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HomeMy WebLinkAbout1884 Marron Rd; ; CBC2017-0355; Permit(city of Carlsbad Print Date: 11/30/2018 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: 1884 Marron Rd BLDG-Commercial 1563011600 $0.00 Commercial Permit Work Class: P/M/E Lot#: Reference#: Construction Type: Bathrooms: Orig. Plan Check#: Plan Check#: Description: OLIVE GARDEN: REPLACE LIKE FOR LIKE 7.5 TON HVAC UNIT Applicant: DINAH BRATZ 619-236-0595 x333 MANUAL BUILDING PERMIT FEE PLUMBING, ELECTRICAL, AND MECHANICAL PERMIT Total Fees: $291.00 Owner: PK I NORTH COUNTY PLAZA LP 3333 New Hyde Park Rd Kimco Realty Corp, 100 NEW HYDE PARK, NY 11042 Total Payments To Date: $291.00 Status: Applied: Issued: Permit Finaled: Inspector: Final Inspection: Balance Due: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Permit No: CBC2017-0355 C!osed -Finaled 06/30/2017 01/02/2018 TFraz 11/30/2018 12'23:23PM $0.00 $125.00 $166.00 1635 Faraday Avenue, Carlsbad, CA 92008-7314 I 760-602-2700 I 760-602-8560 f I www.carlsbadca.gov ffHE FoL~WtNG APPROVALS REQUIRED PRIOR ro PERMIT 1ssuANCE: •PLANNING •ENGINEERING •BUILDING •FIRE •HEALTH 0HAZMATIAPCD {City of Building Permit Application Plan Check Nof'Jli2_QJJ-m t;~ 1635 Faraday Ave., Carlsbad, CA 92008 Est. Value Carlsbad Ph: 760-602-2719 Fax: 760-602-8558 Plan Ck. Deposit email: building@carlsbadca.gov www.carlsbadca.gov Date l./'1/J /17 JOB ADDRESS SUITE#/SPACEt/UNIT# IAPN 1884 MARRON ROAD --- CT/PROJECT# ILOT# I PHASE# I# OF UNITS I# BEDROOMS # BATHROOMS 1 ,,,.NT ." .. o71ve· GARDEN I CONS~~ TYPE I occ.;:;uP DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) REPLACE EXISTING 7.5 TON HVAC UNIT WITH NEW 7.5 TON HVAC UNIT. EXISTING CIRCUIT BREAKERS, CONDUCTORS, DISCONNECTS, AND DUCT DISTRIBUTION SYSTEM TO BE REUSED EXISTING USE I PROPOSED USE I GARAGE (SF} PATIOS (SF) I DECKS (SF} FIREPLACE IAIR CONDITIONING I FIRE SPRINKLERS RESTAURANT RESTAURANT N/A N/A N/A YES[],, No[ZJ YES [ZJND • YES[ZJ ND• APPLICANT NAME DINAH BRATZ PROPERTYOWNERNAME \l\(.l: NOV&'V\ COUY"\11) ?\Ola. Primary Contact ADDRESS ADDREss 6 ~~ ~~w t-Nf:F 1).1d2k-~ ~ (( 3578 30TH STREET CITY STATE ZIP c"New +t'--f Dt:: ?.A'\2-f_:'TE ZIP l \()lf L.-SAN DIEGO CA 92104 PHONE I FAX PHONE IFAX 619.236.0595, EXT. 333 619.236.0557 EMAIL EMAIL dinah(@,mpa-architects.com DESIGN PROFESSIONAL MPA ARCHITECTS, INC. CONTRACTOR BUS. NAME AIRE RITE AIR CONDITIONING ADDRESS ADDRESS 3578 30TH STREET 15122 BOLSA CHICA STREET CITY STATE ZIP CITY STATE ZIP SAN DIEGO CA 92104 HUNTINGTON BEACH CA 92649 PHONE I FAX PHONE I FAX 619.236.0595, EXT. 311 619.236.0557 800.491.3035 714.903.9926 EMAIL EMAIL joemartinez@airerite.com \;)__'?<-I'-\ 5 ::> mpalmer@mpa-architects.com I STATE LIC.C24051 STATE LIC.# I CLASS ~1 CITY BUS. LIC.# MICHEAL PALMER. AIA 299741 C20 & ca ~w1tt OB'ffl.lfit (Sec. 7031.5 Business and P_rofess1ons Code: Any City or County wtiich requires a permit to.construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he 1s licensed pursuant to the provisions of the Contractor's License Law /Chapter 9, commending with Section 7000 of D1vis1on 3 of the B_usiness and Professions Code} or (hat he is exempt therefrom, and the basis for the alleged exemptmn. Any v1olat1on of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars {$500)). WORIO!R$:' COMPENSATION Workers' Compensation Declaration: I hereby affirm under penalty of per}Uf'/ one of the following declarations: 0 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 pennit is issued. [Z] I have and will maintain workers' compensation, as reauired by Section 3700 of the Labor Code, for the perfonnance of the work for which this pennit is issued. My workers' compensation insurance carrier and policy number are: Insurance Co ZURICH AMERICAN INSURANCE COMPANY Policy No. WC5470956 Expiration Date 04/01/18 , I shall not employ any person in any manner so as to become subject to the Worl!;ers' Compensation Laws of bject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), in nterest and attorney's fees. I hereby affirm that I am exempt from Contractor's Li • • • I, as owner of the property or my employees with wages as their sole compensation, will do the worl!; and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however. the bl.Jilding or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). I am exempt under Section ____ Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construcUon of the proposed property improvement. OYes ONo 2. I (have/ 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 (include name address/ phone I oontractors' 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 I address/ phone/ contractors' license number): 5. I will provide some of the wor\!;, but I have contracted (hired) the following persons to provide the work indicated (include name/ address/ phone/ type of work): 8$ PROPERTY OWNER SIGNATURE •AGENT DATE f 0 Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? Yes ✓ No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Yes ✓ No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Yes ✓ No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. I certify that I have read the application and state that the above infonnatlon is conect:and that the infonnation on the plans Is accurate. I ag,ee to c:ompfy"with all City ordinances and S1ate laws relating to building construction. I hereby authorize representative of the City of Carlsbad to enter up::m the atove mentioned pro~rty for ins~on pulp:Jses. