'DESIGN-SUMMARY. --. ;Maximum Bending Stress Ratio = .. ----~-...... 0.75~1-.. ---Maxim"~'rri siie~r st'ress-Ratio . Section used for this span 3.5x11.875 Section used for this span fb: Actual = 2,185.?0psi fv: Actual FB : Allowable = 2,900.00psi Fv: Allowable Load Combination +D+Lr+H Load Combination Location of maximum on span = 10.500ft Location of maximum on span Span # where maximum occurs = Span # 1 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 0.676 in 0.000 in 0.676 in 0.000 in : Maximum ,forte? & $tresses for Load COTf!bim1ti9n9 Load Combination Max Stress Ratios Segment Length Span# M V Cct CFN +D+H Length= 21.0 ft 0.338 0.145 1.000 1.00 +D+L+H 1.000 1.00 Length= 21.0 ft 0.338 0.145 1.000 1.00 +D+Lr+H 1.000 1.00 Length= 21-.0 ft 0.754 0.324 1.000 1.00 +D+S+H 1.000 1.00 Length= 21.0 ft 0.338 0.145 1.000 1.00 +D-+-0.750Lr-+-0.750L +H 1.000 1.00 Length= 21.0 ft 0.650 0.279 1.000 1.00 +D-+-O.Z50L-+-0.750S+H 1.000 1.00 Ratio= Ratio= Ratio= Ratio= 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 1.00 372 0 <360 372 0 <240 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 Moment Values M fb 6.71 979.45 6.71 979.45 14.98 2,185.70 6.71 979.45 12.92 1,884.14 = 0.324: 1 3.5x11.875 = 93.98 psi = 290.00 psi +D+Lr+H = 0.000ft = Span# 1 Shear Values F'b V fv F'v 0.00 0.00 0.00 0.00 2900.00 1.17 42.11 290.00 0.00 0.00 0.00 0.00 2900.00 1.17 42.11 290.00 0.00 0.00 0.00 0.00 2900.00 2.60 93.98 290.00 0.00 0.00 0.00 0.00 2900.00 1.17 42.11 290.00 0.00 0.00 0.00 0.00 2900.00 2.24 81.01 290.00 0.00 0.00 0.00 0.00 Dodd and Assocites t,lf:.! Description : RB1 Load Combination Segment Length Length = 2to ft +D+0.60W+H Length= 21.0 ft +D+0.70E+H Span# Length= 21.0 ft 1 +D+0.750Lr+0.750L +0.450W+H Length = 21.0 ft 1 +D+0.750L +0.750S+0.450W+H ~ength = 21.0 ft 1 +D+O. 750L +0.750S+0.5250E+H length= 21.0 ft 1 +0.60D+0.60W+0.60H Length= 21:0 ft +0.60D+0.70E+0.60H Max Stress Ratios M V 0.338 0.338 0.338 0.650 0.338 0.338 0.203 ~ength = 21.0 ft 1 0.203 0.145 0.145 0.145 0.279 0.145 0.145 0.087 0.087 Overall Maxirnum-Oeflections Load Combination Lr Only Vertie~! Rea~tibns Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+O. 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+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+O. 750L +0.750S+H +D+0.60W+H +D+0.70E+H +D+O. 750L +0.750Lr+0.450W+H +D+0.750L+0.750S+0.450W+H Span Support 1 2.854 . 0.767 1.279 1.279 2.854 1.279 2.460 1.279 1.279 1.279 2.460 1.279 1.279 0.767 0.767 1.279 1.575 1.279 1.279 2.854 1.279 2.460 1.279 1.279 1.279 2.460 1.279 Cd CFN 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Max. "-"Defl 0.6759 Support2 2.854 0.767 1.279 1.279 2.854 1.279 2.460 1.279 1.279 1.279 2.460 1.279 1.279 0.767 0:767 1.27.9 1.575 1.279 1.279 2.854 1.279 2.460 1.279 1.279 1.279 2.460 1.279 Project Title: Enijineer: ProJect Descr: Project ID: Printed:24DEC2014, 8.19AM · Eile =-1\dop~se,rv!lrlcuirent 99ad\2725ST_.:.1\2727ST 71\WO,RKFl ... 11CALCUL-1\QUONSE".'1.EC6. :, · . . . . : :ENERCALC;'.!NC. 1,983-2014, Bui!d:9.Jf,8;1,6, Ver,6.:14,~.'16 Moment Values Shear Values Ci Cr Cm C t CL M fb F'b V fv F'v 1.00 1.00 1.00 1.00 1.00 6.71 979.45 2900.00 1.17 42.11 290.00 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 6.71 979.45 2900.00 1.17 42.11 290.00 1.00 1.00 1.()0 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 6.71 979.45 2900.00 1.17 42.11 290.00 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 12.92 1,884.14 2900.00 2.24 81.01 290.00 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 6.71 979.45 2900.00 1.17 42.11 290.00 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 6.71 979.45 2900.00 1.17 42.11 290.00 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 4.03 587.67 2900.00 0.70 25.27 290.00 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 4.03 587.67 2900.00 0.70 25.27 290.00 Location in Span Load Combination Max. "+!' Defl Location in Span 10.577 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Dodd and Assocites Project Title: En9ineer: ProJect Descr: Project ID: Printed: 24 DEC 2014, 8:14AM ~ile, ;= \ldQdd~~t:V~r\cur(eQl~aq\2725_ST_f1\2727,ST-11W,ORKFF,.1\CAl9UL,1\QUO,NS]:;-::tEC6. · .· . . . · . ENE~Qt,lC; IN.C.1983:2014, Build.:6,14'.8,16,YeG6,14,8.16 .. Description : RB2 GOPE REfERENC~S Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties . . • • t. ; . • Analysis Method : Allowable Stress Design Load Combination ASCE 7-10 Fb-Tension Fb-Compr Fe-Prll 2,900.0psi 2,900.0psi 2,900.0psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing • : Truss Joist Fe-Perp : Parallam PSL 2.0E Fv Ft : Beam is Fully Braced against lateral-torsion buckling + D(0.112;Lr(0.15l 3.5x11.875 Span= 14.0 ft 750.0 psi 290.0 psi 2,025.0psi : \",' ... + Ebend-xx 2,000.0ksi Eminbend -xx 1,016.54ksi Density 32.210pcf + Applied_ Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.0150, Lr= 0.020 ksf, Tributary Width= 7.50 ft, (ROOF) DESiGN SUMMARY . .. . ; Maximum Bending Stress Ratio ~ = . .•. ·: . 0.33E! 1 Maxim~m-s'i-i'ea~ Stress Ratio' .. ----· .. -----= Section used for this span 3.5x11.875 Section used for this span fb: Actual = 971.42psi fv: Actual FB : Allowable = 2,900.00psi Fv: Allowable Load Combination +D+Lr+H Load Combination Location of maximum on span = 7.000ft Location of maximum on span Span # where maximum occurs = Span# 1 Span# where maximum occurs I Maximum Deflection ·Max Downward L +Lr+S Deflection Max Upward L +Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.134 in 0.000 in 0.134 in 0.000 in Ratio= Ratio= Ratio= Ratio=-- 1258 0 <360 1258 0 <240 . ______ ,, _____ ..,_, ________ , __ ,_,, _____ .. , .. __ , __ ,, ___ , _______ ..,, _,,_., ___________ ,,_,_ -·-------·--·-""' . · · Maximum Fqrces-& Stresse$ fqr Load C0mbihations · Load Combination Max Stress Ratios Segment Length Span# M V Cd CFN Cj Cr Cm C t CL +D+H Length = 14.0 ft 0.150 0.091 1.000 1.00 1.00 1.00 1.00 1.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 14.0 ft 0.150 0,091 1,000 1.00 1.00 1.00 1.00 1.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 14.0 ft 0.335 0.204 1.000 1.00 1.00 1.00 1.00 1.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 14.0 ft 0.150 0.091 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 14.0 ft 0.289 0.176 1.000 1'.00 1.00 1.00 1.00 1.00 +D+0.750L +0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 --___ ,_, __ ,_,,,_ Moment Values M lb 2.98 435.31 2.98 435.31 6.66 971.42 2.98 435.31 5.74 837.39 = = = = F'b 0,00 2900.00 0.00 2900.00 0.00 2900.00 0.00 2900.00 0.00 2900.00 0.00 0.204: 1 3.5x11.875 59.14 psi 290.00 psi +D+Lr+H 13,029ft Span# 1 Shear Values V fv F'v 0.00 0.00 0,00 0.73 26.50 290.00 0.00 0.00 0.00 0.73 26,50 290.00 0.00 0.00 0.00 1.64 59.14 290.00 0.00 0.00 0.00 0.73 26.50 290.00 0.00 0.00 0.00 1.41 50.98 290.00 0.00 0.00 0.00 Dodd and Assocites iVVbod. Beam· ', ' , Description : RB2 Load Combination Segment Length Length = 14.0 ft +D+0.60W+H Length = 14.0 ft +D+0.70E+H Span# Length= 14.0 ft 1 +D+O. 750lr+0.750L +0.450W+H Length = 14.0 ft 1 +D+0.750L +0.750S+0.450W+H Length= 14.0 ft 1 +D+0.750L +0.750S+0.5250E+H Length = 14:0 ft 1 +0.60D+0.60W+0.60H Length= 14.0 ft +0.60D+0.70E+0.60H Max Stress Ratios M V 0.150 0.150 0.150 0.289 0.150 0.150 0.090 Length= 14.0 ft 1 0.090 0.091 0.091 0.091 0.176 0.091 0.091 0.055 0.055 Overall Maxirnum Deflections Load Combination Lr Only · Wrtic~I-Rea9t.fons. · Load Combination Overall MAXimum Overali 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+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 Lr Only LOnly SOnly WOnly EOnly HOnly +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 Span Support 1 1.903 0.512 0.853 0.853 1.903 0.853 1.640 0.853 0.853 0.853 1.640 0.853 0.853 0.512 0.512 0.853 1.050 0.853 0.853 1.903 0.853 1.640 0.853 0.853 0.853 1.640 0.853 Cd CFN 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Max."-" Defl 0.1335 Support2 1.903 0.512 0.853 0.853 1.903 0.853 1.640 0.853 0.853 0.853 Hi40 0.853 0.853 0.512 0.512 0.853 1.050 0.853 0.853 1.903 0.853 1.640 0.853 0.853 0.853 1.640 0.853 Project Title: En91neer: PrQJect Descr: Project ID: Pnnted: 24 D~C 2014, 8:14AM FJle /c 1\dod(lseryer\i:urre~t !!Q.ad\?725ST-1\?72.7SJ'.·11W01'KF-1~1\C,\~~UG1\QU0NS~-1.EC6 ., . . . . , : ·.· · ·• ENERCALC/ING, 198.3-2Of4,'B~ild:6.14.8:16,Ver.p,;. Moment Values Shear Values Ci Cr Cm C t CL M lb F'b V fv F'v 1.00 1.00 1.00 1.00 1.00 2.98 435.31 2900.00 0.73 26.50 290.00 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 2.98 435.31 2900.00 0.73 26.50 290.00 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 2.98 435.31 2900.00 0.73 26.50 290.00 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 5.74 837.39 2900.00 1.41 50.98 290.00 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 2.98 435.31 2900.00 0.73 26.50 290.00 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 2.98 435.31 2900.00 0.73 26.50 290.00 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 1.79 261.19 2900.00 0.44 15.90 290.00 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 1.79 261.19 2900.00 0.44 15.90 290.00 Location in Span Load Combination Max."+" Deft Location in Span 7.051 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Dodd and Assocites Description : RB3 ·cootREf ERE NC ES . Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Project Title: En9ineer: Proiect Descr: Project ID: Analysis Method : Allowable Stress Design Load Combination ;A.SCE 7-10 Fb -Tension Fb-Compr Fe -Prll 2,900.0psi 2,900.0psi 2,900.0psi E: Modulus of Elasticity Wood Species : Truss Joist Wood Grade : Parallam PSL 2.0E Fe-Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D/0.195;Lr(0.26) 3.5x11.875 SP.an= 14.0 ft 750.0 psi 290.0 psi 2,025.0psi Ebend-xx 2,000.0ksi Eminbend -xx 1,016.54ksi Density 32.210pcf . Appli(:!d Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.0150, Lr= 0.020 ksf, Tributary Width= 13.0 ft, (ROOF) .. : DE$.f(;NjjJMfy1AR.Y __________ . . ___ .. ~: ________________ ----·--·-______ ....... ·--·· . _ __ _ .......... :Maximum Bending Stress Ratio = 0.572 1 Maximum Shear Stress Ratio i Section used for this span 3.5x11.875 Section used for this span fb: Actual = 1,659.43psi fv: Actual FB: Allowable = 2,900.00psi Fv: Allowable Load Combination +D+Lr+H Load Combination Location of maximum on span = 7.000ft Location of maximum on span Span # where maximum oGcurs = Span# 1 Span # where maximum occurs i Maximum Deflection Max Downward L +Lr+S Deflection Max Upward L +Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection l ....................... ....................... ·--.......... , .... - 0.231 in Ratio= 0.000 in Ratio = 0.231 in Ratio= 0.000 in Ratio= 725 0 <360 725 0 <240 -·-·-,,._,,_, __ ,,., ---·---... , .. ,_ ........ -----Ma·xifu'utfr FQr~es:& Stresses fqr LoadCQmbina}ions. Load Combination Max Stress Ratios Moment Values Seg men! Length Span# M V Cd CFN Cj Cr Cm C t CL M fb +D+H Length= 14.0 ft 0.252 0.153 1,000 1.00 1.00 1.00 1.00 1.00 5.01 730.17 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 Length= 14.0 ft 0.252 0,153 1,000 1.00 1.00 1.00 1.00 1.00 5.01 730.17 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 Length= 14.0 ft 0,572 0.348 1.000 1.00 1.00 1.00 1.00 1.00 11.38 1,659.43 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 length= 14.0 ft 0.252 0.153 1.000 1.00 1.00 1.00 1.00 1.00 5.01 730.17 +D+0.750Lr+0.750L +H 1,000 1.00 1.00 1.00 1.00 1.00 Length= 14.0 ft 0.492 0.300 1.000 1.00 1.00 1.00 1.00 1.00 9.78 1,427.12 +D+0:750L +0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 = 0.348: 1 3.5x11.875 = 101.03 psi = 290.00 psi +D+Lr+H = 13,029ft = Span# 1 Shear Values F'b V fv F'v 0.00 0.00 0.00 0.00 2900.00 1.23 44.45 290,00 0.00 0.00 0.00 0.00 2900.00 1.23 44.45 290.00 0,00 0.00 0,00 0.00 2900.00 2.80 101.03 290.00 0.00 0.00 0.00 0.00 2900.00 1.23 44.45 290,00 0.00 0.00 0.00 0.00 2900.00 2.41 86.89 290.00 0.00 0.00 0.00 0.00 Dodd and Assocites ::Wood Beam \ ~-, ' ', Description : RB3 Load Combination Segment Length Length = 14.0 ft +D-+-0.60W+H Length= 14:0 ft +D-+-0.70E+H Span# Length= 14.0 ft 1 +D-+-0.750Lr-+-0.750L-+-0.450W+H Length= 14.0 ft 1 +D-+-0.750L-+-0.750S-+-0.450W+H Length= 14.0 ft 1 +D-+-0. 750L-+-0.750S-+-0.5250E+H Length= 14.0 ft 1 -+-0.60D-+-0.60W-+-0.60H Length = 14.0 ft -+-0.60D-+-0.70E-+-0.60H Max Stress Ratios M V 0.252 0.252 0.252 0.492 0.252 0.252 0.151 Length=14.0ft 1 0.151 0.153 0.153 0.153 0.300 0.153 0.153 0.092 0.092 . Over<l)I Maximum DeflectiQn~ Load Combination Lr Only V¢rtical· R_eqciions 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 .fQ.750S+H +D-+-0.60W+H +D-+-0.?0E+H +D-+-0.750L-+-O. 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 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.?0E+H +D-+-0.750L-+-0.750Lr-+-0.450W+H +D-+-0.750L-+-0.750S-+-0.450W+H Span Support 1 3.250 0.858 1.430 1.430 3.250 1.430 2.795 1.430 1.430 1.430 2.795 1.430 1.430 0.858 0.858 1.430 1.820 1.430 1.430 3.250 1.430 2.795 1.430 1.430 1.430 2.795 1.430 Cct CFN 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Max."-" Deft 0.2314 Support2 3.250 0.858 1.430 1.430 3.250 1.430 2.795 1.430 1.430 1.430 2.795 1.430 1.430 0.858 0.858 1.430 1.820 1.430 1.430 3.250 1.430 2.795 1.430 1.430 1.430 2.795 1.430 Ci 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 1.00 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 7.051 Project Title: En9ineer: ProJect Descr: Project ID: Printed: 24 DEC 2014. 8:141\M ... · File f \ldoddserver\culr~/l(ac~\2725ST "'.1\2727ST-11WORKFl~1~GAtCUL ,.;110Uf:?N§E-1:EC6 .. ·. .. . i: . . i · .. ·. !:N\:RCALG,JNQ; 198:}-2014;:Build,:6:14:8,16, Ver,6,14:8:~ll : : . . . ... ; . Moment Values Shear Values Cm C t CL M fb F'b V fv F'v 1.00 1.00 1.00 5.01 730.17 2900.00 1.23 44.45 290.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 5.01 730.17 2900.00 1.23 44.45 290.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 5.01 730.17 2900.00 1.23 44.45 290.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 9.78 1,427.12 2900.00 2.41 86.89 290.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 5.01 730.17 2900.00 1.23 44.45 290.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 5.01 730.17 2900.00 1.23 44.45 290.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 3.00 438.10 2900.00 0.74 26.67 290.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 3.00 438.10 2900.00 0.74 26.67 290.00 Load Combination Max."+" Deft Location in Span 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Dodd and Assocites :wood.ijeam Description : RB4 CODE'REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Project Title: En~ineer: ProJect Descr: Project ID: Analysis Method : Allowable Stress Design Load Combination ASCE 7-10 Fb -Tension Fb-Compr Fe-Prll 2,900.0psi 2,900.0psi 2,900.0psi E: Modulus of Elasticity Wood Species Wood Grade Beam Bracing : Truss Joist Fe -Perp : Parallam PSL 2.0E Fv Ft : Beam is Fully Braced against lateral-torsion buckling + D(0.03lr(0.04 l 3.5x11.875 Span = 14.0 ft 750.0psi 290.0psi 2,025.0psi Ebend-xx 2,000.0ksi Eminbend -xx 1,016.54ksi Density 32.210pcf :Appli!:lct Loads. , , Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform load: D = 0.0150, Lr= 0.020 ksf, Tributary Width= 2.0 ft, (ROOF) Point Load : D = 0.8526, Lr= 1.050 k @ 9.50 ft, (REACTION FB2) Point Load : D = 1.430, Lr= 1.820 k@ 9.50 ft, (REACTION FB3) DESIGN SUMMARY " . j Maximum· Bending Stre-ss. Ratio = ' 0.876: 1 Maximum Shear Stress Ratio 1 Section used for this span 3.5x11.875 Section used for this span fb: Actual = 2,540.55psi fv: Actual FB : Allowable = 2,§00.00psi Fv : Allowable Load Combination +D+Lr+H Load Combination Location of maximum on span = 9.504ft Location of maximum on span Span # where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward L +Lr+S Defiection 0.280 in Ratio= 599 Max Upward L +Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.280 in Ratio= 599 Max Upward Total Deflection 0.000 in Ratio= 0 <240 ,. Max!r,num Forces~ Stresses for ~oadCombinations. Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd CFN Cj Cr Cm C t CL M fb +D+H Length= 14.0 ft 0.393 0.222 1.000 1.00 1.00 1.00 1.00 1.00 7.80 1,138.46 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 Length= 14.0 ft 0.393 0.222 1.000 1.00 1.00 1.00 1.00 1.00 7.80 1,138.46 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 Length= 14.0 ft 0:876 0.495 1.000 1.00 1.00 1.00 1.00 1.00 17.42 2,540.55 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 14.0 ft 0.393 0.222 1.000 1.00 1.00 1.00 1.00 1.00 7.80 1,138.46 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 = = = = = F'b 0.00 2900.00 0.00 2900.00 0.00 2900.00 0.00 2900.00 0.00 0.495: 1 3.5x11.875 143.44 psi 290.00 psi +D+Lr+H V 0.00 1.79 0.00 1.79 0.00 3.97 0.00 1.79 0.00 13.029ft Span# 1 Shear Values fv F'v 0.00 0.00 64.45 290.00 0.00 0.00 64.45 290.00 0.00 0.00 143.44 290.00 0.00 0.00 64.45 290.00 0.00 0.00 Dodd and Assocites Description : RB4 Load Combination Segment Length Length = 14.0 ft +D-t-0.750L +0.750S+H Length = 14.0 ft -t-D+0.60W+H Length = 14.0 ft -t-D+0.70E+H Span# Length= 14.0 ft 1 +D-t-0.750Lr+0.750L+0.450W+H Length= 14.0 ft 1 -t-0+0.750L +0.750S+0.450W+H Length.= 14.0 ft 1 +D+O. 750L +0.750S+0.5250E+H Length = 14.0 ft 1 +O.g0D+0.60W+0.60H Length = 14.0 ft +0.60D+0.70E+0.60H Max Stress Ratios M V 0.755 0.427 0.393 0.393 0.393 0.755 0.393 0.393 0.236 Length= 14.0 ft 1 0.236 0.222 0.222 0.222 0.427 0.222 0.222 0.133 0.133 OveratrMaximi.Jm· Deflections · Load Combination Lr Only VertiC<!I R~r.1ctions Load Combination Overall MAXimum Overall MINimum -t-O+H -t-O+L+H -t-O+Lr+H -t-D+S+H -t-O-t-0.750Lr+0.750L +H +D-t-0.750L+0.750S+H -t-D-t-0.BOW+H -t-D+0.70E+H +D+0.750L+0.750Lr+0.450W+H -t-0+0.750L +0.750S+0.450W+H -t-0+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 E Only H Only -t-O+H -t-O+L+H -t-D+Lr+H -t-D+S+H -t-D-t-0. 750Lr+0.750L +H -t-D-t-0.750L+0.750S+H -t-O-t-0.60W+H -t-0+0.70E+H -t-0+0. 750L +O. 750Lr+0.450W+H -t-0+0.750L+0.750S+0.450W+H Span Support 1 2.211 0.605 1.009 1.009 2.211 1.009 1.911 1.009 1.009 1.009 1.911 1.009 1.009 0.605 0.605 1.009 1.203 1.009 1.009 2.211 1.009 1.911 1.009 1.009 1.009 1.911 1.009 Cd C FN 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Max."-" Defl 0.2804 Support2 4.051 1.094 1.824 1.824 4.051 1.824 3.495 1.824 1.824 1.824 3.495 1.824 1.824 1.094 1.094 1.824 2.228 1.824 1.824 4.051 1.824 3.495 1.824 1.824 1.824 3.495 1.824 Project Title: En~ineer: ProJect Descr: Ci Cr Cm C t 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 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 7.613 Support notation : Far left is #1 Project ID: Moment Values Shear Values M fb F'b V fv F'v 15.01 2,190.03 2900.00 3.43 123.69 290.00 0.00 0.00 0.00 0.00 7.80 1,138.46 2900.00 1.79 64.45 290.00 0.00 0.00 0.00 0.00 7.80 1,138.46 2900.00 1.79 64.45 290.00 0.00 0.00 0.00 0.00 7.80 1,138.46 2900.00 1.79 64.45 290.00 0.00 0.00 0.00 0.00 15.01 2,190.03 2900.00 3.43 123.69 290.00 0.00 0.00 0.00 0.00 7.80 1,138.46 2900.00 1.79 64.45 290.00 0.00 0.00 0.00 0.00 7.80 1,138.46 2900.00 1.79 64.45 290.00 0.00 0.00 0.00 0.00 4.68 683.07 2900.00 1.07 38.67 290.00 0.00 0.00 0.00 0.00 4.68 683.07 2900.00 1.07 38.67 290.00 Max.'.+!' Dell Location in Span 0.0000 0.000 Values in KIPS Dodd and Assocites Project Title: En9ineer: ProJect Descr: Project ID: Printed: 24 DEC 2014. 8.18AM . 7.27$T +1_\WOJ}KFh-1\QALCU.1;:'-11QUON_S_E~1.EC~, · , AlC;·ING.1983-2014, Btiil~:6.14:8:,16; Ver:~.14:8.1_6· ,., .. Description : RBS · ¢ODE REFERtN9ES 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 2,900.0psi 2,900.0psi 2,900.0psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing : Truss Joist Fe-Perp : Parallam PSL 2.0E Fv Ft : Beam is Fully Braced against lateral-torsion buckling D 0.03 L 0.04 3.5x11.875 Span = 14.0 ft 750.0 psi 290.0 psi 2,025.0psi D(Cll.808j, t(rf61il5) Ebend-xx 2,000.0ksi Eminbend -xx 1,016.54ksi Density 32.210pcf Applied Loads. Service loads entered. Load Factors will be applied for calculations. Beilm self weight calculated and added to loads Uniform Load : D = 0.0150, Lr= 0.020 ksf, Tributary Width = 2.0 ft, (ROOF) Point Load : D = 0.8526, Lr= 1.050 k @ 9.50 ft, (REACTION FB2) Point Load : D = 1.328, Lr= 1.575 k@ 9.50 ft, (REACTION FB1) DESIGN SUMMARY '' ~ ~ ,_,' "' j Maximum Bending stress Rath = 0.823: 1 Maximum Shear Stress Ratio Section used for this span 3.5x11.875 Section used for this span fb: Actual = 2,386.11 psi fv: Actual FB : Allowable = 2,900.00psi Fv : Allowable Load Combination +D+Lr+H Load Combination Location of maximum on span = 9.504ft Location of maximum on span Span # where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward L +Lr+S Deflection 0.259 in Ratio= 647 Max Upward L +Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.259 in Ratio= 647 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Maximum Forces & Stre~~es for Loqd ComtiimJtiQns Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd CFN Ci Cr Cm C t CL M fb +D+H Length= 14.0 ft 0.377 0.214 1.000 1.00 1:00 1.00 1.00 1.00 7.49 1,093.06 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 14.0 ft 0.377 0.214 1.000 1.00 1.00 1.00 1.00 1.00 7.49 1,093.06 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 14.0 ft 0.823 0.465 1.000 1.00 1.00 1.00 1.00 1.00 16.36 2,386.11 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 14.0-ft 0.377 0.214 1.000 1.00 1.00 1.00 1.00 1.00 7.49 1,093.06 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 = = = = = F'b 0.00 2900.00 0.00 2900.00 0.00 2900.00 0.00 2900.00 0.00 0.465: 1 3.5x11.875 134.94 psi 290.00 psi +D+Lr+H V 0.00 1.72 0.00 1.72 0.00 3.74 0.00 1.72 0.00 13.029ft Span# 1 Shear Values fv F'v 0.00 0.00 61.95 290.00 0.00 0.00 61.95 290.00 0.00 0.00 134.94 290.00 0.00 0.00 61.95 290.00 0.00 0.00 Dodd and Assocites Description : RB5 Load Combination Max Stress Ratios Segment Length Span# M V Length = 14.0 ft 1 0.711 0.402 +D+O. 750L +0.750S+H Length = 14.0 ft 0:377 0.214 +D+0.60W+H Length = 14.0 ft 0.377 0,214 +D4Q.70E+H Length= 14.0 ft 1 0.377 0:214 +D+0.750Lr+0.750L +0.450W+H Length= 14.0 ft 1 0.711 0.402 +D+0.750L +0.750S+0.450W+H Length= 14.0 ft 1 0.377 0.214 +D+0.750L +0.750S-+-0.5250E+H Length= 14.0 ft 1 0.377 0.214 +0.60D+0.60W+0.60H Length = 14.0 ft 0.226 0.128 +0.60D+0.70E+0.60H Length = 14.0 ft 0.226 0.128 Overall Maximum D~fle~tigns Load Combination Lr Only .. %rti_cal Rs)act,i'on~. 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+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 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+O. 750L +O. 750Lr+0.450W+H +D+0.750L +0.750S+0.450W+H Span Support 1 2.100 0.586 0.976 0.976 2.100 0.976 1.819 0.976 0.976 0.976 1.819 0.976 0.976 0.586 0.586 0.976 1.124 0.976 0.976 2.100 0.976 1.819 0.976 0.976 0.976 1.819 0.976 Cct CFN 1.000 1:000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Max."·" Deft 0.2595 Support2 3.816 1.053 1.755 1.755 3.816 1.755 3.301 1.755 1.755 1.755 3.301 1.755 1.755 1.053 1.053 1.755 2.061 1.755 1.755 3.816 1.755 3.301 1.755 1.755 1.755 3.301 1.755 Project Title: En9ineer: ProJect Descr: Project ID: Printed: 24 DEC 2014, 8 18AM ·file ;! \\doadservei\currenfilead\2725ST-112727ST ~j\W0RKFHICALCUU·,1\QUONS E-tEC6 . ; . . . . ". ;. ENERGI\LG,;lf:{¢, WB3-20f4;!~uil_c[:q.14.~.1a; V,er.6.i,4:a.1s • • Moment Values Shear Values Ci Cr Cm C t CL M fb F'b V fv F'v 1.00 1.00 1.00 1.00 1.00 14.14 2,062.84 2900.00 3.23 116.70 290.00 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 7.49 1,093.06 2900.00 1.72 61.95 290.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.QO 1.00 1.00 7.49 1,093.06 2900.00 1.72 61.95 290.00 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 7.49 1,093.06 2900.00 1.72 61.95 290.00 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 14.14 2,062.84 2900.00 3.23 116.70 290.00 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 7.49 1,093.06 2900.00 1.72 61.95 290.00 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 7.49 1,093.06 2900.00 1.72 61.95 290.00 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 4.50 655.83 2900.00 1.03 37.17 290.00 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 4.50 655.83 2900.00 1.03 37.17 290.00 Location in Span Load Combination Max. "+!' Defl Location in Span 7.613 0.000 Support notation : Far left is #1 0.0000 Values in KIPS Dodd and Assocites Project Title: En~ineer: Pr0Ject Descr: Project ID: Pnnted: 24 DEC 2014, 8:23AM . File_= lldO(ldse·rverlburi~nt'acijd\2725ST'-'1\27c??Sr-1 IWORKfl;,119Al.CUL,;.1_\ClUONSE-"'1.EG6 '.ENER9~LC; INC: 1~83-2014;,Bujld:6.14.8;1!l,Vilr.!,:14:8.1p · Description : HDR1 ·. ·corif .REFtREN(:ES 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 900.0 psi 900.0psi E : Modulus of Elasticity Wood Species : Douglas Fir -Larch Wood Grade : No.2 Fe-Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling • • t t 4x6 Span= 6.0 ft 1,350.0 psi 625.0psi 180.0 psi 575.0psi t t Ebend-xx 1,600.0ksi Eminbend-xx 580.0ksi Density • • 32.210pcf · Applieq Loads · Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, Lr= 0.020 ksf, Tributary Width= 5.0 ft, (ROOF) Uniform Load : D = 0.0160 ksf, Tributary Width = 3.0 ft, (WALL ABOVE) :.PJ5-f <i_('{.$_l!f'4MARY . . ·-'--.. _ . " ·-.... . ... ""·· . ,. . . .................... . -: Maximum Bending Stress Ratio = 0.595: 1 Maximum Shear Stress Ratio Section used for this span 4x6 fb: Actual = 695.60psi FB :Allowable = 1,170.00psi 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 = +D+Lr+H 3.000ft Span.# 1 0.038 in 0.000 in 0.048 in 0.000 in Ratio= Ratio= Ratio= Ratio= Section used for this span fv: Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 1905 0 <360 '1497 0 <240 ~ ........... -.. .. .............. , , .. -.............. , __ ,. ................. . '.,_, __ , ............ ---..................... .................... __ --,,,_,,, --. .... ----- · . Maximum Forces /l! ·stresse·s:for load Com.binatio.ns Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd CFN Cj Cr Cm C t CL M fb +D+H Length= 6.0 ft 0.333 0.141 1.300 · 1.00 1.00 1.00 1.00 1.00 0.57 389.58 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 Length= 6.0 ft 0.333 0.141 1.300 1.00 1.00 1.00 1.00 1.00 0.57 389.58 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 6.0 ft 0.595 0.252 1.300 1.00 1.00 1.00 1.00 1.00 1.02 695.60 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 6.0 ft 0.333 0.141 1.300 1.00 1.00 1.00 1.00 1.00 0.57 389.58 +D+0.750Lr+0.750L +H 1.300 1.00 1.00 1.00 1.00 1.00 Length= 6.0 ft 0.529 0.224 1.300 1.00 1.00 1.00 1.00 1.00 0.91 619.10 = 0.252: 1 4x6 = 45.38 psi = 180.00 psi +D+Lr+H = 0.000ft = Span# 1 Shear Values F'b V fv F'v 0.00 0.00 0.00 0.00 1170.00 0.33 25.42 180.00 0.00 0.00 0.00 0.00 1170.00 0.33 25.42 180.00 0.00 0.00 0.00 0.00 1170.00 0.58 45.38 180.00 0.00 0.00 0.00 0.00 1170.00 0.33 25.42 180.00 0.00 0.00 0.00 0.00 1170.00 0.52 40.39 180.00 Dodd and Assocites . WoQ(t '3eam · ,.tti ' Description : HDR1 Load Combination Max Stress Ratios Segment Length Span# M V +D+0.750L+0.750S+H Length = 6.0 ft 0.333 0.141 +D+0.60W+H Length = 6.0 ft 0.333 0.141 +D+0.70E+H Length= 6.0 ft 1 0.333 0.141 +D-+-0. 750Lr+0.750L +0.450W+H Length= 6.0 ft 1 0.529 0.224 +D-+-0. 750L -+-0. 750S+0.450W+H Length= 6.0 ft 1 0.333 0.141 +D-+-0. 750L +0.750S+0.5250E+H Length = 6.0 ft 1 0.333 0.141 +0.60D+0.60W+0.60H Length= 6.0 ft 0.200 0.085 +0.60D+0.70E+0.60H Length= 6.0 ft 0.200 0:085 DverallM~xirnurn Deflections ' Load Combination DOnly 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+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 +0.750S+0.525E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H DOnly Lr Only LOnly SOnly WOnly EOnly H Only +D+H +D+L+H +D+Lr+H +D+S+H +D-+-0. 750Lr+O. 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 Span .Support 1 0.682 0.229 0.382 0.382 0.682 0.382 0.607 0.382 0.382 0.382 0.607 0.382 0.382 0.229 0.229 0.382 0.300 0.382 0.382 0.682 0.382 0.607 0.382 0.382 0.382 0.607 0:382 Cd CFN 1.300 1.300 1.300 1.300 1.300 1.300 1.300 1.300 1.300 1.300 1.300 1.300 1.300 1.300 1.300 1.300 Max."-" Defl 0.0481 Support2 0.682 0.229 0.382 0.382 0.682 0.382 0.607 0:382 0.382 0.382 0.607 0.382 0.382 · 0.229 0.229 0.382 0,300 0.382 0.382 0.682 0.382 0.607 0.382 0.382 0.382 0.607 0.382 Project Title: En~ineer: ProJect Descr: Ci Cr Cm C t CL 1.00 1.00 1.QO 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 1.00 1.00 Location in Span Load Combination 3,022 Support notation : Far left is #1 Moment Values M fb 0.57 389.58 0.57 389.58 0.57 389.58 0.91 619.10 0.57 389.58 0.57 389.58 0,34 233.75 0.34 233.75 F'b 0,00 1170,00 0.00 1170.00 0.00 1170.00 0.00 1170.00 0.00 1170.00 0.00 1170.00 0.00 1170,00 0.00 1170.00 Max."