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9 ' ACtIN 503.222.4453 E N G I N E E R S /QV' 503.248.9263 vlmk @vimk.to 3933 SW Kelly Avenue • Portland . OR • 97239-439 Ov m Ao�p www.vlmk.com . OVAIG A( VV CITY r 1-1100 STRUCTURAL CALCULATIONS for Greenway Town Center New HVAC Units CITY OF TIGARD 12220 SW Scholls Ferry Road REVIEWED FOR CODE COMPLIANCE Tigard, Oregon 97223 Approved: [ t OTC: [ ] for Permit#: Er214--C'. Address: 226 S. `L� Suite#: ' hot Construction By. Date: 1(1z fo 307 SE Hawthorne Suite 150 Portland, Oregon 97214 OFFICE COPY . ,E1,0 PROF. rI/uiry co, (0\A VN���s/02 4' 656 , E 9r ,o, O'EGON �, </:!:.2_,2> ': F s ��„VS‘ 1 EXPIRES: 12/31/20 N I Prepared By: Ken Rust, P.E. VLMK Job Number: 20130139.8 November 2014 IStructural 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 5-1 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. 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,, 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% Shc = 44.5% Seismic Design Category D Component Anchorage Factors ap Rp IQ HVAC Equip 2.5 6.0 1.0 MATERIALS Wood Framing: Beams Douglas Fir #2 • GRID GRID GRID 25-0" 25'-0" _ ./ IIIMIN—�irlf--- In_ GRID NOTES: 1. CONTRACTOR TO VERIFY EXISTING E)20"TJ AT 32"O.C. FRAMING WITH CONDITIONS SHOWN OR - - NOTED PRIOR TO BEGINNING WORK. R 2. CONTRACTOR TO VERIFY DUCTING FITS c°h THROUGH EXISTING FRAMING WITHOUT ALTERATIONS TO FRAMING. SEE NOTE 5 3. REINFORCE EXISTING JOIST AT LOAD BEARING POINT PER ATTACHED (E)G LB ( 6 3/4 x 19 1/2 G B DETAILS,TYPICAL. E L �� � , c ) � \ GRID 4. PROVIDE CRICKET ON HIGH SIDE FOR PROPER DRAINAGE AROUND UNIT. 5. NEW UNIT TO SIT ON EXISTING CURB (E)20"TJ_AT 32"0.0 WITH CURB ADAPTOR.EXISTING UNIT WEIGHS(1480#)MORE THAN NEW UNI , , , , , , , , , , , , 4 AND CURB ADAPTOR. SEE DETAIL a ® c•-) FOR ADAPTOR CURB ATTACHMENT REQUIREMENTS. 6. VERIFY MECHANICAL UNITS ARE NOT I I LOCATED ON THE SAME JOIST FRAMING. I I (1)1LB I 1--1 -1T-37 r1171 1r¶)TLEI GRID PARTIAL ROOF FRAMING PLAN 1/16"= 1'-0" litur V L M K CONSULTING GREENWAY TOWN CENTER HVAC 24130139.8 11/14 E N G I N E E R S 12220 SW SCROLLS FERRY ROAD KOR 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 TIGARD,OREGON 97223 — 8503.242.9463 B www.vImk.com PARTIAL FRAMING PLAN S-1 503.248.9263 www.vlmk.com "�„� GRID ® -NEW 4xB TYPICAL 0 N m ' TYP w - NEW HVAC UNIT TO iz BEAR ON NEW OR EXISTING FRAMING 0 NEW 4x8 ON ALL SIDES (WEIGHT= 1100#) mil Ak. (E)Ci _GIRDER - G R I D -J U 0 w z w a 0 CS-2 I ENLARGED FRAMING PLAN 114"= 1-0" CONSULTING GREENWAY TOWN CENTER HVAC 201 239.8 11/„:4 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 @vlmk.com S-2 503248.9263 �www.vImk.com ENLARGED FRAMING PLAN.S 0 S-6 HVAC UNIT AND CURB BY OTHERS CONTINUOUS 2x BLOCKING UNDER UNIT CURB,#14 SCREWS TO PENETRATE / 2"MINIMUM INTO GLULAM GIRDER — • PE p■ q AA FRAMING PER PLAN,TYPICAL SIMPSON'LUS46'FACE MOUNT ,' N. HANGER,TYPICAL ' te —J L EXISTING OPEN-WEB JOIST BEYOND, TYPICAL EXISTING GLULAM GIRDER HVAC SUPPORT DETAIL CONSULTING GREENWAY TOWN CENTER HVAC 20130_29.8 11 14 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 @vlmkcom S-3 503248.9263 �www.vlmkcom HVAC SUPPORT DETAIL I I 1 0--. - HVAC UNIT AND CURB BY OTHERS A CI 1 ►�V WEB STIFFENER FRAMING PER PLAN PER la ® SIMPSON'B48'TOP FLANGE HANGER, INSERT HANGER BETWEEN EXISTING Ii' SHEATHING AND JOIST TOP CHORD .�. (NAILING PER MFR) EXISTING OPEN-WEB JOIST 1 HVAC SUPPORT DETAIL S 41.= 1.-0.. V I. M K CONSULTING GREENWAY TOWN CENTER HVAC 2a»olssa 1 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 501222.4453 vlmk @vlmk.com S-4 503.248.9263 �www.vlmk.com HVAC SUPPORT DETAIL smcr me HVAC UNIT AND CURB BY OTHERS SIMPSON'A34' ` HVAC SUPPORT FRAMING CLIP ` FRAMING BEYOND l • - -- • \ I \ / l / x 1 i J s I if ti / 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 _1l_ HVAC SUPPORT DETAIL 1"= 1'-0" V I M K CONSULTING GREENWAY TOWN CENTER HVAC 20 39.e 11!14 ■63 DATE ENGINEER 5 12220 SW SCROLLS FERRY ROAD KDR MOM emir� 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 TIGARD,OREGON 97223 I503.222.4453 i vlmk @v HVAC SUPPORT DETAIL S-5 503.248.9263 www.vlmk.com kcom UNIT CASING UNIT BASE AND BASE RAIL SECURE ANCHOR TO UNIT WITH (4)#10 x 1/2"TEK SCREWS SECURE ANCHOR TO CURB " . WITH(4)#10 x 1/2"TEK SCREWS,TYPICAL nom norm iiii WOOD NAILER 16 GAUGE STEEL'CANFAB' lows OR EQUAL ANCHOR,(4) '••' iiii UNIT MOUNTING CURB BY UNIT TOTAL, (1)EACH CORNER I..' ON LONG SIDES OF UNIT Igoe MANUFACTURER(14"HEIGHT) i.o Him 'Ism GALVANIZED SHEET METAL °•' MINIMUM 2x P.T.LEVEL ewe elm PLATFORM BY CONTRACTOR COUNTER FLASHING °O u.. I..' EXISTING ROOF SHEATHING, �.., u.' ROOFING BY OTHERS ism! 