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HomeMy WebLinkAbout#2 Structural Engineering Calculationssh r Monroe & Newell Engineers, Inc. Vail, Colorado Denver, Colorado Dillon, Colorado --i~ (F;- 0 0G, -csoo2 s o~ -c-)o3 / Z 6(~,- _ 02;2, STRUCTURAL ENGINEERING CALCULATIONS For: Vail's Front Door Building "E" The Chalets at the Lodge at Vail Vail, Colorado M&N # 5500.02 These drawings and calculations are the property of Monroe & Newell Engineers, Inc. Any use or reproductions of these calculations without the expressed written permission of Monroe & Newell Engineers, Inc. is strictly prohibited. **P.E. stamp on sheet applies to the following calculation pages and indicates that have been reviewed. This includes all sheets attached to this cover. January 10, 2006 MITOP2. 2005 Platinum Sponsor The Colorado Chapter of The American Institute of Architects www.monroe-newell.corn 1701 Wynkoop Street * Suite 200 * Denver, Colorado 80202 (303) 623-4927 * FAX (303) 623-6602 * email: denver@monroe-newell_.com The Chalets at the Lodge at Vail Building E (M & N #5500.02) Building #2 Calculations Doomu -_i-adm% Ct~-st P t~ L.y- 3 4 Y rsc ~ ~aa» f~~,~ I O repo. ~r V O q Rt al z l3Z.. R Lti 13L¢ 13ti`~ 13 f3 Zf 0 u~ g~ i~ r~ /I 131 811 sJJA tArb 311 r31 1,*- tat 8 333 ~ 19 t3 37.~ 133 Uzi I}'.6 Rz~ a3r 1326 ~3~ ass 13s~ r34v jS JOB Monroe & Newell OF Engineers, Inc. SHEET NO_ DATE R ~ CALCULATED BY CHECKED BY DATE Monroe & Newell Jvv 3 OF Engineers, Inc. SHEET NO. Ss D a. yS DATE 5 CALCULATED BY . CHECKED BY DATE n JOB ,f 7 Monroe & Newell SHEET NO. 1` OF Engineers, Inc. CALCULATED BY DATE CHECKED BY DATE a Monroe & Newell Engineers, Inc. r f. }G LIU ~ ; JOB - SHEET NO. 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JOB SHEET NO. 4 CALCULATED BY t-W" CHECKED BY OF Ea2~ DATE DATE M onroe & Newell JOB OF Engineers, Inc. SHEET NO . L CALCULATED BY DATE CHECKEDBY DATE v SCALE f . . r fl . q : r e - . T . _ t f r _ 4E . _ . .ref ♦ ~'`f v(bj . . / f n:,, / Ir L ` i i ! f (0 . . T f _ , _ . . . ~l . rJ s r { -4 (G Monroe & Newell Engineers, Inc. /I J 1 JOB SHEET NO. CALCULATED BY CHECKED BY DATE DATE r. C) 2 Monroe & Newell JOB Engineers, Inc. SHEET NO. OF fi CALCULATED BY DATE CHECKED BY DATE SCALE CIL t I 1 I ' . _ J~' ~~11 t 1/1- L Y . ~ - f ~ ^t 7 E ~Y ki-Ll li L-~ ' ~ - . . . - . . . ' , l L . ; r r f . r; . J /J t / Monroe & Newell Engineers, Inc. A JOB _ SHEET OF DATE F /0 CALCULATED BY CHECKEDBY DATE SCALE - t ' / t~ t ~ r t ~E L aE ~ . . j~'~ffr I tt 1.. I<~ I v 1.1 t; i._..... . r. . , 1 t1 . i .r r~ t l r~ . : . E L IN Y ~r : . . i ( [ it . €k Title : VAIL'S FRONT DOOR Dsgnr: NRH Description Job # 5500.02 Date: 7.27AM, 16 JAN 06 Scope : User: Kw-0606238, Ver 5.8.0, 1-0ec-2003 (c)1983.2003 ENERCALC Engineering Software Description B3 General Timber Beam Page 1 s 126d. ecw: Calculation s General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Center Span-- - 26.25 ft .....Lu 2.00 ft Section Name 8.75x22.5 750 in 8 Left Cantilever ft .....Lu 0.00 ft Beam Width . 500 in 22 Right Cantilever 7.50 ft .....Lu 7.50 ft Beam Depth Member Type . GluLam Douglas Fir, 24F - VS i Bm Wt. Added to Loads Fb Base Allow 2,400.0 ps 0 psi 240 Load Dur. Factor 1.000 Fv Allow Fc Allow . 650.0 psi Beam End Fixity Pin Pin E 1,700,0 ksi Wood Density 35.000 pcf azoidal Loads #1 DL @ Left .00 9/ft 285 LL @ Left R 950.00 "/ft Start Loc 00 #/ft End Loc 950 0.000 ft 0.000 ft 1 DL @ Right 258.00 #/ft ight LL @ . 00 #/ft Start Loc 560 10.000 ft #2 DL @ Left 210.00 #/ft 00 #/ft 210 LL @ Left LL @ Right . 560.00 #/ft End Loc 33.750 ft DL @ Right . " Beam Design OK Summary 25ft Right Can 26 S t= 7.50ft, Beam Width = 8.750in x Depth = 22.5in, Ends are Pin- Pin . pan ' Max Stress Ratio 0.617 ; 1 Maximum Shear * 1.5 21.2 k Maximum Moment 78.8 k-ft 8 k-ft 127 Allowable 47.3 k Allowable Positive Moment Max . 78.77 k-ft at 11.7 12 ft Shear: @ Left @ Right 14.12 k 12.46 k . Max. Negative Moment -7.25 k-ft at 26.2 50 ft Camber : @ Left 0.000 in Max @ Left Support 0.00 k-ft @ Center 0.256 in Max @ Right Support 23.00 k-ft @ Right 0.173 in Max. M allow 127.75 Reactions... k Max 14.12 k fb 1,280.34 psi fv 107.59 psi i 00 Left DL 3.61 Right DL 5.70 k Max 8.60 k 1 Fb 2,076.50 psi ps Fv 240. Deflections Total Load ' ~ Left Canttlever... _ . Dead Load , . . Total Load Span... Center Dead Load 688 in Deflection -0 0.000 in 0.000 in Deflection . -0.171 in 654 ft 12.788 ft 12 ...Length/Deft 0 0 0.0 ...Location ...Length/Dell . 11843.8 458.15 Right Cantilever... 116 in 0 0.569 in Camber (using 1.5 ' D.L. Defl) Deflection Length/Deft . 1,556.9 316.4 @ Center 0.256 in @ Left 0.000 in 173 in 0 @ Right . lcs C a Stress Y Bending Analysis 444 ft Sxx 15 738.281 in3 Area 196.875 in2 Ck 21.584 Le Cv 0.871 Rb . 7.381 Cl 0.998 All owable fb Max Moment Sxx Read 77 k-ft 78 453.12 in3 2,086.10 psi @ Center . 00 k-ft 0 0.00 in3 2,089.24 psi @ Left Support . 00 k-ft 23 132.93 in3 2,076.50 psi @ Right Support . Shear Analysis @ Left Support @ Right Support Design Shear 21.18 k 18.69 k Area Required 88.260 in2 77.887 in2 Fv: Allowable 240.00 psi 240.00 psi Bearing @ Supports 12 k 14 d Bearing Length Re q 2.483 in Max. Left Reaction . 