+" Defl 0.0000 Values in KIPS Project ID: Shear Values V fv F'v 0.00 0.00 0.00 0.33 25.42 180.00 0.00 0.00 0.00 0.33 25.42 180.00 0.00 0.00 0.00 0.33 25.42 180.00 0.00 0.00 0.00 0.52 40.39 180.00 0.00 0.00 0.00 0.33 25.42 180,00 0.00 0.00 0.00 0.33 25.42 180.00 0.00 0,00 0.00 0.20 15.25 180.00 0.00 0.00 0.00 0.20 15.25 180,00 Location in Span 0.000 Dodd and Assocites Project Title: En9ineer: PrQJect Descr: Project ID: Printed· 24 D!=C 2014, 8.22AM •Wood:Beam . FHe ¥ \\dqqdserv~r\cuirent acad\?725STi.1\27VST.:;a1\WORKF,!;,;1\CALCU~-1 \Ql,JONSE-:1s{::G6' . ·' ' " ' ' • '~' < " '_,. · ,-.. -·-::·. -. , ENERGA_liG,:IN,C. 1983-20,14;,_fluild:6..,14.~, 16, :Jer.6.14: Description : HDR2 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 Combina.tion 1\SCE 7-10 Fb-Tension Fb-Compr Fe -Prll 900.0 psi 900.0psi E : Modulus of Elasticity Wood Species Wood Grade : Douglas Fir -Larch : No.2 Fe-Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling • • ~···· t + D(0.048) t D(0.03) Lr(0.04) + , 4x8 Span= 10.0 ft 1,350.0 psi 625.0 psi 180.0 psi 575.0psi t + Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Density 32.210pcf + • · Applied'Loa~~ Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.0150, Lr= 0.020 ksf, Tributary Width= 2.0 ft, (ROOF) Uniform Load: D = 0.0160 ksf, Tributary Width= 3.0 ft, (WALL ABOVE) I" ,DESIGN SUMMARY ...... _ --·····-· _ , ... ,--_ ~ . _ _______ __ ··-·--·---________ . _____________ . ______________ _ : Maximum Bending Stress Rcitio = 0.517: 1 Maximum Shear Stress Ratio = J Section used for this span 4x8 Section used for this span 1 fb : Actual = 605.04psi fv: Actual = : FB : Allowable = 1,170.00 psi Fv : Allowable = Load Combination +D+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 Max Downward L +Lr+S Deflection 0.051 in Ratio= 2357 Max Upward L +Lr+S Deflection 0;000 in Ratio= 0 <360 Max Downward Total Deflection 0.106 in Ratio= 1126 Max Upward Total Deflection 0.000 in Ratio= 0 <240 ' '---· -------·-· . ·-----· --·-................ ------........... _,,_,_ -. .,_.,_, ___ ------.......... --.... . :.Maximum Fptce!;i & Stresses for Loac! Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd CFN Cj Cr Cm C t CL M fb F'b +D+H 0.00 Length = 10.0 ft 0.350 0.121 1.300 1.00 1.00 1.00 1.00 1.00 1.05 409.35 1170.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 Length= 10.0-ft 0.350 0.121 1.300 1.00 1.00 1.00 1.00 1.00 1.05 409.35 1170.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 Length = 10.0 ft 0.517 0.179 1.300 1.00 1.00 1.00 1.00 1.00 1.55 605.04 1170.00 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 Length = 10.0 ft 0.350 0.121 1.300 1.00 1.00 1.00 1.00 1.00 1.05 409.35 1170.00 +D-+-O.Y.50Lr-+-0.750L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 Length = 10.0 ft 0.475 0.165 1.300 1.00 1.00 1.00 1.00 1.00 1.42 556.12 1170.00 V 0.00 0.37 0.00 0.37 0.00 0.55 0.00 0.37 0.00 0.50 0.179: 1 4x8 32.29 psi 180.00 psi +D+Lr+H 0.000ft Span# 1 Shear Values fv 0.00 F'v 0.00 21.84 180.00 0.00 0.00 21.84 180.00 0.00 0.00 32.29 180.00 0.00 0.00 21.84 180.00 0.00 0.00 29.67 180.00 Dodd and Assocites ;:-Wo'ocJ'. Beam . ,.11i Description : HDR2 Load Combination Segment Length +D+0.750L +0.750S+H Length = 10.0 ft +D+0.60W+H Length = 10.0 ft +D+0.70E+H Span# Length = 10.0 ft 1 +D+0.750Lr+0.750L +0.450W+H Length = 10.0 ft 1 +D+O. 750L +O. 750S+0.450W+H Length = 10.0 ft 1 +D+O. 750L +0.750S+0.5250E+H Length = 10.0 ft 1 +0.60D+0.60W+0.60H Length = 10.0 ft +0.60D+0.70E+0.60H Max Stress Ratios M V 0.350 0.350 0.350 0.475 0.350 0.350 0.210 Length = 10.0 ft 1 0.210 0.121 0.121 0.121 0.165 0.121 0.121 0.073 0.073 Ov~rair Mc1ximum Deflections.· Load Combination DOnly .. Vertit~I · 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+O. 750L +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 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+O. 750L +0.750S+H +D+0.60W+H +D+0.70E+H +D+O. 750L +0.750Lr+0.450W+H +D+0.750L+0.750S+0.450W+H Span Support 1 0.618 0.200 0.418 0.418 0.618 0.418 0.568 0.418 0.418 0.418 0.568 0.418 0.418 0.251 0.251 0.418 0:200 0:418 0.418 0.618 0.418 0.568 0.418 0.418 0.418 0.568 0.418 Cd CFN 1.300 1.300 1.300 1.300 1.300 1.300 1.300 1.300 1.300 qoo 1.300 1.300 1.300 1.300 1.300 1.300 Max."-' Defl 0.1065 Support2 0.618 0.200 0.418 0.418 0.618 0.418 0.568 0.418 0.418 0.418 0.568 0.418 0.418 0.251 0.251 0.418 0.200 0.418 0.418 0.618 0.418 0.568 0.418 0.418 0.418 0.568 0.418 Ci 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 1.00 1.00 mo 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 5.036 Project Title: En$ineer: ProJect Descr: Project ID: Printed. 24 occ 2014, 8.22.·',M . Fil~:;; \ldoddsetfer\culieilt aca'd\?725ST;.112?27ST .:11WO,R.KF!.:11CALCU~ ":1\QUONSE-1.E.Glj\ . . , . , .... ~ .. ; · ·. . .. : . ENERGAl;C,.]NC: 19}l3!2014, B4(1d:9.14;~.16,.Ver.6;14.8.16 • • Moment Values Shear Values Cm C t CL M fb F'b V fv F'v 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.05 409.35 1170.00 0.37 21.84 180.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.05 409.35 1170.00 0.37 21.84 180.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.05 409.35 1170.00 0.37 21.84 180.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.42 556.12 1170.00 0.50 29.67 180.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.05 409.35 1170.00 0.37 21.84 180.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.05 409.35 1170.00 0.37 21.84 180.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.63 245.61 1170.00 0.22 13.11 180.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.63 245.61 1170.00 0.22 13.11 180.00 Load Combination Max.".+!' Deft Location in Span 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Dodd and Assocites Project Title: En9ineer: ProJect Descr: Project ID: Printed: 24 DEC 2014, 8.231\M >File-·;,'\\dpddserver\quir~nl'acag\2725ST;.1\27~7ST ..:11WORKEl-1\CAp,ut.-11gu0~sE-1._EC6 '1 . . . EN_ERCAL~, ,INC •. 1983"2Q14, _Builct;B.14.8.16, Ver.9.14.8.~6 Description : HDR3 · : :CQDE REF~RtNC~S Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 load Combination Set: ASCE 7-10 Material Propert,ies • Analysis Method : Allowable Stress Design Load Combination A.SCE 7-10 Fb-Tension Fb-Compr Fe-Prll 900.0 psi 900.0 psi E : Modulus of Elasticity Wood Species : Douglas Fir -Larch Wood Grade : No.2 Fe-Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling t t • • '\," D(0.048) • D(0.03) Lr/0.04 l • 4x6 Span= 4.0 ft • • 1,350.0 psi 625.0psi 180.0 psi 575.0psi • • Ebend-xx 1,600.0ksi Eminbend -xx 580. 0 ksi Density 32.210pcf -Applied load~ · Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.0150, Lr= 0.020 ksf, Tributary Width= 2.0 ft, (ROOF) Uniform Load : D = 0.0160 ksf, Tributary Width = 3.0 ft, (WALL ABOVE) r: .. 9€S!~N-$.L!MM~R.L. , ."---. __ ,,"'-""'"''.. _,.,.., __ , 1 Maximum Bending Stress Ratio = 0.142 1 4x6 166.35psi 1,170.00 psi +D+Lr+H 2.000ft Span# 1 Maximum Shear Stress Ratio i Section used for this span fb: Actual = FB : Allowable = 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 0.003 in Ratio= 0.000 in Ratio= 0.006 in Ratio= 0.000 in Ratio = Section used for this span fv: Actual Fv : .Allowable Load Combination Location of maximum on span Span # where maximum occurs 16081 0 <360 7815 0 <240 = = = ! __ ,_,_, __ , ____ , ............ _,, _________ -----------·-------_, __ .,.,,., ______ , .,_.,_,, _______ --· .. --------· ... .,_ ------- Maximum Force~&, _Stresses for ~o&d Combinations· Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd CFN Ci Cr Cm C t CL M fb F'b +D+H 0.00 Length = 4.0 ft 0.096 0.055 1.300 1.00 1.00 1.00 1.00 1.00 0.16 111.94 1170.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 Length = 4.0 ft 0.096 0.055 1.300 1.00 1.00 1.00 1.00 1.00 0.16 111.94 1170.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 Length = 4.0 ft 0.142 0.082 1.300 1.00 1.00 1.00 1.00 1.00 0.24 166.35 1170.00 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 Length = 4.0 ft 0.096 0.055 1.300 1.00 1.00 1.00 1.00 1.00 0.16 111.94 1170.00 +D-+-0.750Lr-+-0.750L +H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 Length= 4.0 ft 0.131 0.075 1.300 1.00 1.00 1.00 1.00 1.00 0.22 152.75 1170.00 V 0.00 0.13 0.00 0.13 0.00 0.19 0.00 0.13 0.00 0.17 0.082: 1 4x6 14.75 psi 180.00 psi +D+Lr+H 3.547ft Span# 1 Shear Values fv 0.00 F'v 0.00 9.92 180.00 0.00 0.00 9.92 180.00 0.00 0.00 14.75 180.00 0.00 0.00 9.92 180.00 0.00 0,00 13.54 180.00 Dodd and Assocites :·v,Jqo.d: Be~m,· I , I t ~ Description : HDR3 Load Combination Segment Length +D+0.750L +0.750S+H Length= 4.0 ft +D+0.60W+H Length = 4.0 ft +D+0.70E+H Span# Length= 4.0 ft 1 +D+0.750Lr+0.750L +0.450W+H Length= 4.0 ft 1 +D+O. 750L +O. 750S+0.450W+H Length= 4.0 ft 1 +D+0.750L +0.750S+0.5250E+H Length= 4.0 ft 1 +0.60D+0.60W+0.60H Length= 4.0 ft +0.60D+0.70E+0.60H Max Stress Ratios M V 0.096 0.096 0.096 0.131 0.096 0,096 0.057 Length= 4.0 ft 1 0.057 0.055 0.055 0.055 0.075 O.Oq5 0.055 0.033 0.033 OveraU Maxlmum Deflections . -.. . . .. Load Combination DOnly Vertl¢al 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+O.?OE+H +D+0.750L +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 Lr Only LOnly SOnly WOnly EOnly H Only +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L +H +D+O. 750L +O. 7.50S+H +D+0.60W+H +D+O.?OE+H +D+0.750L+0.750Lr+0.450W+H +D+0.750L+0.750S+0.450W+H Span Support 1 0.245 0.080 0.165 0.165 0.245 0.165 0.225 0.165 0.165 0.165 0.225 0.165 0.165 0.099 0.099 0.165 0.080 0.165 0.165 0.245 0.165 0.225 0.165 0.165 0.165 0.225 0.165 Cd CFN 1.300 1.300 1.300 1.300 1.300 1.300 1.300 1.300 1.300 1.300 1.300 1.300 1.300 1.300 1.300 1.300 Max."-" Defl 0.0061 Support2 0.245 0.080 0.165 0.165 0.245 0.165 0.225 0.165 0.165 0.165 0.225 0.165 0.165 0.099 0.099 0.165 0.080 0.165 0.165 0.245 0.165 0.225 0.165 0.165 0.165 0.225 0.165 Ci 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 1.00 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 2.015 Project Title: En9ineer: Proiect Descr: Project ID: Printed. 24 DEC 2014 8.23AM . File i;c \\doda.seiver\current apiid\2725Sl,:-1\272ZST-1\W01'.KFt-1\yALQUL-'1,\Q\JONSE..:1.EQ6. ·.· _ E,Nl;RCALG;,l~C, 19.~3-2014,,Build:.6.14,~.16, Ver,6;14,8:16: . Moment Values Shear Values Cm C t CL M fb F'b V fv F'v 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.16 111.94 1170.00 0.13 9.92 180.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.16 111.94 1170.00 0.13 9.92 180.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.16 111.94 1170.00 0.13 9.92 180.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.22 152.75 1170.00 0.17 13.54 180.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.16 111.94 1170.00 0.13 9.92 180.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.16 111.94 1170.00 0.13 9.92 180.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.10 67.17 1170.00 0.08 5.95 180.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.10 67.17 1170.00 0.08 5.95 180.00 Load Combination Max."+" Defl Location in Span 0.0000 0.000 Support notation : Far left·is #1 Values in KIPS Dodd and Assocites Project Title: En9ineer: ProJect Descr: Project ID: Printed: 24 DEC 2014, 8:25AM . wood:6.eam : 'File ~,\\'doddseiver\currimhiciadl2725ST .. 112727ST--1\WORKFF·1\CA!.CUL-1\QUONSE-1.EC6 :' .. { .. '-,. :,·: )· .. iNER¢il,LC,INq:Jia3-2Q14,Buifrl.:!l,i,ta.1e,~~r:6;j4:a.1~: Description : HDR4 ·"c6t)E REFERENcis 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 2900psi 2900psi 2900psi E : Modulus of Elasticity Wood Species : Truss Joist Wood Grade : Parallam PSL 2.0E Fe-Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 3.5x11.875 Span= 9.0 ft 750 psi 290 psi 2025psi Ebend-xx 2000 ksi Eminbend -xx 1016.535ksi Density 32.21 pcf Applied Loads . Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.0150, Lr= 0.020 ksf, Tributary Width= 2.0 ft, (ROOF) Uniform Load : D = 0.0160 ksf, Tributary Width = 3.0 ft, (WALL ABOVE) Point Load: D = 1.279, Lr= 1.575 k@4.50 ft, (REACTION RB1) DESIGN SUMMARY . . , ! Maximum· se~ciing Stress Ratio = 0.38& 1 Maximum Shear Stress Ratio Section used for this span 3.5x11.875 Section used for this span fb: Actual = 1,124. 79psi fv: Actual FB : Allowable = 2,900.00psi Fv : Allowable Load Combination +D+Lr+H Load Combination Location of-maximum oli span = 4.500ft Location of maximum on span Span # where maximum occurs = Span# 1 Span # where maximum occurs ' Maximum Deflection Max Downward L +Lr+S Deflection 0.04.9 in Ratio= 2221 Max Upward L +Lr+S Deflection 0.000 in Ratio= 0 <360 Max-Downward Total Deflection 0.049 in Ratio= 2221 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Maxiilll!m Forces & Stresses.for Load Combinatipns Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cct CFN Cj Cr Cm Ct CL M fb -tO+H Length= 9.0 ft 0.189 0.118 1.000 1.00 1.00 1.00 1.00 1.00 3.76 548.75 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 9.0 ft 0.189 0.118 1.000 1.00 1.00 1.00 1.00 1.00 3.76 548.75 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 Length= 9.0 ft 0.388 0,233 1.000 1.00 1.00 1.00 1.00 1.00 7.71 1,124.79 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 Length= 9.0 ft 0.189 0.118 1.000 1.00 1.00 1.00 1.00 1.00 3.76 548.75 +D+O. 750Lr+0.750L +H 1.000 1.00 1.00 1.00 1.00 1.00 = = = = = F'b 0.00 2900.00 0.00 2900.00 0.00 2900.00 0.00 2900.00 0.00 0.233: 1 3.5x11.875 67.65 psi 290.00 psi +D+Lr+H 8.015ft Span# 1 Shear Values V fv 0.00 0.00 F'v 0.00 0.95 34.15 290.00 0.00 0.00 0.00 0.95 34.15 290.00 0.00 0.00 0.00 1.87 67.65 290.00 0.00 0.00 0.00 0.95 34.15 290.00 0.00 0.00 0.00 Dodd and Assotites ' .. ' ~ Description : HDR4 Load Combination Segment Length Length = 9:0 ft +D+0.750L +0.750S+H Length= 9.0 fl +D+0.60W+H Length= 9.0 ft +D+O.?OE+H Span# Length= 9.0 ft 1 +D+0.750Lr+0.750L +0.450W+H Length= 9.0 ft 1 +D+0.750L +0.750S+0.450W+H Length= 9.0 ft 1 +D+0.750L +0.750S+0.5250E+H Length= 9.0 ft 1 +0.60D+0.60W+0.60H Length= 9.0ft +0.60D+0.70E+0.60H Max Stress Ratios M V 0.338 0.189 0.189 0.189 0.338 0.189 0.189 0.1.14 Length = 9.0 ft 1 0.114 0.204 0.118 · 0.118 0.118 0.204 0.118 0.118 0.071 0.071 Qv~ral! Ma.xirnum-b~flections Load Combination Lr Only Vert:jca! Reac::tions 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+0.70E+H +D+0.750L +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 Lr Only LOnly SOnly WOnly EOnly H Only +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L +H +D+O. 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 Span Support 1 2.000 0.619 1.032 1.032 2.000 1.032 1.758 1.032 1.032 1.032 1.758 1.032 1.032 0.619 0.619 1.032 0.968 1.032 1.032 2.000 1.032 1.758 1.032 1.032 1.032 1.758 1.032 Cd CFN 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Max."-" Defl 0.0486 Support2 2.000 0.619 1.032 1.032 2.000 1.032 1.758 1.032 1.032 1.032 1.758 1.032 1.032 0.619 0.619 1.032 0.968 1.032 1.032 2.000 1.032 1.758 1.032 1.032 1.032 1.758 1.032 Project Title: En~ineet: ProJect Descr: Project ID: Printed· 24 DEC 2014, 8.25!\M .. •.Fil~~ \\dood~iv~ili:tirr~illacad\272qST~\?72Z$T "1.\~<;JRKF-1-1\CA,j,Cl/k11QUONSE-1,EC6' · · '. · .. ·_ ·' . ' :, · .. EN~R¢ALC, INC.1983;2014; Bu\ld:6.1,r:a.16,Ver.6;14:8.16 Moment Values Shear Values Ci Cr Cm C t CL M fb F'b V fv F'v 1.00 1.00 1.00 1.00 1.00 6.72 980.78 2900.00 1.64 59.27 290.00 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 3.76 548.75 2900.00 0.95 34.15 290.00 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 3.76 548.75 2900.00 0.95 34.15 290.00 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 3.76 548.75 2900.00 0.95 34.15 290.00 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 6.72 980.78 2900.00 1.64 59.27 290.00 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.0Q 1.00 1.00 3.76 548.75 2900.00 0.95 34.15 290.00 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 3.76 548.75 2900.00 0.95 34.15 290.00 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 2.26 329.25 2900.00 0.57 20.49 290.00 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 2.26 329.25 2900.00 0.57 20.49 290.00 Location in Span Load Combination Max."+'' Deft Location in Span 4.533 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Dodd and Assocites Project Title: En$ineer: ProJect Descr: Project ID: Printed: 24 DEC 2014 8.26AM File =:\\docfdserver\ctifrent acad\2725ST-1\2727ST--,1\WORKFl-1\CALCUL-1\QUONSE.,._1.EC6 : . ·, .. ~NERCALJ;,-IN.¢.1~.a~,2014, Build:6.14,8;16, Ven~;j4,a.1~: · 1,11• Description : HDR5 ·-CODE.R,EFEREN(:ES . 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 Species : Douglas Fir -Larch Wood Grade : No.2 Fe-Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling + + + + 4x6 Span=6.0ft 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi + + Ebend-xx 1,600.0ksi Eminbend-xx 580.0ksi Density 32.210pcf + + · .• Appliec!·Lc;,ads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.0150, Lr =0.020 ksf, Tributary Width= 3.0 ft, (ROOF) Uniform Load: D = 0.0160 ksf, Tributary Width= 3.0 ft, (WALL ABOVE) . ~ESIGN SlfMMARY. _ .. -.. ·----.. ., ... · ... , ........................... . . Maximum Bending Stress Ratio = 0 .. 411: 1 Maximum Shear Stress Ratio · Section used for this span 4x6 fb: Actual = 481.39psi FB: Allowable = 1, 170.00psi Load Combination +D+Lr+H Location of maximum on span = 3.000ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L +Lr+S Deflection Max Upward L +Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.023 in 0.000 in 0.037 in 0.000 in Ratio= Ratio= Ratio= Ratio= Section used for this span fv: Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 3176 0 <360 1958 0 <240 · ............. _ -·-----------........ -------·----·-·---·--·-·--------·-, .... .,,, .. ______ ...... -... .,_ :. : ·Mciximurrl' Fort.es & Str:e~ses for Load C()mbinati~fls Load Combination Max Stress Ratios Moment Values SegmentLength Span# M V Cd CFN Ci Cr Cm C t CL M fb +D+H Length= 6.0 ft 0.255 0.108 1.300 1.00 1.00 1.00 1.00 1.00 0.44 297.78 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 Length= 6.0 ft 0.255 0.108 1.300 1.00 1.00 1.00 1.00 1.00 0.44 297.78 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 Length= 6.0 ft 0.411 0.174 1.300 1.00 1.00 1.00 1.00 1.00 0.71 481.39 +D+S+H 1.300 1.00 1.do 1.00 1.00 1.00 Length = 6.0 ft 0.255 0.108 1.300 1.00 1.00 1.00 1.00 1.00 0.44 297.78 +D-+-0. 750Lr-+-0.750L +H 1.300 1.00 1.00 1.00 1.00 1.00 Length= 6.0 ft 0.372 0.158 1.300 1.00 1.00 1.00 1.00 1.00 0.64 435.49 = 0.174: 1 4x6 = 31.40 psi = 180.00 psi +D+Lr+H = 0.000ft = Span# 1 -------...... _, ___ .. Shear Values F'b V fv F'v 0.00 0.00 0.00 0.00 1170.00 0.25 19.43 180.00 0.00 0.00 0.00 0.00 1170.00 0.25 19.43 180.00 0.00 0.00 0.00 0.00 1170.00 0.40 31.40 180.00 0.00 0.00 0.00 0.00 1170.00 0.25 19.43 180.00 0.00 0.00 0.00 0.00 1170.00 0.36 28.41 180.00 Dodd and Assocites Load Combination Segment Length +D-+0.750L-+0.750S+H Length = 6.0 ft +D-+0.60W+H Length= 6.0 ft +D-+0.70E+H Span# Lengih = 6.0 ft 1 +D-+0.750Lr-+0.750L-+0.450W+H Lengili = 6.0 ft 1 +D-+O. 750L-+O. 750S-+0.450W+H Length = 6.0 ft 1 +D-+O. 750L-+0.750S-+0.5250E+H Length= 6.0 ft 1 -+0.60D-+0.60W-+0.60H Length = 6.0 ft -+0.60D-+0.70E-+0.60H Max Stress Ratios M V 0.255 0.255 0.255 0.372 0.255 0.255 0.153 Length= 6.0 ft 1 0.153 0.108 0'.108 0.108 0.158 0.108 0.108 0.065 0.065 Qver~II Maximum Def!~ctions Load Combination DOnly • Vertical-Reaction_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-+0.70E+H +D-+0.750L-+O. 750Lr+0.450W+H +D+0.750L +0.750S-+0.450W+H +0:i{).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 H Only +D+H +D+L+H +D+Lr+H +D+S+H +D+D.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 Span Support 1 0.472 0.175 0.292 0.292 0.472 0.292 0.427 0.292 0.292 0.292 0.427 0.292 0.292 0.175 0.175 0.292 0.180 0.292 0.292 0.472 0.292 0.427 0.292 0.292 0.292 0.427 0.292 Cd CFN 1.300 1.300 1.300 1.300 1.300 1.300 1.300 1.300 1.300 1.300 1.300 1.300 1.300 1.300 1.300 1.300 Max."-" Defl 0.0368 Support2 0.472 0.175 0.292 0.292 0.472 0.292 0.427 0.292 0.292 0.292 0.427 0.292 0.292 0.175 0.175 0.292 0.180 0.292 0.292 0.472 0.292 0.427 0.292 0.292 0.292 0.427 0.292 Project Title: En9ineer: Pro1ect Descr: Project ID: Prirted: 24 DEC 2014. 8.26AM , File oi \\a6dilseiver\currenlacail\2725ST--1~727_ST-1\WORKFl<·1\CALCUL-1\QUONSE~1'E~ ,, ---ENE~CA~cJ-JNC: ,1983-201'4;:l3uild:6.)4.B.,16}\/er:~;14.8A?-,, > • • Moment Values Shear Values Ci Cr Cm C t 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 0.44 297.78 1170.00 0.25 19.43 180.00 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 0.44 297.78 1170.00 0.25 19.43 180.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 too 1.00 1.00 0.44 297.78 1170.00 0.25 19.43 180.00 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 0.64 435.49 1170.00 0.36 28.41 180.00 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 0.44 297.78 1170.00 0.25 19.43 180.00 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 0.44 297.78 1170.00 0.25 19.43 180.00 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 0.26 178.67 1170.00 0.15 11.66 180.00 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 0.26 178.67 1170.00 0.15 11.66 180.00 Location in Span Load Combination Max. "-i-!' Deft Location in Span 3.022 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Dodd and Assocites Project Title: En~ineer: ProJect Descr: Project ID: Prirted: 24 DEC 2014. 8:37AM · : File= \\doddserver\cu.rreiitai:ad\27.?!5SM~727ST-1IW\;lRKFl--1\CAlCUL-1IQVQNSE--1.Eql" .l:NERCALC, !f:!C •. 1983-201:4,;!3uiid:(>.14.8, 16, Vef.§M:8.16: . Description : (E) 2x12@ 12 o.c, . tb,iJE REFfRE.NGfS 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 ;l\SCE 7-10 F.b -Tension Fb-Compr Fe-Prll 1450 psi 1450 psi 1000 psi E : Modulus of Elasticity Wood Species : '73 DF-L#2 Wood Grade : Sawn, No. 3 -> Sel Str Fe,-Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 385 psi 180 psi 850psi Ebend-xx 1700ksi Emin bend -xx 1700 ksi Density 35pcf Repetitive Member Stress Increase --------·--·-·---·-·-----·-------·--·----·-·--------·-·-""'" ----· -·-·-----------__ ,_,, ___ ,,, - f f + + L--·---------·-........... -·------------· -............ ___ ,_ ... --- D(0.048) + + D(0.02) L/0.075) + + 2x12 Span = 14.0 ft · Applied _Locids Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.020, L = 0.0750 ksf, Tributary Width = 1.0 ft, (FLOOR) Uniform Load : D = 0.0160 ksf, Tributary Width = 3.0 ft, .(WALL ABOVE) .. DESIGN SUMMARY .. : Maximum Bending Stress Ratio = 0.820: 1 Maximum Shear Stress Ratio Section used for this span 2x12 Section used for this span fb: Actual = 1,366.85psi fv: Actual FB : Allowable = 1,667.50 psi Fv : Allowable Load Combination +D+L+H Load Combination Location of maximum on span = 7.000ft Location of maximum on span Span# where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward L +Lr+S Deflection 0.216 in Ratio= 779 Max Upward L +Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.216 in Ratio= 779 Max Upward Total Deflection 0.000 in Ratio= 0 <240 _r&la"ximt1m Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd CFN Ci Cr Cm C t CL M lb +D+H Length = 14.0 ft 0.402 0.216 1.000 1.00 1.15 1.00 1.00 1.00 1.77 669.96 +D-+L+H 1.000 1.00 1.15 1.00 1.00 1.00 Length = 14.0 ft 0.820 0.442 1.000 1.00 1.15 1.00 1.00 1.00 3.60 1,366.85 +D-+Lr+H 1.000 1.00 1.15 1.00 1.00 1.00 Length·= 14.0 ft 0.402 0.216 1.000 1.00 1.15 1.00 1.00 1.00 1.77 669.96 +D+S+H 1.000 1.00 1.15 1.00 1.00 1.00 Length = 14.0 ft 0.402 0.216 1.000 1.00 1.15 1.00 1.00 1.00 1.77 669.96 +D-!{).750l:.r-+-0.750L +H 1.000 1.00 1.15 1.00 1.00 1.00 Length = 14.0 ft 0.715 0.385 1.000 1.00 1.15 1.00 1.00 1.00 3.14 1,192.62 = = = = = F'b V 0.00 0.00 1667.50 0.44 0.00 0.00 1667.50 0.89 0.00 0.00 1667.50 0.44 0.00 0.00 1667.50 0.44 0.00 0.00 1667.50 0.78 0.442: 1 2x12 79.50 psi 180.00 psi +D+L+H 13.080ft Span# 1 Shear Values fv 0.00 F'v 0.00 38.97 180.00 0.00 0.00 79.50 180.00 0.00 0.00 38.97 180.00 0.00 0.00 38.97 180.00 0.00 0.00 69.37 180.00 Dodd and Assocites Description : (E) 2x12@ 12 o.c. Load Combination Segment Length +D+0.750L +0.750S+H Length = 14.0 ft +D+0.60W+H Length = 14.0 ft +D+0.70E+H Span# Length = 14.0 ft 1 +D+0.750Lr+0.750L +0.450W+H Length = 14.0 ft 1 +D+O. 750L +O. 750S+0.450W+H Length = 14.0 ft 1 +D+0.750L +0.750S+0.5250E+H Length= 14.0 ft 1 +0.60D+0.60W+0.60H Length = 14.0 ft +0.60D+0.70E+0.60H Max Stress Ratios M V 0.715 0.402 0.402 0.715 0.715 0.715 0.241 Length= 14.0 ft 1 0.241 0.385 0.216 0.216 0.385 0.385 0.385 0.130 0.130 . Overall Maximum beflectlons· Load Combination LOnly Vertical.Reai;;tion_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+0.70E+H +D+0.750L +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 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+0.750L +0.750S+0.450W+H Span Support 1 1.030 0.303 0.505 1.030 0.505 0.505 0.898 0.898 0.505 0.505 0.898 0.898 0.898 0.303 0.303 0.505 0.525 0.505 1.030 0.505 0.505 0.898 0.898 0.505 0.505 0.898 0.898 Cd C FN 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Max."-" Defl 0.2155 Support2 1.030 0.303 0.505 1.030 0.505 0.505 0.898 0.898 0.505 0.505 0.898 0.898 0.898 0.303 0.303 0.505 0.525 0.505 1.030 0.505 0.505 0.898 0.898 0.505 0:505 0.898 0.898 Project Title: En~ineer: Proiect Descr: Project ID: Printed: 24 DEC 2014, 8.37M1 .. File 7·\\doddserver\current'acad\2725ST .:.1\2727SI -,.j\WORKF,f-1\GALCUl:-1\QUONSE-,.1.EC6' .· ·. ,, . ' -· : ,ENEBCALC~INC; 1983°2014; ~ui1~;6':i4:8d6,.Vet',~;14:8.1.6 .' • Moment Values Shear Values M fb F'b V fv F'v 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.15 1.00 1.00 1.00 3.14 1,192.62 1667.50 0.78 69.37 180.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.15 1.00 1.00 1.00 1.77 669.96 1667.50 0.44 38.97 180.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1:00 1.15 1.00 1.00 1.00 1.77 669.96 1667.50 0.44 38.97 180.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.15 1.00 1.00 1.00 3.14 1,192.62 1667.50 0.78 69.37 180.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.15 1.00 1.00 1.00 3.14 1,192.62 1667.50 0.78 69.37 180.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.15 1.00 1.00 1.00 3.14 1,192.62 1667.50 0.78 69.37 180.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.15 1.00 1.00 1.00 1.06 401.97 1667.50 0.26 23.38 180.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.15 1.00 1.00 1.00 1.06 401.97 1667.50 0.26 23.38 180.00 Location in Span Load Combination Max. "+'' Deft Location in Span 7.051 0.000 Support notation : Far left is #1 0.0000 Values in KIPS Dodd and.Assocites Project Title: En9ineer: ProJect Descr: Project ID: Prmted: 24 DEC 2014, 8.43AM Wobd'.:Beam - ' ; l \- , File= \\~oadserver\current'.acad\2725~T-1\2727ST,.11\'JORKFl,.1\9A!'.CUL-1\QU,ONSE"'1.EC6:' , EN~RCALC,:INc; _19g~:201A;,B~i1~":6;14.8.16,;V,er:6.1~.8.16,, Description : FB1 coetREFERENCES ' 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 1\SCE 7-10 Fb-Tension Fb-Compr Fe-Prll 900.0 psi 900.0psi E: Modulus of Elasticity Wood Species : Douglas Fir -Larch Wood Grade : No.2 Fe-Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 4x12 Span= 5.0ft 1,350.0psi 625.0psi 180.0 psi 575.0psi Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Density 32.210pcf Appl,i(:)d ,Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.020, L = 0.0750 ksf, Tributary Width= 2.50 ft, (FLOOR) DESIGN-SUMMARY I Maximum Bending Stress 'Ratio' ~ = ' ' , ; i l__ Section used for this span fb: Actual FB : Allowable 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 = = = = ~ -~-----__ ,_,, __ --........... -------------- 0.128 1 4x12 125.11psi 990.00psi +D+L+H Maximum Shear Stress Ratio 2.500ft Span# 1 0.004 in 0.000 in 0.004 in 0.000 in Ratio= Ratio= Ratio= Ratio= Section used for this span fv: Actual Fv : Allowable Load Combination Location of maximum on span Span# where maximum occurs 15032 0 <360 15032 0 <240 --Mc!i<imwm Forces & $tres-ses for ~ba~ Comb.inations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cct CFN Ci Cr Cm C t CL M fb -+D+H Length=-5.0 ft 0.030 0.020 1.100 1.00 1.00 1.00 1.00 1.00 0.18 29.87 -+D+L+H 1.100 1.00 1.00 1.00 1.00 1.00 Length= 5.0 ft 0.126 0.082 1.100 1.00 1.00 1.00 1.00 1.00 0.77 125.11 -+D+Lr+H 1.100 1.00 1.00 1.00 1.00 1.00 Length= 5.0 ft 0.030 0.020 1.100 1.00 1.00 1.00 1.00 1.00 0.18 29.87 -+D+S+H 1.100 1.00 1.00 1.00 1.00 1.00 Length= 5.0 ft 0.030 0.020 1.100 1.00 1.00 1-.00 1.00 1.00 0.18 29.87 +D-t0.750Lr-t0.750L +H 1.100 1.00 1.00 1.00 1.00 1.00 Length= 5.0 ft 0.102 0.066 1.100 1.00 1.00 1.00 1.00 1.00 0.62 101.30 -+D-t0.750L-t0.750S+H 1.100 1.00 1.00 1.00 1.00 1.00 = 0.082: 1 4x12 = 14.73 psi = 180.00 psi +D+L+H = 0.000 ft = Span# 1 Shear Values F'b V fv F'v 0.00 0.00 0.00 0.00 990.00 0.09 3.52 180.00 0.00 0.00 0.00 0.00 990.00 0.39 14.73 180.00 0.00 0.00 0.00 0.00 990.00 0.09 3.52 180.00 0.00 0.00 0.00 0.00 990.00 0.09 3.52 180.00 0.00 0.00 0.00 0.00 990.00 0.31 11.92 180.00 0.00 0.00 0.00 0.00 Dodd and Assocites · w~_od Beam · t ,tt:1 Description : Load Combination Segment Length Length= 5.0 ft +D-+-0.60W+H Length= 5.0 ft +D-+-0.70E+H FB1 Span# l Length= 5.0 ft 1 +D-+-0.750Lr-+-0.750L-+-0.450W+H Length= 5.0 ft 1 +D-+-0.750L-+-0.750S-+-0.450W+H Length= 5.0 ft 1 +D-+-0.750L-+-0.750S-+-0.5250E+H Length = 5.0 ft 1 -+-0.60D-+-0.60W-+-0.60H Length = 5.0 ft -+-0.60D-+-0.70E-+-O ,60H l Max Stress Ratios M V 0.102 0.066 0.030 0.030 0.102 0.102 0.102 0.018 Length= 5.0 ft 1 0.018 0.020 0.020 0.066 0.066 0.066 0.012 0.012 Overall MaximumDeflections Load Combination LOnly . 