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" VL �� C O N S U L T I N G E N G I N E E R S GREENWAY TOWN CENTER HVAC 12220 SW SCROLLS FERRY ROAD 20120,1192 112, 4 rz a KDR 3933 SW Kelly Avenue • Portland • Oregon 97239.4393 TIGARD,OREGON 97223 �... B503.222.4453 vlmk @vlmk.com HVAC CURB DETAIL S-6 503.248.9263 www.vlmk.com e NEU • UNIT CASING UNIT BASE AND BASE RAIL SECURE HOLDOWN TO UNIT WITH(2)#14 TEKSCREWS �,. .. ..u.... 1 SECURE ANCHOR TO CURB WITH(4)#10 x 1/2"TEK 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 a. (4)#10 x 1/2"TEK SCREWS EACH CORNER AND AT 12"O.C.AT SIDES, TYPICAL em Inn " EXISTING UNIT a; MOUNTING CURB yin (APPROX 14"HEIGHT) EXISTING ROOF SHEATHING /Iimi / un IGCO EXISTING ROOFING l j' • 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., 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 S-7 1 1/2"= 1'-0" CONSULTING GREENWAY TOWN CENTER HVAC 201 1x9.8 111/14 E N G I N E E R S 12220 SW SCHOLLS FERRY ROAD KDR ORWYM 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 TIGARD,OREGON 97223 01..14,13 503.222.4453 vlmk @vlmk.com S-7 503.248.9263 ■www.vImk.com HVAC CURB DETAIL MEET w Job CONSULTING " l PL VI . MK E N G I N E E R S cent 641 " -it Job No. Oft )�1�1 V gy 1- 3933 SW Kelly Avenue •• Portland •• Oregon 97239-4393 P 503.222.4453 503.248.9263 el Dams «'I/ Sheet No. C-I I r r r 1 T .r.__.. _}.._., �._, i.. .._}—L. _.. --y-. ,!-.:L ___,:_ .1_.r i( 4—.1.- i -I. _.....;Jr 1 -1.-_ 1 r i ? •~- >- 1 4 -.L } , 1 1 - 4 1 ' -. I t1 C �. 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Title Block Lire g Patti:10 NOV 2014, 3:14PM F F,v,=g:lAcatl2013\'20 1 391 39120f30189:8 HYACt10130139-8 tivac ec6`'' Wood Beam ENERC4LC NO 1983-2014.7L:ld'6'494'Ve.9,4 9 4 Us.#:KW-06002728 Licensee:vimk consulting engineers Description: Existing 63/4"x 191/2'GLB CODE REFERENCES a-f,h R,,,"i_ 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-Pill 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(4.275)8(7.125) D(1 47) D(4.275)S(7.125) D 0.450 S(O750) i 6.75x10.5 6.75x19.5 6.75x19.5 Spun=5.Dft Span=25.0 ft Span=5.0ft i , . i 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 klfi Load for Span Number 1 Point Load: D=4.275, S=7.125 k(a?0.0 fl Load for Span Number 2 Point Load: D=1.470 k(a,12.50 fl Load for Span Number 3 Point Load: D=4.275, S=7.125k(a)5.0fi i, SfGN 5t MMARY ..._._. .. .. Design OK Maximum Bending Stress Ratio = 0.80a 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 = 3.403 ft 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 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d CFN C i Cr Cm C t C L M fb F'b V fv F'v 90+41 0.00 0.00 0.00 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=25.0 ft 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--IS You can change this area Engineer: Project ID: - using the'Settings"menu item Project Descr: and then using the'Printing& Title Block"selection. • I: k ,6 Printed.10 NOV 2014, 3.14PM = 'File'-.gy1kad2013`,201 30139120130139.8 H11AC12013U'i39-8 hvac.ec6 '•i v •0•' -ea m ENERcALC INC 983-2014.9uild.6 14.9 4,Ver:6 14 9 4 Lic.#:KW-06002728 Licensee:vlmk consutttn• engineers Description: Existing 6 3/4"x 19 112'GLB Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN CI 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+11 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 +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 0.256 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 0136 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 +D+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 +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 0.200 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+0.450W+11 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 +0.600+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 D.D97 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 +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+8411 1 0.1861 0.000 0.0000 0.000 +D+S+}I 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 Support 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. �—^ using the'Settings'menu item Project Descr: and then using the"Printing& Title Block"selection Title Block Line 6 Printed:10 NOV 2014,3:14PM ,�I ,1 �;i�=o_1Ai:atl2013\201301392013O 39 11'iA'ct2 3� la�:8">ACec6 is ood �eam FNERGAI C,INC.1983-2014,Build 6.14.9 4,Ver:6.14,5.4 Lic.#:KW-06002728 Licensee:vlmk consulting engineers Description: Existing 6 3/4"x 19 1/2"GLB Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 +041 11400 13.400 +O+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 +D+0.70E+H 13.400 13.400 +D+0.750L+0.750Lr+0.450W+H 13.400 13.400 +0+0.750L+0.750S+0.450W+H 28.588 28.588 +D+0.750L+0.750S+0.525E+11 28.588 28.588 +0.60D+0.60W+0.60H 8.040 8.040 +0.600+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: You can change this area Engineer: Proiect ID: C""`a using the"Settings"menu item Project Descr: and then using the"Printing& Title Block'selection. Title BlockLLne 6 Pnnnui 10 NOV 2014,3 16PM Wood Bean ') e File'=glAcad20131 20130139120130139.8 HVAC120130139-8hvac.ec6 ENERCALC,INC.1933-2014 Build 6 14 9.4,Ve':6.14 9.4 Lic.