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Specifications • 1 1 OFFICE COPY INDEX TO STRUCTURAL CALCULATIONS • " FOR (i 1 /f l q; .....74-55 BEVELAND BUILDINGS ik BUILDING ONE ROOF FRAMING R1 — R2 FLOOR FRAMING Fl — F9 WALL FRAMING W1 — W8 FOUNDATION DESIGN Fl — F2 LATERAL DESIGN L1 — L14 BUILDING TWO ROOF FRAMING 2R1 — 2R6 FLOOR FRAMING 2F1 — 2F19 WALL FRAMING 2W1 — 2W3 FOUNDATION DESIGN 2F1 LATERAL DESIGN 2L1 — 2L9 CODE: 1997 EDITION OF THE UNIFORM BUILDING CODE (AS AMMENDED BY THE STATE OF OREGON) SEISMIC ZONE 3 80 MPH, EXP. B WIND FLOOR LIVE LOAD = 50 psf PLUS 20 psf PARTITION LOAD City of Tigard I ®� i ot�F 16720 4 % Approved Plans r r5`' �� By J)$J Date 2" G4 . dl $9 z`S 10200 I -cozen -- ••; . �° I � i URt ��� I 7 7i5 __5 6 evei--4D lEA TM RIPPEY BY _ DATE C n S 0 4 CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 ` SOB NO ) I , Tigard, Oregon 97223 Phone (503) 443 -3900 SHEET ‘. OF F ■- IO C. =tS 1 0,4- s L = JO(Si s ; 32„0% TL IDiPL lb LcIO 2-4 I �'` TJL L65 TL= 4 o Cti = \ D c) P �F G' 1. ' (o x 22 12- \-: ?-Cpt dDL= cog L. g = 1 4 o4' e 8r 4 14- L1 - TSSXS ' )L Get✓ • = 6.910+2,0 (,)2E0 .2 o IL " EO 44. CVO ExPJRE . f) _ ©6 t_f TM RIPPEY Z■iI767 BY 7--KT DATE 1 YYY CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO t Tigard, Oregon 97223 Phone (503) 443 -3900 SHEET_ OF . } Title : Job # • Dsgnr: Date: 12:55PM, 17 JUN 04 Description : Scope: Rev: 580000 User: KW- 0602562, Ver 5.8.0, 1-Dec-2003 General Timber Beam Page 1 -t (c)1983.2003 ENERCALC Engineering Software 4111.ecw:Calculations Description P � r£IN roof beam -Bldg 1 , General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 5.125x22.5 Center Span 26.00 ft Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft Lu 0.00 ft Beam Depth 22.500 in Right Cantilever ft Lu 0.00 ft Member Type GluLam Fb Base Allow 2,400.0 psi Load Dur. Factor 1.150 Fv Allow 165.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi E 1,800.0 ksi I n Full Length Uniform Loads .w'� ,w .r �..'tbm.55an fos .wx v4v.5a um ,v, a..z'�sSMK.N^' +ueM!+: •deka _+r_vc. s)9 t�..ma�. .. Center DL 405.00 #/ft LL 675.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary 1 Beam Design OK Span= 26.00ft, Beam Width = 5.125in x Depth = 22.5in, Ends are Pin -Pin Max Stress Ratio 0998 : 1 Maximum Moment 91.3 k -ft Maximum Shear * 1.5 18.0 k Allowable 91.4 k -ft Allowable 21.9 k Max. Positive Moment 91.26 k -ft at 13.000 ft Shear: @ Left 14.04 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 14.04 k Max @ Left Support 0.00 k -ft Camber: © Left 0.000 in Max © Right Support 0.00 k -ft @ Center 0.713 in Max. M allow 91.42 Reactions... @ Right 0.000 in fb 2,532.53 psi fv 156.33 psi Left DL 5.26 k Max 14.04 k Fb 2,537.08 psi Fv 189.75 psi Right DL 5.26 k Max 14.04 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.476 in -1.268 in Deflection 0.000 in 0.000 in ...Location 13.000 ft 13.000 ft ...Length /Defl 0.0 0.0 ...Length /Deft 656.1 246.04 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.713 in ...Length /Defl 0.0 0.0 @ Left 0.000 in © Right 0.000 in • Stress Calcs Bending Analysis I , Ck 20.711 Le 0.000 ft Sxx 432.422 in3 Area 115.313 in2 Cv 0.919 Rb 0.000 CI ####.### Max Moment Sxx Redd Allowable fb @ Center 91.26 k -ft 431.65 in3 2,537.08 psi @ Left Support 0.00 k -ft 0.00 in3 2,537.08 psi @ Right Support 0.00 k -ft 0.00 in3 2,537.08 psi Shear Analysis @ Left Support @ Right Support Design Shear 18.03 k 18.03 k Area Required 95.006 in2 95.006 in2 Fv: Allowable 189.75 psi 189.75 psi Bearing @ Supports Max. Left Reaction 14.04 k Bearing Length Req'd 4.383 in Max. Right Reaction 14.04 k Bearing Length Req'd 4.383 in R ' 1 b L l5_14 + \Z _ 2ors - F - I it GYP - c.z. e-r6 U(= , 50 k tO psF \o\sT'. L 30 — 2 " 13L cm (4 LL" TZ - 46', able, T L = 1$2 r 2 �1 � - 2c " Tie E6'' p e_ 16' "Q`-^ " 1 L 1490 e l to r Qom L L = 4 10'7. k. 730 esr• 19L — 1 5G L� :" = .1 P�F Z IOCp ZI x50 3 /q n '111 (_ L.= I� ��12 = I '% LL= -1 _ 24017 --� x 18 At 1Z4 = 2f`6c�� 4k2L (CSC) L= 12: K 'I M RIPPEY BY DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO 4 I I I Tigard, Oregon 97223 Phone (503) 443 -3900 SHEET 1 OF 1.1. b( V pQ- - = (, „ 5 x625 ,c 5 (.71 \ 21 xo L II 4 (3S)z5 3 qk 3/ /Is'' k.1\ _ 4, 2.c. u' S lEAK TM R IPPE 1' BY DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO Tigard, Oregon 97223 SHEEPti of Phone (503) 443 -3900 i on 3 M g3Ql, "01x -Lt 351G coo _b ISTS — L' I.5 Du-c 1 9 ` S 1:7 ,4r, TaS (x10 Lt_:Ioor 1 (4 k � - t '2 'C, S l J2 11 + 10 ,c � = 12-50 PLi= DL= 11 . J OIS T UJG'R- \j 9 — r. _ lb' 11 131 1-3 I 'LcaS e I(.P" I 'II. Y 1 `f 31 l s 8•Z 4, cr s MK TMRIPPEY sY DATE ONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO Tigard, Oregon 97223 SHEET t "� OF Phone (503) 443 -3900 � r��� Joist adj. to elevator ff''ss''aa "" ' 7 B� 14. T J I® /L90 @ 16 o/c • TJ- Beam(TM) 6.10 Serial Number: 700301922 25 Pagel Engine Version: V ersio4PM n: 1.10.3 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 1 Enginersio CONTROLS FOR THE APPLICATION AND LOADS LISTED • 18' Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Office Bldgs - Offices (psf): 100.0 Live at 100 % duration, 28.0 Dead SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live /Dead /Uplift/Total 1 Stud wall 5.50" 4.25" 1200 / 336 / 0 / 1536 End, Rim 1 Ply 1 1/4" x 14" 0.8E TJ- Strand Rim Board® 2 Stud wall 5.50" 4.25" 1200 / 336 /0 /1536 End, Rim 1 Ply 1 1/4" x 14" 0.8E TJ -Strand Rim Board® DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 1472 -1458 2125 Passed (69 %) Rt. end Span 1 under Floor loading Vertical Reaction (Ibs) 1472 1472 1885 Passed (78 %) Bearing 2 under Floor loading Moment (Ft -Lbs) 6348 6348 11430 Passed (56 %) MID Span 1 under Floor loading Live Load Defl (in) 0.322 0.400 Passed (U642) MID Span 1 under Floor loading Total Load Defl (in) 0.413 0.863 Passed (U502) MID Span 1 under Floor loading TJPro 55 30 Passed Span 1 - Deflection Criteria: STANDARD(LL:0.400 ",TL:U240). -TJ maximum bearing length controls reaction capacity. Limits: End supports, 3 1/2 ". Intermediate supports, 5 1/4 ". - Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - 2000 Ibs concentrated load requirements for standard non - residential floors have been considered for reaction and shear. TJ - Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32" Panels (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 2.33 ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated 1 dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. - Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Custom product listed above. PROJECT INFORMATION: OPERATOR INFORMATION: Beveland Ralph Turnbaugh TM Rippey Consulting Engineers 7650 SE Beveland St Suite 100 Tigard, OR 97223 Phone : 503-443-3900 Fax : 503-443-3700 rturnbaugh@tmrippey.com Copyright 4 2003 by True Joist, a Weyerhaeuser Business TJI® and TJ -Beam® are registered trademarks of Trus Joist. e -I Joist ° ,Pro" and TJ -Pro'" are trademarks of Trus Joist. µ� l \(E N - (, I N BLS 120JF - t- wt. - DL= -z1( LC IOL= 30;< �� = 2coonI= w /NbOW_c_. G%S'vr VSE 0 l N 4 w 1 STN Z 1Z SZ -- g00- 1 `J 15' -10 , �1. 1 Loxgx 12.0 2,9 L g:,><4 -A' 11_ 1(7.d 0,1-2 -Z,0 L (x4 xs /rb T 5 L I NTCU °c�1� -4 Gp F • a = l 'L $ 12 = I44 X 12 _ "U way Eni- l , & = 365 521 i7 5i 1 4 - 1(10 ? y 1� = I 1 j ‘ 11 , ‘ ¢ 00- TS I 2.k6 . V/Co c. • E'- cod L: 2� i 2 - 33 �� = � 0 XII- = $40 W fn,t_ : 3n(0 = 3tiq 15 H= 44, 0c1 11.co1kz 7SIZx�Y r2= 7-3 210 IMK TM RIPPEY BY DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO Tigard, Oregon 97223 SHEET ` J OF Phone (503) 443 -3900 St & h/ Fria- 0-'O'2 leap bu-1st_ = 40 C1,�� = 5'7 WIN O L = 12 `C(' : Io o 1(9 �L1 L =1�' H _ zo( ' (2,= gos`� Lxn�2 A -1180 Iye = -(;11 s o 4 �1Q(Z u - 40(2.,ccr) Z1 = 1.3V, 4- 32 .0 32 j 4 L / 61 11 ?L TM RIPPEY BY DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 SOB NO Tigard, Oregon 97223 - Phone (503) 443 -3900 SHEET r r of Title : Job # Dsgnr: Date: 12:55PM, 17 JUN 04 Description : Scope: Rev 580000 User: KW.0602562, Ver 5.8.0, 1 Dec 2003 General Timber Beam Page 1 (c)1983.2003 ENERCALC Engineering Software 4111 ecw Calculations Description floor beam General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined ' Section Name 6.75x31.5 Center Span 26.00 ft Lu 0.00 ft Beam Width 6.750 in Left Cantilever ft Lu 0.00 ft Beam Depth 31.500 in Right Cantilever ft Lu 0.00 ft Member Type GluLam Fb Base Allow 2,400.0 psi Load Dur. Factor 1.000 Fv Allow 165.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi E 1,800.0 ksi Full Length Uniform Loads •i Center DL 756.00 #/ft LL 1,350.