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-+-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-+-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-+-0.750L-+-0.750S-+-0.450W+H Span 1 Support 1 0.616 0.088 0.147 0.616 0.147 0.147 0.499 0.499 0.147 0.147 0.499 0.499 0.499 0.088 0.088 0.147 0.469 0.147 0.616 0.147 0.147 0.499 0.499 0.147 0.147 0.499 0.499 Cd CFN 1.100 1.100 1.100 1.100 1.100 1.100 1.100 1.100 1.100 1.100 1.100 1.100 1.100 1.100 1.100 Max."-" Defl 0.0040 Support2 0.616 0.088 0.147 0.616 0.147 0.147 0.499 0.499 0.147 0.147 0.499 0.499 0.499 0.088 0.088 0.147 0.469 0.147 0.616 0.147 0.147 0.499 0.499 0.147 0.147 0.499 0.499 Ci 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 too 1.00 1.00 1.00 1.00 Location in Span 2.518 Project Title: En$ineer: Proiect Descr: Project ID: Prir.ted: 24 DEC 2014, 8.43AM File = \ldi;>ddserv$r\c'uifenl acad\?.72~ST --1\2~27ST ,;;1\WORKFH\CALCJJL ..,1\QUONS&-1£C6 · · .. , .. !;NERCA~C;:INC; 1\18.3>2014, Build:6;14:8.16, Ver.µ;14.8::l!l· • Moment Values Shear Values Cm C t CL M fb F'b V fv F'v 1.00 1.00 1.00 0.62 101.30 990.00 0.31 11.92 180.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.18 29.87 990.00 0.09 3.52 180.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.18 29.87 990.00 0.09 3.52 180.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.62 101.30 990.00 0.31 11.92 180.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.62 101.30 990.00 0.31 11.92 180.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.62 101.30 990.00 0.31 11.92 180.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.11 17.92 990.00 0.06 2.11 180.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.11 17.92 990.00 0.06 2.11 180.00 Load Combination Max."+" Defl Location in Span 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Dodd and Assocites Project Title: En9ineer: ProJect-Descr: Project ID: Printed: 24 DEC 2014. 8:41AM __ i, ___ '' ,-..., , File ;, MQ(I/Jservi!~cyrrerlt 1it59d\2725ST -11?727$T-11WQ8KF["'1\CALCl,1L½1\QUQNSE-J .EC6 · .. · · >.' ; .. .' /-' .-:, · ·_., · ·. ,ENER9ALC;INC:,19J!.~20l Vei:Q,14.8:16.:. ' :,~ ' Description : FB2 CODE RffERfNCES. 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 2900psi 2900psi 2900psi E : Modulus of Elasticity Wood Species : Truss Joist Wood Grc:1de : Parallam PSL 2.0E Fe-Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.2709) L(0.4688) ! D(0.02~(0.075) ' 3.5x11.875 Span= 15.0 ft 750psi 290 psi 2025psi Ebend-xx 2000ksi Eminbend -xx 1016.535ksi Density 32.21 pcf + Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.020, L = 0.0750 ksf, Tributary Width= 1.0 ft, (FLOOR) Point Load : D = 0.2709, L = 0.4688 k@ 7.50 ft, (REACTION FB1) • DESIGN S,t!MMARY ____ ·--·-· ·-·-__ ·-·--·---· __ . -+· ____ _ ____ -----······ _________ _ 1 Maximum Bending Stress Ratio = 0.287: 1 Maximum Shear Stress Ratio j Section used for this span 3.5x11.875 , fb : Actual = 832.57psi ! FB: Allowable = 2,900.00psi Load Combination +D+L +H Location of maximum on span = 7.500ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L +Lr+S Deflection Max Upward L +Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.147 in 0.000 in 0.147in 0.000 in Ratio= Ratio= Ratio= Ratio= Section used for this span fv: Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 1227 0 <360 1227 0 <240 I...._,_ .... , ..... -·----·----.......... --------··-·--·-. ------____ ,.,,, ....... ... . ................ -----·------ M,pdr;nurri F~rces & Stresses for Load Combin~tions · Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cct CFN Ci Cr Cm C t C l M fb +D+H Length = 15.0 ft 0.093 0.041 1.000 1.00 1.00 1.00 1.00 1.00 1.84 268.40 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 15.0 ft 0.287 0.131 1.000 1.00 1.00 1.00 1.00 ·1.00 5.71 832.57 +O+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 15.0 ft 0.093 0.041 1.000 1.00 1.00 1.00 1.00 1.00 1.84 268.40 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 15.0 ft 0.093 0.041 1.000 1.00 1.00 1.00 1.00 1.00 1.84 268.40 +D-t-0.750Lr-t-0.750L;i+l 1.000 1.00 1.00 1.00 1.00 1.00 Length = 15.0 ft 0.238 0.108 1.000 1.00 1.00 1.00 1.00 1.00 4.74 691.53 = = = = = F'b 0.00 2900,00 0.00 2900,00 0.00 2900.00 0.00 2900.00 0.00 2900.00 0.131 : 1 3.5x11.875 37.87 psi 290.00 psi +D+L+H 14.015ft Span# 1 Shear Values V fv F'v 0.00 0.00 0.00 0.33 11.78 290.00 0.00 0.00 0.00 1.05 37.87 290.00 0.00 0.00 0.00 0.33 11.78 290.00 0.00 0.00 0.00 0.33 11.78 290,00 0.00 0.00 0.00 0.87 31.35 290,00 Dodd and Assocites ,.,,:; J Description : FB2 Load Combination Segment Len_gth +D+0.750L +0.750S+H Length = 15.0 ft +D+0.60W+H Length = 15.0 ft +D'+-0.70E+H Span# L~ngth = 15.0 ft 1 +D+O, 750Lr+0.750L +0.450W+H Length = 15.0 ft 1 +D+0.750L +0.750S+0.450W+H Length = 15.0 ft 1 +D+O. 750L +0.750S+0.5250E+H Length= 15.0 ft 1 +0.60D+0.60W+0.60H Length = 15.0 ft +0.60D+0.70E-t-0.60H Max Stress Ratios M V 0.093 0.093 0.238 0.238 0.238 0.056 Length = 15.0 ft 1 0.056 0.108 0.041 0.041 0.108 0.108 0.108 0.024 0.024 ,c'.:lvera11 Maximum Deflections' Load Combination LOnly , 'V~rtical 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+O. 750L +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 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+0.750L +0.750S+0.450W+H Span Support 1 1.152 0.213 0.355 1.152 0.355 0.355 0.953 0.953 0.355 0,355 0.953 0.953 0.953 0.213 0.213 0.355 0.797 0.355 1.152 0.355 0.355 0.953 0.953 0.355 0.355 0,953 0,953 ' ', :-' Cd CFN 1.000 1.000 1.000 1.000 1,000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1,000 1.000 1.000 1.000 Max."-" Deft 0.1466 Support2 1.152 0.213 0.355 1.152 0.355 0,355 0.953 0.953 0.355 0.355 0.953 0.953 0.953 0.213 0.213 0.355 0.797 0.355 1.152 0.355 0.355 0.953 0.953 0.355 0.355 0.953 0.953 Project Title: En9ineet: ProJect Descr: Project ID: File # \\t!oodS!)rver\currentacap\2725$T-;:!)2727ST '."11WQEISFH\CAtCµL--"1\Ql)ONS~-1.EC6, ' • ' , 0 • • , , 'ENERCf\tC, INC. 1_983-2014, Builg:6.14.8. 6 Moment Values Shear Values Ci Cr Cm C t 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 4.74 691.53 2900.00 0.87 31,35 290.00 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 1.84 268.40 2900.00 0.33 11.78 290,00 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 1.84 268.40 2900.00 0.33 11.78 290.00 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 4.74 691.53 2900.00 0.87 31.35 290.00 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 4.74 691.53 2900.00 0.87 31.35 290,00 1.00 1:00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 1.00 1.00 1.QO 1.00 1.00 4.74 691.53 2900.00 0.87 31.35 290.00 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 1.10 161.04 2900.00 0.20 7.07 290.00 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 1.10 161.04 2900,00 0.20 7.07 290,00 Location in Span Load Combination Max.'+" Deft Location in Span 7.555 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Dodd and Assocites Project Title: En$ineer: Proiect Descr: Project ID: Plinted: 24 DEC 2014. 8:46AM :Wood Beam ... , File =·\\do(ldsefi/er\pufrent',acad\2725ST .;.1\2727SM\WORKFI.;;1\CAL~L[L;,;1\QUON$1;--1.ECS: . . .. · , · .. • ·. .. . • . ENEBCALC,JN¢. 1983-2014, Bujld;if14'.8.1p;Ver:6;H.8_.:l_p· :\,. ' ,',' Description : FB3 . ·Cdf)t R~FERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties_ • Analysis Method : Alh;iwable Stress Design Load Combination A.SCE 7-10 Fb -Tension Fb-Compr Fe-Prll 2,900.0psi 2,900.0psi 2,900.0psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing • ~· : Truss Joist Fe-Perp : Parallam PSL 2.0E Fv Ft : Beam is Fully Braced against lateral-torsion buckling D(0.2709) L(0.4688) + D(0.02.(0.075) C l 't ') 3.5x1'1.875 Span= 15.0 ft 750.0 psi 290.0 psi 2,025.0psi + Ebend-xx 2,000.0ksi Eminbend -xx 1,016.54ksi Density 32.210pcf • >~-'' ~" ' ;' \ ,, i Service loads entered. Load Factors will be applied for calculations. · Beam self weight calculated and added to loads Uniform Load : D = 0.020, L = 0.0750-ksf, Tributary Width = 1.0 ft, (FLOOR) Point Load: D = 0.2709, L = 0.4688 k@ 7.50 ft, (REACTION FB1) . DESIGN SUMMARY . · · . :°Maximum 'sendi~g-St~e~-Ratio' .... --~ . ' .. ----. . 02ai·1------··r~;;;;;i·m~~-S-h~-a-~ Stress Ratio Section used for this span 3.5x11.875 fb : Actual = 832.57psi FB: Allowable = 2,900.00psi 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 +D+L+H 7.500ft Span.# 1 0.147 in Ratio= 0.000 in Ratio= 0.147 in Ratio= 0.000 in Ratio= ....... ,, ____ ,_,,.,. ...... ·---· ................. ,-----.. ·-· ,._ -·-·--........ ,,,, __ , . .............. --___ ,. ......... , .. ,_, - Mc1xil')lll!:11° Fotc:es & St,r~sses for Lo11-d Combinations- Load Combination Max Stress Ratios Segment Length Span# M V Cd CFN Cj Cr Cm -+D+H Length = 15.0 ft 0.093 0.041 1.000 1.00 1.00 1.00 -+D+L+H 1.000 1.00 1.00 1.00 Length = 15.0 ft 0.287 0.131 1.000 1'.00 1.00 1.00 -+D+Lr+H 1.000 1.00 1.00 1.00 Length = 15.0 ft 0.093 0.041 1.000 1.00 1.00 1.00 -+D+S+H 1.000 1.00 1.00 1.00 Length = 15.0 ft 0:093 0.041 1.000 1.00 1.00 1.00 +D-tO. 750Lr-t0.750L +H 1.000 1.00 1.00 1.00 Length = 15.0 ft 0.238 0.108 1.000 1.00 1.00 1:00 Section used for this span fv: Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 1227 0 <360 1227 0 <240 ... ,,_,.,,., C t 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 1.84 268.40 5.71 832.57 1.84 268.40 1.84 268.40 4.74 691.53 = 0.131 : 1 3.5x11.875 = 37.87 psi = 290.00 psi +D+L+H = 14.015ft = Span# 1 Shear Values F'b V fv F'v 0.00 0.00 0.00 0.00 2900,00 0.33 11.78 290.00 0.00 0.00 0.00 0.00 2900.00 1.05 37.87 290.00 0.00 0.00 0.00 0.00 2900.00 0.33 11.78 290.00 0.00 0.00 0.00 0.00 2900.00 0.33 11.78 290.00 0.00 0.00 0.00 0.00 2900.00 0.87 31.35 290.00 Dodd and Assocites · wood Beant · Description : Load Combination Segment Length FB3 Span# +D-+-0.750L-+-0.750S+H Length = 15.0 ft +D-+-0.60W+H Length = 15.0 ft +D-+-0.70E+H Length = 15.0 ft 1 +D-+-0.750Lr-+-0.750L-+-0.450W+H Length = 15.0 ft 1 +D-+-0. 750L -+-0. 750S-+-0.450W+H Length = 15.0 ft 1 +D-+-0. 750L-+-0.750S-+-0.5i5oE+H Length = 15.0 ft 1 -+-0.60D-+-0.60W-+-0.60H Length = 15.0 ft . -+-0.60D-+-0.70E-+-0.60H Max Stress Ratios M V 0.238 0,093 0.093 0.238 0.238 0.238 0.056 Length = 15.0 ft 1 0:056 0.108 0.041 0:041 0.108 0.108 0.108 0.024 0.024 Overall Maximum DefleCtiOQS Load Combination LOnly Verticc1l 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.?0E+H +D-+-0.750L-+-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 Lr Only LOnly sonly WOnly EOnly H Only +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-+-0.750L-+-0.750Lr-+-0.450W+H +D-+-0.790L-+-0.750S-+-0.450W+H Span Support 1 1.152 0.213 0.355 1.152 0.355 0.355 0.953 0.953 0.355 0.355 0.953 0.953 0.953 0.213 0.213 0.355 0.797 0.355 1.152 0.355 0.355 0.953 0.953 0.355 0.355 0.953 0.953 Project Title: En~ineer: ProJect Descr: Project ID: Printed: 24 DEC 2014. 8:46M1 File·= l\dolidserverXc~rreQt iicadl27~_5$P:112127ST-1\WQRKFH\G~CUL,;1\QUONSE-tEC6 ·>, .: .• . ENERCALCrlN¢,'1983=2014;f;luitc#i,14,8,16, Ver.6:14,8.16 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 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 Max."-" Dell Location in Span 0.1466 7.555 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 Load Combination Support notation : Far left is #1 Support2 1.152 0.213 0.355 1.152 0.355 0.355 0.953 0.953 0.355 0.355 0.953 0.953 0.953 0.213 0.213 0.355 0.797 0.355 1.152 0.355 0.355 0.953 0.953 0.355 0.355 0.953 0.953 Moment Values M fb 4.74 691.53 1.84 268.40 1.84 268.40 4.74 691.53 4.74 691.53 4.74 691.53 1.10 161.04 1.10 161.04 F'b 0.00 2900.00 0.00 2900.00 0.00 2900.00 0.00 2900.00 0.00 2900.00 0.00 2900.00 0.00 2900.00 0.00 2900.00 Shear Values V fv F'v 0.00 0.00 0.00 0.87 31.35 290.00 0.00 0.00 0.00 0.33 11.78 290.00 0.00 0.00 0.00 0.33 11.78 290.00 0.00 0.00 0.00 0.87 31.35 290.00 0.00 0.00 0.00 0.87 31.35 290.00 0.00 0.00 0.00 0.87 31.35 290.00 0.00 0.00 0.00 0.20 7.07 290.00 0.00 0.00 0.00 0.20 7.07 290.00 Max. "+'' Dell Location in Span 0.0000 0.000 Values in KIPS Dodd and Assocites Project title: En$ineer: Proiect Descr: Project ID: Printed: 24 DEC 2014, 8.47AM ... File,; \\dolfiJstiY~l\C~fient~aq_\f725ST "'.1\472?ST ::-11VVQRK,f1~1\9/\LG0L-'11§)U0NSE-1,EC6 : . ·. '-::· ·: ' :--· . ENERCAl;G; 1NC.;1983-20.14;'Build:6.t4:8.16, Ver:6,H.8:W, ·. · Description : FB4 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 1\SCE 7-10 Fb-Tension Fb-Compr Fe -Prll 900.0 psi 900.0 psi E : Modulus of Elasticity Wood Species : Douglas Fir -Larch Wood Grade : No.2 Fe-Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling • t 0(0.14) L(0.525) 4x12 Span =4.0ft t 1,350.0psi 625.0psi 180.0 psi 575.0psi t Ebend-xx 1,600.0ksi Eminbend -xx 580.0 ksi Density 32.210pcf -~Applied Loads. Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.020, L = 0.0750 ksf, Tributary Width= 7.0 ft, (FLOOR) DESIGN-SUMMARY . . . ;rv1~xim~m-B~~'ct"i~"i;{stre~~--Rati;·· .... --~-. , .... ,. __ ···~,.-, .. , .. _ o:·221: 1' ............ Maximum Shear Stress Ratio Section used for this span 4x12 fb: Actual = 219.04psi FB : Allowable = 990.00psi Load Combination +D+L +H Location of maximum on span = 2.000ft Span# where maximum occurs = Span# 1 Maximum Deflection Section used for this span fv: Actual Fv : Allowable Load Combination Location of maximum on span Span# where maximum occurs Max Downward L +Lr+S Deflection Max Upward L +Lr+S Deflection Max'Downward Total Deflection. Max Upward Total Deflection 0.005 in Ratio= 0.000 in Ratio = 0.005 in Ratio= 0.000 in Ratio = 10485 Max(rnum Fore~$' 1¥ $tre$ses for Load CQmbjn~t1ons · Load Combination Max Stress Ratios 0 <360 10485 0 <240 SegmentLength Span# M V Cct CFN Cj Cr Cm Ct CL +D+H Length = 4.0 ft +D-tl+H Length = 4.0 ft. +D-tlr+H Length= 4.0 ft +D+S+H Length= 4.0 ft +D+0.750Lr+0.750L +H Length= 4.0 ft +D+0.750L +0.750S+H 0.049 0.221 0.049 0.049 0.178 0.034 1.100 1.100 0.152 1.100 1.100 0.034 1.100 1.100 0.034 1.100 1.100 0.122 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 Moment Values M fb 0.30 48.37 1.35 219.04 0.30 48.37 0.30 48.37 1.09 176.37 = 0.152: 1 4x12 = 27.36 psi = 180.00 psi +D+L+H = 3.066ft = Span# 1 Shear Values F'b V fv F'v 0.00 0.00 0.00 0.00 990.00 0.16 6.04 180.00 0.00 0.00 0.00 0.00 990.00 0.72 27.36 180.00 0.00 0.00 0.00 0.00 990.00 0.16 6.04 180.00 0.00 0.00 0.00 0.00 990.00 0.16 6.04 180.00 0.00 0.00 0.00 0.00 990.00 0.58 22.03 180.00 0.00 0.00 0.00 0.00 Dodd and Assocites t • t I ~ Description : FB4 Load Combination Segment Length Length= 4.0 ft +D+0.60W+H Length= 4.0 ft +D+0.70E+H Span# Length= 4.0 ft 1 +D+O. 750Lr+0.750L +0.450W+H Length= 4.0 ft 1 +D+0.750L +0.750S+0.450W+H Length= 4.0 ft 1 +D+0.750L +0.750S+0.5250E+H Length= 4.0 ft 1 +0.60D+0.60W+0.60H Length= 4.0 ft +0.60D+0.70E+0.60H Max Stress Ratios M V 0.178 0.049 0.049 0.178 0.178 0.178 0.029 Length= 4.0 ft 1 0.029 0.122 0.034 0.034 0.122 0.122 0.122 0.020 0.020 -. Q'iieraJf Maxlmufo.betlections Load Combination LOnly · 'Vert:iccJI Reclctioni 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 +b+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+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 Span Support 1 1.348 0.179 0.298 1.348 0.298 0.298 1.085 1.085 0.298 0.298 1.085 1.085 1.085 0.179 0.179 0.298 1.050 0.298 1.348 0.298 0.298 1.085 1.085 0.298 0.298 1.085 1.085 Cd CFN 1.100 1.100 1.100 1.100 1.100 1.100 1.100 1.100 1.100 1.100 1.100 1.100 1.100 1.100 1.100 Max."-" Defl 0.0046 Support2 1.348 0.179 0.298 1.348 0.298 0.298 1.085 1.085 0.298 0.298 1.085 1.085 1.085 0.179 0.179 0.298 1.050 0.298 1.348 0.298 0.298 1:085 1.085 0.298 0.298 1:085 1.085 Ci 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 1.00 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 2.015 Project Title: Engineer: Project Descr: Project ID: Pnnted 24 DEC 2014, 8.47AM Fila~ \l'doddseivei\cuffeiltacad\2725ST:..112727ST-, ---' --• -,., , -_ E~E_RCA~G; -Fl'.:-1\CALCUL-1\QUONSE;,.1£C6 •, ;s~i1d:f1,t~.1s. v.ir:s:1¥.!l,1e . Moment Values Shear Values Cm C t CL M fb F'b V fv F'v 1.00 1.00 1.00 1.09 176.37 990.00 0.58 22.03 180.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.30 48.37 990.00 0.16 6.04 180.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.30 48.37 990.00 0.16 6.04 180.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.09 176.37 990.00 0.58 22.03 180.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.09 176.37 990.00 0.58 22.03 180.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.09 176.37 990.00 0.58 22.03 180.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.18 29.02 990.00 0.10 3.62 180.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.18 29.02 990.00 0.10 3.62 180.00 Load Combination Max."+" Defl Location in Span 0.0000 0.000 Support not~tion : Far left is #1 Values in KIPS Dodd and Assocites Project Title: Engineer: ProJect Descr: Project ID: Printed: 24 Di:C 2014. 8.52.!\JII. · File ;i,\\driddSf!t'vet\currimtai:all\2725ST -1\V27St "'1.IWO~KFH\CAt.CUL-.1\QVONSE-1.l;Qfi•, : .. . ENE~GA~ .. C,:!NC.19B;l-2014;'Build:~.14,&~19; Ver:6;1~:8.16 Description : .··CODE RtF{RENCES . Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Propertie~ • Analysis Method : Allowable Stress Design Load Combination 1\SCE 7-10 Fb-Tension Fb-Compr Fc-Prll 900.0 psi 900.0 psi E : Modulus of Elasticity Wood Species : Douglas Fir -Larch Wood Grade : No.2 Fe-Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling t t • D(0.02) LIO 075) • 4x12 Span= 9.0ft • 1,350.0 psi 625.0 psi 180.0 psi 575.0psi D/0.0i L(0.3) • Ebend-xx 1,600.0 ksi Eminbend-xx 580.0ksi Density 32.210pcf • • • .Applied:'Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.020, L = 0.0150 ksf, Tributary Width = 1.0 ft, (FLOOR) Uniform Load: D = 0.020, L = 0.10 ksf, Extent= 5.0--» 9.0 ft, Tributary Width= 3.0 ft, (STAIRS) .,Af$l(,/i$1.11r1MARL. . ,. ,., ... -· .. ----·· .... _ ·--···· ..... -................. ·----............. .. · Maximum Bending Stress Ratio = 0.446: 1 -Maximum Shear Stress Ratio Section used for this span 4x12 Section used for this span fb: Actual = 441.38psi fv: Actual FB: Allowable = 990.00psi Fv: Allowable Load Combination +D+L +H Load Combination Location of maximum on span = 5.584ft Location of maximum on span Span # where maximum occurs = Span # 1 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 0.045 in 0.000 in 0.045 in 0.000 in fV]axirn4m .Fprces & Stresses for Load Combjnatiorjs Load Combination Max Stress Ratios Segment Length Span# M V Cd CFN Cj +D-i+i Length= 9.0 ft 0.092 0.050 1.100 1.00 +D+L-i+i 1.100 1.00 Length = 9.0 ft 0.446 0.246 1.100 1.00 +D+Lr-i+i 1.100 1.00 Length= 9.0 ft 0.092 0.050 1.100 1.00 +D+S-i+i 1.100 1.00 Length= 9.0 ft 0.092 0.050 1.100 1.00 +D-t0.750Lr-t0.750L-i+i 1.100 1.00 Length= 9.0 ft 0.357 0.197 1.100 1.00 Ratio= Ratio= Ratio= Ratio= Cr 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 1.00 1.00 1.00 2425 0 <360 2425 0 <240 C t 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 0.56 91.55 2.72 441.38 0.56 91.55 0.56 91.55 2.18 353,89 11Wu-Oi•U = 0.246: 1 4x12 = 44.21 psi = 180.00 psi +D+L+H = 8.080ft = Span# 1 Shear Values F'b V fv F'v 0.00 0.00 0.00 0.00 990.00 0.23 8.94 180.00 0.00 0.00 0.00 0.00 990.00 1.16 44.21 180.00 0.00 0.00 0.00 0.00 990.00 0.23 8.94 180.00 0.00 0.00 0.00 0.00 990.00 0.23 8.94 180.00 0.00 0.00 0.00 0.00 990.00 0.93 35.39 180.00 Dodd and Assocites Wood-Beam Description : FB5 Load Combination Segment Length +D+0.750L +0.750S+H Length= 9.0 ft +D+0.60W+H Length= 9.0 ft +D+0.70E+H Span# Length= 9.0 ft 1 +D+O. 750Lr+0,750L +0.450W+H Length= 9.0 ft 1 +D+O. 750L +O. 750S+0.450W+H Length= 9.0 ft 1 +D+O. 750L +0.750S+0.5250E+H Length= 9.0 ft 1 +0.60D+0.60W+0.60H Length= 9.0 ft +0.60D+0.70E+0.60H Max Stress Ratios M V 0.357 0.092 0.092 0.357 0.357 0.357 0.055 Length= 9.0 ft 1 0.055 0.197 0.050 0.050 0.197 0.197 0.197 0.030 0.030 · Overall"M~~irnurn T)eflettions Load Combination LOnly . . Verti~al-Reactions Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +O+S+H +D+0.750Lr+0.750L +H +D+O. 750L +O. 750S+H +D+0.60W+H +D+0.70E+H +D+O. 750L +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 Lr Only LOnly SOnly WOnly EOnly H Only +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+O. 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 Span Support 1 0.787 0.110 0.183 0.787 ·0.183 0.183 0.636 0.636 0 .. 183 0.183 0:636 0.636 0.636 0.110 0.110 0.183 0.604 0.183 ·o.787 0.183 0.183 0.636 0.636 0.183 0:183 0.636 0.636 Cd CFN 1.100 1.100 1.100 1.100 1.100 1.100 1.100 1.100 1.100 1.100 1.100 1.100 1.100 1.100 1.100 1.100 Max."-" Defl 0.0445 Support2 1.587 0.190 0.316 1.587 0.316 0.316 1.269 1.269 0.316 0.316 1.269 1.269 1.269 0.190 0.190 0.316 1.271 0.316 1.587 0.316 0.316 1.269 1.269 0.316 0.316 1.269 1.269 Project Title: En9ineer: Proiect Descr: Project ID: Printed: 24 DEC 2014. 8.52Ai'!. .File·= \\doadserver\cufr~1)tacad\2725ST;.1~7i7SM\WORKF-1-1\CALCU!:-1\QOONSE-1:EQ?'. ' ~\ ENERCALC,Jt-J9., 198p'.2Q14, BuU~:~.;-14:8:16,,Ver:6.14:~;3~ .. It t I ; • Moment Values Shear Values Ci Cr Cm C t 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 2.18 353.89 990.00 0.93 35.39 180.00 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 0.56 91.55 990.00 0.23 8.94 180.00 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 0.56 91.55 990.00 0.23 8.94 180.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.CJO 1.00 1.00 2.18 353.89 990.00 0.93 35.39 180.00 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.()0 1.00 1.00 2.18 353.89 990.00 0.93 35.39 180.00 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 2.18 353.89 990.00 0.93 35.39 180.00 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 0.34 54.93 990.00 0.14 5.36 180.00 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 0.34 54.93 990.00 0.14 5.36 180.00 Location in Span Load Combination Max. "+'' Defl Location in Span 4.796 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Dodd and Assocites Project Title: En9ineer: Pro1ect Descr: Project ID: Printed: 24 Di:C 2014. 917AM File ,;;,\\dqddsei\ter\cµ_rienracad\?Z2?ST -1\2727ST ~1\WORKFt-1\CAL<::yL-119UONSE"'.1.~C6 . . " ,, __ .. EN~RGALC;'lf'.jC:'198t29,14;Builg_:6J{.B.16,,\ler:6:14.a:1ff' ; Description : COPE RfFER~'NCES 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 900.0 psi 900.0psi E : Modulus of Elasticity Wood Species : Douglas Fir -Larch Wood Grade : No.2 Fe-Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling t • D 0,16 t • D(0.02) LIO 075) + ~- " < ~ :; ' 4x12 Span= 9.50 ft 1,350.0 psi 625.0psi 180.0 psi 575.0psi • + Ebend-xx 1,600.0ksi Eminbend-xx 580.0ksi Density 32.210pcf .. .. Applie~· ~ocids · Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.020, L = 0.0750 ksf, Tributary Width= 1.0 ft, (FLOOR) Uniform Load: D = 0.0160 ksf, Tributary Width= 10.0 ft, (WALL ABOVE) Uniform Load: D = 0.0150, Lr= 0:020 ksf, Tributary Width= 2.0 ft, (ROOF ABOVE) . DESIGN SUMMARY . . ,.. ' ' ' "' "' ' ' . '" ' " .. ,. i Mi:1ximum 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 L +Lr+S Deflection Max Upward L +Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection = = = = ·o.56ix 1 4x12 559.37psi 990.00psi +D+0.750Lr+0.750L +H 4.750ft Span# 1 Maximum Shear Stress Ratio Section used for this span fv: Actual 0.021 in 0.000 in 0.061 in 0.000 in Ratio= Ratio= Ratio= Ratio= Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 5479 0 <360 1878 0 <240 Maximum Forf{!S & Stres$es for LoadiCombin~tiqns Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd CFN Ci Cr Cm C t CL M fb +D+H Length= 9.50 ft D.405 0.177 1.100 1.00 1.00 1.00 1.00 1.00 2.47 401.22 +D+L+H 1.100 1.00 1.00 1.00 1.00 1.00 Length= 9.50 ft 0.544 0.237 1.100 1.00 1.00 1.00 1.00 1.00 3.31 538.74 +D+Lr+H 1.100 1.00 1.00 1.00 1.00 1.00 Length= 9.50 ft 0.479 0.209 1.100 1.00 1.00 1.00 1.00 1.00 2.92 474.56 +D+S+H 1.100 1.00 1.00 1.00 1.00 1.00 Length= 9.50 ft 0.405 0.177 1.100 1.00 1.00 1.00 1.00 1.00 2.47 401.22 +D+0.750Lr+0.750L +H 1.100 1:00 1.00 1.00 1.00 1.00 = = = F'b 0.246: 1 4x12 44.32 psi 180.00 psi +D+0.750Lr+0.750L +H 8.564 ft Span# 1 Shear Values V fv 0.00 0.00 0.00 F'v 0.00 990.00 0.83 31.79 180.00 0.00 0.00 0.00 0.00 990.00 1.12 42.69 180.00 0.00 0.00 0.00 0.00 990.00 0.99 37.60 180.00 0.00 0.00 0.00 0.00 990.00 0.83 31.79 180.00 0.00 0.00 0.00 0.00 Dodd and Assocites ,.11:.i J Description : HD6 Load Combination Segment Length Length= 9.50 ft +lj)+0.750L+0.750S+H Length= 9.50 ft -+{)+0.60W+H Length= 9.50 ft +D+0.70E+H Span# Length= 9.50 ft 1 +D+0.750Lr+0.750L+0.450W+H Length = 9.50 ft. 1 +D+0.750L +0.750S+0.450W+H Length= 9.50 ft 1 +D+O. 750L +0.750S+0.5250E+H Length= 9.50 ft 1 +0.60D+0.60W+0.60H Length= 9.50 ft +0.60D+0.70E+0.60H Max Stress Ratios M V 0.565 0.246 0.509 0.222 0.405 0.177 0.405 0.177 0.565 0.246 0.509 0.222 0.509 0.222 0.243 0.106 Length= 9.50 ft 1 0.243 0.106 · :·overall Maximl!rn Deflections Load Combination DOnly Verticai R~a~tioris 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+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 Lr Only LOnly SOnly WOnly EOnly H Only +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+0.750L +0.750S+0.450W+H Span Support 1 1.449 0.190 1.039 1.396 1.229 1.039 1.449 1.307 1.039 1.039 1.449 1.307 1.307 0:624 0.624 1.039 0.190 0.356 1.039 1.396 1.229 1.039 1.449 1.307 1.039 1.039 1.449 1.307 Cd CFN 1.100 1.100 1.100 1.100 1.100 1.100 1.100 1.100 1.100 1.100 1.100 1.100 1.100 1.100 1.100 1.100 1.100 Max."-" Defl 0.0607 Support2 1.449 0.190 1.039 1.396 1.229 1.039 1.449 1.307 1.039 1.039 1.449 1.307 1.307 0.624 0.624 1.039 0.190 0.356 1.039 1.396 1.229 1.039 1.449 1.307 1.039 1.039 1.449 1.307 Project Title: En$ineer: Proiect Descr: Cj Cr Cm C t CL 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.Q0 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 1.0Q 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 4.785 Support notation : Far left is #1 Project ID: Moment Values Shear Values M fb F'b V fv F'v 3.44 559.37 990.00 1.16 44.32 180.00 0.00 0.00 0.00 0.00 3.10 504.36 990.00 1.05 39.96 180.00 0.00 0.00 0.00 0.00 2.47 401.22 990.00 0.83 31.79 180.00 0.00 0.00 0.00 0.00 2.47 401.22 990.00 0.83 31.79 180.00 0.00 0.00 0.00 0.00 3.44 559.37 990.00 1.16 44.32 180.00 0.00 0.00 0.00 0.00 3.10 504.36 990.00 1.05 39.96 180.00 0.00 0.00 0.00 0.00 3.10 504.36 990.00 1.05 39.96 180.00 0.00 0.00 0.00 0.00 1.48 240.73 990.00 0.50 19.07 180.00 0.00 0.00 0.00 0.00 1.48 240.73 990.00 0.50 19.07 180.00 Max."+' Deft Location in Span 0.0000 0.000 Values in KIPS Dodd and Assocites Project Title: Engineer: Proiect Descr: Project ID: Printed· 24 DEC 2014, 9.23!\M ;\,vood. eeart1_ · . Fife= \\dodaserver\c'tiffentacad\2725ST--~12727ST-1\W0RKH·1\CALCUL-1\QU0NSE-1iEC6 . · · · ·· · '. .• ENEBCA~c,.1N~:J9s3~20.1_4, Jl.uild:6.14.8.16, Ver,6,14,8;16 · • • I ~- Description : HD? 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 1\.SCE 7-1 O Fb-Tension Fb-Compr Fe -Prll 2900psi 2900psi 2900psi E : Modulus of Elasticity Wood Species : Truss Joist Wood Grade : Parallam PSL 2.0E Fe-Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling ' + + D(0.052i Lr(0.07) 7x16 Span= 19.50 ft 750 psi 290 psi 2025psi + + + Ebend-xx 2000 ksi Eminbend-xx 1016.535ksi Density 32.21 pcf t + + ,¼..,, Appliectioa~s Service loads entered. Load Factors will be applied for calculations, Beam self weight calculated and added to loads Uniform Load: D = 0.020, L = 0.0750 ksf, Tributary Width= 12.0 ft, (FLOOR) Uniform Load : D = 0.0160 ksf, Tributary Width = 10.0 ft, (WALL ABOVE) Uniform load: D = 0.0150, Lr= 0.020 ksf, Tributary Width= 3.50 ft, (ROOF ABOVE) --DESIGN SUMMARY · ! 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 L +Lr+S Deflection Max Upward L +Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection = 0.907: 1 7x16 2,630.76psi 2,900.00psi +D+L+H 9.750ft Span# 1 Maximum Shear Stress Ratio Section used for this span fv: Actual 0.616 in Ratio= 0.000 in Ratio = 0.616 in Ratio = 0.000 in. Ratio= Fv : Allowable Load Combination Location of maximum on span Span# where maximum occurs 379 0 <360 379 0 <240 Jv1aximurn 'Forte? & Stres$~s .for Load Combinati.ons Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd CFN Cj Cr Cm C t CL M lb +D+H Length= 19.50 ft 0.314 0.187 1.000 1.00 1.00 1.00 1.00 1.00 22.70 912.