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBA.D AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST MID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT OSHA: NI OSHA perm~ is required for excavations over 5'CJ deep and demolition ormnstruction of structures over 3 stories in height. EXPIRATION: Every ~nnit issued by the Building Offdal under the provisKms of this Oxle shall expire by limitatbn and become null and vokl f the building orv.ork authorized by sud1 ~nnit is not oommenced 'Mlhin 180days lrom the date ofsudl ~rm for if the building orv.ork authO/'ized by it is uspended or abandoned at any time after the v.ork is commenced for a ~ood of 180 days {Section 100.4.4 UnITOrm Building Oxle). .1$ APPLICANT'S SIGNATURE DATE ~ 2:,0-\ STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. Fax (760) 602-8560, Email buildinq@carlsbadca.gov or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008. CO#: (Office Use Only) CONTACT NAME OCCUPANT NAME ADDRESS BUILDING ADDRESS CITY STATE ZIP CITY STATE Carlsbad CA PHONE FAX EMAIL OCCUPANT'S BUS. LIC. No. DELIVERY OPTIONS PICK UP: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg. 1) MAIL TO: CONTACT (Listed above) CONTRACTOR (On Pg. 1) OCCUPANT (Listed above) MAIL/ FAX TO OTHER: _______________ _ ,IS APPLICANT'S SIGNATURE ASSOCIATED CB#'------------- NO CHANGE IN USE/ NO CONSTRUCTION CHANGE OF USE/ NO CONSTRUCTION DATE ZIP ~ " • , .,,. / ,, j 'j ' ' ' ' , ' . ,Pti~IT INSPECTION HISTORY REPORT (CBC2017-0355) \; ' I ' \ t ' J ' P~rmit Type BLDG-Commercial Application Date: 06/30/2017 Owner: Work Class: P/M/E Issue Date; 01/02/2018 Subdivision: S1at11~, Closed -Finaled Expiration Dato· 05/29/2019 Addrnss· IVR Number: 4750 Actual Scheduled Date Start Date Inspection Type Inspection No. 04/17/2018 04/17/2018 10/05/2018 10/05/2018 11/30/2018 11/30/2018 November 30, 2018 BLDG-14 Frame/Steel/Baiting/ Weldlng (Decks) 055230-2018 Checklist Item BLDG-Building Deficiency BLDG-43 Air Cond./Furnace Set 072086-2018 BLDG-Final Inspection Checkhsf Item BLDG-Building Deficiency 072086-2018 Checklist Item BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Electrical Finat BLDG-43 Air Cond./Furnace Set 077468-2018 BLDG-Final Inspection Checklist Item BLDG-Building Deficiency 077469-2018 Check.list Item BLDG-Plumbing Final BLDG-Mechanical Final BLOG-Electrical Final Inspection Status Primary Inspector Passed Andy Krogh COMMENTS Plans onsite, no card onsite, framing ok Falled Tim Frazee COMMENTS Service GFCI not functioning Vent too close to intake Failed Tim Frazee COMMENTS Need to move vent to more than 1 O' from unit inlet GFCI non operational Passed Tim Frazee COMMENTS Service GFCI not functioning Vent too close to intake Corrections made 11/30/18 Passed Tim Frazee COMMENTS Need to move vent to more than 1 O' from unit inlet Fixed 11130/18 GFCI non operational Fixed 11/30/18 P K I NORTH COUNTY PLAZA LP PARCEL MAP NO 15975 1884 Marron Rd Carlsbad. CA 92008-1172 Re inspection Passed Yes Reinspection Passed No Reinspection Passed No No No No Passed Yes Passed Yes Yes Yes Complete Complete Complete Complete Complete Complete Page 1 of1 EsGil Corporation In (Partnersfiip witfi qo..,ernment for <Bui(aing Safety DATE: 7/12/17 JURISDICTION: Carlsbad PLAN CHECK NO.: CBC2017-0355 PROJECT ADDRESS: 1884 Marron Road SET: I PROJECT NAME: Replace exist. 7.5 ton HVAC with new q,APPLICANT .-CJ JURIS. D PLAN REVIEWER D FILE ~ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: ~ EsGil Corporation staff did not advise the applicant that the plan check has been completed. D EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: ~ Telephone#: Date contacted: (by:,12..-,) Email: Mail Telephone Fax In Person 0 REMARKS: By: Morteza Beheshti EsGil Corporation • GA • EJ • MB • PC 7/3/17 Enclosures: 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad CBC2017-0355 7/12/17 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: CBC2017-0355 PREPARED BY: Morteza Beheshti BUILDING ADDRESS: 1884 Marron Road BUILDING OCCUPANCY: B BUILDING AREA Valuation PORTION ( Sq. Ft.) Multiplier Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance Bid . Permit Fee b Ordinance g y J .., Plan Check Fee by Ordinance ----= • ] Type of Review: • Complete Review D Repetitive Fee ~ Repeats --------I • Based on hourly rate Comments: D Other [J Hourly EsGil Fee DATE: 7/12/17 Reg. VALUE ($) Mod. $12s.001 D Structural Only 11Hr.