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VLMKCONSULTING 503.222.4453 E N G I N E E R S 503.248.9263 vlmk@vlmk.com 3933 SW Kelly Avenue • Portland . OR . 97239-4393 www.vlmk.com STRUCTURAL CALCULATIONS for Greenway Town Center New HVAC Units 12220 SW Scholls Ferry Road Tigard, Oregon 97223 CITY OP TIGARD for • REVIEWED FOR CODE COMPLIANCE Approved: f a� OTC: I J Abbott Construction Permit#; AA E -2O (5-a3ts3307 SE Hawthorne Suite 150 Address; Z2 -. Q4."*i"Xini'B:. d, Oregon 97214 Suite#s Dates �EpPROFF Ilfuliy • ���I NFF�s�py OFFICE COPY 656; . E p� ,��G'EGON�, ��'12,Zn EXPIRES: 12/31/20 N • Prepared By: Ken Rust, P.E. VLMK Job Number: 20130139.8 November 2014 I Structural Engineering•Civil Engineering•Industrial Engineering•Planning•Studies/Evaluations•Entitlement VLMK Consulting Engineers,Inc Greenway Town Center New HVAC Units 12220 SW Scholls Ferry Road Tigard, Oregon 97223 VLMK JOB NO. 20130139.8 STRUCTURAL CALCULATIONS FOR BUILDING PERMIT TABLE OF CONTENTS Design Outline and Criteria DC-1 Structural Details S-1 thru S-7 Structural Calculations C-1 thru C-15 Reference Sheets (FOR REFERENCE ONLY) R-1 thru R-11 DESCRIPTION OF STRUCTURAL SYSTEM The 'Greenway Town Center HVAC' project consists of the addition of two new roof top units on an existing building located Tigard, Oregon. This package includes structural calculations that verify the adequacy of the existing roof framing, as well as details for the anchorage of unit to resist wind/seismic forces. ***LIMITATIONS*** VLMK Consulting Engineers was retained in a limited capacity for this project. The design is based upon information provided by the client, who is solely responsible for the accuracy of the information. No responsibility and/or liability is assumed by, nor is any to be assigned to, VLMK Consulting Engineers for items beyond that shown in this Structural Calculation Package. pC- 1 DESIGN CRITERIA CODES: 2014 Oregon Structural Specialty Code (Based on the 2012 International Building Code) DESIGN LOADS: Live Loads: Roof Snow Load Flat Roof Snow Load, Pf 25.0 psf Dead Loads: Roof (Existing) Total Roof Load 15.0 psf Additional Loads Roof Mounted Mechanical Units As Noted Wind: Ultimate Design Wind Speed (3-second gust) 120 mph Wind Importance Factor, I,N IN, = 1.0 Risk Category II Wind Exposure B Seismic: Location (Lat/Long) 45.443, -122.803 Seismic Importance Factor 1.0 Risk Category II Mapped Spectral Response Accelerations Ss = 96.8% S1 = 42.4% Site Class D Spectral Response Coefficients Sds = 71.8% Sdi = 44.5% Seismic Design Category D Component Anchorage Factors ao RD I,, HVAC Equip 2.5 6.0 1.0 MATERIALS Wood Framing: Beams Douglas Fir #2 GRID GRID GRID ` 25'-0" 25'-0" __ ...__� \ IGRID NOTES: 1. CONTRACTOR TO VERIFY EXISTING E)20"TJI A`32"O.0 FRAMING WITH CONDITIONS SHOWN OR %- NOTED PRIOR TO BEGINNING WORK. 0 2. CONTRACTOR TO VERIFY DUCTING FITS THROUGH EXISTING FRAMING WITHOUT ALTERATIONS TO FRAMING. SEE NOTE 5 BEARING POINT PER ATTACHED 3. REINFORCE EXISTING JOIST AT LOAD ( )JLB (J 6 J4'x 19 1/2' GIB I I (E)GLB DETAILS,TYPICAL. I. ---•m J" '—" ' GRID 4. PROVIDE CRICKET ON HIGH SIDE FOR ' PROPER DRAINAGE AROUND UNIT. 5. NEW UNIT TO SIT ON EXISTING CURB (E)10"TJ,AT 32"O.0 ■ WITH CURB ADAPTOR.EXISTING UNIT WEIGHS(1480#)MORE THAN NEW UNI� 4' AND CURB ADAPTOR. SEE DETAIL ® ° FOR ADAPTOR CURB ATTACHMENT REQUIREMENTS. li 6. VERIFY MECHANICAL UNITS ARE NOT I LOCATED ON THE SAME JOIST FRAMING. I I 1)11_13 1 I`i �E��� 1 '� �L� -�.t (�)�L� GRID PARTIAL ROOF FRAMING PLAN _ 1J16"= 1'-0" `- V I M K ONSULTING GREENWAY TOWN CENTER HVAC 20130139.8 11/14 EC N G I NEE R S 12220 SW SCROLLS FERRY ROAD KDR CHECKED DRAWN 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 TIGARD,OREGON 97223 1503.222.4453 avlmk @vimkcom PARTIAL FRAMING PLAN S-1 503.248.9263 www.vImk.com GRID U • NEW 4x8 t TYPICAL o —, 1 . filo w I 11,P NEW HVAC UNIT TO z BEAR ON NEW OR w EXISTING FRAMING NEW 4x8 . ON ALL SIDES IV (WEIGHT=1100#) I F °mm °°+ „,. (E)GW GIRDER GRID mi g 07 O m ' w z 0 w ENLARGED FRAMING PLAN 1/4"= 1'-0" CONSULTING GREENWAY TOWN CENTER HVAC 20130139.8 11/14 _h_E N G I N E E R S 12220 SW SCHOLLS FERRY ROAD KDR 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 TIGARD,OREGON 97223 I503.222.4453 vlmk @vimk.com ENLARGED FRAMING PLAN S-2 503248.9263 www.vlmk.com 9,Eri to: Mk S-6 Ilk HVAC UNIT AND CURB BY OTHERS CONTINUOUS 2x BLOCKING UNDER UNIT CURB,#14 SCREWS TO PENETRATE d 2"MINIMUM INTO GLULAM GIRDER EN RN -- • ► = — . \\�.N ____ e \\\\\\.4 . FRAMING PER PLAN,TYPICAL ' I�I�/ SIMPSON'LUS46'FACE MOUNT ,'. ..\ S. NI: HANGER,TYPICAL . _ /////,/ . . , i -J \\\\\, L •� �1- EXISTING OPEN-WEB JOIST BEYOND, TYPICAL EXISTING GLULAM GIRDER et HVAC SUPPORT DETAIL 1". 1'_O„ V■ 1k1 K CONSIULTING GREENWAYTOWNCENTERHVAC 20110129.8 11 4 E N G I N E E R S 12220 SW SCROLLS FERRY ROAD KDR 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 TIGARD,OREGON 97223 503.222.4453 vimk @vimk,com .S-3 503.248.9263 1www,vimk.com HVAC SUPPORT DETAIL HVAC UNIT AND CURB BY OTHERS WEB STIFFENER FRAMING PER PLAN PER a SIMPSON'848'TOP FLANGE HANGER, INSERT HANGER BETWEEN EXISTING SHEATHING AND JOIST TOP CHORD (NAILING PER MFR) EXISTING OPEN-WEB JOIST 1 HVAC SUPPORT DETAIL S-4 1.= 1._0" CONSULTING GREENWAY TOWN CENTER HVAC 2013029.8 1y14 E N G I N E E R S 12220 SW SCHOLLS FERRY ROAD KDR 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 TIGARD, OREGON 97223 503.222.4453 111 vImk @vlmk.com HVAC SUPPORT DETAIL S-4 503.248.9263 www. vlmk.com „� S•— HVAC UNIT AND CURB BY OTHERS SIMPSON'A34' HVAC SUPPORT FRAMING CLIP , FRAMING BEYOND OE El i ti ,• I / I a I \ I 'I / / \ d..—.7 r IF 4"OR LESS WEB STIFFENER IS NOT REQUIRED • EXISTING OPEN-WEB 2x4 WEB STIFFENER,ALIGN AT WOOD JOIST WEB PANEL POINT AS SHOWN AND NOTCH BOTTOM FOR WEB _!1_. HVAC SUPPORT DETAIL 1"= 1'-0" V I. NI K CONSULTING GREENWAY TOWN CENTER HVAC 20130139.8 11114 E N G I N E E R S 12220 SW SCROLLS FERRY ROAD KDR YM CIEOfft 3933 SW Kelly Avenue • Portland • Oregor 97239-4393 TIGARD, OREGON 97223 1503.222.4453 I vImk @vImk.com HVAC SUPPORT DETAIL S-5 503.248.9263 www.vlmk.com �ro H-- UNIT CASING UNIT BASE AND BASE RAIL SECURE ANCHOR TO UNIT WITH (4)#10 x 1/2"TEK SCREWS 1 1 y SECURE ANCHOR TO CURB 1 J A WITH(4)#10 x 1/2"TEK SCREWS,TYPICAL ism ism um Ism WOOD NAILER 16 GAUGE STEEL'CANFAB' taxi mat OR EQUAL ANCHOR, (4) saw ���i UNIT MOUNTING CURB BY UNIT TOTAL, (1)EACH CORNER um ON LONG SIDES OF UNIT ii MANUFACTURER(14"HEIGHT) un 'U.S ''U.S GALVANIZED SHEET METAL ism MINIMUM 2x P.T. LEVEL um COUNTER FLASHING imi PLATFORM BY CONTRACTOR HMI un un �••n' EXISTING ROOF SHEATHING, u u.i ROOFING BY OTHERS REMOVE UNDER UNIT AS REQUIRED SECURE CURB TO SUPPORT FRAMING WITH#14 WOOD SCREWS AT EACH CORNER AND AT 2'-0"O.C. . SUPPORT FRAMING PER PLAN MAXIMUM SPACING, SCREWS MUST BE LONG ENOUGH TO PENETRATE SUPPORT FRAMING 2"MINIMUM 1 HVAC CURB DETAIL S-6 1 1/2"= 1'-0" V T � 1 CONSULTING GREENWAY TOWN CENTER HVAC 201.1029.8 1 i4 L E N G I N E E R S 12220 SW SCHOLLS FERRY ROAD KDR 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 TIGARD,OREGON 97223 I503.222.4453 I vlmk @vlmk.com HVAC CURB DETAIL S-6 503.248.9263 www.vlmk.com UNIT CASING UNIT BASE AND BASE RAIL SECURE HOLDOWN TO UNIT WITH(2)#14 TEK SCREWS .......n,�."�....„a_.._. 1 SECURE ANCHOR TO CURB WITH(4)#10 x 1/2"TEK FJ SCREWS,TYPICAL 10 GAUGE STEEL'CANFAB' HVAC UNIT ADAPTER CURB OR EQUAL SEISMIC HOLDDOWN, (4)TOTAL,(1)EACH CORNER ON LONG SIDES OF UNIT SECURE HVAC UNIT ADAPTER CURB TO EXISTING CURB WITH MINIMUM PA (4)#10 x 1/2"TEK SCREWS EACH _ CORNER AND AT 12"O.C.AT SIDES, FIE tam TYPICAL r�r rill EXISTING UNIT MOUNTING CURB (APPROX 14"HEIGHT) EXISTING ROOF SHEATHING mi Iii. EXISTING ROOFING 1 / � n VERIFY THAT EXISTING CURB IS FASTENED TO EXISTING SUPPORT FRAMING WITH A#14 SCREW EXISTING FRAMING MINIMUM AT EACH CORNER AND AT 24"O.C., t PER PLAN EACH SIDE. IF ANCHORAGE DOES NOT EXIST, PROVIDE SIMPSON'LTP4'OR'A35'CLIPS AT EACH CORNER AND AT 48"O.C.EACH SIDE FROM THE INSIDE OF THE CURB TO THE EXISTING ROOF FRAMING HVAC CURB DETAIL 1 1/2"= 1'-0" V M K CONSULTING GREENWAY TOWN CENTER HVAC 2D130139.8 11/14 E N G I N E E R S 12220 SW SCROLLS FERRY ROAD KDR 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 TIGARD,OREGON 97223 I 503.222.4453 vlmk @vlmk.com HVAC CURB DETAIL S-7 503.248.9263 www.vlmk.com Job rCr' 44 A-C Vir4MK ENGINLETEIRS Client fteo rr , Job No ki'll=1 I In ii By stAil• 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 • (lb/ c-I P 503.222.4453 503.248.9263 II Date Sheet No. , , ,,gsop•iiv......riaanalasii.w.bilram.o.woorsaramaimpa.or.,-..7,-*:‘,•clo.iaao#......alporaiiaviwi,,,,.,-,,....f....:-..