#:KW-06002728 Licensee:vlmk consulting engineers Description: Existing 6 3/4"x 18"GLB CODE REFEREMEES t ., .. 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-Prll 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 pct Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(2.85)S(4.75) D(1.297) D(4.275)S(7.125) D 0.30 S 0.50 6.75x18 6.75x16 6.75x1 I3 Span=5.0 ft Span=25.0 ft Span=5.O ft • Applied toads u` ":` sr :' ;= `= 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 klfl Load for Span Number 1 Point Load: D=2.850, S=4.750 k 0.0 fl Load for Span Number 2 Point Load: D=1.297 k(a)12.50 fl Load for Span Number 3 Point Load: D=4.275, S=7.125 k(1a,5.0 fl DESIGN SUMMARY ._ _. -----____-- Design OK Maximum Bending Stress Ratio = 0.875 1 Maximum Shear Stress Ratio = 0.580 : 1 Section used for this span 6.75x18 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+S+H Location of maximum on span 25 000f 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 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C 1 Cr Cm C t C L M fb F'b V fv F'v +D+H 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 Biock Line 1 Project Title: You can change this area Engineer: Project ID: C--k-O • using the'Settings'menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Pinter•10 Nov 2014, 3-'6Pm File=g_1Arz - d201312913013%,2013ot39:8WAc120130139-8hvac.ec6 `wood Beam ENERCALC,4NC,1963-2014,Build:6.1494 Ver.6:149.4 Lic.#:KW-06002728 Licensee:vlmk consulting engineers Description: Existing 6 314"x 18'GLB Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span 4 M V C d C FN C i Cr Cm C t CL M fb F'b V fv 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 +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 0.577 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 30415 +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+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+0.70E+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 0.157 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 +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 0.157 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+0.450W+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 0.350 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+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 -+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 0.094 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 .,averall Maximum Deflections Load Combination Span Max.'-"Defl ✓Location in Span Load Combination Max."+"Def Location in Span +0+S+H 1 0.2501 0.000 0.0000 0.000 D Only 2 0.1106 11.975 S Only -0.1060 19.118 +O+S+H 3 0.4106 5.000 0.0000 19.118 Vertical.Reactions' .•'-....' Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 21.964 27.284 Overall MINimum 5.363 6.560 Title Block Line 1 Project Title: '1 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 L'ne 6 e-ntd 10 NOV 2014, 3 160 File=gaAcad20131 201301391?0130139;8'HVAC120130139-8 hvac:eL•6, Wood Beam ENERCALC.INC 1983-2014 0udd.6:1'4i9:4,Ver:6:14.9.4 Lic.#:KW-06002728 Licensee:vlmk consulting engineers Description: Existing 6 314"x 18'GLE Ve[ticel;ReactionS Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 +D+H 8.939 10.934 +D+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 +0+0.750L+0.750S41 18.708 23.197 +0+0.60W+H 8.939 10.934 +D+0.70E+H 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 +D+0.750L+0.750S+0.525E+H 18.708 23.197 +0.60D+0.60W+0.60H 5.363 6.560 +0.60D+0.70E+0.60H 5363 6.560 D Only 8.939 10.934 Lr Only L Only S Only 13.025 16.350 W Only E Only H Only ��CONSUNG Job � � • V1LMK ENGINLETEI R S went h-136 OTT Job No. O 1/61116 y YIPR 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 P 503.222.4453 503.248.9263 © 1‘11%.1 1‘11%.1 Sheet No. C`6 r w-. 1 -': 7 1 • 1' ., .--4 -;-----t--1-.; ....',--, • ! 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Title Block Line.5 Pnrted 10 NO 2014, 3 43P'.1 General Beam Anal $1$ rile=9'Acad20 1 312 0 1 30 1 3 91 7Dt3of398:HVac320130139-8h`vacec6-' Y ENERCALC,'INC 1983-2014,Build:6.14.9 4 Ver'6.149.4 Lic.#:KW-06002728 Licensee:vim*consulting engineers Description: (E)TJL Loads+Meth Unit Gereraleam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 30.0 ft Area= 10.0 ina2 Moment of Inertia = 100.0 104 D(0 33) ♦ i Dr0.04)sfo.06686) i i Span i=r30.0 ft Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.040, S=0.06666 k/ft, Tributary Width=1.0 f Point Load: D=0.330k07.0t1 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 Maximum Forces&Stresses ;Load Combinations` Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx 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 +D+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 +0+0.750Lr+0.750L+H Dsgn.L= 30.00 ft 1 5.73 5.73 0.85 . +0,0.750L+0.750S++1 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 +D+0.750L+0.750S+0.450W+H 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+0.70E+0.60H Dsgn.L= 30.00 ft 1 3.44 3.44 0.51 Overall MaxiruirI_Deflections v , Load Combination Span Max.' Deft Location in Span Load Combination Max.'