@* ======$1=0=0=.o:o $100.001 Sheet 1 of 1 macvalue.doc + STRUCTURAL CALCULATIONS Date: Project: Client: Architect: June 2, 2017 Replacement of Existing Rooftop HVAC Olive Garden Restaurant #1120 1884 Marron St. Carlsbad, CA 92008 Darden, Inc. 1000 Darden Center Drive Orlando, FL 32837 MPA Architects, Inc. 3575 30th Street San Diego, CA 92104 CBC2017-0355 1884 MARRON RD OLIVE GARDEN REPLACE LIKE FOR LIKE 7.5 TON HVAC UNIT 1563011600 6/30/2017 CBC2017-0355 Note: These calculations are invalid unless bearing a wet stamp and signature 3578 30th Street• San Diego, California 92104 • (619) 236-0595 • Fax (619) 236-0557 www.mpa-architects.com 001 Project 17067 Governing Code: Construction Type: Occupancy Group: Concrete: Masonry: Mortar: Grout: Reinforcing Steel: Structural Steel: Welding: Bolts & Threaded Rod: Sawn Lumber: Solid Web Joists: Open Web Joists: Manufactured Lumber: T J Shear Panels: Steel Strong-Walls: Wood Strong-Walls: Glulams: Soil: Soils: DESIGN CRITERIA California Building Code, 2016 Edition Type V (B) A-2 F'c = 2500 psi, No Special Inspection Required (U.N.O.) ASTM C90, F'm = 1500 psi, Special Inspection Required (U.N.O.) ASTM C270. F'c = 1800 psi, Type S ASTM C476, F'0 = 2000 psi ASTM A615, Fy = 40 ksi for #3 and smaller ASTM A615, Fy = 60 ksi for#4 and larger (U.N.O.) ASTM A992, Fy = 50 ksi (All W Shapes and Plates) ASTM A36, Fy = 36 ksi (Angles and Channels) ASTM A500, Grade B, Fy = 46 ksi (Structural Tubes-HSS) ASTM A53, Grade B, Fy = 35 ksi (Structural Pipe)) E70-T6-TYP, for structural steel E90 Series for A615 Grade 60 Reinforcing Bars Shop welding to be done in an approved fabricator's shop Field welding to have continuous special inspection All welding shall be done by certified welders ASTM F1554 D.F. Larch, Allowable Unit Stress Per C.B.C., Current Edition ilevel Trus-Joist, ICC ES ESR-1153, ICC ES ESR-1387 ilevel Trus-Joist, ICC ES ESR-1774 ilevel Trus-Joist, ICC ES ESR-1387 (Parallams, Microllams & Timberstrand) ilevel Trus-Joist, ICC ES ESR-1281 Simpson Strong-Tie, ICC ES ESR-1679 Simpson Strong-Tie, ICC ES PFC-5485, ICC ES ER-2207 Douglas Fir or Douglas Fir/Hem (24F-V4 Simple spans, 24F-VB Cantilevers) Allowable Bearing Pressure = 1500 psf Active Soil Pressure = 35 pcf Passive Soil Pressure = 100 pcf Soil Density = 110 pcf Coefficient of Friction = 0.25 psf Natural Undisturbed Earth 002 ASCE 7-10 SEISMIC/WIND DESIGN VALUES Risk Category Risk Category of Building .. ... ... ... ... ... ... ... ... ... ... . ............ II Seismic Importance Factor................. . .................... 1 Gridded S.and 51 Values ASCE 7-10 Standard (Max. Ground Motions, 5% Damping) ASCE 7-10, Page 2, Table 1.5-1 ASCE 7-10, Page 5, .5-2 ASCE 7-10 Table 7-10 11.4.1 Location ............ . Latitude ............ . ............ 1884 Marron St, Carlsbad, CA 92008 . 33.17645 deg North . ........................... 117.33704 deg West Longitude .. s, ........... 1.121 g,0.2secresponse s, ............................... . . ............ 0.431 g, 1.0 sec response Site Class, Site Coefficient, and Design Category Site Classification (Shear Wave Velocity 600 to1,200 fl.sec) ............ D Site Coefficient F , ................................................................................. 1.05 Site Coefficient F, ................................................................................. 1.57 Maximum Considered Earthquake Acceleration SMs ..................... 1.179 Maximum Considered Earthquake Acceleration SM1.. . .... 0.676 Design Spectral Acceleration S0s......... .. .............................. 0. 786 Design Spectral Acceleration So1........ .. ........................... 0.451 Seismic Design Category...... .. .............................. D Resisting System Basic Seismic Force Resisting System ........................ Bearing Wall System Response Modification Coefficient" R"...... ...... ...... ...... .. ....... 6.50 System Overstrength Factor "Wo• ........................................... 2.50 Deflection Amplification Factor "C,• .......................................... 4.00 NOTE! See ASCE 7-10 for all applicable footnotes. Redundancy Factor Redundancy Factor p .......................................................... 1.3 Lateral Force Procedure Used Equivalent Lateral Force Procedure Determine Building Period ASCE 7-10, Table 20.3-1 ASCE 7-10, Table 11.4-1 ASCE 7-10, Table 11.4-2 ASCE 7.10, Eq.11.4-1 ASCE 7.10, Eq. 11.4-2 ASCE 7.10, Eq. 11.4-3 ASCE 7.10, Eq. 11.4-4 ASCE 7.10, Table 11.6-1 & 11.6-2 ASCE 7-10, Table 12.2-1 ASCE 7-10, Section 12.3.4 ASCE 7-10, Section 12.8.2 ASCE 7-10, Section 12.8 Use ASCE 12.8-7 Structure Type for Building Period Calculation .......................... All Other Structural Systems "Ct" value................................. . ............... 0.020 "x" value. .......................................... .. .......... 0.75 "hn": Height from base to highest level .. "T, -Approximate fundamental period .. .. "TL" Long-period transition period ................ . . ............... 20 ft. .............. 0.189sec. ....... 8.000 sec. ASCE 7-10, Eq. 12.8-7 ASCE 7-10, Maps 22-12 -> 22-16 Sos Calculation of Seismic Response Coefficient (Per ASCE 7-10, Eq. 12.8.2) .................................... Cs = --= 0.1209 (R""I) Cs (1.3) (W) Calculation of Seismic Base Shear. ......... . .............................. V =----= 0.112W Wind Design Data Ultimate Wind Speed....... . . ............ 