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 19.50 ft 0.907 0.539 1.000 1.00 1.00 1.00 1.00 1.00 65.48 2,630.76 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 Length= 19.50 ft 0.361 0.214 1.000 1.00 1.00 1.00 1.00 1.00 26.03 1,045.68 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 Length= 19.50 ft 0.314 0.187 1.000 1.00 1.00 1.00 1.00 1.00 22.70 912.00 +D+O. 750Lr+0.750L +H 1.000 1.00 1.00 1.00 1.00 1.00 •tl-miii•l: ' = 0.539: 1 7x16 = 156.25 psi = 290.00 psi +D+L+H = 18.219ft = Span# 1 Shear Values F'b V fv F'v 0,00 0,00 0.00 0.00 2900.00 4.04 54.17 290.00 0.00 0.00 0.00 0.00 2900.00 11.67 156,25 290.00 0.00 0.00 0.00 0.00 2900.00 4.64 62.11 290.00 0.00 0.00 0.00 0.00 2900.00 4.04 54.17 290.00 0.00 0.00 0.00 0.00 Dodd andAssocites Description : HD? Load Combination Max Stress Ratios Segment Length Span# M V Length= 19.50-ft 1 0.794 0:471 +D+0.750L+0.750S+H Length= 19.50 ft 0.759 0.451 +D+0.60W+H Length = 19.50 ft 0.314 0.187 +D+O.?OE+H Length = 19.50 ft 1 0.314 0:187 +D+0.750Lr+0.750L +0.450W+H Length = 19.50 ft 1 0.794 0.471 +D+0.750L +0.750S+0.450W+H Length= 19.50 ft 1 0.759 0.451 +D+O. 750L +0.750S+0.5250E+H Length = 19.50 ft 1 0.759 0:451 +0.60D+0.60W+0.60H Length = 19.50 ft 0.189 0.112 +0.60D+0,70E+0.60H Length = 19.50 ft 1 0.189 0.112 :'. Overall Maxfmum--tfefiections· . Load Combination LOnly . Wr:t;iq:1:1 Reactions. 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+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+O. 750Lr+O. 750L +H +D+0.750L+0.750S+H +D+0.60W+H +D+O.?OE+H +D+0.750L+0.750Lr+0.450W+H +D+0.750L+0.750S+0.450W+H Span Support 1 13.431 0.683 4.656 13.431 5.339 4.656 11.749 11.237 4.656 4.656 11.749 11.237 11.237 2.794 2.794 4.656 0.683 8.775 4.656 13.431 5.339 4.656 11.749 11.237 4.656 4.656 11.749 11.237 Cd C FN 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Max."-" Defl 0.6163 Support2 13.431 0.683 4.656 13.431 5.339 4.656 11.749 11.237 4.656 4.656 11.749 11.237 11.237 2.794 2.794 4.656 0.683 8.775 4.656 13.431 5.339 4.656 11.749 11.237 4.656 4.656 11.749 11.237 Project Title: En9ineer: Pro1ect Descr: Project ID: Printed: 24 DEC 2014, 9.23./\M file=\\do/ldserver\purrent.ic?ll\2725ST-'1\2727ST-1\WQRKff-1\CAl(U-j\QUONS&1.!::C6' • •· : · . , ·.,: ·. ,., .· . ENERGALC,.'INC;'-19~3~2~1'4;'.!~uild:~t14.8J6, Vef:6!14:8.16, .·· Moment Values Shear Values Ci Cr Cm C t CL M lb F'b V fv F'v 1.00 1.00 1.00 1.00 1.00 57.28 2,301.33 2900.00 10.21 136.68 290.00 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 54.78 2,201.07 2900.00 9.76 130.73 290.00 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 22.70 912.00 2900.00 4.04 54.17 290.00 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 22.70 912.00 2900.00 4.04 54.17 290.00 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 57.28 2,301.33 2900.00 10.21 136.68 290.00 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 54.78 2,201.07 2900.00 9.76 130.73 290.00 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 54.78 2,201.07 2900.00 9.76 130.73 290.00 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 13.62 547.20 2900.00 2.43 32.50 290.00 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 13.62 547.20 2900.00 2.43 32.50 290.00 Location in Span Load Combination Max."+" Deft Location in Span 9.821 0.000 Support notation : Far left is #1 0.0000 Values in KIPS Dodd and Assocites Project Title: En~ineer: Project Descr: Project ID: Printed: 24 DEC 2014, 9.25.b,M ... File= \\d6ddseryei\curf!int ac~d\2725$T .;.1\2727S"M\WQRKFl--:1\Gi\ltUL-1\9UONSE'"1.E<;6 . ." .· '1:NEBCAL~, INC: t9831201!t lMld:6;14.8:16; Ver,6,14.8.16 Description : HOB c;(JD~ RE;F'tRENCI;S 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 J=b -Tension Fb-Compr Fe-Prll 2,900.0psi 2,900.0psi 2,900.0psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing + + + : Truss Joist Fe-Perp : Parallam PSL 2.0E Fv Ft : Beam is Fully Braced against lateral-torsion buckling + D/0.052+ Lr(0.07) + D/0.16) + + D(0.2+ L(0.9) .. },\ .. ',,', 750.0 psi 290.0 psi 2,025.0psi + + + Ebend-xx 2,000.0ksi Eminbend -xx 1,016.54ksi Density 32.210pcf • • • J ., \$.t ··~ '"-... ~"-'/, 5.25x16.0 Span = 15.50 ft · .. AAplied l;.Oads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.020, L = 0.0750 ksf, TributaryWidth = 12.0 ft, (FLOOR) Uniform Load: D = 0.0160 ksf, Tributary Width= 10.0 ft, (WALL ABOVE) Uniform Load: D = 0.0150, Lr= 0.020ksf, Tributary Width= 3.50 ft, (ROOF ABOVE) · DESIGN SUMMARY . : Mal<imum Bending Stress Raiio = · ·o.761: 1 Maximum Shear Stress Ratio Section used for this span 5.25x16.0 Section used for this span fb: Actual = 2,206.15psi fv: Actual FB : Allowable = 2,900.00psi Fv : Allowable Load Combination +D+L+H Load Combination Location of maximum on span = 7.750ft Location of maximum on span Span # where maximum occurs = Span# 1 Span# where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection 0.328 in Ratio= 567 Max Upward L +Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.328 in Ratio= 567 Max Upward Total Deflection 0.000 in Ratio= 0 <240 ·Maximum :Forces & Stresses for Load Combim~tipns. Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd CFN Cj Cr Cm C t CL M fb +D+H Length = 15.50 ft 0.261 0.187 1.000 1.00 1.00 1.00 1.00 1.00 14.15 758.22 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 15.50 ft 0.761 0.545 1.000 1.00 1.00 1.00 1.00 1.00 41.18 2,206.15 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 Length= 15.50 ft 0.300 0.215 1.000 1.00 1.00 1.00 1.00 1.00 16.26 870.84 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 Length·= 15.50 ft 0.261 0.187 1.000 1.00 1.00 1.00 1.00 1.00 14.15 758.22 +D+0.750Lr+0.750L +H 1.000 1.00 1.00 1.00 1.00 1.00 = = = = = Shear Values F'b V fv F'v 0.00 0.00 0.00 0.00 2900.00 3.04 54.27 290.00 0.00 0.00 0.00 0.00 2900.00 8.84 157.92 290.00 0.00 0.00 0.00 0.00 2900.00 3.49 62.33 290.00 0.00 0.00 0.00 0.00 2900.00 3.04 54.27 290.00 0.00 0.00 0.00 0.00 Dodd and Assocites Load Combination Segment Length Length = 15.50 ft +D+0.750L +0.750S-tH Length = 15.50 ft +D+0.60W-tH Length = 15.50 ft +D+0.70E+H Span-# Length = 15.50 ft 1 +D+0.750Lr+0.750L +0.450W-tH Length = 15.50 ft 1 +D+O. 750L +0.750S+0.450W-tH Length = 15.50 ft 1 +D+0.750L +0.750S+0.5250E-tH Length = 15.50 ft 1 +0.60D+0.60W+0.60H Length = 15.50 ft +0.60D+0.70E+0.60H Max Stress Ratios M V 0.665 0.636 0.261 0.261 0.665 0.636 0.636 0.157 Length = 15.50 ft 1 0.157 0.476 0.455 0.187 0.187 0.476 0.455 0.455 0.112 0.112 . -Ov~rall Mf}xitnum Deflei:tions · Load Combination LOnly V~rt:Jcal R~~ctjqns . Load Combination Overall MAXimum Overall MINimum +D-tH +D+L-tH +D+Lr-tH +D+S-tH +D+O. 750Lr+0.750L-tH +D+0.750L+0.750S-tH +D+0.60W-tH +D+O.?OE+H +D+0.750L +0.750Lr+0.450W-tH +D+0.750L +0.750S+0.450W-tH +D+0.750L+0.750S+0.525E-tH +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H DOnly Lr Only LOnly SOnly WOnly EOnly H Only +D-tH +D+L-tH +D+Lr-tH +D+S-tH +D+0.750Lr+0.750L-tH +D+O. 750~ +0.750S-tH +D+0.60W-tH +D+0.70E+H +D+0.750L +0.750Lr+0.450W-tH +D+0.750L+0.750S+0.450W-tH Span Support 1 10.627 0.543 3.652 10.627 4.195 3.652 9.291 8.884 3.652 3.652 9.291 8.884 8.884 2.191 2.191 3.652 0.543 6.975 3.652 10.627 4.195 3.652 9.291 8.884 3.652 3.652 9.291 8.884 Cd CFN 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Max."-" Defl 0.3280 Support2 10.627 0.543 3.652 10.627 4.195 3.652 9.291 8.884 3.652 3.652 9.291 8.884 8.884 2.191 2.191 3.652 0.543 6.975 3.652 10.627 4.195 3.652 9.291 8.884 3.652 3.652 9.291 8.884 Project Title: En~ineer: Proiect Descr: Project ID: Printed: 24 DEC 2014, 9.25!\M ·File =.\\doddserver\current acad\2725ST.i1\2727SMIWORKFH\CALCU.L"-1.IQ\.!ONSE;.1;EG6 . , ; -L . · ·:· · , -< , , , -~NER€A~Q,-1NC. 1_98~291-4: Build:6Jf;8,16,-Yer:6:14.a~1ft _,-• . Moment Values Shear Values Ci Cr Cm C t CL M fb F'b V fv F'v 1.00 1.00 1.00 1.00 1.00 36.00 1,928.63 2900.00 7.73 138.05 290.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 j.00 1.00 34.42 1,844.17 2900.00 7.39 132.01 290.00 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 14.15 758.22 2900.00 3.04 54.27 290.00 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 14.15 758.22 2900.00 3.04 54.27 290.00 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 36.00 1,928.63 2900.00 7.73 138.05 290.00 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 34.42 1,844.17 2900.00 7.39 132.01 290.00 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 34.42 1,844.17 2900.00 7.39 132.01 290.00 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 8.49 454.93 2900.00 1.82 32.56 290.00 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 8.49 454.93 2900.00 1.82 32.56 290.00 Location in Span Load Combination Max."+" Defl Location in Span 7.807 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Dodd and Assocites Project Title: En9ineer: Proiect Descr: Project ID: Prir.ted: 24 DEC 2014, 9.28AM . , Fife-.= lld_od9serverlclirienlf!Cadl2725ST~1\2l27SJ "-11WOR\<Fl:-119ALGUL-1\9LION9i:":1.EC6' . . • . . > . ·. . . . ·:_:ENERC~LC,JNC.1983°491'4;'Build:6:14:8.16,,V~f.6.14:a:1~ .. Description : HD9 · CODE >REF~RENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties • Analysis Method : Allowable Stress Design Load Combination :A.SCE 7-10 Fb-Tension Fb -Compr Fe -Prll 2,900.0psi 2,900.0psi 2,900.0psi E : Modulus of Elasticity Wood Species : Truss Joist Wood Grade : Parallam PSL 2.0E Fe -Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling .. • 0(0.02) L(0.075) • 4x8 Span = 3.50 ft . • 750.0psi 290.0psi 2,025.0psi • Ebend-xx 2,000.0 ksi Eminbend-xx 1,016.54ksi Density 32.210pcf • Applieq Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight-calculated and added to loads Uniform Load : D = 0.020, L = 0.0750 ksf, Tributary Width= 1.0 ft, (FLOOR) DESIGN SUMMARY . r-"'·"'""..,., __ ,,,, ¥ __ ,., -...,_,.. ' ..... '. --• Maximum Bending Stress Ratio = 0.021: 1 Maximum Shear Stress Ratio Section· used for this span· 4x8 Section used for this span fb: Actual = 60.33psi fv: Actual FB : Allowable = 2,900.00psi Fv: Allowable Load Combination +D+L +H Load Combination Location of maximum on span = 1.750ft Location of maximum on span Span # where maximum occurs = Span # 1 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 0.000 in 0.001 in 0.000 in Ratio= Ratio= Ratio= Ratio= 36655 0 <360 36655 0 <240 --, __ .... ., ...... ------------·---·--.. ------·-·-·-"· ------·--_____ , ............ , .. __ ·-----·-. ,._ ,,._,,__ . -__ ,_, ___ .,.,, - fvl~xJmum :Forces ~ Stre$Se$-fOr toad Comofriations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cct CFN Ci Cr Cm C t CL M fb +D+H Length= 3.50 ft 0.005 0:006 1.000 1.00 1.00 1.00 1.00 1.00 0.04 15.39 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 Length= 3.50 ft 0.021 0.024 1.000 1.00 1.00 1.00 1.00 1.00 0.15 60.33 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 Length= 3.50 ft 0.005 0.006 1.000 1.00 1.00 1.00 1.00 1.00 0.04 15.39 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 3.50 ft 0.005 0.006 1.000 1.00 1.00 1:00 1.00 1.00 0.04 15.39 +D+0.750Lr+0.750L +H 1.000 1.00 1.00 1.00 1.00 1.00 Length= 3.50 ft 0.017 0.019 1.000 1.00 1.00 1.00 1.00 1.00 0.13 49.10 +D+0.750L +0.750S+H 1.000 1.00 1.00 1:00 1.00 1.00 ---• = = = F'b V 0.00 0.00 2900.00 0.03 0.00 0.00 2900.00 0.12 0.00 0.00 2900.00 0.03 0.00 0.00 2900.00 0.03 0.00 0.00 2900.00 0.09 0.00 0.00 0.024: 1 4x8 6.84 psi 290.00 psi +D+L+H 2.900ft Span# 1 . .......... Shear Values fv F'v 0.00 0.00 1.74 290.00 0.00 0.00 6.84 290.00 0.00 0.00 1.74 290.00 0.00 0.00 1.74 290.00 0.00 0.00 5.57 290.00 0.00 0.00 -· Dodd and Assocites .. ,,. Description : HD9 Load Combination Segment Length Length= 3.50 ft +D-t-0.60W+H Length= 3.50 ft +D-t-0.70E+H Span# Length = 3.50 ft 1 +D-t-0. 750Lr-t-0.750L-t-0.450W+H Length = 3.50 ft 1 +D-t-0.750L-t-0.750S-t-0.450W+H Length = 3.50 ft 1 +D-t-0.750L-t-0.750S-t-0.5250E+H Length = 3 .50 ft 1 -t-0.60D-t-0.60W-t-0.60H Length= 3.50 ft -t-0.60D-t-0.70E-t-0.60H Max Stress Ratios M V 0.017 0.005 0.005 0.017 0.017 0.017 0.003 Length= 3.50 ft 1 0.003 0.019 0.006 0.006 0.019 0:019 0.019 0.004 0.004 .Qyer~li·Maximt:iril Deflections Load Combination LOnly Vertical R~~ctioos Load Combination Overall MAXimum Overall MINinJum +D+H +D+L+R +D+Lr+H +D+S+H +D-t-0.750Lr-t-0.7501.:. +H +D-t-0.750L-t-0.750S+H +D-t-0.60W+H +D-t-0.?0E+H +D-t-0.750L-t-0.750Lr-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 Lr Only LOnly sonly WOnly EOnly H Only +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-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-0.750S-t-0.450W,+f-l Span Support 1 0.176 0.027 0.045 0.176 0.045 0.045 0.143 0.143 0.045 0.045 0.143 0.143 0.143 0.027 0.027 0.045 0.131 0.045 0.176 0.045 0.045 0.143 0.143 0.045 0.045 0.143 0.143 Cd CFN 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Max."-" Deft 0.0011 Support2 0.176 0.027 0.045 0.176 0.045 0.045 0.143 0.143 0.045 0.045 0.143 0.143 0.143 0.027 0.027 0.045 0.131 0.045 0.176 0.045 0.045 0.143 0.143 0.045 0.045 0.143 0.143 Project Title: En~ineer: ProJect Descr: Project ID: Printed. 24 DEC 2014. 9.28AM File'= \\doddserver\curr~nracad\272/iST .;1)2727SMIW,QRKFl:-11CAtCUL.,.J\QtJONSl?>'tEC6' .• · ,. !NG: 1983-2014, Build:(,. 14.8116, y~r.6:1/1,8:16 Moment Values Shear Values Ci Cr Cm C t CL M fb F'b V fv F'v 1.00 1.00 1.00 1.00 1.00 0.13 49.10 2900.00 0.09 5.57 290.00 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 0.04 15.39 2900.00 0.03 1.74 290.00 1.00 1.00 1.00 too 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.04 15.39 2900.00 0.03 1.74 290.00 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 0.13 49.10 2900.00 0.09 5.57 290.00 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 0.13 49.10 2900.00 0.09 5.57 290.00 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 0.13 49.10 2900.00 0.09 5.57 290.00 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 0.02 9.23 2900.00 0.02 1.05 290.00 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 0.02 9.23 2900.00 0.02 1.05 290.00 Location in Span Load Combination Max."+" Dell Location in Span 1.763 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Dodd and Assocites Project Title: En~ineer: PrQJect Descr: Project ID: Printed. 24 DEC 2014, 10.0?A/t ,WbpdBeam File'= \\diladseiveru:tiiientacad\2725SP·1\2727ST"-1\WORKFI:·1\C'ALCUL.,-1\QUONSE-tEC6' · . . • , ( ' . Ef:l!=RCAhC,JfjC; 1~83-2Q14, ~µild:6;t4.a.1~;Ye~~.14.8.16.:·' I • t I ~ Description: HD10 totiE REFERENCl;s· 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 ;6.SCE 7-10 Fb-Tension Fb-Compr Fe-Prll 2900psi 2900psi 2900 psi E: Modulus of Elasticity Wood Species : Truss Joist Wood Grade : Parallam PSL 2.0E Fe-Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsion-buckling 5.25x14.0 Span= 15.0 ft 750psi 290psi 2025psi Ebend-xx 2000 ksi Eminbend -xx 1016.535 ksi Density 32.21 pcf ' '>,, : App!i'ed l,oads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.020, L = 0.0750 ksf, Tributary Width= 7.0 ft, (FLOOR) Point Load: D = 0.3819, Lr= 0.30 k@ 7.50 ft, (REACTION HDR1) Point Load: D = 0.3819, Lr= 0.30 k@ 7.50 ft, (REACTION HbR1) Uniform Load : D = 0.0160 ksf,. Tributary Width = 13.0 ft, (WALL ABOVE) ·oESIGNSUMMARY Maximum Bending Stress Ratio . = 0.673: 1 Maximum Shear Stress Ratio Section used for this span 5.25x14.0 Section used for this span fb: Actual = 1,950.77psi fv: Actual FB : Allowable = 2;900.00psi Fv : Allowable Load Combination +D+L+H Load Combination Location of maximum on span = 7.500ft Location of maximum on span Span # where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward L +Lr+S Deflection 0.251 in Ratio= 718 Max Upward L +Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.251 in Ratio= 718 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Maxinium For¢es & Stresses for Load Cpmbiriatiops. Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd CFN Ci Cr Cm C t CL M lb +D+H Length = 15.0 ft 0.316 0.190 1.000 1.00 1.00 1.00 1.00 1.00 13.11 917.61 +D+L+H 1.000 1.00 1'.00 1.00 1.00 1.00 Length = 15.0 ft 0.673 0.424 1.000 1.00 1.00 1.00 1.00 1.00 27.88 1,950.77 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 15.0 ft 0.371 0.211 1.000 1.00 1.00 1.00 1.00 1.00 15.36 1,075.04 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 15.0 ft 0.316 0.190 1.000 1.00 1.00 1.00 1.00 1.00 13.11 917.61 = = = = = F'b 0.00 2900.00 0.00 2900.00 0.00 2900.00 0.00 2900.00 0.424: 1 5.25x14.0 123.06 psi 290.00 psi +D+L+H V 0.00 13.850ft Span# 1 Shear Values fv 0.00 F'v 0.00 2.70 55.03 290.00 0.00 0.00 0.00 6.03 123.06 290.00 0.00 0.00 0.00 3.00 61.15 290.00 0.00 0.00 0.00 2.70 55.03 290.00 Dodd and Assocites ,woQd Beam Description: HD10 Load Combination Segment Length +D+O. 750Lr+0.750L +H Length = 15.0 ft +D+0.750L +0.750S+H Length = 15.0 ft +D+0.60W+H Length = 15.0 ft +D+0.70E+H Span# Length = 15.0 ft 1 +D+O. 750Lr+O. 750L +0.450W+H Length = 15.0 ft 1 +D+0.750L+0.750S+0.450W+H Length = 15.0 ft 1 +D+O. 750L +0.750S+0.5250E+H Length = 15.0 ft 1 +0.60D+0.60W+0.60l-i Lengtti = 15.0 ft +0.60D+0.70E+0.60H Max Stress Ratios M V 0.624 0.584 0.316 0.316 0.624 0.584 0.584 0.190 Length= 15.0 ft 1 0.190 0.382 0.366 0.190 0.190 0.382 0.366 0.366 0.114 0.114 bveraJr Maximum D~nections Load Combination LOnly ·V,ertkal Ri~c;t[Qps · 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+0.70E+H +D+0.750L +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 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+l:I +D+O. 750L +0.750Lr+0.450W+H +D+0.750L+0.750S+0.450W+H Span Support 1 7.053 0.300 3.115 7.053 3.415 3.115 6.293 6.068 3.115 3.115 6.293 6.068 6.068 1.869 1.869 3.115 0.300 3.938 3.115 7.053 3.415 3.115 6.293 6.068 3.115 3.115 6.293 6.068 Cd CFN 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Max."-" Defl 0.2505 Support2 7.053 0.300 3.115 7.053 3.415 3.115 6.293 6.068 3.115 3.115 6.293 6.068 6.068 1.869 1.869 3.115 0.300 3.938 3.115 7.053 3.415 3.115 6.293 6.068 3.115 3.115 6.293 6.068 Ci 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 1.00 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 . 7.555 Project Title: En9ineer: ProJect Descr: Project ID: • Printed. 24 DEC 2014, 10.07AM Fife ;a\\d.oifdserv¢rlcurrentacad\2725ST-1127Z7ST-1\IA/ORKfJ-:1\CAl:C!.)t~11Ql/ONSE'"tEC,6, · .-< < . ·: · ··. . .,::ENERGt\Ltt)NC.1983:2014;Bullf6,14:8.16;\i~t,6:14.8.16.: · Moment Values Shear Values Cm C t Ct M fb F'b V fv F'v 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 25.88 1,810.56 2900.00 5.42 110.65 290.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 24.19 1,692.48 2900.00 5.20 106.05 290.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 13.11 917.61 2900.00 2.70 55.03 290.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 13.11 917.61 2900.00 2.70 55.03 290.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 25.88 1,810.56 2900.00 5.42 110.65 290.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 24.19 1,692.48 2900.00 5.20 106.05 290.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 24.19 1,692.48 2900.00 5.20 106.05 290.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 7.87 550.56 2900.00 1.62 33.02 290.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 7.87 550.56 2900.00 1.62 33.02 290.00 Load Combination Max. "-i" Def! Location in Span 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Dodd and Assocites Project Title: En9ineer: ProJect Descr: Project ID: Printed: 24 DEC 2014, 10:12AM >Wood Beam: File= \ld&fdserver\currefit}icad\27.?5ST;71\27.??ST-.11\'.VOR.KFl.,.1\CALGJ)b1\QUONSE-1£C6. ·_- . ·. __ :_ J;f')ERCALq, INC .. 198~,2914;,B_uild;q.14;.8:16'. Viit.~ .. i4-~,16, .· ,,,,, Description : HD11 CQ!)E R~FERENCE$ 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 ;L\SCE 7-10 Fb-Tension Fb-Compr Fe -Prll 900 psi 900 psi E : Modulus of Elasticity Wood Species : Douglas Fir -Larch Fe -Perp Wood Grade : No.2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling t t t • • • O(0.03ilr(0 04) D(0 208) • D(0 12i l.(0 6\ 4x12 Span= 3.0 ft • • • t t t 1350 psi 625 psi 180 psi 575psi Ebend-xx 1600 ksi Eminbend -xx 580 ksi Density 32.21 pcf Applied Lqc1cts Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.020, L = 0.10 ksf, Tributary Width = 6.0 ft, (FLOOR) Uniform Load: D = 0.0160 ksf, Tributary Width= 13.0 ft, (WALL ABOVE) Uniform Load: D = 0.0150, Lr= 0.020 ksf, Tributary Width= 2.0 ft, (ROOF) .DESIGN SUMMARY frJiaximum· Bending. Stress Ratio· .. I Section used for this span 1 fb: Actual FB : Allowable 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 = = = = 0.179: 1 4x12 176.79psi 990.00psi +D+L+H Maximum Shear Stress Ratio Section used for this span fv: Actual 1.500ft Span# 1 0.002 in Ratio = 0.000 in Ratio= 0.002 in Ratio = 0.000 in Ratio= Fv : Allowable Load Combination Location of maximum on span Span# where maximum occurs 21747 0 <360 21747 0 <240 M;:ixirni.irri Forces&. S,tresses for loa~ Combinatio'ris Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cct CFN Ci Cr Cm C t CL M fb +D+H Length= 3.0 ft 0.068 0.044 1.100 1.00 1.00 1.00 1.00 1.00 0.41 67.07 +D+L+H 1.100 1.00 1.00 1.00 1.00 1.00 Length = 3.0 ft 0.179 0.116 1.100 1.00 1.00 1.00 1.00 1.00 1.09 176.79 +D+Lr+H 1.100 1.00 1.00 1.00 1.00 1.00 Length= 3.0 ft 0.075 0.049 1.100 1.00 1.00 1.00 1.00 1.00 0.46 74.39 +D+S+H 1.100 1.00 1.00 1.00 1.00 1.00 Length= 3.0 ft 0.068 0.044 1.100 1.00 1.00 1.00 1.00 1.00 0.41 67.07 +D+0.750Lr+0.750L +H 1.100 1.00 1.00 1.00 1,00 1.00 [I •m@Hl•J; = 0.116: 1 4x12 = 20.97 psi = 180.00 psi +D+L+H = 0.000ft = Span# 1 Shear Values F'b V fv F'v 0.00 0.00 0.00 0.00 990.00 0.21 7.96 180.00 0.00 0.00 0.00 0.00 990.00 0.55 20.97 180.00 0.00 0.00 0.00 0.00 990.00 0.23 8.82 180.00 0.00 0.00 0.00 0.00 990.00 0.21 7.96 180.00 0.00 0.00 0.00 0.00 Dodd and Assocites ····· ' Description : HD11 Load Combination Segment Length ·Max Stress Ratios Length= 3.0 ft +D+D.750L +0.750S-+H Length = 3.0 ft +D+0.60W-+H Length = 3.0 ft +D+0.70E+H Span# Length = 3.0 ft 1 +D+0.750Lr+0.750L +0.450W-+H Length = 3.0 ft 1 +b+0.750L +0.750S+0.450W-+H Length = 3.0 ft 1 +D+0.750L +0.750S+0.5250E-+H Length = 3.0 ft 1 +0.60D+0.60W+0.60H Length = 3.0 ft +0.60D+0.70E+0.60H M V 0.156 0.151 0.068 0.068 0.156 0.151 0.151 0.041 Length= 3.0 ft 1 0.041 0.102 0.098 0.044 0.044 0.102 0.098 0.098 0.027 0.027 Overall Maxitnurri Defiectioris . Load Combination LOnly · 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+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 +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+D.70E-+H +D+D.750L +0.750Lr+0.450W-+H +D+D.750L +0.750S+0.450W-+H Span Support 1 1.450 0.060 0.550 1.450 0.610 0.550 1.270 1.225 0.550 0.550 1.270 1.225 1.225 0.330 0.330 0.550 0.060 ., 0.900 0.550 1.450 0.610 0.550 1.270 1.225 0.550 0.550 1.270 1.225 Cd CFN 1.100 1.100 1.100 1.100 1.100 1.100 1.100 1.100 1.100 1.100 1.100 1.100 1.100 1.100 1.100 1.100 1.100 Max."-" Dell 0.0017 Support2 1.450 0.060 0.550 1.450 0.610 0.550 1.270 1.225 0.550 0.550 1.270 1.225 1.225 0.330 0.330 0.550 0.060 0.900 0.550 1.450 0.610 0.550 1.270 1.225 0.550 0.550 1.270 1.225 Project Title: En9ineer: -Pro1ect Descr: Project ID: Printed: 24 DEC 2014, 10.12.l\l!. · Eile' =·llljbdd~rver\~urrent~ad\2725$T.;1\27~7ST :,-1\WORKf,1'"1\CALCU!:.-1\QlJONSE-1.f;Cf?,, · .JNER,CAEQ;:1NC.1983'.2014, :8,16, Yer:6.14.~:16. ·. • • Moment Values Shear Values Ci Cr Cm C t CL M fb F'b V fv F'v 1.00 1.00 1.00 1.00 1.00 0.95 154.84 990.00 0.48 18.37 180.00 1.on 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 0.92 149.36 990.00 0.47 17.72 180.00 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 0.41 67.07 990.00 0.21 7.96 180.00 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 0.41 67.07 990.00 0.21 7.96 180.00 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 0.95 154.84 990.00 0.48 18.37 180.00 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 0.92 149.36 990.00 0.47 17.72 180.00 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 0.92 149.36 990.00 0.47 17.72 180.00 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 0.25 40.24 990.00 0.13 4.77 180.00 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 0.25 40.24 990.00 0.13 4.77 180.00 . ' Location in Span Load Combination Max. "a!' Defl Location in Span 1.511 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Dodd and Assocites Project Title: En~ineer: ProJect Descr: Project ID: Printed. 24 DEC 2014, 10.13AM ,Fife;= lld&ldseiver\cu·rrent acad\2725ST-112727ST-1\W0RKF,l-1\CAlCUL-1\QUONSE-1.EC6 :·· : . : ·,; ·" ::-, :_ ENEBGALC,'IN6.faa~0261-.i, B~ild:6.1,t8.16;Veii6:1'4,8.16 ·:-· Description : HD12 . COQE REF{RE;NCE$ Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method : Allowable $tress Design Load Combination ASCE 7-10 Fb -Tension Fb-Compr Fe-Prll Fc-Perp 900.0psi 900.0 psi E : Modulus of Elasticity Wood Species : Douglas Fir -Larch Wood Grade : No.2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling • • • + + 4x12 Span=S.Oft 1,350.0 psi 625.0psi 180.0 psi 575.0psi + + + Ebend-xx 1 , 600. 0 ksi Eminbend -xx 580.0ksi Density 32.210pcf • • ·~ ,, ' Appli~d J_oads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.020, L = 0.10 ksf, Tributary Width= 2.0 ft, (FLOOR) Uniform Load : D = 0.D160 ksf, Tributary Width = 13.0 fl, (WALL ABOVE) Uniform Load: D = 0.0150, Lr= 0.020 ksf, Tributary Width= 2.0 ft, (ROOF) DESIGN SUMMARY. . . . ;Maximum senc:iing stress Ratio = · Section used for this span fb: Actual 0.639: 1 4x12 633.00psi 990.00psi +D+L+H Maximum She;:ir Stress Ratio Section used for this span fv: Actual FB : Allowable 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 = = = 4.000ft Span# 1 0.028 in Ratio = 0.000 in Ratio = 0.040 in Ratio = 0.000 in Ratio = tylaxirruJrn . .Fo.rce$ & srresses fdrldad Cotnbinations. Load Combination Max Stres~ Ratios Segment Length Span# M V Cct CFN Ci Cr Cm +D+H Length= 8.0 ft 0.377 0.186 1.100 1.00 1.00 1.00 +D+L+H 1.100 1.00 1.00 1.00 Length = 8.0 ft 0,639 0.316 1.100 1.00 1.00 1.00 +D+Lr+H 1.100 1.00 1.00 1.00 Length = 8.0 ft 0.429 0.212 1.100 1.00 1.00 1.00 +D+S+H 1.100 1.00 1.00 1.00 Length= 8.0 ft 0.377 0.186 1.100 1.00 1.00 1.00 +D+D.750Lr+D.750L+H 1.100 1.00 1.0Q 1.00 Fv : Allowable Load Combination Location of maximum on span Spran # where maximum occurs 3440 0 <360 2399 0 <240 C t 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.QO 1.00 1.00 1.00 Moment Values M lb 2.29 372.94 3.89 633.00 2.61 424.95 2.29 372.94 ff!Wlii•U = 0.316: 1 4x12 = 56.85 psi = 180.00 psi +D+L+H = 7.066ft = Span# 1 Shear Values F'b V fv F'v 0.00 0.00 0.00 0.00 990.00 0.88 33.50 180.00 0.00 0.00 0.00 0.00 990.00 1.49 56.85 180.00 0.00 0.00 0.00 0.00 990.00 1.00 38.17 180.00 0.00 0.00 0.00 0.00 990.00 0.88 33.50 180.00 0.00 0.00 0.00 0.00 L Dodd and Assocites ·vvoodB~am ... ' ~ Description : HD12 Load Combination Max Stress Ratios Segment Length Span # M V Length= 8.0 ft 1 0.613 0.303 +D-+-0.750L-+-0.750S+H Length= 8.0 ft 0.574 0.283 +D'+0.60W+H Length = 8.0 ft 0.377 0.186 +D-+-0.70E+H Length = 8.0 ft 1 0.377 0.186 +D-+-0. 750Lr-+-0.750L-+-0.450W+H Length= 8.0 ft 1 0.613 0.303 +D-+-0.750L-+-0.750S-+-0.450W+H Length = 8.0 ft 1 0.57 4 0.283 +D-+-0.750L-+-0.750S-+-0.5250E+H Length= 8.0 ft 1 o.574 o.i83 -+-0.60D-+-0.60W-+-0.60H Length= 8.0 ft 0.226 0.112 -+-0.60D-+-0.70E-+-0.60H Length= 8.0 ft 1 0.226 0.112 ,overall Maxim.uni Deflectb:tns' Load Combination DOnly ' ,V~rticpl R~il~tions • : 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-+-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 Lr Only LOnly sonly WOnly EOnly HOnly +D+H +D+L+H +D+Lr+H +D+S+H +D-+-0. 750Lr-+-0. ?SOL +H +D-+-0.750L-+-0.750S+H +D-+-0.60W+H +D-+-0.70E+H +D-+-0, 750L-+-O. 750Lr-+-0.450W+H +D-+-0:750L-+-0.750S-+-0.450W+H Span Support 1 1.947 0.160 1.147 1.947 1.307 1.147 1.867 1.747 1.147. 1.147 1.867 1.747 1.747 0.688 0.688 1.147 0.160 0.800 1.147 1.947 1.307 1.147 1.867 1.747 1.147 1.147 1.867 1.747 Cd CFN 1.100 1.100 1.100 1.100 1.100 1.100 1.100 1.10b 1.100 1.100 1.100 1.100 1.100 1.100 1.100 1.100 1.100 Max."-" Defl 0.0400 Support2 1.947 0.160 1.147 1.947 1.307 1.147 1.867 1.747 1.147 1.147 1.867 1.747 1.747 0.688 0.688 1.147 0.160 0.800 1.147 1.947 1.307 1.147 1.867 1.747 1.147 1.147 1.867 1.747 Project Title: En9ineer: Proiect Descr: Cj Cr Cm C t 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 1.0.0 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 4.029 Support notation : Far left is #1 Project ID: Moment Values Shear Values M fb F'b V fv F'v 3.73 607.00 990.00 1.43 54.52 180.00 0.00 0.00 0.00 0.00 3.49 567.99 990.00 1.34 51.01 180.00 0.00 0.00 0.00 0.00 2.29 372.94 990.00 0.88 33.50 180.00 0.00 0.00 0.00 0.00 2.29 372.94 990.00 0.88 33.50 180.00 0.00 0.00 0.00 0.00 3.73 607.00 990.00 1.43 54.52 180.00 0.00 0.00 0.00 0.00 3.49 567.99 990.00 1.34 51.01 180.00 0.00 0.00 0.00 0.00 3.49 567.99 990.00 1.34 51.01 180.00 0.00 0.00 0.00 0.00 1.38 223.76 990.00 0.53 20.10 180.00 0.00 0.00 0.00 0.00 1.38 223.76 990.00 0.53 20.10 180.00 Max."