-„,,,,,,..,,,,,„,,,..,,,-„, ,,,,,,,,,.........00,0,...rawaii, _• _: : : r ' 4cit„ 4,4,,,,Ii. ..i,;___, + 5...f.le,o,)„,,:,•,„, „:0_4;._:.,,-? ; C ..7..) 0 1 -4--1--s-4.- ;----4-4 , .; ! 1 •'" : i 1 11 kr 1 ; 1 is ; 1SE.,E- ts,e(.4 -4- 1!•41-R-fr I_ ; : I ! 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Title Block Line 6 Rinteck 10 NOV 7A14,3.14K4 Wood Bearn Aren*tid 34, ` ' ENERCALC INC 1983-2014,BinIci'6.'494 ye Lic.#:KW-06002728 Licensee:yin*consultin. en!ineers • Description: Existing 6 3/4"x 19 1/2"GLB „:,tt*EigtORENtESTM:114t,C i!..1,'.1.;!.'..::.:.•.:kiL.itt: Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 2,400.0 psi Ebend-xx 1,800.0 ksi Fc-PM 1,650.0 psi Eminbend-xx 930.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V8 Fv 285.0 psi Eminbend-yy 830.0 ksi Ft 1,100.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(4.275)S(7.125) Do 47) D(4.275)S(7.125) D 0.450 S 0.750 7111=IIIIIIIr= MM=IMMIELIII=M111.11.111111E i i • • 9.75)(19.5 6.75x19.5 - 6.75x19.5 Span•5.0 ft Span 25.0 ft Span 5.0 ft I 111111111111111111111111111111M.MTI Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans: D=0.450, S=0.750 k/fl Load for Span Number 1 Point Load: D=4.275, S=7.125k A 0.O fl Load for Span Number 2 Point Load: D=1.470 k 012.50 fi Load for Span Number 3 Point Load: D=4.275, S=7.125 k A 5.0 fl •• •-,.t P 4'Itt. rii,S4„1:, OWN&41 fitr: *ht,la,6 Fiv,p,p.qa4t4i, Design OK ,04- ' '''' , 44,-,444.0=‘, , • Maximum Bending Stress Ratio = 0.808 1 Maximum Shear Stress Ratio = 0.583 : 1 Section used for this span 6.75x19.5 Section used for this span 6.75x19.5 fb:Actual = 2,030.05 psi fv:Actual = 177.60 psi FB:Allowable = 2,513.57 psi Fv:Allowable = 304.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 25.000ft Location of maximum on span = 3.403ft • Span#where maximum occurs = Span#2 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.168 in Ratio= 714 Max Upward L+Lr+S Deflection -0.018 in Ratio= 16617 • Max Downward Total Deflection 0.186 in Ratio= 644 Max Upward Total Deflection -0.018 in Ratio= 16617 roio-KA p,:tripktoRawoijotoicb**9641 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span 9 M V C d C FN C1 Cr Cm C t CL M lb Pb V fv Fv 40+11 0.00 0.00 OM 0.00 Length=5.0 ft 1 0.355 0.288 0.90 1.000 1.00 1.00 1.00 1.00 1.00 27.37 767.72 2160.00 6.02 68.64 238.50 Length=25.0ft 2 0.390 0.288 0.90 0.911 1.00 1.00 1.00 1.00 1.00 27.37 767.72 1967.14 6.02 68.64 238.50 Title Block Line 1 Project Title: C.-3 You can change this area Engineer: Project ID: using the"Settings"menu item Project Desa: and then using the'Printing& Title Block"selection. Title Block'_ine 6 Printed 10 NOV 2014,3'.14PM ;awl - '�NOOd Beam File=gaAcad2013t2 01 3 01 391 20 1 301 391&HVACf20130t39Shvac:ec6 ENERCALC,INC.•9983 2014,Build:6.14:9 4 Ver.614.9:4 Lic.8:KW-06002728 Licensee:vlmk consultin! en.ineers • Description Existing 6 3!4'x 19 112'GLB Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr Cm C t CL M fb Fb V fv F'v Length=5.0 ft 3 0.355 0.288 0.90 1.000 1.00 1.00 1.00 1.00 1.00 27.37 767.72 2160.00 5.91 68.64 238.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.320 0.259 1.00 1.000 1.00 1.00 1.00 1.00 1.00 27.37 767.72 2400.00 6.02 68.64 265.00 Length=25.0 ft 2 0.351 0.259 1.00 0.911 1.00 1.00 1.00 1.00 1.00 27.37 767.72 2185.71 6.02 68.64 265.00 Length=5.0 ft 3 0.320 0.259 1.00 1.000 1.00 1.00 1.00 1.00 1.00 27.37 767.72 2400.00 5.91 68.64 265.00 +0+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.256 0.207 1.25 1.000 1.00 1.00 1.00 1.00 1.00 27.37 767.72 3000.00 6.02 68.64 331.25 Length=25.0 ft 2 0.281 0.207 1.25 0.911 1.00 1.00 1.00 1.00 1.00 27.37 767.72 2732.14 6.02 68.64 331.25 Length=5.0 ft 3 0.256 0.207 1.25 1.000 1.00 1.00 1.00 1.00 1.00 27.37 767.72 3000.00 5.91 68.64 331.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.736 0.583 1.15 1.000 1.00 1.00 1.00 1.00 1.00 72.37 2,030.05 2760.00 15.58 177.60 304.75 Length=25.0 ft 2 0.808 0.583 1.15 0.911 1.00 1.00 1.00 1.00 1.00 72.37 2,030.05 2513.57 15.58 177.60 304.75 Length=5.0 ft 3 0.736 0.583 1.15 1.000 1.00 1.00 1.00 1.00 1.00 72.37 2,030.05 2760.00 15.58 177.60 304.75 +0+0.750Lr-.0,750L+1-1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.256 0.207 1.25 1.000 1.00 1.00 1.00 1.00 1.00 27.37 767.72 3000.00 6.02 68.64 331.25 Length=25.0 ft 2 0.281 0.207 1.25 0.911 1.00 1.00 1.00 1.00 1.00 27.37 767.72 2732.14 6.02 68.64 331.25 Length=5.0 ft 3 0.256 0.207 1.25 1.000 1.00 1.00 1.00 1.00 1.00 27.37 767.72 3000.00 5.91 68.64 331.25 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.621 0.492 1.15 1.000 1.00 1.00 1.00 1.00 1.00 61.12 1,714.47 2760.00 13.16 150.03 304.75 Length=25.0 ft 2 0.682 0.492 1.15 0.911 1.00 1.00 1.00 1.00 1.00 61.12 1,714.47 2513.57 13.16 150.03 304.75 Length=5.0 ft 3 0.621 0.492 1.15 1.000 1.00 1.00 1.00 1.00 1.00 61.12 1,714.47 2760.00 13.16 150.03 304.75 +0+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.200 0.162 1.60 1.000 1.00 1.00 1.00 1.00 1.00 27.37 767.72 3840.00 6.02 68.64 424.00 Length=25.0 ft 2 0.220 0.162 1.60 0.911 1.00 1.00 1.00 1.00 1.00 27.37 767.72 3497.14 6.02 68.64 424.00 Length=5.0 ft 3 0.200 0.162 1.60 1.000 1.00 1.00 1.00 1.00 1.00 27.37 767.72 3840.00 5.91 68.64 424.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.200 0.162 1.60 1.000 1.00 1.00 1.00 1.00 1.00 27.37 767.72 3840.00 6.02 68.64 424.00 Length=25.0 ft 2 0.220 0.162 1.60 0.911 1.00 1.00 1.00 1.00 1.00 27.37 767.72 3497.14 6.02 68.64 424.00 Length=5.0 ft 3 0.200 0.162 1.60 1.000 1.00 1.00 1.00 1.00 1.00 27.37 767.72 3840.00 5.91 68.64 424.00 +0+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.200 0.162 1.60 1.000 1.00 1.00 1.00 1.00 1.00 27.37 767.72 3840.00 6.02 68.64 424.00 Length=25.0 ft 2 0.220 0.162 1.60 0.911 1.00 1.00 1.00 1.00 1.00 27.37 767.72 3497.14 6.02 68.64 424.00 Length=5.0 ft 3 0.200 0.162 1.60 1.000 1.00 1.00 1.00 1.00 1.00 27.37 767.72 3840.00 5.91 68.64 424.00 +0+0.750L+0.750S+0.450W41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.446 0.354 1.60 1.000 1.00 1.00 1.00 1.00 1.00 61.12 1,714.47 3840.00 13.16 150.03 424.00 Length=25.0 ft 2 0.490 0.354 1.60 0.911 1.00 1.00 1.00 1.00 1.00 61.12 1,714.47 3497.14 13.16 150.03 424.00 Length=5.0 ft 3 0.446 0.354 1.60 1.000 1.00 1.00 1.00 1.00 1.00 61.12 1,714.47 3840.00 13.16 150.03 424.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.446 0.354 1.60 1.000 1.00 1.00 1.00 1.00 1.00 61.12 1,714.47 3840.00 13.16 150.03 424.00 Length=25.0 ft 2 0.490 0.354 1.60 0.911 1.00 1.00 1.00 1.00 1.00 61.12 1,714.47 3497.14 13.16 150.03 424.00 Length=5.0 ft 3 0.446 0.354 1.60 1.000 1.00 1.00 1.00 1.00 1.00 61.12 1,714.47 3840.00 13.16 150.03 424.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.120 0.097 1.60 1.000 1.00 1 00 1.00 1.00 1.00 16.42 460.63 3840.00 3.61 41.18 424.00 Length=25.0 ft 2 0.132 0.097 1.60 0.911 1.00 1.00 1.00 1.00 1.00 16.42 460.63 3497.14 3.61 •41.18 424.00 Length=5.0 ft 3 0120 0.097 1.60 1.000 1.00 1.00 1.00 1.00 1.00 16.42 460.63 3840.00 3.54 41.18 424.00 • +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.120 0.097 1.60 1.000 1.00 1.00 1.00 1.00 1.00 16.42 460.63 3840.00 3.61 41.18 424.00 Length=25.0 ft 2 0.132 0.097 1.60 0.911 1.00 1.00 1.00 1.00 1.00 16.42 460.63 3497.14 3.61 41.18 424.00 ' Length=5.0 ft 3 0.120 0.097 1.60 1.000 1.00 1.00 1.00 1.00 1.00 16.42 460.63 3840.00 3.54 41.18 424.00 Overall Maximum Deflections' Load Combination Span Max."