+'Defl Location in Span +D+S+H 1 0.7483 14.850 0.0000 0.000 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: C-( t using the"Settings'menu item Project Descr: and then using the'Printing& Title Block'selection. Title Block Line 6 Printed 10 NOV 2014,3 43PM File=g:Vicad2 0 1 312 01 301 3 9t20t30139.8 HVAC120130139-B hvac ec6" General Beam Analysis ENERCALC,INC.1983.2014 Build 6.14.04,Ver:6:14 c4 , Lie.#:KW-06002728 Licensee:vtmk consulting engineers Description: (E)TJL Loads+Mech Unit Vertical:Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.853 1.677 Overall MWimum 0.512 0.406 +D+H 0.853 0.677 +D+L+H 0.853 0.677 +D+Lr+H 0.853 0.677 +D+S+H 1.853 1.677 +D+0.750Lr+0.750L+H 0,853 0.677 +D+0.750L+0.750S+H 1.603 1.427 +D+0.60W+H 0.853 0.677 +D+0.70E+H 0.853 0.677 +D+0.750L+0.750Lr+0.450W+H 0.853 0.677 +D+0.750L+0.750S+0.450W+H 1.603 1.427 +D+0.750L+0.750S+0.525E+H 1.603 1.427 +0.60D+0.60W+0.60H 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 E Only H Only 13 10 - 818.. _. 3 �riimi="0. Derr -1 BEAfd---» - _____� r 285 EOS 8.85 11.85 14.85 1785 2085 23.85 2585 29.85 ':',?.4:4:,'; S.itl :.. Distance(Ft) •+0+11 •♦DK •n H ■4D+1 n - " ■+0+5+M •+D.6.7fOLH-0.7SOL+n •+D+07SDL+D.75D5+8 •+D+D.60w+M ■+O+O 7011+M •+1)+D.7501.+0.7 501.+0.450W+11 •+D+D.7501+0.7505+0.45Dw+M •+D+0.75DL+0.7505+0.525011+M•+0.600+0.11D1V+0.6D11 •+0.660+0.708+0.608 • BEA1.4-» - •- --_ 1 -_ - 111111111111 -1.7 2.85 5.85 8.85 11.85 1485 17.9S 20,85 23.85 26,85 29.85 Distance(Ft) X+D+11 •+0+1+0 •+0•1•+8 •+D+5+11 •+D+0.7561.+0.75118.8 •+0+D.7501+0.7535+8 C+D+0.ODW+n •+0+0.7 DE+n •+D+0.7561.+0.75DL+D.45DW+n •+0+0.750L+0.75Os+o 45 Dw+M •+0+0.7 501.+11.7505+0.5250E+11•+0.600+0.60w+D.6011 •+0.60D+15.7011+0.6D1 BEAM--.> - - -0.19 ` - , L -038 -MM I..--- --057 -_ 6r_ 1111.-- _ -- -0.76 __ l 270 5.55 8.40 1125 14.10 16.95 19.80 2281 2550 28.35 Distance(ft) •+0.41 ■+0+1+11 •+D+L.+N ■+0+0+11 IN+0+S.7S11l r+11.7SDl+M •+0+0.7501+0.7001+8 B+D+0.6Ow+8 •+D+0.700•5 •+D+6.7511L+D.710L•+15.450W+l•+D+0.7501•0.7S115+0.4SDw•14 •+D+1).7SDl+D.7505+0.5255+M •+0-61515+6.60W+0.SON •+0.600+0.7011+0.6011 •D O.85 IN 0.0.1+ 10.1+ c 5 0.1+ ■W O.1 B 11O.h •80.85 + C-Il Load Tables/Snow (115%) TJL"" S TJLX"' Series • Allowable Uniform Load (plf) Parallel Chord•Open-Web Series FL=Flat roof less than '/e"in 12"slope. SL=Sloped roof greater than 1/•"in 12"slope. TJL' Series '_, '14 16 18 20 22 24 26 28 30 32 T 36 T� •! ;,Span FL SL FL SL FL SL FL SL r, FL SL 1 FL SL 1 FL SL I FL SL 1 FL SL FL SL FL SL FL SE FL SL FL SL_Span = 14 328 .:r.,:', 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 18 25B 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 18 215 245 a 273; r 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 `„228 252 275 t` "292 292 284 284 276 276 268 268 259 259 251 251'243 243 234 234 226 226 20' i 22 141 147 169 _i ,189.t.::209 ,229'29, 248 Y1•1 267 267 268 268 261 261 253 253 246 246 238 238 230 230 222 222 22 • ' 24 '" 112 122 145 ' 165" - 183 201 201 218 ? ;.b 235 251 251. 254 254 247 247 240 240 233 233 226 226 219 219 24." 26 90 105 116 124 140 ;IL., 155 1~2:1 170 170 185 200 214 - 228 241 241 235 235 229 229 222 222 215 215 26 28 i 74 91 95 105 119 124 138 2 r;.j z 15152 165 179 192 205 217 - 222 222 224 224 218 218 212 212 28 30, 62 79 79 92 99 107 119 !�. 131 131 143 154 166 177 188 .V 201 "'201" 204 210 210 208 208 30 ', 32 ' 52 69 67 81 83 92 100` ,119 1,19 129 140 150 163 171 176,1176 186 193 '• 194 194 32 34 : 44 58 57 71 70 81 85 91 101 i' , 113 123 132•c 141 150 161 161 164 ? 170 179 9 34 36 37 49 49 64 60 72 73 81 87 90 99 112 121 129, • 138 142 b142 151 157: 159 9 36 38 42 42 56 52 65 63 73 75 81 88 97 97' •105 117 125 •. 131 ;131 135 143 148 1448 38 40 36 36 48 46 62 56 69 66 76 77 83 89 N# 97 `r4. 104 111 1191119 125 128 133 03 40 '` 42 41 40 53 49 64 59 71 68 77 79 84 89 ilia 97 103 107 007 112 119 122 112.2 42'°- 44 -' 36 47 43 55 51 61 59 67 68 73 78 86 i 100'100' 105 107; 114 F p4 44 46 41 38 49 45 55 52 60 61 66 69 77' 8'1'. 87 87 94 101 '103 03 46 48 36 45 40 50 47 55 54 60 62 65 70 T-< . 80 80 85 91.' ''97 97 48 50 } 40 46 42 51 48 55 55 60 62 69 73 73 t 78 82 88 50 • 52 ! 43 38 47 43 51 50 55 56 59 63 67 k.fi7 72 76 80 52 54 39 43 39 47 45 51 50 54 57 62 r6V. 66 70 74 54 39 43 41 47 46 50 51 54 57 "57 61; -'= 56 58 40 37 44 42 47 47 50 52 i'-54„' 57 , 51.: ,i t. 58 60 — 41 38 44 43 47 47 50 53 "✓"t 57< 48:',. 66 ' 62 39 42 39 44 43 47 48 50 53 58 62 '. 64 39 42 40 45 44 48 49 53 64 s 66;a 40 37 42 41 45 45 47 49 66 „ 68'4 40 38 42 41 45 45 47 68 ,.70A- 38 40 38 42 42 44 70 I TJLX"• Series Check with your local Trus Joist representative on availability of theTJLX~Series In your area. 14- 16 18 20 22 24 26 28 30 32 34 36 38 40 n FL SL FL SL ' FL SL i FL< SL ; FL SL FL SL FL SL FL SL FL SL FL SL FL SL FL SL FL SL FL SL Span 14 361 361 361 361 358 358'350 350 341 341 329 329 317 317 304 304 292 292 280 280 270 270 259 259 248 248 239 239 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,:,.. 