+" Deft Location in Span 0.0000 0.000 Values in KIPS Dodd and Assocites GJfneral F'ooling· ', , ' ' ,N,, Description : NEW CONG. FOOTING FOR HRD7 & HDRB Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 General· Information Material Properties fc : Concrete 28 day strength fy : Rebar Yield Ee : Concrete Elastic Modulus Concrete Density cp Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow% Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Useftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear -Oimen~1oris Width par?llel to X-X Axis = Length parallel to Z-Z Axis = Footing Thicknes = Pedestal dimensions ... px : parallel to X-X Axis : pz : parallel to Z-Z Axis = Height Rebar Centertine to Edge of Concrete .. at Bottom of footing = . Reh:ifQr.~ing Bars parallel to X-X Axis = Number of Bars Reinforcing Bar Size = # Bars parallel to Z-Z-Axis Number of Bars = = = = = = = = = = = 5.50 ft 5.50 ft 15.0 in 0.0 in 0.0 in 0.0 in 3.0 in 6 5 6 Reinforcing Bar SizE = # 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Appil~c;I L9t;ids D P : Column Load = 8.308 OB : Overburden = 0.0 M-xx = 0.0 M-zz = 0.0 2.50 ksi 60.0 ksi 3,122.0 ksi 145.0 pcf 0.90 0.750 0.00180 1.0 : 1 1.0 : 1 Yes Yes No No Lr 1.220 0.0 0.0 0.0 Project Title: En~ineer: Project Descr: Project ID: Printed. 24 DEC 2014, 10.391\M File* .l\doodsei:ver\cur,rentacad\27,?5$T :-1\2m~t--:1\WORKFl-1\CALCUG-11QUQN$Ei'1lEC6 . . '; · ·. . : ... . . ·: ENl;:RCALC, !NC. W8)-20i1, )l,ulld:6,J4:~:16, Ver.6.14:~,16 Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. = = = Increases based on footing Depth Footing basedepth below soil surface = Allowable pressure increase per foot of deptt= when footing base is below = Increases based on footing plan dimension Allowable pressure increase per foot of dep1 = when maximum length or width is greater=t 5' 6" L s w 15.750 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 E 0.0 0.0 0.0 0.0 1.0 ksf No 250.0 pcf 0.30 0.0 ft 0.0 ksf 0.0 ft 0.0 ksf 0.0 ft H 0.0 k 0.0 ksf 0.0 k-ft 0.0 k-ft .. ____ .,_,_, ------. ---.. ,, __ .., ............ . . . .... "'' .... . " ............ V-x = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k V-z = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k Dodd and Assocites Project Title: En$ineer: Proiect Descr: Project ID: Printed: 24 DEC 2014, 10.39AM fife ;;-\\doodse[V~f\cuir~ntacad\2725ST:112727ST--1\WORK_F,l::.1\CALCl;/L;,.1\QUQt-jSE-1£C6""· -_ .: . ___ ~L : : .-,.:ENERGAL¢, INC .. j983-2Q~tEl 4:~.16,YJlr.6;:!4:/!.16: Description : NEW CONG. FOOTING FOR HRD? & HDRB -otsJGN$UMMARY -·@Mil®'® ..._ Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.9766 Soil Bearing 0,9766 ksf 1.0 ksf +D+L +H about Z-Z axis PASS n/a Overturning -X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning -Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding -X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.2533 Z Flexure (+X) 4.472 k-ft 17.656 k-ft +1.20D+0.50Lr+1.60L +1.60H PASS 0.2533 Z Flexure (-X) 4.472 k-ft 17.656 k-ft +1.20D+0.50Lr+1.60L +1.60H PASS 0.2533 X Flexure ( +Z) 4.472 k-ft 17.656 k-ft +1.20D+0.50Lr+1.60L +1.60H PASS 0.2533 X Flexure (-Z) 4.472 k-ft 17.656 k-ft +1.20D+0.50Lr+1.60L +1.60H PASS 0.1907 1-way Shear ( +X) 14.306 psi 75.0 psi +1.20D+0.50Lr+1.60L +1.60H PASS 0.1907 1-way Shear (-X) 14.306 psi 75.0 psi +1.20D+0.50Lr+1.60L +1.60H PASS 0.1907 1-way Shear ( +Z) 14.306 psi 75.0 psi +1.20D+0.50Lr+1.60L +1.60H PASS 0.1907 1-way Shear (-Z) 14.306 psi 75.0 psi +1.20D+0.50Lr+1.60L +1.60H PASS 0.4026 2-way Punching 60.392 psi 150.0 psi +1.20D+0.50Lr+1.60L +1.60H E>etaileg .Results Soil Bearing Rotation Axis & Actual Soil Bearini Stress Actual I Allowable Load Combination ... Gross Allowable Xecc Zecc Bottom, -Z Top, +Z Le , -X Right, +X Ratio X-X, +D+H 1.0 n/a 0.0 0.4559 0.4559 n/a n/a 0.456 X-X, +D+L+H 1.0 n/a 0.0 0.9766 0.9766 n/a n/a 0.977 X-X, +D+Lr+H 1.0 n/a 0.0 0.4962 0.4962 n/a n/a 0.496 X-X, +D+S+H 1.0 n/a 0.0 0.4559 0.4559 n/a n/a 0.456 X-X, +D+0.750Lr+0.750L +H 1.0 n/a 0.0 0.8766 0.8766 n/a n/a 0.877 X-X, +D+0:750L+0.750S+H 1.0 n/a 0.0 0.8464 0.8464 n/a n/a 0.846 X-X, +D+0.60W+H 1.0 n/a 0.0 0.4559 0.4559 n/a n/a 0.456 X-X, +D+0.70E+H 1.0 n/a 0.0 0.4559 0.4559 n/a n/a 0.456 ;><-X, +D+0.750L +0.750Lr+0.450W+H 1.0 n/a 0.0 0.8766 0.8766 n/a n/a 0.877 X-X, +D+0.750L +0.750S+0.450W+H 1.0 n/a 0.0 0.8464 0.8464 n/a n/a 0.846 X-X, +D+0.750L +0.750S+0.525E+H 1.0 n/a 0.0 0.8464 0.8464 n/a n/a 0.846 X-X, +0.60D+0.60W+0.60H 1.0 n/a 0.0 0.2735 0.2735 n/a n/a 0.274 X-X, +0.60D+0.70E+0.60H 1.0 n/a 0.0 0.2735 0.2735 n/a n/a 0.274 Z-Z, +D+H 1.0 0.0 n/a n/a n/a 0.4559 0.4559 0.456 Z-Z, +D+L+H 1.0 0.0 n/a n/a n/a 0.9766 0.9766 0.977 Z-Z,.+D+Lr+H 1.0 0.0 n/a n/a n/a 0.4962 0.4962 0.496 Z-Z, +D+S+H 1.0 0.0 n/a n/a n/a 0.4559 0.4559 0.456 Z-Z, +D+0.750Lr+0.750L +H 1.0 0.0 n/a n/a n/a 0.8766 0.8766 0.877 Z-Z, +D+0.750L+0.750S+H 1.0 0.0 n/a n/a n/a 0.8464 0.8464 0.846 Z-Z, +D+0:60W+H 1.0 0.0 n/a n/a n/a 0.4559 0.4559 0.456 Z-Z, +D+0.70E+H _ 1.0 0.0 n/a n/a n/a 0.4559 0.4559 0.456 Z-Z, +D+0.750L +0.750Lr+0.450W+H 1.0 0.0 n/a n/a n/a 0.8766 0.8766 0.877 Z-Z, +D+0.750L +0.750S+0.450W+H 1.0 0.0 n/a n/a n/a 0.8464 0.8464 0.846 Z-Z, +D+0.750L +0.750S+0.525E+H 1.0 0.0 n/a n/a n/a 0.8464 0.8464 0.846 Z-Z, +0.60D+0.60W+0.60H 1.0 0.0 n/a n/a n/a 0.2735 0.2735 0.274 Z,-'1-, +0.(300+0:70E+0.6Ql-j . ·overturning $tabiHty 1.0 0.0 n/a n/a n/a 0.2735 0.2735 0.274 Rotation Axis & Load Combination ... Overturning Moment Resisting Moment Stability Ratio Status Footing_ Has N_O Overturning Sliding $tability All units k Force Application Axis Load Combination ... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Dodd and Assocites Project Title: En9ineer: Project Descr: Project ID: Printed: 24 DEC 2014, 10.39AM : Gen~ral f'<>oting. .. · File=; \\ddddserver\curreritai::ad\2725ST-1\2727ST-1\W08KFh·1\CALCUL-1\QU0NSE-1:EC6. · : · , .. :,i . ; .·.. ,' · ·. /ENE.RQAtG,:lNCJ983-.7Q1~.:E!liild,:q'.J,4.~,16, Ver.~.1<1.il.1'6'; . I ,ff:1 • Description : NEW CONG. FOOTING FOR HRD7 & HDRB . Fooii'ng F'le:ieure Flexure Axis & Load Combination Mu Which Tension@ As Req'd Gvrn. As Actual As Phi*Mn Status k-ft Side? Bot or Top?· inA2 inA2 inA2 k-ft X-X, +1.40D+1.60H 1.454 +Z Bottom 0.324 Min Temp% 0.3382 17.656 OK X-X, +1.40D+1.60H 1.454 -Z Bottom 0.324 Min Temp% 0.3382 17.656 OK Dodd and Assocites Project Title: Engineer: Project Descr: Project ID: Printed: 24 DEC 2014, 10:39AM , G'e:taetal f0Qtins;1 ,' File',; \\aoddse_rver\fairreilracad\2725ST+1\2727ST ,-1\WQRKFl-1\CALCQL .:.JIQVONSE"'1.EC6' , ' :,'' : ENERQA~C. ING, 1~83'.20i(Build:6J{.8J6, Ver:6:14:B:16 , ' • '-;.,,, ' ,: -1, ' ,' ,.,,J ' • Description : NEW CONC. FOOTING FOR HRD7 & HDRB _ Foot!ng:Fiexur~ , Flexure Axis & Load Combination Mu Which Tension@ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? inh2 inh2 inh2 k-ft X-X, +1.20D-t-0.50Lr+1.60L +1.60H 4.472 +Z Bottom 0.324 Min Temp% 0.3382 17,656 OK X-X, +1.20D-t-0.50Lr+1.60L +1.60H 4.472 -Z Bottom 0.324 Min Temp% 0.3382 17.656 OK X-X, +1.20D+1.60L-t-0.50S+1.60H 4.396 +Z Bottom 0.324 Min Temp% 0.3382 17.656 OK X-X, +1.20D+1.60L-t0.50S+1.60H 4.396 -Z Bottom 0.324 Min Temp% 0.3382 17.656 OK X-X, +1.20D+1.60Lr-t-0.50L +1.60H 2.475 +Z Bottom 0:324 Min Temp% 0.3382 17.656 OK X-X, +1.20D+1.60Lr-t-0.50L +1.60H 2.475 -Z B'ottom 0.324 Min Temp% 0.3382 17,656 OK X-X, +1.20D+1.60Lr-t-0.50W+1.60H 1.490 +Z Bottom 0.324 Min Temp% 0.3382 17.656 OK X-X, +1.20D+1.60Lr-t-0.50W+1.60H 1.490 -Z Bottom 0.324 Min Temp% 0.3382 17.656 OK X-X, +1.20D-t-0.50L +1.60S+1.60H 2.231 +Z Bottom 0.324 Min Temp% 0.3382 17.656 OK X-X, +1.20D-t-0.50L +1.60S+1.60H 2.231 -Z Bottom 0.324 Min Temp% 0.3382 17,656 OK X-X, +1.20D+1.60S-t-0.50W+1.60H 1.246 +Z Bottom 0.324 Min Temp% 0.3382 17.656 OK X-X, +1.20D+1.60S-t-0.50W+1.60H 1.246 -Z Bottom 0.324 Min Temp% 0.3382 17.656 OK X-X, +1.20D-t-0.50Lr-t-0.50L +W+1.60H 2.307 +Z Bottoni 0.324 Min Temp% 0.3382 17.656 OK X-X, +1.20D-t-0.50Lr-t-0.50L +W+1.60H 2.307 -Z Bottom 0.324 Min Temp% 0.3382 17.656 OK X-X, +1.20D-t-0.50L-t-0.50S+W+1.60H 2.231 +Z Bottom 0.324 Min Temp% 0.3382 17.656 OK X-X, +1.20D-t-0.50L-t-0.50S+W+1.60H 2.231 -Z Bottom 0.324 Min Temp% 0.3382 17.656 OK X-X, +1.20D-t-0.50L-t-0.20S+E+1.60H 2.231 +Z Bottom 0.324 Min Temp% 0.3382 17.656 OK XsX, +1.20D-t-0.50L-t-0.20S+E+1.60H 2.231 -Z Bottom 0.324 Min Temp% 0.3382 17.656 OK X-X, -t-0.90D+W-t-0.90H 0.9347 +Z Bottom 0.324 Min Temp% 0.3382 17.656 OK X-X, -t-0.90D+W-t-0.90H 0.9347 -Z Bottom 0.324 Min Temp% 0.3382 17.656 OK X-X, -t-0.90D+E-t-0.90H 0.9347 +Z Bottom 0.324 Min Temp% 0.3382 17.656 OK X-X, -t-0.90D+E-t-0.90H 0.9347 -Z Bottom 0.324 Min Temp% 0.3382 17,656 OK Z-Z, +1.40D+1.60H 1.454 -X Bottom 0.324 Min Temp% 0.3382 17.656 OK Z-Z, +1.40D+1.60H 1.454 +X Bottom 0.324 Min Temp% 0.3382 17.656 OK Z-Z, +1.20D-t-0.50Lr+1.60L +1.60H 4.472 -X Bottom 0.324 Min Temp% 0.3382 17.656 OK Z-Z, +1.20D-t-0.50Lr+1.60L +1.60H 4.472 +X Bottom 0.324 Min Temp% 0.3382 17.656 OK Z-Z, +1.20D+1.60L-t-0.50S+1.60H 4.396 -X Bottom 0.324 Min Temp% 0.3382 17.656 OK Z-Z, +1.20D+1.60L-t-0.50S+1.60H 4.396 +X Bottom 0.324 Min Temp% 0.3382 17.656 OK Z-Z, +1.20D+1.60Lr-t-0.50L +1.60H 2.475 -X Bottom 0.324 Min Temp% 0.3382 17.656 OK Z-Z, +1.20D+1.60Lr-t-0.50L +1.60H 2.475 +X Bottom 0.324 Min Temp% 0.3382 17.656 OK Z-Z, +1.20D+1.60Lr-t-0.50W+1.60H 1.490 -X Bottom 0.324 Min Temp% 0.3382 17.656 OK Z-Z, +1.20D+1.60Lr-t-0.50W+1.60H 1.490 +X Bottom 0.324 Min Temp% 0.3382 17.656 OK Z-Z, +1.20D-t-0.50L +1.60S+1.60H 2.231 -X Bottom 0.324 Min Temp% 0.3382 17.656 OK Z-Z, +1.20D-t-0.50L +1.60S+1.60H 2.231 +X Bottom 0.324 Min Temp% 0.3382 17.656 OK Z-Z, +l20D+~ .60S-t-0.50W+1.60H 1.246 -X Bottom 0.324 Min Temp% 0.3382 17.656 OK Z-Z, +1.20D+1.60S-t-0.50W+1.60H 1.246 +X Bottom 0.324 Min Temp% 0.3382 17.656 OK Z-Z, +1.20D-t-0.50Lr-t-0.50L +W+1.60H 2.307 -X Bottom 0.324 Min Temp% 0.3382 17.656 OK Z-Z, +1.20D-t-0.50Lr-t-0.50L +W+1.60H 2.307 +X Bottom 0.324 Min Temp% 0.3382 17.656 OK Z-Z, +1.20D-t-0.50L-t-0.50S+W+1.60H 2.231 -X Bottom 0.324 Min Temp% 0,3382 17.656 OK Z-Z, +1.20D-t-0.50L-t-0.50S+W+1.60H 2.231 +X Bottom 0.324 Min Temp% 0.3382 17.656 OK Z-Z, +1.20D-t-0.50L-t-0.20S+E+1.60H 2.231 -X Bottom 0.324 Min Temp% 0.3382 17.656 OK Z-Z, +1.20D-t-0.50L-t-0.20S+E+1.60H 2.231 +X Bottom 0.324 Min Temp% 0.3382 17.656 OK Z-Z, +0.90D+W-t-0.90H 0.9347 -X Bottom 0.324 Min Temp% 0.3382 17.656 OK Z-Z, -t-0.90D+W-t-0.90H 0.9347 +X Bottom 0.324 Min Temp% 0,3382 17.656 OK Z-Z, -t-0.90D+E-t-0.90H 0.9347 -X Bottom 0.324 Min Temp% 0,3382 17.656 OK _ ~~z, :t-0.,9QO~-t-0.$0H On(:} Way Shear 0.9347 +)( Bottom 0.324 Min Temp% 0.3382 17.656 OK Lqad Combination ... Vu@-X Vu~+X Vu (f!)-Z Vu@+Z Vu:Max PhiVn Vu/ Phi*Vn Status +1AOD+1.60H 4.651 psi 4.651 psi 4.651 psi 4.651 psi 4.651 psi 75 psi 0.06201 OK +1.20D-t-0.50Lr+1.60L +1.60H 14.306 psi 14.306 psi 14.306 psi 14.306 psi 14.306 psi 75 psi 0.1907 OK +1.20D+1.60L-t-0.50S+1.60H 14.062psi 14.062 psi 14.062 psi 14.062 psi 14.062 psi 75 psi 0.1875 OK +1.20D+1.60Lr-t-0.50L +1.60H 7.915 psi 7.915 psi 7.915 psi 7.915 psi 7.915 psi 75 psi 0.1055 OK +1.20D+1.60Lr-t-0.50W+1.60H 4.767psi 4.767 psi 4.767 psi 4.767 psi 4.767 psi 75 psi 0.06356 OK +1.20D-t-0.50L +1.60S+1.60H 7.135psi 7.-135 psi 7.135 psi 7.135psi 7.135 psi 75 psi 0.09513 OK +1.20D+1.60S-t-0.50W+1.60H 3.986psi 3.986 psi 3.986 psi 3.986 psi 3.986psi 75 psi 0.05315 OK +1.20D-t-0.50Lr-t-0.50L +W+1.60H 7.379psi 7.379 psi 7.379 psi 7.379 psi 7.379psi 75 psi 0.09838 OK +1.20D-t-0.50L-t-0.50S+W+1.60H 7.135 psi 7.135psi 7.135 psi 7.135 psi 7.135psi 75 psi 0,09513 OK +1.20D-t-0.50L-t-0.20S+E+1.60H 7.135 psi 7.135 psi 7.135 psi 7.135 psi 7.135psi 75 psi 0.09513 OK -t-0.90D+W-t-0.90H 2.99 psi 2.99psi 2.99 psi 2.99 psi 2.99 psi 75 psi 0.03986 OK -t-0.90D+E-t-0.90H 2.99 psi 2.99 psi 2.99 psi 2.99 psi 2.99psi 75 psi 0.03986 OK Dodd and Assocites Project Title: En~ineer: PrOJect Descr: Project ID: Fife ,e'\\aoddserver\currentacaal2725SP·1\2727SM\WORKFl.;,1\CALCUb·11QUONSE.,.UC6: , ---!:NERGALJ;), 1t,j~j~8~2014,llulld;6;1-4':8.1 --. f ,fl:J ' Description : NEW CONC. FOOTING FOR HRD7 & HDRB PQhclifng s~~ar :, All units k Load Combination ... Vu Phi*Vn Vu/ Phi*Vn Status +1.40D+1.60H 19.632 psi 150psi 0.1309 OK +1.20D+0.50Lr+1.60L +1.60H 60.392 psi 150psi 0.4026 OK +1.20D+1.60L +0.50S+1.60H 59.362 psi 150psi 0.3957 OK +1.20D+1.60Lr+0.50L+1.60H 33.414 psi 150psi 0.2228 OK +1.20D+1.60Lr+0.50W+1.60H 20.122 psi 150psi 0.1341 OK +1.20D+0.50L +1.60S+1.60H 30.12 psi 150psi 0.2008 OK +1.20D+1.60S-t0.50W+1.60H 16.828 psi 150psi 0.1122 OK +1.20D+0.50Lr+0.50L+W+1.60H 31.149 psi 150psi 0.2077 OK +1.20D+0.50L +0.50S+W+1.60H 30.12 psi 150psi 0.2008 OK +1.20D+0.50L +0.20S+E+1.60H 30.12 psi 150psi 0.2008 OK +0.90D+W+0.90H 12.621 psi 150psi 0.08414 OK +0.90D+E+0.90H 12.621 psi 150psi 0.08414 OK BUILDING .ENERGY ANALYSIS REPORT PROJECT: Quonset Project 2725 State Street Carlsbad Village, CA 92008 Project Designer: Brett Farrow Architect 125 Mozart Avenue Cardiff, CA 92007 760.230.6851 Report Prepared by: Wayne Seward Bear Technologys 777 4 Calle Mejor Carlsbad, CA 92009 760.635.2327 Date: . , 1/29/2015 The EnergyPro computer program has been used to perform the calcufations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2013 Building Energy Efficiency Standards. This program developed py EnergySoft, LLC -www.energysoft.com. Ene Pro 6.4 b Ene Soft User Number: 5956 ID: 15Q1038.1-3 · Cover Page Table of Contents TABLE OF CONTENTS Form MCH-01-E Mechanical Systems Form MCH-02-E HVAC System Requirements Form MCH-03-E Mechanical Ventilation and Reheat Form MCH-04-E Required Acceptance Tests Form MCH-05-E Requirements for Packaged Single Zone Units Form MCH-O7-E Fan Power Consumption HVAC _System Heating and Cooling Loads Summary EnergyPro 6.4·by EnergySoft Job Number: ID: 15Q1038.1-3 User Number: 5956 1 2 3 6 8 10 13 15 18 STATE OF CALIFORNIA MECHANICAL SYSTEMS CEC-NRCC-MCH-01-E (Revised 06/14 CALIFORNIA ENERGY COMMISSIO!i CERTIFICATE OF COMPLIANCE NRCC-MCH-01-E Mechanical Systems (Page 1 of3) ProjectName: Quonset Project DatePrepared: 1/29/2015 MECHANICAL CdMPLIANCE FORMS & WORKSHEETS (check box if worksheet is included) t=or detailed instructions bn the use of this and all Energy Efficiency Standards compliance forms, refer to the 2013 Nonresidential Mpnual Note: The Enforcement Agency may require all forms to be incorporated onto the building plans. YES NO Form/Worksheet# Tjtle El D NRCC-MCH-01-E (Part 1 of 3) Certificate.of Compliance, Declaration. Required on plans for all submittals. !I D NRCC-MCH-01-E (Part 2 of 3) Certificate of Compliance, Required Acceptance Tests (MCH-02A to 11A). Required on pla,is for all submittals. g:J D NRCC-MCH-01-E (Part 3 of 3) Certificate of Compliance, Required Acceptance Tests (MCH-12A to 18A). Required on plans where applkable. IZl D NRCC-MCH-02-E (Part 1 of 2) Mechanical Dry Equipment Summary is required for all submittals with Central Air Systems. It is optional on plans. 121 tJ NRCC·MCH-02-E (Part 2 of 2) Mechanical Wet Equipment Summary is required for all submitta~s with chilled water, hot water o~ condenser water systems. It is optional on plans. m 0 NRCC-MCH-03-E Mechanical Ventilation and Relieat is required for all submittals with multiple zone heating and cooling systems. It is optional on plans. MECHANICAL HVAC ACCEPTANCE FORMS (check box for required forms) Designer: This farm ls ta be used by the designer and attached ta the plans. listed below are all the acceptance tests for HVAC systems. The designer is required ta check the applicable boxes far all · acceptance tests that apply and list all equipment that requires an acceptance test. All equipment of the same type that requires a test, list the equipment cfescription and the number of systems. Installing Contractor: The contractor who installed the equipment is responsible to either conduct the acceptance test them self or have a qualified entity run the test for them. If more than one person has responsibility for the acceptance testing, each person shall sign and submit the Certificate of Acceptance applicable to the portion of the construction or installation for which they are responsible. Enforcement Agency: Plancheck-The NRCC-MCH-01-£ form ls not considered a completed form and is not ta be accepted by the building department unless.the correct boxes are checked. Inspector -Before occupancy permit is granted all newly installed process systems must be tested ta ensure proper operations. Test Description MCH-02A MCH-03A MCH-04A MCH-0SA MCH-06A MCH-07A MCH-0BA MCH-09A MCH·l0A MCH-11A Equipment #of Outdoor Single Zone Air Economizer Demand Supply Fan Valve Leakage Supply Water Hydronic Automatic Requiring Testing units Air Unitary Distribution Controls Control VAV Test Temp. Reset System Demand Shed or Verification Ducts Ventilation Variable Flow Control (DCV) Control YORKZXG6T1 2 Rl 21 [J [J Ill [J [J [J [J [J [J [J [J [J [J [J [J [J [J [J [J [J [J [J [J [J 0 0 [J 0 [J 0 0 0 [J 0 0 [J [J [J 0 0 0 0 0 [J 0 [J [J [J [J 0 [J 0 0 [J 0 [J [J 0 CA Building Energy Efficiency Standards -2013 Nonresidential Compliance June 2014 STATE OF CALIFORNIA MECHANICAL SYSTEMS CEC-NRCC-MCH-01-E (Revised 06/14 CALIFORNIA ENERGY COMMISSIOI\ CERTIFICATE OF COMPLIANCE NRCC-MCH-01-E Mechanical Systems (Page 2 of 3) ProjectName: Quonset Project Date Prepared: 1/29/2015 MECHANICAL HVAC ACCEPTANCE FORMS (check box for required forms) Designer: This form is to be used by the designer and attached to the plans. listed below are all the acceptance tests for HVAC systems. The designer is required to check the applicable boxes for all acceptance tests that apply and list all equipment that requires an acceptance test. All equipment of the same type that requires a test, list the equipment description and the number of systems. Installing Contractor: The contractor who installed the equipr:nent is responsible to either conduct the acceptance test them self or have a qualified entity run the test for them. If more than one petson has · responsibility for the acceptance testing, each person shall sign and submit the Certificate of Aq:eptance applicable to the portion of the construction or installation for which thex are responsible. The following tests require a Enforcement.Agency: Plancheck-The NRCC-MCH-01-E form Is not considered-a· completed forlJI and is not to be' accepted by the building department unless the correct boxes are checked. _Inspector-Before occupancy permit is granted all newly installed.process systems must be tested to ensure proper operations. -Test Descriptjon MCM-12A MCH-13A MCH-14A MCH-15A MCH-16A • MCH-17A MCH-18A -Equipment #of Fault Detection & Automatic Fault Distributed Energy Thermal Energy Supply Air Condenser Water ECMS · Requiring Testing units Diagnostics for DX D~tection & Storage DX AC Storage (TES) Temperature-Reset Reset Controls or Verification Units Diagnostics for Air & Systems Systems Controls Zone YORKZXG6Tc 2 a a a a a D a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a CA Building Energy Efficiency Standards -2013 Nonresidential Compliance June 2014 STATE OF CALIFORNIA MECHANICAL SYSTEMS CEC-NRCC-MCH-01-E (Revised 06/14' CALIFORNIA ENERGY COMMISSlot, CERTIFICATE OF COMPLIANCE NRCC-MCH-01-E Mechanical Systems (Page 3 of 3) Project Name: Quonset Project Date Prepared: 1/29/2015 DOCUMENTATION AUTHOR~S DECLARATION STATEMENT 4&,J1,1 . 1. I certify that this Certificate of Compliance documentation is accurate and complete . Documentation Author Name: Wayne Seward Documentation Author Signature: - Company: Bear Technologys Signature Date: 112912015 cAifilc Address: 7714 Calle Mejor CEA/ HERS Certification Identification (if applicable): iiiifii1cfiiiiiiiii City/State/Zip: Phone: 760.635.2327 ...... -. Carlsbad, CA 92009 MMWOI•~ RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1. The information provided on this Certificate of Compliance is true and correct. 2. I am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design or system design identified on this Certificate of Compliance (responsible designer). 3. The energy features and performance specifications, materials, components, and f!lanufactured devices for the building design or system d~sign id~ntlfied on this Certificate of Compliance conform to the· requirements-of Title 24, Part 1 and Part 6 of the California Code of Regulations. 4. The building design features or system design features identified on this Certificate of Compliance are consistent with the information.provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application •. 5. I will ensure that a completed signed copy of this Certificat~ of Compliance shall be made available with the ~~errnit(s) issued for the building, and made <!Vailable to the enforcement agency for all applicable inspections. I understand that a completed signed copy of this Certificate of Compliance is ~ed t~luded with the documentation the builder provides to the building owner at occupancy. _ Responsible Designer Name: Brett Farrow Respbnslble Designer ~m .z -~~ Company: Brett Farrow Architect Date Signed: m~ I 16"' V - Address: 125 Mozart Avenue License: 7"'J/pk7, City/State/Zip: Cardiff, CA 92007 Phone: 760.230.6851 CA Building Energy Efficiency Standards -2013 Nonresidential Compliance June 2014 STATE OF CALIFG>RNIA HVAC SYSTEM REQUIREMENTS CEC-NRCC-MCH-02-E Revised 06/14 CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE NRCC-MCH-02-E HVAC Dry System Requirements (Page 1 of 3) ProjectName: Quonset Project Date Prepared: 1/29/2015 Equipment Tags and System·Description1 ,_ , ~ .. -•' ... . BIJfLDlNG A BUILDING B ' -~ _'-'.~ ~ ,.; :, -,,.L'' . ---------,_, ., r-__--.,;-.. -· , MANDATORY MEASURES T-24 Sections Reference to the Requirements in the Contract Document/ Heating Equipment Efficiency3 . 110.i or 110.i{a) .E2.1 E2.1 Cooling Equipment Efficiency3 110.1 or 110.2(a) E2.1 E2.1 HVAC or Heat P!.!mp Thermostats 110.2(b), 110.2(c) E2.1 E2.1 Furnace Standby Loss Control 110.2{d) E2.1 E2.1 Low leakage AHUs 110.2(f) E2.1 E2.1 Ventilation4 120.l(b) E2.1 E2.1 Demand Control Ventilation5 120.l(c)4 E2.1 E2.1 Occupant Sensor Ventilation Control6 120.l(c)S, 120.2(e)3 E2.1 E2.1 Shutoff and R:eset Controls7 120.2(e) E2.1 E2.1 Outdoor Air and Exhaust Damper Control 120.2(f) E2.1 E2.1 Isolation Zones 120.2(g) E2.1 E2.1 Automatic Demand Shed Controls 120.2(h) E2.1 E2.1 Economizer FDD 120.2(i) I E2.1 E2.1 Duct Insulation 120.4 E2.1 E2.1 PRESCRIPTIVE MEASURES Equipment is sized in conformance with 140.4(a & b) y Y/N y Y/N Y/N · 140.4 (a & b) Supply Fan Pressure Control 140.4(c) E2.1 E2.1 s·imultaneous Heat/Cool8 140.4(d) E2.1 E2.1 Economizer 140.4(e) E2.1 E2.1 Heat and Cool Air Supply Reset 140.4{f) E2.1 E2.1 Electric Resistance Heating9 l,40.4(g) E2.1 E2.1 Duct Leakage Seali~g and Testing.10 140.4(1) E2.1 E2.1 Notes: 1. Provide equip,r,ent tags (e.g. AHU 1 to 10) and system description (e.g. Single Duct VAV reheat) as appropriate. Multiple units with common_ requirements can be grouped together. 2. Provide references to plans (i.e. Drawing Sheet Numbers) and/or specifications (including Section name/number and relevant paragraphs) where each requirement is specified. Enter "NIA" if the requirement is not applicable to this system. 3. The referenced plans and specifications must iricluc/e all· of the following information: equipment tag, equipment nominal capacity, Title 24 minimum efficiency requirements, and actual rated equipment efficiencies. Where multiple efficiency requirements are applicable (e.g. full-and part-load} include all. Where appliance standards apply (110.1), identify where equipment is required to be listed per Title 201601 et seq. 4. Identify where the ventilation requirements are documented for each central HVAC system. Include references to both central unit schedules and sequences of operation. If one or more space is naturally ventilated identify where this is documented in the plans and specifications. Multiple zone central air systems must also provide a MCH-03-E form. s: If one or more space has demand controlled ventilation identify where it is specified including the sensor specifications and the sequence of operation. 6. If one or more space has occupant sensor ventilation control identify where it is specified including the sensor specifications and the sequence of operation 7. If the system is ODC identify the sequences for the system start/stop, optimal start, setback (if required} and setup (if required). For all systems identify the specification for the thermostats and time clocks (if applicable). 8. Identify where the heating, cooling and deadband· airflows are scheduled for this system. Include a reference to the specification· of the zone controls. Provid~ a MCH-03-E form. 9. Enter N/A if there is no electric heating. If the system has electric hea~ing indicate which exception to 140.4(g) applies. 10. If duct leakage seafing and testing is required, a. MCH-04-A form must be submitted. CA Building Energy Efficiency Standards -2013 Nonresid11mtial Compliance June 2014 STATE.OF CALIFORNIA HVAC SYSTEM REQUIREMENTS CEC-NRCC-MCH-02-E (Revised 06/13) . CALIFORNI)\ ENERGY COMMISSION ~,,,..._,,,,.-- CERTIFICATE OF COMPLIANCE NRCC-MCH-02-E HVAC Wet System Requirements (Page 3 of 3) Project Name: Quonset Project I Date Prepared: 1/29/2015 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. I certify that this· Certificate of Compliance documentation is accurate and complete. Documentation Author Name: tJµts~qd Documentation Author Sjgnature: Wayne Seward U t-C-,o-mp_a_nv_= _____ B_e_a_r_T_e_c_h~no_l_o_gy_s __ -'--------,t-S-ig...,na_tu_re_D_ate_:-,--1,_2_9-:--/2_0..,.1_5 ___ ...,..,... ___ CA~BE:::: C Address: 74 C II M · CEA/ HERS Certification Identification (if applicable): 77 · a e eJor .,.....,_,, - City/State/Zip: Carlsbad, CA 92009 Phone: 760.635.2327 RESPONSIBLE PERSON'S DECLAR_ATION STATEME~ I certify the following under penalty of perjury, under the laws of the State of California: 1. The information provided on. this Certificate of Compliance is true and-correct. ' w.,,. ...... --·- 2. I am eligible under Division 3 of the Business and professions Code to accept responsibility for the building design or system design identified on this Certificate of Compliance (responsible designer). 3. The energy features and performance specifications, materials, components, and manufactured devices for the building design or system design identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. 4. The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance-documents, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application. 5. I will ensure that a completed signed copy of this Certificate of Compliance shall be made available with the building permit(s) issued for the building, and made available to the enforcement agency for all applicable inspections. understand that a completed signed copy of this Certificate of Compliance is required to be included witf:i the documentation the bui to e building owner at occupancy. Responsible Designer Name: Brett Farrow Res Company: Brett Farrow Architect Address: 125 Mozart Avenue License: City /State/Zip: Cardiff, CA 92007 Phone: 760.230.6851 CA Building Energy Efficiency Standards -2013 Nonresidential Compliance June 2014 STATE OF CALIFORNIA MECHANICAL VENTILATION AND REHEAT CEC-NRCC-MCH-03-E (Revised 06/14: CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE N RCC-MCH-03-E Mechanical Ventilation & Reheat (Page 1 of 2) ProjectName: Quonset Project Date Prepared: 1/29/2015 ACTUAL DESIGN INFO (FROM ,EQUIPMENT SCHEDULES, ETCl VAV'Reheated Primary Air VAV Deadband AREA BASIS OCCUPANCY BASIS MINIMUM CFM Primary Air CFM A i;: ~ <z .,,-!!! e~ i:! ;l m S: ..... B 8c ~ !B -zm Q Gl z s: )> .,, -ili~ 6 )> ::e :l! C ;!!: C ~ ~~~ ~ ~ ;g· n~~ -n Cl> ~ ~ D :C C ~* n~~ ?: 2!: :!l -~ s: 6 ?ii ::e -< E I! n I ~ I ~~ 3~ C C n F n~~ ?: 5 i3i -::ei!l G 8 z . C ~!§ z a s: z q s: .,, m "' i H s: z. n ?: ~ )> "' ~ ·,P:l~SJ]:-,-,· :';:: l:' ;~:,),;j:,:·'·;;·~:~::.:+·.· .. ::~':.+ /• :::::: _·,iE?;,45lJ'g::2-~i:'j491 1 I" · 1 .. ·1 ~-~~T.. r · 1 · ,. ; •, .... ,_', . . . '.,;:. ' .... ' . . .·' . ' ; ,,:·: ~ . ·, . . . ": i:,,:·_:; · .. :· .. ·'_ ... :· .. ~--. . "·' ·-~ . ··: ··. ~ ,,;,;,T"•,' ·. '·,tj::·,. . v::.: ·.· ]· .~-l--· ·. f.,: .~7,f::>. ·. ;; ''"'&'.'': . ,,,,, .. ,.,. "~~-'~~" ··1·· ,,,, ~--·-'-·'/,_' ,,,.-' .. \. ' ', \.. ,, ~ , .. ,1, "I•·., .... : ' _,,_ ., ±';-,,,,,,;, , .. ·~· .\j ',''! ·-.:,,1·: ",1.'·· ','" ;\I-' Yellow shaded cells require user input. Remaining cells are protected and automatic J z n C: -n ~ s: .,, 0 m "T1 "' .,, .,, m .m 0 ill .,, r-0 m z K L s: z n ~ ?: ~~ ij ,:s{.ai .-,115~0 ,, ' --.=.' 1,227 Total 15.0 986 Totai '':.:," / _',,. ';·'c,.' ,,' ,,~; B. The largest amount of primary air supplied by the terminal unit when it's operating in the cooling mode. C. The smallest amount of primary air supplied by the terminal unit in the dead band mode. D. The largest amount of primary air supplied by the terminal unit when it's operating in the heating mode. M I N 0 .,, 'i:n 2:! -~ ~ ~ n Z Cl>~ jg~:P8 n"' o -~ ~ . 