Loading...
SpecificationsF N, SITE COPY • .. . Approved plans :.: : E'VED• shall be on job site,• : : : : : •.• MAR 2 3 2022 kl&20,72 ^oclz5S ::: : 4t FTtGARE•: 7 ::: 'R,11tDIEJG[VISA ... ... . • toe• . . NW FENCING Ti - RTU RELOCATION : •• • 11101 SW Greensburg Rd Tigard,OR 97223 I STRUCTURAL CALCULATIONS Yt MK Project Number:20200503 Robinson Construction 8060 NE Walker Rd Hillsboro,OR 97124 c,c o PROF£ss, GON'41yiLEU1'017/22 EXPIRES: 12/31/20 22 Prepared By: Emma Olds,PE March 1,20 2 vvLivii< Revision A Doted March 16,2022 ENGINEERING + DESIGN 3933 S Kelly Avenue Portland,OR 97239 tel:503.222.4453 ULMK.COM •• .. .. .. • • • • .• . . . • • • • •. . . . • . .. .. • •• . • • . . Shuctural Calculations:NW Fencing TI-RTU Relocation • • • • • '•DC-1 . . • ... . .. .. . . • ..• ... • . •. • ... . • Project: NW Fencing TI - RTU Relocation Projed Number: 20200542 "' '•• .. ••• . ... . ..• ••• ••• . Project Address: 1 1 101 SW Greensburg Rd Document: Structural Calculations for Tigard, OR 97223 Building Pgrm+t.• .'t . .. .. • . •. • . ... ... .. • • • . • ... • . TABLE OF CONTENTS Design Outline and Criteria DC-1 thru DC-2 Structural Calculations C-1 thru C-13 Reference Documents R-1 thru R-4 DESCRIPTION OF PROJECT .is 'NW Fencing TI - RTU Relocation' project consists of the support and anchorage for the relocation of lig oof top units on the existing building located at 1 1 101 SW Greensburg Rd, Tigard, OR 97223. ***LIMITATIONS*** VLMK Engineering + Design was retained in a limited capacity for this project. No responsibility and/or liability is assumed by, nor is any to be assigned to, VLMK Engineering + Design for items beyond that shown in this Structural Calculation Package. GNcod202(1\20200503\NW Fencing\CALCULATIONS\STRUCTURAL\RTU Relocotion\20200503 DC.docx • .. .. .• • . . . OOOOO . • • • . • . • . .. .. . • . • ... . . .. . • Structural Calculations:NW Fencing TI•RTU Relocation : : : : 11(.2 •.• ... . • • •.• CODES ... • .. .• • • ... .., • . . . ... 4 2019 Oregon Structural Specialty Code (Based on the 2018 International Building Cct •„ ... • ... ... ..• DESIGNLOAN • • • . • . Live Loads • • ••• ••• •• • • Roof Snow Load Flat Roof Snow Load, Pr 25 psf Snow Exposure Factor, C. 1 .0 Snow Load Importance Factor, Is 1 .0 1 Thermal Factor, C, 1 .0 Snow Drift As Required Dead Loads Existing Roof Total Roof Load 15.0 psf Additional Loads 12.5 Ton RTU 1200 lbs 3.0 Ton RTU 600 lbs Wind 1 Basic Design Wind Speed, V (3-sec gust) 97 mph Nominal Design Wind Speed, Vasd 76 mph Risk Category II Wind Exposure B Internal Pressure Coefficient GCp, = +/- 0.18 ) Seismic y Location Latitude 45.4399 Longitude -122.7807 Seismic Importance Factor, le 1 .0 Risk Category II Mapped Spectral Response Accelerations Ss = 0.681 Si = 0.396 Site Class D Spectral Response Coefficients Sds = 0.689 Sd, = 0.51 Seismic Design Category D Analysis Procedure Used Equivalent Static Component Anchorage Factors aP RP IP no HVAC Equip 2.5 6.0 1 .0 2.0 G�(1cad2020\20200503\NW Fencing\CALCULATIONS\STRUCIURAL\RTU Relocation\20200503 DC.docx • •• I. •• • • • • • • • • • • • • • • • • • • •. S. • • • • 1 ••. • • .• • • • • • • • • • . VV L M K Project: NW FENCING TI Job#: 20200503 By: ERO Date: 02/22 sheet#: C-1 ENGINEERING+DESIGN ••• • • • ••• ••• • •• •• • • ••• ••. • • • • ••• ••• •.• • • ••• ••• •• • • 000 i" 12.5 TON RTU RELOCATION FRAMING SUPPORT '.' ••• LOADS •.• •..• • • .. •• DLRF:=15 psf Dead load of roof • . • •_ • • . • • • • • • • • • • • • SL: ... ... .• • • = • •25 •psf Snow load on roof •_•. • • • • • • •.. • • . • • .• DL12.5:=1200 Ibf Weight of new 12.5 Ton RTU DESIGN NEW HEADERS L:=8 ft Length of sub-purlin Pqn TRIB:=2 ft Tributary area to sub-purlin ,.,_._E "` '"" ... ............... WDL:=DLRF•TRI8=30 p/f Distributed dead load on sub-purlin L 1 wSL:=SL•TRIB=50 p/f Distributed snow load on sub-purlin PRTu:=DL12.5-4=300 Ibf Point load from RTU at 8'-5" PROVIDE 4x8 HEADERS CHECK EXISTING PURLINS L:=24.583 ft Length of purlin P•,,, P„n, TRIB:=8 ft Tributary area to purlin Ti „,.