-"Defl Location in Span Load Combination Max.'+'Defl Location in Span +0+S41 1 0.1861 0.000 0.0000 0.000 +D+S+H 2 0.2470 12.605 S Only -0.0164 1.471 +D+S+H 3 0.1844 5.000 0.0000 1.471 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Suppoo 2 Support 3 Support 4 Overall MAXimum 33 650 33.650 Overall MINimum 8.040 8.040 Title Block Line 1 Project Title: Lt You can change this area Engineer: Project ID: L' using the'Settings'menu item Project Descr: and then using the"Printing& Title Block'selection Title Block Line 6 Print d 10 NOV 2014.3 V1�OOd Beam rile=g:lAca 120131201.30139120139139.8 HVAC12D130139-e hvac.'ec6 FNFRCAIC INC.1983-2014,Bu d6 14.9 4 Jer6,14.9,4` Uc.#:KW-08002728 Licensee:vlmk consultin! engineers Description: Existing 6 3/4"x 19112"GLB Vertical Reaction's. . Support notation:Far left is#1 Values rn KIPS Load Combination Support 1 Support 2 Support 3 Support 4 +0+H 13.400 13.400 +D+L+H 13.400 13.400 +D+Lr+H 13.400 13.400 +D+S+H 33.650 33.650 +D+0.750Lr+0.750L+H 13.400 13.400 +D+0.750L+0.750S+H 28.588 28.588 +D+0.60W+H 13.400 13.400 +0+0.70E+4-1 13.400 13.400 +D+0.750L+0.750Lr+0.450W+H 13.400 13.400 +D+0.750L+0.750S+0.450W+H 28.588 28.588 +1J+0.750L+0.750S+0.525E+4-1 28.588 28.588 +0.60D+0.60W+0.60H 8.040 8.040 +0.60D+0.70E+0.60H 8.040 8.040 D Only 13.400 13.400 Lr Only L Only S Only 20.250 20.250 W Only E Only H Only Title Block Line 1 Project Title: C' You can change this area Engineer: Project ID: using the'Settings'menu item Project Descr: and then using the"Printing& Title Block'selection. Title Block Line 6 .. s. v Printed. o Nov 2014,3 16PM VEVI Y " .; a n,' y .E ' -91i.. 9a l I;i;411 - p"7 . : . fl r :a ittii it t 11-- ;QUI ._ ,,p i + a.k I, i.; a F. t' t.. : Aal lk:' t,1. Irt Lic.#:KW-06002728 Licensee:vlmk consulting engineers Description: Existing 63/4"x 18'GLB Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 2,400.0 psi Ebend-xx 1,800.0 ksi Fc-PrIl 1,650.0 psi Eminbend-xx 930.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V8 Fv 265.0 psi Eminbend-yy 830.0 ksi Ft 1,100.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(2.85)$(4.75) D(1. 97) D(4.275)S(7.125) D 0.30 S 0.50 a fis 6.75x18 6.75x18 6.75x18 Span=5.0 ft Span=25.0 ft Span=5.0 ft , i i 4€ft r4't. ,,,,P i=i,1,::w. .tt 14.3.1 , Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans: D=0.30, S=0.50 k/h Load for Span Number 1 Point Load: D=2.850, S=4.750 k a 0.0 ti Load for Span Number 2 Point Load: D=1.297 k 0 12,50 f1 Load for Span Number 3 Point Load: D=4.275, S=7.125 k(a,5.011 :Maximum Bending Stress Ratio = 0.875 1 Maximum Shear Stress Ratio = 0.580 : 1 Section used for this span 6.75x1 8 Section used for this span 6.75x18 fb:Actual = 2,216.95 psi fv:Actual = 176.78 psi FB:Allowable = 2,533.77 psi Fv:Allowable = 304.75 psi Load Combination +D+S+H Load Combination +D+5+H Location of maximum on span = 25.000ft Location of maximum on span = 25.000 ft Span#where maximum occurs = Span#2 Span#where maximum occurs = Span#2 Maximum Deflection Max Downward L+Lr+S Deflection 0.315 in Ratio= 380 Max Upward L+Lr+S Deflection -0.106 in Ratio= 2830 Max Downward Total Deflection 0.411 in Ratio= 292 Max Upward Total Deflection -0.106 in Ratio= 2830 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb F'b V N F'v 4041'1 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.280 0.207 0.90 1.000 1.00 1.00 1.00 1.00 1.00 18.34 603.78 2160.00 4.00 49.44 238.50 Length=25.0 ft 2 0.423 0.281 0.90 0.918 1.00 1.00 1.00 1.00 1.00 25.46 838.34 1982.95 5.43 67.03 238.50 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: C-"�0 using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Print c.10 NOV 2014,3.16PM �:,2, "{'.: »..4 ..W Diattia a:1 ot". 1J .rte` xntith-4,x ': l'°E;PM.tliIZEt: - ie. .�'1 »01 ;6149,4. Lic.#:KW-06002728 Licensee:virnk consulting engineers Description: Existing 6 3/4'x 18"GLB • Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr Cm C t CL M fb F'b V tv F'v Length=5.0 ft 3 0.388 0.281 0.90 1.000 1.00 1.00 1.00 1.00 1.00 25.46 838.34 2160.00 5.43 67.03 238.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.252 0.187 1.00 1.000 1.00 1.00 1.00 1.00 1.00 18.34 603.78 2400.00 4.00 49.44 265.00 Length=25.0 ft 2 0.380 0.253 1.00 0.918 1.00 1.00 1.00 1.00 1.00 25.46 838.34 2203.28 5.43 67.03 265.00 Length=5.0 ft 3 0.349 0.253 1.00 1.000 1.00 1.00 1.00 1.00 1.00 25.46 838.34 2400.00 5.43 67.03 265.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.201 0.149 1.25 1.000 1.00 1.00 1.00 1.00 1.00 18.34 603.78 3000.00 4.00 49.44 331.25 Length=25.0 ft 2 0.304 0.202 1.25 0.918 1.00 1.00 1.00 1.00 1.00 25.46 838.34 2754.10 5.43 67.03 331.25 Length=5.0 ft 3 0.279 0.202 1.25 1.000 1 00 1.00 1.00 1.00 1.00 25.46 838.34 3000.00 5.43 67.03 331.25 +4J+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.577 0.426 1.15 1.000 1.00 1.00 1.00 1.00 1.00 48.34 1,591.43 2760.00 10.52 129.87 304.75 Length=25.0 ft 2 0.875 0.580 1.15 0.918 1.00 1.00 1.00 1.00 1.00 67.34 2,216.95 2533.77 14.32 176.78 304.75 Length=5.0 ft 3 0.803 0.580 1.15 1.000 1.00 1.00 1.00 1.00 1.00 67.34 2,216.95 2760.00 14.32 176.78 304.75 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.201 0.149 1.25 1.000 1.00 1.00 1.00 1.00 1.00 18.34 603.78 3000.00 4.00 49.44 331.25 Length=25.0 ft 2 0.304 0.202 1.25 0.918 1.00 1.00 1.00 1.00 1.00 25.46 838.34 2754.10 5.43 67.03 331.25 Length=5.0 ft 3 0.279 0.202 1.25 1.000 1.00 1.00 1.00 1.00 1.00 25.46 838.34 3000.00 5.43 67.03 331.25 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.487 0.360 1.15 1.000 1.00 1.00 1.00 1.00 1.00 40.84 1,344.52 2760.00 8.89 109.76 304.75 Length=25.0 ft 2 0.739 0.490 1.15 0.918 1.00 1.00 1.00 1.00 1.00 56.87 1,872.30 2533.77 12.10 149.35 304.75 Length=5.0 ft 3 0.678 0.490 1.15 1.000 1.00 1.00 1.00 1.00 1.00 56.87 1,872.30 2760.00 12.10 149.35 304.75 +D+0,60W+4-I 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.157 0.117 1.60 1.000 1.00 1.00 1.00 1.00 1.00 18.34 603.78 3840.00 4.00 49.44 424.00 Length=25.0 ft 2 0.238 0.158 1.60 0.918 1.00 1.00 1.00 1.00 1.00 25.46 838.34 3525.24 5.43 67.03 424.00 Length=5.0 ft 3 0.218 0.158 1.60 1.000 1.00 1.00 1.00 1.00 1.00 25.46 838.34 3840.00 5.43 67.03 424.00 +D+0.70E4l 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.157 0.117 1.60 1.000 1.00 1.00 1.00 1.00 1.00 18.34 603.78 3840.00 4.00 49.44 424.00 Length=25.0 ft 2 0.238 0.158 1.60 0.918 1.00 1.00 1.00 1.00 1.00 25.46 838.34 3525.24 5.43 67.03 424.00 Length=5.0 ft 3 0.218 0.158 1.60 1.000 1.00 1.00 1.00 1.00 1.00 25.46 838.34 3840.00 5.43 67.03 424.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.157 0.117 1.60 1.000 1.00 1.00 1.00 1.00 1.00 18.34 603.78 3840.00 4.00 49.44 424.00 Length=25.0 ft 2 0.238 0.158 1.60 0.918 1.00 1.00 1.00 1.00 1.00 25.46 838.34 3525.24 5.43 67.03 424.00 Length=5.0 ft 3 0.218 0.158 1.60 1.000 1.00 1.00 1.00 1.00 1.00 25.46 838.34 3840.00 5.43 67.03 424.00 +D+0.750L+0.750S+0.450W4 1.000 100 1.00 1 O 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.350 0.259 1.60 1.000 1.00 1.00 1.00 1.00 1.00 40.84 1,344.52 3840.00 8.89 109.76 424.00 Length=25.0 ft 2 0.531 0.352 1.60 0.918 1.00 1.00 1.00 1.00 1.00 56.87 1,872.30 3525.24 12.10 149.35 424.00 Length=5.0 ft 3 0.488 0.352 1.60 1.000 1.00 1.00 1.00 1.00 1.00 56.87 1,872.30 3840.00 12.10 149.35 424.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.350 0.259 1.60 1.000 1.00 1.00 1.00 1.00 1.00 40.84 1,344.52 3840.00 8.89 109.76 424.00 Length=25.0 ft 2 0.531 0.352 1.60 0.918 1.00 1.00 1.00 1.00 1.00 56.87 1,872.30 3525.24 12.10 149.35 424.00 Length=5.0 ft 3 0.488 0.352 1.60 1.000 1 00 1.00 1.00 1.00 1.00 56.87 1,872.30 3840.00 12.10 149.35 424.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.094 0.070 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.00 362.27 3840.00 2.40 29.66 424.00 Length=25.0 ft 2 0.143 0.095 1.60 0.918 1.00 1.00 1.00 1.00 1.00 15.28 503.01 3525.24 3.26 40.22 424.00 Length=5.0 ft 3 0.131 0.095 1.60 1.000 1.00 1.00 1.00 1.00 1.00 15.28 503.01 3840.00 3.26 40.22 424.00 'O.