Loading...
Specifications[Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] .), . VLMK E N G S N E T E R S P 503.222.4453 F 503.248.9263 E vlmk @vlmk.com 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 W www.vlmk.com ov /e ' 55 5 v 61_12.4frULCVJ Rc STRUCTURAL CALCULATIONS FOR TIGARD MOTORCYCLE RECEIVED HVAC ADDITION JUL 0 3 2008 TIGARD, OREGON CITY OF TIGARD BUILDING DIVISION FOR AXIS DESIGN GROUP 11104 SE STARK ST PORTLAND, OREGON 97216 o g.D PR 40N ZOp ,II a5 7 [EXPIRES: 6-30-2051 VLMK JOB NUMBER: 208160 JULY 1, 2008 I Structural Engineering • Civil Engineering • Industrial Engineering • Planning • Studies / Evaluations • Entitlement VLMK Consulting Engineers Inc. DC1 STRUCTURAL CALCULATIONS FOR TIGARD MOTORCYCLE TIGARD, OREGON VLMK JOB NO. 208160 JULY 1, 2008 TABLE OF CONTENTS 1. Design Outline and Criteria DC1 thru DC2 2. Calculations C1 thru C16 3. Reference Items R1 thru R6 , DC2 DESIGN CRITERIA (2) new roof top HVAC units will be added on the existing wood framed addition roof. Approximate weights are 1600# and 700 #. CODES 2007 Oregon Structural Specialty Code (Based on 2006 IBC) GRAVITY DESIGN LOADS Live Loads Roof: Snow Load 25 psf SEISMIC LOADS — ASCE 7 -05 Chapter 11 and 12 Tigard, Oregon Latitude: 45.5 N Zip Code: 97005 Longtitude: - 122.8 W Maximum Considered Earthquake (MCE) and Spectral Response Acceleration Parameters for - 2%/50 yr Event: Site Class D (Assumed) Ss = 0.947g S, = 0.340g (Per DC5) S = Fa(SS) = 1.121(0.947) = 1.061 g (Equation 11.4 -1) SM, = Fv(S1) = 1.72(0.340) = 0.585g (Equation 11.4 -2) SpS = (2 /3)SMs = 0.708g (Equation 11.4 -3) So, = (2/3)S = 0.390g (Equation 11.4 -4) Occupency Category II (I = 1.0) (Table 1 -1) Seismic Design Category D (Tables 11.6 -1, 11.6 -2) Equivalent Lateral Force procedure per ASCE 7 -05, Section 12.8: V = (Cs)(W) = (Sds)/(R/I) (Equations 12.8 -1, 12.8 -2) R = 2.5 (Cantilevered Columns SMRF) (Table 12.2 -1) WIND LOADS - 1997 UBC, Section 1615 P = C Basic wind speed = 80 MPH Exposure factor = B = 1.00 (Importance Factor) q = 16.4 psf (Wind Stagnation Pressure) C q = 1.3 (Projected Area Method) Job TIGP�� r�orv�ccYc�� r�►e -{ �/� CONSULTING V 1� 1 E N G I N E E R S Client I Job No ZOb t°C By C Ic 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 P 503.222.4453 503.248.9263 ® Date 5/ Sheet No. C gnOF t- 1�.ic.1& pE=c.4J x SST IN& l? °OF r7E A o Lop,(7S • RooF ZNG 6n1Ew Q- tu &e) 4.o P .F T NKLALf■ V (. 5 PsF 22 6A METa_ RwF DECK (.5 PSF 3x (2 AT 48 O. c. 2.o rsc MECH. C(-ECTRICAL 1.0 PsF SAS PENDEp C LLI JG I • SZ Psi MzcCELLNNe o.Z PSF • Tot1\L 9(_ (Z,o e5F 1Kv`w MELN P t4 i C& . tAnl =T ji.flTFoit■ r : ikr) LoRoS 5t- IFAsl-lttAG (' /.r" T $ G ?tv oop) 2.3 re-F FLPTFott.' St t - rs L axr z 'AT l (p`o • c. l 3. 3 PS F WALL VKAf ieJ ( 2x` Per 1 Va .c) 1,1 Ps F M TSCS LLAKIVotA 5 2.1 PsF TOTAL FsF 1JE J MECHANICAL IAPITS to KI LT U t - j o v Roof SNOW LOM 5 - TYPIC wL StJoW LVAh = 25 9 1 - -F S1JGwDP -Z'Pr SEE SN UWDCz-Tel 5r READSHEeT GLATPLAT C -2 CONSULTING JOB NAME: Tigard Motorcycle Mech. E N G I N E E R S JOB No: 208160 SHEET. No: 3933 SW Kelly Avenue • Portland • Oregon 97201 -4393 DATE: 5/19/2008 Q 503.222.4453 0 503.248.9263 © vlmk @vlmk.com © www.vlmk.com DRIFTED SNOW CALCULATION - 2003 I.B.C. 1 1 = MECHANICAL - MID ROOF TYPE OF PROJECTION = 4 2 = PARAPET - @ PERIMETER 3 = PARAPET - @ MID ROOF 4 = CANOPY OR LOW ROOF / lu I.B.C. REFERENCES SECTION 7 OF ASCE 7 Surcharge Load Due to Drifting L Balanced Snow -c Load � L Location => Low Roof I= 1.00 importance factor P 25 (PSF) ground snow I„ 180 (FEET) roof associated with projection h 1.45 (FEET) height of balanced snow h 5.00 (FEET) height of roof projection C,= 1.00 snow thermal factor C 1.00 snow exposure factor Pf 17.5 (PSF) (Eq.7 -1) snow roof load Pf(design) 25 (PSF) minimum snow roof load hd= 3.55 (FEET) height of drifted snow y = 17.25 (PCF) (Eq.7 -4) density of drifted snow (h h /h 2.45 P /(h +h 86.25 (PSF) max drift load + roof snow load W= 14.20 (FEET) length of drifted snow slope of drift= 1: 4.0 max drift load, p = 61.25 (PSF) peak of drifted snow only limited by (P -P or ( h )'( ) VLMK CONSULTING Job TS r. °,og.c.y«E riled -A. ENGINEERS Client N(►5 JobNo.Zo 81(.0 By Cw- 3933 SW Kelly Avenue • Portland • Oregon 97239 - 4393 C...— 3 P 503.222.4453 503.248.9263 II Date c /o a Sheet No. ROO FOAM =N(7 tFST -6' 4 --- (ol CST (5•i6 01 ) MECN . ?UT F, -'\ FRA.Ai1.16 bE I_ &N.) Y1.N1 1'0% 7- r` 51151 aT Ex=sxtNG 1,LoG 4/ S 0 s'y Wp = 10 ?SF (t = I. Ps r -- 1— — W 5` _ 25 PsF ( i ) 25 P� F' 1 MECN I ra2 1E[P W -. (ol rsr c 1') = C PlC I I 1I 41 it ,, , II ? p(tIFT � I L— _i N Wm t W sl- 1. 