1 )> ~ 8 no:li.Q ~ ~ ::! 6 ~ C: -!6 ::e ~ Cl C m .1,227 y 1,227 -i-- 986 lY --986 E. A terminal unit can be controlled with DDC controls, or non-DDC controls. Each control category has different reheat limitations in code. F. Transfer Air must be provided where Required Ventilation Airflow (Column M) is greater than the Design Primary Deadband Airflow (Column C). H. Minimum ventilation rate per Section §120.1. Table 120.1-A. p Q R s T n S: ?: ~ 'N z ~ . 8 zO ~a.ll-'8 o-S: -·O ~ "' s: C: s: £;l Z C ! ~ g ~ a ~ g~~ ,¼, 3::c,C C: __;.Oz~ ;E Om Cl -c,n -n :c "" .o~ ~ Q rn s: E :> ' ,':XJ J. Based on number of fixed seats where applicable or the greater of the expected number of occupants and 50% of the CBC occupant load for egress purposes for spaces without fixed seating. M. Required Ventilation Airflow (Req'd Ventilation Airflow) is the larger of the ventilation rates calculated on an AREA BASIS or OCCUPANCY BASIS (Column I or L) N. This column Identifies whether or not the Design Primary Deadband Airflow complies or not. It compares the value in column M to the value In column C and column F. O. Design Primary Cooling Airflow * 0.50 for DDC, Design Primary Cooling Airflow * 0.30 for Non-DDC. If the Design Primary Cooling Airflow is less than 300 cfm, then this is not applicable. P. Maximum of Column Mand Column 0. If the Design Primary Cooling Airflow is 300 cfm or less, then this is not applicable. Q. This column ldentifies whether or not the Design Primary Reheat Airflow at the zone level, complies or not. It compares the value in column P to the value in column D. R. Design Primary Cooling Airflow* 0.20 for DDC. Not applicable for Non-DDC zones or zones where Design Primary Cooling Airflow is is 300 cfm or less. S. Maximum of Column M and Column R. Not applicable if the Design Primary Cooling Airflow is 300 cfm or less. T. This column identifies whether or not the Design Primary Deadband Airflow at the zone level, complies or not. it compares the value in column S to the value in column C. CA Building Energy Efficiency Standards -2013 Nonresidential Compliance June 2014 STATE OF CALIFORNIA MECHANICAL VENTILATION AND REHEAT CEC-NRCC-MCH-03-E (Revised 06/14' CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE NRCC-MCH-03-E Mechanical Ventilation & Reheaf (Page 2 of2) ProjectName: Quonset Project Date Prepared: 1/29/2015 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT . 4f,,J1,.i,,1 · 1. I certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Wayne Seward · Documentation Author Signature: Company: Bear Technologys Signature.Date: 112912015 c.ABJlc Address: 7774 Calle Mejor CEA/ HERS Certlfiqition ldentllicatlon (if applicable): itiiii11iiiiiE City/State/Zip: Carlsbad, CA 92009 · Phone: 760.635.2327 ----·---- RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1. The information provided on this Certificate of Compliance is true and correct. 2. I am eligible under Division 3 of the Business ahd Professions Code to accept responsibility for the building design or system design identified on this Certificate of Compliance (responsible designer). 3. 'The energy f~atures and performance specifications, materials, components, and manufactured devices for the building design or system .design identified on this Certificate of Compliance conform to the requirements of Title 24, Part i and Pa·rt 6 of the California Code of Regulations. 4. The building design features or system design features identified on this Certificate of Compliance are consistent with the-information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application. 5. I will ensure that a completed signed copy of this Certificate of Compliance shall be made available with the building permit(s) issued for the building, and made availaqle to the enforcement agency for all applicable inspections. I understand that a completed signed copy of this Certificate of Compl~quired ~u~ed·with the documentation the builder provides to the building owner at occupancy. Responsible Designer Name: Brett Farrow Responsible Deslgner~.ff< ~~ Company: Brett Farrow Architect DateSigned: ~/{;/ J?(.;:-"-f Address: 125 Mozart Avenue License: ~ /,,,, iir' - City/State/Zip: Phone: , Cardiff, CA 92007 760.230.6851 CA Building Energy Efficiency Standards -2013 Nonresidential Compliance June 2014 STATE OF CAUFORNIA REQUIRED ACCEPTANCE TESTS CERTIFICATE OF COMPLIANCE NRCC-MCH-04-E Required Acceptance Tests (Page 1 of 3) · Project Name: Quonset Project I Date Prepared: 1/29/2015 MECHANICAL COMPLIANCE FORMS & WORKSHEETS (indicate if worksheet is included) For detailed instructions on the use of this and all Energy Efficiency Standards compliance forms, refer to the 2013 Nonresidential Manual Note: The Enforcement Agency may require all forms to be incorporated onto the building plans. Forms NRCC-MCH_-04-E and NRCC-MECH-05-E are alternative forms to NRCC-MCH-01-E, NRCC-MCH-02-E and N_RCC- MCH-03-E fot projects using only single zone packaged HVAC systems. YES NO Form Title ,/ NRCC-MCH-04-E (1 of 2) Certificate of Compliance. Required on plans when used. ,/ NRC<;:-MCH-04-E (2 of 2) . Mechanical Acceptance Tests. Required on plans when used. . ,/ NRCC-MCH-05-E (1 of 2) HVAC Prescriptiv,e Requirements. It is required on plans when used. ,/ . NRCC-MCH-05-E (2 of 2) Methanical SWH Equipment Summary is required for all submittals with service water heating, pools or spas. It is required on plans where applicable. CA Building Energy Efficiency Standards -2013 Nonresidential Compliance June 2014 STATE OF CALIFORNIA REQUIRED ACCEPTANCE TESTS ................ . ...... . .. CERTIFICATE OF COMPLIANCE NRCC-MCH-04-E Required Acceptance Tests (Page 2 of 3) · ProjectName: Quonset Project j DatePreparea: 1/29/2015 Designer: This form is to be used by the designer and attached to the plans. Listed below are all the acceptance tests for mechanical systems. The designer is required to check the applicable boxes by all acceptance tests that apply and list all equipment that requires an acceptance test. If all equipment of a certain type requires a test, list the equipment description and the number of systems. The NA number designates the Section in the Appendix. of the Nonresidential Reference Appendices Manual that describes the test. Since this form will be part of the plans; completion of this section will allow the responsible party to budget for the scope of work appropriately. Enforcement Agency: Systems Acceptance. Before occupancy permit is granted for a newly constructed building or space, or a new space-conditioning system serving a building or space is operated for normal use, all control devices serving_the ·building or space shall be certified as meeting_ the Acceptance Requirements for Code Compliance. Systems Acceptance. Before occupancy permit is granted. All newly installed HVAC equipment must be tested using the Acceptance Requirements .. The NRCC-MCH-04-E form is not considered a completed form and is not to be accepted by the building department u~less the correct boxes are checked. The equipment requiring testing, person performing the test (Example: HVAC installer, TAB contractor, controls contractor, PE in charge of project) and wha~ Acceptance test must be conducted.,·The following checked-off forms are required for ALL newly installed and replaced equipment. In addition a Certificate of Acceptance forms sha!I be submitted to the building department that certifies plans, specifications, installation certificates, and operating and maintenance information meet the requirements of Section 10-103(b) and Title 24 Part 6. The building inspector must receive the properly filled out and signed forms before the building can receive final occupancy. Test Description MCH-02-A MCH-03-A MCH-04-A MCH-05-A MCH-06-A MCH-07-A MCH-11-A MCH-12-A MCH-14-A MCH-18-A Test Performed By: Equipment #of Outdoor Single Zone Air Economizer Demand · Supply Automatic FDDfor Distribute Energy Requiring units Air Unitary Distribution Controls Control FanVAV Demand Packaged d Energy Managem Testing or Ducts Ventilation Shed DX Units Storage ent Verification (DCV) Control DXAC Control Systems System YORKZXG 2 ,/ ,/ ,/ CA Building Energy Efficiency Standards -2013 Nonresidential Compliance June 2014 STATE OF CALIFORNIA REQUIRED ACCEPTANCE TESTS .... -..... -. . ---·-----· .. --··-···-······. ··-··-· --·······--·-·· CERTIFICATE OF COMPLIANCE NRCC-MCH-04-E Required Acceptance Tests (Page 3 of 3) · ProjectName: Quonset Project I Date Prepared:. 1/29/2015 · DOCUMENTATION AUTHOR'S DECLARATION STATEMENT ·~~ 1. I certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Wayne Seward Documentation Author Signature: Company: Bear Technologys · Signature Date: 112912015 cABtt Address: 7774 Calle Mejor CEA/ HERS Certification Identification (if applicable): c.ntom!aAs6odatloncf'"'.n.llouof-Consultanb City/State/Zip: Carlsbad, CA 92009 Phone: 760.635.2327 ---·- RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1. The Information provided on this Certificate of Compliance is true and correct. 2. I am eligible under Division 3 of the Business and .Professions Code to accept responslbility'for the building design or system design identified onthis Certificate of Compliance (responsible designer). 3. The·energy features and performance specifications, materials, components, and manufactured devices for the building design or system design identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. 4. The building design features or·system design features identified on this Certificate-of Compliance are consistent with the information p'rovided on ct.her applicable compliance documents, . worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application. 5. I will ensure that a completed signed copy of this Certificate of Compliance shall be made available with the building permit(s) issued for the building, and made available to the enforcement agency for all applicable inspections. I understand that a completed signed copy of this Certificate of Compliance is re<3u1ectto be included with the documentation the builder provides to the building owner at occupancy. . ~ / ./7"'--.... ./'1 Responsible Designer Name: Brett Farrow Responsible Designer S'7,")"j,/ ~ 'id.& ~ Company: Brett Farrow Architect Date Signed: 3--/ V ff..(-P -,: , Address: 125 Mozart Avenue License: ~?'6~ City/State/Zip: Cardiff, CA 92007 Phone: 760.230.6851 CA Building Energy Efficiency Standards -2013 Nonresidential Compliance June 2014 STATE OF CALIFORNIA REQUIREMENTS FOR PACKAGED SINGLE ZONE.UNITS CEC-NRCC-MCH-05-E (Revised 06/14' CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE N RCC-MCH-05-E Requirements for Packaged Single-Zone Units (Page 1 of 2) ProjectNanie: Quonset Project Date Prepared: 1/29/2015 Equipment Tag(s)1 ',. ,. •,,, :~ '.," '~ -::~' ,'' '':,'. {B0lLDINGi(: i' ' ;:·· :: '.·. '_ -' ::BUILDiNG ,ff, . ·.;/' _ _::' . ;; :·:'. .: f "' .. ::':/: '':/'.:::•,'.' .. ,,.<···';'', MANDATORY MEASURES T-24 Sections Requirement As Schedulecf Requirement! As Schedulecf Reqµiremenf . As Schedule,cf Heating Eq_uipment Efficiency4 110.1 or 110.2(a) 3.30COP 3.40 COP 3.30 COP 3.40 COP Cooling Equipment Efficiency4 110.1 or 110.2(a) 11.0 EER 11.4 EER 11.0 EER 11.4 EER Thermostats5 110.2(b), 110.2(c) ·setback Setback Setback Setback Furnace Standby Loss Control6 110.2(d) n/a n/a Low Leakage AHU 110;2(f} NR none NR none Ventilation7 120.l(b) 1,227 1,227 986 986 Demand Control Ventilations 120.l(c)4 NR Yes NR Yes Occupant Sensor Ventilation Controls 120·.l(c)S, 120.2(e)3 Shutoff and Reset Controls9 120.2(e) Req Programmable Req Programmable l Outdoor Air and Exhaust Damper Control 120.2(f) Req -Auto Req Auto Automatic Demand Shed Controls 120.2(h) ( NR nc:ine NR none Economizer FDD 120.2(1) NR NR Duct Insulation 120.4 ,· n/a nc;me n/a none ' PRESCRIPTIVE MEASURES Equipment is sized in conformance with 140.4(a ~ b) 104,983 Btu/h 43,845 Btu/hr ·83,694 Btu/hr 43,845 Btu/hr 140.4 (a & b) 105,640 Btu/h 51 973 Btu/hr 78 285 Btu/hr 51.459 Btu/hr Economizer 140.4(e) Rea No Economize1 Req No Economizer Electric Resistance Heating10 140.4(g) No No No No Duct Leakage Sealing and Testing.11 140.4(1) NR No NR No Notes: 1. Provide equipment tags (e.g. AC1 or AC1 to 10). Multiple units of the same make and model with the same application and accessories can be grouped together. 2. Enter the following information as appropriate: Unit Manufacturer; Unit Model Number (including all accessories); Description of the unit (e.g. gas-pack or heat pump; rated heating capacity (enter "NIA" if no heating); and, rated cooling capacity (enter "NIA" if no cooling). For unit capacities include the units (e.g. kBtuh ortons). 3. For each requirement, enter the minimum requirement from the Standard In the left column (under "Standard Requirement"). In the right column (under "As Scheduled") enter the value for the units as specified. 4. Where there is more than one requirement (e.g. full and part load efficiency) enter both with the appropriate labels (e.g. COP and IEER). 5. In the left column identify the thermostatic requirements from the standard (e.g. programmable setback thermostat or heatpump with electric heat), . In the right column indicate the capabilities of the thermostat as scheduled. 6. If the unit has a furnace which is rated at >=225,000 Btuh of capacity, indicate the rated standby loss and ignition source (e.g. /ID). If there is no furnace or the unit is roted for <225,000 Btuh indicate "NIA". 7. In the left column, enter both the required ventilation value from Table 120.1A and for the number of occupants times 15 cfmlperson. In the right column enter the actual minimum ventilation as scheduled. If the space is naturally ventilated enter "NIA" in the left column and "the space is naturally ventilated" in the right column. 8. If the space is required to have either DCVor Occupant Sensor Ventilation Control indicate "required" in the left column (otherwise indicate "NIA" in the left column). If either DCV or Occupant Sensor Ventilation Control is provided indicate "provided" in the right column (otherwise indicate "NIA" in the right column) 9. In the left column indicate the required time controls from the standard. In the right column identify the device that provides this functionality (e.g. EMCS or programmable timeclock). 10. Enter NIA if there is no electric heating. If the system has electric heating indicate which exception to 140.4(g) applies. 11. If duct leakage sealing and testing Is required, a MCH-04-A form must be submitted. CA Building Energy Efficiency Standards -2013 Nonresidential Compliance June 2014 STATE OF CALIFORNIA REQUIREMENTS FOR PACKAGED SINGLE ZONE UNITS CEC-NRCC-MCH-05-E (Revised 06/14: CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE NRCC-MCH-05-E Requirements for Packaged Single-Zone Units (Page 2 of 2) Project Name: Quonset Project. Date Prepared: 1/29/2015 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 4J~~ 1. I certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Wayne Seward Documentation Author Signature: Company: Bear Technologys Signature Date: 1/;29/2015 cABJlc Address: 777 4 Calle Mejor CEA/ HERS Certification Identification (if applicable): CalibntllAnodfllonof1•~..,,...:.EnaravCons~ltants Oty/State/Zlp: Carlst;,ad; CA 92009 · Phone: 760.635.2327 ---·- RESPONSIBLE PERSON'S DECJ,ARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1. The information provided on this·Certificate of Compliance is true and correct. 2. I am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design or system design identified on this Certificate of Compliance (responsible designer). ~-The energy features and performance specifications, materials, components, and manufactured devices for th~ building design or system design identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. 4. The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application. 5. I will ensure that a completed signed copy of this Certificate of Compliance shall be made available with the building permit(s) issued for the building, and made available to the enforcement agency for all applicable inspections. I understand that a completed signed .copy of this Certificate of Complia~equired to be included with the documentation, the builder provides to the building owner at occupancy. -/7 Responsible Deslg~er Name: Brett Farrow Responsible Designer Signature~ ~ w~ Company: Brett Farrow Architect Date Signed: .k'/b//f-' ""I Address: 125 Mozart Avenue License: ~ & &, '8 City/State/Zip: Phone: I 760.230.6851 Cardiff, CA 92007 CA Building Energy Efficiency Standards -2013 Nonresidential Compliance June 2014 STATE OF CALIF0RNIA FAN POWER CONSUMPTION CEC-NRCC-MCH-07-E Revised 07/14 CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE NRCC-MCH-O7-E Power Consumption of Fans Requirements {Page 1 of2) ProjectName: Quonset Project Date Prepared: 1/2912015 Constant V9lume Fans Systems NOTE: Provide one copy of this worksheet for each fan system with a total fan system horsepower greater than 25 hp of Constant Volume Fan Systems when using the Pres_criptiveApproach. See Power Consumption of fans §140.4{c). A B ·c D E F FAN DESCRIPTION . DESIGN EFFICIENCY NUMBER OF PEAK WATTS BRAKE HP FANS BxEx746/ MOTOR DRIVE (CxD) BUILDING A -Supply Fan 0.500 85.5% 97.0% 1.0 450 Variable Air Volume Fans Systems NOTE: Provide one copy of this worksheet for each fan system with a total fan system horsepower greater than 25 hp of Variable Air Volume {VAV) Systems when using the Prescriptive Approach. See Power Consumption of fans §140.4{c). A B C D E F FAN DESCRIPTION DESIGN EFFICIENCY NUMBER OF PEAK WATTS BxEx746/ BRAKE HP MOTOR DRIVE FANS (CxD) Totals and Adjustments FILTER PRESSURE ADJUSTMENT Equation 140.4-A . 1) TOTAL FAN SY?TEM POWER (WATTS, SUM 450 w in §140.4(c) of the Building Energy Efficiency COLUMN F) Standards. 2) SUPPLY DESIGN AIRFLOW 2,012 CFM A) lffilter pressure drop (SP al is greater than 1 inch 3) TOTAL FAN SYSTEM POWER INDEX (Row 1 / Row 2) 1 W/CFM W. C. or 245 Pascal then enter SP. on line 4. Enter Total Fan pressure drop-across the fan (SPtl on Line 4)SPa inW.C 5. or Pa 5) SPt inW.C B) Calculate Fan Adjustment and enter on line 6. or Pa C) Calculate Adjusted Fan Power Index and enter 6) Fan Adjustment= 1-(SP. -1)/SPt on Row7 7) ADJUSTED FAN POWER INDEX (Line 3 x Line 6) 1 0.224 W/CFM 1. TOTAL FAN SYSTEM POWER INDEX or ADJUSTED FAN POWER INDEX must not exceed 0.8 w/cfm for Constant Volume systems or 1.25 w/cfm for VAV systems. CA Building Energy Efficiency Standards -2013 Nonresidential Compliance July2014 STATE'OF CALIFCiRNIA FAN POWER CONSUMPTION CEC-NRCC-MCH-07-E (Revised 07/14) CALIFORNIA ENERGY COMMISSION ~ CERTIFICATE OF COMPLIANCE NRCC-MCH-07-E Power Consumption of Fans Requirements (Page 1 of 2) Project Name: Qqonset Project j Date Prepared: 1/29/2015 Constant Volume Fa.ns Systems NOTE: Provide one copy of this worksheet for each fan system with a total fan system horsepower greater than 25 hp of Constant Volume Fan Systems when using the Prescriptive Approach,. See Power Consumption of fans §140.4(c). A B C D E F FAN DESCRIPTION DESIGN EFFICIENCY NUMBER OF PEAK WATTS Bx Ex746/ BRAKE HP MOTOR DRIVE FANS (CxD} BUILDING B -Supply Fan 0.500 85.5% 97.0% 1.0 450 Variable Air Vo.lume Fans Systems NOTE: Provide one copy of this worksheet for each fan system with a total fan system horsepower greater than 25 hp of Variable Air Volume (VAV) Systems when using the Prescriptive Approach. See Power Consumption of fans §140.4{c). A B C D E F FAN DE~CRIPTION DESIGN EFFICIENCY NUMBER OF PEAK WATTS BxEx746/ BRAKE HP MOTOR DRIVE FANS (Cx D} - Totals and Adju~tments FILTER PRESSURE ADJUSTMENT Equation 140.4-A l} TOTAL FAN SYSTEM POWER (WATTS, SUM 450 w in §140.4(c} of the Building Energy Efficiency COLUMN'F} Standards. 2) SUPPLY DESIGN AIRFLOW 2,012 CFM A} If filter pressure drop (SPa)·is greater than 1 inch 3) TOTAL FAN SYSTEM POWER INDEX (Row 1 / Row 2) 1 W/CFM W. C. or 245 Pascal then enter SP. on line 4. Enter Total Fan pressure dr.op across the fan (SPt) on Line 4}SPa inW.C 5. or Pa S} SPt inW.C B} Calculate Fan Adjustment and enter on line 6. or Pa C) Calculate Adjusted Fan Power Index and e·nter 6} Fan Adjustment= 1-(SPa -1}/SPt on Row7 7) ADJUSTED FAN POWER INDEX (Line 3 x Line 6} 1 0.224 W/CFM 1. TOTAL FAN SYSTEM POWER INDEX or ADJUSTED FAN POWER INDEX must not exceed 0.8 w/cfm for Constant Volume systems or 1.25 w/cfm lfor VAV systems. CA Building Energy Efficiency Standards -2013 Nonresidential Compliance July2014 STATE OF CALIFORNIA FAN POWER CONSUMPTION CEC-NRCC-MCH-07-E /Revised 07/14) CALIFORNIA ENERGY COMMISSION ""'-',,.,- CERTIFICATE OF COMPLIANCE NRCC-MCH-07-E Power Consumption of Fans Requirements (Page 2of2) ProjectName: Quonset Project I Date Prepared: 1/29/2015 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. I certify that this Certificate of Compliance documentation is accurate and complete. t;JtS~~d Documentation Author Name: Wayne Seward Documentation Author Signature: Company: Bear Technologys Signature Date: 112912015 c~-Address: 777 4 Calle Mejor CEA/ HERS Certification Identification (if applicable): CaLfornil,Anooationo(n-"""'""" .. City/State/Zip: Carlsbad, CA 92009 Phone: 760.635.2327 w.,.,._. -·- RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: I 1. The information provided on this Certificate of Compliance is true and correct. 2. I am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design or system design iqentified on this Certificate of Compliance (responsible designer). . 3. The energy features and performance specifications, materials, components, and manufactured devices for the building design or system design identified on this Certificate of Compliance conform to the requirements ofTitle 24, Part 1 and Part 6 of the California Code of Regulations. 4. The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this "building permit application.· 5. I will-ensure that a completed signed copy of this-Certificate of Compliance shall be made available with the building permit(s) issued for the building, and made available to the enforcement agency for all applicable inspections. I u~derstan~.,:,ia completed signed copy of this Certificate of Compliance is required to·be included with the documentation the b•·"-'--_.,.,_ides to building owner at occupancy. Responsible Designer Name: Brett Farrow Responsible -y/ ,~ Company: Brett Farrow Architect Date Signed: / r F,/i)/j ~ Address: 125 Mozart Avenue License: ~bb~1 , City/State/Zip: Cardiff, CA 92007 Phone: 760.230.6851 CA Building Energy Efficiency Standards -2013 Nonresidential Compliance July2014 HVAC SYSTEM HEATING-AND COOLING LOADS SUMMARY Project Name Date Quonset Project 1/29/2015 System Name Floor Area BUILDING A 2,453 ENGINEERING CHECKS SYSTEM LOAD Number of Svstems 1 COIL COOLING PEAK COIL HTG. PEAK Heatina System CFM Sensible Latent CFM Sensible .. Outcut cer Svstem 56,000 Total Room Loads 3,859 69,440 16,353 918 26,809 Total Output (Btuh) 56,000 Return Vented Lighting 0 Output· (Btuh/sqft) 22.8 Return Air Ducts 3,472 1,340 Coolina System Retl,lrn Fan 0 0 Output cer Svstem 69,000 Ventilation 1,227 9,387 5,586 1,227 45,459 . Total Output (Btuh) 69!000 Supply Fan 1,535 -1,535 Total Outcut (Tons) 5.8 Supply Air Ducts 3,472 1,340 Total Output (Btuh/saftl 28.1 Total Output (saft/Tonl 426.6 · TOTAL SYSTEM LOAD 87,306 21,939 73,415 Air System CFM per System 2,012 HVAC EQUIPMENT SELECTION Airflow (cfm) 2,012 YORK ZXG 6 Ton 51,973 20,151 43,845 Airflow Ccfm/saftl 0.82 Airflow (cfm/Ton) 349.9 Outside Air (%) 61.0% Total Adjusted System Output 51,973 20,151 43,845 O.utside..Alr (cfm/~ttl 0.50 (Adjusted for Peak·Design conditions) •. Note: values above aiven at ARI conditions TIME OF SYSTEM PEAK Aug2 PM Jan 1 AM HEATING SYSTEM PSYCHROMETRICS Airstream Temneratures at Time of Heatina Peak) 35 Of 48°F 97°F 98°f ,I] @ ~ ~ ~~ I I I I~ ~ -i Outside Air -o-Supply Fan 1,227 cfm Heating Coil 97°f 2,012 cfm ' -~ ! r.i/.1 ROOM .,~lE 69°F 70°f --C I . I I c~ I . -. .. COOLING SYSTEM PSYCHROMETICS (Afrstream Temneratures at Time of Coolina Peakl 83/68°F 80/66°f . 55/54°F 56/ 54 Of 'ii @ ~ . ·~ I I I I~ ~ ~ -i ., Outside Air ~~ 1,227 cfm Coo.ling Coil Supply Fan 57/55°F ,II, 2,012cfm [-ROOM m 56.5% :':r.: 76./64 Of 74/64°f ~ -~ I. I I I~~ I . ·-, EnergyPro 6.4 by EnergySoft User Number: 5956 RunCode: 2015-01-29717:23:49 ID: 15Q1038.1-3 Page 18of19 .. HVAC SYSTEM HEATING AND.COOLING LOADS SUMMARY Project Name Date Quonset Project ' 1/29/2015 System Name Floor Area BUILDING B 1,971 ENGINEERING CHECKS, SYSTEM LOAD Number of Svstems 1 COIL COOLING PEAK COIL HTG. PEAK Heating Svstem CFM Sensible Latent CFM Sensible Output per Svstem 56,000 · Total Room Loads 2,714 50,135 13,140 725 21,273 Total Output (Btuhl 56,000 Return Vented Lighting 0 Output (Btuh/saft) -28.4 Return Air Ducts 2,507 1,064 Cooling Svstem Return Fan 0 0 Output per Svstem 69,000 Ventilation 986 8,015 6,028 986 36,662 Total Output (Btuhl 69,000 Supply Fan 1,535 -1,535 Totai Output (Tons) · 5.8 Supply Air Ducts 2,_507 1,064 Total Output (Btuh/sqft) 35.0 Total Output (sqft/Ton) 342.8 TOTAL SYSTEM LOAD 64,698 19,168 58,527 Air System CFM per System 2,012 HVAC EQUIPMENT SELECTION Airflow (cfrn) 2,012 YORK ZX:G 6 Ton 51,459 19,867 43,845 Airflow Ccfrn/sciftl 1.02 - Airflow (cfrn/Ton) 349.9 Outside Air {%) 49.0% Total Adjusted System Output 51,459 19,867 43,845 Outside Air (cfm/sqft) 0.50 (Adjusted for Peak Design conditions) Note: values above aiven at ARI conditions TIME OF SYSTEM PEAK Aug 2PM Jan 1 AM HEATING SYSTEM PSYCHROMETRICS Airstream Temoeratures at Time of Heating Peak) 35°F 53°F 97°F 98°F ,i] @/1 ~~ ~ --I . I I -i ,. Outside Air .. o-Supply Fan 986cfm Heating Coil 97°F 2,012 cfm ·~ I l~t] ROOM . 70°F 70°F ~ 1· l I .~ ~ I ~ ~ COOLING SYSTEM PSYCHROMETICS (Airstream Temperatures at Time of Cooling Peak) 83 / 68 Of 79/65°F 55-/ 54°F 56/54°F ,IJ @ ~~ I~ --I I I .. -.. i Outside Alr ..-4 .