60 k 18 Bearing Length Req'd 3.270 in Max. Right Reaction . Title : VAIL'S FRONT DOOR Dsgnr: NRH Description Scope : User: KW-0606238, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Description B3 General Timber Beam Job # 5500.02 Date: 7:27AM, 16 JAN 06 Page 2 st 26d.ecw:Calculations Query Values _ ~ Moment Shear Deflection & D @ Specified Locations M, V, 52 k 13 0.0000 in 0.00 ft @ Center Span Location = 0.00 k-ft 00 k-ft 0 . 13.52 k 0.0000 in @ Right Cant. Location = 0.00 ft . 00 k-ft 0 0.00 k 0.0000 in 0.00 ft @ Left Cant. Location = . Title : VAIL'S FRONT DOOR Dsgnr: NRH Description Scope : Usar. Kw-0606238, Ver 5.8.0, 1-Dec-2003 (c)1983.2003 ENERCALC Engineering Software Description ^B5 General Timber Beam Job # 5500.02 Date: 7:27A.M, 16 JAN 06 S t'. Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined General In or ma on Section Name MicroLam: 1.75x11.87 Beam Width 1.750 in Beam Depth 11.875 in Member Type Manuf/So.Pine Bm Wt. Added to Loads Load Dur. Factor 1.000 Beam End Fixity Pin-Pin Wood Density 35.000pcf Full Length Uniform Loads - Center DL Left Cantilever DL Right Cantilever DL Center Span 10.00 ft .....Lu Left Cantilever ft .....Lu Right Cantilever ft .....Lu Truss Joist - MacMillan, MicroLam 1.9 E Fb Base Allow 2,600.0 psi Fv Allow 285.0 psi Fc Allow 750.0 psi E 1,900.0 ksi 90.00 9/ft _ LL 240.00 #/ft #/ft LL 4/ft LL #/ft @ Left @ Right @ Left @ Center @ Right Max Max Beam Design OK Span= 10.00ft, Beam Width = 1.750in x Depth = 11.875in, Ends are Pin-Pin Max Stress Ratio 0.487 Maximum Moment 4.2 k-ft Maximum Shear 1.5 Allowable 8.6 k-ft Allowable ft at 5 000 ft Shear: Max. Positive Moment Max. Negative Moment 4.19 - 0.00 k-ft at 10.000 ft Max @ Left Support 0.00 k-ft Camber: Max @ Right Support 0.00 k-ft Max. M allow 8.60 Reactions... 221.93 psi fb 1 fv 120.92 psi Left DL 0.48 k , Fb 2,510.60 psi Fv 285.00 psi Right DL 0.48 k Deflections 1, center Span... Dead Load Total Load Left Cantilever... Deflection -0.046 in -0.162 in ft Deflection Length/Deft ...Location 5.000 ft 5.000 ...Length/Deft 2,603.5 738.60 Right Cantilever... Camber ( using 1.5 ` D.L. Defl ) Deflection @ Center @ Left @ Right . 0.000 in 0.000 in Stress Calcs Bending Analysis Ck 21.924 Le 4.118 ft Sxx 41.130 in3 Cf 1.000 Rb 13.846 Cl 0.966 Max Moment Sxx Read @ Center 4.19 k-ft 20.02 in3 @ Left Support 0.00 k-ft 0.00 in3 @ Right Support 0.00 k-ft 0.00 in3 Shear Analysis @ Left Support @ Right Support Design Shear 2.51 k 2.51 k Area Required 8.817 in2 8.817 in2 Fv: Allowable 285.00 psi 285.00 psi Bearing @ Supports Max. Left Reaction Max. Right Reaction 1.68 k 069 in ...Length/Deft 0 Req'd 1.68 k Bearing Length Bearing Length Req'd Page 1 s 126d.ecw:Calculations 2.00 ft 0.00 ft 0.00 ft 2.5 k 5.9 k 1.68 k 1.68 k 0.000 in 0.069 in 0.000 i n 1.68 k 1.68 k 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Area 20.781 in2 Allowable fb 2,510.60 psi 2,600.00 psi 2,600.00 psi 1.276 in 1.276 in Title : VAIL'S FRONT DOOR Dsgnr: NRH Description Scope : I K 1-Dec-2003 User: KW-0606238, Ver 5.8.0, (c)1983-2003 ENERCALC Engineering Software Description B5 General Timber Beam Job # 5500.02 Date: 7:27AM, 16 JAN 06 Page 2 s 126d.ecw:CaIcuIati0ns Query Values - - She zhear Deflection M, V, & D @ Specified Locations Moment 00k ft 0 1.68 k 0.0000 in @ Center Span Location = 0.00 ft . 00 k-ft 0 0.00 k 0.0000 in @ Right Cant. Location = 0.00 ft . 00 k-ft 0 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft . Title : VAIL'S FRONT DOOR Dsgnr: NRH Description Job # 5500.02 Date: 7:27AM, 16 JAN 06 Scope Page lc Rev: 580004 General Timber Beam culations s128decw:Cal (c)1963-2003 Description 67 2003 NFPA 5000. Base all IBC owables are user defined , Code Ref: 1997/2001 NDS, 2000/2003 General Information Center Span 26.33 ft ....Lu Section Name 8.75x22 5 Lu ft 2.00 ft 0.00 ft Beam Width 8.750 in Left Cantilever Right Cantilever 7.50ft Lu i 7.50 ft Beam Depth 2 n 2.500 GluLam Douglas Fir, 24F - V8 Member Type Fb Base Allow 2,400.0 psi Bm Wt. Added to Loads 000 Fv Allow 240.0 psi 1 Load Dur. Factor . Pin-Pin Fc Allow 650.0 psi Beam End Fixity 1, 7 00.0 ksi 000pcf E 35 Wood Density . Full Length Uniform Loads DL ~ 210.00 #/ft LL 630.00 #/ft Center Left Cantilever DL LL #/ft #/ft 00 #/ft LL 630.00 #/ft 210 Right Cantilever DL . Beam Design OK Summary Span= 26.33ft, Right Cant= 7.50ft, Beam Width = 8.750in x Depth = 22.5in, Ends are Pin-Pin Max Stress Ratio 0.574 : 1 Maximum Shear ` 1.5 19.0 k Maximum Moment 73.4 k-ft 7 k-ft Allowable 127 47.3 k Allowable Positive Moment Max . Shear: @ Left 73.36 k-ft at 12.827 ft @ Right 11.41 k 12.64 k . Max. Negative Moment -7.25 k-ft at 26.330 ft Camber: @ Left 0.000in Max @ Left Support 0.00 k-ft @ Center 0.239in Max @ Right Support -24.97 k-ft @ Right 0-162in Max. M allow 127.71 Reactions... Left DL 3.12 k Max 11.41 k fb 1, 192.33 psi fv 96.28 psi Fv 240.00 psi Right DL 5.60 k Max 19.30 k Fb 2,075-88 psi Deflections tal Load Left Cantilever... Dead Load T _ Total Load o Center Span... Dead Load Deflection 0.000 in 642 in -0 0.000 in ' Deflection . -0.159 in .Len th/Defl 0.0 692 ft 13.097 ft 9 12 0.0 ...Location ...Length/Deft . 1,984-4 492.49 Right Cantilever... 