14pa=F` I 1/ -- — f • 1I.. l /ri7Zi / / / //ii/ f 15 % 4 L 1N - !' 1 E. KTENT of [ 5Nlefkriki.c. oi.4.1 ru - a [tood DRIFT ( LNE OF ExsSTLN(, ' L G 1n)ITN N_1.GIA ROOF - - . (SEE - RANI - Evle 1 10IS Al ME. al (l,14IT - 4- ( (vJORST CASE WA OSrJ&, (JoL = to PsF (1. ° - = 1-.., Pc.P reivo1 (e.) l'MEca(a) W.I. + W5c t VJotzs« 10 5i. 7 - 1.5 PsF (!•', :- 11?..f I • t �J /��� / // °"-F1 g 1 ('Sf (I. ;3 1 ` 24 fix 1.13° rAto40)) = 321 (1 -251 : 4l('w 1-V fie ,. ,._ 3 ' pp `..nec N(A1 = 3(,S (1.25) - 4� i � t s kt E1J_ c_\ c O1] USE (2) 2x12 P.c. Ar EAC 1 - k S.1- U rl u I.JIT CON Ti14u , . „ Title : Tigard Motorcycle Job # 208160 Dsgnr: Date: 9:38AM, 23 MAY 08 Description : c . Scope : - aev: 580004 Page 1 II (01983-2003 0 ENERC ALC 5.8.0, i ri ng sof General Timber Beam software 208160 mech.ecw:Calculatlons Description Platform Joists at Existing Bldg (Includes Snow Drift) General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 2x12 Center Span 15.33 ft Lu 0.00 ft Beam Width 1.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 11.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi Load Dur. Factor 1.150 Fv Allow 180.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Repetitive Member E 1,600.0 ksi _Full Length Uniform Loads II Center DL 13.00 #/ft LL 33.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Trapezoidal Loads il #1 DL @ Left #/ft LL @ Left 53.00 #/ft Start Loc 0.000 ft DL @ Right #/ft LL @ Right 61.00 #/ft End Loc 0.000 ft Summary Beam Design OK Span= 15.33ft, Beam Width = 1.500in x Depth = 11.25in, Ends are Pin -Pin Max Stress Ratio 0.964 : 1 Maximum Moment 3.0 k -ft Maximum Shear * 1.5 1.1 k Allowable 3.1 k -ft Allowable 3.5 k Max. Positive Moment 3.03 k -ft at 7.726 ft Shear: @ Left 0.78 k Max. Negative Moment -0.00 k -ft at 15.330 ft @ Right 0.80 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max © Right Support 0.00 k -ft © Center 0.085 in Max. M allow 3.14 @ Right 0.000 in Reactions... fb 1,147.58 psi fv 62.36 psi Left DL 0.10 k Max 0.78 k Fb 1,190.25 psi Fv 207.00 psi Right DL 0.10 k Max 0.80 k Deflections a , -,.. .,_. ...' ..- '- - r •.- �- ...RZ.,..- .o..:.vv �cr- - + , �_......r: ter. -.: _ Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.057 in -0.449 in Deflection 0.000 in 0.000 in ...Location 7.665 ft 7.665 ft ... Length/Defl 0.0 0.0 ...Length/Defl 3,242.9 409.29 Right Cantilever... Camber ( using 1.5 • D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.085 in ...Length /Defl 0.0 0.0 @ Left 0.000 in © Right 0.000 in Stress Calcs Bending Analysis • Ck 31.887 Le 0.000 ft Sxx 31.641 in3 Area 16.875 in2 Cf 1.000 Rb 0.000 CI 0.000 Max Moment Sxx Req'd Allowable fb @ Center 3.03 k -ft 30.51 in3 1,190.25 psi @ Left Support 0.00 k -ft 0.00 in3 1,190.25 psi @ Right Support 0.00 k -ft 0.00 in3 1,190.25 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.03 k 1.05 k Area Required 4.985 in2 5.083 in2 Fv: Allowable 207.00 psi 207.00 psi Bearing @ Supports Max. Left Reaction 0.78 k Bearing Length Req'd 0.831 in Max. Right Reaction 0.80 k Bearing Length Req'd 0.853 in . . Title : Tigard Motorcycle Job # 208160 Dsgnr: Date: 9:38AM, 23 MAY 08 Description : • • Scope : Rev: 580004 User: KW-0602744, ver 5.8.0, 1-Dec-2003 General Timber Beam Page 2 i U1983-2003 ENERCALC Engineering Software 208160 mecn.eCw:CalculatIons Description Platform Joists at Existing Bldg (Includes Snow Drift) Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k-ft 0.78 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k-ft 0.00 k 0.0000 in Sketch & Diagram 44iiii illTiqiiiiitill t 4 2.42 6//ft 2.12 - - R=IIMI I i 1 I I I I I 1 I 111 1 ill I 1 I I 1 i III III 1 I .-- 1.82 - V 33/0999 9 9,99 VV999V9 9 TT, 61/ift = 1.51 110= 1.21 r 0.91 1= f t 0.0, - 0.30 - 111 1 0.00 1 riryyr / Belli! h d it; Meant 0 622 Id .30 7.63 0.17 ■ .71 1 .25 13.713 10.3 3.0k-ft Location ftl Dmax - 6.4491n 0.78 0.02 0.47 Rmax - 0.86 Rmax - 0.86 0.31 Win @ left - 0.8k vmax Oft ■ 0.9 [me ' - 1 .0.10 -0.32 -0.48 -0.03 13•4111.S110. .4 8 2.02 .38 8.10 7.83 9.17 i6.71 . 12.25 13.79 .3 % 11 . ___. . .. .. .. _ . Location ftl 0.03 -0.15 c -0.25 1 -0.35 j Dello c c iii. • .48 S.02 .58 6.10 7.83 9.17 10.71 12.25 13.79 1 .3 Location (III Title : Tigard Motorcycle Job # 208160 Dsgnr: Date: 9:37AM, 23 MAY 08 Description : C.-_ Co Scope : _ Rev: 580004 Page 1 user: Kw -0602744, ver 5.8.0 1-Dec-2003 General Timber Beam (01983.2003 ENERCALC Eng Software 208160 mecn.ecw:Calculatlons Description Platform Joist at Mech. Unit #1 (Worst Case Load) General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 2 -2x12 Center Span 15.33 ft Lu 0.00 ft Beam Width 3.000 in Left Cantilever ft Lu 0.00 ft Beam Depth 11.