- 986 cfm Cooling Coil Supply Fan 57 / 55 Of ~ 2,012 cfm /RooM· m 54.8% 75/63 °F 74 I 63 °F .. ~ I I ! ~~ I ~ -~ EnergyPro 6.4 by EnergySoft User Number: 5956 RunCode: 2015-_01-29717:23:49 ID: 15Q1038.1-3 Page 19of19 -- .. BUILDING ENERGY ANALYSIS REPORT PROJECT: Quonset Project Addition 2727 State Street Carlsbad, CA 92008 Project Designer: Brett Farrow Architect ' 125 Mozart Avenue Cardiff, CA 92007 760.230.6851 Report Prepared by: Wayne Seward Bear Technologys 777 4 Calle Mejor Carlsbad, CA 92009 760.635.2327 Job Number: 15Q1039.1-3 Date: 1/29/2015 The EnergyPro computer program has been used to perfonn the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2013 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC -www.energysoft.com. EnerovPro 6.4 by EnerovSoft User Number: 5956 ID: 15Q1039.1-3 \'-t007f ~ t ~ TABLE OF CONTENTS Cover Page 1 Table of Contents 2 Form MCH-01-E Mechanical Systems 3 Form MCH-02-E HVAC System Requirements 6 Form MCH-03-E Mechanical Ventilation and Reheat 8 Form MCH-04-E Required Acceptance Tests 10 Form MCH-05-E Requirements for Packaged Single Zone Units 13 Form MCH-07-E Fan Power Consumption 15 HVAC System Heating and Cooling Lo?ds Summary 18 / ,, EnergyPro 6.4 by EnergySoft Job Number: ID: 15Q1039.1-3 User Number: 5956 STATE OF CALIFORNIA MECHANICAL SYSTEMS CEC-NRCC-MCH-01-E (Revised 06/14' CALIFORNIA ENERGY COMMISSIOI\ CERTIFICATE OF COMPLIANCE NRCC-MCH-01-E _ Mechanical Systems (Page 1 of 3) Project Name: Quonset Project Addition Date Prepared: 1/29/2015 MECHANICAL COMPLIANCE FORMS & WORKSHEETS (check box if worksheet is included) 11:'or detailed instructions on the use of this and all Energy Efficiency Stanc;lards compliance forms, refer to the 2013 Nonresidential Manual Note: The· Enforcement Agency may require all forms to be incorporated onto the building plans. YES NO Form/Worksheet# Title Ill D NRCC-MCH-01-E (Pc1rt 1 of 3) Certificate of Compliance, Declaration. Required on plans for all submittals. Ill D NRCC-MCH-01-E (Part 2 of 3) Certificate of Compliance, R~quired Accepta11ce Tests (MCH-02A to 11A). Required on p,ans for all submittals. Ill D NRCC-MCH-01-E (Part 3 of 3) Certificate of Compliance, Required Acceptance Tests (MCH-12A to 18A). Required on plans where appiicable. Ill D NRCC-MCH-02-E (Part 1 of 2) · Mechanical Dry Equipment Summary is r:_equired for all submittals, with Central Air Sy~tems. It is optional on plans. It] D NRCC-MCH-02-E (Part 2 of 2) Mechanical Wet Equipment Summary is required for all submittals with chilled water, hot water or condenser water systems. It is optional on plans. I!) D NRCC-MCH-03-E , Mechanical Ventilation and Reheat is required for all submittals with multiple zone heating and cooling systems. It is optional on plans. MECHANICAL HVAC ACCEPTANCE FORMS (check box for required forms) Designer: This form is to be used by the designer and attached to the plans. listed below are all the acceptance tests for HVAC systems. The designer is required to check the applicable boxes for all acceptance tests that apply and list all equipment that requires an acceptance test. All equipment of the same type that requires a test, list the equipment description and the number of systems. Installing Contractor: The contractor who installed the equipment is responsible to either conduct the acc_eptance test them self or have a qualified entity run the test for them. If more than one person has responsibility for the acceptance testing, each person shall sign and submit the Certificate of Acceptance applicable to the portic;m of the construction or installation for wh'lch they are responsible. Enforcement Agency: Plancheck-The NRCC-MCH-01-E form is not considered a completed form and is not to be accepted by the building department unless the correct boxes are checked. Inspector -Before occupancy permit is granted all newly installed process systems must be tested to ensure proper operations. Test Description MCH-02A MCH-03A MCH-04A MCH-0SA MCH-06A MCH-07A MCH-08A MCH-09A MCH-l0A MCH-11A Equipment #of Outdoor Single Zone Air Economizer Demand Supply Fan Valve Leakage Supply Water Hydronic Automatic Requiring Testing units Air Unitary Distribution Controls Control VAV Test Temp. Reset System -Demand Shed or Verification Ducts Ventilation Variable Flow Control (DCV) Control YORK ZXG 6 T, 1 £1 El D D D D D D D D York ZXG 3 Tor 1 £1 !J D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D CA Building Energy Efficiency Standards -2013 Nonresidential Compliance June 2014 STATE OF CALIFORNIA MECHANICAL SYSTEMS CEC-NRCC-MCH-01-E (Revised 06/14' CALIFORNIA ENERGY COMMISSIOt- CERTIFICATE OF COMPLIANCE NRCC-MCH-01-E Mechanical Systems (Page 2 of3) P'roject Name: Quonset Project Addition Date Prepared: 1/29/2015 Ml;CHANICAL HVAC ACCEPTANCE FORMS (check box for required forms} ·oesigner: This form ls to be used by the designer and attached to the plans. Listed below are all the acceptance tests for HVAC systems. The designer is required to check the applicable boxes for all . acceptance tests that apply and list all equipment that requires an acceptance test. All equipment of the same type that requires a test, list the equipment description and the number of systems. Installing Contractor: The contractor who installed the equipment ls responsible to either conduct the acceptance test them self or have a qualified entity run the test for them. If more than one person has responsibility for the acceptance testing, each person shall sign and submit the Certificate of Acceptance applicable to the portion of the construction or installation for which they are responsible. The following tests require a Enforcement Agency: Plancheck -The NRCC-MCH-01-E form is not considered a completed form and is not to be accepted by the building department unless the correct boxes are checked. · Inspector -Before occupancy permit is granted all newly installed process systems must be tested to ensure proper operations. Test Description MCH-12A MCH-13A MCH-14A MCH-lSA MCH-16A MCH-17A MCH-18A Equipment #of Fault Detection & Automatic Fault Distributed Energy Thermal Energy Supply Air Condenser Water ECMS Requiring Testing units Diagnostics for DX Detection & Storage DX AC Storage (TES) , Temperature Reset Reset Controls or Verification Units Diagnostics for Air & Systems Systems Controls Zone YORK ZXG 6 Tc. 1 D D D D D D D - York ZXG 3 Tor 1 D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D 0 D D D CA Building Energy Efficiency Standards -2013 Nonresidential Compliance June 2014 STATE OF CALIFORNIA MECHANICAL SYSTEMS CEC-NRCC-MCH-01-E (Revised 06/14: CALIFORNIA ENERGY COMMISSIOI\ CERTIFICATE OF COMPLIANCE NRCC-MCH-01-E Mechanical Systems (Page 3 of3) Project Name: Quonset Project Addition Date Prepared: 1/29/2015 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT ~'~ 1. I certify that this Certificate of Compliance documentation Is accurate and complete. Documentation Author Name: Wayne Seward Documentation Author Signature: Compa.ny: Bear Technologys Signature pate: 112912015 cABEc : Address: 777 4 Calle Mejor CEA/ HERS Certification Identification (if applicable): lliiiiliiiliii&iii City/State/Zip: Phone:· 760.635.2327 --Carlsbad, CA 92009 -·- RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1. The information provided on this Certificate of Compliance is true and correct. 2. I am eligibl~ under Division 3 of the Business and Professions Code to accept responsibility for the building design or system design identified on this Certificate pf Coinpljance (responsible designer). 3. The energy features and performance specifications, materials, components, and manufactured devices for the building design or system design identified on this <::ertificate of Compliance conform to the requirements ofTltle 24, Part 1 and Part 6 of the california Code of Regulations. 4. The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and· specifications submitted to the enforcement agency for approval with this building permit application. 5. I will ensure that a completed signed copy of this Certificate of Compliance shall be made available with the building permit(s) issued for the building, and made available to the enforcement agency for all applicable inspections. I understand that a completed signed copy of this Certificate of Compliai'.: is req~ be included with the documentation the builder provides to the building owner at occupancy. ,/ Responsible Designer Name: Brett Farrow Responsible Des~: !)Aft Company: Brett Farrow Architect DateSlgned: ~.J~ V' ., Address: 125 Mozart Avenue License: ~/,b~ City/State/Zip: Phone: -760.230.6851 Cardiff, CA 92007 CA Building Energy Efficiency Standards -2013 Nonresidential Compliance June 2014 STATE GF CALIFORNIA HVAC SYSTEM REQUIREMENTS CEC-NRCC•MCH-02-E (Revised 06/14) ., CALIFORNIA ENERGY COMMISSION ~ CERTIFICATE OF COMPLIANCE NRCC-MCH-02-E HVAC Dry System Requirements (Page 1 of 3) Project Name: Quonset Project Addition I DatePrepared: 1/29/2015 Equipment Tags and System Des~ription1 -,_,_-.,_.., .. --·----, -.. -:yoR·Ks fan ··voRK3Ton -. ' ., ---. -,_ .,:, MANDATORY MEASURES T-24 Secticms Reference to the Requirements in the Contract Docuinents2 Heating Equipment Efficiency3 110.1 or 110.2(a) E2.1 E2.1 Cooling Equipment Efficiency3 110.1 or 110.2(a) E2.1 E2.1 HVAC or Heat Pump Thermostats 110.2(b), 110.2(cl E2,1 E2.1 Furnace Standby Loss Control 110.2(d) E2.1 E2.1 Low leakage AHUs 110.2(f) E2.1 E2.1 Ventilation4 120._l(b) E2.1 E2.1 Demand Control Ventilation5 120.1(c)4 E2.1 E2.1 Occupant Sensor Ventilation Control6 120.l{c)S, 120.2(e)3 E2.1 E2.1 Shutoff and Reset Controls7 120.2{e) E2.1 E2.1 Outdoor Air and Exhaust Damper Control 120.2{f) E2.1 E2.1 Isolation Zones 120.2(g) E2.1 E2.1 Automatic Demand Shed Controls 120.2(h) E2.1 E2.1 Economizer FDD . 120.i(i) E2.1 E2.1 Duct Insulation 120.4 E2.1 E2.1 PRESCRIPTIVE MEASURES Equipment is sized in conformance with 140.4{a & b) y Y/N y Y/N Y/N 140.4(a & b) Supply Fan Pressure Control 140.4{c) E2.1-E2.1 Simultaneous Heat/Cool8 ' 140.4(d) E2.1 E2.1 Economizer 140.4{e) E2.1 E2.1 Heat and Cool Air Supply Reset 140.4(f) E2.1 E2.1 Electric Resistance Heating9 140.4(g) E2.1 E2.1 Duct Leakage Sealing and Testing.1° 140.4(1) E2.1 E2.1 Notes: 1. Provide equipment tags (e.g. AHU 1 to_10} and system description (e.g. Single Duct VAV reheat) as appropriate. Multiple units with common requirements can be grouped together. 2. Provide references to plans (i.e. Drawing Sheet Numbers) and/or specifications (including Section name/number and relevant paragraphs) where each requirement is specified. Enter "NIA" if the requirement is not applicable to this system. 3. The referenced plans and specifications must include all of the following information: equipment tag, equipment nominal capacity, Title 24 minimum efficiency requirements, and actual rated equipment efficiencies. Where multiple efficiency requirements are applicable (e,g. full-and part-load) include all. Where appliance standards apply (110.1), identify where equipment is required to be listed per Title 20 1601 et seq. 4. · Identify where the ventilation requirements are documented for each central HVAC system. Include references to both central unit schedules and sequences of operation. -If one or more space is naturally ventilated identify where this is documented in the plans and specifications. Multiple zone central air systems must also provide a MCH-03-E form. 5. If one or more space has demand controlled ventilation identify where it is specified including the sensor specifications and the sequence of operation. 6. If one or more space has occupant sensor ventilation control identify where it is_ specified including the sensor specifications and the sequence of operation 7. If the system is DOC identify the sequences for the system start/stop, optimal start, setback (if required} and setup (if required). For all systems it;lehtify the specification for the thermostats and time clocks (if applicable). 8. Identify where the heating, cooling and deadband airflows are scheduled for this system. Include a reference to the specification of the zone controls. Provide a MCH-03-Eform. 9. Enter N/A if there is no electric heating. If the system has electric heating indicate which exception to 140.4(g) applies. 10. If duct leakage sealing and testing is required, a MCH-04-A form must be submitted. CA Building Energy·Efficiency Standards -2013 Nonresidential Compliance June 2014 STATE OF CALIFORNIA • HVAC SYSTEM REQUIREMENTS CEC-NRCC-MCH-02-E /Revised 06/13) CALIFORNIA ENERGY COMMISSION -CERTIFICATE OF COMPLIANCE NRCC-MCH-02-E HVAC Wet System Requirements (Page 3 of 3) Pro~ect Name: Quonset Project Addition I DatePrepared: 1/29/2015 -DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 4J,~ -1. I certify that this Certificate of Compliance documentation is accurate and complete. -Documentation Author Name: Wayne Seward Documentation Author Signature: Company: Bear TeGhnologys Signature Date: 1/29/2015 ~ Address: 777 4 Calle Mejor CEA/ HERS Certification Identification (if applicable): CABEc- ()llfoml.lAssocbtlonof"'.a.n....r..-~ . City/State/Zip: Carlsbad, CA 92009 Phone: w.,,. ...... 760.635.2327 --·- RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1. The information provided on this Certificate of Compliance is true and correct. 2. I am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design or system design identified on this Certificate of Compliance (responsible designer). 3. The energy features and performance specifications, materials, components, and manufactured devices for the building design or system design identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. 4. The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents,_ worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application. 5. I will-ensure that a completed signed copy of this Certificate ofCompliance shall be made available with the building permit(s) issued for the building, and made available to the enforcement agency for all applicable inspections. I understa~at =feted signed copy of this Certificate of Compliance is required to be included with the documentation the builder provides the ildi g owner at occupancy. Responsible Designer Name: Brett Farrow · Responsible Designe(SJ1mature: ~ /,,,., .A /fff ............... .7rr Company: Brett Farrow Architect Date Signed: "? -/ , -~1~,'\ -/ll'fP(} Address: 125 Mozart Avenue License: ::7-,J t I, 'g , City/State/Zip: Cardiff, CA 92007 Phone: , 760.230.6851 CA Building Energy Efficiency Standards -2013 Nonresidential Compliance June 2014 STATE OF CALIFORNIA MECHANICAL VENTILATION AND REHEAT CEC-NRCC-MCH-03-E (Revised 06/14: CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE N RCC-MCH-03-E Mechanical Ventilation & Reheat (Page 1 of 2) Project Name: Quonset Project Addition Date Prepared: 1/29/2015 ACTUAL DESIGN INFO (FROM EQ\JIPMENT SCHEDULES, ETC} VAV Reheated Primary Air VAV Deadband AREA BASIS OCCUPANCY BASIS MINIMUM I CFM Primary Air CFM A ~ cl <z ..,-!!!. ~!!! ;! ;! G) s: ...,._ B 8c om C: ffi -Zz Q Ci) "'0 s: ;!!. '2 -:::ls: 5> :IE :l! C :,,, C $ C £JI 6~~ ~ t ;ll· Qzf s: 0 > -:l! D :X:c ~* -Zz n Gl.,, ~ ;!!. '2 -:::ls: 5> :E ~ E ~ ~~ z.,, -m C C n F ;!!. ~ n ::g z .,, re"' ~i ~· G 8 z ~~~ -~o z a s: z ~ "O• gJ l> ~ H s: z Q s: ~ l> "' 5l! J 1- z C ~ 0 -ry .,, m 0 .,, r-m _K n .,, s: .,, m :,0 .,, m "' ~ z L s: z n ~~ .~ ~ 0 ~ : 291 · 727 ro,al ·-~~oq~Ji,, .·~-.:.::·,]:.<.:.:::~ .. ,.;1;:;··:~:;>1-.·i.:;:.J?:~. _· .. k1,,1,a~JQ;?.~.123s :~$14 ' :I 15.0 591 bil~z:cr· .····'!"· ~3···1~":rfi·11os =-· :·;J•.·•··· ;_::-;c:\;·---:-.. s.:·~:,~.:~--:::.-.:j.'.;J;::J;X:: ·,3 :;.•::::<:!·::{'.·-•fol•~~ .... ::.:::~; 7.:2:,) 15.0 .. ',\";• ,, 108 Total i[ ,,t:,:.---:. ,·.f.· ,;i.\,<:; ___ .:J:2\::-.:.·· .:1.-,J l, ,,•,, T .. ,,,,, ·,_.'L'_,, . .. :-·11,,,. :• .. ' ::1,: . , ,'-,,,,' Yellow shaded cells require user input: Remaining cells are protected and automatic B. The largest amount of primary air supplied by the terminal unit when it's operating in the cooling mode. C. The smallest amount of primary air supplied by the terminal unit in the deadband mode. D. The largest amount of primary air supplied by the terminal unit when it's operating in the heating mode. M I N I 0 ,, ~ :,0 ,:;; ~ -~;!!..a 8 z ~ s: -o > Q~~d s: ~~c~~ s: -0 < ,b ~gl'l"'8 C: -!6::e~ Ul n~ o -r-.c z G) 727 IY -727 A y --699 E. A terminal unit can be controlled with DDC controls, or non-DDC controls. Each control category has different reheat limitations in code. F. Transfer Air must be provided where Required Ventilation Airflow (Column M) is greater than the Design Primary Deadband Airflow (Column C). H. Minimum ventilation rate per Section §120.1. Table 120.1-A. p Q ,R s T n S: :z ~ .,, ~ . I'> s: -8 zo ->'~ 8 o-s: -o:,: ::,:, S: C ~ nzc nca,~ s: .Q~ ~ ~6g ~Bi i .;g C: Om m -C • -a 0 Fri "' .Dz • .,, :I: ... s: E ~ z., V> '::,, J. Based on number of fixed seats where applicable or the greater of the expected number of occupants and 50% of the CBC occupant load for egress purposes for spaces without fixed seating. M. Required Ventilation Airflow (Req'd Ventilation Airflow) is the larger of the ventilation rates calculated on an AREA BASIS or OCCUPANCY BASIS (Column I or L) N. This column Identifies whether or not the Design Primary Deadband Airflow complies or not. It compares the value in column M to the value in column C and column F. 0. Design Primary Cooling Airflow * 0.50 for DDC, Design Primary Cooling Airflow * 0.30 for Non-DDC. If the Design Primary Cooling Airflow is less than 300 cfm, then this is not applicable. P. Maximum of Column Mand Column 0. If the Design Primary Cooling Airflow is 300 cfm or less, then this is not applicable. Q. This column identifies whether or not the Design Primary Reheat Airflow at the zone level, complies or not. It compares the value in column P to the value in column D. R. Design Primary Cooling Airflow* 0.20 for DDC. Not applicable for Non-DDC zones or zones where Design Primary Cooling Airflow is is 300 cfm or less. S. Maximum of Column M and Column R. Not applicable if the Design Primary Cooling Airflow is 300 cfm or less. T. This column Identifies whether or not the Design Primary_[)_e_~dbanciAirflow: at the zC>11e_ level, complies 0_1"_11ot._ ltcomp_ares the value in column S to the value in column C. CA Building Energy Efficiency Standards -2013 Nonresidential Compliance June 2014 STATE OF CALIFORNIA MECHANICAL VENTILATION AND REHEAT CEC-NRCC-MCH-03-E (Revised 06/14' CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE NRCC-MCH-03-E Mechanical Ventilation & Reheat (Page 2 of 2) Project Name: Quonset Project Addition Date Prepared: 1/29/2015 'DOCUMENTATION AUTHOR'S DECLARATION STA1;'EMENT ~J7.;,,,1 1. I certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Wayne Seward Documentation Author Signature: Conipan~: Bear Technologys Signature Date: 112912015 cm-c Address: ·777 4 Calle Mejor CEA/ HERS'Certificatlon Identification (If applicable): Oi1omlaAssodationof"'•ll,ll..,.--.,.Canwltiirt, City/State/Zip: Carlsbad, CA 92009 Phone: 760.635.2327 ---·- RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following.under penalty of perjury, under the laws of the State of Califo.rnia: 1. The information provided on this Certificate of Compliance is true and correct. · . , 2. l·am eligible under Division 3 of the Business and Professions Code to_ accept responsibility for the building design or system desigh identified on this-Certificate-of Compliance (responsible designer). 3. The energy features and·performance specifications, materials, components, and manufactured devices for the building design or system c;lesign identified on this Certificate of Compliance conform to th~ requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. 4. The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on·other applicable compliance documents, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with·this builqing_.permit application. · · 5. I will ensure that a completed signed copy of this Certificate pf Compliance shall be made available with the building permit(s) issued for the building, and made available to the enforcement agency for all applicable _inspections. I understand that a completed signed copy of this Certificate of Compliance is requ~ be in~th the documentation the builder provides to the building owner at occupancy. _ · _ Responsible Designer Name: Brett Farrow Responsible Designer Signature: '-L./ / A,' AAA .R'/// "-rr,- Company: Brett Farrow Architect Date Signed: 2--/'1 / (~ V Address: 125 Mozart Avenue license: 24 /4h1 City/State/Zip: Cardiff, CA 92007 Phone: 760.230.6851· CA Building Energy Efficiency Standards -2013 Nonresidential Compliance June 2014 STATE OF CALIFORNIA REQUIRED ACCEPTANCE TESTS --·--. ..... -. .. -· --· .. -· .... ,. ......... -·······--·-·· CERTIFICATE OF COMPLIANCE NRCC-MCH-04-E Required Acceptance Tests (Page 1 of 3) Project Name: Quonset Project Addition I Date Prepared: 1/29/2015 MECHANICAL COMPLIANCE FORMS & WORKSHEETS (indicate if worksheet is included) / For detailed instructions on the use of this and all Energy Efficiency Standards compliance forms, refer to the 2013 Nonresidential Manual Note: The Enforcement Agency may . · require all forms to be incorporated onto the building plans. Forms NRCC-MCH-04-E and NRCC-MECH-05-E are alternative forms to NRCC-MCH-01-E, NRCC-MCH-02-E and NRCC- MCH-03-E for projects using only single zone packaged HVAC systems. YES NO Form Title -,/ NRCC-MCH-04-E (1 of 2) Certificate of Compliance. Required on plans when used. ,/ NRCC-MCH-04-E (2 of 2) · Mechani~al Acceptance Tests. Required on plans when used. ,/ NRCC-MCH-05-E (1 of 2) HVAC Prescriptive Requirements. It is required on plans when used: ,/ NRCC-MCH-05-E {i of 2) Mechanical SWH Equipment Summary is required for all submittals with service water heating, pools or spas. It is required on plans where applicable. CA Building Energy Efficiency Standards -2013 Nonresidential Compliance June 2014 STATE OF CALIFORNIA REQUIRED ACCEPTANCE TESTS ---. .. . -·-·-·. -. . ·-··-----· .. --~--· _, ...... _,,,,_,,_, __ ,..,,.,, ____ ,,. CERTIFICATE OF COMPLIANCE N RCC-MCH-04-E Required Acceptance Tests (Page 2 of 3) Project Name: Quonset Project Addition I Date Prepared: 1/29/2015 Designer:. This form is to be used by tne designer and attached to the plans. Listed below are all the acceptance tests for mechanical systeli'i's. The designer is required to check the applicable boxes by all acceptance tests that apply and list all.equipment that requires an acceptance test. If all equipment of a certain type requires a test, list the equipment description and the number of systems. The NA number designates the Section in the Appendix of the Nonresidential Reference Appendices Manual that describes the test. Since this form will be pa~ of the plans, completion of this section will allow t_he _responsible party to budget for the scope of work appropriately. ' Enforcement Agency: Systems Acceptance. Before occupancy permit is granted for a newly constructec! building or space, or a new space-conditioning system serving a building or space is operated for normal use, all control devices serving the building or space shall be certified as meeting the Acceptance Requirements for Code Compliance. Systems Acceptance. Before occupancy permit is granted. All newly installed HVAC equipment must be tested using the Acceptance Requirements .. The NRCC-MCH-04-E form is not considered a completed form and is not to be accepted by the building department unless the correct boxes are checked. The equipment requiring testing, person ·performing the test (Example: HVAC installer,. TAB contractor, controls contractor, PE in charge of project) and what Acceptance test must be conducted. The following checked-off forms are required for ALL newly installed and replaced equipment. In addition a Certific~te of Acceptance forms shall be submitted to the building department that certifies plans, specificcltions, installation certificates, and operating and maintenance _information meet the requirements of Section 10-103(b). and Title 24 part 6 •. The bu\lding inspector must receive the properly filled out and signed forms before the building can receive final occupancy. Test Description MCH-02-A MCH-03-A MCH-04-A MCH-05-A MCH-06cA MCH-07-A · MCH-11-A MCH-12-A MCH-14-A MCH-18-A. Test Performed By: Equipment #of Outdoor Single Zone Air Economizer Demand Supply Automatic FOO for Distribute Energy Requiring units Air Unitary Distribution Controls Control Fan VAV Demand Packaged d Energy Managem Testing or Ducts Ventilation Shed DX Units Storage ent Verification (DCV) Control DXAC Control Systems System YORKZXG 1 ,{ ,{ York ZXG ~ 1 ,{ ,{ CA Building Energy Efficiency Standards -2013 Nonresidential Compliance June 2014 STATE OF CALIFORNIA REQUIRED ACCEPTANCE TESTS -·-·. ---· . . . . ---·-----· .. CERTIFICATE OF COMPLIANCE NRCC-MCH-04-E Required Acceptance Tests (Page 3 of 3j . Project Name: Quonset Project Addition I Date Prepared: 1/29/2015 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT ~,s,,d 1. I certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Wayne Seward Documentation Author Signature: Company: Bear Technologys Signature Date: 112912015 c~ Address: 777 4 Calle Mejor CEA/ HERS Certification Identification (if applicable): CaWomt,As$odatlonofBulldl··"--·Comubnb City/State/Zip: Carlsbad, CA 92009 Phone: 760.635.2327 ---·- RESPONSIBLE PERSON'S DECLARATION STATEMENT ! certify the following under penalty of perjury, under the laws of the State of California: 1. The information provided on this Certificate of Compliance is true and correct. 2. I am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design or system design identified on this Certificate of Compliance (responsible designer). 3. The energy features and performance specifications; materials, components, and manufactur.ed devices for the building. design or system design identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. 4. The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application. s. I will ensure that a completed signed copy of this Cer.tificate of Compliance shall be made available with the building permit(s) 1ssued for the building, and made available to the enforcement agency for all applicable inspections. I understand that a completed signed copy of thjs Certificate of Compliance is required to be included with the documentation the builder provides to the building owner at occupancy. r-/' " · ~ Responsible Designer Name: Responsible Designer Slgnatur~ I ,, 1 ' -)/./4~ Brett Farrow 1//.4/A.. ~,---,,.- Company: Brett Farrow Architect Date Signed: ~/21/rr \/ Address: 125 Mozart Avenue License: '2,.;Jt,t,7 City/State/Zip: Cardiff, CA 92007 Phone: 760.230.6851 CA Building Energy Efficiency Standards -2013 Nonresidential Compliance June 2014 STATE OF CALIFORNIA REQUIREMENTS FOR PACKAGED SINGLE ZONE UNITS CEC-NRCC-MCH-05-E (Revised 06/14 CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE NRCC-MCH-05-E Requirt;!ments for Packaged Single-Zone Units (Page 1 of 2) Project Nanie: Quonset Project Additi~n Date Prepared: 1/29/2015 · Equipment Tag(s)1 1 ' ' ' ,' •i, ', ' -~ ,' ' <" ~=' ' ' ,, -, ,q -:· ' /, ',, ,, . vo:RKifTdif ' . . '' : . ' . • ''Y,Q'RK 3.''Torr • ... :,,,. ·:,c, ,, :-: ., ,.~ i :r::? , : C.:> .·: :,_ .. ;· ,-, -~ " , , , ' MANDATORY MEASURES T-24 Sections Requirement! As Scheduled' Requirement! As Scheduled' Requirement! As Scheduletf Heating Equipment Efficiency4 110.1 or 110.2(a) 3.30 COP· 3.40 COP 7.70HSPF 8.00 HSPF Cooling Equipment Efficiency4 110.1 or 110.2(a) 11.0 EER 11.4 EER 13 SEER 13.0 SEER/ 11 Thermostats5 :1,10.2(b), 110.2(c) Setback Setback Setback Setback Furnace Standby Loss Control6 110.2(d) n/a n/a Low Ll~akage AHU 110.2(f) NR none NR none Ventilath;m7 120.1(b) 727 727 699 699 Demand Control Ventilation8 120.1(c)4 NR No NR No Occupant Sensor Ventilation Control8 120.l(c)S, 120.2(e)3 . Shutoff and Reset Controls9 120.2(e) Req Programmable Req Programmable I Outdoor Air and Exhaust Damper Control 120.2(f)· Req Auto Req Auto Automatic Demand Shed Controls i20.2(h) NR none NR none Economizer fDD 120.2(i) NR NR Duct Insulation 120.4 n/a none n/a non.e PRESCRIPTIVE MEASURES Equipment is sized in conformance with 140.4(a & b) 71,599 Btu/hr 43,845 Btu/hr 98,705 Btu/hr 35,232 Btu/hr 140.4 (a & b) 64,106 Btu/hr 51 312 Btu/hr 93 884 Btu/hr 26 560 Btu/hr Economizer 140.4(e) Rea No Economize1 NR· No Economizer Electric Resistance Heating10 140.4(g) No No No No Duct Leakage Sealing and Testing.11 140.4(1) NR No NR No Notes: 1. Provide equipment togs (e.g. AC1 or AC1 to 10). Multiple units of the some make and model with the some application and accessories con be grouped together. 2. Enter the following information as appropriate: Unit Manufacturer; Unit Model Number (including oil accessories); Description of the unit (e.g. gos-pock or heat pump; rated heating capacity (enter "NIA" if no heating); and, rated cooling capacity (enter "NIA" if no cooling). For unit capacities include the units (e.g. kBtuh or tons). 3. For each requirement, enter the minimum requirement from the Standard In the left column (under "Standard Requirement"). In the right column (under 1'As Scheduled") enter the value for the units as specified. 4. Where there is more than one requirement (e.g. full and part load efficiency) enter both with the appropriate labels (e.g. COP and IEER). 5. In the left column identify the thermostatic requirementsfrom the standard (e.g. programmable setback thermostat or heatpump with electric heat), . In the right column Indicate the capabilities of the thermostat as scheduled. 6. If the unit has a furnace which is rated at >=225,000 Btuh of capacity, indicate the rated standby loss and ignition source (e.g. /ID). if there is no furnace or the unit is rated for <225,000 Btuh indicate "NIA". 7. In the left column, enter both the required ventilation value from Table 120.1A and for the number of occupants times 15 cfmlperson. In the right column enter the actual minimum ventilation as scheduled. If the space is naturally ventilated enter "NIA" in the left column and "the space is naturally ventilated" in the right column. 8. If the space is required to have either DCV or Occupant Sensor Ventilation Control indicate "required" in the left column (otherwise Indicate "NIA" in the left column). If either DCV or Occupant Sensor Ventilation Control is provided indicate "provided" in the right column (otherwise indicate "NIA" in the right column) 9. In the left column indicate the required time controls from the standard. In the right column identify the device that provides this functionality (e.g. EMCS or programmable timeclock). 10. Enter NIA if there is no electric heating. If the system has electric heating indicate which exception to 140.4{g) applles. 