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span= 26.00ft, Beam Width = 6.750in x Depth = 31.5in, Ends are Pin -Pin Max Stress Ratio 0.936 : I Maximum Moment 178.0 k -ft Maximum Shear * 1.5 32.9 k Allowable 193.0 k -ft Allowable 35.1 k Max. Positive Moment 177.96 k -ft at 13.000 ft Shear: @ Left 27.38 k Max. Negative Moment 0.00 k -ft at 26.000 ft @ Right 27.38 k Max © Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.368 in Max. M allow 193.04 Reactions... @ Right 0.000 in fb 1,913.03 psi fv 154.51 psi Left DL 9.83 k Max 27.38k Fb 2,075.21 psi Fv 165.00 psi Right DL 9.83 k Max 27.38 k Deflections Center ... S an Dead Load Total Load Left Cantilever... e dL ad otaLoa Span... Dead Load Total Load Deflection -0.246 in -0.684 in Deflection 0.000 in 0.000 in ...Location 13.000 ft 13.000 ft ...Length /Defl 0.0 0.0 ...Length /Defl 1,270.3 455.99 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.368 in ...Length /Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 22.210 Le 0.000 ft Sxx 1,116.281 in3 Area 212.625 in2 ` ° Cv 0.865 Rb 0.000 CI ####.### Max Moment Sxx Req'd Allowable fb @ Center 177.96 k -ft 1,029.04 in3 ' 2,075.21 psi @ Left Support 0.00 k -ft 0.00 in3 2,075.21 psi @ Right Support 0.00 k -ft 0.00 in3 2,075.21 psi Shear Analysis @ Left Support @ Right Support • Design Shear . 32.85 k 32.85 k Area Required 199.113 in2 199.113 in2 Fv: Allowable 165.00 psi 165.00 psi Rearing @ Supports Max. Left Reaction 27.38 k Bearing Length Req'd 6.490 in Max. Right Reaction 27.38 k Bearing Length Req'd 6.490 in . F 1 ' Title : Job # Dsgnr: Date: 12:55PM, 17 JUN 04 Description : Scope: Rev: 580000 User: KW- 0602562, Ver 5.8.0.1 Dec -2003 General Timber Beam Page 1 r (c)1983 -2003 ENERCALC Engineering Software 4111.ecw.Calculations I, Description floor header - Bldg 1 General Information Code Ref: 1997 NDS, 2003 IBC 2003 NFPA 5000. Base allowables are user define Section Name 5.125x13.5 Center Span 12.00 ft Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft Lu 0.00 ft Beam Depth 13.500 in Right Cantilever ft Lu 0.00 ft Member Type GluLam Fb Base Allow 2,400.0 psi Load Dur. Factor 1.000 Fv Allow 165.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi E 1,800.0 ksi Full Length Uniform Loads Full Uniform Center DL 420.00 #/ft LL 1,050.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #!ft Summary Beam Design OK Span= 12.00ft, Beam Width = 5.125in x Depth = 13.5in, Ends are Pin -Pin Max Stress Ratio 0.946 : 1 Maximum Moment 26.5 k -ft Maximum Shear * 1.5 10.8 k Allowable 31.1 k -ft Allowable 11.4 k Max. Positive Moment 26.46 k -ft at 6.000 ft Shear: @ Left 8.82 k Max. Negative Moment 0.00 k -ft at 12.000 ft @ Right 8.82 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.155 in Max. M allow 31.13 @ Right 0.000 in Reactions... fb 2,039.67 psi fv 156.04 psi Left DL 2.52 k Max 8.82 k Fb 2,400.00 psi Fv 165.00 psi Right DL 2.52 k Max 8.82 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.104 in -0.363 in Deflection 0.000 in 0.000 in ...Location 6.000 ft 6.000 ft ...Length /Defl 0.0 0.0 ...Length /Defl 1,390.0 397.13 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.155 in ...Length /Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis . _ Ck 22.210 Le 0.000 ft Sxx 155.672 in3 Area 69.188 in2 Cv 1.000 Rb 0.000 CI 8819.996 Max Moment Sxx Req'd Allowable fb @ Center 26.46 k -ft 132.30 in3 2,400.00 psi @ Left Support 0.00 k -ft 0.00 in3 2,400.00 psi @ Right Support 0.00 k -ft 0.00 in3 2,400.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 10.80 k 10.80 k ` Area Required 65.428 in2 65.428 in2 Fv: Allowable 165.00 psi 165.00 psi Bearing @ Supports Max. Left Reaction 8.82 k Bearing Length Req'd 2.754 in Max. Right Reaction 8.82 k Bearing Length Req'd 2.754 in fsg 1 Title : . i Job # Dsgnr: - Date: 12:55PM, 17 JUN 04 Description : Scope: Rev: 580000 User: KW.0602562, Ver 5.8.0. 1 Oec 2003 General Timber Beam Page 1 (c)1983.2003 ENERCALC Engineering Software 4111.ecw:Calculations Description floor header- Bldg 1 -adj to landng General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined i Section Name 5.125x15 Center Span 11.00 ft Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft Lu 0.00 ft Beam Depth 15.000 in Right Cantilever ft Lu 0.00 ft Member Type GluLam Fb Base Allow 2,400.0 psi Load Dur. Factor 1.000 Fv Allow 165.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi E 1,800.0 ksi Full Length Uniform Loads Center DL 392.00 #/ft LL 1,250.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Nomal Span= 11.00ft, Beam Width = 5.125in x Depth = 15.in, Ends are Pin -Pin Max Stress Ratio 0829 : 1 Maximum Moment 24.8 k -ft Maximum Shear * 1.5 10.5 k Allowable 38.4 k -ft Allowable 12.7 k Max. Positive Moment 24.84 k -ft at 5.500 ft Shear: @ Left 9.03 k Max. Negative Moment 0.00 k -ft at 11.000 ft @ Right 9.03 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.075 in Max. M allow 38.44 Reactions... @ Right 0.000 in fb 1,550.69 psi fv 136.74 psi Left DL 2.16 k Max 9..03 ki Fb 2,400.00 psi Fv 165.00 psi Right DL 2.16 k Max 9.03 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.050 in -0.208 in Deflection 0.000 in 0.000 in ...Location 5.500 ft 5.500 ft - ...Length /Defl 0.0 0.0 ...Length /Defl 2,652.2 633.17 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.075 in ...Length /Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in 4 I Stress Calcs i .. 9. Bending Analysis Ck 22.210 Le 0.000 ft Sxx 192.188 in3 Area 76.875 in2 Cv 1.000 Rb 0.000 CI 9030.996 Max Moment Sxx Req'd Allowable fb @ Center 24.84 k -ft 124.18 in3 2,400.00 psi @ Left Support 0.00 k -ft 0.00 in3 2,400.00 psi @ Right Support 0.00 k -ft 0.00 in3 2,400.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 10.51 k 10.51 k Area Required 63.710 in2 63.710 in2 Fv: Allowable 165.00 psi 165.00 psi Bearing @ Supports Max. Left Reaction 9.03 k Bearing Length Req'd 2.819 in Max. Right Reaction 9.03 k Bearing Length Req'd 2.819 in • T . 4 t L FYzk -.%. uq G 1 1 � VJ 1 o = 1(0 C\6. S .\of w,, = 4 8 5\b1v1IG` 1,‘ CI 4 )‘/L.__Lf o 12ooF - eL ; 12,516" vg o 12 - bL= Zoxl5 r 1Z0 Ib�O • fl Y f. TM RIPPEY BY DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO Tigard, Oregon 97223 Phone (503) 443 -3900 SHEET 1 OF 6 '(;°°t,) D : 240 tk- e = S,S -(1'5\5- _ ,��'`1 _._.' :: S 1-1W _ 5(07-i."-* Zx6 t t / prpJ, - \ "L o - t - w = 23 �3 -� (3) w N -I ■---r s Nd s P ots ,1 i ( ) N si (02 �Ls 4 6'P \NCB - (t CO N N, D $ t r:1 w Art. t- Tt) t= - Cz) I X 4 . &112 'IMK RIPPEY BY DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO Tigard, Oregon 97223 - W OF Phone (503) 443 -3900 SHEET • } Z" TO I� P p . DfiS + t_ FD goo = 1900 +� - 1c ( �� 2X�. o\L 2�3s * Zx \r-6t . koJ, To (1' or)�N 1.-7Q ,, i I j 2 (7's= P =2,3 vvsC( - 5) r /5,3K 4.25>, t 'i ll Lei K TMRIP1'EY BY DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 SOB NO Tigard, Oregon 97223 4 3 Phone (503) 443 -3900 SHEET OF 8 Title : , ^ I Job # Dsgnr: Date: 1:17PM, 17 JUN 04 Description : Scope: Rev: 580000 User: KW-0602562. Ver 5.8.0, 1 Dec.2003 Timber Column Design Page 1 s (c)1983-2003 ENERCALC Engineering Software 4111.ecw:Calculations Description roof bearing - d +s +w General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined. Wood Section 2x6 Total Column Height 13.75 ft Le XX for Axial 13.75 ft Rectangular Column Load Duration Factor 1.33 Le YY for Axial 0.00 ft Column Depth 5.50 in Fc 1,350.00 psi Lu XX for Bending 0.00 ft Width 1.50 in Fb 900.00 psi Sawn E - Elastic Modulus 1,600 ksi Douglas Fir - Larch, No.2 Loads Dead Load Live Load Short Term Load Axial Load 240.00 lbs 500.00 lbs 0.00 lbs Eccentricity 0.750in Applied Moment 0.00 in-# 0.00 in-# 5,672.00 in-# Max. Design Moment 180.00in -# 375.00in -# 5,672.00 in -# Summary Column OK Using : 2x6, Width= 1.50in, Depth= 5.50in, Total Column Ht= 13.75ft DL +LL DL +LL +ST DL +ST fc : Compression 89.70 psi 89.70 psi 29.09 psi Fc : Allowable 486.04 psi 499.51 psi 499.51 psi fbx : Flexural 73.39 psi 823.40 psi 773.82 psi F'bx : Allowable 1,169.90 psi 1,555.93 psi 1,555.93 psi Interaction Value 0.0766 0.6684 0.5294 Stress Details Fc : X -X 486.04 psi For Bending Stress Calcs... Fc : Y -Y 1,485.00 psi Max k *Lu / d 50.00 F'c : Allowable 486.04 psi Actual _k *Lu /d 20.03 F'c:Allow * Load Dur Factor 499.51 psi Min. Allow k *Lu / d 11.00 F'bx 1,169.90 psi Cf:Bending 1.300 F'bx * Load Duration Factor 1,555.93 psi Rb : (Le d / b ^2) ^.5 1.000 For Axial Stress Caics... Cf : Axial 1.100 • Axial X -X k Lu / d 30.00 Axial Y -Y k Lu / d 0.00 • 4 • Title : ~ 'I Job # Dsgnr: Date: 1:17PM, 17 JUN 04 Description : Scope: Rev: 580000 User: KW0602562, Ver 5.8.0, 1 Dec•2003 Timber Column Design Page 1 (c)1983.2003 ENERCALC Engineering Software 4111.ecw:Calculations 4 . Description floor bearing - d +s +l +w /2 General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined. Wood Section 2x6 Total Column Height 13.00 ft XX for Axial 13.00 ft Rectangular Column Load Duration Factor 1.15 Le YY for Axial 0.00 ft Column Depth 5.50 in Fc 1,350.00 psi Lu XX for Bending 0.00 ft Width 1.50 in Fb 900.00 psi Sawn E - Elastic Modulus 1,600 ksi Douglas Fir - Larch, No.2 L I__oads tt'urr..., wRV+s+^N+cmk+2ax^t. nmrramR rama!awx ,�.,Kn',+R =a �.n TM�izn.*�risW . 9x62"ax'ai'+,:a.n3s+m.