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi Load Dur. Factor 1.150 Fv Allow 180.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Repetitive Member E 1,600.0 ksi Full Length Uniform Loads 0 Center DL 13.00 #/ft LL 33.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Trapezoidal Loads #1 DL @ Left #/ft LL @ Left 24.00 #/ft Start Loc 0.000 ft DL © Right #/ft LL @ Right 24.00 #/ft End Loc 15.330 ft _Point Loads II Dead Load 460.0 lbs 411.0 lbs lbs lbs lbs lbs lbs Live Load lbs lbs lbs lbs lbs lbs lbs ...distance 4.830 ft 12.330 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary Beam Design OK Span= 15.33ft, Beam Width = 3.000in x Depth = 11.25in, Ends are Pin -Pin Max Stress Ratio 0.608 : 1 Maximum Moment 3.8 k -ft Maximum Shear * 1.5 1.4 k Allowable 6.3 k -ft Allowable 7.0 k Max. Positive Moment 3.81 k -ft at 6.745 ft Shear. @ Left 0.93 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 1.01 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max © Right Support 0.00 k -ft @ Center 0.250 in Max. M allow 6.28 Reactions... @ Right 0.000 in fb 723.14 psi fv 42.12 psi Left DL 0.50 k Max 0.93 k Fb 1,190.25 psi Fv 207.00 psi Right DL 0.58 k Max 1.01 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.166 in -0.291 in Deflection 0.000 in 0.000 in ...Location 7.604 ft 7.604 ft ...Length/Defl 0.0 0.0 ...Length /Deft 1,105.3 632.62 Right Cantilever... Camber ( using 1.5' D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.250 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Title : Tigard Motorcycle Job # 208160 Dsgnr: Date: 9:37AM, 23 MAY 08 Description : �-7 C - Scope : Rev: sa0004 User: General Timber Beam Page 2 user: KW -0602744, ver 5.8.0, 1- 0ec•2003 (11983 -2003 ENERCALC Engineering Software 208160 meaLecw:Calculations Description Platform Joist at Mech. Unit #1 (Worst Case Load) Stress Calcs Bending Analysis Ck 31.887 Le 0.000 ft Sxx 63.281 in3 Area 33.750 in2 Cf 1.000 Rb 0.000 CI 0.000 Max Moment Sxx Redd Allowable fb @ Center 3.81 k -ft 38.45 in3 1,190.25 psi @ Left Support 0.00 k -ft 0.00 in3 1,190.25 psi @ Right Support 0.00 k -ft 0.00 in3 1,190.25 psi Shear Analysis © Left Support @ Right Support Design Shear 1.30 k 1.42 k Area Required 6.287 in2 6.867 in2 Fv: Allowable 207.00 psi 207.00 psi Bearing @ Supports Max. Left Reaction 0.93 k Bearing Length Req'd 0.497 in Max. Right Reaction 1.01 k Bearing Length Req'd 0.540 in _Query Values il M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 0.93 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in Sketch &Diagram 3.81 3.43 -r- '-- -1 -- ---- -- -- -- LL 4 6 /N9 I I I ' . I I i 7601b r 31 I I ! I ! I I I I I / I IV 7.11{ ' I 461 /ft 3.06 2.e7 - - - -- - - - -- - - - ■ L�I ((illlll IIIlilllllll.1111 h illl •- 2.29 24//i6 j I i 1 Il i' 1 i 1 r 24//ft v 101 - = 1.63 1.14 - -. 0.70 - 080 6 Beh■lhiij Idoliieuts .02 4'5° -.10 7.83 -.17 10.71 12.25 .70 15.3 Nyr t- 6.8641 1 Location rftl UU max - 0.2911n UUU 0.93 _ 0.76 . 0.60 I I Rmax - 0.9k Rmax - 1.0k 0.37 Vmax @left - 0.9k Vmax @ rt - 1.0 0.19 • i -020 g -0.4 1 -0.81 -1.01 , Beam .1.0 , heal .49 .02 .50 9.10 7.03 .17 10.71 12.25 1.4.70 1 .3 Location fftl 010 -0.03 - - - -- i - - - I l l -0.oe I -0.113 - - - -' - -- S -0.13 - - -4 f -0.16 1 I -' 1 - I -0.19 -- ' ----.. __.....-- - -- ' - -- --- -- -- -_ __ _.__._- _....._ j ---t- - N -0.23 -0.29 , i - ��I [teflec 1.48 3.02 1.59 8.10 7.03 0.17 10.71 12.25 13.79 15.3 Location (ft) <) a■Iv 1N UJ wk132 /11vrn vn15 V7r)M c I1s1x1 M GYtk (oOM 9 NI lSL X3 Ivy 0 1 a 'tl1SV -21a 0031 oOo(Y 9N1151 10Th TWA 4r=un M3N 4w 1 6 wsosin ' M)avJ -09 lno4+d "lvM oN 2aa4S xg S' go/ S aaeo 0 oIN Qor auen 317 A)?iolow a 2L aaud 3� v1 Z4�c1W3W �Oab M11-1 az 1 alanrJaC►V _LOCI 52 9NSI. - ZJ 9 r 411 s 1 2(3 p_ / -1Z1 • _ - " , 7 L (ro3N) - ln7 )'( x `)L 3511 I.nd yvl° 7'1`47 aN 3 3 .SJ (z) 1-41.11Q 4 x 4; `S a9 4 01)V.) 0243 (SL-1) sliol) whit 4 (slis ;10 r 1 did 9d) _ (t) 1) ( 4 h) is,) L = 0.) 