110 mph Nominal Wind Speed ....................................... v,,, = V,,I✓0.6) = 85 mph Topographic Factor (K,1)............................... .. .... 1.00 Exposure Category... . .... B 003 1.4 ASCE 7-10, Figure 26.5-1A ASCE 7-10, Figure 26.8 ASCE 26.7.3 DESIGN LOADS ROOF LOADS Roof Dead Loads: Roofing (Built-Up Roof)................................................................. = 3.0 psf Sheathing . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . .. . . . . .. . . . . . .. . . . . .. . . . . . . . . . . . . .. . . .. .. . . . . . . . = 1.5 psf Roof/Ceiling Framing . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . = 2.2 psf Insulation .................................................................................. = 1.5 psf Sprinklers ................................................................................... = 2.0 psf Ceiling Finish .............................................................................. = 2.5 psf Miscellaneous .............................................................................. = 4.3 psf Total Roof Dead Load ............................................................................. = 17.0 psf Total Roof Live Load............................................................................. = 20.0 psf Total Roof Load ... . .. ... ... ... ... ..... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ...... ... ... ... . = 37.0 psf EXTERIOR WALL LOADS Exterior Wall Dead Loads: Studs .......................................................................................... = 1.1 psf Gypsum Board............................................................................ = 2.5 psf Insulation................................................................................... = 1.0 psf Exterior finish............................................................................. = 10.0 psf Miscellaneous... .. .. .. .. . .. . .. .. .. .. . .. .. .. . . . .. . .. . .. . .. . .. . . . . . .. .. .. .. .. .. .. . . .. .. .. . = 1.4 psf Total Exterior Wall Dead Load .................................................................. = 16.0 psf INTERIOR WALL LOADS Interior Wall Dead Loads: Studs ......................................................................................... = 1.1 psf Gypsum Board .. . . . . . . . . .. .. . . . ... . . .. .. . . .. . . . . . . . .. .. . . . . . . . .. . . .. .. ... .. .. . .. .. .. .. ... = 5.0 psf Miscellaneous............................................................................. = 1.9 psf Total Interior Wall Dead Load ... ... ... ... ... ... ... ... ... ... ... ....... ... ... ... ...... ...... ..... = 8.0 psf 004 JOB -tl-1zo,z SHEET NO. (l) OF ~ CALCULATEDBY _____ DATE ~/4/2 3578 30th Street, San Diego, CA 92104 CHECKEDBY _____ DATE ___ _ SCALE __________ _ CJ/t!"cK C#«rry tJ,C (t£) /4'41F ~/$0e.S Jlf'tf-<.. ( ,</) IZ'7i./ LtJ.«JS Ct) /--/n 7JJ. {.Ret1~C/IL'f" /ZlfO -L.) .' t.. ::. /(..t:> , v 1 4,o" t L ' /(..o 1 k 1 J • {arft-~rtJ ( ~) ec '611~ &o11f f• (.kffr""% ) , (M~j = 3-1(..;; -1 /ifq.U i.< ..I ()( '2.~ (J-(.U -L"9-""<.. /!,(!-;4- L= z_e, ,d w \ I '-...1.._ •~ tt> ,o ' I ,#. ~ -' , " 2-Z.,o , I 005 JOB __ __:_l_._7~"~'..J.1 ________ _ SHEETNQ. __ -"-'{Z)=-----OF _____ _ CALCULATED BY ______ DATE f/z /27 '7 7 3578 3oth Street, San Diego, CA 92104 CHECKEDBY ______ DATE ____ _ SCALE ____________ _ } /0,..o I r iJ~ {(t71<Jl1 ~~/) ( ~'Jj ~ f7= (~ 1 ll"O ~ " e /Z-7°'0 "' ,J~ /2--n./ &KP~L c~--r<9Z.,s-r,cs 11c~1: l,/&-1Gr/r" ( l,IZ-{ -If /Z"fl.l r z.S"1I # #(r~~l?F.!) "' /3/J.3-,jl , /dttJ-rll "' 8~ % " -7-3, ' p~t?rlf "' SJ '/-; '' --4. -1-1 ' #1c;,rr ---,7"r1.,-cq~a"' (;t'' -=-5:o~, + C'N7&-te... or G/t-N'i -rr ~ ~I~ c½) = · --II ,, . :e: .3. -10 " 006 The former Commercial Division ofTrus Joist® is now RedBuilt™ LLC. RedBuilt will continue to manufacture the complete line of commercial grade I-joists and open- web trusses the commercial construction industry has relied on for almost 50 years. Current commercial Trus Joist® products will be rebranded as RedBuilt and will continue to be manufactured by the same associates in the same plants. RedBuilt I-joists (Red-I's) and open-web trusses will be offered with identical properties and depths, and will be complemented by the new light duty Red-I45 that rounds out our product offering for commercial projects and provides a high quality, cost effective Red-I for use in multi-family structures. The following tables are intended to familiarize you with the new RedBuilt product names and to provide a quick reference for product conversion. I-Joist Conversion Table Discontinued lledBuilt™ Trus Joist® Desitrnation Available Deoths LVL Flange Web Red-l4STM' --9 1/2", 11 7/8", 14" -2011 1 1/2" X 1 3/4" 3/8" Red-l6STM TJI® L65 11 7/8", 14" -30" 1 1/2" x 2 1/2" 7/16" Rcd-l65'fTM Tanered T JI® L65 9 1/2" -3011 1 1/2" X 2 1/2" 7/16" Rcd-190™ TJI® L90 11 7/8", 14" -30" 1 1/2" x 3 1/2" 7/16" Red-l90H™ TJI® H90 117/8", 14"-30" 13/4"X31/2" 7/16" Rcd-190HS™ TJI® HS90 11 7/8", 14" -32" 2 1/2" X 3 1/2" 1/211 *New product offering by RedBuilt Ooen-Web Truss Conversion Table Discontinued RedBuiJtTM Trus Joist® Desie:nation • Red-L™ TJL™ Red-W™ TJW™ Red-S™ TJS™ Red-M™ TJM™ Red-H™ TJH™ Whether your project is on-going or you are beginning a new one, converting to the new RedBuilt product line couldn't be simpler. .. all you need to do is replace the old Trus Joist® designation with the new RedBuilt equivalent! Red-145rn, Red-165™, Red-16STTM, Red-J9QTM, Red-190H™, Red-190HSnl, Red-Lrn, Red-WM, Red-S™, Red-Mm, and Red-H™ are trademarks ofRedBuilt Trus Joist® and TJl® are registered trademarks of Weyerhaeuser and TJL™, TJW™, TJS™, TJM™, and TJH™ are trademarks of Weyerhaeuser 007 ~e<JSPEC. RedSpec™ by RedBuilt™ v7.1.4 Project: 17076 Olive Garden Location: 17076 Olive Garden Carlsbad Folder: Folder Date: 6/2/17 8:42 AM Designer: MPA Architects Comment: MAIN ROOF I-JOIST 14" Red-L™ @ 48" o.c. Type: RJ-1 This product meets or exceeds the set design controls for the application and loads listed This truss design is feasible. The finished design shall be produced by RedBuilt Engineering. All open-web trusses are custom designed to carry the specific design loads for each project. Actual truss capacity when fabricated is limited to that required to resist the specific loads. Do not use this analysis to verify the capacity of existing trusses. DEFLECTIONS (in) % Span Live 24% Span Total 39% SUPPORTS Design 0.196 0.417 Allow. 0.800 1.067 Support 1 663 (125) 824 1487 (125) Top Chord Beam Design L/ 980 L/ 460 Support 2 663 (125) 650 1313 (125) Top Chord Beam Allow. L/ 240 L / 180 Pass/Fail PASS PASS Live Reaction (lb) (DOL%) Dead Reaction (lb) Total Reaction (lb) (DOL%) Bearing Support Bearing Clip 6" No-Notch Clip 6" No-Notch Clip Approx. Clip Height Approx. Clip Width Assumed Bearing Width SPANS AND LOADS 1.5" 7 .1875" 3.5" Dimensions represent horizontal clear span. " APPLICATION LOADS Type Units DOL Uniform psf Roof(125%) ADDITIONAL LOADS Type Point NOTES Units DOL lb Roof(125%) Live 20 Live 0 1.5" 7 .1875" 3.5" Dead 17 Dead 346 • Building code and design methodology: 2012 IBC ASD {US). • No repetitive member increase applied in design. 16'-0.0" Partition 0 Location from left 4'-0.0" Tributary 48" Member Slope: 0.125/12 It Member Type Roof Joist Application Comment Adds To RTU Load • Truss design includes consideration for partial span application live load. • Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. • Pricing Load (plf) = 169 • Pricing Index {plf) = 190 C: \U sers\J e rid\Docu men ts\RedSpec\Projectl . red 6/2/2017 8:42:07 AM 17076 Olive Garden: Folder: RJ-1 Page 1 of 1 The products noted are intended for interior, untreated, non-corrosive applications with normal temperatures and dry conditions of use, and must be installed in accordance with local building code requirements and RedBuilr"' recommendations. The loads, spans, and spacing have been provided by others and must be approved for the specific application by the design professional for the project. Unless otherwise noted, this output has not been reviewed by a RedBuilr"' associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuilt™, RedSpec'"', Red-I™, Red-145™, Red-145L'"', Red-IS81"', Red-I65™, Red-I6ST™, Red-I90™, Red-I90H™, Red-190HS™, Red-L1"', Red-LT™, Red- W™, Red-S"", Red-Mr"', Red-H™, RedLam™, FloorChoice'"' are trademarks of RedBuilt LLC, Boise ID, USA. Copyright© 2010-2016 RedBuilt LLC. All rights reserved. 008 3578 30th St. 0. ~ San Diego, CA 92109 ~ 619.236.0595 Project Title: En9ineer: ProIect Descr: Project ID: P,1qted 2JUN2()1?. 9'07AM Wood Beam Fl~= c:\UseraUerid\DOCUME•1\ENERCA·1117067 _ •1.EC6 ENERCALC, INC.1983-2017, Bulij:6.17.2.28, Ver:6.17.2.28 l,t I Description : (E) 6 X 25 GLU-LAM BEAM CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb -Tension Load Combination ASCE 7-10 Fb-Compr Fe-Prll Wood Species : DF/DF Fe -Perp Wood Grade : 24F -V4 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling • • D(0.255) Lr(0.206\ • • D(0.302ir(0.366) • • + 5.5x24 Span= 28.0 ft 2400psi 1850 psi 1650 psi 650psi 265psi 1100 psi • E: Modulus of Elasticity Ebend-xx Eminbend -xx Ebend-yy Eminbend -yy Density + ' . 1800ksi 950ksi 1600ksi 850ksi 31.2pcf .. Appliecl Loads . Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.3020, Lr= 0.3660 k/ft, Extent= 0.0 --» 10.0 ft, Tributary Width = 1.0 ft, (W1: Uniform Load : D = 0.2550, Lr= 0.2060 k/ft, Extent= 10.0 --» 22.0 ft, Tributary Width = 1.0 ft, Iw2: QES.IGN SUM.MARY. Maximum Bending Stress Ratio Section used for this span fb: Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Vertical Reactions Load Combination Overall MAXimum Overall MINimum ..O+H ..O+L+H ..O+Lr+H ..O+S+H ..0..0.750Lr..0.750L +H ..0..0. 