108 in 0 0-536 in . Deflection Camber (using 1.5 * D.L. Defl) Length/Deft 1,665.7 335.6 @ Center 0.239 in @ Left 0.000 in @ Right 0.162 in Stress Caics ~ _ Bending Analysis 444 ft Sxx 738.281 in3 Area 196.875 in2 15 Ck 21.584 Le Cv 0.870 Rb . 7.381 Cl 0.998 Sxx Read Allowable fb Max Moment 36 k-ft 422.10 in3 2,085.46 psi 73 @ Center . 00 k-ft 0.00 in3 2,088.61 psi 0 @ Left Support . 2,075.88 psi 97 k-ft 144.35 in3 24 @ Right Support . Shear Analysis @ Left Support @ Right Support Design Shear 17.12 k 18.96 k 78 981 in2 Area Required . 71.332 in2 00 psi 240 Fv: Allowable . 240.00 psi Bearing @ Supports 41 k Bearing Length Req'd 2.007 in 11 Max. Left Reaction . 30 k Bearing Length Req'd 3.393 in 19 Max. Right Reaction , Title : VAIL'S FRONT DOOR Dsgnr: NRH Description Scope : M". aowv+ User: Kw-0606238, Ver 5.8.0, 1-Dec-2003 (c)1683-2003 ENERCALC En6neering Software Description B7 General Timber Beam Job # 5500.02 Date: 7:27AK 16 JAN 06 Page 2 s126d. ecw:CalculaI,ons Query Values Sh ear Deflection M, V, & D @ Specified Locations Moment ent k -ft 0 00 10.74 k 0.0000 in i @ Center Span Location = 0.00 ft 00 ft 0 . 0.00 k-ft 10.74 k n 0.0000 0000 in 0 . • Right Cant. Location = ft 00 0 0.00 k-ft 0.00 k . . Q Left Cant. Location = Title : VAIL'S FRONT DOOR Dsgnr: NRH Description Job # 5500.02 Date: 7:27AM, 16 JAN 06 Scope Page 1 Rev: 580004 General Timber Beam s, 26d.ecw:Ca~..u~ations user KW-0606238, Ver 5.8.0, 1-Dec-2003 x. .~v y__4 (c)1983-2003 ENERCALC Engineering Software ^V ..,„•.a~: B7A Description Base allowables are user defined FPA 5000 f' 1997/2001 NDS, 200012003 IBC 2003 N R . General Information e Code - _ Section Name 8.75x225 14.25 ft Left Cantilever Center Span 6.50 ft . Lu ..Lu . ' 2.00 ft 6.50 ft 00 ft 6 Beam Width 8.750 in Right Cantilever ft , . . . Lu . Beam Depth 2 2.500 in Douglas Fir, 24F - V8 Member Type GluLam 2 400.0 psi Fb Base Allow Bm Wt. Added to Loads 240.0 psi Allow Fv Factor Dur. Load 1,000 Allow 650.0 psi Fc Beam End Fixity Pin-Pin 1,700.Oksi E 35.000 pcf Wood Density Full Length Uniform Load >.w. s, - DL 700.00 #/ft 210.00 #/ft LL 00 #/ft 700 Center r DL Left Cantilever . 210.00 #/ft LL #/ft LL #/ft Right Cantilever DL p Desgn Beam Summary 7 6 C Beam Width = 8.750in x Depth = 22.5in, Ends are Pin- 50ft Pin ant= Span= 14.25ft, Left , . Max Stress Ratio 0.262 : 1 . Maximum Shear * 1.5 k 12 Maximum Moment 21.7 k-ft 9 k-ft Allowable 135 3 Allowable . Shear: 67 k-ft at 7.539 ft 21 @ Left @ Right 8.24 k k 6.44 k Max. Positive Moment Max. Negative Moment . 5.45 k-ft at 0.000 It Camber: @ Left .004 0 Max @ Left Support -20.23 k-ft @ Center in 0. 01013in Max @ Right Support 0.00 k-ft @ Right. . Max. M allow 135.87 Reactions... Left DL 3.90 k Max 14.47 k 352.15 psi fv 62.82 psi i Right DL 1 .45 k 0 Max 6.44 k F b 2,208.49 psi .00 ps Fv 24 Deflections Left Cantilever... Load Dead Total Load Dead Load Total Load Deflection Center Span... in .055 009 in -0 0 -0.003 i 509.8 53 n -0.077 in 2,020.4 Deflection . Length/Defl it 7.291 953 ft 7 , .Location Length/Deft . 19,780.0 3,137.39 Right Cantilever... i 0.000 0.000 in in on Camber (using 1.5 x D.L. Defl) Deflect ...Length/Deft 0.0 0.0 @ Center 0.013 in , @ Left . 0.004 in @ Riaht 0.000 in Stress Calcs Bending Analysis 385 ft Sxx 738.281 in3 Area 13 196.875 in2 Ck 21.584 Le Cv 0.925 Rb . 6.872 CI 0.998 Sxx Rea'd Allowable fb Max Moment 25 in3 117 2,217.28 psi @ Center . 21.67 k-ft 109.95 in3 23 k-ft 20 2,208.49 psi i Left Support @ . 00 k-ft 0.00 in3 0 2,220.85 ps @ Right Support . @ Right Support @ Left Support t S Shear Analysis 8 k 37 k 12 Design Shear . 40.265 in2 529 in2 51 Area Required . 240:00 psi 00 psi 240 Fv: Allowable . Bearing @ Supports Bearing Length Req'd 2.544 in Max. Left Reaction 14.47 k Bearing Length Req'd 1.133 in Max. Right Reaction 6.44 k Title : VAIL'S FRONT DOOR Dsgnr: NRH Description scope : S Jo 'wj User: KW-0606238, Ver 5.8.0, 1-Dec-200 U (c)1983-2003 ENERCAI Engineerin~? Description B7A General Timber Beam Job # 5500.02 Date: 7:27AM, 16 JAN 06 Page 2 s 126d. ecw: CaICU lat ion s Query Values Shear Deflection V, & D @ Specified Locations M Moment 23 k-ft 20 8.24 k 0.0000 in 0000 in 0 , @ Center Span Location - 0.00 ft 0.00 ft . 0.00 k-ft 0,00 k 24 k 8 . 0.0000 in @ Right Cant. Location = 0.00 it -20.23 k-ft . @ Left Cant. Location = Title : VAIL'S FRONT DOOR Dsgnr: NRH Description Scope : Rev: 580004 er 5 8 0 1-Dec-2003 User: KW-0606238, V Software (,)1983.2003ENERCU-gig aeenng f. Description l B10 General General Timber Beau Page 1 s126d.ecw ~:Calc ulaal!ons r ode Ref: 1997!2001 NDS, 2000(2003 IBC, 2003 NFPA 5000. Base allowables are user defined . - - - 0 00 f` Section Name MicroLam: 5.25x11.87 5.250 in Beam Width 11,875 in Beam Depth Manuf/So.Pine Member Type Added to Loads Wt am . Load Dur. Factor 1.000 Pin-Pin Beam End Fixity 35.000 pcf Wood Density Y - 4.50 ft Lu 00 ft 0 Center Span . ft .....Lu 00 ft 0 Left Cantilever . ft .....Lu Right Cantilever Joist MacMillan, MicroLam 1.9 E Truss 600.0 psi 2 Fb Base Allow , 285.0 psi Fv Allow 750.0 psi Fc Allow 1,900.0 ksi E point Loads h Ibs - Ibs Ibs Ibs Ibs Ibs Ibs 000ft 0 5,600 O Ibs Dead Load s Ibs Ibs Ibs 0.000 ft 000 ft 0 . 