13zvuM pd 065 : k cob -,51 + 0 h) 3%k 0 °M 3 1 h1 = (' /%)(,.h ,5 S. 4 (' /1)(,h)!sj S3 _ l (V) TO SBI = ( /,)lh - ,s►) Isi al + (°J) isd al 4 (,h) iu LI --1 wni i‘ae •►>I +11iJ 9NS1r 3 901ISI 3 "1 n(NI v. v23 j o no d £9Z61817Z'£OS £St t' ZZZ'£OS £6£b uo6aiQ • puepiod • anuany AIla)I MS ££6£ • S 2i 3 3 N 1 9 N 3 9NI11f1SNOD NW IA • Title : Tigard Motorcycle Job # 208160 Dsgnr: Date: 9:37AM, 23 MAY 08 Description c - Scope : Rev: 580004 User: Kw -0602744, Ver 5.8.0 1- Dec -2003 General Timber Beam Page 1 101983 -2003 ENERCALC Engineering Software 208160 mech.ecw:Calculatlons Description (BM -1) New Roof Joist for Mech Platform General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name MicroLam: 3.5x11.25 Center Span 12.50 ft Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 11.250 in Right Cantilever ft Lu 0.00 ft Member Type Manuf /So.Pine Truss Joist - MacMillan, MicroLam 1.9 E Fb Base Allow 2,600.0 psi Load Dur. Factor 1.150 Fv Allow 285.0 psi Beam End Fixity Pin -Pin Fc Allow 750.0 psi E 1,900.0 ksi Full Length Uniform Loads II Center DL 185.00 #/ft LL 242.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Trapezoidal Loads II • #1 DL @ Left #/ft LL @ Left 590.00 #/ft Start Loc 0.000 ft DL @ Right #/ft LL @ Right 68.00 #/ft End Loc 12.500 ft _Point Loads Dead Load 334.0 lbs 410.0 lbs lbs lbs lbs lbs lbs Live Load lbs lbs lbs lbs lbs lbs lbs ...distance 5.000 ft 9.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary Beam Design OK Span= 12.50ft, Beam Width = 3.500in x Depth = 11.25in, Ends are Pin -Pin Max Stress Ratio 0.890 : 1 Maximum Moment 16.4 k -ft Maximum Shear * 1.5 7.0 k Allowable 18.4 k -ft Allowable 12.9 k Max. Positive Moment 16.37 k -ft at 5.850 ft Shear: @ Left 5.58 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 4.61 k Max @ Left Support 0.00 k -ft Camber. @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.277in Max. M allow 18.40 Reactions... @ Right 0.000 in fb 2,661.35 psi N 178.50 psi Left DL 1.47 k Max 5.58 k Fb 2,990.00 psi Fv 327.75 psi Right DL 1.59 k Max 4.61 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.184 in -0.582 in Deflection 0.000 in 0.000 in ...Location 6.300 ft 6.200 ft ...Length/Defl 0.0 0.0 ...Length/Defl 813.6 257.75 Right Cantilever... Camber ( using 1.5 • D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.277 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Title : Tigard Motorcycle Job # 208160 Dsgnr: Date: 9:37AM, 23 MAY 08 Description : c ...... 10 Scope : Rev: ssooaa G e neral Timber Beam Page 2 . User: 80004 744, ver 5.8.0 1-Dec-2003 g (01983-2003 ENERCALC Engineering software 208160 mecn.ecw:Calculatlons Description (BM -1) New Roof Joist for Mech Platform Stress Calcs ..,�.. Bending Malysis d.,...,. ,.. , ._.. �..... ., , . . Ck 20.444 Le 0.000 ft Sxx 73.828 in3 Area 39.375 in2 Cf 1.000 Rb 0.000 CI 0.000 Max Moment Sxx Read Allowable fb @ Center 16.37 k -ft 65.71 in3 2,990.00 psi @ Left Support 0.00 k -ft 0.00 in3 2,990.00 psi @ Right Support 0.00 k -ft 0.00 in3 2,990.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 7.03 k 6.22 k Area Required 21.444 in2 18.982 in2 Fv: Allowable 327.75 psi 327.75 psi Bearing @ Supports Max. Left Reaction 5.58 k Bearing Length Req'd 2.127 in Max. Right Reaction 4.61 k Bearing Length Req'd 1.756 in Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 5.58 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in Sketch & Diagram 10.37 --- --. - _ 14.74 I.-- �..... 42idjtl l l l l i l l i i! i i i34ro 1 l l i l l l l: iwitisl l i i i i l l i 427ffit i%e _. - -- 111111111=111111 I I g 0.82 -- 5951♦4tv +T f f fi' iflii! 6810ft c 8.19- !_1111/11/1 e.55 4.01 = 3 3 7 f 2 1.84- NM 0•. Beh.ilI �J t71A1 ie11i8 .48 71 .07 4.55 •.22 . 48 8.73 9.00 11.24 12.5 1 MA ■ 16.4k-ft 1 Location fftl CCJJ Dmax - -0.5821n VVV _ - 4.85 - - - -- _ - Rmax - 5.60 Rmax - 4.6k 3.7 - - 2.70 Vmax @ left 5.60 Vmax @ rt 4.6 1.85 • a. 0.03 ' P -1.15 6 -2.20 -3.44 -4.50 - 1 -.. Beam [ S11 @•ll • ' 20 2.48 .71 4.07 e.22 i.48 0.73 0.99 11.24 1 .5 t Location fftl 0.00 .S -0.28 i 032_ \ , I i --- ..- -..._ - - - - -- D.aS ' • •0.52 - i I - 0.58 --- ---- -t.-r _ , _ r--- -..f .---- -� -- - „floc. IOU - 1.20 .48 3.71 A7 .. .6.22 7.48 8.73 9.99 11.24 12.5 Location fftl - vLm[K. CONSULTING Job`rICJ�R0 I�loK[YcLE N`tcr� ENGINEERS Client 4c>c (5 Job No. 7034o0 By C K 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 c- f I P 503.222.4453 503.248.9263 Dat SIUB Sheet No. goof FQAM71-'G DESIGN) CoNTIt'L& , , BM - 2 NEC1 ex.LSTttJG FRAMING PPoK-T IN& •ECN Pt flTFe,iZM 1/4 = 12PSF (y') + Iv PsF (ks'- y ")( •1 Gic = (15 IV P p uSt _ 2S QS ( `1' 4 15'- 1 -1") ( t1,.) = W ( *) = 5qQ P�F iii it ice/ ft WoxtFT (z) = 66 9LF 5 X 4 31- : e [281 tt (11 -/14) 31'4 * C 0t03 (1.1s) 410 P z = r 3 ' 1 , 1 a ('-h) + if. t3 (5/ lt. tS 481+ - — - (coEt ENEK AtC. out - PuT] . IAGE 3 K 1l'1' " LV L. ( Era) NoTE= E)(IST LNG ce-AMTP46 IS NoT ApEcou1TE 1144 ft?