750L ..0.750S+H ..0..0.60W+H ..0..0.70E+H = = 0.416 1 5.5x24 1,124.08psi 2,700.58 psi +O+Lr+H 12.672ft Span# 1 Maximum Shear Stress Ratio Section used for this span Iv: Actual 0.280 in Ratio = 0.000 in Ratio = 0.608 in Ratio= 0.000 in Ratio = Fv : Allowable Load Combination Location of maximum on span Span# where maximum occurs 1201 >=240. a <240.o 552>=180. 0 <180.0 Supp:>rt notation : Far left is #1 Support 1 8.25 2.516 4.193 4.193 8.258 4.193 7.242 4.193 4.193 4.193 Support2 .754 1.613 2.688 2.688 4.754 2.688 4.238 2.688 2.688 2.688 009 Values in KIPS Design OK 0.237 : 1 5.5x24 78.48 psi 331.25 psi +D+Lr+l-1 0.000ft Span# 1 3578 30th St. D , ~ San Diego, CA 92109 ~ 619.236.0595 Wood Beam 1,1 I Description : (E) 6 X 25 GLU-LAM BEAM Vertical Reactions Load Combination +0;-0.750Lr;-0. 750L ;-0,450W->H +0;-0.750L ;-0,750S;-0.450W->H +D.0.750L ;-0.750S.0.5250E->H ;-0,60D;-0.60W;-0.60H ;-0 60D;-0.70E.0.60H DOnly Lr Only LOnly S Only WOnly E Only H Only Support 1 7.242 4.193 4.193 2.516 2.516 4.193 4.066 Project Title: En9ineer: ProIect Descr: Support notation. Far left is #1 Support 2 4.238 2.688 2.688 1.613 1.613 2.688 2.066 010 Project ID: Pn~te:J 2 JUN 201?. 9·07Ml File = c:\USers\Jerid\OOCUME .. 1\ENERCA,.1\ 17067 _ -1.EC6 ENERCALC, INC.1983-2017, Build,6.17.2.28, Ver,6.17.2.28 ' . Values in KIPS 3578 30th St. 0. ~. SanDiego,CA92109 ~ 619.236.0595 Project Title: Engineer: Pro1ect Descr: Project ID: Pnr1ted. 2 JUN 201?. ~ OSAM Wood Beam File= c:\Users\lerid\OOCUME-1\ENERCA~i\17067 _ -1.EC6 ENERCALC, INC. 1983-2017, Buiij:6.17.2.28, Verc6.17.2.28 1,t I Description : (E) 6 X 15 GLU-LAM BEAM CODE REFERENCES Calculations per NOS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb -Tension Load Combination ASCE 7-1 O Fb -Compr Fe -Prll Wood Species : DF/DF Fe-Perp Wood Grade : 24F -V4 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling • + 0(0.25+ lr(0.3) 5.5x15 Span= 18.0 ft 2,400.0 psi 1,850.0 psi 1,650.0 psi 650.0psi 265.0psi 1,100.0psi ' . E: Modulus of Elasticity Ebend-xx 1,800.0ksi Eminbend -xx 950.0ksi Ebend-yy 1,600.0ksi Eminbend -yy 850.0ksi Density 31.20pcf D{0.824) ,Lr(0.663) + + • Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam se[ weight calculated and added to loads Uniform Load: D = 0.2550, Lr= 0.30, Tributary Width= 1.0 ft, (W) Point Load : D = 0.8240, Lr= 0.6630 k@ 16.0 ft, (P) QESIGN 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 Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Vertical Reactions Load Combination Overall MAXimum Overall M!Nimum +D..+i +D+L..+i +D+Lr..+i +D+S+H +D<-0.750Lr<-0.750L ..+i +D<-0.750L <-0.750S..+i +D<-0.60W..+i +D<-0.70E..+i +D<-0. 750Lr<-0.750L <-0.450W..+i = 0-486: 1 Maximum Shear Stress Ratio 5.5x15 Section used for this span 1,437.79psi fv: Actual 2,958.41 psi Fv : Allowable -O+Lr+H Load Combination 9.263ft Location of maximum on span Span# 1 Span # where maximum occurs 0.272 in Ratio= 792 >=240. 0.000 in Ratio= 0 <240.0 0.526 in Ratio= 410>=180. 0.000 in Ratio= 0<180.0 Support notation: Far left is #1 Support 1 5.321 1.528 2.547 2.547 5.321 2.547 4.628 2.547 2.547 2.547 4.628 Support2 6.478 1.913 3.188 3.188 6.478 3.188 5.655 3.188 3.188 3.188 5.655 011 Design OK 0.316: 1 5.5x15 104.77 psi 331.25 psi -O+Lr+H 16.752ft Span# 1 Values in KIPS Wood Beam l,f I 3578 30th St. San Diego, CA 92109 619.236.0595 Description : (E) 6 X 15 GLU-LAM BEAM Vertical Reactions Load Combination +D<-0. 750L <-0.750S<-0.450W+H +D<-0. 750L <-0.750S<-0.5250E+H <-0.600<-0.60W<-0.60H <-0.600<-0.?0E<-O .60H DOnly Lr Only LOnly S Only WOnly E Only H Only Support 1 2.547 2.547 1.526 1.526 2.547 2.774 Project Title: Engineer: ProIect Descr: Support notation . Far left is #1 Support2 3.166 3.166 1.913 1.913 3.166 3.269 012 Project ID: File= c:\Users\Jerid\DOCUME-1\ENERCA-1\17067_ -1.EC6 ENERCALC, INC. 19113-2017, Build:6.17.2.28, Ver:6.17.2.26 -. Values in KIPS ElJSGS Design Maps Summary Report User-Specified Input Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 33.17645°N, 117.33704°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III USGS-Provided Output S5 = 1.121 g SMs = 1.179 g SMl = 0.676 g Sos= 0.786 g So1 = 0.451 g S1 = 0.431 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. IXl 1..0!! (l".)El (U!L ~ 0..72 0 0.(l() (/1 (It.!) (1:t, O.:.t '.l 11 0.00 +-----,1---+--+--+--l---+--+--I---+-~ QOO a;..:1 Q ,I(] C~t.l 1:..m I •:.00 !:,J 1 tlJ UlC 1.0C 2.0J Pet'1od. f ( goc) o.n ~ Q:4_1) ~ Ct.CO 0. ~2 QOO ,J.OJ UJr"J (HO 0.00 11..!tJ I 00 , ~J 1 40 11,JJ 1 00 2.00 For PGAM, Tu CRs, and CR1 values, please view the detaile.9__r_e.QQ!:t. 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. 