0.000 ft Live Load 13,700.0 Ibs ft 0.000 ft 0.000 ft . am Design OK B ...distance 2.250 e Summary --_3 250in x Dep 11.875in, Ends are Pin Pin th k Span 4.50ft Beam Width = 5. . 1 um Shear * 1.5 i _ 14. k Max Stress Ratio 21.8 k-ft m Max Allowable 17.8 9 68 k Maximum Moment 26.7 k-ft Shear: . @ Left 9.68 k Allowable 21.751K-ft at 2.250 it 500 ft 4 @ Right 0.000 in Max. Positive Moment Negative Moment O,pOk-ft at . Camber: Left @ 0.020in @ Center i Max. Max @ Left Support u" O't 0.00 k-ft k-ft n 0.000 @ Right t suppor Max @ Right 0.00 Reactions... Max 9.68 k Max. M allow 26,73 fv 233.00 psi k Left DL 2.83 83 k 2 9.68 k Max fb 2,115.35 psi Fv 285.00 psi . Right DL 2,600.00 psi Fb r..._... _ Total Load Dead Deflections r Total Load Left Cantilever... 0.000 In 0.000 In 0 0 Center Span... Dead 013 in -0 0.046 in Deflection ..Length/Defl . 0.0 Deflection Location . 2.250 ft 2.250 It 1,184.62 . Right Cantilever... 0 in 0.o00 in 0.0 0 0 ...Length/Deft 4,060'8 Deflection . . 0.0 . . 1. camber( using 0.020 in @ Center 0.000 in @ Left 0.000 in @ Right j Stress Calcs ~ Bending Analysis 0.000 ft 123.389 in3 094 GIB 9684 Ck 21.924 Le 000 Rb 1 0.000 . Sxx Re . Cf Max Moment Defl ) ...Length/Defl L 5 * D t gin3 Area 62.344 in2 21.75 k-ft 100.3 i 0,00 in3 @ Center @ Left Support 0.00 k-ft 00 k-ft 0 0,00 in3 @ Right Support . @ Left Support @ Right Support 53 k 14 Shear Analysis 14.53 k . 969 in2 50 Design Shear ea Required A 50.969 in2 si 0 . 285.00 psi r p 285.0 Fv: Allowable Bearing Length Req'd Bearing @ Supports 9.68 k Bearing Length Req'd Max. Left Reaction 9,68 k Max. Right Reaction Allowable b 2,600.00 psi 2,600.00 psi 2,600.00 psi 2.459 in 2.459 in Job # 5500.02 Date: 7:27AM, 16 JAN 06 nev. Qovv- User: KW-0606238, Ver 5.8.0, -cec-2003 (c)19B3-2003 ENERCALC Engineering Software Description 910 Title : VAIL'S FRONT DOOR Dsgnr: NRH Description Scope : General Timber Beam Job # 5500.02 Date: 7:27AM, 16 JAN 06 Page 2 s126d.ecw:Calculation s Query Values - ment M ~v Shear Deflection i _ M V, & D @ Specified Locations o 00 k-ft 0 9.68 k n 0.0000 0000 in 0 , @ Center Span Location = 0.00 ft 0.00 ft . 0.00k-ft 0.00 k 00 k 0 . 0.0000 in @ Right Cant. Location = 00 ft 0 0.00 k-ft . @ Left Cant. Location = . Title : VAIL'S FRONT DOOR Dsgnr: NRH Description scope : Rev: 580004 6 8 0 1-Dec-2003 User: KW-06o6238, Vor Software (c}1983-2003 ENERCALC _n9ineenng _ e Description B11 General Information General Timber Beam Page 1 5126d_I- Ca 5 Base allowables are user defined .:efined node Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. 0 00 ft Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V8 Fb Base Allow Fv Allow Fc Allow E 14.00 ft .....Lu .Lu 2.50 ft 2.50 ft Lu 0.00 ft 2,400.0 psi 240.0 psi 650.0 psi 1,700.0 ksi Section Name 8.75x15 8.750 in Beam Width 15.000 in Beam Depth GluLam Member Type Bm Wt. Added to Loads 1.000 Load Dur. Factor Pin-Pin Beam End Fixity 35.000 pcf Wood Density Full Length Uniform Loads_ Center DL DL Left Cantilever DL Right Cantilever 675.00 #/ft 200.00 #/ft LL LL 675:00 #;ft 200.00 #/ft LL #/ft #/ft Beam Design OK -.y- A summary Depth = 15.1n, Ends are Pin Pin Beam Width = 8.750in x Span= 14.OOft, Left Cant= 2.50ft, 0.346 Maximum Shear * 1.5 Max Stress Ratio 21.9 k-ft Allowable Maximum Moment 63.3 k-ft Shear: i Allowable 21.86 k-ft at 7.033 ft 000 ft 0 Max. Positive Moment Negative Moment -0.72 k-ft . at Camber Max. Max @ Left Support 2.83 k-ft 00 k-ft 0 Max @ Right Support . 63.26 Reactions.... 25 k 2 Max. M allow si 1 . fv 74.87 psi Left DL k .57 Right DL fb 799.38 p 240.0 Fv 0 psi Fb . 2,313.63 psi Deflections T Left Cantilever... I ota Load _ _ Dead Load Deflection 0.184 in nter Span... Length/Defl C 4 e Deflection in 0.04 7.099 ft 7.033 ft 54 Right Cantilever... 914 ,..Location Length/Deft 3 786.6 . Deflection ft mber ( using 1.5 * D.L. Defl )0: C i ...Length/De a 066 n @ Center 0.034 in @ Left 0.000 in @ Right Stress CaICS Area Analysis Bending Le 5.148 ft Sxx 328.125 in3 0.999 Cl Ck 21.584 0 965 Rb 3.480 Sxx Re 'd Cv . Moment ax Max 113.21 in3 21.86 k-ft 14.70 in3 @ Center 2.83 k-ft 0 00 in3 @ Left Suppod @ Right Support 0.00 k-ft . @ Right Support @ Left Support 8,44 k Shear Analysis 9.83 k 39.353 in2 Design Shear 40.942 in2 240 00 psi Area Required 240.00 psi , Fv: Allowable Length Req'd ring B Bearing @ Supports 8.82 k ea Bearing Length Req'd Max. Left Reaction 6,30 k Max. Right Reaction job # 5500.02 Date: 7:27AM, 16 JAN 06 9.8 k 31.5 k @ieft 6.55k 30 k 6 @ Right . Left @ 0.034in @ Center 0.066 in @ Right 0.000in 8.82 k Max 6.30 k Max I 023 in 0 - 0.101 in . 2,622.9 596:4 000 in 0 0.000 in . 0.0 0.0 131.250 in2 Allowable fb 2,316.85 psi 2,313.63 psi 2,316.85 psi 1.550 in 1.107 in Title : VAIL'S FRONT DOOR Dsgnr: NRH Description Scope : User: KW-0606238, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Description B11 General Timber Beam Job # 5500.02 Date: 7:27ANi, 16 AN 06 Page 2 s126d.ecw:Calculations Query Values V, & D @ Specified Locations M Moment Shear Deflection 0000 in 0 , @ Center Span Location - 0.00 ft -2.83 k-ft 6.55 k 00 k 0 . 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k-ft . 