-e J EW PouF M 6Msea., ' Tb SE • Title : Tigard Motorcycle Job # 208160 Dsgnr: Date: 9:36AM, 23 MAY 08 Description : C. - 1 Scope : Rev: 580004 Page 1 , user: Kw -0602744, Ver 5.8.0, 1- Dec -2003 General Timber Beam (01983 - 2003 ENERCALC Engineering software 208160 mecn.ecw:Calculations Description (BM -2) New Roof Joist for Mech Platform General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined il Section Name MicroLam: 3.5x11.25 Center Span 12.50 ft Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 11.250 in Right Cantilever ft Lu 0.00 ft Member Type Manuf /So.Pine Truss Joist - MacMillan, MicroLam 1.9 E Fb Base Allow 2,600.0 psi Load Dur. Factor 1.150 Fv Allow 285.0 psi Beam End Fixity Pin -Pin Fc Allow 750.0 psi E 1,900.0 ksi Full Length Uniform Loads i Center DL 175.00 #/ft LL 242.00 #/ft Left Cantilever DL #!ft LL #/ft Right Cantilever DL #/ft ' LL #/ft Trapezoidal Loads II #1 DL @ Left #/ft LL @ Left 590.00 #/ft Start Loc 0.000 ft DL @ Right #/ft LL @ Right 68.00 #/ft End Loc 12.500 ft _Point Loads Dead Load 334.0 lbs 410.0 lbs lbs lbs lbs lbs lbs Live Load lbs lbs lbs lbs lbs lbs lbs ...distance 5.000 ft 9.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary Beam Design OK Span= 12.50ft, Beam Width = 3.500in x Depth = 11.25in, Ends are Pin -Pin Max Stress Ratio 0.880 : 1 Maximum Moment 16.2 k -ft Maximum Shear * 1.5 6.9 k Allowable 18.4 k -ft Allowable 12.9 k Max. Positive Moment 16.18 k -ft at 5.850 ft Shear. @ Left 5.52 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 4.55 k Max @ Left Support 0.00 k -ft Camber. @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.266 in Max. M allow 18.40 @ Right 0.000 in Reactions... fb 2,629.73 psi fv 176.46 psi Left DL 1.41 k Max 5.52 k Fb 2,990.00 psi Fv 327.75 psi Right DL 1.52 k Max 4.55 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.177 in -0.575 in Deflection 0.000 in 0.000 in ...Location 6.300 ft 6.200 ft ...Length/Defl 0.0 0.0 ... Length/Defl 845.5 260.87 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.266 in ... Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Title : Tigard Motorcycle Job # 208160 Dsgnr: Date: 9:36AM, 23 MAY 08 Description : c - 1 3 Scope : Rev: 580004 Page 2 user: Kw -0602744, ver 5.8.0 1-Dec-2003 General Timber Beam (U1983.2003 ENERCALC Engineering Software 208160 mecriecw:Calculatlon5 Description (BM -2) New Roof Joist for Mech Platform Stress Calcs ' Bending Analysis Ck 20.444 Le 0.000 ft Sxx 73.828 in3 Area 39.375 in2 Cf 1.000 Rb 0.000 CI 0.000 Max Moment Sxx Req'd Allowable fb @ Center • 16.18 k -ft 64.93 in3 2,990.00 psi @ Left Support 0.00 k -ft 0.00 in3 2,990.00 psi @ Right Support 0.00 k -ft 0.00 in3 2,990.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 6.95 k 6.14 k Area Required 21.199 in2 18.737 in2 Fv: Allowable 327.75 psi 327.75 psi Bearing @ Supports Max. Left Reaction 5.52 k Bearing Length Req'd 2.103 in Max. Right Reaction 4.55 k Bearing Length Req'd 1.732 in Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 5.52 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in Sketch & Diagram 18.18 ----------._ -- - -- 14.60 4lidiiti I I i i I l l l Ii3Am� +,Ili : l dloltal I I I I l j 417//ft u.94 _- - - - --- t1. ?3 lillllllIiililI'IIIII Iilli ,f 0.71 09 590,4tV,99VVVVVV ttrtttttltttttjr,t 68 //ft 8D9 ■ `•' 0.47- r 4.85 - ' t ° 1 324 33 1 0 Bernliiiq 14411?B11rs .40 .71 .97 •.22 7.48 9.73 9.99 11.24 12.5 1 �C - 16.2k -ft 1 Location fril UU Dmax - O.5751n UUU 5.52 4.00 -- -- - I ---- Rmax - 5.5k Rmax - 4.5k 3118 vmax @ left - 5.5k Vmax @ ft - 4.5 1.84 - - - -- ., 0.92 is -1.13 i--- l L. 6 -223 - -3.39 I - .4.52 Beam . Deaf .20 .48 3.71 4.07 6.22 7.48 .73 -.68 11.24 1 .5 Location fftl OM -0.09 " - - - -. -. _- .- ...- - -- -- "---- -- ' I i •0.32 I .l •0.38 - -.. _.._ ---- - -- - ...... -. _.__._... _.._..._.. - -- --.. __..__ .... •0.45 i --. • - � I i • -0.57 _ J t- -- r-- -r 1 - -- -' [fefiecL inu 1.20 .40 3.71 4.67 8.22 7.48 8.73 9.99 11.24 12.5 Location (ft) • • CONSULTING Job T IGARJ friarb z-cycLe. tAEct1 , VLMK ENGINEERS G I N E E R S Client - P“5 Job No. 2°8 By C 1-- 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 C _I P 503.222.4453 503.248.9263 el Date 508 Sheet No. nE CN , Sc- ReEe �nI -' t SIGN VJt OD DE St4 rJ r 4 22-D 4 � 1 = 1' 1 3 Ps (-Z'- � ( l (n "0/L) /y. 5') t � 4— KT IS,41 PSF (L� ") (-- ;' 15.4 Psi- �j, ` o PLF 1y,3P5r g� 1 1.3 P5F 0.2--G")( 3.ZSty,$) t t 1 - (1 ' Is ,y t'sf (z' -d) (, h4.5 5 1 g • 33 PL_F ToP FuAIt DES L41.1 V■I = 3'.1 Pt.F - - -- - M w o ( .7- 31-1 PLr(21‘ i a % = 7_, 25 :� K - Ft 1p SReQ = 2.25 1L-" C'L)(l000) /' o �S ( {.3)( 1.33) = 11 r.. 1 _ ' Y . • (3) 2ti D, F. VS