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0 00 Length=5.0 ft 1 0.094 0.070 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.00 362.27 3840.00 2.40 29.66 424.00 Length=25.0 ft 2 0.143 0.095 1.60 0.918 1.00 1.00 1.00 1.00 1.00 15.28 503.01 3525.24 3.26 40.22 424.00 Length=5.0 ft 3 0.131 0.095 1.60 1.000 1.00 1.00 1.00 1.00 1.00 15.28 503.01 3840.00 3.26 40.22 424.00 �31s 1_F� a' x W'r:��i-� i . 1' -, !.... 'b tr ms's ii P: 81CA) �y @CtI�ns hJL ,ttaiii s,.*..7 ;^ . " l Load Combination Span Max.'-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S41 1 0.2501 0.000 0.0000 0.000 D Only 2 0.1106 11.975 S Only -0.1060 19.118 40+S41 3 0.4106 5.000 0.0000 19.118 Valailliiiiterniliilm` : ' .. .,•' i t""4"';i` Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support4 Overall MAXimum 21.964 27.284 Overall MINimum 5.363 6.560 Title Block Line 1 Project Title: ^l You can change this area Engineer: Project ID: C" using the'Settings'menu item Project Descr: and then using the'Printing& Title Block'selection. . Title Block Lne 6 201 16=s,; 'Wood Beam Fie g:CAce12p13420120:39520130139.8 HVAC120130139-8 hvac ec6 ENERCALC,INC.11983-2014,Build:6.1,49.4,Ver:6,14.94: Lic.#:KW-06002728 Licensee:vtmk consulting engineers Description: Existing 6 3/4"x 18°GLB Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 +0+1-1 8.939 10.934 +O+L+H 8.939 10.934 +D+Lr+H 8,939 10.934 +D+S+H 21.964 27.284 +D+0.750Lr+0.750L+H 8.939 10.934 +D+0.750L+0.750S+H 18.708 23.197 +0+0.60W+H 8.939 10.934 +0+0.70E41 8.939 10.934 +D+0.750L+0.750Lr+0.450W+H 8.939 10.934 +0+0.750L+0.750S+0.450W+H 18.708 23.197 +0+0.750L+0.750S+0.525E+H 18.708 23.197 +0.60D+0.60W+0.60H 5.363 6.560 +0.600+0.70E+0.60H 5.363 6.560 D Only 8.939 10.934 Lr Only L Only S Only 13.025 16.350 W Only E Only H Only VLMKCONSULTING Job L It'',ic- ENGINEERS Client ent C�f O1T 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 Job No. aO1301' shy �(� P 503.222.4453 503.248.9263 Q Date 1\10.1 Sheet No. C'$ .w. a,•.r ♦• '. -,A.P.r.rt.on-cut.+ .►a:a wry�n AWaw a.+ ..., 7 .i..e. .ree-c-at•m +1, . i .• r I 7 T 1 I —i t I 1._--.1-, — � I _ .. t 1 i�5r ! l i - l' Ile( ('he' --I-Y 4-143., '; I i _--r,- _ i l.-; _i-. . -4 ;-,- - �.. 3 i I 1 t "'it•I i ►� ►rL7��./i• e 1 1 i 1• r , i i• 1 1 �r I I. 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I l ; I r i t i _h I �- t -r.r-4• 1 I w .1_1,.._,___I ' t 1 1 q , r..J � . . I t i.. .-I I , _,_..> l ! 1_.:_ _, i'_i_ ' I i ..H_..i._-f _ r-.�-, -.1.-1.-44...1.1 l...it ' �-f--, �_ t _ t - , .._._. T • . - r f E I _,_ I , t 1 ,.t_, , I i ! ' I , i i h_4,_ --II' '-� i Y —{ I i t .._l 1 r A r} .i h- r-i".--,-. . 1- ---1- i -,. 1--.j_- • 1--; .---;-1..- �.- �' T' r--'t - -1.--- -�- � i f i i I. ` i i .!�- i• f- _ i-# I i.� r -r ; yl t-art - �r'1 -�- _ a lI} �... -rte I } FI _h-- ' r - i -r 1 --r r.- -.--_ 1 ._--+_ ' - ; 4-.- +• .` 1" j I I }-t- -i f .--t--+— --- — a•. Title Block Line 1 Project Title: You can change this area Engineer: Project ID: C-9 using the'Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. . Title Block Line 6 F rinted 10 NOV 2014,3:43PM r14! r is - e File=g'',Acad201120130139`20130139.8 414..A140tt394piOb'ec6 Generai- ear Analyst ENERCALC.INC 1963-2014 Bwld 6:148.4 Ver9:14.9.4 Lic.I:KW-06002728 Licensee:vlmk consulting engineers • Description: (E)TJL Loads+Mach Unit General BeamProperties;, .;_ Elastic Modulus 29,000.0 ksi Span#1 Span Length = 30.0 ft Area= 10.0 in"2 Moment of Inertia = 100.0 in"4 i D(0133) i ♦ 0(0.04)SJ0.06666) + i ta' span=30.o n ;, . , 4!?-,..1'h �r:*�rl t . �.....,u._ ' . �t i €=' ts �- -,1h s Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.040, S=0.06666 kilt, Tributary Width=1.0 f yj �w}y Point Load: D=0.330 k A 7.0 ftt4p q 4 Maximum Bending= 13.182 k-ft Maximum Shear= 1.853 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 14.250ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.422 in 852 Max Upward L+Lr+S Deflection 0.000 in 0 Max Downward Total Deflection 0.748 in 481 Max Upward Total Deflection 0.000 in 0 w�ata."v QxZ..r xar f•ar-r Y -- -- ---------- .t �1! ► P: 1; binat/0rt Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn.L= 30.00 ft 1 13.18 13.18 1.85 +D+H Dsgn.L= 30.00 ft 1 5.73 5.73 0.85 +0+L+H Dsgn.L= 30.00 ft 1 5.73 5.73 0.85 +D+Lr+H Dsgn.L= 30.00 ft 1 5.73 5.73 0.85 +D+S+H Dsgn.L= 30.00 ft 1 13.18 13.18 1.85 +D+0.750Lr+0.750L+H Dsgn.L= 30.00 ft 1 5.73 5.73 0.85 +D+0.750L-.0.750S41 Dsgn.L= 30.00 ft 1 11.31 11.31 1.60 +D+0.60W+H Dsgn.L= 30.00 ft 1 5.73 5.73 0.85 +D+0.70E+H - Dsgn.L= 30.00 ft 1 5.73 5.73 0.85 +D+0.750Lr+0.750L+0.450W+H Dsgn.L= 30.00 ft 1 5.73 5.73 0.85 +0+0.750L+0.750S+0.450W+4-1 Dsgn.L= 30.00 ft 1 11.31 11.31 1.60 +0+0.750L+0.750S+0.5250E+H Dsgn.L= 30.00 ft 1 11.31 11.31 1.60 +0.60D+0.60W+0.60H Dsgn.L= 30.00 ft 1 3.44 3.44 0.51 +0.60D-60.70E+0.60H Dsgn.L= 30.00 ft 1 3.44 3.44 0.51 ;, Overall Maximum beflections, . Load Combination Span Max."-"Deft Location in Span Load Combination Max.'+"Defl Location in Span +0+S+1-1 1 0.7483 14.850 0.0000 0.000 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: C-I a using the"Settings"menu item Project Descr: and then using the Printing& Title Block'selection. Title Block Line 6 Minted:10 NOV 2014,3:43PM 1K/ 111*JA "4 K ik,0.. C 1Z; i C` 4 ....4,-E--:::4-z.: ,,r.4C i r..1 � S x 0.f = l3 1+ -4 �� t , g &. ii r„ iL � e �el Y; 1) -it:: aas s :^ [. .4114¢ h '.1 „1� Llc.#:KW-06002728 Licensee :vlmk consulting engineers • Description: S(E)TJL Loads+Meth Unit „t. 4,-N Me Support notation:Far left's#1 Values in KIPS • Load Combination Support 1 Support 2 Overall MAXimum 1.853 1.677 Overall MINimum 0.512 0.406 +D*H 0.853 0.677 +D+L44-1 0.853 0.677 +D+Lr+H 0.853 0.677 +D+S+H 1.853 1.677 +040.750Lr+0.750L+H 0.853 0.677 +D+0.750L+0.7505+H 1.603 1.427 4040.60W+H 0.853 0.677 4040.70E4H 0.853 0.677 4040.750L+0.750Lr40.450W+H 0.853 0.677 +D+0.750L+0.750S+0.450W*1-1 1.603 1.427 +D+0.750L+0.750S+0.525E+H 1.603 1.427 +0.60D+0.60W40.60H 0.512 0.406 +0.60D+0.70E+0.60H 0.512 0.406 D Only 0.853 0.677 Lr Only L Only S Only 1.000 1.000 W Only EOnly H Only :... ......011110101111111111 �Ba.fir- 1 dr- • T BEAM-rY ,,,,..___ ,i.s.,.,.„...ii.....„. , 2A5 SAS - .. BAS 11AS - 14.85. 1715 .20:15 2315 2525 29AS Distance(ft) 111 40+0 a.+D+l+B a4D+L.+H ■+D+s+11 ■+D+0.7S5L.+D.73DL+N ■+D+D.75DL+D.7SOS+M •+D+D.60W+N ■+D+0.70e+M a+D+0.750L'+D:750L+D.4SDW+8 •+D+D:750L+0.75D5+D.15DW+M •+D+D.75DL+0.7SDS+D.S25D5+N■+D.60D+D.6DW+D.6D9 •+D.DDD+O.7DE+D:6DN 1.0 N - L5 BEAM-.4 ^ _.. 215 515 e15 11.85 14.05 1715 20.135 2325 2615 2915 Distance(h) ■-+0+5 •+D+L+N a+D+L.+M •+D+6+M 1+D+0.75DL.+2.7001+8 •+D.D.7SD1+0.7305+N •+D+D.00W+11 - i+0+0.725+0 •+D+12.7201..+5.7501+2.d50W+8 •+D+07S2L+0.750S+2.450W+8 ■+D+0.75DL+0.75DS+D.52SDl+H•+0.611D+060W+2.6DH •+0.600+0755+0.6011 BEAM--rr m"4... _r• x.19 ��-����� � ��� Ir�'� ✓ L3B ......a.1111111M111111IMIMMIIIIIIIIIIIIiiiiMM=1"1-11-111 merwill imiummi-iipimplippo 270 5.55 8.40 1125 14.10 16.95 1900 22AS 30.80 2835 Distance(ft) ■+D+N •+2+1+8 •+D+L,+M •+0a545 ■+D+2.7581,•0.7501+8 ■+D+0.75DL+D.7SD6•M •+D+51.60W+M • 0•0.705+8 •+D+D.75OL•O.7SDL•+0.410W•H•+0+0. .7506+0.450W aN •*2+2.7SDL+0.7505+0.5255+5 •+11 201242.62W+2.1104 •+2.602+0.705+2.608 •D0.19 •1,0.0 a L0.14 0 so.ly 1 W O• •eo.r7 ■MO.fry c-I( Load Tables/Snow (115%) TILTM I THAT" Series Allowable Uniform Load (plf) Parallel Chord•Open-Web Series TJ LT" Series FL=Flat roof less than 1/i'in 12"slope. SL=Sloped roof greater than 1/e"In 12"slope. `Depth 14`;,:t7 t7" 16, "18 20 22 24 26 28 30 32 34 36 38.,x;,,: 40: .'.: Depth: Span FL SL FL SL FL SL FL SL.FL SL 1 FL SL FL SL FL SL FL SL FL Si. I FL SL ' FL SL, 91.*8th F . L Span_ 14,.'328 361 361 358 358 350 350'341 341 329 329 317 317 304 304 292 292 280 280 270 270 259 259 248 248 239 239 14 16'. 