013 3578 30th St. D . ~ San Diego, CA 92109 ~ 619.236.0595 Project Title: Engineer: Project Descr: Project ID: ASCE Seismic Base Shear File• c1Use~\lerid\DOCUME•1\ENERCA-1\17067 _ ·1.EC6 ENERCALC, INC. 1983-2017, Bui~:6.17.2.28, Ve,6.17.2.28 1,1 I Seismic Analysis Risk category Risk Category of Building or Other Structure : "II": All Buildings and other structures except those listed as Category I, Ill, and IV Seismic Importance Factor USER DEFINED Ground Motion Max. Ground Motions, 5% Damping : Ss 1.121 g,0.2secresponse S 1 0.4310 g, 1.0 sec response Site Class, Site Coeff. and Design Category Site Classification "D' : Shear Wave Velocity 600 to 1,200 ft/sec Site Coefficients Fa & Fv (using straight-line interpolation from table values) Fa Fv Maximum Considered Earthquake Acceleration Design Spectral Acceleration Seismic Design Category Resisting System s MS •Fa•ss S M1 •Fv•s1 sos" s MS213 Sots M,213 Bearing Wall Systems = D 1.05 1.57 1.179 0.676 0.786 0.451 D Caicdatlons per ASCE 7 ~10 ASCE 7-70, Page 2, Table 7.5-7 ASCE 7-70, Page 5, Table 7.5-2 ASCE 7-10 11.4.1 ASCE 7-70 Table20.3-7 ASCE 7-70 Table 77.4-7 & 77.4-2 ASCE 7-70 Eq. 77.4-7 ASCE 7-70 Eq. 77.4-2 ASCE 7-70 Eq. 7 7.4-3 ASCE 7-70 Eq. 77.4-4 ASCFl-70 Table 77. 6-7 & -2 ASCE 7-70 Table 72.2-7 Basic Seismic Force Resisting System . light-framed walls sheathed wfwood structural panels rated for shear resistance or steel sheets. Response Modification Coefficient ' R • System Overstrength Factor • Wo" Deflection Amplification Factor " Cd " NOTE/ See ASCE 7-70 for all applicable footnotes. 6.50 Building height Limits: 2.50 Category "A & B" Limit: Category "C" Limit: 4.00 Category "D" Limit: Category "E' Limit: Category "F' Limit: No Limit No Limit Limit= 65 Limit= 65 Limit= 65 Lateral Force Procedure ASCE 1-10 Section 120.2 Equivalent Lateral Force Procedure The "Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7-1012.8 Determine Building Period useASCE 728-i Structure Type for Building Period Calculation: All Other Structural Systems 'Ct' value 0.020 "hn" : Height from base to highest level = "x • value 0.75 ·Ta" Approximate fundemental period using Eq. 12.8-7 : Ta=Ct*(hn"x} = "TL" : Long-period transition period per ASCE 7 -10 Maps 22-12 -> 22-16 20.0 ft 0.189 sec 8.000 sec Building Period' Ta" Calculated from Approximate Method selected 0.189 sec " Cs " Response Coefficient ASCE 1-10 Section 728. 7. 7 S os: Short Period Design Spectral Response ' R • : Response Modification Factor " I": Seismic Importance Factor = = = 0.786 6.50 1 From Eq. 12.8-2, Preliminary Cs From Eq. 12.8-3 & 12.8-4, Cs need not exceed From Eq. 12.8-5 & 12.8-6, Cs not be less than User has selected ASCE 12.8.1.3: Regular structure, Cs : Seismic Response Coefficient = Less than 5 Stories and with T «= 0.5 sec, SO Ss <= 1.5 for Cs calculation Seismic Base Shear Cs , 0.1209 from 12.8.1.1 W ( see Sum Wi below ) = Seismic Base Shear V = Cs * W = 014 0.00 k 0.00 k = = = 0.121 0.367 0.035 0.1209 ASCE 7-10 Section 12.8.7 Jerid Walters PROJECT: 17067 _Olive Garden, Carlsbad CLIENT : Darden, Inc JOB NO. · 17067 DATE: 61212017 PAGE: AC-1 DESIGN BY : MPA REVIEW BY: Equipment Anchoraae to Wood Roof Based on NDS 2015 / IBC / CBC INPUT DATA & DESIGN SUMMARY LAG SCREW DIAMETER I = 3/8 in, NDS APP. l LAG SCREW LENGTH Long = 3 in, NDS APP. L EQUIPMENT v\'EIGHT w = 1.383 kips CM HEIGHT H = 3.40 ft, 2/3 total height ANCHORAGE LENGTH L = 6.39 ft LAG SCREWS ALONG L EDGE N, = 4 per line LAG SCREW SPACING SL =L/(NL -1) = 26 '" ANCHORAGE WIDTH B = 3.44 ft LAG SCREWS ALONG 8 EDGE Na = 3 per line LAG SCREW SPACING S6 =BI (N6 -1) = 21 '" [THE ANCHORAGE, USING 318" x 3" LAG SCREWS, IS ADEQUATE.] ANALYSIS ALLOWABLE TENSION & SHEAR VALUES 317 lbs where C0 = 1.6 (NOS Tab 2.3.2) Cd = P / (80) = 1.078 p = S + (T-E) -(Diaphragm Thk)-t8 = 3.235 in S + (T-E) = 3.688 in (NOS Appendix L2) f I I ELEVATION L ••••••••• .,,. "C-------------, PLAN Diaphragm Thk"' 0.319 in (0.298 for 15/32, 0.319 for 19/32, UBC Table 23-2-H, page 3-420) Cg= Z11 = Zry,'=CoCdCgZry,= Zry, = (W'p)=C0 W(T-E)= where W= (T-E) = DESIGN LOADS l8 = 0.134 in (10gage,NDSTab11K) 0.92 200 206 130 305 2.188 (NDS 10.3.6) lbs (NOS Tab 11 K) lbs lbs (NDSTab11K) 1068 lbs lbs/ in (NOS Tab 11.2A) in (NDS Appendix L2) FH:: Fp = (KH) MAX{ 0.3S0glpW, MIN[ 0.4apSoslp(1+2z/h)/Rp W, 1.6SoslpW]} , (ASCE 7-05, Sec. 13.3.1) = 0.465 MAX{ 0.24W , MIN[ 1.1 BW , 1.26W]} where Sos "' = 0.55W,(SD) Ip= 0.39 W, (ASD) "' 0.54 Fv=KvW = 0.05 W , (AS•) = 0.07 MAXIMUM OVERTURNING MOMENT AT ANCHOR EDGE M0T=FpH= 1.84 MREs,L = (0.9W-Fv) (0.5L) = MRES,ll = (0.9W-Fv) (0.5B) = ft-kips 3.75 2.02 ft-kips ft-kips kips kips, up & down h= KH = Kv"' KH 0.2 Sos/ 1.4 = no tension anchors. no tension anchors. 0.786 (ASCE 7-05 Sec 11.4.4) 1 (ASCE Sec. 13.1.3) 2.5 (ASCE Tab. 13.6-1) 2 (ASCETab.13.6---1) h ft 20 ft 0.465 (ASCE Sec. 13.4.2a} 0.05 (vertical seismic factor) TENSION LOAD AT CORNER LAG SCREW TL= (Fv-0.9 W) I A+ MoTY /I"' 0 10 in2-bolts lbs/ bolt (total bolts) Ts=(Fv-0.9W)/A+MoTY/I= 17 lbs/bolt where A = 2(NL + N5) -4 = where I= "f.Y;2 = 3408 in2-bolts l=:t.X/= 9473 y=0.5B= 20.64 in y=0.5L= 38.34 in SHEAR LOAD AT EACH LAG SCREW V=FH/A= 54 lbs/bolt CHECK CORNER SCREW CAPACITY AT COMBINED LATERAL AND WITHDRAWAL LOADS Z1"P' = Z11'(W p) / (Z11'sin2a + Wp cos2a) (NOS 11.4--1) = 317 lbs I bolt > fTL2+V2]°5= 54 lbs/ bolt [SATISFACTORY] where a = tan·1(TL / V} = 0.00 ' Z•' = Z'Y''(W p) / (Z'Y''sin2a + Wp cos2a) (NOS 11.4-1) = 222 lbs/ bolt > {Ts2 + V2f5 = 57 lbs /boll [SATISFACTORY] where o ::tan-1(T8/V)= 17.01 ' 015 •---- Dimensional Data Figure 19. Cooling and gas/electric• 7½ tons (dual compressor standard efficiency) • 10 tons standard efficiency, 6-8½ tons high efficiency Note: All dimensions are in inches/millimeters. EVAPOR"-TOA SECTION M:CESS PANEL 112 NPT GAS CONNECTION (80mbt,,120-) 314 NPT GAS CONNECTION (1!l0mbh,700mbh, ;lll(lmbh) (YC MOOEL6l CONTROL AND COt.l,,.RE680R ACCESS PANEL TOP PANEL CONDENSER FAN -411718" 1190MM Figure 20. Cooling and gas/electric • 7½ tons (dual compressor standard efficiency) • 10 tons standard efficiency, 6-8½ tons high efficiency; downflow airflow supply/return through-the-base utilities Note: All dimensions are in Inches/millimeters. _Jl~_ 208 RETL.Rtt 27 1.