�vr.., o <_ <aKr w.. 7^ae m_a..m�a -n .,e:xw-rm., ca*ka. Dead Load Live Load Short Term Load Axial Load 800.00 lbs 1,900.00 lbs 0.00 lbs Eccentricity 0.750in Applied Moment 0.00 in-# 0.00 in-# 2,535.00 in-# Max. Design Moment 600.00in -# 1,425.00in -# 2,535.00 in-# Summary Column Overstressed Using : 2x6, Width= 1.50in, Depth= 5.50in, Total Column Ht= 13.00ft DL +LL DL +LL +ST DL +ST fc : Compression 327.27 psi 327.27 psi 96.97 psi Fc : Allowable 536.08 psi 545.45 psi 545.45 psi fbx : Flexural 267.77 psi 602.98 psi 414.55 psi F'bx : Allowable 1,169.90 psi 1,345.37 psi 1,345.37 psi Interaction Value 0.6459 1.3527 0.3995 Stress Details Fc : X -X 536.08 psi For Bending Stress Calcs... Fc : Y -Y 1,485.00 psi Max k *Lu / d 50.00 F'c : Allowable 536.08 psi Actual k *Lu /d 21.54 F'c:Allow * Load Dur Factor 545.45 psi Min. Allow k *Lu / d 11.00 F'bx 1,169.90 psi Cf:Bending 1.300 F'bx * Load Duration Factor 1,345.37 psi Rb : (Le d / b ^2) ^.5 1.000 For Axial Stress Calcs... Cf : Axial 1.100 • Axial X -X k Lu / d 28.36 Axial Y -Y k Lu / d 0.00 • WS Title : i Job # Dsgnr: Date: 1:17PM, 17 JUN 04 Description : Scope: Rev: 580000 User: KW.0602562, Ver 5.8.0, 1 Dec.2003 Timber Column Design Page 1 (c)1983-2003 ENERCALC Engineering Software 4111.ecw:Calculations Description floor bearing - d +s +I C ode Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined. III General Information Wood Section 2x6 Total Column Height 13.00 ft Le XX for Axial 13.00 ft Rectangular Column Load Duration Factor 1.15 Le YY for Axial 0.00 ft Column Depth Fc 1,350.00 psi Lu XX for Bending 0.00 ft P 5.50 in P 9 Width 1.50 in Fb 900.00 psi Sawn E - Elastic Modulus 1,600 ksi Douglas Fir - Larch, No.2 Loads ti Dead Load Live Load Short Term Load Axial Load 800.00 lbs 1,900.00 lbs 0.00 lbs Eccentricity 0.750in • Summary i PI Column OK Using : 2x6, Width= 1.50in, Depth= 5.50in, Total Column Ht= 13.00ft DL +LL DL +LL +ST DL +ST fc : Compression 327.27 psi 327.27 psi 96.97 psi Fc : Allowable 536.08 psi 545.45 psi 545.45 psi fbx : Flexural 267.77 psi 267.77 psi 79.34 psi F'bx : Allowable 1,169.90 psi 1,345.37 psi 1,345.37 psi Interaction Value 0.6459 0.8008 0.1020 Stress Details Fc : X-X .__. � ....N..,. 536.08 psi ,.,.�.�- --- For Bending Stress Calcs... Fc : Y -Y 1,485.00 psi Max k *Lu / d 50.00 F'c : Allowable 536.08 psi Actual k *Lu /d 21.54 F'c:Allow • Load Dur Factor 545.45 psi Min. Allow k *Lu / d 11.00 F'bx 1,169.90 psi Cf:Bending 1.300 F'bx * Load Duration Factor 1,345.37 psi Rb : (Le d / b ^2) A.5 1.000 For Axial Stress Calcs... Cf : Axial 1.100 Axial X -X k Lu / d 28.36 Axial Y -Y k Lu / d 0.00 • W 6 Title : Job # Dsgnr: Date: 1:17PM, 17 JUN 04 Description : Scope: Rev: 580000 User: KW-0602562, Ver 5.8.0, 1 Dec•2003 Timber Column Design Page 1 (c)1983.2003 ENERCALC Engmeenng Software 4111 ecw Calculations Description roof bearing - d +s General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined. f •■ Wood Section 2x6 Total Column Height 13.75 ft Le XX for Axial 13.75 ft Rectangular Column Load Duration Factor 1.15 Le YY for Axial 0.00 ft Column Depth 5.50 in Fc 1,350.00 psi Lu XX for Bending 0.00 ft Width 1.50 in Fb 900.00 psi Sawn E - Elastic Modulus 1,600 ksi Douglas Fir - Larch, No.2 Loads J Dead Load Live Load Short Term Load Axial Load 240.00 lbs 500.00 lbs 0.00 lbs Eccentricity 0.750 in Summary Column OK Using : 2x6, Width= 1.50in, Depth= 5.50in, Total Column Ht= 13.75ft DL +LL DL +LL +ST DL +ST fc : Compression 89.70 psi 89.70 psi 29.09 psi Fc : Allowable 486.04 psi 493.27 psi 493.27 psi fbx : Flexural 73.39 psi 73.39 psi 23.80 psi F'bx: Allowable 1,169.90 psi 1,345.37 psi 1,345.37 psi • Interaction Value 0.0766 0.0986 0.0222 Stress Details Fc : X -X 486.04 psi For Bending Stress Calcs... Fc : Y -Y 1,485.00 psi Max k *Lu / d 50.00 F'c : Allowable 486.04 psi Actual k *Lu /d 21.54 F'c:Allow * Load Dur Factor 493.27 psi Min. Allow k *Lu / d 11.00 F'bx 1,169.90 psi Cf:Bending 1.300 F'bx * Load Duration Factor 1,345.37 psi Rb : (Le d / bA2) A .5 1.000 For Axial Stress Calcs... Cf : Axial 1.100 Axial X -X k Lu / d 30.00 Axial Y -Y k Lu / d 0.00 'w-1 Th Title : � 1 Job # Dsgnr: . Date: 1:13PM, 17 JUN 04 Description : Scope: Rev: 580000 P age 1 E User KW 0602562, Ver 5.8.0, 1 Dec •2003 General Timber Beam s (c)1983-2003 ENERCALC Engineering Software 4111 ecw Calculations Description wall adj to stairs sre��, �_�.�.,x.�.�.�...�..,.�,x.s.. - ..,�.� ��.<. , General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name MicroLam: 1.75x9.25 Center Span 26.00 ft Lu 0.00 ft Beam Width 1.750 in Left Cantilever ft Lu 0.00 ft • Beam Depth 9.250 in Right Cantilever ft Lu 0.00 ft Member Type Truss Joist - MacMillan, MicroLam 1.9 E Fb Base Allow 2,600.0 psi Load Dur. Factor 1.250 Fv Allow 285.0 psi Beam End Fixity Pin -Pin Fc Allow 750.0 psi E 1,900.0 ksi Summary Beam Design OK Span= 26.00ft, Beam Width = 1.750in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio o.000 : 1 Maximum Moment 0.0 k - ft Maximum Shear * 1.5 0.0 k Allowable 6.8 k Allowable 5.8 k Max. Positive Moment 0.00 k -ft at 26.000 ft Shear: @ Left 0.00 k Max. Negative Moment 0.00 k -ft at 26.000 ft @ Right 0.00 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.000 in Max. M allow 6.76 Reactions... @ Right 0.000 in fb 0.00 psi fv 0.00 psi Left DL 0.00 k Max 0.00 k Fb 3,250.00 psi Fv 356.25 psi Right DL 0.00 k Max 0.00 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection 0.000 in 0.000 in Deflection 0.000 in 0.000 in ...Location 26.000 ft 26.000 ft ...Length /Defl 0.0 0.0 ...Length /Defl 0.0 0.00 Right Cantilever... Camber ( using 1.5 * D.L. Defl) ... Deflection 0.000 in 0.000 in @ Center 0.000 in ...Length /Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs a Bending Analysis Ck 19.609 Le 0.000 ft Sxx 24.956 in3 Area 16.188 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Req'd Allowable fb @ Center 0.00 k -ft 0.00 in3 3,250.00 psi @ Left Support 0.00 k -ft 0.00 in3 3,250.00 psi @ Right Support 0.00 k -ft 0.00 in3 3,250.00 psi - Shear Analysis @ Left Support @ Right Support Design Shear 0.00 k 0.00 k Area Required 0.000 in2 0.000 in2 . Fv: Allowable 356.25 psi 356.25 psi Bearing @ Supports Max. Left Reaction 0.00 k Bearing Length Req'd 0.000 in Max. Right Reaction 0.00 k Bearing Length Req'd 0.000 in Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 0.00 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 • M1-o FF i OTI 01m. /5 /Ir -lo)2 ; it - Ge(e al Ft.VZ 20 x"Z -`TX 20 15,v1 �( = (a) -1o)L = 17,0 /2vvP O t_ 1 5 ( 5L= 2SL ) = 13.E Col .T2 \c iei� sPty = 47.1 e12(0 3.h 1 �'J C 'HU vocr.- 1 c.1 ) FLvZ 0 L = 2d � -61`,S.51 4 1 C - 73 - 5I_bJl Z r _ t .. 12.u3 2 11 - 1- ELAQ OL= 2 °o x r-2 _ 9.6 3 6 OL = 15 x C ) = 5 �tiLe '\ ( rI ?-4 0 I / (?� -- - 6 " f�7 • TM RIPPEY I� BY DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO [ I I I Tigard, Oregon 97223 SHEET OF �/ Phone (503) 443 -3900 . • I uTI;K.IoyZ. CANT- FTU - GK-∎17 c'J i2Ex 0 L = 15 27 - 4 5L " I ILL = Zox2 - 1 = - 75.0 = l 6 3 - 7Z(0 UJ l d Ve P c( = �w / � 2`76 2_ ' CJ�IT XT, &oiJ _ - 1 2010(l I`F4a Cb 4 � ,$) i20o � l A" l5 X IS - 2"L� I e� = 3SJD Ib,S 15 3�5' b = 13,x" F�� b = 2. 420 164" k : b 10,2 (IJ ") LL = '70 6 5 105 yZ.2 1 A)? YJ L ; ao t-bs) ,3D' s ) 440 35 to q" I I TO FAA-t-1 l NC, 1200c �v1Q b5 Per ( 440 o It• 1 E L W� c�k� r-%1 d = 6wil. - 65 = I , I Io ) � b lra- Rii PE i BY DATE 1 \ Y / . I L CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO u ( I I Tigard, Oregon 97223 SHEET Z OF Phone (503) 443 -3900 1N+0 - aornkoti � - Rao F 3 I IS ..��' o 7,9,15 13' -a' = f 3,'L ((c :15 + 3 ( )(1(,33 ) R = H53. o a 84,4 l 1 E 1 K TM RIPPEY �.'(�G - BY DATE YYYY CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO 4 I Tigard, Oregon 97223 • SHEET ! of 1 Phone (503) 443 -3900 • - �l 2 ,5 C. b ( , ) W O .1 Z 1. c.)o Wes. U > W 2 - (301'JD)(3G.1) 4- 3 ( 2 � 3� = 4,2 PsF \ Ty a 1 f.1 \ 6 F 48( +- 24(6„2s)C6, + 4 o( 3k 1S) lq (15 20 200F = 42.2,.3 Pl,F (low s.` c�e) S ;de� Po vz tn.d [4 o ( II) + /C 5,53 ot�d(2.2 21j1' +2 1 F.. [ i I 245,1 't 1 3 I -.•=. 4 Co C 11\il TM RIPPEY BY DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO Tigard, Oregon 97223 SHEET L 2 OF Phone (503) 443 -3900 \2Ai,)LV. 0 12cc -nacJ - V na.-T 0 V- wL X 1 1L wL k >Z (12 +5)(g2tz) t1'oC�Z3�:81> _ X34.32 x2. ,5 3‘,R3,7 (24.5-1- 1o)(42(2) (41, -1 5 il 2 S) = 222.8 X 11 7. 0 = 2491.0 - — -- 351,12 1o5R0 / - 3aa P LC \/2 It? % ItS /78 2 4 11 PI.1" WPM. T`12 1./ -J - tgv et- 6112.■e V Vabove 'J irtr U):A ILL I 12.01 — oI ?sr - ^•4M 10e I' e4 R 4 12O( _ 12, 0( 23 0,522 { 2nd I 9.�1 Iz.�l 1G•q$ 75'" 9,--6 ?- 9`;(2 )10 e= 379e b� • ' 1 3,co 6 1.42 — cc, <IQ- 31 0.309 V g 2_ 1•�►5 (1,01 13.4 23 O.s, .5 10 e 3 ; 3 /4e 2.4 (i6s9 \1`fZIZ ) 1 I lEAK TM RIPPEY BY DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 SOB NO 1 it l Tigard, Oregon 97223 • Phone (503) 443 -3900 SHEET L�j OF LoVG., D l��czto� vr. el�r. - I.FvE` I� L R. 021 -1 59CZ)Ca = 115.02 1 3���• r (3d,$)(11('L) Jr 54 C = 1 ,cl q x 25$CO3 E314.o C575O � = 3`1,co>3 V = 20,1' ' Sd - • 30� W /Nn J = �, 6 1 /54 = .3(-1 Dls- -tua.v -R0A.i Lever. 