`"a WDL:=DLRF•TRIB=120 p/f Distributed dead load on purlin I. L g wSL:=SL•TRIB=200 plf Distributed snow load on purlin PRru:=DL12.5-2=600 /bf Point load from RTU at 4'-0" MEXIST:=24.173 kip•ft Existing max moment (see following Enercalc) MNEw:=25.413 kip•ft New max moment (see following Enercalc) MNEW =1.05 < 1.05 Ratio of max moment < 5% change ==> ok [IEBC Sect. 706.2] MEXIST RTU A MAX OF 4'-0"ONTO PURLIN CHECK EXISTING BEAM L:=50 ft Length of purlin P, P TRI8:=24.583 ft Tributary area to purlin W : DLRF•TRIB=368.7 p/f Distributed dead load on purlin g DL = ._ I L wSL:=SL•TRI8=614.6 p/f Distributed snow load on purlin ' I PRru:=DL12.5-2=600 /bf Point load from RTU at 10'-2" and 14'-3" MEXIST:=307.288 kip•ft Existing max moment (see following Enercalc) MNEw:=314.655 kip•ft New max moment (see following Enercalc) MNEW _1.02 < 1.05 Ratio of max moment < 5% change ==> ok [IEBC Sect. 706.2] MEXIST EXISTING BEAM IS ADEQUATE `t 'a y 3933 S Kelly Avenue Portland,OR 97239 lel:503.222.4453 fox:503.243.9263 www.vlmk.com 1 • •• •I •• • • • • Project Title: NW FencingTI • • • •• •• • •• •• • • • • :•• •• •• ••• • •Engineer: E.Olds, EIT I • •I •• •I•• • • Project ID: 20200503 • • I • • • • Project Descr: C-2 ••• • • • I•I ••• • •I • I • Wood Beam Project File 20058 3 ATU • •::: IJ N; •.A Pr ••• LIc#:KW-06015627,Build:20.22.1.12 VLMK CONSULTING ENGINEERS (c) CAL NC 198S-i029•• ••• DESCRIPTION: (N) Header ••• III • • •• •• CODE REFERENCES • • • • Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 : : ••• •'• •• • • Load Combination Set:ASCE 7-16 • I•• • • Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination:ASCE 7-16 Fb- 900.0 psi Ebend-xx 1,600.0ksi Fc-PrIl 1,350.0 psi Eminbend-xx 580.0ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase C(0,09 0%) • 8(0.03)S(0.05) • • 4x8 • Span=8.0ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load : D=0.0150, S=0.0250 ksf, Tributary Width =2.0 ft, ((E)Roof) Point Load: D=0.2390 k @ 4.0 ft, (RTU) _ Point Load : D=0.090, S=0.150 k @ 3.917 ft, ((E)Roof) DESIGN SUMMARY Design OK 1 Maximum Bending Stress Ratio = 0.402 1 Maximum Shear Stress Ratio = 0.147 : 1 Section used for this span 4x8 Section used for this span 4x8 fb:Actual = 621.51 psi fv:Actual = 30.46 psi Fb:Allowable = 1,547.33 psi Fv:Allowable = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 4.000ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection i Max Downward Transient Deflection 0.042 in Ratio= 2302>=360 Span:1 :S Only I p Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 0.092 in Ratio= 1047>=240 Span: 1 :+D+S i Max Upward Total Deflection 0 in Ratio= 0<240 n/a Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.285 0.284 Overall MINimum 0.277 0.273 D Only 0.285 0.284 S Only 0.277 0.273 • •• •• •• • • • H Project Title: NW FencingTI • •• •• •• •• •• • • • • • • • • •• •• • • • • Engineer: E. Olds, EIT ••• • • ••• • • Project ID: 20200503 • • •• • :• : ••• • Project Descr: C-3 General Beam Analysis Project File: 420b d3 IITU.;cs : • ::: LIC#:KW-06015627,Build:20.22.1.12 VLMK CONSULTING ENGINEERS (c)EIOe12CALC INC 19E312021,•• ••• DESCRIPTION: (E) Purlin J General Beam Properties •••• ••• • • •• •• • i • • • . a • • • es % Elastic Modulus 29,000.0 ksi • ••• ••• •••• ••OOO • • •Span#1 Span Length = 24.583 ft Area= 10.0 in^2 Moment of Inertia = • 110010 in 4 • - o(o. 2Z s{o.2-_ � X ! r ,..�. _.: r�f r a s , X '�� f � „ +s r T' � ru 4 Span=24.583 ft d Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, S=0.0250 ksf, Tributary Width=8.0 ft, ((E)Roof) DESIGN SUMMARY Maximum Bending= 24.173 k-ft Maximum Shear= 3.933 k Load Combination +D+S Load Combination +D+S Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 1 Location of maximum on span 12.292 ft Location of maximum on span 0.000 ft Maximum Deflection Max Downward Transient Deflection 0.571 in 516 rr Max Upward Transient Deflection 0.009 in 32534 Max Downward Total Deflection 0.914 in 322 Max Upward Total Deflection 0.003 in 90373 Vertical Reactions Support notation:Far left is#' Values in KIPS Load Combination Support 1 Support 2 + Overall MAXimum 2.458 2.458 Overall MINimum D Only 1.475 1.475 Lr Only `a S Only 2.458 2.458 1 s i i y I Y d 3 Project Title: NW Fencing TI •'• ;'• .•• :'. ,' ; • •`' Engineer: E. Olds, EIT •.