1 1 3'-/-•2 4-4 ''"".:: 276 ME 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 7 196_.'err 231 - '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 xw ,. . 214 237' 2581258' 280 260 275 275 268 268 261 261 253 253 246 246 238 238 230 230 222 22? 22 • 24 120 140 154 163 187 207' 227 227 246 265 265'260 260 254 254 247 247 240 240 233 233 226 226 219 219 24 26 :: 97 120 124 139 154 ' 176'fir 193;193-210 226 242 242 247 247 241 241 235 235 229 229 222 222 215 215 26 28i 80 103 102 120 127 136 153*172:172 187 $,202 217: 231 231 233 233 230 230 224 224 218 218 212 212 28 30,`' 66 88 85 104 105 119 127 133 1481148' 162 175 188 201 213 213 218 218 220 220 214 214 208 208 30 32 55 73 72 92 89 105 107 117 127 k1.Pi 143 ,1, 155' J1; '194 194-198 198 206 206 206 206 205 205 32•34 ' 46 61 61 81 76 93 91 104 108 115 126 a7{` 138 14 9 170 182 182 186 186 192 192 194 194 34 ' 36 39 52 52 69 65 B3 79 93 93 103 109 113 123 133; '653 161 ,181 171 176 178 180 180 36 r 38 44 44 59 56 74 68 83 80 92 94 101 108 119 128 137 149'.149 152 162 167 167 38 ;i 40 38 38 50 49 65 59 75 70 83 82 91 95 100 108 116 124 132x132 142 145 150 40 42 ''� 44 42 56 52 68 62 75 72 83 83 90 95 106 119 120;120 127 135 137 42 44 38 37 49 46 61 55 69 64 76 73 82 84 59''94 80t 109 109 116 ” 122 , 129": 44 46 43 40 54 49 63 57 69 65 75 74 81 84'' °941. 100-;100, 106 A 1• 14 '• 117° l? 46 48 38 47 43 58 50 63 58 69 66 75 75 81 . 64: 92 t 92 98 •••1 103 - -..110 0 48 50 42 38 51 45 58 52 64 59 69 67 74 75 79 84 085 90 #; 95 " 100 50 " 52 37 46 41 54 47 59 54 64 61 69 68 73 75 78 83 .' 8• 8 *'1 93 52 `-54 41 37 49 43 55 48 59 55 64 61 68 68 73 75 . - 82 , 86 54 56-.a 37 44 39 51 44 55 50 59 55 63 62 67 68 72 75' 80: 56 58,E 40 47 40 51 45 55 51 59 56 63 62 67 68 71 75 58 ' 50i 42 37 48 41 51 46 55 51 59 57 62 62 66 68 60 ,62-::.ili 45 38 48 42 52 47 55 52 58 57 62 62 65 62 '.,.84;.1; 41 45 39 48 43 52 48 55 52 58 57 61 64 ,; 37 42 45 40 48 44 52 4B 55 53 58 66 iitt 39 43 40 46 41 48 45 51 49 54 681 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(pif)based on: • simple span,uniformly loaded conditions. • an assumed 25%ratio of dead load to total load(eg.:30 psf live/10 psi 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-Beamo 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 gray '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... Design Maps Summary Report C..-12 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 zzur r 1 LB4i�r .f ": 2 s a.t i ,li^ = M5 °` ,, vent e ! . -:t r ' 5 . ..:11.,,.,,,,' 5 4';,,,, ..iF' f 1tr E -. , 'Lf�1 .L , F * Garden Hume 'r ord`az Ir �y 11 „,'lilt Y, w f f r 4-1, +! , I4iIw3w)f , . : 1 Y K ,41„,,,,,,,. ...,,,, f F r• a a „.t• ak y +,1 101 a� , ► rt r...,,,; , . i I, ,,,,ii -i ! 0 .� ! c.'.A ,i,-,!:`.1::•• :3 , -r ®MapQesst 1- USGS-Provided Output Ss = 0.968g SM$ = 1.077g Sos = 0.718g S, = 0.424 g SM, = 0.668 g So, = 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. MCEn Response Spectrum Design Response Spectrum 1.10 0.72 0.45 0.64 0.28 0,56 0.77 0.48 • 5 0.;c H 0.55 , ii 0.40 ' 0.44 0.32 0.33 0.24 0.22 0.1 i 0.11 0.08 0.00 0.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 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 VL M K C O N S U L T I N G P 503.222.4453 Job GTC HVAC E N G I N E E R S F 503.248.9263 Job No. 20130139.8 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 E vlmk @vlmk.com W www.vlmk.com Date 11/14 • v2.04-Software Copyright 2014 VLMK Consulting Engineers. All Rights Reserved. Sheet No. C t'3 Wind Loads on Rooftop Structures and Equipment Based on the 2012 International Building Code and ASCE 7-10, 29.5.1 TYPICAL SCREEN WALL Wit' Fv, Allli h H x TYPICAL MECHANICAL UNIT w 1/i H 0\¢ C' B '' Exposure Category [Section 26.7.3] Kn = 1.00 Topographic Factor [Figure 26.8-1] VULT = 95 mph Ultimate Wind Speed 3-Second Gust [Figures 26.5-1A, B, & C] B - 90.00 ft Horizontal Dimension of Building Measured Normal to the Wind Direction h = 15.00 ft Mean Roof Height of Building (Eave Height if Roof Angle < 10°) HEIGHT = 6.00 ft Height of Rooftop Structure or Equipment WIDTH = 7.50 ft, = Width of Rooftop Structure or Equipment, Perpendicular to Wind DEPTH = 5.00 fta 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 = 0:90 ` 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] At = 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 = 4h(GCr)A, & F,, = gh(GCr)Ar [Equation 29.5-2 & 29.5-3] Ph = 27.7 psf Horizontal Design Wind Pressure (1.0W) P., = 21.9 psf Vertical (Uplift) Design Wind Pressure M (1.0W) Fh = 1245.5 lb Horizontal Design Wind Force (1.0W) F„ = 819.4 lb Vertical (Uplift) Design Wind Force 1 (1.0W) CONSULTING 503.222.4453 Job GTC HVAC • E N G I N E E R S 503.248.9263 Job No. 20130139.8 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 vlmk @vlmk.com Date 11/14 www.vlmk.com v2.30-Software Copyright 2014 VLMK Consulting Engineers. All Rights Reserved. Sheet No. C-l'i Mechanical Unit Anchorage Design - Unit on Curb Based on the 2012 International Building Code and ASCE 7-10 DESIGN INPUT X Seismic Parameters • 3 4 • Site Class = D Design Site Class _ G SOS =_ 0.718 Design spectral response acceleration tcR Y Ap =, 2.5 [ASCE7 13.5-1 or 13.6-1] Ycg Rp =. 