40e.vo V Valve V v \FCk I we s? e 1l R- A 10.3(0 - ,(.9, 2c2 ©, 5 - 1 o I !Od e`3 166k el, b 0 ' - ,. 3( .� O , �Z 1 I V G L.Co C-(. A 6.,40 18.21 -w 0 942- 1(2)IQ.F 3 3 /4 els. 2.. C 6,4f 10, r5:% •( o.S 1 3 IOOeZ7 3 t e 1 -4 • Q : 2 - t (,3 .) _ .17 p = 1. , \)-1 /y 1 TM RIPPEY BY DATE 1 CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO Tigard, Oregon 97223 Phone (503) 443 -3900 SHEET L4 OF v zg Y 1 \ ' b' , 3 4 '%�„ ) ■ I \ { r„-K\ I \r„„4 = 43''- 'j` fi X Crlr•) � T \J' g: 2:2.. g e co - '/c. (G, v, bloc-i•-----) G '--- 1 -`r'gr24°f\C \AA2 g•e- &itZ e .: f Y of - � _ C (r3— 1 l: 2 ",4 tYalASV. 312,( .*- 1i6Z \194''1/4 , 1191 1 t 1M K TM RIPPEY BY DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO 41 1 I Tigard, Oregon 97223 SHEET L - OF Phone (503) 443 -3900 i 2- A - Cc ,z , 10 ^— -s 1 r-I ) eve F 0L ■Zx 15 = 1 aJ tPI-F 40,3(oK r ----; - �-< i co„ s " . - 1 I , I 2 1 1 -.F1r O1_. - igxj'5 010 ' I \ \ i \ �, a l i 13 / 3 II •33 - 1 ' iLo 7' 11,33 3' 5l` j 70 -- 1.."=?- 4 re. -bp -,,,,Q_0 vrs = ti0,ro x 5,315 = 1.02 tea P1E12 -- T � nk-- t i. ��,SC� ��1f PI_ -loo (8< (0 {- to (� nQ 2 -4 5.3 ,(o = 224 • a T - Vr 41- t ISOZ - Sq Cm) Z T\A = - 6:1" - -- . r(sr14 . 1 M TM RIPPEY BY DATE YY C ONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO 4 I I I Tigard, Oregon 97223 I- (0 OF Phone (503) 443 -3900 SHEET . I JJ a pi — Dl- = 1 Co (q,v6) +-10 (3,SKco ., +- 5.I>c q,IL.. - 2415 ?* T = r C1,1-) -, et- = 255 K - f>rt5; l 1 --.1 . (go (z- E_ 2 A=F (s (-La - Te. w r = 12.,0-1-(s,q 154) = 1,17(o -r.Jc ?)> + 4,-154 ►,3�� �� ��{2 uL - ,4W (g,c21) + iu (_C,,cr x S,G1 +3x9 0 = ‘.S1 Tt;,G . 11-( 6 i.l) - 4,15 tt,3e - ,a a L , 12,(0s Z "TA= i,3$k kif -- -rOQ8 -SCI I Ti, 7)1- TAo‘. - �,ioK ( "d A r3 1L1T' -o�1.e .— t)k..= .azw (4,1c -) +JO ((„9 X9',1e +3 Sxq, I : 4 1,8(• T= \I (q,J) t255 — , 04 = c ,g0 Hro q a, 1M TM RIPPEY 1,x(1 BY DATE C ONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO Tigard, Oregon 97223 Phone (503) 443 -3900 SHEET 1-4 OF c oo , 0 4 C. `—°> Z, � ' C CS 1S 9 TM RIPPEY BY DATE CONSULTING ENGINEERS ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO Tigard, Oregon 97223 0 Phone (503) 443 -3900 SHEET LO of Gi'2.\'o (_ - i- (oo?- .712)4(2= l44 1� 3c� % > —- -- - — - �.. I i 12 s�3 f,i g / > r - - -- - — - -- r - — ll 15,3 7,33 G�Ne `to — Tv) 0:109 t P 01 _ !q 4 CS,s> + lo ve;s0 - .910E = I,s� 1 (z)cs■ 0•81 (J)cs 1MK TM RIPPEY BY DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 _ JOB NO • Tigard, Oregon 97223 - SHEET 1-- OF Phone (503) 443 -3900 NTSe_(oe ?t r - P L = 1 }e-{ 0i ('3x 4.� 'b+ 3,ce1 5 \�T Ft,k.. � ,�o (5,5) f 2. °vZ ,51'2 Tw.* 5r'J t 1 , S6 - ,6 T ( =3,1I j T 3,�I - ►,5�a _ 3,olc INT. 1° l elR - dt_. 'i-010 (3,9x9.53+ 3,61 ); 9.1) = j.a'b T�Q Eq.) -. - ( r ■ito or LS r H °v lEAK TM RIPPEY BY DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO Tigard, Oregon 97223 Phone (503) 443 -3900 SHEET 00 OF 67-- Q 1 J -t.. l 1. i; 53' I` \ r — / I L 1 I I I' lo• 4i 3 42` r W Pn� — v o„, €_ , 2 -.2 7„,9j, -v , - 1_ - }- ,52 - ,9110(2 )(11.,0 - 1 4k�� ll,Ll, l'L •i2X`O -:- . 3R 1 • h • 2"`- 1s. I _ , r( ) \ - 00 — , (bxi -1. i)+ l --x4 : \Q . \r \< - 1iol(D A. add. ir) mow 6, .1 K -I (-4-oQ z • 1 1 w Ps'Ll- .t06. }02'" -` T,*= (CO.) - ,9C(10)(5,st6b -i)] r Z,gEK Ms - 2' 'o , ci , -1,,- .7•r (04 -1--7 - 1 ((o)(S.s = 48',51 -a 0-ocz� • I h(j TM RIPPEY BY DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 SOB NO Tigard, Oregon 97223 SHEET 1. of Phone (503) 443 -3900 2.i ?C Az ► vim - \I - .gCiu (1 x16.6 -1 17 IC, ,(> I C I4x3 s 31z' j risr� �8 r = 2,1 Ic MSfl 4 ?� 2 ��. =�C�� +3,zZ - .gt1o(,3x�o,5� Z7? (.113.$) = 5�+4 " -> 1- •n j. EU ova r 1 * r (9) t2Zc, — ,1(i9.xlx1 _ 8,\40 > 1-10QB • 11 TM RIPPEY BY DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO Tigard, Oregon 97223 Phone (503) 443 -3900 SHEET OF • w eK _ Cif) 4 (,Ioxc,..Sxl3) = 3, to -4 pH-6z I— 1Zv11� C.sLZ) — — \ / L q1 R I I � 4 9 I5 , I 4 , g 4 (q) I ,cam I — . + (7_0 4 = S I q t-19rt 6, o 2wc( • kL \f t s,\q —,9[(r v x q hi ; S.16 -3 ►.vel04. P\c-a; lam \r(1) —..q (IoX7 S�lcn.c, � lD = - 3 , Sl lc 1 2, DIY ', ,k (g) t 3,s1 —.q ( tOCTS XV? 4 4 - 7cq-,S) = —1. 4 TM RIPPEY BY DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO Tigard, Oregon 97223 SHEET L/3 OF Phone (503) 443 -3900 WALL ALLOW, 16d SILL 5/8 A.B. 3/4 A.B. NAILING SHEAR NAILING SPACING SPACING (lbs. /ft.) (inches) (feet) (feet) 10d @ 6" 310 (6") 7.3 42.9 (48) 56.2 10d @ 4" 460 C4) 4.9 28.9 (32) 37.9 10d @ 3" 600 (�) 3.8 22.1 (29 ) 29.1 16d NAIL CAPACITY = 141 X 1.33 = 188 5/8" A.B. 1107 3/4" A.B. 1453 Wall nailing values based on 15/32" plywood or osb sheathing LIB 4. • t pG . 2 - 1(2-cx.7 ofP t L= l 5 1 �s� St_ =Z5 =24' \ 4u -�T /_( P�r✓q/ls - —D Gt_ S'I >'> LSZ.01_- I " SV \opvr+ 2 - i<. (t Q,, 3 2 ' 2,D 24- 8.0c. -� 5 r*I TM I2IPPEY BY f-- r DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO 411 Tigard, Oregon 97223 SHEET 7 -P - ( OF Phone (503) 443 -3900 Title : Job # Dsgnr: Date: 1:17PM, 17 JUN 04 Description : Scope: Rev: 580000 User: KW%0602562, Ver 5.8.0, 1-Dec -2003 General Timber Beam Page 1 t (c)1983.2003 ENERCALC Engineering Software 4111.ecw:Calculations Description roof beam - Bldg 2 ,.Rt.�_ General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 5.125x18 Center Span 21.00 ft Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft Lu 0.00 ft Beam Depth 18.000 in Right Cantilever ft Lu 0.00 ft Member Type GluLam Fb Base Allow 2,400.0 psi Load Dur. Factor 1.150 Fv Allow 165.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi E 1,800.0 ksi LFull Length Uniform Loads 4e.ti Center DL 360.00 #/ft LL 600.00 #/ft . Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary ti Beam Design OK Span= 21.00ft, Beam Width = 5.125in x Depth = 18.in, Ends are Pin -Pin Max Stress Ratio 0.866 : 1 Maximum Moment 52.9 k -ft Maximum Shear * 1.5 13.1 k Allowable 61.1 k -ft Allowable 17.5 k Max. Positive Moment 52.92 k -ft at 10.500 ft Shear: @ Left 10.08 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 10.08 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.527 in Max. M allow 61.12 Reactions... @ Right 0.000 in fb 2,294.63 psi fv 141.61 psi Left DL 3.78 k Max 10.08 k Fb 2,650.33 psi Fv 189.75 psi Right DL 3.78 k Max 10.08 k Deflections r Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.351 in -0.937 in Deflection 0.000 in 0.000 in ...Location 10.500 ft 10.500 ft ...Length /Defl 0.0 0.0 ...Length/Defl 717.2 268.96 Right Cantilever... Camber ( using 1.5' D.L. Defl) ... Deflection 0.000 in 0.000 in @ Center 0.527 in ...Length /Deft 0.0 0.0 @ Left 0.000 in © Right 0.000 in - Stress Calcs a Bending Analysis Ck 20.711 Le 0.000 ft Sxx 276.750 in3 Area 92.250 in2 - Cv 0.960 Rb 0.000 CI ####.### Max Moment Sxx Req'd Allowable fb @ Center 52.92 k -ft 239.61 in3 2,650.33 psi @ Left Support 0.00 k -ft 0.00 in3 2,650.33 psi @ Right Support 0.00 k -ft 0.00 in3 2,650.33 psi Shear Analysis @ Left Support © Right Support Design Shear 13.06 k 13.06 k Area Required 68.847 in2 68.847 in2 Fv: Allowable 189.75 psi 189.75 psi Bearing @ Supports Max. Left Reaction 10.08 k Bearing Length Req'd 3.147 in Max. Right Reaction 10.08 k Bearing Length Req'd 3.147 in Z R-2 ) Title : Job # Dsgnr: Date: 1:17PM, 17 JUN 04 Description : Scope: Rev: 580000 User: KW-0602562, Ver 5.8.0, 1 Dec 2003 General Timber Beam Page 1 >H (c)1983.2003 ENERCALC Engineering Software 4111.ecw:Calculations Description carrying roof beam - Bldg2 General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 5.125x13.5 Center Span 10.00 ft Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft Lu 0.00 ft Beam Depth 13.500 in Right Cantilever ft Lu 0.00 ft Member Type GluLam Fb Base Allow 2,400.0 psi Load Dur. Factor 1.150 Fv Allow 165.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi E 1,800.0 ksi Point Loads Dead Load 3,780.0 lbs lbs lbs lbs Ibs lbs lbs Live Load 6,300.0 lbs lbs lbs lbs lbs lbs lbs ...distance 2.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary Beam Design OK Span= 10.00ft, Beam Width = 5.125in x Depth = 13.5in, Ends are Pin - Pin Max Stress Ratio 0921 : 1 Maximum Moment 16.1 k - ft Maximum Shear * 1.5 12.1 k Allowable 35.8 k - ft Allowable 13.1 k Max. Positive Moment 16.13 k -ft at 2.000 ft Shear: @ Left 8.06 k Max. Negative Moment 0.00 k -ft at 10.000 ft @ Right 2.02 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.063 in Max. M allow 35.80 @ Right 0.000 in Reactions... fb 1,243.23 psi fv 174.83 psi Left DL 3.02 k Max 8.06 k Fb 2,760.00 psi Fv 189.75 psi Right DL 0.76 k Max 2.02 k Deflections x Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.042 in -0.111 in Deflection 0.000 in 0.000 in ...Location 4.360 ft 4.360 ft ...Length /Defl 0.0 0.0 ...Length /Defl 2,879.5 1,079.79 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.063 in ...Length /Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs 1 Bending Analysis Ck 20.711 Le 0.000 ft Sxx 155.672 in3 Area 69.188 in2 Cv 1.000 Rb 0.000 CI 8064.000 Max Moment Sxx Reo'd Allowable fb @ Center 16.13 k -ft 70.12 in3 2,760.00 psi @ Left Support 0.00 k -ft 0.00 in3 2,760.00 psi @ Right Support 0.00 k -ft 0.00 in3 2,760.