• •• ;• ••• •• • Project ID: 20200503 • • • • . . . • • • • • • • • Project Descr: C-4 • • ••• General Beam Analysis Project File_2(20,.1);3FLTU. c6 • • ••• LIC#:KW-06015627,BuiId:20.22.1.12 VLMK CONSULTING ENGINEERS (c)EMGRCALCINC 191334321•• •• DESCRIPTION: (E) Purlin With RTU .. • • .• •• •.. General Beam Properties •• • + Elastic Modulus 29,000.0 ksi s • i 4 •• 000 •• • • a Span#1 Span Length = 24.583 ft Area= 10.0 in^2 Moment of Inertia = : 111).0 'i61114 • D(0.6) D(0.12)S(O.2) 5 E- r Span=24.583 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, S=0.0250 ksf, Tributary Width=8.0 ft, ((E)Roof) Point Load : D=0.60 k @ 4.083 ft, (RTU) DESIGN SUMMARY E Maximum Bending= 25.413 k-ft Maximum Shear= 4.434 k Load Combination +p+$ Load Combination +D+S Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Location of maximum on span 11.923 ft Location of maximum on span 0.000 ft Maximum Deflection I Max Downward Transient Deflection 0.571 in 516 Max Upward Transient Deflection 0.009 in 32534 Max Downward Total Deflection 0.968 in 304 t Max Upward Total Deflection 0.004 in 76865 Vertical Reactions Support notation:Far left is#' Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.458 2.458 Overall MINimum D Only 1.975 1.575 Lr Only S Only 2.458 2.458 1 1 ii 1 i •• •• •• • • • M Project Title: NW Fencing TI • • • • • • • • • • • • Engineer: E.Olds, EIT ••• ;' •• •••• • •• Project ID: 20200503 • • • • • • • • • • • • • • • Project Descr: C-5 ••• • • • ••• w �_� •S. • • General Beam Analysis Project File 214 (�3 RTU c6 • :;; ... .. LIC#:KW-06015627,BuEId:20.22.1.12 VLMK CONSULTING ENGINEERS (c)ENI I CALCiNC 19D34024.• •••••• DESCRIPTION: (E) Beam ••• ••• • • •• •• General Beam Properties . Elastic Modulus 29,000.0 ksi • • •••• ••• •• • • Span#1 Span Length = 50.0 ft Area= 10.0 inA2 Moment of Inertia = : 11t•0'io 4 • D(0 368745)S(0.614575) } '%t;4L d j zaq o:- Faz13 ,✓i A �' "'q 6:,> :frte T- Span=50.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, S=0.0250 ksf, Tributary Width=24.583 ft, ((E)Roof) DESIGN SUMMARY Maximum Bending 307.288 k-ft Maximum Shear= 24.583 k Load Combination +D+S Load Combination +D+S Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Location of maximum on span 25.000 ft Location of maximum on span 0.000 ft Maximum Deflection Max Downward Transient Deflection 30.040 in 19 Max Upward Transient Deflection 0.477 in 1258 Max Downward Total Deflection 48.064 in 12 Max Upward Total Deflection 0.172 in 3495 Vertical Reactions Support notation:Far left is#' Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 15.364 15.364 • Overall MINimum D Only 9.219 9.219 Lr Only S Only 15.364 15.364 i • •• •• •• . ! ! • !. i Project Title: NW Fencing.`fl:.' •• •• •• • • •• • • . . Engineer: E. Olds,WI": : : •. . . ; : Project ID: 20200503 • • • . ; ••• •40 • Project Descr: C-6 •.. ! yet y y General Beam Analysis h* File:i0200 03 RTt� • yr LIC#:KW-06015627,BuiId:20.22.1.12 VLMK CONSULTING ENGINEERS •! ` (c)EWERCRLC'INC 196 - 021.+. DESCRIPTION: (E)Beam With RTU ... ••• . .. •• • • • . General Beam Properties • • • . •• • Elastic Modulus 29,000.0 ksi • • ••• ••• •• •• • • Span#1 Span Length = 50.0 ft Area= 10.0 inA2 Momenfof little • 400.0.ir�`4 v D(0-6) D(0.6) D(0.368745)S(0.614575) ;Rv ^5: a�,�i��� 1 E xtid . • A$ ��, $F 9 „,, „, - .4 -,'f Tibp,, Y1,,; {w`,''l Jtt it ltejjam„ ,�. zrk�r` ..., �ltu,ha,'' «....... '..Y z'd�s.x�.J.m>�,d �. 4 Flllr 5 .us��.l .r,zra i I Span=50.0ft . Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, S=0.0250 ksf, Tributary Width=24.583 ft, ((E)Roof) Point Load : D=0.60 k @ 10.167 ft, (RTU) Point Load : D=0.60 k @ 14.250 ft, (RTU) iDESIGN SUMMARY Maximum Bending= 314.655 k-ft Maximum Shear= 25.490 k Load Combination +D+S Load Combination +D+S Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 , Location of maximum on span 24.750 ft Location of maximum on span 0.000 ft - Maximum Deflection t Max Downward Transient Deflection 30.040 in 19 { Max Upward Transient Deflection 0.477 in 1258 Max Downward Total Deflection 49.324 in 12 e Max Upward Total Deflection 0.185 in 3246 Vertical Reactions Support notation:Far left is#' Values in