N P kATti: S,c 22;1 . m. o 1C Lk4E (_ icto 0 . F ToP FLArE OR (1) ('IH x ' It LVLI 4 CONSULTING P 503.222.4453 ENGINEERS F 503.248.9263 Job Name Tigard Motorcycl E vlmk @vlmk.com Job No. 208160 3933 SW Kelly Avenue • Portland • Oregon 97239 -4314 W www.vlmk.com Sheet No. I c Mechanical Unit Anchorage Calculations Calculations based on the 2006 International Building Code. software v2.0. copyright VLMK Consulting Engineers zoos Title: Mechanical Unit 1 DESIGN INPUT � X Seismic Parameters ASCE 7 -05 Sec.13.6 • Ss = 97.3% Tigard, OR 3 CG a Site Class = D (assumed) Sds = 60.5% tcR Y Yc g Ap = 1.0 (Table 13.6 -1 ASCE7 -05) Rp = 2.5 (Table 13.6 -1 ASCE7 -05) • 1 2 • — Ip = 1.0 Importance Factor z = 20 Attachment height from base of structure (feet) Xcg h = 20 Average roof height of structure from base (feet) PLAN VIEW Wind Parameters ASCE 7 -05 Sec.6.5.15.1 P = 0.0 Design wind pressure (psf) HVAC Unit Data ( + / -) G Wp = 1,600 Machine Weight (lbs.) O tt'' X = 99.0 Base Dimension (inches) Zcg Y = 58.0 Base Dimension (inches) Z = 64.0 Height of Unit and Curb (inches) SIDE VIEW Xcg _= 47.0 Center of Gravity _(inches) Ycg = 21.5 Center of Gravity (inches) Zcg = 39.0 Center of Gravity (inches) ANALYSIS Base Shear Seismic 0.4a S W <_ 1.6SDSI p W p = 1549 lbs. OK Rp p / °S p F = 1 + 2 ? = 465 lbs. I h > _ 0.3S = 290 lbs. OK Base Shear, V = 465 V/1.4 = 332 lbs. (ASD) Wind Fw = 0 lbs. Controlling Base Shear = 332 lbs. Seismic Anchor Shear (seismic) Anchor dx dx ^2 dy dy ^2 Minimum eccentricity = 5% 1 47 2209 21.5 462.25 ex = 4.85 ey = 8.575 2 52 2704 21.5 462.25 Mx -x = 1609.6 My -y = 2845.9 3 47 2209 36.5 1332.3 4 52 2704 36.5 1332.3 Y Direction X Direction 9826 3589 V1 = 91 V12 = 100 v2.4 = 91 V3,4 = 112 • Overturning Vmax = 112 lbs. Mot = 12944 lb -in. seismic Each Anchor /Corner Mot = 0 lb -in. wind Mres -x = 45120 lb -in. Mres -y = 20640 lb -in. Net Bolt Tension X Direction Y Direction Tmax* = -66 lbs. Tx* = -163 Ty* = -66 Each Anchor /Corner *negative ( -) values indicate there is no net uplift CONSULTING P 503.222.4453 ENGINEERS F 503.248.9263 Job Name Tigard Motorcycl E vlmk @vlmk.com Job No. 208160 • 3933 SW Kelly Avenue • Portland • Oregon 97239 -4314 W www.vlmk.com Sheet No. c - Mechanical Unit Anchorage Calculations Calculations based on the 2006 International Building Code. Software v2.0. Copyright VLMK Consulting Engineers 2008 Title: Mechanical Unit 2 DESIGN INPUT � X Seismic Parameters ASCE 7 -05 Sec.13.6 _,_ • Ss = 97.3% Tigard, OR 3 CG a Site Class = D (assumed) Sds = 60.5% tcR Y Yc9 Ap = 1.0 (Table 13.6 -1 ASCE7 -05) Rp = 2.5 (Table 13.6 -1 ASCE7 -05) • 1 2 • - Ip = 1.0 Importance Factor z = 20 Attachment height from base of structure (feet) Xcg h = 20 Average roof height of structure from base (feet) PLAN VIEW Wind Parameters ASCE 7-05 Sec.6.5.15.1 P = 0.0 Design wind pressure (psf) HVAC Unit Data ( + / -) G Wp = 700 Machine Weight (lbs.) mo t' X = 83.0 Base Dimension (inches) Zcg Y = 47.0 Base Dimension (inches) � f Z = 53.0 Height of Unit and Curb (inches) SIDE VIEW Xcg .= 38.5 Center of Gravity. (inches) Ycg = 28.5 Center of Gravity (inches) Zcg = 33.5 Center of Gravity (inches) ANALYSIS Base Shear Seismic 0.4a S W F = P DS P C 1 + 2? J = 203 lbs. <_ 1.6S = 678 lbs. OK R /I h . 0.3S = 127 lbs. OK Base Shear, V = 203 V/1.4 = 145 lbs. (ASD) Wind Fw = 0 lbs. Controlling Base Shear = 145 lbs. Seismic Anchor Shear (seismic) Anchor dx dx ^2 dy dy ^2 Minimum eccentricity = 5% 1 38.5 1482.3 28.5 812.25 ex = 4.925 ey = -3.575 2 44.5 1980.3 28.5 812.25 Mx -x = 715.11 My -y = -519.1 3 38.5 1482.3 18.5 342.25 4 44.5 1980.3 18.5 342.25 Y Direction X Direction 6925 2309 V1.3 = 40 V1.2 = 30 V2.4 = 41 V3.4 = 32 Overturning Vmax = 41 lbs. Mot = 4864 lb -in. seismic Each Anchor /Corner Mot = 0 lb -in. wind Mres -x = 16170 lb -in. Mres -y = 7770 lb -in. Net Bolt Tension X Direction Y Direction Tmax* = - 31 lbs. Tx* = -68 Ty* = -31 Each Anchor /Corner *negative ( -) values indicate there is no net uplift L l o R- F�L E�ENCE o ff tryJ MEC 1' . uN31. . 1 PACKAGED GAS/ ELECTRIC pr 4: 5:e.n.. --: - _ - ______ —., >�t;- ; . A. N" h%' t t A x ^r: .. • .. x _ _ r 1 'Y w: 4 `` -„' yam; ,.:- t..' _ ,• ,. L ' ' ' ' '' ?.. ' 3 , :. - 4 ' '= • s t -, _ F • , ; •g ' ti >. - +.i: � r.: •:. ,n r :: y � LEd VIv' � � :�� I� " 4 • � } �:�- �� 4 . . fir' :+ , G:, .. • � - ..5 � r �7. • f t. . aY.F. , ,� , . .S : �c. f .'.:: � r�.�i..a�..•.. �. ENGINEERING DATA Bulletin No. 210392 August 2007 Supersedes May 2007 } - I: ; :g fi r, r ' i ■r. I 1(�.