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 12.10 k 3.02 k Area Required 63.747 in2 15.937 in2 Fv: Allowable 189.75 psi 189.75 psi Bearing @ Supports Max. Left Reaction 8.06 k Bearing Length Req'd 2.518 in Max. Right Reaction - 2.02 k Bearing Length Req'd 0.629 in Title : Job # Dsgnr: Date: 1:17PM, 17 JUN 04 Description : Scope: Rev: 580000 User: KW.0602562, Ver 5.8.0, 1.Dec 2003 General Timber Beam Pa ge 2 (c)1983.2003 ENERCALC Engineering Software 4111.ecw:Calculations Description carrying roof beam - BIdg2 Query Values M V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 8.06 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 • Title : Job # Dsgnr: Date: 1:17PM, 17 JUN 04 Description : Scope: Page 1 Rev: User: Kw-06 02562. Ver 5.8.0, 1 Dec•2003 General Timber Beam (c)1983.2003 ENERCALC Engineering Software 4111.ecw:Calculations Description roof header -Bldg 2 General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 5.125x12 Center Span 15.50 ft Lu 0.00 ft N Beam Width 5.125 in Left Cantilever ft Lu 0.00 ft Beam Depth 12.000 in Right Cantilever ft Lu 0.00 ft Member Type GluLam Fb Base Allow 2,400.0 psi Load Dur. Factor 1.150 Fv Allow 165.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi E 1,800.0 ksi Full Length Uniform Loads Center DL 180.00 #/ft LL 300.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span= 15.50ft, Beam Width = 5.125in x Depth = 12.in, Ends are Pin -Pin Max Stress Ratio 0.510 : 1 Maximum Moment 14.4 k -ft Maximum Shear * 1.5 4.9 k Allowable 28.3 k -ft Allowable 11.7 k Max. Positive Moment 14.41 k -ft at 7.750 ft Shear: @ Left 3.72 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 3.72 k Max @ Left Support 0.00 k -ft Camber: © Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.264 in Max. M allow 28.29 Reactions... @ Right 0.000 in fb 1,406.34 psi fv 79.12 psi Left DL 1.39 k Max 3.72 k Fb 2,760.00 psi Fv 189.75 psi Right DL 1.39 k Max 3.72 k Deflections e, Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.176 in -0.469 in Deflection 0.000 in 0.000 in ...Location 7.750 ft 7.750 ft ...Length /Defl 0.0 0.0 ...Length /Defl 1,057.0 396.37 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.264 in ...Length /Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 20.711 Le 0.000 ft Sxx 123.000 in3 Area 61.500 in2 • Cv 1.000 Rb 0.000 CI 3719.999 Max Moment Sxx Req'd Allowable fb @ Center 14.41 k -ft 62.67 in3 2,760.00 psi @ Left Support 0.00 k -ft 0.00 in3 2,760.00 psi @ Right Support 0.00 k -ft 0.00 in3 2,760.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 4.87 k 4.87 k Area Required 25.643 in2 25.643 in2 Fv: Allowable 189.75 psi 189.75 psi Bearing @ Supports Max. Left Reaction 3.72 k Bearing Length Req'd 1.161 in Max. Right Reaction 3.72 k Bearing Length Req'd 1.161 in Title : Job # Dsgnr: Date: 1:17PM, 17 JUN 04 Description : Scope: Rev: 580000 User: KW-0602562 Ver 5.80, 1 Dec •2003 General Timber Beam Page 2 (c)1983-2003 ENERCALC Engineering Software 4111 ecw Calculations Description roof header -Bldg 2 Query Values _ _ M, V ,B D @Specified Locations ...w - � - Moment .e >. A4 ys Shear . Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 3.72 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 2P-t° lZPs1-1 t kl C, 1 = std cO\STS L Ito T1W e \ (� ""�c 13A( -t5 — L-- Z► 1.x,2= 1-1?°( LL=SZa tr24) = 1 0 C c , 3 /¢ X 2 5' 12 p,35 F 12v l e „ L= 9 5 ' LI yZ , -cam °lo Lt-= lto0”? 1 9 s c 1 L -b s'ISP<IC Gx�'� n c C 1012 - G,2 Ll.l4� l l k 2, W , O(- 1 0 i x Co t1- bn,(�I r: wc,r 2/ LL 10 E , 6 r ° ) Ilk DI) 1: � `� G L s' f 2- 4 t`; \-\ J S�rS l�x It TM RIPPEY -1 2 BY DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO ' I I 1 Tigard, Oregon 97223 Phone (503) 443 -3900 SHEET 2,e 1 OF ct,2 t5r51 - D sv'PPVrLT Ni T. t r— aos - 40X 5'X I4 = 2 s-o �C b 1 ; s ,- 10 91 =31 -I- i io's �- s'!g,12-. - I,gt Ic.2` 7,o A 02 ('p 1,0 (� LL = , lob L I.OZ GP�tZ L k.)4 (L -) CL 2°vx �,5 = Zi0 ; 70 X7.5 s25 <0 , Lai ALL 5,281 K TM RIPPEY BY DATE Y CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO Tigard, Oregon 97223 r Phone (503) 443 -3900 SHEET2L OF ∎46 a s.; 1ai,-,J �-\ — w DL _ 2 d x 14 = Sc r2, Li_ --- 0°xX 1 = i4" rz =t.Sg e..-avey i ,,,..6 ■pv¢a.vvl -- b (I S 11 5,n, C t, d,ti t LL__ ----7 c.) L., 6 7 ..*:: 4 1 - 1 � C t . 5 1 15- ?01Z A111. =.52 7 --Q15 - S3 b LL 90 = 07/4 1M K TM RIPPEY BY DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO Tigard, Oregon 97223 n � Q Phone (503) 443 -3900 SHEET /X:1_ OF C i?ooF 40 goZ P 1 .1 = : 2,q0 , 6 J211.0v0 c i --6 TS tL)X5 /1(, 30 tsT , 1\ V•t-e- .4)-N v 1q ?UP ) (L s Loco - r e = 2 21 k- IOC I- (2 b k SZ + 1.4)) -A 5 ) = Q, cA m etx 4 11 TM RIPPEY BY DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO Tigard, Oregon 97223 sHEETZ� OF Phone (503) 443 -3900 T i4� 2nd floor joist Weyerhaeusa TJ -6eam (TM) 6.10 Serial Nu 3O19 11 7/8" TJ 10/L65 @ 16" o/c User: 2 6/8/04 2:08:55 PM Page 1 Engine Version: 1.10.3 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED r , e 10' Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Office Bldgs - Offices (psf): 50.0 Live at 100 % duration, 28.0 Dead, 20.0 Partition SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live /Dead /Uplift/Total 1 Stud wall 3.50" 2.25" 333/320 /0/653 End, Rim 1 Ply 1 1/4" x 11 7/8" 0.8E TJ- Strand Rim Board® 2 Stud wall 3.50" 2.25" 333 / 320 / 0 / 653 End, Rim 1 Ply 1 1/4" x 11 7/8" 0.8E TJ- Strand Rim Board® DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 1000 1000 1925 Passed (52 %) Rt. end Span 1 under Safe loading Vertical Reaction (Ibs) 995 995 1539 Passed (65 %) Bearing 2 under Safe loading Moment (Ft -Lbs) 1500 1500 6750 Passed (22 %) MID Span 1 under Floor loading Live Load Defl (in) 0.036 0.240 Passed (U999 +) MID Span 1 under Floor loading Total Load Defl (in) 0.070 0.479 Passed (11999 +) MID Span 1 under Floor loading TJPro 64 30 Passed Span 1 - Deflection Criteria: STANDARD(LL:U480,TL:U240). - Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -2000 Ibs concentrated load requirements for standard non - residential floors have been considered for reaction and shear. TJ - Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32" Panels (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.85 ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Custom product listed above. PROJECT INFORMATION: OPERATOR INFORMATION: Beveland Ralph Turnbaugh TM Rippey Consulting Engineers 7650 SE Beveland St Suite 100 Tigard, OR 97223 Phone : 503-443-3900 Fax : 503-443-3700 rturnbaugh@trnrippey.com Copyright ° 2003 by Trus Joist, a Weyerhaeuser Business TJI° and TJ -Beam° are registered trademarks of True Joist. e -I Joist ",Pro'" and TJ -Pro'" are trademarks of True Joist. Title : Job # Dsgnr: Date: 1:17PM, 17 JUN 04 Description : Scope: Rev: 580000 User: KW0602562, Ver 5.8.0, 1 Dec•2003 General Timber Beam Page 1 (c)1983.2003 ENERCALC Engineering Software 4111.ecw:Calculations Description floor beam -Bldg2 General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined i " Section Name 6.75x25.5 Center Span 21.00 ft Lu 0.00 ft Beam Width 6.750 in Left Cantilever ft Lu 0.00 ft Beam Depth 25.500 in Right Cantilever ft Lu 0.00 ft Member Type GluLam Fb Base Allow 2,400.0 psi Load Dur. Factor 1.000 Fv Allow 165.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi E 1,800.0 ksi Full Length Uniform Loads Center DL 672.00 #/ft LL 1,344.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft 0 Summary Beam Design OK Span= 21.00ft, Beam Width = 6.750in x Depth = 25.5in, Ends are Pin -Pin Max Stress Ratio 0894 : 1 Maximum Moment 111.1 k -ft Maximum Shear * 1.5 25.4 k Allowable 132.0 k -ft Allowable 28.4 k Max. Positive Moment 111.13 k -ft at 10.500 ft Shear: @ Left 21.17 k Max. Negative Moment 0.00 k -ft at 21.000 ft @ Right 21.17 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft - @ Center 0.263 in Max. M allow 132.00 Reactions... @ Right 0.000 in fb 1,823.00 psi fv 147.58 psi Left DL 7.06 k Max 21.17 k Fb 2,165.28 psi Fv 165.00 psi Right DL 7.06 k Max 21.17 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead'Load Total Load Deflection -0.175 in -0.525 in Deflection 0.000 in 0.000 in ...Location 10.500 ft 10.500 ft ...Length /Defl • 0.0 0.0 ...Length /Defl 1,438.8 479.60 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.263 in ...Length /Defl 0.0 0.0 @ Left 0.000 in © Right 0.000 in - - Stress Calcs ry . Bending Analysis Ck 22.210 Le 0.000 ft Sxx 731.531 in3 Area 172.125 in2 - Cv 0.902 Rb 0.000 CI ####.### Max Moment Sxx Req'd Allowable fb - @ Center 111.13 k -ft 615.89 in3 2,165.28 psi @ Left Support 0.00 k -ft 0.00 in3 2,165.28 psi @ Right Support 0.00 k -ft 0.00 in3 2,165.28 psi Shear Analysis @ Left Support @ Right Support Design Shear 25.40 k 25.40 k Area Required 153.949 in2 153.949 in2 Fv: Allowable 165.00 psi 165.00 psi Bearing @ Supports Max. Left Reaction 21.17 k Bearing Length Req'd 5.018 in . Max. Right Reaction 21.17 k Bearing Length Req'd 5.018 in . 