258 292 325 325 332 332 325 325 316 316 305 305 294 294 283 283 272 272 263 263 253 253 244 244 234 234 16 181:,„ 215 245 273 300 300 311 311 303 303 294 294 285 285 275 275 265 265 257 257 248 248 239 239 230 230 -18 20 179 , 204 I' 252 S 275+ 292 292 284 284 276 276 268 268 259 259 251 251 243 243 234 234 226 226 X20 22 ; 141 147 169 209 229 224' 248 267:267 268 268 261 261 253 253 246 246 238 238 230 230 222 222 122 24 112 122 145`: _ 195. 1183 201 201' 218 .2 251 251 254 254 247 247 240 240 233 233 226 226 219 219 24 26 90 105 116 124 140 • 155?' i. 170:170 185 200 214 228 • 241 241'235 235 229 229 222 222 215 215 1x`26 28 74 91 95 105 119 124 138 1 •I 152 152 165 179 192 205 217 222 222 224 224 218 218 212 212 x28 30 62 79 79 92 99 107 119 41'''1 .'c 131 `131 143 154 188 177 188 201 1 iwd 204 c 0 210 210 208 2081130 32 52 69 67 81 83 92 100:'.t4;, 119 119 129 1' 150 "11:111 176 M •1 186�fi 193 .193 194 194 ' 32 34 44 58 57 71 70 81 85 91 101 s 113 :23 1 1 161 .?f 164 4I` 170 ,170' 179'179 34 36 37 49 49 64 60 72 73 81 87 90 99 ill *2 142 ?151 a 157 157. 159 159 36 38 42 42 56 52 65 63 73 75 81 88 97 105 117 131 135 143.143 148 148 38 40 36 36 48 46 62 56 69 66 76 77 B3 88 97 104 111 119 S 125 iri 1 128 '128` 133« 40 _42 41 40 53 49 64 59 71 68 77 79 84 89 97 103 •107 -" 112 -• 119•119 122 p112 42 44 36 47 43 55 51 61 59 67 68 73 78• 85• 05 105' 107 107 114'114 44 46 41 38 49 45 55 52 60 61 66 ' 69 77' :.. 187 a�"E 94 • 101 ;101 103 103 46 48 36 45 40 50 47 55 54 60 62 65 70 ,' 73 85 91 -91 ' 97 ;97 48 50 40 46 42 51 48 55 55 60 62 89 78 T'01 82 ' R2 BE '88 50 52 43 38 47 43 51 50 55 56 59 63 87 72 1. 76 ;76 80 80 52 54 I 39 43 39 47 45 51 50 54 57 82 66 T' 4 70 .70 74 74 54 56 1 39- 43 41 47 46 50 51 54 57 ,. 61 % 65 •65- 69 69 56 58 40 37 44 42 47 47 50 52 ,.;„ 57 61 ;61 64 64 58 60 I 41 38 44 43 47 47 50 53 5 57 :57. 60 60 60 62 : 39 42 39 44 43 47 48 50 53 s:.53:; 56 56 62 64 . 39 42 40 45 44 48 49 i-50,„ 53 53 64 ! 66 _ 40 37 42 41 45 45 47 49 ;,50 66 40 38 42 41 45 45 47 68 I 70 38 40 38 42 42 44 70 TJ LX'" Series Check with your local Trus Joist representative on availability of the TJLX'"Series In your area. Depth .: 14 16 18 20 22 24 26 28 30 32 34 36 38,-,:,..,.40., Depth Span FL SL ' FL SL FL SL FL SL FL SL FL SL FL SL I FL SL FL,.SL FL SL FL SL FL SL FL £St:" 4sSL:I Span 14 ;w 361 361 361 361'358 358'350 350 341 341 329 329 317 317 304 304 292 292 280 280 270 270 259 259 248 248 239 239 14 16 291 329 329 337 337 332 332 325 325 316 316 305 305 294 294 283 283 272 272 263 263 253 253 244 244 234 234 16 18'"1i 244 276 308 308 316 316 311 311 303 303 294 294 285 285 275 275 265 265 257 257 248 248 239 239 230 230 18 20;` 196, '258 +. 284 284 297 297 292 292 284 284 276 276 268 268 259 259 251 251 243 243 234 234 226 226 20 22' 152 167 191 214 .? ' 237,i44 258"258'`280 280 275 275 268 268 261 261 253 253 246 246 238 238 230 230 222 222 22 24 120 140 154 163 187 ,' 207 f 227 1227 246 ,' .885 265 260 260 254 254 247 247 240 240 233 233 226 226 219 219 24 26 ' 97 120 124 139 154 t 176., 193 t 193 210 226 242 242 247 247 241 241 235 235 229 229 222 222 215 215 26 28 80 103 102 120 127 136 153t . 172 1172 187 202 � 217 iii4 231 231 233 233 230 230 224 224 218 218 212 21? 28 30 1 66 88 85 104 105 119 127 133 148 1148 162 175 188 a8 201 213 213 218 218 220 220 214 214 208 208 30 32 , 55 73 72 92 89 105 107 117 127 .130 143 v 1 1 ' 4 1 E 182 194 194 198 198 206 206 206 206 205 205 32 34 ! 46 61 61 81 76 93 91 104 108 115 126, ., 136 49 1 ,, ' 182 182 186 186 192 192 194 194 34 36 39 52 52 69 65 83 79 93 93 103 109 113 123 1 ;149 1183 _ ? 161 ' , 171 178 178 180 180 36 38 44 44 59 56 74 68 83 80 92 94 101 108 119 128 137 149 - 152 52 162 162 167 167 38 40 38 38 50 49 65 59 75 70 83 82 91 95 100 108 118 124 132 142 42 145:145 150150 40 42 44 42 56 52 68 62 75 72 83 83 90 95 105 113 120 127 7 135;135 137 137 42 44 38 37 49 46 61 55 69 64 76 73 82 84 ' ' 94• 119 b.. 116 16 122"-122 129 129 44 46 43 40 54 49 63 57 69 65 75 74 81 84 88 94: 195. 106`196 114`114 117 117 46 48 38 47 43 58 50 63 58 69 66 75 75 81 84. §; i 98 •`98 103 .103 110 110 48 50 42 38 51 45 58 52 64 59 69 67 74 75 79 84 90 1'90'I 95 95 100 100 50 52 37 46 41 54 47 59 54 64 61 69 68 73 75 78 83 83 1 88 88 93 1 93 52 54 _ 41 37 49 43 55 48 59 55 64 61 68 68 73 75 ` _ '77 - 82 -82, 86 ; 86 54 56 37 44 39 51 44 55 50 59 55 63 62 67 68 72 75 „;mo4 80 80 56 58 40 47 40 51 45 55 51 59 56 63 62 67 68 71 75 ;75 58 60 II 42 37 48 41 51 46 55 51 59 57 82 62 66 68 70 60 62 45 38 48 42 52 47 55 52 58 57 62 62 65 62 64 -.. 41 45 39 48 43 52 48 55 52 58 57 61 64 66 37 42 45 40 48 44 52 48 55 53 58 66 -68'1' 39 43 46 41 48 45 51 49 54 .`68 70 1 40 43 38 46 41 48 45 51 70 1. Values shown are maximum allowable load capacities.Open-web trusses will be custom designed to the specified loads. 2. Straight line interpolations may be made between depths and spans. 3. Values shown are maximum allowable load capacities of the trusses in pounds per lineal foot(plf)based on: • simple span,uniformly loaded conditions. • an assumed 25%ratio of dead load to total load(eg.:30 psf live/10 psf dead).These tables may be non-conservative If the actual ratio Is higher than 25%.A more accurate analysis can be obtained by using the TJ-Beam/software program. • top chord no-notch bearing clips with 13/4"bearing.Higher values may be possible with other types of bearing clips. 4. These tables may also be used for bottom chord bearing trusses(maximum bottom chord slope of 1"/12")with or without cantilevers-at one or both ends.Cantilevers are limited to 1/3 of the main span provided the inboard shear for cantilevered conditions is limited to 2,500 lbs. 5. Values in grayittlWejt areas may be increased 7%for repetitive member usage if the criteria on page 9.7 are met. REV.11/00 W 6.7 Design Maps Summary Report http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?temp... C.,-1Z EusGs Design Maps Summary Report User-Specified Input Report Title GTC HVAC Tue November 11,2014 16:03:22 UTC Building Code Reference Document ASCE 7-10 Standard ' (which utilizes USGS hazard data available In 2008) Site Coordinates 45.443°N, 122.803°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III - -11'''''''- mi *e ,.Vfl. r i..,, r•_.. r ,., ,y 7: _l , f ,.\219 " • . c-a. 4 ,.., r r - , * I. p • r JAI: i -„ ; l;MBfit4n fl , t" ):ter !# k ,,,,,,0" ,, ,. .r 43 9 u ' 6y3"r .S0. -4:3,7.4,- a"t % ' fish t:a>.r - _ "'$s F - i ....-..i .> < ,,0 '..„.-1,1 - i „14 r• } �' ' iaarden•Home ord .t q" FI ,: Y s i y t A^. 'dam 1 ;MMTI 1 i+ to 7� •As t m:t fit# d ' t e..'llN.d' F "Y,�.' :5 s bF r � ' •.. -� .. [ #a i A i, MN Y1f ;' 1.� * Y •. ,t. It '{ i n t L4�I>ir r r 3"` 'I ti !<<ii• "' +t x (� "iit , i R.e (� 7 # $ w7 R Y..,-,:,:.;', ::.:!..' YF � ii o jt..,,ei'`i t r 1 4 ili 9" e 1 x a.v v1 _ nt:� K : ,:s'•o!'M i r +�jam' �,{ ,rd.. t T"'s ,�7'-...,, r S .' 7f r`:.-I�� l :1 4 f 611,10111eSt USGS-Provided Output Ss = 0.968 g SM$ = 1.077 g Svs = 0.718 g S1 = 0.424 g SM3 = 0.668 g SD1 = 0.445 g For information on how the SS and S1 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. MCER Response Spectrum Design Response Spectrum 1.10 0.72 0.99 0.64 0.25 0.56 0.77 0.49 . ... 0.66 .a rA 0.55 y 0.40 f 0.44 0.32 0.33 0.24 0.22 0.16 0.11 0.05 0.00 0.00 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.20 2.00 0.00 0.20 0.40 0.60 0.20 1.00 1.20 1.40 1.60 1.20 2.00 Period,T(sec) Period.T(sec) For PGAM,TL, CRS, and CR1 values, please view the detailed report. 1 of 2 11/11/2014 8:05 AM VLMK E N G I N E T E R S CONSULING 503.248.9263 Job GTC HVAC Job No. 20130139.8 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 vlmk @vlmk.com Date 11/14 www.vlmk.com • v2.04-Software Copyright 2014 VLMK Consulting Engineers. All Rights Reserved. Sheet No. C- ICJ Wind Loads on Rooftop Structures and Equipment Based on the 2012 International Building Code and ASCE 7-10, 29.5.1 TYPICAL SCREEN WALL Fh wsr S 1\. \ Fv h H x-' TO TYPICAL MECHANICAL UNIT = F e H G.