� , I I - I `r I I , �'^,s- r iI .3 - �� f II j I ' ff 1 tip - I { S r t r _ J N..., i is .,.,,%_, r _ jt f ..=-1 _rte}. 1.-;-;-'7...--=-------• 'WM, • • -ter ..........-Th ASHRAE 90.1 L Connection• COMPLIANT ENERGY STAR 7.5 to 12.5 Tons . - -- • — - - • -- -- Net Cooling- Capacity - 90,000 to- 138;000 -Btuh- p�•�pp--,�.,�� Gas Input Neat Capacity - 84,500 to 240,000 Btuh c . . s i.*J,: I �_ .�. Y.;a'1 ?�;.tio'. ' R`.�14•.k p: " ._..;r a . � rte. t T GA O9O H 2 B S 1 Y Voltage I T =T se"ProcictLk* Yltage DY,3phase801R O = 460V3 phaea60f¢ .I = 575V3 plane-601u I G = Padcaged Gas Heat v+d Electric Cooling Minot Design Sequence 1 Major Design Sequence — = let F 2 = 2nd n R R e A = 1st Generation 2 8 - Reutslo sio n B = 2nd Gere n alio C = &d Generation E = 4th Generation ' — Hea0ng Type S = Sandad Gas Heat 2 Stage Nominal Cooling Capacity -Tons — M = Medim Gas Heat. 2 Sage 090 = 75 Tone H = High Gas Heal 2 Sege 102 =8.51ms 120 =10 Tans 150 =125 Tong Blower Type B =Bel Die Coo0ng Efficiency S - Sardand Elh]ency —I Refrigerant Type H= HO Elfidenc l 2= R -22 • )1(14 Z a te VCS. Sin, o WV' 00 w. Inft)r,..., r FDK e(2-&1•1c E 6 r.J L / j R - `'' �'F '.. "ss ��'' :Ir c '''7 .,. �-� -4( �,F •qr, {a.r't'h nr = i .SC' rlE *T'.r Y :1.." .;�fi h �. � �� a_d.d• st-': :.,ct°.".i: •�- tA1n-,_. ,.;� �3,�9`fl;tc'£ -+�s" s_1�- �.l�ci�{a� -�kP�s.S�4-gF +_v�& r Net Shipping Model Number Base Max. Base Max. lbs. kg lbs. kg lbs. kg lbs. kg 090/102 300 590 1525 692 1385 628 1610 730 120 1355 615 1580 717 1440 653 1665 755 150 1390 630 1615 733 1475 669 1700 771 Base Unit - The unit wih NO OPTIONS. Max UnS - The unit with ALL OPTIONS Installed {Eoonomtrer, .._ s�C.....t'.lt+i:Yvs^.. 'S-- r �• C �:i::��- •`'�•'::t:'i��e• .,.lc. � .i �t... Shipping Weights lbs. I kg ECONOMIZER I OUTDOOR AIR Economizer Economizer TAREMD10/15 1 131 1 59 Outdoor Air Hood • Outdoor Air Hood LAOAH10/15J (0 I 14 • OUTDOOR AIR Outdoor Air Dampers Outdoor Air Damper Motorized Kit TAOADMIO/15 117 53 LAOADIO/15 11 5 Power Exhaust Standard Static LAPEF10 /15 I 82 I 37 ROOF CURBS - STANDARD Down -Flow 14 in. height LARMF10115 -14 61, 57 24 in: height — LARMF10115 -24 174 79 ROOF CURBS - CUPLOCK 1000 Down -Flow 14 in. height LARMF10/155 -14 115 52 18 in. height LARMF10/155 -28 158 71 24 In. height LARMFI0/15S 24 189 86 • CEILING DIFFUSERS • SteptDown RTD11.95 • 88 40 RTD11 -135 205 93 RTD11 -185 392 178 Flush FDI1 -95 75 34 FD11 -135 174 79 FD11 -185 289 131 Transitions LASRT08110 30 14 LASRT10 /12 32 15 LASRT15 36 16 PACKAGING LTL Packaging (less than truck load) I 105 48 [Sr Ture --1-$5 T -class packaged Gas/Electric 7.5 to 12.5 tons / Page 22 r F R ) 7 E I E J C E U 01-y] • r - 3 „ d r - a ¢yti�,, - ` � , � ,�. .�r �[�kr 151 ti{ .,,m T t�, 't...,7 77- �.. .... . _ V— -t y. .' .-_,'. ,1 _ .. ^ar. L. -,4 7 x -•- I x v � .-5 a. . lZ } r �,_ c. `rr zi'� -➢ �r1� �r s.tx. .. -$ . 1 .. I:AL.. - lh' . �• 1"t: ' . . 4 E,.. v :.:3 -.2... J : •,'= ._.`.,. WEIGHTS CORNER WEIGHTS CENTER OF G RAVITY Model Net Shipping AA BB CC DD EE FF Number lbs. kg lbs. kg lbs. kg lbs. kg lbs. kg lbs. kg Inch mm inch mm "%----11r 090/102 Base Unit 1300 590 1385 628 314 142 289 131 329 149 368 167 47 1194 21 -1/2 546 0901102 Max Unit 1525 692 1610 730 381 173 339 154 374 170 431 195 46 1168 23-1/2 597 120 Base Unit 1355 615 1440 653 328 149 300 136 343 156 384 174 47 1194 21 -1/2 546 120 Max. Unit 1580 717 1665 755 394 179 352 160 387 176 447 203 48 1168 23-1/2 597 150 Base Unit 1390 630 1475 669 336 152 312 152 353 160 389 176 47 -1/2 1207 22 559 150 Max Unit 1615 733 1700 771 403 183 384 165 398 181 450 204 46-1/2 1181 24 610 . Base Unit -The unit with tow 1Tre heat exchanges NO OPTIONS. Max. Unit -The unItwlth ALL OPTIONS Installed. (E.00nantzer. Nigh hput Heating and Conhflb) 4 002) 4 (102) AA { ,} BB (140)" "- (711) G1/) 20 CI11) i!'!f(7--- ;\ . (5r ( , ��``` EE --�..I BOAITR TOiOPg SUPPLY II DOM SRN . . . aR OPENING ��� 9oTTON GRAVRY ilfl(� Po�VFF 31l2 FF - 5 x 8 kchog (127 x 203 rnrn) � 88) 1 DD I f • CC 31 -114 _„.1 C TOP VIEW Base Section � 58 98-1/4 e (1473)� F (2521) • CONDENSATE (1270) ITI DRAIN 48-314 (1187) 1n I— . L � (13) c.ra.