2F� Title : Job # Dsgnr: Date: 1:17PM, 17 JUN 04 Description : Scope: Rev: 580000 tl User: KW 0602562, Ver 5.8.0, 1 Dec 2003 General Timber Beam Page 2 (c)1983.2003 ENERCALC Engineering Software 4111.ecw Calculations Description floor beam -BIdg2 Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 21.17 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 • • • 2F • r ^ Title : ^) Job # Dsgnr: Date: 1:17PM, 17 JUN 04 Description : Scope: Rev: 580000 Page 1 User: KW0602562, Ver 5.8.0, 1. Dec -2003 General Timber Beam (c)1983.2003 ENERCALC Engineering Software 4111 ecw Calculations ;' Description floor beam -Bldg2, L =9.5' General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined f. Section Name 5.125x15 Center Span 9.50 ft Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft Lu 0.00 ft Beam Depth 15.000 in Right Cantilever ft Lu 0.00 ft Member Type GluLam - Fb Base Allow 2,400.0 psi Load Dur. Factor 1.000 Fv Allow 165.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi E 1,800.0 ksi Full Length Uniform Loads U Center DL 672.00 #/ft LL 1,608.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL : #/ft Summary Beam Design OK Span= 9.50ft, Beam Width = 5.125in x Depth = 15.in, Ends are Pin -Pin Max Stress Ratio 0.953 : 1 Maximum Moment 25.7 k -ft Maximum Shear *1.5 12.1 k Allowable 38.4 k -ft Allowable 12.7 k Max. Positive Moment 25.72 k -ft at 4.750 ft Shear: @ Left 10.83 k Max. Negative Moment 0.00 k -ft at 9.500 ft @ Right 10.83 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.071 in Max. M allow • 38.44 Reactions... @ Right 0.000 in fb 1,606.01 psi fv 157.22 psi Left DL 3.19 k Max 10.83 k Fb 2,400.00 psi Fv 165.00 psi Right DL 3.19 k Max 10.83 k Deflections € Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.047 in -0.161 in Deflection 0.000 in 0.000 in ...Location 4.750 ft 4.750 ft ...Length /Defl 0.0 0.0 ...Length /Defl 2,401.8 707.89 Right Cantilever... Camber ( using 1.5 * D.L. Deft ) ... Deflection 0.000 in 0.000 in @ Center 0.071 in ...Length /Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in • Stress Calcs 1' Bending Analysis Ck 22.210 Le 0.000 ft Sxx 192.188 in3 Area 76.875 in2 - Cv 1.000 Rb 0.000 CI ### #.### Max Moment Sxx Req'd Allowable fb @ Center 25.72 k -ft 128.61 in3 2,400.00 psi @ Left Support 0.00 k -ft 0.00 in3 2,400.00 psi @ Right Support 0.00 k -ft 0.00 in3 2,400.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 12.09 k 12.09 k Area Required 73.250 in2 73.250 in2 Fv: Allowable 165.00 psi 165.00 psi Bearing @ Supports Max. Left Reaction 10.83 k Bearing Length Req'd 3.381 in Max. Right Reaction 10.83 k Bearing Length Req'd 3.381 in . if Title : Job # Dsgnr: Date: 1:17PM, 17 JUN 04 Description : Scope: Rev: 580000 User: KW.0602562, Ver 5.8.0, 1 Dec -2003 General Timber Beam Page 2 (c)1983-2003 ENERCALC Engineering Software 4111.ecw:Calculations Description floor beam - BIdg2, L =9.5' Query Values • M V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 10.83 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 • • Zl= 9 Title : Job # Dsgnr: Date: 1:17PM, 17 JUN 04 Description : Scope: Rev: 580000 Page 1 User: KW-0602562, Ver 5.8.0, 1- Dec•2003 General Timber Beam (c)1983�2003 ENERCALC Engineering Software 4111.ecw:Calculations Description carrying floor beam -Bldg2 General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 5.125x24 Center Span 10.00 ft Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft Lu 0.00 ft Beam Depth 24.000 in Right Cantilever ft Lu 0.00 ft Member Type GluLam Fb Base Allow 2,400.0 psi Load Dur. Factor 1.000 Fv Allow 190.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi E 1,800.0 ksi Full Length Uniform Loads Center DL 79.00 #/ft LL 47.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Point Loads 4 Dead Load 7,060.0 lbs Ibs lbs lbs lbs lbs lbs Live Load 14,110.0 lbs lbs lbs lbs lbs lbs lbs ...distance 2.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft iP Summary g Beam Design OK Span= 10.00ft, Beam Width = 5.125in x Depth = 24.in, Ends are Pin -Pin Max Stress Ratio 0.354 : 1 Maximum Moment 34.9 k - ft Maximum Shear * 1.5 6.9 k Allowable 98.4 k - ft Allowable 23.4 k Max. Positive Moment 34.88 k -ft at 2.000 ft Shear: @ Left 17.57 k Max. Negative Moment 0.00 k -ft at 10.000 ft @ Right 4.86 k Max @ Left Support 0.00 k -ft Camber: © Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.023 in Max. M allow 98.40 @ Right 0.000 in Reactions... fb 850.73 psi fv 56.24 psi Left DL 6.04 k Max 17.57 k Fb 2,400.00 psi Fv 190.00 psi Right DL 1.81 k Max 4.86 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.015 in -0.044 in Deflection 0.000 in 0.000 in ...Location 4.400 ft 4.400 ft ...Length /Defl 0.0 0.0 ...Length /Defl 7,744.4 2,717.63 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.023 in ...Length /Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in 2FI° Title : 1 Job # Dsgnr: Date: 1:17PM, 17 JUN 04 Description : Scope: Rev: 580000 User: KW- 0602562, Ver 5.8.0, 1-Dec-2003 General Timber Beam Page 2 (c)1983-2003 ENERCALC Engineering Software 4111 ecw:Calculations Description carrying floor beam -BIdg2 Stress Calcs • Bending Analysis Ck 22.210 Le 0.000 ft Sxx 492.000 in3 Area 123.000 in2 Cv 1.000 Rb 0.000 CI ####.### Max Moment Sxx Req'd Allowable fb @ Center 34.88 k -ft 174.40 in3 2,400.00 psi @ Left Support 0.00 k -ft 0.00 in3 2,400.00 psi @ Right Support 0.00 k -ft 0.00 in3 2,400.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 5.78 k 6.92 k Area Required 30.442 in2 36.411 in2 Fv: Allowable 190.00 psi 190.00 psi Bearing @ Supports Max. Left Reaction 17.57 k Bearing Length Req'd 5.484 in Max. Right Reaction 4.86 k Bearing Length Req'd 1.519 in Query Values n ,.,, �-�x� a�.wM..�..n� a_.��, he.�,. .,.�u,. �...�..�r �, _ ,..���,�,�.�� :�..., ,�: <, , o a�..�� ...� ,.,�•�� �.N�.,,�,.��,� Aau� -.� �. «. �.- ��- .�,..� W��.,� ,�.�,.e,�n..,�. ��.� M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 17.57 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 • 2 I) • Title : ) Job # Dsgnr: Date: 1:17PM, 17 JUN 04 Description : Scope: Rev: 580000 1 User: KW- 0602562, Ver 5.8.0, 1 Dec 2003 General Timber Beam Page 1 (c)1983-2003 ENERCALC Engineering Software 4111.ecw Calculations i Description carrying beam at header adj to stair-Bldg2 General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined • Section Name 5.125x18 Center Span 24.00 ft Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft Lu 0.00 ft Beam Depth 18.000 in Right Cantilever ft Lu 0.00 ft Member Type GluLam Fb Base Allow 2,400.0 psi Load Dur. Factor 1.000 Fv Allow 165.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi E 1,800.0 ksi Full Length Uniform Loads Center DL 19.00 #/ft LL 47.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Point Loads Dead Load 1,180.0 lbs lbs lbs lbs lbs lbs lbs Live Load 4,200.0 lbs lbs lbs lbs lbs lbs lbs ...distance 6.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0 Summary Beam Design OK Span= 24.00ft, Beam Width = 5.125in x Depth = 18.in, Ends are Pin -Pin Max Stress Ratio 0.529 : 1 Maximum Moment 27.7 k -ft Maximum Shear * 1.5 7.1 k Allowable 52.4 k -ft Allowable 15.2 k Max. Positive Moment 27.73 k -ft at 6.048 ft Shear: @ Left 4.83 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 2.14 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.184 in Max. M allow 52.45 Reactions... @ Right 0.000 in fb . 1,202.31 psi N 76.94 psi Left DL 1.11 k Max 4.83 k Fb 2,274.07 psi Fv 165.00 psi Right DL 0.52 k Max 2.14 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.123 in -0.526 in Deflection 0.000 in 0.000 in ...Location 10.944 ft 10.848 ft - ...Length /Defl 0.0 0.0 ...Length /Defl 2,345.9 547.82 Right Cantilever... Camber ( using 1.5 * D.L. Defl) ... Deflection 0.000 in 0.000 in @ Center 0.184 in ...Length /Defl 0.0 0.0 @ Left 0.000 in . © Right 0.000 in al Title : ' ' Job # Dsgnr: Date: 1:17PM, 17 JUN 04 Description : Scope: Rev: 580000 Page 2 r User KW 0602562, Ver 5.8.0, 1 Dec 2003 General Timber Beam g (c)1983-2003 ENERCALC Engineering Software 4111 ecw Calculations Description carrying beam at header adj to stair -BIdg2 Stress Calcs Bending Analysis Ck 22.210 Le 0.000 ft Sxx 276.750 in3 Area 92.250 in2 Cv 0.948 Rb 0.000 CI 4827.000 Max Moment Sxx Req'd Allowable fb @ Center 27.73 k -ft 146.32 in3 2,274.07 psi @ Left Support 0.00 k -ft 0.00 in3 2,274.07 psi @ Right Support 0.00 k -ft 0.00 in3 2,274.07 psi Shear Analysis @ Left Support @ Right Support Design Shear 7.10 k 3.06 k Area Required 43.018 in2 18.563 in2 Fv: Allowable 165.00 psi 165.00 psi Bearing @ Supports Max. Left Reaction 4.83 k Bearing Length Req'd 1.507 in Max. Right Reaction 2.14 k Bearing Length Req'd 0.667 in Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 4.83 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 ZF1 • • Title : Job # Dsgnr: Date: 1:17PM, 17 JUN 04 Description : Scope: Rev: 580000 User: KW-0602562, Ver 5.8.0, 1 Dec2003 General Timber Beam Page 1 z (c)1983.2003 ENERCALC Engineering Software 4111 ecw Calculation ..