6.0 [ASCE7 13.5-1 or 13.6-1] • 1 2 • Ip = 1.0Q [ASCE7 13.1.3] I z = 15 (ft) Attachment height from base of structure 9 h = 15` (ft) Average roof height of structure from base PLAN VIEW Wind Parameters [ASCE 7-10] PHOR1Z. = (psf) Design wind pressure (psf) 1.0W PUPUrr =.i. , (psf) Design wind pressure (psf) 1.0W _,(1)ECG Mechanical Unit Parameters Wp = 1,09: (lb) Unit Weight Zcg X = 88.0 (in) Base Dimension (max) I I Y= 60.0. (in) Base Dimension (min) SIDE VIEW Z =• 44.0.,_ (in) Height of Unit Zcurb =r 14.G (in) Height of Curb, where occurs Xcg = 45.0 lin) Center of Gravity Ycg =` 36.0. .(in) Center of Gravity Load Combinations: Zcg =' 19.0 (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: 0.4apSDSWp(1+2Z1 Fp = R /1 hJ= 394 Ibs 5 1.6SDSI pWp = 1260 Ibs OK p p >_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 s; '5°(6 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= 245 lbs Wind Overturning / Uplift: = 147 (asd) Wind Mot = 12996 lb-in Seismic 1.0E Each Anchor/Corner 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 Q 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 l VI . ME it E N G I N ETE R S 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.vimk.com v2.30-Software Copyright 2014 VLMK Consulting Engineers. All Rights Reserved. Sheet No. C-`S 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 = � ,a7 ,=i" Design Site Class CG SDS = ,m; ' Design spectral response acceleration �cR Y Ap =Irr�z3 .° [ASCE7 13.5-1 or 13.6-1] Ycg Rp =xi k„ [ASCE7 13.5-1 or 13.6-1] • 1 2 • Ip = . >- ' G. [ASCE7 13.1.3] z = 1J (ft) Attachment height from base of structure Xcg I h = X1'4'1'..1 '(ft) Average roof height of structure from base PLAN VIEW Wind Parameters [ASCE 7-10] P Houz. =.i3,7vial(pSf) Design wind pressure (psf) 1.0W PuPLIFT _ ;]I''(psf) Design wind pressure (psf) 1.0W G Mechanical Unit Parameters Wp= izi '_(Ib) Unit Weight Zcg X = ga° (in) Base Dimension (max) I I Y= ,.$,z,, (in) Base Dimension (min) SIDE VIEW Z = 4i(in) Height of Unit Zcurb = 1 is(in) " Height of Curb,where occurs Xcg = •.. .,(in) Center of Gravity Ycg = i443 (in) Center of Gravity Load Combinations: Zcg = a, , 1,(in) Center of Gravity(excluding curb) ULTMATE: (0.9-.2SD5)D + E 0.9D + 1.0W ANALYSIS ALLOWABLE(asd): Base Shear: (0.6-.14SD5)D + 0.7E 0.6D + 0.6W Seismic: 0.4a S W Fp = p S p(1+2Z1= 394 lbs _S 1.6SDSIPWp = 1260 lbs OK Rp/Ip \ hJJ >_0.3SDSI pWp = 236 lbs OK Base Shear,VuE= 394 lbs 1.0E Wind: VuW = 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 = * :e ,,'4rF` Y 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 A 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 P,-- Table Of Contents Project: -Untitled4 09/25/2014 Prepared By: TZ Hnstov 11:03AM • 7.5 ton 2 Unit Report 3 Certified Drawing 4 Performance Summary • 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 R-3 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. _._.7'4.125" Unit Size: _ —__08(7.5 Tons) Unit Width___ 4'11.5" Volts-Phase-Hertz: 208-3-60 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: — 314 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 48TCFD08A2A5-0A0A0 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 • �t . Certified Drawing for 7.5 ton Project:-Untitled4 09/25/2014 Prepared By:TZ Hristov 11:03AM IOUs: - ++,.1Yy111�� 1111E0 E.o.for on Ms NCNYn IC r(Ii01[ITr N CNAIU CANn4TIa UY1T OUTDOOR J 0 II IC TECNMOl061 ES rTAllul.n NP a Orllr[A[/IIn II)[vAtn Canna Tut n nn N nEN lun.n�p Ds cNls I.DIMENSIONS ARE IN[PENES, DIMENSION( COIL TYPE Iii// saran ml.a n ntnnn a an hrnrt wim Ki RIM anrili/YT a IN 1 ] OE IM MILLIMETERS. /l lA 33 IS 1/8 CARRIER mll CaPaAnaa NUM MEE. At03rrAAa 4 alrurr. 2. CENTER 68AVti1 461C-106 1122 (10481 16561 14031 ACC-101 4+311 31 1/4 27 7/6 CONNECTION SIZES (12531 [1461 [7611 A 1 316. US) DIA FIELD IOWEO SUPPLY DOLE 3.1111110,DIRECTION OF AIN FLOW 4ITC-012 RIFF 4+3/0 31 1/4 IS 7/6 41-3/8 112531 (II41 [4131 (11511 3 2 1/2' 1641 DIA POWER SUPPLY KNOCKOUT 411C-106 fTPF 41 1/4 33 15 1/6 C 13/4' 1511 DIA BAYGE ACCESS PLUG [11461 [6511 14031 r 5 /6TC-619 1111 41 316 31 1/4 IS 7/8 B 7/6•122)DIA FIELD CDNfKOL WIRING NOIC [12531 01461 [4031 E 314'-14 OPT CONDENSATE DRAIN 41 3/6 31 1/4 15 7/6 Jr ECONOMIZER MOOD 2021/4 _ 61TC-112 RTPf [5271 1/2'•11 OPT 6A3 CONNECTION [1253] [/161 [1031 • (OPTIOWI • F S//'-U OPT GAS CONNECTION 41 OOTt-101 MCHI 10 111 33 23 [10 1/4 (6581 [584.21 6 2• 151]67A POWER f6PPlT rNaK-OUT 61TC-112 NCNI a 1/6 31 1/4 II ... na31 _[+481 t:».41 THRU-THE-BASE CHART (FIELD INSTI KTPK-KOYID TUNE, PLATE 410 ICOPPEA/ALWI 1RESE MOLES REWIRED FOU USE WITH ACCT KITS: YCBK-NOYATIOU IAIYYlALUMI I 36-3(1 ..12 516 14. CIITNP11102181:OAS THIN CURB CIDFNP1001U11:6A6 11(00 BASEPAN • RE711K)AIR [3+1 111111014 •. .. C0 4I1T SIZE USE 111E1I(MMAALEI �`– W 1/Z' ACC. 710' (22.2) FILTER ACCESS PANEL 1 1/2' 211 1/0' (22.21 ITOa-LESS) __ E ALT, I 1 CONDENSATE 1 1 1/4' 0102,0041 POKY I 3/4'144.41 18111(OPENING 113114 CONDENSER IN 6ASEPAN 11311 37.511 /1.311 VIII, COIL �, 2• 1104)311•FIT GAS 1 114'U4.11 D SUPPLY [155] (11[71 61 �' 1 EE 1000 All SUPPLY . 