55 k 6 0.0000 in @ Left Cant. Location = 0.00 it -2.83 k-ft . Title : VAIL'S FRONT DOOR Dsgnr: NRH Description Scope : User: KW-0606238, Ver 5.8.0, 1-Dec-2003 (c')1983-2003 ENERCALC Engineering Software Description B14 General Timber Beam Page 1 s 126 d. ecw: Calculation s General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined I Section Name 8.75x15 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Center Span 8.750 in Left Cantilever 15.000 in Right Cantilever GluLam Douglas Fir, 24F - V8 Fb Base Allow 1.000 Fv Allow Pin-Pin Fc Allow 35.000 pcf E' 14.00 ft .....Lu 0.00 ft 2.75 ft .....Lu 2.75 ft ft .....Lu 0.00 ft 2,400.0 psi 240.0 psi 650.0 psi 1,700.0 ksi Full Length Uniform Loads Center DL 145.00 #/ft LL 475.00 #/ft Left Cantilever DL 145.00 #/ft LL 475.00 #/ft Right Cantilever DL #/ft LL #/ft Span= 14.00ft, Left Cant= 2.75ft, Beam Width = 8.750in x Depth = 15.in, Ends are Pin-Pin Max Stress Ratio 0.247 : 1 . Maximum Moment 15.6 k-ft Maximum Shear * 1.5 Allowable 63.3 k-ft Allowable M P l't ve Moment 15 64 k-ft at 7.100 ft Shear: @ Left ax. osl Max. Negative Moment -0.67 k-ft at 0.000 ft Max @ Left Support -2.46 k-ft Camber: Max @ Right Support 0.00 k-ft Max. M allow 63.25 Reactions... fb 571.93 psi fv 54.16 psi Left DL 1.77 k Fb 2,313.30 psi Fv 240.00 psi. Right DL 1.19 k Deflections @ Right @ Left @ Center @ Right Max Max Beam Design OK 7.1 k 31.5 k 4.74 k 4.52 k 0.028 in 0.050 in 0.000 in 6.53 k 4.52 k Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.033 in -0.131 in Deflection 0.018 in 0.079 in ...Location 7.100 ft 7.033 ft ...Length/Defl 3,578.2 838.0 ...Length/Deft 5,064.7 1,279.52 Right Cantilever... Camber ( using 1.5 " D.L. Deft ) Deflection 0.000 in 0.000 in @ Center 0.050 in ...Length/Deft 0.0 0.0 @ Left 0.028 in @ Right 0.000 in Stress Calcs - - - - . _ Bending Analysis Ck 21.584 Le Cv 0.965 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 5.663 ft Sxx 328.125 in3 3.649 Cl 0.998 Max Moment Sxx Reo'd 15.64 k-ft 81.00 in3 2.46 k-ft 12.79 in3 0.00 k-ft 0.00 in3 @ Left Support @ Right Support 7.11 k 6.77 k 29.621 in2 28.222 in2 240.00 psi 240.00 psi 6.53 k Bearing Length Req'd 4.52 k Bearing Length Req'd Area 131.250 in2 Allowable fb 2,316.85 psi 2,313.30 psi 2,316.85 psi 1.149 in 0.794 in Job # 5500.02 Date: 7:27AM, 16 JAN 06 Title : VAIL'S FRONT DOOR Dsgnr: NRH Description Scope : User: KW-0606238, Ver 5.8.0, 1-Dec- (c)1983.2003 ENERCALC Engineerin Description B14 General Timber Beam Job # 5500.02 Date: 7:27AM, 16 JAN 06 Page 2 s 126d. ecmCalc u I at i ons Query Values . 7M INT & D @ Specified Locations V M v .,u . . Moment Shear Deflection , , @ Center Span Location = 0.00 ft -2.46 k-ft 4.74 k 00 k 0 0.0000 in 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k-ft . 74 k 4 0.0000 in @ Left Cant. Location = 0.00 ft -2.46 k-ft . Title : VAIL'S FRONT DOOR Dsgnr: NRH Description Job # 5500.02 Date: 7:27AM, 16 JAN 06 Scope : User: KW-0606238, ver 5.8.0, 1-Dec-20 (c)1983-2003 ENERCALC Engineering Description B14A Multi-Span Timber Beam Page 1 s 126d.ecw: Calculations General Information Douglas Fir, 24F - V8 Spans Considered Conti nuou s Over Support Timber Member Information Description Span ftl 2.75 Timber Section 8.75x15 Beam Width in 8.750 Beam Depth in 15.000 End Fixity Free - Pin Le: Unbraced Length ft 2.75 Member Type GluLam Loads Live Load Used This Span ? I Yes Dead Load #/ft 130.00 Live Load #/ft 440.00 Point #1 Dead Load Ibs Live Load Ibs @ X ftl Results Mmax @ Cntr in-k 0.0 @X= ft 0.00 Max @ Left End in-k 0.0 Max @ Right End in-k -25.9 fb : Actual psi 78.8 Fb : Allowable psi 2,396.2 Bending OK Shear @ Left k 0.00 Shear @ Right k , 1.57 fv : Actual psi 9.7 Fv : Allowable psi 240.0 Shear OK Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Fb : Basic Allow 2,400.0 psi r- Elastic Modulus 1,700.0 ksi Fv : Basic Allow 240.0 psi Load Duration Factor 1.000 4.75 9.25 8.75x15 8.75x15 8.750 8.750 15.000 15.000 Pin - Pin Pin - Pin 4.75 3.00 GluLam GluLam Yes Yes 130.00 130.00 440.00 440.00 1,500.00 4,900.00 7.000 0.0 158.8 0.00 6.97 -25.9 -104.2 -104.2 0.0 317.6 484.1 2,393.3 2,395.8 Bending OK Bending OK 0.02 5.13 2.73 6.54 22.9 66.3 240.0 240.0 Shear OK Shear OK Reactions « Deflection DL 5 Left kl 0.00 0.35 1.81 LL @ Left k 0.00 1.20 6.05 Total @ Left k 0.00 1.55 7.86 DL @ Right kl 0.35 1.81 1.52 LL @ Right kl 1.20 6.05 5.02 Total @ Right ki 1.55 7.86 6.54 Max. Deflection ini -0.010 0.005 -0.034 @ X = ft 0.00 2.69 5.36 Query Values Location fti 0.00 0.00 0.00 Moment Ink 0.0 25.9 -104.2 Shear k! 0.0 -0.0 5.1 Deflection in! -0.0105 0.0000 0.0000 Title : VAIL'S FRONT DOOR Job # 5500.02 Dsgnr: NRH Date: 7:27AM, 16 JAN 06 Description Scope Rev: 580004 Page 1 User: KW-0606238, Ver5.8.0, 1-Dec-2003 Multi-Span Timber Beam s126d ecw Calculations (c)1983-2003 ENERCALC Engineering Software Description B17 General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Douglas Fir, 24F - V8~ FD : Basic Allow 2,400.0 psi Elastic Modulus 1,700.0 ksi Spans Considered Continuous Over Support Fv : Basic Allow 240.0 psi' Load Duration Factor 1.000 Timber Member Information Description Span ft 25.75 5.50 7.50 Timber Section 8.75x22.5 8.75x22.5 8.75x22.5 Beam Width in , 8.750 0.000 8.750 Beam Depth in l 22.500 0.000 22.500 End Fixity Pin - Pin Pin - Pin Pin - Free Le: Unbraced Length ft 6.00 5.50 7.50 Member Type GluLam Sawn GluLam Loads Live Load Used This Span ? I Yes Yes Yes Dead Load #/ft) 310.00 310.00 Live Load #/ft; 1,025.00 1,025.00 Dead Load #/ft 310.00 Live Load #/ft ' 1,025.00 Start ft End ft 25.750 5.500 4.000 Dead Load @ Left #/ft 210.00 Dead Load @ Right #/ft 210.00 Live Load @ Left 4/ft 700.00 Live Load @ Right #/ft 700.00 Start ft 4.000 End ftl 25.750 5.500 7.500 Results Mmax @ Cntr in-k 746.9 0.0 0.0 @ X = ft 9.61 0.00 0.00 Max @ Left End in-k 0.0 -1,327.8 .