�. «.. _� ��..� . _ w m. ,. �.. _w_W.m..- ,...,era. ,�,. _. ,..�,�.�., ,v,.��- ,.wn.�«.m„a,:a�:- M.-xi�r �,.u�.m- �i.,�, .au.�rs �cn ... ,_�,..... „M.�v..r,w�= w:er.• Description header adj to stair -BIdg2 General Information Code Ref 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined • Section Name 3.125x12 Center Span 6.00 ft Lu 0.00 ft Beam Width 3.125 in Left Cantilever ft Lu 0.00 ft Beam Depth 12.000 in Right Cantilever ft Lu 0.00 ft Member Type GluLam Fb Base Allow 2,400.0 psi Load Dur. Factor 1.000 Fv Allow 165.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi E 1,800.0 ksi Full Length Uniform Loads ie Center DL 392.00 #/ft LL 1,400.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span= 6.00ft, Beam Width = 3.125in x Depth = 12.in, Ends are Pin -Pin Max Stress Ratio 0876 : 1 Maximum Moment 8.1 k -ft Maximum Shear * 1.5 5.4 k Allowable 15.0 k -ft Allowable 6.2 k Max. Positive Moment 8.06 k -ft at 3.000 ft Shear: © Left 5.38 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 5.38 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.021 in Max. M allow 15.00 @ Right 0.000 in Reactions... fb 1,290.24 psi fv 144.51 psi Left DL 1.18 k Max 5.38k Fb 2,400.00 psi Fv 165.00 psi Right DL 1.18 k Max 5.38 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.014 in -0.065 in Deflection 0.000 in 0.000 in ...Location 3.000 ft 3.000 ft ...Length /Deft 0.0 0.0 ...Length /Defl 5,102.2 1,116.10 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.021 in ...Length /Defl 0.0 0.0 @ Left 0.000 in • @ Right 0.000 in Stress Calcs „ Bending Analysis Ck 22.210 Le 0.000 ft Sxx 75.000 in3 Area 37.500 in2 Cv 1.000 Rb 0.000 CI 5375.998 Max Moment Sxx Req'd Allowable fb @ Center 8.06 k -ft 40.32 in3 2,400.00 psi @ Left Support 0.00 k -ft 0.00 in3 2,400.00 psi @ Right Support 0.00 k -ft 0.00 in3 2,400.00 psi Shear Analysis @ Left Support 0 Right Support Design Shear 5.42 k 5.42 k Area Required 32.842 in2 32.842 in2 Fv: Allowable 165.00 psi 165.00 psi Bearing @ Supports Max. Left Reaction 5.38 k Bearing Length Req'd 2.753 in . Max. Right Reaction 5.38 k Bearing Length Req'd 2.753 in 2F14 Title : � Job # • Dsgnr: Date: 1:17PM, 17 JUN 04 Description : Scope: Rev: 580000 Page 2 User: KW0602562, Ver 5.8.0, 1.Dec.2003 General Timber Beam (c)1983.2003 ENERCALC Engineering Software 4111.ecw:Calculations Description header adj to stair -BIdg2 Query Values _ t M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 5.38 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 • • 2nS Title : Job # Dsgnr: Date: 1:17PM, 17 JUN 04 Description : Scope: Rev: 580000 Page 1 User: KW-0602562, Ver 5.8.0, 1- Dec•2003 General Timber Beam ti (c)1983.2003 ENERCALC Engineering Software 4111.ecw:Calculations Description floor beam -at vest. roof post General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined It Section Name 5.125x12 Center Span 15.00 ft Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft Lu 0.00 ft Beam Depth 12.000 in Right Cantilever ft Lu 0.00 ft Member Type GluLam Fb Base Allow 2,400.0 psi Load Dur. Factor 1.150 Fv Allow 165.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi E 1,800.0 ksi Full Length Uniform Loads Center DL 37.00 #/ft LL 93.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Point Loads Dead Load 1,050.0 lbs lbs lbs lbs lbs lbs lbs Live Load 1,750.0 lbs lbs lbs lbs lbs lbs lbs ...distance 10.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft ii Summary Beam Design OK Span= 15.00ft, Beam Width = 5.125in x Depth = 12.in, Ends are Pin -Pin Max Stress Ratio 0.420 : 1 Maximum Moment 11.9 k -ft Maximum Shear * 1.5 4.2 k Allowable 28.3 k -ft Allowable 11.7 k Max. Positive Moment 11.89 k -ft at 10.500 ft Shear: @ Left 1.81 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 2.93 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.163in Max. M allow 28.29 @ Right 0.000 in Reactions... fb 1,160.12 psi fv 68.54 psi Left DL 0.59 k Max 1.81 k Fb 2,760.00 psi Fv 189.75 psi Right DL 1.01 k Max 2.93 k Deflections <�.nF a.. as .m..i...t+a,anauaw..o-,^ua. .. ,do.+.cnrai xnhenre„ amcen., x+ ra'. aunx +wY,�Y ++csarro'zatnavw.�.a'wafizY 9»Arz+.mA�MU'amvan. Center Span... Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection - 0.108.in -0.316 in Deflection 0.000 in 0.000 in ...Location 8.040 ft 7.980 ft ...Length /Defl 0.0 0.0 ...Length /Defl • 1,659.6 569.75 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.163 in ...Length /Defl 0.0 0.0 @ Left . 0.000 in © Right 0.000 in • /Pi • Title : Job # Dsgnr: - Date: 1:17PM, 17 JUN 04 Description : Scope: Rev: 580000 User: KW- 0602562, Ver 5.8.0, 1 -Dec -2003 General Timber Beam Page 2 (c)1983.2003 ENERCALC Engineering Software 4111.ecw:Calculations Description floor beam -at vest. roof post Stress Calcs • Bending Analysis Ck 20.711 Le 0.000 ft Sxx 123.000 in3 Area 61.500 in2 Cv 1.000 Rb 0.000 CI 1815.000 Max Moment Sxx Req'd Allowable fb @ Center 11.89 k -ft 51.70 in3 2,760.00 psi @ Left Support 0.00 k -ft 0.00 in3 2,760.00 psi @ Right Support 0.00 k -ft 0.00 in3 2,760.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.54 k 4.22 k Area Required 13.361 in2 22.215 in2 Fv: Allowable 189.75 psi 189.75 psi Bearing @ Supports Max. Left Reaction 1.81 k Bearing Length Req'd 0.567 in Max. Right Reaction 2.93 k Bearing Length Req'd 0.916 in Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 1.81 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 • ZNl1 Title : Job # Dsgnr: Date: 1:17PM, 17 JUN 04 Description : Scope: Rev 580000 Page 1 User KW.0602562, Ver 5.8.0, 1-Dec-2003 General Timber Beam (c)1983-2003 ENERCALC Engineering Software 4111 ecw Calculations Description carrying beam -at vest. roof post General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 5.125x13.5 Center Span 14.00 ft Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft Lu 0.00 ft Beam Depth 13.500 in Right Cantilever ft Lu 0.00 ft Member Type GluLam Fb Base Allow 2,400.0 psi Load Dur. Factor 1.150 Fv Allow 165.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi E 1,800.0 ksi i Full Length Uniform Loads Center DL 210.00 #/ft LL 525.00 # /ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Point Loads Dead Load 1,010.0 Ibs Ibis lbs lbs lbs lbs lbs Live Load 1,020.0 lbs lbs lbs lbs lbs lbs lbs ...distance 10.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft l y Summary N Beam Design OK Span= 14.00ft, Beam Width = 5.125in x Depth = 13.5in, Ends are Pin -Pin Max Stress Ratio 0.659 : 1 Maximum Moment 22.3 k -ft Maximum Shear * 1.5 8.7 k Allowable 35.8 k -ft Allowable 13.1 k Max. Positive Moment 22.30 k -ft at 7.784 ft Shear: @ Left 5.72 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 6.59 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft © Center 0.205in Max. M allow 35.80 @ Right 0.000 in Reactions... fb 1,718.72 psi fv 125.13 psi Left DL 1.76 k Max 5.72 k Fb 2,760.00 psi Fv 189.75 psi Right DL 2.19 k Max 6.59 k Deflections $. Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.136 in -0.417 in Deflection 0.000 in 0.000 in ...Location 7.224 ft 7.168 ft ...Length /Defl 0.0 0.0 ...Length /Defl 1,231.5 402.81 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.205 in ...Length /Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in • 7F • Title : Job # Dsgnr: Date: 1:17PM, 17 JUN 04 Description : Scope: Rev: 580000 User: KW.0602562, Ver 5.8.0, 1 Dec 2003 General Timber Beam Page 2 (c)1983.2003 ENERCALC Engineering Software 4111.ecw:Calculations Description carrying beam -at vest. roof post Stress Calcs Bending Analysis Ck 20.711 Le 0.000 ft Sxx 155.672 in3 Area 69.188 in2 Cv 1.000 Rb 0.000 CI 5724.998 Max Moment Sxx Reed Allowable fb • @ Center 22.30 k -ft 96.94 in3 2,760.00 psi @ Left Support 0.00 k -ft 0.00 in3 2,760.00 psi @ Right Support 0.00 k -ft 0.00 in3 2,760.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 7.35 k 8.66 k Area Required 38.749 in2 45.627 in2 Fv: Allowable 189.75 psi 189.75 psi Bearing @ Supports Max. Left Reaction 5.72 k Bearing Length Req'd 1.787 in Max. Right Reaction 6.59 k Bearing Length Req'd 2.059 in Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 5.72 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 • Zw lq C, Sit 2 G— i C. L — F op -7 I la, 44QC 20o� 10 1_ = y- C I , 1-71'I > ?Lc:: (j : 3'2' ) 3 P L-c= a 4* G' tco" F = 2Z 'k- 1 9 I 1,5' -r S 00. = -220 a k C A - s eDGsv OF 10` O'P51'J,[NG, F,o = b P 3) 4 x 6 ‘ ' I �} ' I , 5 SSG -Q p\\ CC) LPr21N C 5.7.) • TM RI PE $ BY IZ.N ( DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO 41 Tigard, Oregon 97223 SHEET 21n1 ( OF 3 • Phone (503) 443 -3900 ' Load Tables I Trus Joist _,ll Wall System Specifier's Guide 2118 • April 2003 Columns- Maximum Allowable Lateral (Wind) Load (PLF) /Vertical Load (Ibs) ® Wall Max. Defl. r 3Timberstrannd® LSI s,- Parallam® PSI 3!Tiniber5trard®'LSC: Parallam® P5L Ht. Defl. r5;( , ". ::: : : : : :: Ratio r .. q i -lz5E. : v1.,,t, , E (� (1 ^ - ) :�. 