11. If duct leakage sealing and testing is required, a MCH-04-Aform must be submitted. CA Building Energy Efficiency Standards -2013 Nonresidential Compliance June 2014 STATE OF CALIFORNIA REQUIREMENTS FOR PACKAGED SINGLE ZONE UNITS CEC-NRCC-MCH-05-E (Revised 06/14' CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE NRCC-MCH-05-E Requirements for Packaged Single-Zone Units (Page 2 of 2) Project Name: Quonset Project Addition Date Prepared: 1/29/2015 DOCUME~ATION AUTHOR'S DECLARATION STATEMENT ~,,,S,,,1 1. I certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Wayne Seward Documentation Authi;ir Signature: Company: Bear Technologys Signature Date: 1/29/2015 ~~ Address: 777 4 Calle Mejor CEA/ HERS Certification Identification (if applicable): Oty/State/Zip: C~rlsbad, CA 92009 Phone: 760.635.2327 ----·- RESPONSIBLE PERSON'S DECLA~TION STATE!\11ENT I certify the following under penalty of perjury, under the laws 9f the State of California: 1. The information provided on this Certificate of Compliance -is true and-correct. 2. I am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design or system design identified ory this Certificate of Compliance (responsible designer). 3. The energy features and performance specifications, materials, components, and manufactured devices for the building design or system design identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. 4. The building,deslgn features or system.design features identified on this Certificate of Compliance are consistent with the information proviped on,other applicable compliance documents, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application. 5. I will ensure that a completed signed copy of this Certificate of Compliance shall be made available with the building permit(s) issued for the building, and made available to the enforcement agency for all applicable inspections. I understand that a completed signed copy of this Certificate of Compliant require~cluded with the documentation the builder provides to the building owner at occupancy. , --'~ Responsible Designer Name: Brett Farrow Responsible Designer Signature: ~ {W/A ~ Company: Brett Farrow Architect Date Signed: z__-/4. //1/ ~ ~I Address: 125 Mozart Avenue License: ~ibi City/State/Zip: Cardiff, CA 92007 Phone: , 760.230.6851 CA Building Energy Efficiency Standards -2013 Nonresidential Compliance June 2014 STATE OF CALIFO~NIA FAN POWER CONSUMPTION CEC-NRCC-MCH-07-E(Revised 07)14) CALIFORNIA ENERGY COMMISSION ---~ CERTIFICATE OF COMPLIANCE NRCC-MCH-07-E Power Consumption of Fans Requirements (Page 1 of 2) ProJectName: Qµonset Project Addition I Date Prepared: 1/29/2015 Constant Voiume Fans Systems NOTE: Provide one copy of this worksheet for each fan system with a total fan system horsepower greater than 25 hp of Cansta nt Volume Fan Systems when using the Prescriptive Approacl!. See Power Consumption of fans §140.4{c). A B C D E F FAN DESCRIPTION DESIGN EFFICIENCY NUMBER OF PEAK WATTS Bx E x746/ BRAKE HP MOTOR DRIVE FANS (CxD) YORK 6 Ton -Supply Fan 0.500 85.5% 97.0% 1.0 450 Variable_ Air Volume Fans Systems -- NOTE: Provide one c_opy of this worksheet far each fan system with a total fan system horsepower greater than 25 hp of Variable Air Volume (VAV} Systems ,when using the Prescriptive Apprqach. See Power Consumption of fans §140.4{c). A B C D E F FAN DESCRIPTION DESIGN EFFICIENCY NUMBER OF PEAK WATTS Bx Ex746/ BRAKE HP MOTOR DRIVE FANS (CxD) ' Totals and Adjustments FILTER PRESSURE ADJUSTMENT Equation 14O.4-A 1) TOTAL FAN SYSTEM POWER (WATTS, SUM 450 w in §14O.4(c) of the Building Energy.Efficiency COLUMr:,iF) Standards. 2) SUPPLY DESIGN AIRFLOW 2,012 CFM A) If filter press,ure drop (SP al is greater than 1 inch 3) TOTAL FAN SYSTEM POWER INDEX (Row 1 / Row 2) 1 W/CFM W. C. or 245 Pascal then enter SP. on line 4. Enter Total Fan presstJre drop across the fan (SPtl on Line 4) 5Pa inW.C ~-or Pa S)SPt inW.C B) Calculate Fan Adjustment and enter on fine 6. or Pa C) Calculate Adjusted Fari Power Index and enter 6) Fan Agjustment = 1-(SP. -1)/SPt on Row7 7) ADJUSTED FAN POWER INDEX (Line 3 x Line 6) 1 0.224 W/CFM 1. TOTAL FAN SYSTEM POWER INDEX or ADJ{JSTED FAN POWER INDEX must not exceed 0.8 w/cfm for Constant Volume systems or 1.25 w/cfm for VAV systems. CA Building Energy Efficiency Standards -2013 Nonresidential Compliance July2014 STATE OF CALIFORNIA FAN POWER CONSUMPTION CEC-NRCC-MCH-07-E Revised 07/14 CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE NRCC-MCH-07-E Power Consumption of Fans Requirements (Page 1 of2) ProjectName: Quonset Project Addition Date Prepared: 1/2912015 Constant Volume Fans Systems NOTE: Provide one copy of thls worksheet for each fan system with a total fan system horsepower greater than 25 hp of Constant Volume Fan Systems when using the Prescriptive Approach. See Power Consumption of fans §140.4{c). A, B C D E F FAN DESCRIPTION DESIGN EFFICIENCY NUMBER OF PEAK WATTS BxEx746/ BRAKE HP MOTOR DRIVE FANS (CxD) YORK 3 Ton -Supply Fan 0.330 85.5% 97.0% 1.0 297 Variable-Air Volume Fans Systems NOTE: Provlde one copy of thls worksheet for each fan system with a total fan system horsepower greater than 25 hp of Variable Alr Volume {VAV) Systems when using the Prescriptive Appr_oach. See Power Consumption of fans §140.4{c). A B C D E F FAN DESCRIPTION DESIGN EFFICIENCY NUMBER OF PEAK WATTS BRAKE HP FANS BxEx746/ MOTOR DRIVE (CxD) Totals and Adjustments FILTER PRESSURE ADJUSTMENT Equation 140.4-A 1) TOTAL FAN SYSTEM POWER (WATTS, SUM 297 w in §140.4(c) of the Building Energy Efficiency COLUMNF) Standards. 2)'SUPPLY DESIGN.AIRFLOW CFM 1,050 A) lffilter pressure drop-(SPal is greaterthan,1 inch 3) TOTAL FAN SYSTEM POWER INDEX (Row 1 / Row 2) 1 W/CFM W. C. or 245 Pascal then enter 5Pa on line 4. Enter Total Fan pressure drop across the fan (SP fl on Line 4)5Pa inW.C 5. or Pa S)SPf inW.C B) Calculate Fan Adjustment and enter on line 6. or Pa C) Calculate Adjusted Fan Power Index and enter 6) Fan Adjustment= 1-(SPa -1)/SPf on Row7 7) ADJUSTED FAN POWER INDEX (Line 3 x Line 6) 1 0.283 W/CFM 1. TOTAL FAN SYSTEM P()WERINDEX or ADJUSTED-FANPOW~R INDEX must not exceef} 0.8 w/cfm for Constant Volume systems or 1.25 w/cfm '/or VAV systems. · CA Building Energy Efficiency Standards -2013 Nonresidential Compliance July2014 STATE OF CALIFORNIA FAN POWER CONSUMPTION CEC-NRCC-MCH-07-E /Revised 07/14} CALIFORNIA ENERGY COMMISSION -- CERTIFICATE OF COMPLIANCE NRCC-MCH-07-E Power Consumption of Fans Requirements (Page 2of2) Project Name: Quonset Project Addition j DatePrepared: 1/29/2015 DOCUMENTATION AUTHOR'S DECIARATION STATEMENT . 1. I certify that this Certificate of Compliance documentation is accurate and complete. t;Jpts~.d Documentation Author Name: Wayne Seward Documentation Author Signature: Company: Bear Technologys Signature Date: 112912015 cAi&-Address: 777 4 Calle Mejor CEA/ HERS Certification Identification (if applicable): C!lifomlaAnoo4tiood8uilcln,:,"",.;_·~1$ . . . City/State/Zip: Carlsbad, CA 92009 Phone: 760.635.2327 w.,...,__. -·- RESPONSIBLE PERSON'S DECIARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1. The information provided on this Certificate of Compliance is true and correct. 2. I am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design or system design identified on this Certificate of Compliance (responsible designer). 3. The energy features and performance specifications, materials, c;omponents, and manufactured devices for the building design or system design identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. 4. The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this buil.ding permit application. 5. I will ensure that a completed signed copy of this Certificate of Compliance shall be made available with the building permit(s) issued for the building, and made available to the enforcement agency for all applicable inspections. I und=nd t~~mpleted signed copy of this Certificate of Compliance is required to be included with the documentation the builder Rro · tot uil ~ing owner at occupancy. Responsible Designer Name: Brett Farrow Responsible Designer Si~~ ,vJ~ Company: Brett Farrow Architect Date Signed: ~~t;-t 'v Address: 125 Mozart Avenue License: UJi/,f City /State/Zip: Cardiff, CA 92007 Phone: 760.230.6851 CA Building Energy Efficiency Standards -2013 Nonresidential Compliance July2014 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name Date Quonset Project Addition 1/29/2015 System Name Floor Area YORK6Ton 1,453 ENGINEERING CHECKS SYSTEM LOAD Number of Svstems 1 COIL COOLING PEAK COIL HTG. PEAK Heatina System CFM Sensible Latent CFM Sensible Output per Svstem . 56,000 Total Room Loads 2,207 41,251 9,687 763 22,361 Total Output (Btuh) 56,000 Return Vented Lighting 0 Cutout (Btuhlsaft) . 38.5 Return Air Ducts 2,063 1,118 Coolina Svstem Return Fan 0 0 Outout oer Svstem 69,000 Ventilation 727 6,069 5,702 727 27,008 Total Output (Btuh) 69,000 Supply Fan 1,535 -1,535 Total Output (Tons} 5.8 Supply Air Ducts 2,063 1,118 Total Output (Btuhlsaft) 47.5 Total Output (saft!Ton) 252.7 TOTAL SYSTEM LOAD 52,980 15,389 50,069 AirSvstem CFM oer Svstem 2,012 HVAC EQUIPMENT SELECTION Airflow (cfrn) 2,012 YORK ZXG 6 Ton 51,312 19,025 43,845 Airflow (cfrnlsqft) 1.38 Airflow.(cfrn!Ton} · 349.9 Outside Air (%} 36.1 % Total Adjusted System Output 51,312 19,025 43,845 Outside Air (cfmlsaft} 0.50 (Adjusted for Peak Design conditions) Note: values above aiven at ARI conditions TIME OF SYSTEM PEAK Jul2 PM Jan 1 AM HEATING SYSTEM PSYCHROMETRICS Airstream Temoeratures at Time of Heatina Peak) 35°f 57°F 97°F 98°F ' ,i] @1 ·~ ~ ---I I I Outside Air i ~--Supply fan 727 cfm Heating Coil 97°F 2,012 cfm ·~ !ROOM 'I ,, , r/ 69°f 70°F ~ ~-I I I -~ ~ I ~ -~ COOLING SYSTEM PSYCHROMETICS (Airstream Temoeratures at Time of Coolina Peak) 83168 Of 78I64°f 55154°f 56154°f ,IJ @1 ·~ C I I I -~ ~ i Outside Air, ~ r 727cfm Cooling Coil Supply fan 57154 Of ·~' 2,012cfm !ROOM EM 52.8% ,_::~'.: 75163 Of 74/62°F -~-l I I I~~ I ~ -~ EnetgMPro 6.4 by EnergySoft User Number: 5956 RunCode: 2015-01-29717:06:42 ID: 15Q1039.1-3 Page 18of19 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name Date Quonset Project Addition 1/29/2015 System Name , . Floor Area YORK3Ton 1,902 ENGINEERING-CHECKS SYSTEM LOAD Number of Svstems 1 COIL COOLING PEAK COIL HTG. PEAK Heating System CFM Sensible Latent CFM Sensible Output per Svstem 45,000 "total Room Loads 3,824 66,396 9,320 1,456 40,933 Total Output (Btuh) 45,000 Return Vented Lighting 0 Output (Btuh/soft) 23.7, Return Air Ducts 3,320 2,047 Coolina Svstem Return Fan 0 0 Output per Svstem 35,000 Ventilation 699 3,542 316 699 25,011 Total Output (Btuh) 35,000 Supply Fan 1,013 -1,013 Total Output (Tons) 2.9 Supply Air Ducts 3,320 2,047 Total Output (Btuh/saft) 18.4 Total Output (sattiron) 652.1 TOTAL SYSTEM LOAD 77,590 9,636 69,024 AirSvstem CFM per Svstem 1,050 HVAC EQUIPMENT SELECTION Airflow (cfm) 1,\)50 York ZXG 3 Ton 26,560 9,939 35,232 Airtlow (cfm/saft) 0.55 , Airflow (cfm/Tonl 360.0 Outside Air (%) 66.6% Total Adjusted System Output 26,560 9,939 35,232 Outside Air (cfm/saftl 0.37 (Adjusted for Peak Design conditions) Note: values above aiven at ARI conditions TIME OF SYSTEM PEAK Sep2PM Jan 1 AM HEATING SYSTEM PSYCHROMETRICS (Airstream Temoeratures at Time of Heatina Peak) 35°F 46°F 97°F 98°F ,i) @? ~ . ~~ I I I I~ -i Outside Air .-4 ... Supply Fan 699 cfm Heating CQil 96°F 1,050 cfm ~ I EiiJ ROOM 68°F 70°F --C I I I ·c~ I ~ ~ COOLING SYSTEM PSYCHROMETICS (Airstream Temoeratures at Time of Coolina Peak) 81 /66°F 79/65 °F 55754°F 56/54°F ,m @ . ~~ I I -I I~ -~ , i , Outside Air ...i ..- 699 cfm Cooling Coil Supply Fan 58 / 55 °F' ·~ 1,050 cfm !ROOM m 57.3% )',, . .;,"'-\; 76/64 °F 74/ 64 °F ~-I I I ~~ I ~ ~-~ EnergyPro 6.4 by EnergySoft User Number: 5956 RunCode: 2015-01-29T17:06:42 ID: 15Q1039.1-3 Page 19of19 "'\lcityof Carlsbad CERTIFICATION OF SCHOOL FEES PAID B-34 Development Services Building Department 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will.not issue any building permit without a completed school fee form. Project Name QUONSET COMMERCIAL Tl Building Permit Plan Check Number: PC140071 -"-....c;......c"""-'--------------------------------------- Project Address: --=27...,2=7_S=-T.a..,A_,_T...,E=-· -=S ...... T ____________________ _ A.P.N __,2,._,,0..,.3'""'-0...,5...._4-~0.,,.,3"'""'~0-0 ___________________ _ Project 'Applicant (Owner Name): _Q=U=-0=.;..;.NS=-E=T.:;......=D=EV..;:_:;;;L=L=-C--'----------------- Project Description: COMMERCIAL ADDITION Building Type Residential: NEW DWELLING UNIT(S) Square Feet of Living Area in New Dwelling/s Second Dwelling Unit: Square Feet of Living Area in SOU --------'-------------------------- Resident i a I Additio'ns: Net Square Feet New Area Commercial/Industrial: 720 Net Square Feet New Area City Certification of .J.d Applicant Information·: (Aa,uA./JA.__ ~ bate 01/12/2015 SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD [8J Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 (760-331-5000) D Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 (760-944-4300 x1166) D Vista Unified School District D San Marcos Unified School District 1234 Arcadia Drive 2 5 5 P i c o A v e S t e . 1 O O Vista GA 92083 (760-726-2170) xt San Marcos, CA 92069 (760-290-2649) 2222 Contact: Nancy Dolce (By Appt. Only) D San Dieguito Union High School District-By Appointment Only 684-Requ~za Dr. Encinitas, CA 92024 (760~753-6491 X 5514) Certification of Applicant/Owners. The person executing this declaration ("Owner'') certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. Signature: 8-::14 p,,,,., 1 nf? ,,.__ -~ SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) *************************************************************************************************** THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. SCHOOL DISTRICT: The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has,satisfied,the obligation for school facilities. This is to certify that the applican_t listed on page 1 has paid all amounts or completed other applicable school mitigation -determined by the School District. The City may issue building permits for this project - SIGNATURE OF AUTHORIZED SCHOOL OISTRICT OFFICIAL TITLE NAME OF SCHOOL DISTRICT DATE PHONE NUMBER B-34 CARLSBAD UNIFIED SCHOOL DISTRICT 6225 EL CAMINO REAL -CARLSBAD, CA 92009 {o-S'"'lS- CJ (o 6 3 3 l -506 0 Page 2 of 2 Rev. 03/09 2013 JANUARY Imaging Resou·rces RECORD COP : r 11~ 1; 1: BOISE • DENVER • LOS ANGELES • PHOENIX • PQRTLAND • SALT LAKE • SAN DIEGO • SAN FRANCISCO • SEATTLE 13 14 15 16 17 16 19 20 21 22 23 24 25 26 p 800.955.3729 I f 800.688.3729 I www.e-arc.com I www.arcsupplies.com 21 28 29 30 31 ·o.,"'~\ Nui' ~J . ~ 3 -¥-10 FEBRUARY SMTWTFS 1 2 4 5 6 7 8 9 11 12 13 14 15 16 18 19 20 21 22 23· 25 26 27 28 __ y__i_;..r_..:,:~~-=-.;·:..=...c.._..c._\nt--t=-~"'-'od-"""-'--·-~O ....... ,Jo"""'-""--_....;;t)~_-i>___.:/o__,_~k ....... a.,;h ......... o.......,; \~::::_.:;zD;;__wc!i~ MARCH SMTWTFS 1 2 3458789 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 28 27 28 29 30 31 /4 'QQ _ &il \:~:. e. :·) s 7 M :,r'; LT F S 1 2 3 4 5 8, r 8 9 10 11 12 13 11 ~ d ex i<cu~ ~Id l;). o355 I. fu9 l)J)i~~ ~ ~: ~! ~= ~~ ~------~~----~ ........... ~~--------'"-------=-----.----==-=--=--=------"'...,,. 28 29 30 ,~ Nv.D ~ T~YT F s ·r - L45 '" 1.1 ~u.n,-\1) x d0 pm-=-a3. lp.,'-{MsC \ :l3-L9<./;wr-<=::, x$1o<-/::::-;tia9o,.3lo 1:J -==-Yn:,~o~d 7dQ ~ Nv 0 _Q, 4o MSC/ I, oto~(iilo._l. -iro J 1 ,0:00 w ~ 0.1;:). wi,+:-),.. 1 2 3 4 5 8 7 8 9 10 11 -12 13 14 15 18 17 18 .20 21 22 23 24 25 27 28 29 30 31 JUNE SMTWTFS 1 2345678 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 28 27 28 29 30 JULY SMTWTFS 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 AUGUST SMTWTFS 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 SEPTEMBER SMTWTFS 1234587 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 OCTOBER SMTWTFS 1 2 3 4 5 6 7 8 9 10 11 12 · 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 o. ld ~ ,¼ x l-f o ®, =-aa. a At>t s MN°_;'E!'B~R F s 1 2 3458789 ef~ -8 ADT" x:-i t4t./ ==-o,'5,, . .ao ~~ ~~ ~: ~g ~~ ~ ~: 24 25 26 27 28 29 30 canon ~ xerox f) SHARP. ~ : Equipment • Supplies •Service • Sales • Rentals 15 22 29 DECEMBER MTWTFS 234567 9 10 11 12 13 ,14 16 17 18 19 20 21 23 24 '25 28 27 28 30 31 ,,ARC™ Imaging Resources BOISE • DENVER • LOS ANGELES • PHOENIX • PORTLAND • SALT LAKE • SAN DIEGO • SAN FRANCISCO • SEATTLE p 800.955.3729 I f 800.688.3729 I www.e-arc.com I www.arcsupplies.com 14'5o~· _ _,,_,e>.UZ>:h~ (_; ___ 11_Ji'd{)_~_~~~ ··---r-C,,__._1~::::~~~~ !..5_,__0~E:~o d:: 1o ___ ~fJ.L'ffro_£dM_ · ____ IL-J---'-''5~'Q / 5oro :::-(Ld9_~d.u.. ...... Cb!:au\:: 11} 'QQ__/_L8m::: Js<b ______ _____,,_25.~\--~· a9--:~. -=(.er-~ ~ • 5if b~~~a:-~_-::: __ $ :±_3J_E_ ----------------------~--------- D ::::-5r Jsaoo .:::: G d...LI. Cro.ved:: to ~ / 1, '2:a_a__G~ ----'-'-'118.a_Ls_~...._.,~ ~ \-o .IB.3-/ I, goo = .~J._o<~lQ __ .._~....::::...-0-.0~ ~a...£h',<-~ ~-=---- ~l). ::::--~ :=~ ~~~-9 ,fjp_ Sf-/ 1,. Bco__fcl.LL__ {, ;)() ) \ I %CD__:::.-Q 4o £d..l.b Y-$ &-4 &-;:!. lL3..o..u..-go~~-- canon ~ xerox f) Equipment • Supplies •S-ervice • Sales • Ren ta Is 2014 JANUARY s M T W T F s 1 2 3 4 6 5 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 FEBRUARY s M T W T F s 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 MARCH SMTWTFS 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 APRIL s M T W T F s 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 MAY SMTWTFS 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 JUNE s M T W T F s 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 JULY S MTWTFS 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 AUGUST SMTWTFS 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 SEPTEMBER SMTWTFS 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 ' 21 22 23 24 25 26 27 28 29 30 OCTOBER SMTWTFS 1 2 3 4 . 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 NOVEMBER SMTWTFS 1 2 345678 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 DECEMBER S MTWTFS 123456 7 8 9 ,10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 ·30 31 City_ of Carlsbad Valuation Worksheet Building Division Type 9f'\Y.9rk :,::t~·~i<".\ ,· ,'' •Are~ of Work MultipUe~ .. " . VAtt1e-. . . ~ .~ ... .. . . . -. - S.FD and Duplexes $132.05 $0.00 Residential Additions $157.88 $0.00 Remodels/ Lofts*. $68.98 $0.00 Apartments & Multi-family $117.70 $0.00 Garages/Sun rooms/Solari u ms $34.45 $0.00 Patio/Porch $11.48 $0.00 Enclosed Patio* $18.66 $0.00 Decks/Ba !conies/Stairs $18.66 $0.00 Retaining Walls, concret!:!,masonry $22.96 $0.00 Pools/Spas-Gunite · $48.80 $0.00 Tl/Stores, Offices 1,182 $43.32 $51,204.24. Tl/Medical, restaurant, H occupancies $60.29 $0.00 Photovoltaic Systems/# pf panels $400.00 $0.00 $0.00 $0.00 RE-ROdF 'rORCH DOWN 3 ;::;&-. . $175.11 $600.63 t ~u~ ~: $0.00 $0.00 -I . $0.00 $0.00 Fire Sprinkler System $3.73 $0.00 Air Conditioning -commercial $6.03 $0.00 Air Conditioning -r~sidential $5.02 $0.00 Fireplace/ concrete, masonry $4,621.70 $0.00 Fireplace/ prefabricated Metal $3,141.89 $0.00 $0.00 $0.00 TOTAL $51,804.87 . Valuation: $51,805 CFD Comm/Res (C/R): C ~ Yes (PFF=l.82%) ~ No (PFF = 3.5%) Building Fee $414.38 Land Use: Plan Check Fee $290.07 Density: Strong Moti~:m Fee $11.00· Improve. Area: Green Bldg. Stand. Fee $1.00· Fiscal Year: Green Bldg PC Fee $150.00 Annex. Year: Factor: License Tax/PFF $1,813.17 License Tax/PFF (in CFO) $942.85 CREDITS PFF and/or CFD CFO Explanation: 1st hour of Plan CheckFire Expedite Plumbing TBO Mechanical TBD Electrical TBD " City of Carlsbad Permit No: Valuation Worksheet -~ s+i:vr<-st:~srz-loo(Zt!Q ~J ·1fc;~ ~ z11,,1 ' ' . , -- Date ,By,. ,· •, . .. ,Tvp, ~f w9rk>'.·: .. · nt : . -:: Area 'Of w.o·rk · . . . -· ·Multipiler " .. Jf~lYE ... : .... SFD and Duplexes $132.05 $0.00 Residential Additions $157.88 $0.00 Remodels/ Lofts* $68.98 $0.00 Apartments~ Multi-family $117.70 $0.00 Garages/Sunrooms/Solariums $34.45 $0.00 Patio/Porch. $11.48 $0.00 Enclosed Patio* $18.66 $0.00 Decks/Ba I conies/Stai r.s 82 -$18.66 $1,530.12 Retaining Walls, toncrete,masonry $22.96 $0.00 Pools/Spas-Gunite $48.80 $0.00 Tl/Stores, Offices $43.32 $0.00 Tl/Medical, restaurant, H occupancies $60.29 $0.00 PhotovoJtaic Syste_ms/ # of panels $400.00 ·$0.00 $0.00 $0.00 COMMIND STORE VB 720 $68.89 $49,600.80 .. $0.00 · $0.00 $0.00 $0.00 Fire Sprinkler System $3.73 $0.00 Air Conditioning -commercial --$6.03 $0.00 Air Conditioning -residential $5.02 $0.00 Fireplace/ concrete, masonry $4,62:1,.70 $0.00 Fireplace/ prefabricated Metal $3,141.89 $0.00 $0.00 $0.00 . TOTAL $51,130.92 Valuation: $51,131 CFD Building Division ~ .'·' ., .-.. Comm/Re$ (C/R): C ftJ Yes (PFF=l.82%) ftJ No (PFF = 3.5%) Building Fee $414.38 Land Use: Plan Check Fee $290.07 Density: Strong Motion Fee $11.00 Improve. Area: Green Bldg. Stand. Fee $·1.00 Fiscal Year: Green Bldg PC Fee $150.00 Annex. Year: Factor: License Tax/PFF $1,789.58 CREDITS License Tax/PFF (in CFO). $930_.58 PFF and/or CFD CFO . Explanation: 1st hour of Plan CheckFire Expedite Plumbing TBO Mechanical TBO Electrical TBO OFFICE USE ONLY RECORD ID # _________ --1 SAN DIEGO REGIONAL HHMBP# __________ --1 HAZARDOUS MATERIALS QUESTIONNAIRE BP DATE. __ ~_---'/ _____ , Telephone# 2-~ 60/;/ State Zip Code APN# fJ 2--rJ Plan File# The llowing questions represenfthe facility's activities, NOT the specific project description. PART I: FIRE DEPARTMENT-HAZARDOUS MATERIALS DIVISION: OCCUPANCY CLASSIFICATION: (not required for projects within the City of San Diego): Indicate by cirding the item, ·whether your _business will use, process, or store any of the following hazardous materials. If any of the items are cirded, applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal. Occupancy Rating: Facility's Square Footage (induding proposed project): 1. Explosive or Blasting Agents 5. OrganicPeroxides 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 ~one of These. PART II: SAN DIEGO COUNTY DEPARTMENT OF ENVIRONMENTAL HEAL TH -HAZARDOUS MATERIALS DIVISION (HMD): If the answer to any of the questions is yes, applicant must contact the County of SanDiego Hazardous Materials Division, 5500 Overland Avenue, Suite 170, San Diego, CA 92123. Call (858) 505-6700 prior to the issuance of a building permit. FEES ARE REQUIRED. Project Completion Date: i; 1 J/<," Expected Date of Occupancy: /} /t. f J YES NO _ -/I/• (for new construction or remodeling proj{cfsj 1. D jg" Is your business list~tl on the reverse side.of this form? (check all that apply). 2. D i3"" _,.Will your business dispose of Hazardous Substances-or Medical Waste in any amount? 3. D 1:9"" Will your business store or handle Hazardous Substances in quantities greater than or equal to 55 gallons, 500 4. 5. 6. 7. 8. D D D D D pounds and/or 200 cubic feet? ~~ill your business store or handle-carcinogens/reproductive toxins in any quantity? 1B' fill your busi.ness use an existing or install an underground storage tank? ~Will your business store or handle-Regulated Substances (CalARP)? l!::r" _,.Will your business use or install a Hazardous Waste .Tank System (Title 22, Article 1 0)? 13"" Will your business store petroleum in tanks or containers at your facility with a total facility storage capacity equal to or greater than 1,320 gallons? (California's Aboveground Petroleum Storage Act). D CalARP Exempt I Date Initials 0 CalARP Required I Date Initials D CalARP Complete I Date Initials PART Ill: SAN DIEGO .COUNTY AIR··POLLUTION CONTROL DISTRICT (APCD): If the answer to Question #1 below is no or the answer to any of the Questions #2-5 is yes, applicant must contact the APCD·at 10124O1d Grove Road, San Diego, CA 92131-1649 or telephone (858) 586-2600 prior to the issuance of a building qr demolition permit. If the answer to questions #4 or #5 is yes, applicant must also submit an asbestos notification form to the APCD at least 10 working days prior to commencing demolition or renovation, (Some residential projects may be exempt from the notification requirements. Contact the APCD for more information.) YES 1. D 2. D 3. D !io/ . . Qr ljas a survey.been performed to determine the presence of Asbestos Containing Materials? . uJ,"Will the subject facility or construction activities include operations or equipment that emit or are capable of emitting an air contaminant? (See the APCD factsheet at-http://www.sdapcd.org/info/facts/perrnits.pdf, and the list of typical equipment requiring an APCD permit on the reverse side of this from. ContactAPCD if you have any questions). D (ANSWE;R ON!,. Y IF QUESTION 1 IS YES) Will the subject fapility be located within 1,000 feet of the outer boundary of a school (K through 12)? _A8earch the California School Directory at http://www.cde.ca.gov/re/sd/ for public and private schools or contact the appropriate school district). 4. D IB'" )Nill there be renovation that involves handling of any friable asbestos materials, or disturbing any material that contains non-friable asbestos? 5. D ig-'" Will there be demolition involvin the removal. of a· load su ortin structural member? FOR OFFICAL USE ONLY: FIRE DEPARTMENT OCCUPANCY CLASSIFICATION:. ______ --'------------------------ BY· DATE· I I EXEMPT OR NO FURTHER INFORMATION REQUIRED RELEASE!) FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY COUNTY-HMO* APCO COUNTY-HMO APCO COUNTY-HMO APCO I, . . . . *A stamp rn this box only exempts businesses from completing or updating a Hazardous Matenals Business Plan. Other permitting requirements may still apply . HM-9171 (03/14) County of San Diego -DEH -Hazardous Materials Division INDUSTRIAL WASrEWATl:-R DISCHARGE PERMIT ?! SCREENING SURVEY Qat<? ~/;-/ Business Nam{ tfl/l?-IS€(= ~ '-'L-v StreetAddressz:1~7 $~ ~/ ~PM: '72!-07Jff Em~il. Address . ka<.--t-t.:;{-tA-.vcaw @ CA?,<, n e--c.. PLEASE CHECK Hl;RE IFYOUR BU.SIN!=$$ IS EXEMPT: (ON·REVERSE SIDE CHECK TYPE OF BUSINESS) D Ch~ck alEbelovy that ~re presentat your facility: ,v/ 4 Acid· Cleaning Ink Manufacturing Nutritional Supplement/ Assembly .Labo.ratoty Vitamin Manufacturing Autornotive Repair MaQhining l Milfi.ng Painting / Finishing Baft~.fY Manufacturing Man1:1facturing Paint Manufacturing Biofuel Manufacturing Membrane· Manufacturing Personal Care Products Biot~ch L,c;1boratory (i.e.:water filter-membranes) Manufacturing Bulk ,Chemical Storage Metal Casting/Forming Pesticide Manufacturing/ CarWash Metal t=abri~ation Packaging OheIT1ical Manufacturing Metal. Finishing Pharmaceutical Manufacturing Chemical Purification El~ctroplating (including precursors) Dry Cleaning E:le.ctroi~sff.filatjng· Porcelain Enameling Electric.al Cqrnpc;ment Anodizing Power Generation Manufactutih€f coating' (i.e. phosphating) Prin~ Shop J='ertiliz~t MarnJfact~dng Qh~rnical ~.tching I Milling Research and Development i=ilrn/X,ray Pr9ces$ing Printed Circuit Board Rubber Manufacturing Food Processing Manµf;;Jct1,1dng Semiconductor Manufacturing Glass ManufaQturing Metal Powders Forming Soap/ Detergent Manufacturing ·Indu.$triar·Launory Waste Treatment/ Storage sIc:·cade(s) {if known):. __ ~------------------- Bri~f d~scription of bu sines$ ~ctivitie$-(ProductJon / Manufacturing Operations): ~'= /61?:'?Fd? ·Description of bJ)$rations gen~rat}ng wa$tew~ter (discharged to sewer, hauled or evaporated): "/2~7fc-D011S . --- Estimated volume of 11:rdustiial wastewater fo Qe discharged (gal I day): ~,,_cf _____ _ Li$.i hazardo1Js wastes gener~teff (type /velum~.):;_-_ _,ff------------- Pate-9per.ation beg~n/or wi.11 be·gin·~tthislocation: _.._ ..... -~---'---'--'------------ Hav_e you ·ap~ Jar_ a Wastewater Discharge Permit from the Encina Wastewater Authority? Yes ~ If yes, when::~--~.-.,-. ____ ...,, ____________ _ Site Contact ,,_,,,~ P")q-,-e.,f:2.t")t.y'_ Title _ f1119-1vft1::l§J= -PWL./~<- :~~~~+.:~~~;;::;:=~-=-Phone No. 7//~ 1,,-:PD 6 fJ r< . , 6200 Avenidc1 Encinas Carlsbad, CA 92011 (760) 438-3941 FA'X: '(760) 476-9852 PC140071 CB143635 2727 STATE ST 100 QUONSET ADDITION -2 SUITES QUONSET -1,182 SF Tl AUTO TO REMODEL: 1.453SF AND 1.182SF// ADD 720 SF ?Nn Fl VANILLA RETAILSHELLl/343 SF RE-ROOFT()Rl":f-1 CB1436~6 2727 STATE ST 110 QUONSET -1,453 SF Tl AUTO TO VANILLA RETAIL SHELL I/ ADD RESTROOM II l ~/30/, ... , ~ro 'f;l'-J~, f~ : 0 (2.-t ( ~ e¼ 1'--v---/ .rn7.M-<.X. 4 ~Y "pi i5b Ft., A%" -;('rll-<:;-t-J If 'i(j15" {?wtL Lc-rr-v 1j13[16 ~CT) ~ d-. l eo f Is-~ (!__,fP6 ~ ~1'1 )1s-~ Jl b Pv:rt-J/ u::t:=1 F£-~ '"t&c w/£~91 '-"''"" z -e,,vt,. ,,,,5 ~' .;i/qj~ ~ 1C & .Pc,,~ .;1./ /~'ft£' 8'5'--/ytL 0..,,r,-- :3 l '1 f \;::S' (?f.{y I L,-~ ~IL--.....J pe..-1·'-«)0'?l .._ ,~1o~/ 3/-'J. • /); ~ TL -+v PIPrrJ/ LDs ..,_ c:~&,·L 'f I tp,{1 s-~ rsc e-f ~ D.ftJ.-llJ..- if/ 13 l, s ,, @-r e-___ i/J-f/15 -cg---ry:. -/MJ,ge!) e~ I ~ft/rs t VJ ~ .rd-~_' · . ~ . -f/iArtM t;/2-g/,r -ftri/N J/;/'JJ,'IC&(/"~ Jo ... --r , , C, . c;. I r;-. 1-- Final Inspection required by: 0 Plan O CM&I \C; DtSSUED BUILDING PLANNING ENGINEERING FIRE Expedite? Y DIGITAL FILES ReQuired7 Y N HazMat APCD. He~l!h FormsLFees Sent LandUse: Density: lmpArea: Comments Building Planning '-----