10021 PROVIDES 3!4'FPT TNIU CURB ACCESS 100000 YAIEI 1 I I, .A. Z CN BASE All ELAINE f FITTING. NOTE SIZE:I'ISO.0 BACK 14101 Is ]I i THRU-THE-BASE CHART (FIOPI l3�sl 12711 ,� fOR'THRU-THE-BASEPAN'FACTORY OPTION, ••I4/H���—tttt��Wl�• �� FITTINGS FON ONTO 1. I. &2 AA)PROVIDED. •• (T (OR DELON LIST[1 MODELS,A FIELD `—6-1/4 SUPPLIED 1/2'A0AITEA 11 RE0011(0 1 111+1 •• BETWEEN BASE PM FITTING AND GAS VALVE: ~—2051/I 11001 ROOD ~ ~ 3-I/1 41NCD.1.0/ 14 �- TOP ns61 �—23-1/2—m. [6417 A 1321/ 1 ' �. 11-7!0 A-S/8 __ _ _ 2 13021 (1161 1(Ci1ICAl CONTROL 307 ILTEA A 11111 II IOC DISCONNECT T * 115 PANEL COUOEW015. CONDENSER t, (� COIL i • IIA[A , -79, J OPTIONAL ACCCESS BLOWEA RETURN f yOPTIONAL , INSTALLED _ _ _ AfK•FACTORY 27-716 Z1-311 OUTSIDE INSTALLED DISCOIKCT AIA CONVENIENCE OUTLET 111 [70f] f AOLE 1S-il6 [1071 26 IIII C I' –_� 611 / 1 13341 SUPPl1 AIR 1 6 [i5p NMOLE Lam! 31 H =1F14 (1151 OO `= : 0001 [1571 3-1/I f 6-5/1 , t Ilsl 51.102 2--18 627!1 11171 [1171 i-116 1-0/0 11-101 71P) 31 L2111 37-2111 ii 151 4 11 131 CORE 0411 act! /2-are LEFT 117111 16.1/8 [10751 BAROMETRIC [22381 SUPPLY NIA RETURN RELIEF FRONT 4 RIGHT INCH WI 011910110 48TC 08-12 SINGLE ZONE ELECTRICAL 481H500985 _ IOF2 03-08-10 11-24-08 COOLING WITH GAS HEAT F F Packaged Rooftop Builder 1.391 Page 4 of 10 • • Certified Drawing for 7.5 ton Project: -Untitled4 09/25/2014 Prepared By:TZ Hristov 11:03AM 0 UOITED P.o.K.w4 Ms tmr[.r LS 114 W.-4 w(4ULLS 1510411104 .041.6104 Of MU 411-1451 w=Nam TECHNOLOGIES rnuuE,tr "w II[[114119[1 qM TIE[4r1[s4(MM.Mr 7K pt1 bl(511111 A dal 1(555 4 a M.UNIT COINEI CORNER CORNER CORNEA COAAEEI iva cwrun 1114 M T4 uraut0 01 1411 nt9wr u9111 ¢an,wtt 151.¢1. ICI w1�1 WE1641 rr. 11216X1 Al 1 NEI6NT 101 11116NT(Cl OE16NT ED/ C.6. 051041[0.9 flub 11 111 COIL TYPE 105. H. LIS. IL LIS. 50. LDS. 116. LDS. R6. 1 1 2 411C•4111 1T/F III 354 176 11 151 72 209 95 236 107 41 112 110541 33 111 1160] 20 112 15211 .r. SIAIOARD INET WEIGHT l5 NI TN LOW GAS NEAT AND WITHOUT PACKAGING. 410C-ARD RT2F 120 411 212 11 113 13 243 110 212 121 40 711 110311 34£1641 23 1/1 ISM FOR OTHER OPTIONS AND ACCESSORIES, REFER TO THE PRODUCT DATA CATALOG. 410C-512 RTPF 130 422 216 11 114 11 241 112 212 123.5 42 110611 33 1/1 11417 24 1/4 11161 4$1C•116 ME 335 311 164 14.3 175 71.2 255 115.6 246 111.1 44 7/8 111401 35 1/1[1057 11 3/1 14121 411C-101 ATPF 130 422 221 103.5 167 IS 232 105.3 213 121.1 39 314 110101 32 111 1035] 11 5/1 14731 4110-112 1T/F 140 427 231 104.1 119 93.0 234 101.2 206 121.6 31 3/4 110107 33 11361 II 112 14701 4/7C-DM NCNI 005 365.5 160 12.0 153 60.5 240 109 211 111 43 110121 34 315 15241 31 3/I 1511.11 441C•112 14015 III 401.3 115 14 116 71.5 i 260 175 274 124.4 42 1/1 110191 31 1/2 11021 22 7/6 ISM NMI-1001210N01ALUN/ALIWVR ICOIPFAlAIYN) CORNER A CORNER B 1`11„, — I 1 1,:;0,x,1 ® 1411 4'7 5% . CORNER D CORNER C • TOP 3 — • (--1 islp• I . El. . . 0 Imoo � ; ,=• : ooh FRONT MET 111* 191(11056 48TC 08-12 SINGLE ZONE ELECTRICAL KV 481M500985 2OF2 03-08-10 11-24-08 COOLING WITH GAS HEAT 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 :11247 LOCATION DIMCNFION CONDITION 4A-in(7719 min) •i1n8 ffcrlmnMt l•mnmtsrl m purl 364n(314 non) •l(dlnmrniun-a b ti-hi 1303 rmu) A 1A4n(147 mm) •No disconnect,arnvenNnce actizt 03i10,1 •Recommended service clearance(use electrciaeu lrncr) 124n(33033-ml •binii urn cker•nce(use manual ratchet>nrewdriver) 3A4n 14 mm •:Ind ha,acnmml,cr B 1240(303 MT) •If dimension-A IS 304n 1314 mm) special •Chmk for sources of flue products w'thir10ft sf ant fresh of intake hood 16-In(974 mm) •Side cardersate drain Is used 18411(437 rran) •1.41141.4111 Chan ertin: 48-In(1219 mm) •No flue discharge accessory Installed surface is combustible material 42 40 11067 mml •Surface behinl servlcer is grounded leg.,metal,masonry wal,another unit) D 36-In(314 mm) •Surface behind semicer 14 electrically non-conductive(e.g.,wood,fioergless) Special •!:hw.dr for adjar..nt emit:rw hrlklerg finch air irtaksc within Ifl-A of this unit's flue outlet NOTE:Unit not designed 1,have ever aad obstruction.Contact Application Engineering for guidance on any application plarnnk oeerhead obstruction or vertcal clearances. Packaged Rooftop Builder 1.391 Page 6 of 10 i 0- Certified Drawing for 7.5 ton a Project: •-Untitled4 09/25/2014 Prepared By:TZ Hristov 11:03AM FCCFOJFIB A Cl7AFL aACC G�CUlBTCMYE (.9fK P YiSi 'CORNCRIB 1�fP HkI fPT1743 P 14' 2)611A 8 30RBBO PM SA7iAC}aja aBlrpvi�a TFiUR6CAiB 111p1.111Pf t¢(1271147 t¢fl27Rrr 24' W4.01 PM 7. PKMFARRAIY. 