2.0E :� ..��. iSE�� �.�,�; 2.0E :•._. p ^ 3tlz' x 7 3 x 7" 5 x 7" 7" x 7" 91/4" x 7" " °' '�" t t t t D •' l 2 / ' �. 3 /z' x.9 /4 '� 3 /2" x 9 /4" 5 /4° x 9 /4" (Plank) ,.r -: ;. - ��, -.c- .`s: 30 1.00 21/7,770 28/10,200 41/15,270 26/8,770 35/11,515 53/17,215 28 0.93 25/8,695 34/11,340 50/16,975 32/9,630 43/12,635 65/18,900 26 0.87 21/6,440 32/9,620 43/12,565 63/18,865 41/10,495 54/13,870 82/20,710 24 0.80 21/5,780 21/5,490 27/7,190 40/10,830 54/14,110 80/21,140 52/11,265 69/14,085 104/21,125 22 0.73 28/4,700 28/6,085 35/8,100 53/12,110 70/15,865 103/23,870 67/11,590 90/14,085 135/21,125 L/360 20 0.67 37/4,735 37/6,855 47/9,130 70/13,740 94/17,855 138/26,955 89/11,750 119/14,085 179/21,125 18 0.60 50/4,735 51/7,215 64/10,035 96/15,620 128/20,300 188/28,165 122/11,715 162/14,085 244/21,125 16 0.53 72/4,625 73/7,290 91/10,295 136/15,985 182/21,315 267/28,165 172/11,525 230/14,085 14 0.47 107/4,465 108/7,225 135(10,350 202/15,985 270/21,315 255/11,030 12 0.40 168/4,225 170/6,915 212/10,100 10 0.33 286/3,835 289/6,270 30 1.50 21/4,505 31/6,800 42/8,820 61/13,340 40/7,325 53/9,645 80/14,400 28 1.40 20/4,010 20/3,775 25/5,020 38/7,490 51/9,735 75/14,675 49/7,965 65/10,450 98/15,625 26 1.30 25/4,425 25/4,140 32/5,480 48/8,215 64/10,695 94/16,165 61/8,660 82/11,255 123/16,880 24 1.20 32/4,890 32/4,535 40/6,110 61/9,090 81/11,830 120/17,850 78/9,075 104/11,830 156/18,285 22 1.10 42/3,935 42/4,950 53/6,705 79/10,095 106/13,020 155/19,855 101/9,085 135/11,805 202/19,745 L/240 20 1.00 55/3,925 56/5,425 70/7,475 105/11,210 141/14,400 207/22,000 134/8,950 179/11,585 Z26/21,125 18 0.90 76/3,800 77/5,520 96/7,975 144/12,425 192/15,955 251/26,490 183/8,600 244/11,105 16 0.80 108/3,620 109/5,370 136/7,925 205/13,675 273/17,450 259/7,975 14 0.70 160/3,350 162/4,985 202/7,565 12 0.60 252/2,940 255/4,260 10 0.50 30 2.00 22/3,160 22/2,925 28/3,900 42/5,850 56/7,585 82/11,530 53/6,120 71/7,935 107/11,850 28 1.87 27/3,445 27/3,165 34/4,275 51/6,410 68/8,295 101/12,545 65/6,545 87/8,470 131/12,655 26 1.73 34/3,735 34/3,395 43/4,610 64/6,955 86/8,925 126/13,655 82/6,895 109/8,945 164/13,375 24 1.60 43/4,085 43/3,670 54/5,065 81/7,595 109/9,700 160/14,880 104/7,075 139/9,100 188/15,675 22 1.47 56/3,240 56/3,920 70/5,510 106/8,195 141/10,510 205/16,345 135/6,835 180/8,745 205/19,505 L/180 20 1.33 74/3,145 75/4,120 94/5,895 141/8,845 188/11,250 226/20,720 179/6,390 226/8,850 '18 1.20 101/2,970 103/3,975 128/6,095 192/9,500 251/12,275 244/5,725 • 16 1.07 144/2,680 146/3,565 182/5,690 273/9,880 14 0.93 214/2,275 216/2,885 270/4,955 12 0.80 10 0.67 (1) For 3 - ply and 4 - ply built - up columns, multiply table values by 1.5 and 2.0. See page 9 for connection requirements. Girder truss reaction: total load 5,000 lbs Example tat 1 allatiatana For the example wall on page 3, design 20' columns for lateral wind pressure of - i _ : - . - 20.9 psf and vertical loading of 5,000 Ibs: - � , 1 Note: Vertical load is the load applied to the top of the column, excluding I =" L header reaction. The header reaction is assumed to transfer directly to • the trimmers. } • Calculate the lateral load in plf: The calculated wind pressure in the 1 Column f ∎ example is 20.9, so 20.9 x 3.67' tributary width = 77 plf. {3! 3' t colu tributary • Select an appropriate column: Scan the L /180 section of the Column load I 5 lid:. tables to find a 20' column that meets or exceeds the 77 plf lateral load and 1 11' ,: lK . the 5,000 lb. vertical load. For this example, a 5 x 7" 1.8E Parallam® PSL' column (at 79/6,720), used in plank orientation, will work for a 2x6 wall. 20' Alternatively, a 3 x 7" 1.8E Parallam® PSL column (at 94/5,895) would " i< It j' work for a 2x8 wall ^t; "s. • Design the column to wall plate connections: Convert 77 plf into a ''' reaction (uniform load x length /2): 77 (20'12) = 770 lbs. Use the Lateral r Connection tables on page 9 to select a connection that meets or exceeds ::' l' II 770 lbs. For this example, 770/450 = 1.71, so two Simpson Strong - Tie ® A35 k ? •.... ` • I' 1` ^'. :..6'-0' ; rou 1 connectors would be required -one on each side of the column, at both the ■ top and bottom plates. = "opening .0 „. _ ,o, l ZvJ2 Column See General Notes on Page 6 tributary width �I -Q� Is.Z (13) Iq$ P‘ • 11"1 (Pl.) = °15 c0 11\ TM RIPPEY • BY DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO Tigard, Oregon 97223 Phone (503) 443 -3900 SHEETS OF • gl.`OG • 2 roo - 42 'OL (24) 21 = , 5-Lo SC- - Z. 12 ( “ o V X1,2 t L (ZI = 2 4 ( , l� LL = Sc, (26 7A = 1 Hfc a (2, SL` 31 -0 C-■ TM RIPPEY BY DATE YYY CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 IOB NO Tigard, Oregon 97223 Phone (503) 443 -3900 SHEET 7F of • + 1 LA,T�� ply - zl�l� \I] tN'C L, 1 1 0,1' 3 1r7 Z w� �• Zp,� J • -L' 33- = 13 ( I(.,i5) + 3,u (1*4rZ5)(1(,83-) R = 173• o a _�= Z 2� ,d -- 13,1_C131 = 11 - PLF TM RIPPEY p[ Z BY I DATE YY CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 • JOB NO 411 Tigard, Oregon 97223 sHEET L Phone (503) 443 -3900 1 OF _. i :c."... _ ` .-= 2 , : : : C. b(.. w = o . I - z w •� k 1,4 pI rwo0d wa. V i - - • � ._ . , r , ._ W PrLL `rO I - \ A ) 2_ ' ( + 3 ( .i6) . ?+. ,;.se: ` 7t, C ,, .,.. J W ( ()(,,,' + : ( ,,- z) + 4 0 (3)1.'S vJti� k. Q (�s,�s 200E - 4 PL. F (I 0 si' e- ) s fit 2 C l., d- s : c e I . 1— 11 30 2 �d = [ 4'-;(`' +2<f((D,ZSx5.8)t`i°o (ZB +? -> i 14? 4. ?=5Z L '.. - 3!.4 I = --4-5 fi t = 4 C (o'-' s - - 4 , -) \ ° \ + 2a- 45-4.47c) (j'. u2 L 5; J o 1 --- -`,2: --- 2 toZ , d 2 a 5 5 i = 1 i t ( 4 I 1M TM RIPPEY GI ` BY DATE • \ YYY / CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO Tigard, Oregon 97223 • Phone (503) 443 -3900 SHEET24 2 OF I YzP�c�sv- �O t (2- e -c.-r1 a�1 v11 b1 — L 1. \&)(-, x1.1 CZ (11 - +5) (3o7-41) - 63 (990+ = 10 I •X2 = ZoCo2 2 (Z4,5+ (5t‘i +SSb)= t1),c? X 1 - 2234 8 2 ;09(9 = 33. 1 1L • \)g ,C9 I 4 ■ 5 1c Wag. - b is tee - rc - Wail 5 \t_L- LG� C 'R-C O • V V a.b ov t- 'TC(_t F) 1.1Q,i U vttk (.0/J u• jZ I a 30 - 1,1.20 12' 0 ( VO8a4 R. 30 - �(;bc7 Zco 0.358 )0c t 1 1055 R,3° io,G$ I2' O, 4 (t)(Q e4 • 3/4e 2 . I. - zS 1H1' /4 e� • ' 1 2-lo 0 5°0 1 2 10cI, /¢�4' • e - e= 2- a(3 - 511) = O,c°S 1mK TM RIPPEY BY DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO Tigard, Oregon 97223 SHEET 2 3 OF Phone (503) 443 -3900 WALL ALLOW, 16d SILL 5/8 A.B. 3/4 A.B. NAILING SHEAR NAILING SPACING SPACING (Ibs. /ft.) (inches) (feet) (feet) 10d @ 6" 310 (6) 7.3 42.9 ( 56.2 10d @ 4" 460 ( 4.9 28.9 (32) 37.9 10d @ 3" 600 (3) 3.8 22.1 ( 29.1 16d NAIL CAPACITY = 141 X 1.33 = 188 5/8" A.B. 1107 3/4" A.B. 1453 Wall nailing values based on 15/32" plywood or osb sheathing I . 2. ( - 4 • 1.-ONC-L, Q I 12G- VG'S -T. p (ST. - L-Sj S vJ V 2 n 4 p CZ) C`11 S) = a 1 , 53 . k ti� `� - 31 (302¢) + '1 a C (5?� = Imo' - "zo2S a4 e. 4542 = 2gc 1 S1 L1, G &VO V Va \J-tvr 42A11. v �1��>� Na;kUw6 ccni�f. A 8.22 - $,2Z 2 1A 0,1-1. loo eb 1t//6 f2 c $,2Z - g.21- 1 - 1, 1 -2 0 ,47 Z A c,., (91- g,Lti 1't - 3 4 a,-)o lo bed 3 4( / 98 2 C CoL'2 E,1,2 14.3 Ill. o Co (2)1 / /4% n TIVI RIPPEY BY DATE CON SULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO Tigard, Oregon 97223 Phone (503) 443 -3900 SHEET 2t,5 OF • 1 V-- 1- to v ' P- r-A CO 6 i tCD t - -_ V - L v . - 2 1 � if 1 t2 3 3cA e -G. (I - z � x'1,2.1 v =1_4 op ( L A.) \ \ . \ i V. 11 11 12 Z.1 • , . v at \N r a- f , 7 = - 1 , `i; C I .0 >c7, L2;) r....4,._:).- c "2- .1 .1< . 4 ( CI id \, 98 \, J4 - 11,1V 5 �, a= - T i ,2-4 = Sco V S C 3co - G c, vv5.5 61 1MK TM RIPPEY 1' BY DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO Tigard, Oregon 97223 SHEET 2L (o OF Phone (503) 443 -3900 ( IO c. g \,,I Act B, IS7 I2. =HE() j i' I I lq,( ll3 10,12' II,33 <+‘ ' Q cc o r = To 2 ' - 2 ( 5 / : I 1C " b p161- - 1 1,cA " �L= . IS* ,(970 + (3)sR,zt 2296 `1, \r 1,01 — DI-h. � 0 1� -? P"ISTI Coo T2 = 'Z MsT.- /MK TM RIPPEY BY DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO Tigard, Oregon 97223 F-� Phone (503) 443 -3900 SHEET Zvi-! OF r G 1e t0 2 1p,) Au- — I r 3... . �e 7 . ,11.\‘'''2' \IV \,,,,,,,-- , ,,f 1 Jo ,I i lO � zr 4 i ,. ? 1 -- - �7 5 P t cy2._ - 1 o(. 20, x qf /U(4kq.Zt5 = 1025 it j L _ \- (Z, ) - 5 - , 10,17._ - 3 , -. - t '( a, '( 1: - 1,4.,*- Flv 3 4 G.3 (313(;) ' •=4 ,)( << -- MTt92 1 �g- 8eva-t S+'o -c:, - . T-,` 15 >c 335 b , 'f TM RIPPED' BY DATE �L T CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100. JOB NO Tigard, Oregon 97223 SHEET Zl.'Z OF Phone (503) 443 -3900 • O •b8 (3, 9 (3c,) = 1 I Co �c DLA ( 10 (4k-1, +3,a)cG) �c. v I,fcam } - , (o�lZ = �., 61\c -f" �1,4k i o- (5 g (2/ = S 1-)"010A , OPRO � � ° 3 � � 18720‘ �4 i OREGO � PH TOO EkpIPES: 11°6 K TM RIPPEY BY DATE ONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO Tigard, Oregon 97223 Phone (503) 443 -3900 SHEET P---q OF