KIPS 1 Load Combination Support 1 Support 2 Overall MAXimum 15.364 15.364 Overall MINimum D Only 10.126 9.512 Lr Only ' S Only 15.364 15.364 f 1 1 a I ••• ••• I. ••• • • •• • • • VV L M K Project: NW FENCING TI Job#: 20200503 By: ERO Date: 03/22 sheet : C-7 ENGINEERING*DESIGN ••• • ••• • ' • ••• • ••• ••• • • • ••. • • ••• .. I •• ••••• •• [iON RTU RELOCATION FRAMING SUPPORT ••• ••• •• ••• •«r LOADS DLRF=15 psf Dead load of roof • • • '6 ••• ';'• •• _ SL=25 psf Snow load on roof •• ' ••• ••• 4•• • • • • • • • • • • DL3.0:=600/bf Weight of new 3.0 Ton RTU • • • • "�g (per contractor) DESIGN NEW HEADERS *3.0 Ton RTU is lighter than the 12.5 Ton RTU, header is adequate by inspection P•=. PROVIDE 4x8 HEADERS A i i 1 1 L . CHECK EXISTING PURLINS L:=24.67 ft Length of purlin Rill, PM TRIB:=8 ft Tributary area to purlin • wM+w�. r i 1• a Wpr_:=DLRF•TRIB=120 p/f Distributed dead load on purlin _ ...IL WSL:=SL•TRIB=200 p/f Distributed snow load on purlin PRTu=DL3.o=2=300 /bf Point load from RTU at 1'-011 and 5'-0" MEXIST:=24.344 kip•ft Existing max moment (see following Enercalc) MNEW:=25.253 kip•ft New max moment (see following Enercalc) MNEW =1.04 < 1.05 Ratio of max moment < 5% change ==> ok [IEBC Sect. 706.2] MEXIST EXISTING PURLIN IS ADEQUATE • CHECK EXISTING BEAM L:=50 ft Length of purlin P.11 TRIB:=24.583 ft Tributary area to purlin Fri "�*"£ r WDL:=DLRF•TRIB=368.7 p/f Distributed dead load on purlin L a WsL:=SL•TRIB=614.6 p/f Distributed snow load on purlin P RTU'=DL3.0_600 /bf Point load from RTU at 17-9' MEXIST:—307.288 kip•ft Existing max moment (see following Enercalc) M =312.635 kip ft New max moment (see followingEnercalc} NEW'— h' ) t MNEW _1.02 < 1.05 Ratio of max moment < 5% change ==> ok [IEBC Sect. 706.2] MEXIST t 1,, EXISTING BEAM IS ADEQUATE il d d ,f '"fit l\/ I 3933 S Kelly Avenue Portland,OR 97239 Tel:503.222.4453 1ox303,248,9263 www.virnk.coro • •• •• •• • • • • •• Project Title: NW Fenciwa r :•• ;.' : ' • • • Engineer: E.Olds, Pr• : : :•• �: . . Project ID: 202005030 • • • • . • • Project Descr: C-8 w T Y Y • ^i,90 Y 990 Y •• 09 q Msr YY• it a General Beam Analysis „,",Pft t Fite:20200503 f'�T1 . 5 * ;; H LIC#:KW-06015627,Build:20.22.1.12 VLMK CONSULTING ENGINEERS Y•` • (c)ElltItCALC YNC 198311202*,,,. DESCRIPTION: (E) Purlin ••• ••• •,. • •• •• . General Beam Properties • * Y Elastic Modulus 29,000.0 ksi • • • •'• •'• •.• • • Span#1 Span Length = 24.670 ft Area= 10.0 inA2 Moment of In%Rill =• • 1'00!0•ina4 i o(o.121 sio 2)..... o d,� - , Er gars .s�<^s- gs. etc.�:'..ttsxit,�:,$ :'�< its: :1 ,s s:.. . ";!0 Azi.'f. si 1 t 4, :, :'::s k.d, arxe ,/„...; . Iffk. i 1 span=24.670 ft a /i Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, S=0.0250 ksf, Tributary Width=8.0 ft,((E)Roof) i li DESIGN SUMMARY Maximum Bending= 24.344 k-ft Maximum Shear= 3.947 k Load Combination +D+S Load Combination +D+S Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Location of maximum on span 12.335 ft Location of maximum on span 0.000 ft 1 Maximum Deflection Max Downward Transient Deflection 0.579 in 510 Max Upward Transient Deflection 0.009 in 32191 Max Downward Total Deflection 0.927 in 319 Max Upward Total Deflection 0.003 in 89420 Vertical Reactions Support notation:Far left is#. Values in KIPS Load Combination Support 1 Support 2 ? Overall MAXimum 2.467 2.467 1 • Overall MINimum t D Only 1.480 1.480 Lr Only 1 S Only 2.467 2.467 P i 1 !• •• •• •• • • • • •• : • • • : • • • Project Title: NW Fenan• • • •Tr•.• ••• • • Engineer: E. Olds, OE. : : :•• • • Project ID: 20200508 • • • • • • • Project Descr: C-9 ••• • • • ••• . ••• • A• •• t a n MPAR—R-t 30oGeneral Beam Analysis ::: prodoc File:20205032Tlc6* • • • • LIC#:KW-06015627,Build:20.22.1.12 VLMK CONSULTING ENGINEERS • (c)E•IlLItCACCINC li£N2021+• DESCRIPTION: (E) Purlin With 3.0 Ton RTU ••• .•• • • •• •• it General Beam Properties • • Elastic Modulus 29,000.0 ksi : : • • .