-.• ., .. SUPPLY TlttQ.IIIHTlt: llr,S[ El[CT.lCAL 016 RT-PRC023AJ-EN •--- Dimensional Data Figure 23. Cooling and gas/electric -7½ tons (dual compressor standard efficiency), 10 tons standard efficiency, 6-B'h tons high efficiency; roof curb Note: All dimensions are in inches/millimeters. Figura 24. Cooling and gas/electric -7½ tons (dual compressor standard efficiency), 10 tons standard efficiency downflow, 6-8½ tons high efficiency; duct connections field fabricated Note: All dimensions are in inches/millimeters. Note: See "Clearance required from duct to combustible surfaces (inches)," p. 19 for duct clearance to combustible materials. 210 j"-173/4" n 451MM j ALL FLANGES 1 1/4" (31 MM) 017 RT-PRC023AJ-EN •-.... Dimensional Data Figura 21. Cooling and gas/electric • 7½ tons (dual compressor standard efficiency) • 10 tons standard efficiency, 6-8½ tons high efficiency; horizontal airflow supply and return Note: All dimensions are In Inches/millimeters. -- - 9318" --3 7/8" 99MM --238 MM L-.;...-'tt-r1 Supply 19 1/4" 489MM 314-14 NPT DIA. HOLE CONDENSATE DRAIN Return 321/4' 832MM 27 5/8" 701 MM 4314' 120 MM Figura 22. Cooling and gas/electric· 7½ tons (dual compressor standard efficiency), 10 tons standard efficiency, 6-8½ tons high efficiency; unit clearance and roof opening Note: All dimensions are tn inches/millimeters. CLEARANCE 48" (1219 MM) RT-PRC023AJ-EN 018 CLEARANCE HORIZONTAL FLOW· 18" (457 MM) DOWNFLOW 36' (914 MM) CLEARANCE 36" (914 MM) 209 .. ... .. .. ... .. •-- Weights Table 159.Maximum unit & comer weights 01111.and center of gravily dimensions (in.]• gas/electric models Maximum Model Unit Welght,o(• l Corner Welght:111• I Center of Gravity On.) Tons Mo.de! No. Shipping Net A B C D Length Width 3 YSOJ36E Wl 532 165 137 ~ 134 31 19 4 YSOJ48E 638 563 175 14.S 101 l'-' 31 19 5 YS=E 688 613 190 158 110 155 31 19 6 YSC072F 805 710 222 217 121 150 41 22 7½ YSC090F 8'$2 767 243 221 155 149 45 21 7½ YSC092F 900 847 265 249 173 160 <16 21 8½ YSC102F 1047 904 279 2s;i JS? 100 44 22 10 YSC12CF 1156 1058 345 2'-' 258 21'.;l 41 23 3 YHC:036E 607 532 165 137 95 134 31 19 4 YHC048E 858 763 238 200 148 176 40 23 4 YHC048F 806 711 226 199 144 143 44 22 5 YHOl6Clc 917 822 261 218 156 187 40 22 5 YHC060F 850 755 239 214 152 151 44 21 6 YHOJ7:;f; 1025 927 296 198 205 228 41 24 6 YHC072F 965 822 250 245 174 153 47 21 7½ YHC092F 1124 10:26 340 233 249 204 41 23 8½ YHC102F 1133 1035 341 236 253 205 49 23 10 YHC12CF 1453 1259 356 371 289 242 54 27 (a) \i','elghts .,re 11pp-oximate. (b}Comer weiglts are given for lnfu-me:tlon oriy. Tabl• 180 Factory installed options {flops]/aoaeuory nllt weights (lbs)lo>Jbl TtySC072F-T/Y5C1;lOF T/YSCOHE•060E T /VHCCM8E-060E 102P T/VHC092P· T/YHC036E T /w«:048F-,060F T /VHC072E/F 102F T/VlfC120F Net W8[ght Net Weight Net Wal!lht Net Weight Net Weight --ry 3-ll Tans 4--ll Ton• ll--10Tons 71/:a, B'h, 10 111 Bc1rcmetric R.elief 7 10 10 10 10 Belt Drive Q:,Ucn (3 phase ooly) 31 31 --- COIL GUARDS 12 20 20 20 30 -----···---- ECONOMIZER 26 36 36 93 36 Eleci:nc Heaters<t) IS 30 30 44 50 HINGED DOORS 10 12 12 12 12 Low Leek Economtzer 68 93 93 93 9:; Manual OJtside AJr Camper 16 26 26 26 26 Motorized 0u·l$ide Air Damp«-20 30 30 30 30 Nova-C.ootrd 8 8 8 8 8 Oversized l'llotor s 8 8 -- POWERED CONVENIENCE OUTLET 38 38 38 38 50 Powered Exhaust 40 40 80 80 80 R.eheat Coif 12 14 15 20ldl 30 ROOF CURB 61 79 78 78 89 Smoke Datectq-, Supply s 5 5 5 5 continued on next PBG• RT-PRC023AJ-EN 217 019 •- Weights 1l OF abr. 16 . actory Inna u ed opt ona fiops /accusory net wei gh [U, )I IJbl ts • • TfYSm72P-T/YSC120I' T /YS',03111!-CIIIOE T /VHC0481!!--0fiOE 102F T /YHC092F- TfYHC0311E T/VH~--OfiOF T /YHC0721,/F :l.02F T/vttCUOF -Weight Nlll:Woiot,t Net Weight NetWelgllt Net Weight Acce-..y 3-!I Tonti 4--!I Tona 11--10 To1111 7V,, BV., 10 10 Smoke Oetectcr, Return 7 7 7 7 7 Stainless Steej !--leatExchanger<•l 4 6 6 6 6 -THROUGH THE BASE ELEC OUTLET 9 13 13 13 13 Throogh-the--Base Gei:s s s 5 5 5 -UNIT MOUNTED CIRCUIT BREAKER 5 5 5 5 5 Lnit Ma.mted-Oisc:onnect s s 5 5 5 (a) Weolgt,ts f-or op,ions not listed are <5 lbs. (b) N¢t we19ttt: Should be added to unit weight when ordering faetory-1r1smlled acte$$61"te.s. (c) ..apphcatic tQ Cc-cling urits only, (d) Rehe:atweight fur 'this value orly ·awlre1ble to, 7,5 ,ar-.:1 e.5 TCfl High Efficiency "F" models, (e) Ppplic.ablc to Gas/Electric urits only. RTUWEIGHT: 1,124 LB ADD'L ACCESSORIES WEIGHT: 259 LB TOTAL RTU WEIGHT: 218 RT.PRC023AJ-EN 020