■to ■•r.I NE b �-- x 3 -1/4 ELECTRIC METH (127) 21-1/4 ; 35 I ( ) � FLUE (FOR RIGGING) UFTING HOLES Ili (889) END VIEW SIDE VIEW 99-114 C (25211 1 III Id ; I �� 11111 , III ;. " ii I I I� I1 I 1 I II II I III' 15 (381) 28 168 (508) 28 I 5-1 I I I I IIII (711) Mr (711) 0) III rr ww11�1:∎ 7 5 FORKLIFT HORIZONTAL SUPPLY (127) HCRIZONTAI. RETURN SLOTS AIR OPENING AIR OPENING SIDE VIEW (Horizontal Openings) • T -Class Packaged Gas / Electric 7.5 to 125 tons / Page 23 . . E; R F---e Ce QENCE . ON L �� � - 9 1 'f PACKAGED GAS / ELECTRI-C M A N urZ LEN • LE;T T- CLASS' ROOFTOP UNITS • TM 60 HZ ENGINEERING DATA Bulletin No. 210444 • February 2006 • ): 4 ,18 _- 1f. Q .. t` F �f .i • t , Pry f `.. : r. r ` ' li Z "v ) t wv y ft - J Yf I f • it eY L I • ]b i , I a - I I. I . r , • . h [,: t w r.. '. Sa Y 1 l ` lVl�` � e � G > � r n s w t I t � Aas,• •� qo q J' � < F f . �..' Y - ti {t r , 74{ j y . ' r_ :1y l y_ r i� ^, ,. f I ff 1._. • 2 L ' r . v y1/' k ' 4 •. d i b a i; �t 5 2 1'4 _� t: J .. - .. - __ -- ... ma .---1 2 7y:: I :x ' 4 f 5,5 _ ria411 • L i • • ■ • ASHRAE 90.1 R COMPLIANT REGISTERED QUALITY Ef\JERGY STAR . SYSTEMS 3 to 6 Tons Net Cooling Capacity - 36,000 to 72,000 Btuh Gas input Heat Capacity. - 65,000. to 150,000 Btuh • ' MODEL NUMBER IDENTIFICATION T BS t Y ! Brmrd ct lk r P • 203/230Y-1 pt 801 z T = T dam Pro J Y 0 208230V3 phase.430hz G =460V-3 phaeeatz I Una Type J =575V -3I E 0 = Pada:loed Gm Heat wl Sedrio Qxilrg — Minor Design Sequence Major Pen Sequence -- 1 = 1st Ra+ddln A = iat Gerrer t n 2 = 2nd Revision _ B =2nd Generation 3 = 3rd RR.tslon — Heating Type Nominal Cooling Capacity -Tons — S = Sardard Gas Heat, I stage 036 = 31ors M = Medurn Gas Heat.1 stage 046 = 4 Tors H = High Gas Heat 2 Sage 060 =5 Tors T = High Gas Heat. 1 Stage 072 = 6 Tars W = Standard Gas Heat I Slain. LOw NO. Y = Modum Gas Heat, Sagtr, Low NO X = High Gas Heat, 2 Saga, tow NO Cooing Radiancy — Z = Hor Gas Heat, 1 Sbpe, Low NO S = Stndard Etlidenol - • — BtowerType 1 Rem Type -- 2 =R22 D = Diral Drive Bxi BeiOde 11 I S • l e V • % ? V iiir SA-ca y 4 r . # leh4.441. f CF ol2 Ot FEgENC E 0 01._/ J 1 5 t • DIMENSIONS - INCHES Model CORNER WEIGHTS - lbs. CENTER OF GRAVITY - In. • No. AA BB CC DD EE FF base max. base max. base max. base max. base max. base max. 036 97 120 118 135 182 208 150 184 381/2 40 28-1/2 28 -1/2 048 104 128 126 145 194 224 160 198 381/2 40 28-1/2 28-1/2 060 107 131 130 149 200 229 164 202 381/2 40 28-112 28-1/2 072 118 141 144 160 222 246 183 218 381/2 40 28-1 /2 28-1 /2 Base Unit- The unit with standard he exdharger NO OPTIONS. Max. Unit- The wilt with AU. OPTIONS !retailed. (High Input Heat Exchanger. Economizer. etc.) . 5-5/6 11 16-1/4 18 AA BB 7 5 11 BOTTOM / RETURN 20 Ifffll 29 l� AIR uU 47 JJJJ .. BOTTOM \ \` \ \ \` ` J � i // Base SUPPLY AIR 4 CENTER GR FF 1 � 9.12 • 6-5/8 CC DD la-- 26-112 EE I B. OM BOTTOM POWER ENTRY CONDE s- ' CONDENSATE OUTLET (3x8) TOP VIEW (Base) . 45 la 83 -1/4 __....- — '� - ELECTRICAL 4 4 FW�T INSET • A GAS 9 it ~ 4 m CONDENSATE . � I ®N LET m $ 4 4 - OUTLET 4 1 —0 ao x b a 5 ~ 'o \ . 15 .-. 1 .7 v pl (0O o ._... I I . - - i - r•• ov . . . . .. -.. -' - -• + 001 - - . - .. /~ 26-1/2 —i + 5 L 47 UFTING HOLES 41 85 Base (For rtgghhg) Base ' END VIEW SIDE VIEW 19-1/2 18-3/8 � to- 2 1 `111111 111111 'i j i j . I:l --- 29 . i j i i li'ii � �1j 5 FORKLIFT SLDTS HORIZONTAL 5 HORIZONTJ j (Front, Beck end Blower End) SUPPLY AIR OPENING R_c•TL1RN AIR OPENING T -Class Packaged Gas / Electric 3 to 6 tons / Page 29 • VoAZ. grE E1. V- E, or\LyJ R - WEIGHT'DATA Net Shipping • Model Number Base Max. Base Max. . . 036E 551 651 611 • 720 036S 547 647 607 716 048B • ) 1 648 597 717 ' • ' 0485 , 583 694 643 763 06087 668 617 • 737 060S 600 . 711 660 780 072S 667 765 - 727 837 Base Unit - The trill with stanclani heat =hanger NO OPTIONS. Max. Unit . The unit with ALL OPTIONS Installed. (High Input Heat Exchanger, Economizer, eta) OPTIONS / ACCESSORIES . ECONOMIZER / OUTDOOR MR Shipping Weights Economizer Economizer T1 ECON30A -1 I 52 TI ECON3ON -1. .. 66 Outdoor Air Hood / Barometric Relief Dampers Outdoor Air Hood / Barometric Relief Dampers T1HOOD30A 1 24 • T1 HOOD3ON -1 I 30 OUTDOOR AIR . Outdoor Air Dampers Outdoor Air Damper Motorized Kit T1 DAM P11A -1 16 TID MP11N -1 6 Damper Section Manual TIDAMP21AN1 21 Power Exhaust Standard Static TIPWREIOA -1 29 TIPWER1ON_ -1 f 31 • GAS HEAT Medium Input 8 1 High Input 19 ) ROOF CURBS - DOWN - FLOW Cliplock 8 in. height TICURB23AN1 78 C1CURB40AN1 77 14 in. height . Ti 96 CICURB41AN1 95 18th. height .. .. - -. - TiC- — . 108 _......_.... CICURB42ANI . 107 24 In. height • T1CURB22AN1 126. CICURB43AN1 125 Standard ' 14 in. height TICURB10AN1] 96 Hinged 8 in. height TICURB30AN1 78 18 in. height T1CURB32AN1 108 24 in. height TICURB33AN1 126 CEILING DIFFUSERS • Step -Down RTD9 -65 67 RTD11 -95 88 Flush FD9 -65 37 . FD11 -95 75 Transitions (Supply and Return) T1TR N10AN1 22 TITRAN2ON1 I. 21 611x . T -Gass Packaged Gas /Electric 3 to 6 tons / Page 28 .