•• •••. . •• Span#1 Span Length = 24.670 ft Area= 10.0 in^2 Moment of!Urea 3 • 900.0► 004 0(0.3) et D{4.12)S(O-2) : 2 v aa ,E , -q sf��r1t r ^� s,r ,¢ s, � maw q srs ,frrtrrrt,,..,. r s r sls s 7 Span=24.670 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, S=0.0250 ksf, Tributary Width=8.0 ft, ((E)Roof) i Point Load : D=0.30 k @ 1.0 ft, (RTU) Point Load : D=0.30 k @ 5.0 ft, (RTU) DESIGN SUMMARY F Maximum Bending= 25.253k-ft Maximum Shear= 4.474 k Load Combination +D+S Load Combination +D+S Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Location of maximum on span 12.088 ft Location of maximum on span 0.000 ft Maximum Deflection Max Downward Transient Deflection 0.579 in 510 Max Upward Transient Deflection 0.009 in 32191 Max Downward Total Deflection 0.966 in 306 Max Upward Total Deflection 0.004 in 79228 `) Vertical Reactions Support notation:Far left is#' Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.467 2.467 Overall MINimum D Only 2.007 1.553 Lr Only S Only 2.467 2.467 {{� 11 • .• S. •• •• Project Title: NW Fenci'ng••TI:.' :.• : : • • •• •• . WI E.Olds, • : : •• ' : : Project ID: 20200503, • . • ; ; • • Project Descr: ' C-10 ••• • • ••• • py ON S.. ..W • General Beam Analysis •••P►lact File: 0200 03 .TV, 1I N A A MJ LIC#:KW-06015627,Build:20.22.1.12 VLMK CONSULTING ENGINEERS ••• • (c)E1VEPtC/ .CMNC 190-1024i.• a DESCRIPTION: (E) Beam With 3.0 Ton RTU •.• ••• • • •• •• enera • • Beam Properties • • , A T • • Elastic Modulus 29,000.0 ksi • • ••' '"•• •• • • Span#1 Span Length = 50.0 ft Area= 10.0 inA2 Momenfof Irf�Rtfa • • 400.0.ir�`4• D(G-6) D(0.368745)S(0-614575) sr.� ,�,.,,i..2.�� �uti.fts, -,�P�XYZ��.' ...� �'r ..... � w��x.��:z��� �...�� s.�3��.0 +a,K, e,a.�, ;:V._r:.ala= - iK Span=50.0 ft 1 Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, S=0.0250 ksf, Tributary Width=24.583 ft, ((E)Roof) Point Load : D=0.60 k @ 17.750 ft, (RTU) DESIGN SUMMARYii Maximum Bending= 312.635 k-ft Maximum Shear= 24.970 k Load Combination +D+S Load Combination +D+S Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 iz it Location of maximum on span 24.750 ft Location of maximum on span 0.000 ft ( Maximum Deflection Max Downward Transient Deflection 30.040 in 19 Max Upward Transient Deflection 0.477 in 1258 Max Downward Total Deflection 48.897 in 12 Max Upward Total Deflection 0.180 in 3331 Vertical Reactions Support notation:Far left is#' Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 15.364 15.364 Overall MINimum D Only 9.606 9.432 Lr Only S Only 15.364 15.364 III 1 • •• • •• .• • • • • . • • • .• .• • • • • • • ••• •. •• •• • • • •• • • • • VV L M K Project: NW FENCING TI Job#: 20200503 By: ERO Date: 03122 Sheet#:C-11 ENGINEERING,DESIGN ••• • • • 1100 4100 000 • • • • • • • . 000 • • ••• 000 • • •• • ..._.._.... •.. • RTU ANCHORAGE L9.A125 ...' ... .. .. • •• • • • • • • • • 12.5 TON RTU • • • • • • • • • VCORNER:=159 Ibf Shear at corner <ASD>, see following • for de+ieldprietit; „• TCORNER=107 Ibf Uplift at corner <ASD>, see following for development • 1 3.0 TON RTU VCORNER:=77 Ibf Shear at corner <ASD>, see following for development TCORNER:=83 lbf Uplift at corner <ASD>, see following for development 12.5 TON RTU CONTROLS UNIT-TO-CURB CONNECTION VTEK:=(308 Ibf) (4)=1232 Ibf Allowable shear TTEK:=(132 Ibf) (4)=528 lbf Allowable withdrawal VTEK>VCORNER AND TTEK>TCORNER ==> USE(4) #12 x 1 1/2" TEK SCREWS CURB-TO-FRAMING CONNECTION CD:=1.6 Load duration factor [NDS Table 2.3.2] Z':=(147 Ibt) (Co) ( 2 ) (2)=435.6 Ibf Allowable shear 2.16 W':=(154 Ibf) (CD) (2 in) (2)=985.6lbf Allowable withdrawal in *A minimum of(2) screws will be engaged at each corner Z >VCORNER AND W'>TCORNER ==> USE#12 WOOD SCREWS WITH 2"MINIMUM PENETRATION AT 24"O.C. la ! 1 i i 3933 S Kelly Avenue Pariland,OP 97239 el:503.222.4453 6(.503.248.9263 www.vlrnk.com .. • .• •• •• • • • • •. • • ••• • • ••• • •• . • VV L M K Project: NW Fencing TI Job 20200503 By: ERO Date: 03/22 Shook C-13 ENG INEERUNG, CESIGN 000 • • • ••• • ••• • •• •• • • • • F v4.01-Software Copyright 2020 VLMK Consulting Engineers. All Rights Reserved. ••• ••• • • • • :•• • • .•• • Mechanical Unit Anchorage Design - 3.0 Ton ... •• ..• .:. ::: 00,0 T Based on the 2018 International Building Code and ASCE 7-16 .•. .