\`E is Exposure Category [Section 26.7.3] Kit = r 1 ,. j; ? Topographic Factor [Figure 26.8-1] VOLT ="E V.ii* 0i Ultimate Wind Speed 3-Second Gust [Figures 26.5-1A, B, & C] B =: C)OOf; Horizontal Dimension of Building Measured Normal to the Wind Direction h =''3,:#•iliW*Flw Mean Roof Height of Building (Eave Height if Roof Angle < 10') HEIGHT =C, :ft Height of Rooftop Structure or Equipment WIDTH =i iiiN Width of Rooftop Structure or Equipment, Perpendicular to Wind DEPTH =iiirOKIl Depth of Rooftop Structure or Equipment, Parallel to Wind H = 21.00 ft Height to Top of Structure or Equipment a = 7.0 3-Second Gust-Speed Power Law Exponent [Table 26.9-1] zg = 1200 ft Nominal Height of Atmospheric Boundary Layer [Table 26.9-1] Kh = 0.701 Velocity Pressure Exposure Coefficient [Table 27.3-1] Kd s ti.'9:C _ Wind Directionality Factor [Table 26.6-1] qh = 0.00256KZKztKdV2 (1.0W ULTIMATE LEVEL) [Equation 27.3-1] qh = 14.6 psf Velocity Pressure at Ultimate Level [Equation 29.3-1] - GCr = 1.9 Horizontal: Force Increase & Gust Factor [Section 29.5.1] GCr = 1.5 Vertical-Uplift: Force Increase &Gust Factor [Section 29.5.1] Ar = 45.0 sf Area of Structure Normal to the Wind Direction (Horizontal face) • Ar = 37.5 sf Area of Structure Perpendicular to the Wind Direction (Vertical face) Bh = 1350.0 sf Building Area Normal to the Wind Direction Fh = gh(GCr)A, & F„ = gh(GCr)Ar [Equation 29.5-2 & 29.5-3] Ph = 27.7 psf Horizontal Design Wind Pressure (1.0W) Pv = 21.9 psf Vertical (Uplift) Design Wind Pressure n (1.0W) Fh = 1245.5 lb Horizontal Design Wind Force (1.0W) Fv = 819.4 lb Vertical (Uplift) Design Wind Force ? (1.0W) Job GTC HVAC VI M K E N G I N E E R S I 503.248.9263 Job No. 20 30139.8 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 i vlmk@vlmk.com www.vlmk.com Date 11/14 v2.30-Software Copyright 2014 VLMK Consulting Engineers. All Rights Reserved. Sheet No. C fit Mechanical Unit Anchorage Design - Unit on Curb Based on the 2012 International Building Code and ASCE 7-10 . X DESIGN INPUT I Seismic Parameters •3 4 • - Site Class =IMO Design Site Class CG Sos = L,V. Design spectral response acceleration �tcR Y Ap =b,,�.*°n.:°‘%. [ASCE7 13.5-1 or 13.6-1] Ycg Rp =ineal [ASCE7 13.5-1 or 13.6-1] • . 2 • - Ip= 'D@ ;# [ASCE7 13.1.3] z =1 rt" 'p, (ft) Attachment height from base of structure Xcg h =Mile(ft) Average roof height of structure from base PLAN VEW Wind Parameters [ASCE 7-101 w PHo2. =~c A7. ' (psf) Design wind pressure (psf) 1.OW PuPLtFr ='rtl 1,-' ; (psf) Design wind pressure(psf) 1.OW Mechanical Unit Parameters G Wp :I (lb) Unit Weight Zcg X = 7•4;(in) Base Dimension (max) ' I Y=4hrl: "• ,`(in) Base Dimension (min) Z = 41, :nRj,(in) Height of Unit SIDE VIEW Zcurb = • .. ;(in) Height of Curb, where occurs Xcg =; t`gir(in) Center of Gravity Ycg =yh • a T(in) Center of Gravity Load Combinations: Zcg = ";, ° "(in) Center of Gravity(excluding curb) ULTMATE: (0.9-.2SDS)D + E I 0.9D + 1.0W ANALYSIS ALLOWABLE(asd): Base Shear: (0.6-.14SDS)D + 0.7E 0.6D + 0.6W Seismic: 0.4a S W ( Fp = R,,%DS P I 1+21")= 394 lbs <_1.6SDSIPWo = 1260 lbs OK P P l >_0.3SDSIPWp = 236 lbs OK Base Shear,VuE = 394 lbs 1.0E Wind: Vuw = 981.81 lbs 1.0W Total Base Shear= 982 lbs. Wind To(4)Anchors/Comers = 589 (asd) Wind Anchor Shear Seismic: Anchor: dx dx^2 dy dy^2 Design eccentricity t4,i,, 2- „ ; 1 45 2025 36 1296 ex = 1 ey = -4.2 2 43 1849 36 1296 Mx-x = 492 in-lbs My-y = -1,654 in-lbs 3 45 2025 24 576 4 43 1849 24 576 Y Direction X Direction 7748 3744 V1.3 = 101 lbs V1,2 = 83 lbs V2,4 = 101 lbs V3,4 = 88 lbs Win V1,2,3,4 = 186 lbs 1-> Vumax= 245 lbs Wind Overturning/ Uplift: = 147 (asd) Wind Mot= 12996 lb-in Seismic 1.0E Each Anchor/Comer Mot= 21600 lb-in Wind 1.0W Mres-x = 35680.1 lb-in Seismic 1.0E Mres-y = 19914.4992 lb-in Seismic 1.0E = 42453.9 lb-in Wind 1.0W = 23695.2 lb-in Wind 1.0W A Net Bolt Tension: X Direction Y Direction Tumax* = 317 lbs wind Tx* = 216 Ty* = 317 lbs = 211 (asd) Wind *negative(-)values Indicate there is no net uplift Each Anchor/Corner VT. 1-1 it CE N G I N ETE R 5 503.248.9263 Job GTC HVAC Job No. 20130139.8 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 vlmk @vimk.com Date 11/14 www.vlmk.com v2.30-Software Copyright 2014 VLMK Consulting Engineers. All Rights Reserved. Sheet No. C VS Mechanical Unit Anchorage Design - Unit on Curb Adaptor Based on the 2012 International Building Code and ASCE 7-10 DESIGN INPUT I X Seismic Parameters •3 4 • Site Class =& Design Site Class CG SDS = z;,r Design spectral response acceleration 4-CR Y Ap =".•1•4?;„::.rr [ASCE7 13.5-1 or 13.6-1] Ycg Rp =4•4 ,'a r; [ASCE7 13.5-1 or 13.6-1] • i 2 • Ip = 1 c i IS [ASCE7 13.1.3] z =t"k (':(ft) Attachment height from base of structure I h = ,I(ft) Average roof height of structure from base g■ PLAN VIEW Wind Parameters [ASCE 7-10] PHORIZ. = ! ' 1i (psf) Design wind pressure (psf) 1.0W Design pressure (psf) 1.OW PurLrFr=;r�,�;,�r;,�. ;(psf) Desi n wind ressure G Mechanical Unit Parameters Wp =9 e:>(lb) Unit Weight Zcg x='.r''''''-~-#i 4.::(in) Base Dimension (max) I I •Y= , `'.(in) Base Dimension (min) ;:-: SIDE VIEW= .H (in) Height of Unit Zcurb =,tit::¢"i (in) Height of Curb, where occurs Xcg =-t c (in) Center of Gravity Ycg =i?z;-`c i:(in) Center of Gravity Load Combinations: Zcg =immEN(in) Center of Gravity (excluding curb) ULTMATE: (0.9-.2SD5)D + E I 0.9D + 1.0W ANALYSIS ALLOWABLE(asd): Base Shear: (0.6-.14SD5)D +0.7E I 0.6D +0.6W Seismic: 0.4apSoswP r z F, = R /I I 1+2h1= 394 lbs S 1.6SDSlowp = 1260 lbs OK p l J >_0.3S„1 pWp = 236 lbs OK Base Shear,VuE = 394 lbs 1.0E Wind: Vow = 1320.4 lbs 1.0W Total Base Shear= 1320 lbs. wind To(4)Anchors/Corners = 792 (asd) Wind Anchor Shear Seismic: Anchor: dx dx^2 dy dy^2 Design eccentricity = vam 1 45 2025 36 1296 ex = 1 ey= -4.2 2 43 1849 36 1296 Mx-x = 492 in-lbs My-y = -1,654 in-lbs 3 45 2025 24 576 4 43 1849 24 576 Y Direction X Direction 7748 3744 V1,3 = 101 lbs V1,2 = 83 lbs V2,4 = 101 lbs V3,4= 88 lbs . Wind: V1,2,3,4= 186 lbs V„max = 330 lbs Wind Overturning / Uplift: = 198 (asd) Wind • Mot = 20873 lb-in Seismic 1.0E Each Anchor/Comer Mot = 29048 lb-in Wind 1.0W Mres-x = 35680.1 lb-in Seismic 1.0E Mres-y = 19914,4992 lb-in Seismic 1.0E = 42453.9 lb-in Wind 1.0W = 23695.2 lb-in Wind 1.0W Net Bolt Tension: X Direction Y Direction T„max* = 379 lbs Wind Tx* = 258 Ty* = 379 lbs = 327 (asd) Wind *negative(-)values Indicate there is no net uplift Each Anchor/Comer R-1 Table Of Contents Project: -Untitled4 09/25/2014 Prepared By:TZ Hristov 11:03AM 7.5 ton ------ -------- --- Unit Report—.—_-- -- _—__ _-- - - -- _.—_ - ----� Certified Drawing _—� _ —__ 4 Performance Summary.-_.—._ _._..._. --- ___-- --.8 Packaged Rooftop Builder 1.391 Page 1 of 10 7.5 ton Project: -Untitled4 09/25/2014 ,Prepared By:TZ Hristov 11:03AM 7.5 ton Tag Cover Sheet Unit Report Certified Drawing Performance Report Packaged Rooftop Builder 1.391 Page 2 of 10 R3 Unit Report For 7.5 ton Project: -Untitled4 09/25/2014 Prepared By: TZ Hristov 11:03AM Unit Parameters Dimensions(ft. in.)&Weight(lb.)*** Unit Model- __________48TCFD08A2A5-0A0A0 Unit Length: T 4.125" Unit Size: __. 08(7.5 Tons) Unit Width: __ — 4' 11.5" Volts-Phase-Hertz:.___ _ . ... ._.__________ 108-3-60 Unit Height- _.. 3' 5.25" Heating Type__ Gas *** Total Operating Weight:_____•__._1097 lb Duct Cfg- Vertical Supply/Vertical Return High Heat "' Weights and Dimensions are approximate. Weight does Round Tube Plate Fin Coils not include unit packaging. Approximate dimensions are provided primarily for shipping purposes.For exact dimensions and weights,refer to appropriate product data catalog. Lines and Filters Gas Line Size: 314 Condensate Drain Line Size__ _______.