-347.9 Max @ Right End in-k -1,327.8 -347.9 0.0 fb:Actual psi, 1,798.5 0.0 471.3 Fb : Allowable psi 2,083.2 0.0 2,351.5 Bending OK Bending OK Bending OK Shear @ Left kl 12.89 18.52 - 8.52 Shear @ Right k 21.49 11.18 0.00 fv : Actual psi 144.5 0.0 46.1 Fv : Allowable psi; 240.0 0.0 240.0 Shear OK Shear OK Shear OK Reactions & Deflection DL @ Left k! 2.99 9.29 -0.62 LL @ Left k 9.90 30.71 -2.03 Total @ Left ki 12.89 40.00 -2.65 DL @ Right k! 9.29 -0.62 0.00 LL @ Right k! 30.71 -2.03 0.00 Total @ Right ki 40.00 -2.65 0.00 Max. Deflection in -0.389 0.000 0.000 @ X= ! ft~ 10.81 0.00 7.50 Query Values Location ft 0.00 0.00 0.00 Moment in-k' 0.0 -1,327.8 -347.9 Shear k1 12.9 18.5 8.5 Deflection in' 0.0000 3671.2500 1074.2887 lr ( ri_ r~ Title : VAIL'S FRONT DOOR Job # 5500.02 Dsgnr: NRH Date: 7:27AM, 16 JAN 06 Description Scope Rev: 580004 User. KW-0606238,Ver 5.8.0, 1-Dec-2003 Multi-Span Timber Beam Page 1 s125d.ecw:Calculations (c)1983-2003 ENERCALC Engineering Software Description A B16 General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Douglas Fir, 24F - V8 Fb : .tee Basic Allow 2,400.0 psi Elastic Modulus 1,700.0 ksi Spans Considered Continuous Over Support Fv : Basic Allow 240.0 psi Load Duration Factor 1.000 Timber Member Information Description Span ft ~ 6.75 6.00 3.75 Timber Section 8.75x22.5 8.75x22.5 8.75x22.5 Beam Width in~ 8.750 0.000 8.750 Beam Depth in 22.500 0.000 22.500 End Fixity I Pin - Pin Pin - Pin Pin - Free Le: Unbraced Length ft, 0.00 0.00 0.00 Member Type GluLam Sawn GluLam Live Load Used This Span ? Yes Yes Yes Dead Load #/ft 340.00 340.00 340.00 Live Load - #/ft. 1,125.00 1,125.00 1,125.00 Results Mmax @ Cntr @X= Max @ Left End Max @ Right End fb : Actual Fb : Allowable Shear @ Left Shear @ Right fv : Actual Fv : Allowable in-k! 56.3 ft 2.52 in-k! 0.0 in-k! -100.1 psi 135.6 psi 2,393.2 Bending OK k' 3.71 k1 6.18 psi 26.0 psi 240.0 Shear OK Reactions & Deflection DL @ Left k LL @ Left k Total @ Left k DL @ Right k LL @ Right k Total @ Right k Max. Deflection in @X= ft Query Values Location ft Moment in-k Shear k. Deflection in 0.0 0.0 0.00 0.00 -100.1 -123.6 -123.6 0.0 0.0 167.4 0.0 2,400.0 Bending OK Bending OK 4.07 5.49 4.72 0.00 0.0 20.9 0.0 240.0 Shear OK Shear OK 0.86 2.38 2.37 2.85 7.87 7.84 3.71 10.25 10.21 2.38 2.37 0.00 7.87 7.84 0.00 10.25 10.21 0.00 -0.002 0.000 0.000 2.83 0.00 3.75 0.00 0.00 0.00 0.0 -100.1 -123.6 3.7 4.1 5.5 0.0000 4395.0000 3433.5937 Title : VAIL'S FRONT DOOR Dsgnr: NRH Description Scope : User: KW-0606238, Ver 5.8.0, 1-Dec-2003 (c)1983.2003 ENERCALC Engineering Software ~s Description BI 7A General Timber Beam Page 1 s 126d.ecw:Calculations General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 8.75x22.5 Center Span 18.25 ft .....Lu 2.00 ft Beam Width 8.750 in Left Cantilever 3.25 ft .....Lu 3.25 ft Beam Depth 22.500 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V8 Bm Wt. Added to Loads Fb Base Allow 2,400.0 psi Load Dur. Factor 1.000 Fv Allow 240.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi Wood Density 35.000 pcf E 1,700.0 ksi Full Length Uniform Loads u Center DL Y _ ~ #/ft v LL #/ft Left Cantilever DL 203.00 #/ft LL 675.00 #/ft Right Cantilever DL #/ft LL #/ft Trapezoidal Loads , #1 DL @ Left 203.00 #/ft LL @ Left 675.00 #/ft Start Loc 0.000 ft DL @ Riaht 203.00 4/ft LL @ Right 675.00 #/ft End Loc 9.500 ft #2 DL @ Left 310.00 #/ft LL @ Left 1,025.00 #/ft Start Loc 9.500 ft DL @ Right 310.00 #/ft LL @ Right 1,025.00 #/ft End Loc 18.250 ft Summary Beam Design OK Span= 18.25ft, Left Cant= 3.25ft, Beam Width = 8.750in x Depth = 22.5in, Ends are Pin-Pin Max Stress Ratio 0.362 : 1 Maximum Moment 47.1 k-ft Maximum Shear i .5 17.1 k Allowable 133.0 k-ft Allowable 47.3 k Max. Positive Moment 47.12 k-ft at 10.025 ft Shear: @ Left 9.67 k Max. Negative Moment -1.32 k-ft at 0.000 ft @ Right 11.42 k Max @ Left Support -4.89 k-ft Camber: @ Left 0.038in Max @ Right Support 0.00 k-ft @ Center 0.075 in @ Right 0.000 in Max. M allow 132.95 Reactions... fb 765.90 psi fv 86.98 psi Left DL 3.40 k Max 12.68 k Fb 2,160.98 psi Fv 240.00 psi Right DL 2.93 k Max 11.42 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.050 in -0.198 in Deflection 0.025 in 0.106 in ...Location 9.339 ft 9.339 ft ...Length/Deft 3,089.2 735.0 ...Length/Defl 4,394.1 1,105.49 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) Deflection 0.000 in 0.000 in @ Center 0.075 in ...Length/Deft 0.0 0.0 @ Left 0.038 in @ Right 0.000 in Job # 5500.02 Date: 7:27AM, 16 JAN 06 Title : VAIL'S FRONT DOOR Dsgnr: NRH Description Scope : Job # 5500.02 Date: 7:27AM, 16 JAN 06 Rev: 580004 Page 2 User: KW-0606238, Ver5.8.0, 1-Dec-2003 General Timber Beam (c)1983-2003 ENERCALC Enaineerina Software s126d.ecw:Calculations Description B17A Stress Cal :s Bending Analysis Ck 21.584 Le 6.692 ft Sxx 738.281 in3 Area 196.875 in2 Cv 0.903 Rb 4.859 Cl 0.998 Max Moment Sxx Rea'd Allowable fb @ Center 47.12 k-ft 261.39 in3 2,163.20 psi @ Left Support 4.89 k-ft 27.15 in3 2,160.98 psi @ Right Support 0.00 k-ft 0.00 in3 2,166.58 psi Shear Analysis @ Left Support @ Right Support Design Shear 14.51 k 17.12 k Area Required 60.468 in2 71.350 in2 Fv: Allowable 240.00 psi 240.00 psi Bearing @ Supports Max. Left Reaction 12.68 k Bearing Length Req'd 2.230 in Max. Right Reaction 11.42 k Bearing Length Req'd 2.007 in Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft -4.89 k-ft 9.67 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 -4.89 k-ft 9.67 k 0.0000 in 3 Title : VAIL'S FRONT DOOR Dsgnr: NRH Description Scope : Job # 5500.02 Date: 7:27AM, 16 JAN 06 Rev: 580004 Page 1 User: KW-0606238,Ver 5.8.0,1-Dec-2003 Genera! Timber Beam (c)1983-2003 ENERCALC Engineering Software s126d.ecw:CaIcuIations Description B18 General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 8.75x22.5 Center Span 9.50 ft .....Lu 2.00 ft Beam Width 8.750 in Left Cantilever 3.75 ft .....Lu 3.75 ft Beam Depth 22.500 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V8 Bm Wt. Added to Loads Fb Base Allow 2,400.0 psi Load Dur. Factor 1.000 Fv Allow 240.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi Wood Density 35.000 pcf E 1,700.0 ksi Full Length Uniform Loads Center DL 125.00 #/ft LL 420.00 #/ft _ Left Cantilever DL 125.00 #/ft LL 420.00 #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 9.50ft, Left Cant= 3.75ft, Beam Width = 8.750in x Depth = 22.5in, Ends are Pin-Pin Max Stress Ratio 0.103 Maximum Moment 6.1 k-ft Maximum Shear 1.5 4.9 k Allowable 141.8 k-ft Allowable 47.3 k Max. Positive Moment 6.09 k-ft at 4.961 ft Shear: @ Left 3.25 k Max. Negative Moment -1.22 k-ft at 0.000 ft @ Right 2.69 k Max @ Left Support -4.17 k-ft Camber: @ Left 0.001 in Max @ Right Support 0.00 k-ft @ Center 0.002 in Max. M allow 141.83 Reactions... @ Right O.000in fb 99.06 psi fv 24.80 psi Leff DL 1.60 k Max 5.48 k Fb 2,305.31 psi Fv 240.00 psi Right DL 0.69 k Max 2.69 k Deflections Center Span... Dead Load Total Load Left Cantilever... uead Load I otai Load Deflection -0.001 in -0.007 in Deflection 0.001 in 0.007 in ...Location 5.119 ft 4.803 ft ...Length/Deft 166,821.5 12,422.8 ...Length/Defl 80,574.7 16,624.02 Right Cantilever... Camber ( using 1.5 ' D.L. Deff ) Deflection 0.000 in 0.000 in @ Center 0.002 in ...Length/Deff 0.0 0.0 @ Left 0.001 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 21.584 Le 7.722 ft Sxx 738.281 in3 Area 196.875 in2 Cv 0.964 Rb 5.219 CI 0.998 Max Moment Sxx Read Allowable fb @ Center 6.09 k-ft 31.67 in3 2,308.89 psi @ Left Support 4.17 k-ft 21.70 in3 2,305.31 psi @ Right Support 0.00 k-ft 0.00 in3 2,312.75 psi Shear Analysis @ Left Support @ Right Support Design Shear 4.88 k 4.03 k Area Required 20.343 in2 16.801 in2 Fv: Allowable 240.00 psi 240.00 psi Bearing @ Supports Max. Left Reaction 5.48 k Bearing Length Req'd 0.963 in Max. Right Reaction 2.69 k Bearing Length Req'd 0.473 in 1,, fr Title : VAIL'S FRONT DOOR Dsgnr: NRH Description Scope : Job # 5500.02 Date: 7:27AM, 16 JAN 06 User: KW-0606238, Ver5.8.0, 1-Dec-2003 General Timber Beam- age 2 (c)1983-2003 ENERCALC Engineering Software s126d.ecvCalculations Description B18 Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft -4.17 k-ft 125 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 -4.17 k-ft 3.25 k 0.0000 in Title : VAIL'S FRONT DOOR Dsgnr: NRH Description Scope : Job # 5500.02 Date: 7:27AM, 16 JAN 06 ~ User: KW-0606238,Ver 5.8.0, 1-Dec-2003 General Timber Beam Page 1 (c"11":983'°""0200"3 ENERCALC Enaineerina Software s126d.ecw:Calculations Description B19 General information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 3-2x10 Center Span 7.00 ft .....Lu 0.00 ft Beam Width 4.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Fb Base Allow 900.0 psi Load Dur. Factor 1.000 Fv Allow 1,80.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,600.0 ksi Full Length Uniform Loads _ K Center DL 60.00 #/ft LL 200.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 7.00ft, Beam Width = 4.500in x Depth = 9.25in, Ends are Pin-Pin Max Stress Ratio 0.276 : 1 Maximum Moment 1:6 k-ft Maximum Shear * 1.5 1.1 k Allowable 5.8 k-ft Allowable 7.5 k Max. Positive Moment 1.59 k-ft at 3.500 ft Shear: @ Left 0.91 k Max. Negative Moment 0.00 k-ft at 7.000 ft @ Right 0.91 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.010 in Max. M allow 5.78 Reactions... @ Right 0.000 in fb 297.79 psi fv 25.71 psi Left DL 0.21 k Max 0.91 k Fb 1,080.00 psi Fv 180.00 psi Right DL 0.21 k Max 0.91 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load I otal Load Deflection -0.007 in -0.030 in Deflection 0.000 in 0.000 in .:.Location 3.500 ft 3.500 ft ...Length/Deft 0.0 0.0 ...Length/Deft 12,306.7 2,840.00 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) Deflection 0.000 in 0.000 in @ Center 0.010 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 34.195 Le 0.000 ft Sxx 64.172 in3 Area 41.625 in2 Cf 1.200 Rb 0.000 Cl 910.000 Max Moment Sxx Req'd Allowable fb @ Center 1.59 k-ft 17.69 in3 1,080.00 psi @ Left Support 0.00 k-ft 0.00 in3 1,080.00 psi @ Right Support 0.00 k-ft 0.00 in3 1,080.