•. • •• .. •• Y DESIGN INPUT • • •• • • • • • •• • • • • • • • • a • • • • •••= •• . • Seismic Parameters: I . • ••• SDs = 0,689 g Design Spectral Response Acceleration S2 = 1,0 Overstrength Factor[ASCE Table 13.5-1 or 13.6-1] •3 4 ap = 2:5 [ASCE Table 13.5-1 or 13.6-1] cGtCR Y Rp = 6.0 [ASCE Table 13.5-1 or 13.6-1] Ycg ' Ip = 1.00 [ASCE 13.1.3] - z = 21.5 ft Attachment height from base of structure • 1 2 • h = 21,5 ft Average roof height of structure from base I xcg PLAN VIEW Wind Parameters: PHORIZ = 27.3 psf Design Wind Pressure (psf), 1.0W Pupun- = 21.5 ;'psf Design Wind Pressure (psf), 1.0W Mechanical Unit Parameters: G Wp = 600 lbs Total Weight Zcgh X = 48.2. in Base Dimension (max) ' ' Y = 32.6 in Base Dimension (min) SIDE VIEW Z = 42.1 in Height of Unit Zcurb = 14-0 in Height of Curb, where occurs Load Combinations: X�9 = 22.8,, in Center of Gravity Seismic: Wind: Ycg = 15.3 in Center of Gravity (0.9-0.2Sps)D + QE 0.9D + 1.0W Ze9 = 15.8 in Center of Gravity (excluding curb) (0.6-0.14SDs)D + 0.7E 0.6D + 0.6W ANALYSIS Base Shear: (Load applied to all (4) anchors/corners together) Seismic: l Fp = 0.4a J, DSW° C1+2hJ= 207 lbs <_ 1.6SDSIpWp = 661 lbs OK P/ P >_0.3SDSI pWJ, = 124 lbs OK Base Shear, QVuE = 207 lbs Seismic, OE Wind: Vuw = 513 lbs Wind, 1.0W Vu,BASE = 513 lbs Wind, 1.0W = 308 lbs (ASD, 0.6W) F Anchor Shear: (Load applied to each anchor/corner) Seismic: Design Eccentricity = 5% .i Anchor: dx dx^2 dy dy^2 ex = 3.6906 in ey = 2.6313 in 1 22.813 520.41 15.313 234.47 Mx_x = 763 in-lbs My_y = X-Direction 544 in-lbs r 2 25.375 643.89 15.313 234.47 Y-Direction 3 22.813 520.41 17.313 299.72 V1,3 = 59 lbs V1,2 = 59 lbs 4 25.375 643.89 17.313 299.72 V2,4 = 60 lbs V3,4 = 60 lbs 2328.6 1068.39 Wind: V1,2,3,4 = 128 lbs Max Vu,ANCHOR = 128 lbs Wind, 1.0W = 77 lbs (ASD, 0.6W) Overturning/Uplift: (Load applied to each anchor/corner) Seismic: Mot = 6162 lb-in Seismic, QE Net Tension: Tx* = 80 lbs Wind, 1.0W a Mres,x = 10433 lb-in Seismic, SIE Ty* = 152 lbs Wind, 1.0W `t Mres,,, = 7002.7 lb-in Seismic, OE t Wind: Mot = 14389 lb-in Wind, 1.0W Max Tu,ANCHOR* = 152 lbs Wind, 1.0W Mres,x = 12319 lb-in Wind, 1.0W = 83 lbs (ASD, 0.6W) res,y = 8268.8 lb-in Wind, 1.0W *Negative(-)values indicate there is no net uplift yy t,q • • ROOF CURB NOTES: POWER WIRING CONTROL WINING ACCESSORY CONVENIENCE ACCESSORY 8 A 1.ROOFCURB ACCESSORY IS SHIPPED DISASSEMBLED. CONNECTOR PIG.ACC. GAS CONNECTION TYPE GAS FRYING FITTING FITTING OUTLET WIRING CONNECTOR 2.INSULATED PANELS:25.4(11]TFAL POLYURETHANE FOAM.44.5[1-34]8 DENSITY. CRRFCUR0003A01 141 3.DIMENSIONS IN[1 ARE N MILLIMETERS. CRBTMPWROO2A01 THRU THE CURB Cam`I 4.ROOFCURB:18 GAGE STEEL. 6.ATTACH DUCTWORK TO CURB.(RANGES OF DUCT REST ON CURB). 3M1[19]NPT 1 1/4.131.TI NPT 101[12.7]NPT 1?[12.7]NPT CRRFCURBOOIA07 C8�01 6.SERVICE CLEARANCE 4 FEET ON EACH SIDE. CRBTMPWROO4A01 THRU THE BOTTOM 7. DIRECTION OF AIR FLOW. 8.CONNECTOR PACKAGE CRBTMPWROODAO1 IS FOR THRU-THE-CURB GAS TYPE PACKAGE CRBTMPWRDD4A01 IS FOR THRU-THE-BOTTOM TYPE GAS CONNECTIONS. A 03 1 3M 2 53 80 [44.51 N i A n356.e _ 0�0 I ,.00 83/84' 11.4Y -� 1434' [25.4] 4 1153.51 (290.0] [374.7] r21M• 'A A 11 I ( [17?I •AS 12-1/Y[317.5]WIDE I I I INSULATED DECK PANELS C 27 � [660.4] , .. 9-1E1161[252.4]WIDE v INSULATED DECK PANEL • 1 3/7 w.41 I `4&18' ` ` 01 341 0 • SECTION THRU SIDE Z [106.01 IMAI GAS SERVICE PLATE I [5131 • 4• THRU THE CURB INSIDE 0 DRILL ROLE 0I I SEE NOTE*2 nooy Y[500 6 2-3/7 �r -329/18• -^ ASSEMBLY(IF ]61] (827.11 873//' REWIRED) ., I' i(28.31 (SEE NOTE 08) y �. _\ 4\_ ;F2: 176217 1 403/16' / ` 0020.61 15,3/18• RETURN NR 231710' \ [401,0 SUPPLY AIR OPENING 06.5.8] VIEW.8,� 1 3/41 y OPENING CORNER DETAIL ® nP ///VVV"'V J//JJl E / Idas] L1 34• 3117/37 -+{ 151YJ2 GASKE NIT \� [44.5] 000.91 139201 (SUPPLIED WITH CURB) .A RI L(FIELD SUPPLIED) 6'6-1/4' /y D TYPICAL(4)SIDES II [1987.5] O (FIELD SUPPLIED) 7/16' d'Y [771 (1270.01 LATER FLASHING A (FIELD SUPPLIED) - l J SEE VIEW"B'' FIND FELT (FIELD SUPPLIED) CERTIFIED DRAWING • ••• •I • • NC T STRIP • •••�•• P.% (FIELD SUPPLIED) • d14' 4AWIN3RELEAELEYE' PRODUCTION I„667 DOPING MATERIAL 7 �i, © (FIELD SUPPLIED) )�}��\ /0 o,HBmHB SPECIFlE0 •• • • ••� • • • • - PROJECTION \y'j OGIf RCES ON. S V \ ON. .a" mi yos�.w�. ...