4�E (1131 Wi INO1 THlll-®Of1OA 6 6Fa TI-F11 C-CUBIBETYPE NCKA 0IBFCF71li4F 174• , OMAN 0 -TIM MC 11,42 —I 1434• 1.4 P A P74.71 2 K -1---1 I { 11 a' - n r YlY l 1 _N'IQ' �I S�IQrI/iIHE II�a /143A. cr4eaacsu>E Zf]i�ip 1�L/1 F � �YW1S —r 'A'i�.$Y€ 1127.11 B12,4' FEQJFEC1 FIVIA NEENXFA11 C: Orlis 4..„. iniiiiiii 9ALY/F 0,8413 pm WREFCETAL L E1.3.411' CIVO43- 311A2. 1515(2 &GET .. 40404111.1I / 174• Kg Paul P221 N.PR8M11113.11A %1T114111( I/ 4 mr TM[iYj4'�9 , • T SEEVIEW"B" natemum CERT1F1EDORAMG PA fl elif awwwwursapki_ pRzacroN II ' — — 11 ,. A. Ma9il 1- k• f• }: c IAnaf 4 O U 1111E �%�/�///� WRY/4i ratlwwn - - 1023120 •Y \� ��� eo�ra¢ns - e4sa7rtn .wuarnita 3a vvwrol►te� �v 3%// 8814'YWl9B'71.F.42N6�442191@; T-07{Y-0O2 A� D � 12 C ISONBA9180A,'15111ABWA91515'18yM1. 4®'13 ML 1GfJp u®R: - WC 121802 - METER C' FELCELFREDAKINACUFB ILFIFOCER4,1 .wnrmx PAM M >®fin .oc,vwwo ISM MRLM", FEY 114E W am Arm eta - P1pp1 - NA Packaged Rooftop Builder 1.391 Page 7 of 10 (z- B � Performance Summary For 7.5 ton . Project: -Untitled4 09/25/2014 � Prepared By:17 Hristov 11:03Am ;oartNumber:48TCFDO8A2A5-0A0A0 ARI _-' '__' - 11.00 |EER. -_--' --_ -_._ __--- 11.7 Base Unit Dimensions Unit Length. __'- __--__--- -___-'___-]N8.1 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 EconoW^i$erIV with solid-state controller'' ____--___ 75 lb • 14'innh Tall Roof Curb- -- -143 lb Total Operating Weight.� ��-'--'_--'---'--_-_ __- _1097 lb Unit Unit Voltage-Phase-Hertz. ____'__--- --'---__. ______ 208'3-60 Air Discharge:.. -___.--_.__- — Varticm| Fan Drive JBw|t Actual Airflow: .3000 CFM Site Altitude: --_---. ---__ _ 0 ft Cooling Performance Condenser Entering Air DB' -_-'_----_--- . _ -_.95.0 F Evaporator Entering Air DB:,.,....,_, _-- 80.0 F Evaporator Entering Air VYB:___-__'-_- ____ 67.0 F Entering Air Enthalpy. -- -_'_-_--- 31.44 BTU/lb Evaporator Leaving Air DB: _-----_- -___- - _ 58.7 F Evaporator Leaving Air vv8. --- __-_.'_-___--_- 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: '-----_- ______- ---'--_ *.40 kW Coil Bypass Factor -_-_-_.-'----.-- ---_--. ---_-____ 0.092 Heating Performance Heating Airflow. ___.- '-_.--- __. '_- 3000 CFM Entering Air Temp..... _-- __-'--. - - 70.0 F Leaving Air Temp:- __'__.__ __-_' - 126.7 F Gas Input Capacity:.._...... ---__--_ 180.0/224.0 MBH Gas Heating Capacity:-.__-__-_.' ---- 183.68 MBH Temperature Rise: 56.7 F NOTE: __'- --___---Smcmnd Stage Supply Fan External Static Pressure: ____- - —' 0.75 in wg Options/Accessories Static Pressure Economizer -'--'_- 0.11 in wg Total External Static' 0.88 in wg Fan RPM- __--__-- 833 Fan Power:. _ -'- 2.04 BHP NOTE- __--_ Se|mc«ed|FM RPM Range:733-949 Electrical Data Voltage Range: ' �—'—'-__- ---- 187'2e3 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 LRAM 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) .._ Power Supply MCA -- =Y_ �._� --__ 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 aoi t •. 0 Nol `o CD 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 R,-to 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 27.2.35.839.5.43.1 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 patterned 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. Fan Curve, 18 EERIE imumi 11.41 min 614 Egon En iimmitmE u, an=4,4 Oa II 11 11 IP wrimmwol, . co to OS OB 20 24 28 3 40 44 Arflow(CFM-thots) RPM=833 BHP=2.04 MaximumRPM=1084 Ma BHP=4.70 Note:Please contactapplication engineetiogforselecticns outsidetheshadedmgion. SC-System Curve RP-Ra1edPoint Packaged Rooftop Builder 1.391 Page 10 of 10 D1SENSgOMO 7aea®KM wnITIANSI S REVISIONS REV, DESCRIPTION DATE APPROVED Attn: Tag: • 1 INITIAL DWG 6/26/2006 DECAM . 2 HOOD WALL 4/30/2012 EH 4115/18• = Approval: - -r-- ` - + 17 9/18' \ \ SUPPLY AIR RETURN AIR �` 33 1/4' `fn 381!4' �� #II, `r INSULATED COVER EXISTING CURB LAYOUT a? —+I 2 ■ 60 5/. ---1 SUPPLY 29 3/4' RETURN 1 18L y4' _ 18 9/4• IH __ 53/4' i 1 I—53 7/16' '1 ..... ...., t._I i 5. 52' 20• f as 112' J— —7- 1- E6• +-1 15' F 821/8' 1I - CURS NEWT K L. ""M1I APPROV m,. 1-4605-4005 — CURB SHOWN IS CDI STANDARD 222.94 .�°HANSON Notes: CDI RESERVES THE RIGHT TO CHANGE LAYOUT ,...o.. Monday,Apr630,20121040 33 MI QUOTE#: 1.1-5•ADDED TO OLD CURB 0 D WITHOUT NOTIFICATION.IF CURB IS NEEDED IN A INVENT CURB w NEW+••. ••••++e- 2.MATERIAL:18y11 GALVANIZED STEEL ELK TYLEN ST NW 3.GASKET PROVIDES)WITH CURB DIFFERENT CONFIGURATION CDI MUST BE NOTIFIED X1,c�ILA a RETURN OPEMIN cm.wveu,ra sum 1-4605-4005 G. 4.INSULATION:1.1 1/2 LB DENSITY PRIOR TO PLACING AN ORDER. "CALL WITH ANY QUESTIONS "—_ll_ l• �7�1 >7w `w` TAX BACK IF DRAWING IS OK AS t3 g 3111-71151 OM. 1:25 I .err: 1 OF 3 7.21 1