__3/4 Return Air Filter Type:. Throwaway Return Air Filter Quantity 4 Return Air Filter Size: 16 x 20 x 2 Unit Configuration Medium Static Option Al/Cu-Al/Cu Base Electromechanical Controls Standard Packaging Warranty Information 1-Year parts(std.) 5-Year compressor parts(std.) 10-Year heat exchanger-Aluminized(std.) No optional warranties were selected. NOTE: Please see Warranty Catalog 500-089 for explanation of policies and ordering methods. Ordering Information Part Number Description Quantity 48TCFDO8A2A5-0A0A0 Rooftop Unit 1 Base Unit Medium Static Option None None Accessories CRECOMZR021A03 Vertical EconoMi$er IV with solid-state controller 1 CRRFCURB003A01 14-inch Tall Roof Curb 1 Packaged Rooftop Builder 1.391 Page 3 of 10 T cf. Certified Drawing for 7.5 ton Project: -Untitied4 09/25/2014 Prepared By:TZ Hristov 11:03AM NOTES: - ,�W1� UNITED P.P.NI 1111 MI WNW Ii It PIOPnn a COMM CAPeiTla UNIT OUTDOOR J A X y3 TE[NNOLOYIES mast.n N1 II lulr[1n 18-11 n[[1PA[st UIImm 150)71M um:.OF MO MEM a MINI I.DIMENSIONS AAE[M IMC A[S DIME NSIOMS COIL TYPE ;/ cann+nu A11a w+11rm�en PI7Na1 CAaMA AW at mn+Rl PUT PCVOMYICI a IM t I AAE IM MILL15(1ItlS, 41 111 73 I S 111 CARRIER ma LOPOOTla•I atli0 CORR. MOM=v talon. 2. CENTER OF GRAVITY 48TC-108 1TPF 110111 11551 (403] 11 3/I 37 1Il 27 Tae CONNECTION SIZES 41rc-A01 WIPE 112571 (1461 (708] 3. DIRECTION OF All FLOW a 3/e 37 1!l 15 7/e A 1 S/e' 1751 DIA FIELD P01EA SUPPLY HOLE 48TC-Al2 RIFF (12531 (1461 1103] +1.311 1 2 I/2' (141 DIA POWER SUPPLY 110c1(0111 41 1/4 13 15 7/8 1102!1 48TC-108 0141 (18/11 (6581 14031 —1 C 13!/' 2511 DIA 6(161 ACCESS PG 11 3/8 51 1/4 15 7/0 1!e'D 1227 DIA iIELO CONNTRROL WIRING NOTE 4411C-1101 RIPE 112031 (1461 1403] E 3/8--14 APT CONDENSATE DRAIN 1!ale 77 1// 15 7!0 ECOYOMI2(5 4000 28-3/1 48TC-142 ITPF 1$271 112•-11 MPT GAS CONNECTION [1257] [0161 [103] • IOPTfOXAII - F 3116-11 APT GAS COMNEC11041 48TC-108 1N:41 /1 111 73 23 [1018] [658] [581.2] 6 2•1511 DIA POWER SRPLT KNOCK-OUT 481C-112 MCHI (12531 111611 1271-/l • • • • - _-_.. \ -Riff -ROUND TUBE. PLATE FIN ICOPPER/ALUM1 THRU-THE-BASE CHART (FIELD INSTI TIESE HOLES REWIRED F01 USE/ITN ACCY ZITS: MCYI-YDYATIOM IALYN/ALUM) • 36-718 12 516 CARTMPWA002A01-GAS TNRU CURB ^ R CRBTMPIROOIA01:HAS THIN BASEPAN 5(11111815 [+I1 1[1045 AIR Tl(40(0 1IRE 14!,11:051121:1:11 OL [058017 SIZE USE A P ` W ll1' ACC. 2. F]LTES ACCESS PANEL I 1!2' NY TR' 122.21 4I . ITOOL-LESS) E ALT. CONDENSATE 7 1 1/4' (1010041 POWER 1 311.111.41 DRAIN gEYIN6 11-1/6 CONDENSEN • IN IASEPAN [0[l 1, 17311 1T-Sll 41.318 * 2 1 (104)314'FPT GAS 1 3/4•144.41 W SUPPLY (1551 111211 S SEE TMp All 508-8-17 . 10021 PROVIDES 3/4'FPT TN5U CURS ACCESS PDAAEI 1, , CNE 541E 4(5 FLAKES FITTIY6. HOLE 512F:2•150.0 10 BACK 14nI(41211355111 I ` A THRU-THE-BASE CHART (FIOP) I + (2117 FOR•TNAU•TNE-aASEPAM•FACTORY OPTION,• �E'1 C7 �1(T(�II + FITTINGS FOR ONLY I. T. 6 2 ARE PROVIDED. 11 FOR 5E101 LI5TE1 MODELS,A FIELD t-6-1/4 SUPPLIED 1/2'*0441(1 IS 5(001111 4 11551 1(T1EE1 BASE PAM FITTING AND GAS VALVE: ..--21-5/8 11041 WOO ~ ~ 3.111 " ISHCD,5108 14 -0- TOP (151] —25-1/2— t6gl r H 1•518 - I 1501 — �• 11-1/8 (118] 71 (3021 1 LECTAICAL -,• f --1 A I II D(ICOOMOXECT [0X7501 500 - •^ 1 ILTFA ACCEBS PANEL E 310. CONDENSER 8, I ! COMOEYSATE COIL 6 DAMN I� ] OFACT Rl-� ®. INDOOR 6lOWCA - - RETURN f FACTORY , INSTALLED AIA FACTORY INSTALLED 17-7/1 OISCdNE[T 27-3/4 0075[01 CONVENIENCE Ili (1017 F /-MANGLE 11-1/1 [lOq i 2i AIA 0411(1 E7 I 1 ll+I ` SYPPII AfR (� 1 XAlIOLE�� fu S1 (4 511 _ 11 6.518 • - , 1-3/4 / 1-511 L 1 I II01 sf-1R [H) 1-316 t 4-318 f-126 4 11131 [15101 TIP I1/11 (2111 1167! (112]8 11771 [1537 LEFT CUll — le-Ile - 42-3/1 [2-7/I AIR (10751 6AWIETSIC SETURW RELIEF FRONT ♦ RIGHT 411 1105 '"'N` 111E "`111'1' 48TC 08-12 SINGLE ZONE ELECTRICAL MI 1012 03-08-10 11-24-08 1 COOLING WITH GAS HEAT 48TM500985 F Packaged Rooftop Builder 1.391 Page 4 of 10 Certified Drawing for 7.5 ton Project: -Untitied4 09/25/2014 Prepared By:TZ Hristov 11:03AM STD. UNIT CORE COMER CORNER COINER C-6 UNIT 00 0001 1EI641.1. IE16MT(Al IEIGMT(BI 1[16MT(Cl 1E16NT(01 0 CTR[ANNfE A L0 6E5 prmn[r0m 1r,rr I L N ir'i l[. nw i r1 ■r n lnwra tro¢mrmra rma r m r l s COIL TYPE LOS. A6. LIS. I6. LBS. N6. LOS. N6. LBS. N6. I I 2 48TC-ASS TPF 710 354 110 11 151 12 209 95 236 107 41 1/2 110541 33 7/8[0601 20 112(5211 1�1 iTAIDA60 6011 EMT IS WITH LOW 641 NEAT AND WNW'AMGEI6. 4$IC-AN TPF 320 411 212 Si 163 83 243 110 262 121 40 7/1[10301 34(1641 23 1/0 15111 FOG O1NER OPTION!AND ACCESSORIES.AEFEA TO THE PANYCT DATA CATALOG. 411C-412 TPF 130 422 216 $6 116 IS 247 112 272 123.5 42 110671 33 111 10411 24 1/4(6161 4ITC-211 TPF 035 311 114 14.5 176 77.2 255 115.6 246 111.7 44 7/6(11401 35 5/8 11051 II 3/1 14121 4ITC-00I TPF 030 422 226 103.5 167 05 232 105.3 263 126.5 31 314(10101 32 711 3351 11 5/8(4731 410C-012 TPF 140 421 231 104.4 161 65.6 234 101.2 266 121.6 31 3/4(10101 33(1311 16 1/2(4711 481C-0011 NCNB 605 365.5 160 12.6 155 61.5 240 109 266 111 43 110121 34 318 1124: 21 3/6(517.11 481C-012 NCNB 615 406.3 165 04 116 71.1 260 116 274 124.4 42 7/1 110811 35 1/2 11021 22 1/8 15111 RIPE-00650 TUBE. PLATE FIN!COPPER/ALUM CORNER A NCNB-N01AT10N(ALUM/ALUM! CORNER B `11\\® • • CORNER D CORNER C TOP • • m I C. oo t===n• '1' : 00k FRONT 1X667 11W 48TC 08-12 SINGLE ZONE ELECTRICAL r4 2 OF2 03-08-10 11-24-08 COOLING WITH GAS HEAT 48TM500985 F Packaged Rooftop Builder 1.391 Page 5 of 10 • Certified Drawing for 7.5 ton Project: -Untitled4 09/25/2014 Prepared By:TZ Hristov 11:03AM Service Clearance ice~ `c I �' C, / A C11247 LOCATION DIMCN90N CONDITION AA-in(till mml •tInddccramort is mrumt•ri nn pawl _ 3646(314 der) •Ifdhrerulun-6 b 11-u 1305 mu) A 151-in(157 my) •No disconnect,corrveniarre o:.tlot o3tim •Recommended service clears rue(use electrc,cewarnerl 124n(305 mil •Mn-rrum clearance(use manual ratchet screwdriver) min(914 mn) •I Ind ha.croon:ne r a 124n(303 mm) •Ifdlmen5en-A 6 awn 1914 mm) Special •Check for sources if due products wthin 10 ft of end fronh al,intake hood 3646(924mm) •Side c3rdersate drain is used 184n(437 rnn) •hill141,11111 cknartix 484n(1119 mml •No hue dischargeaccessori Installed.surfaca is combustible material 424n 11067 mini •Surface betinl serriceris grounded{e.g.,metal,masonrywal,another unit) 0 awn(914 mall •Surface behind services b eiectrkdly non-conductive le.g.,wood,fiberglass) Special •Cheddar adjarart:snit:m tndkling(nosh air Irdahoc wifhln lil-ft offfic cmit's flue wallet NOTE:Unit rot designed to have overload obstruction.Contact.lpp'jntlon Engineering for guiiance on any applicationplarn,ng overhead obstruction or vertcalcleerances. Packaged Rooftop Builder 1.391 Page 6 of 10 Certified Drawing for 7.5 ton Project: —Untitled4 09/25/2014 Prepared By:TZ Hristov 11:03AM MOFO.iN A POI!$ fpIERM1143 COIIRRWFira3 AL®iAP 1••••• _ CQt8rf6i1Ta/CC C�Ql�IW�fE Ca�9ifl►L _ FOTMa FifiF�C QIf1FTYIR�WB,-IOt le 218L[S�MBSS' :;•'(I,.FIRS QiiGl�01 1 11AITHEC FS PSW 5ATTPCMJCIYYQK10CUg 30411911'PT 114731.7N T 12n271'PT 121127JPP ar WWl>BOOH01 P1QOaE Cf�IAPMf9DM01 71RAFEBOfIW B+3ifFfiAFECUREI ASTYPE PAO(K IMFV I DYn161RII•LI Ile 14-51 , Sit? n� 7 �,m 63bf 1,1, Mir I II n� 9 I X71 21 C V 1I + Wa 'A 12- ,7LQT! SIIVOE S i -1-- I 1— P1 F81A ` Ira s= �. 1314. ilk naa 1, SECTICNTHWE D(411-1741j1ICUTILE 20•34- X15 — 1 1677.11 81 y�. P11 P�1 SEE al /,a` l 1 I F 29LI5 ,51375 9iRYM CP$•(i Ins4 ,34• 3,VAT ---- � t616� c•1et1 Pa9 ImW WA �.�nIT CIM -.�- .. A °` `r, ens IFELCSIRED) 1.1" Vier FIELDSUPRELI- " SEE VIEWS' / RIDSUPRHI CERT1F1EDDWIWNG PFCCUCTUN FELCELFRECI 74 14 II \I\ 1-•= Q 1' _ i f �7 •ooa•artro A.nuAlarl•nnAA•nnwl IF V/ !Q `�\\\\\\\ �� 1 C f RII®AIOIMG®10pp��������Y Y1�/, 1�1 149HR f- �- �• }- F ...M..E11Q....YVAIpIV MO1EEEMESi i. 9F YA11 FEEMY1 - C RBALYfw+`+• • - 10a1'A �M1LW BOIFERCEEEIlBBA9 - WE CAA IW IEEE MY \\� e111M WAS177 ir421W5421316` T-004YR2 OR g� �.i 12 C la AWA41 TMe 16131rW1 42813 MC • - 1017Y M®m - M.0 1216W - - D r�lp• C awog*gm 1491,1111 NOM pREFENLIABOLY) 7E71QWHi3 .3Cr CAI mr 7EYaJ•E010 1EE BY u1m ,WVO EOM - FOPO- NA Packaged Rooftop Budder 1.391 Page 7 of 10 R- • Performance Summary For 7.5 ton Project: -Untitled4 09/25/2014 Prepared By:TZ Hristov 11:03AM Part Nummber:48TCFDO AR|E����_----_- 1'00 |EER- 11.7 Base Unit Dimensions Unit Length' -_ -----_--_- Wa.1 in Unit Width:-_---___ _--'-'-59.5 in Unit Height' ____-_' 41.3 in Operating Weight Base Unit Weight- -'-__-.