`r,DEC 20EC ]DEC PNO T �anwroa `m�wwml. M 14, i MERU f_ t- f- t: YI AUTHORIZATION NUMBERn •••• • \ DID INSULATION - 1029120 CURB St,ROeF • • • (FIELD SUPPLIED) - IFNGINEBUNG MAHAIPACRIPNO • 901HiruR RETIBNu \\ ENGINEFRNO REOUIPEMEMT9 - _ SIZE DRAWING MASER REV II V 61/41 WAS 67,I8•.4'7 WAS4'213/17; T-005,Y-032 DRAFTER CHECKER 5O )?. C •••••• • j \ C 18 GA WAS 16 GA;1513/17 WAS 1515/16%NAIL 4/22/13 MMC - - 1057898 WEKHM'- MAC 12/16/09- - D 6 CP5 • • FIELD SUPPLIED WAS WITH CURB SURFACE RASH WO/PURCH LIODEL(INTERNAL USE ONLY) • NEST ORAYANS E DISTRIBUTION REv REVISION RECORD DATE BY CKKV AAPD EON NO. - PORCH - _ •r• - • • • • • • •• •• r,,,, •••• a lISO •••• ••• 73 �`' • (J1 • •4. _' •' . •� •••• N ^ CT, V ®• 3 CD 1 MOTES: AUG UNITED P.O.904 N•MP OYURtt IS LIE POMMY M CAPPER K•PRNAIION 0,0,00f100 Or 00„0..,.M 0000KNIi 1 1. DIMENSIONS ARE IN INCHES,DIMENSIONSCARRIELOGIES i3NYOi[,NI A•)i•L1KEY0 Ora INL Emisi canna r•I rY 00Fi P01 CC1 Kl[ C YSAUI [E a UNIT OUTDOOR COIL TYPE H CAPRIER tiK21 Cdi[Yli nll qT•OIYLOfE1 a n[N t1IPoY1 CALL([( ACCEII•[[Of CpiAYt. IN[ ]ARE IN MILLIMETERS. KORPONAI1011's n1trtN[as(n. ®• j 2. CENTER OF GRAVITY 48TGD14 NCH' 11 3/8 B 128 CONNECTION SIZES 3. DIRECTION OF AIR FLOW 18TC-D14 RTPF 114038 111026/ A 1 3/8'[351 DIA FIELD POWER SUPPLY HOLE RIPE -ROUND TUBE.PLATE FIN(COPPER/ALUM( B 2 1/2'[691 DIA POWER SUPPLY KNOCKOUT KKK-NOVATION(ALUM/ALUM) , , C 1 3/1'[511 DIA GAUGE ACCESS PLUG (10 ECONOMIZER HOOD 20-3/4 D 1/8. [221 DIA FIELD CONTROL WIRING HOLE 4 • (OPTIONAL( 15261 E 3/4.-14 NPT CONDENSATE DRAIN /04.64619. F 3/4.-14 NPT GAS CONNECTION 4 P G 2'[511 DIA POWER SUPPLY KNOCK-DUI �.+y ... a0 FILTER ACCESS PANEL N I 1 (DISPOSABLE fILTER51 M j [92518 it-5!8 ♦ iNRU-TNE-BASE CHART �j// 1321] THESE MOLES REOu[REO FOR USE �• • • • CONDENSER \ ^ RETURN AIR F RETURN CABTMPWROO2A01,004A01 iQ1 Ki�yl �/ ��� l AIR THREADED WIRE REO'D HOLE ! COIL ���II����I(I��m1 II11 I'�I�I�'��ll l - CONDUIT SIZE USE SIZES IMAK.I A ACCCESS PANEL \`\\\\ I 40.3/8 `: W 1/2. ACC. 7/8. I22.2] • [10271 K 1/2' IIV 7/8' [22.2] _ ! %' 28•3/0 Y 1 11I' (002,004) POWER 13/A'144.41 17311 37-5/8 •p _ - _ I W • SUPPLY 1955] y Z• (0041 3/1'FPT GAS I 5/8' [41.31 �00 . .I. .Ir ‘.1- .I rl 00r] I } r AIR •��- • 18 t6 i L I Z ! SUPPLE FITTINGS FOR ONLY X. V.FACTORYFOR.THRu-THE-BASEPAN' 6 ZARE PROVIDED iP'-•I,",1 [469][112114 it r SEE [35511ZTRI THUG-THE-BASE (0021 PROVIDES 3/4'FPT THRO CURB BACK I I ( .......�HABL... .. - -..A • FLANGE 6 FITTING. O 29-5/8 -6-1/4 1151] ET 11591 [1001 -14-- 3-1/4 E ALT. [3561 [83] 2 tH CONDENSATE [641/1 2-7/8 (n _ - - - - DRAIN PENIXG [6461 [731 - 72-5/8----...---- DISCONNECT Q 4-5/8 IN BASEPAM I3211 2 [1181 ELECTRICAL - - LOCATI F. IIA. LOCATION B CONTROL BOX • E STD. 0 IIG ACCESS PANEL CONDNTE FILTERii! I DRAIN •I CONDENSER OPTIONAL INDOOR BLOWER 28-3/8 COIL I E4C7OR1 ACCESS FLUE [7201 3fi fl19-3/B pS?kLI(WALLED - X000� SUPPLY AIR I 36-3/8 y it! DISCONNECT ^I I1HPrANI OUISIDE YJ AMDIE13 I AIR CONVEY:ME % 13531 OUTLET 3 . I_ mil I I I .... Z-5t6 _5-)u 1 2 5/8--; --. -6.318 6-3/8 IIIIIi� 7 5 3/4 3-3/4 J -59-1/2` • Ibli 37 'LIRE 11611 [1717 1146] • • 195] 115101 /IP f0101 • • C888 i 3T-7/8 • LEFT WIOT], ••88-14 F' Q '" 19631 42 110661 BAROMETRIC•EF •••• • • LOW • •••4 FRONT RETURN I.••• • AIA • • RIGHT •••• • • • • • • • • • •• • y i WIT P C i SmFNCEM3 48TC-14 SINGLE ZONE ELECTRICAL N! 48iMi•16A•1 • I 1 OF 2 iC 04 10 08-30-10 COOLING WITH GAS HEAT • • V • •• ••• • • • • • • •• •• �� •• •••••• •••• • ,\ • • • • •••• • • • • Iv • •• IN • • •••• z.I UNIT ELECTRICAL UNIT WT. UNIT HEIGHT IN/6AI CENTER OF ORAYITT IN/6191 CHARACTERISTICS LN KG •A' X Y Z 48ESI-/N74247040/060/30 208/230-1-60 304 137.E 40-1/8 1019 22-13/16 5T0.4 15-5/16 388.9 15.11/10 398.5ti 4-15/16 -21-9/16 1-15/16 48ES1-/N)A,301040/08010/1I0: 2013/230-1. 208/230-3-60 308. 140.0 42-678 1070 22-13/16 519.4 15-5/14 388.9 15-13/16 401.4 /=41 1252.41 1541.71 1252.4/ 48E5.1-/41A36(060/090(3/5/0 208/230-1, 208/230-3-60 318 144.6 46-1/4 1172 22-13/14 519.4 15-5/16 388.9 16-5/8 422.3 y 3-7/16 148E54-/A/A361060/090I60 460-3.60 333 150.8 4/I/O 1172 22.73/16 579,4 15-5116 388.9 74-5/8 422,1 4y [87.3] UNITS VOLTAGE COAXER WEI6Ni l8/16 REQUIRED CLEARANCES TO COMBUSTIBLE MAIL 2-J/ ' RETURN I" SUPPLY '1' '2' '3' °4' INCHES NMI 14 48ESI-IN1A24104D/060130 208/230 45.6 20.7 60.8 21.{91.1 41.4 106.3'46.3 TOP OF UNIT 14 [355.61 COD DUCT SIDE OF UNIT 2 [50.81 1.1 2 48E5(-/N]ASO(010/{801(1/010 208/230 46.1 21.0 61.8 28.0 92.6 42.1 108.1 19.1 SIDE OPPOSITE DUCTS 14[355.61 O ',, --148E5I-/H)A3BI060/0901(3I510 208/230 47.8 21.7 63.8 28.1 95.6 43.4 111.E 50.8 BOTTOM OF UNIT 14 [0.01 Z 6 , I I 48ESI-/NIA36106D/0901{0 460 /7.8 21.7 63.6 28.1104.847.5 116.E 52.9 FLUE PANEL 36 t114.47 RETURNALI I OPTIONAL , RETURN /j -��� SUPPLY NEC.REQUIRED CLEARANCES CA 15-15/16 AIR AIR INCHES[MN7 [404.8I I OPENING /� F ENIX6 NOTE: ALL TABLE DATA RELEVANT FOR ALL FACTORY INSTALLED BETWEEN UNITS. POWER ENTRY SIDE 12[1081.8] E +I ' OPTIONB EXCEPT ECONCNIZER UNIT AND UNGROUNDED SURFACES POWER ENTRY SIDE 36 1914.01 1 '� '�Q 1 ��'' UNIT AND BLOCK OR CONCRETE WILLS AND OTHER da '� T ' Ili,---- 3-3/16 GROUNDED SURFACES, POWER ENTRY SIDE 42 11066.81 CC -- � {r[87.0] REQUIRED CLEARANCE FOR OPERATION AND SERVICING l J OUTDOOR COIL -.-i•[` ��- % �f INCHES [NM] CA ` 1- - EVAP.COIL ACCESS SIDE 36 1114.0] 1 'T. 'VI r �_4 _ POWER ENTRY SIDE 42 11066.61 �.__•,, __ _ ''• ___g2. (EXCEPT FOR NEC REQUIREMENTS/ UNIT TOP 48 11214.21 SIDE OPPOSITE DUCTS 36 1914.01 ® II El -6 DUCT PANEL 12 1304.82* • ' INDOOR COIL [152 I7 •MINIMUM DISTANCESIIF UNIT IS PLACED LESS THAN 12(304.81 IRON WALL W TOP VEN TDOOA COIL SYSTEM,THEN SYSTEM PERFORMANCE MAYBE COMPROMISED. DIMENSIONS IN 11 ARE IN MN * 31-7/I8 1 47 - 4-1/2 [798.3] 125.411 [1193.81 1114.3] inulilo 6 ���e ` �� 1-iIB' [28.61 DIA. K.O. I _mi ER ENTRY I"I "II'll"""�IIIIIIM P .� 7/8'I22.21TRDPAENLE 1111111111 ��������������������� .A, r I123881 �1} +/ ,! 15-T/d SUPPLY RETURN CG T • • 'J , -© L403"27 , OPENING OPENING • • f i 18-15/16 I -_- 3-5/d 11-5/16 •2' [501.0 15-5/8 I�\ [92.1] [383.51 [3/{.1110.3116 1 !0 0 1 [258.81 [-- CILIM pal DRAIN OUTLET COMPRES30 LORI •• •••• • w•• 3/4 [14,01 N.P.T. 12-13/}6 PANEL 1-13/16 1/2' [12.71N.P,T. % 1/8'122.01 DEEP 1325.41 '%'-� PANEI LECTRICAL 146.01 I GAS ENTRY 3-7/16 • _ ACCESS PANEL [8T.31 ••• • • 2-1/18 3116 • • •• 12-St8 48-3ti6 152.41 14.87 • • 1528.71 11224.01 1250� h1u/3J COS&WI 4-13/16 FRONT w 1122.21 •••• • • • LEFT SEE VIEW I rI SSE VEIN •• REAR YEW • • • •• • • • • lEY 98E3500214 ••.3•�1 •• •w • Er •• • • • poo.••• •• •• ••• • • sw•• • •• •• ,-a • a • I • •• W • 48ES-A •••• • •• •• •• • • • • ••••• •• • •• • • • • • • •• • • ACCESSORY DIMENSIONS ••••• •• •• ••. • • • • • • • . /1).';'''''.›-. B Dashed linesk snow bemoan support '„y/ D stionhed brlaysw crownuppo HVAC unit j= HVAC unit G C ,— • • • ••• base rails basepan „��/ •• • • • • `/ • • • ••• • • \ •• - • ••• • a "Pit'' i• • • • ••• • t. Sealing `\\� Gasket -�-- L • • Anchor screw," ' �i. Wood nailer` � �� • • • • Flashing field ;, 4' \\ • •• • • • supplied x�,--Roofcurb" � \� / J\� `k± /Insulation ��\ / Roofing material '_k/ �d euppl ) \ �,\` `' field supplied ri* E Cant strip :it D �\ field supplied :: I / U) � '' A09413 SMALUCOMMON CURBCO *Provided with rook-Lob ROOF CURB DETAIL A09090 B�,� r ir �� C ` SMALL --\� \ r BASE / '3 UNIT 1,41111Ip fT F y `` / , LARGE yy BASE / E , ,,,,,,,,,,,,,,,, ,,,,,,,,,,, , UNIT �� y D 1 UNIT PLACEMENT ON / COMMON CURB A09094 LARGE CURB A0915 SMALL OR LARGE BASE UNIT I A09414 B(small / UNIT CATALOG IN common B(large base) IN. IN. IN. IN. G H SIZE NUMBER (mm) base) * IN.(mm) (mm) (mm) (mm) (mm) IN.(mm) IN.(mm) IN.(mm) Small CPRFCURB010A00 11 (279) 32.4 or 10(254) (822) 30.6(778) Large CPRFCURB011A00 14(356) 14(356) 16(406) (1214)4 2.7(69) 46.1 (1170) Large CPRFCURB012A00 11 (279) 14(356) 43'9 42.2(1072) CPRFCURB013A00 14(356) (1116) *Part Numbers CPRCURB010A00 and CPRCURB011A00 can be used on both small and large basepan units.The cross supports must be located based on whether the unit is a small basepan or a large basepan. NOTES: 1. Roof curb must be set up for unit being installed. 2. Seal strip must be applied,as required,to unit being installed. 3. Roof curb is made of 16-gauge steel. 4. Attach ductwork to curb(flanges of duct rest on curb). 5. Insulated panels:1-in.(25.4 mm)thick fiberglass 1 lb.density. ( 11