-_-_.------ _-_- 835 lb High Heat: _--.-_ -- ----„29 lb Medium Static Option: ___-_. '-_--'__ -15 lb Accessories Vertical EconoMi$er IV with solid-state controller ___ 75 lb 14'|nnh Tall Roof Curb:-- 143 lb Total Operating Weight -__-. -'_ __-'_----__ '10e7 lb Unit Unit Voltage-Phase-Hertz" -_-'--. -_ -_ - 208'3'60 Air Discharge _-- Vertical Fan Drive Type' _-_.--__--_---- Belt Actual Airflow: - - 3000 CFM Site Altitude: ---_ �-_--_'-----__-- o ft Cooling Performance Condenser Entering Air DB:_. 95.0 F Evaporator Entering Air DB:---'_-__-__--''__-' '_--_'_---- 80.0 F Evaporator Entering Air VVB��-__'_--__ -_- 67.0 F Entering Air Enthalpy: -_--__--- -- 31.44 BTU/lb Evaporator Leaving Air DB: --__ -__ _ 58.7 F Evaporator Leaving Air WB: _-_.- _---_--- 57.6 F Evaporator Leaving Air Enthalpy. -- ____ -24.76 BTU/lb Gross Cooling Capacity:--------------------- 90.10 MBH Gross Sensible Capacity: __- ___ -____-___-_ _---- 68.90 MBH Compressor Power Input:'-----_-_.--_-----------'-'-'-- _-_--' ' 6.40 kW Coil Bypass Factor ---''-'-'---''--- -o.092 Heating Performance Heating Airflow. ___ _ _ - 300o CFM Entering Air Temp _ -'_------- _-__ __-_ 70.0 F Leaving Air Temp. -'-___' -- 126.7 F Gas Input Capacity''__.---- - _ '180.0/224.o MBH Gas Heating Capacity' ----_'_----_-'--_- �183.68 MBH Temperature Rise: __--'--_ - ._ -__-'__--56.7 F • NOTE: ----'---'-_' __--_-Secmmd Stage Supply Fan Exiemal Static Pressure- -___--__-__- _ 0'75 in wg Options/Accessories Static Pressure Economizer _-------_ -'0.11 in wg Total External 8taVc� _0.86 in wg Fan RPM. _-_-__- � 83a Fan Power: _ 2.84 BHP NOTE:�-.� ------ Selected IFM RPM Range:733-949 Electrical Data Voltage Range: -� -- _--_'-.--__- 187'25o Compressor#1 RLA- _ _- __.---'----'--------'---_-� 13.6 Packaged Rooftop Builder 1.391 Page 8 of 10 Performance Summary For 7.5 ton Project: -Untitled4 09/25/2014 Prepared By:TZ Hristov 11:03AM Compressor#1 LRA: _ _• 83 Compressor#2 RLA:_ _...._.--.------.--------------•-----_... ---13.6 Compressor#2 LRA: 83 Indoor Fan Motor Type_ _._._ ... ...._..__ MED Indoor Fan Motor FLA _ _ 8.4 _ Combustion Fan Motor FLA(ea):_.__.._........__...__._.___.. ._..._.._.._.... .._.... D.48 Power Supply MCA _ _ !-_-42 Power Supply MOCP(Fuse or HACR)�_ __�_.._� -50 Min. Unit Disconnect FLA:...__�-_ 44 Min. Unit Disconnect LRA _ _ _____ 246 Electrical Convenience Outlet.._ _ _ None Outdoor Fan [Qty/FLA(ea)]:.._. ____________ 2/1.5 Control Panel SCCR: 5kA RMS at Rated Symmetrical Voltage Acoustics Sound Power Levels, db re 10E-12 Watts Discharge Inlet Outdoor 63 Hz 98.8 95.9 85.8 125 Hz 91.9 87.1 84.3 250 Hz 79.1 75.1 80.5 500 Hz 71.6 67.4 78.7 1000 Hz 68.6 64.7 76.4 2000 Hz 67.4 59.8 72.7 4000 Hz 68.6 59.4 68.3 8000 Hz 71.6 58.7 65.1 A-Weighted 80.4 75.4 82.0 Advanced Acoustics 1,13 f 414 I- s ,_ * > ; . € kir ‘ 4 - k ;©` IR ■ Advanced Accoustics Parameters 1. Unit height above ground:.._......_- 30.0 ft 2. Horizontal distance from unit to receiver_--_ 50.0 ft 3. Receiver height above ground:. 5.7 ft 4. Height of obstruction. 0.0 ft 5. Horizontal distance from obstruction to receiver:_ 0.0 ft 6. Horizontal distance from unit to obstruction:_ 0.0 ft Detailed Acoustics information Octave Band Center Freq. Hz 63 125 250 500 1k 2k 4k 8k Overall A 85.8 84.3 80.5 78.7 76.4 72.7 68.3 65.1 89.6 Lw B 59.668.271.975.576.473.969.364.081.4LwA Packaged Rooftop Builder 1.391 Page 9 of 10 (2,-t0 Performance Summary For 7.5 ton Project: —Untitled4 09/25/2014 Prepared By: TZ Hristov 11:03AM C 53.4 51.9 48.1 46.3 44.0 40.3 35.9 32.7 57.2 Lp . D 27.2 35.8 39.5 43.1 44.0 41.5 36.9 31.6 49.0 LpA Legend A Sound Power Levels at Unit's Acoustic Center, Lw B A-Weighted Sound Power Levels at Unit's Acoustic Center, LwA C Sound Pressure Levels at Specific Distance from Unit, Lp D A-Weighted Sound Pressure Levels at Specific Distance from Unit, LpA Calculation methods used in this program are pattemed after the ASHRAE Guide; other ASHRAE Publications and the AHRI Acoustical Standards. While a very significant effort has been made to insure the technical accuracy of this program, it is assumed that the user is knowledgeable in the art of system sound estimation and is aware of the tolerances involved in real world acoustical estimation. This program makes certain assumptions as to the dominant sound sources and sound paths which may not always be appropriate to the real system being estimated. Because of this, no assurances can be offered that this software will always generate an accurate sound prediction from user supplied input data. If in doubt about the estimation of expected sound levels in a space, an Acoustical Engineer or a person with sound prediction expertise should be consulted. FanCurve IA s .1.411 ,a Fa • . iil`.12 U) M•M . in 1 iO��\■ . Mill g wild�m� im .: .. , : iii. N 435112M Kil-'411111111111.11 IL 02 laill10/11111111111M. :4.: 2.:: Up"- \1 _ ..:, F ^-,r� CO 04 03 12 16 200 , ,24,,,,y 26 32 33 4D 44 Ai kw(CF M-µU IUusa ds) RPM=833 BHP=2.04 MaximumRPM=1084 MaximumBHP—x.70 Note:Please cantactapplicationengineexingforsele ionsoutsidctlicshadedicgion. SC-System Curve RP-RatedPoint Packaged Rooftop Builder 1.391 Page 10 of 10 GBlIWals/MO 10WIENCID NIAAIIW T11.sIMf REVISIONS REV. DESCRIPTION DATE APPROVED Attn: Tag:_ _ 1 INITIAL DWG 6/26/2006 DECAM . 2 HOOD WALL 4/30/2012 EH 41 15/16/ —� 17 9116- \ SUPPLY AIR 1IRETURN AIR ` 33 1/4' ��'' `+ � 981/4' INSULATED �` COVER 6�,'�, y I EXISTING CURB LAYOUT = r 2- 60 5/e• — f SUPPLY Tr 29 3W RETURN 16 r 819/4' r I 1 59/4• 59 7 118' - 4,� } T' t_� I �5 52- 120- ' (..77). ---- [ [J 66 1/2' L . r 88' 1 16' I_ 621/6' 9' Mu WEIGHT 6•41 AIWNOYllu "re 1-4605-4005 CURB SHOWN IS CDI STANDARD CONFIGURATION 222.94 E1iAr soN Notes CDI RESERVES THE RIGHT TO CHANGE LAYOUT — - M ,dey.As1l30,201210:44:33AM QUOTE##. 1.1_5'ADDED TO OLD CURB D D WITHOUT NOTIFICATION.IF CURB IS NEEDED IN A NERIFT ansrN°CORA 00 tiw: -two.low �q" 2.MATERIAL 18 .GALVANIZED STEEL I 17560 TYLER 8T NW L y¢ DIFFERENT CONFIGURATION CDI MUST BE NOTIFIED MOTE YCMI AN°KETLR/1°"F"'" CDI ELK RIVE MN 5S330 1-4605-4005 L 4.GASKET PROVIDED WITH CURB .CALL,nilµQ esn 1. (783)3111•77110 4.INSULATION:1'1 1!2 LB DENSITY PRIOR TO PLACING AN ORDER. WAX BACKS DRAWING in OK AS a .� 7q»t•76st m. to I.en. 1 a a waft /"' 1 SUBMITTALn�MieroMetl 48TC A08-48TC Al2,48TC D08-48TC E12 5 ETC 14, 5E0T1C 40 A08-50TC Al2, 50TC Part Number: 0597-014A-00010 FORM NO. 1282-1D l 3/13/2014 Submitted To: Company: Locator piece Job Name: Notes Opening for thru the bottom electrical 1 3/4"Alt.drain hole connections Knockdown Curbs Full Perimeter .� /� 401/16" NOTES: \ Rero eir • *Custom Heights Are Available. • *Fully Insulated Perimeter Curbs Are Available And 15 1111/1\ ./ Designated With A"CI"Suffix. ` Supply air • *Hold Down Brackets Are Available For Most Curbs. 7 1/4" \ • Attach Ductwork Directly To Roof Curb.Flanges Of Duct Rest On Top Of Curb. 0 • Any Posted Weight Is Actual Weight,Not Shipping Weight • All Dividers&Supports If Present,Are Flush With Top Of Curb Unless Noted. 1 3/4"—Ill I , *Please Contact Factory For Pricing and Availability 1 FEATURES: A -t.i— e. • Ships Knockdown,Assembly Hardware Provided When CROSS SECTION Needed. OF CURB • Deck Pans When Factory Provided,Are Factory Insulated. I I _ • Constructed Of Galvanized Steel. _ 2" � • Gasketing Package Provided. 0597 Series Roofcurb Specifications • Full Perimeter Wood Nailer Provided. MlcroMeti Part No. Carrier Part No. A Weight 0597-008A-00010 8" 84 lbs 0597-011A-00010 11" 105 lbs 0597-014A-00010 CRRFCURB003A01 14" 126 lbs 0597-018A-00010 18" 163 lbs 0597-024A-00010 CRRFCURB004A01 24" 193 lbs CU.20 THIS DOCUMENT IS THE PROPERTY OF MICROMETL CORPORATION AND IS DELIVERED UPON THE EXPRESS CONDITION THAT THE CONTENTS WILL NOT BE DISCLOSED OR USED WITHOUT MIROMETL'S WRITTEN CONSENT MicroMetl Corporation... Indianapolis Indiana — 1-800-662-4822, Sparks Nevada — 1-800-884-4662, Longview Texas— 1-903-248-4800