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.07 k 1.07 k Area Required 5.945 in2 5.945 in2 Fv: Allowable 180.00 psi 180.00 psi Bearing @ Supports Max. Left Reaction 0.91 k Bearing Length Req'd 0.324 in Max. Right Reaction 0.91 k Bearing Length Req'd 0.324 in Title : VAIL'S FRONT DOOR Dsgnr: NRH Description Scope : User: KW-0606238, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Description B19 General Timber Beam Job # 5500.02 Date: 7:27AM, 16 JAN 06 Page 2 s126d.ecw:Caiculati ons Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k-ft 0.91 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: VAIL'S FRONT DOOR Dsgnr: NRH Description Scope : User: KW-0606238, Ver 5.8.0, 1-Dec-2003 (c)1983.2003 EIVERCALC Engineering Software s - Description B20 General Information Section Name 8.75x22.5 Beam Width 8.750 in Beam Depth 22.500 in Member Type GluLam Bm Wt. Added to Loads Load Dur. Factor 1.000 Beam End Fixity Pin-Pin Wood Density 35.000 pcf Full Length Uniform Loads - Center DL Left Cantilever DL Right Cantilever DL General Timber Beam Job # 5500.02 Date: 7:27AM, 16 JAN 06 Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Center Span 26.50 ft .....Lu Left Cantilever ft .....Lu Right Cantilever 7.75 ft .....Lu Douglas Fir, 24F - V8 Fb Base Allow 2,400.0 psi Fv Allow 240:0 psi Fc Allow 650.0 psi E 1,700.0 ksi 220.00 ,/ft LL 725.00 4/ft #/ft LL #/ft 220.00 #/ft LL 725.00 #/ft @ Right @ Left @ Center @ Right Max Max Beam Design OK Span= 26.50ft, Right Cant= 7.75ft, Beam Width = 8.750in x Depth = 22.5in, Ends are Pin-Pin Max Stress Ratio 0.652 : 1 Maximum Moment 83.2 k-ft Maximum Shear " 1.5 Allowable 127.6 k-ft Allowable t 12 977 ft Shear: @ Left Max. Positive Moment 83.18 k-ft 04 k-ft -8 a at 26.500 ft Max. Negative Moment . Max @ Left Support 0.00 k-ft Camber: Max @ Right Support -29.82 k-ft Max. M allow 127.60 Reactions... 351.97 psi fb 1 fv 108.80 psi Left DL 3.25 k , 08 psi 074 Fb 2 Fv 240.00 psi Right DL 5.93 k . , Deflections Center Span... Dead Load Total Load Left Cantilever... Deflection -0.168 in t -0.737 in 113 ft 13 Deflection ...Length/Deft ..Location 12.840 f . . ...Length/Defl 1,898.3 431.45 Right Cantilever... Camber ( using 1.5 ` D.L. Deft ) Deflection @ Center 0.251 in ...Length/Dell @ Left 0.000 in @ Right 0.168 ih lcs C a Stress Page 1 s 126d.ecmCalculations 2.00 ft 0.00 ft 7.75 ft 21.4 k 47.3 k 12.85 k 14.28 k 0.000 in 0.251 in 0.168 in 12.85 k 21.98 k 0.000 in 0.000 in 0.0 0.0 0.112 in 0.639 in 1,659.4 291.1 Bending Analysis Ck 21.584 Le 15.959 ft Sxx 738.281 in3 Area 196.875 in2 Cv 0.870 Rb 7.503 Cl 0.998 Allowable fb Max Moment sxx Reg d 92 in3 478 2,084.12 psi @ Center 83.18 k-ft 00 k-ft 0 . 0.00 in3 2,087.26 psi @ Left Support . 82 k-ft 29 172.51 in3 2,074.08 psi @ Right Support . Shear Analysis @ Left Support @ Right Support Design Shear 19.28 k 21.42 k Area Required 80.323 in2 89.253 1n2 Fv: Allowable 240.00 psi 240.00 psi Bearing @ Supports 85 k 12 Bearing Length Req'd 2.260 in Max. Left Reaction . 98 k 21 Bearing Length Req'd 3.864 in Max. Right Reaction . Title : VAIL'S FRONT DOOR Dsgnr: NRH Description Scope : User: KW-0606238, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Description B20 General Timber Beam Job # 5500.02 Date: 7:27ANI, 16 JAN 06 Page 2 s 126d. ecw:0aIcuIations Query Values . Moment Shear Deflection M, V, & D @ Specified Locations 2 03 k 0.0000 in @ Center Span Location = 0.00 ft 0.00 k-ft 00 k-ft 0 12.03 k 0.0000 in = @ Right Cant. Location 0.00 ft . 00 k-ft 0 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft . Title : VAIL'S FRONT DOOR Dsgnr: NRH Description Scope : User: KW-0606238, Ver 5.8.0, 1-Dec-2003 (c)19832003 ENERCALC Engineering Software Description B21 General Timber Beam @ Left @ Right @ Left @ Center @ Right Max Max 2000/2003 IBC 2003 NFPA 5000 Base allowables are user defined Code Ref: 1997/2001 NDS General Information , Section Name . MicroLam: 5.25x11.87 Center Span 4.50 ft .....Lu 0.00 ft Lu 0.00 ft ft Beam Width 5.250 in Left Cantilever Lu 0.00 ft ft Beam Depth 11.875 in Right Cantilever MicroLam 1.9 E Truss Joist - MacMillan Member Type Added to Loads Bm Wt Manuf/So.Pine , Fb Base Allow 2,600.0 psi . Load Dur. Factor 1.000 Fv Allow 285.0 psi 0 psi 750 Beam End Fixity Pin-Pin . Fc Allow 900.0 ksi E 1 Wood Density 35.000 pcf , Point Loads Dead Load 5,928.0 Ibs Ibs Ibs s Live Load 16,047.0 Ibs Ibs Ibs Ibs ...distance 2.250 ft 0.000 ft 0.000 ft 0.000 ft j Summary Span= 4.50ft, Beam Width = 5.250in x Depth = 11.875in, Ends are Pin-Pin R t; 0.930 ; 1 Ibs Ibs Ibs 0.000 ft 0.000 ft 0.000 ft Beam Design OK Max Stress a to 24.8 k -ft Maximum Shear * 1.E Maximum Moment Allowable 26.7 k-ft Allowable Max. Positive Moment 24.76 k-ft at 2250 ft Shear: Max. Negative Moment 0.00 k-ft at 4.500 ft Max @ Left Support 0.00 k-ft Camber: Max @ Right Support 0.00 k-ft Max. M allow 26.73 Reactions... fb 2,408.02 psi fv 265.18 psi Left DL 3.00 k Fb 2,600.00 psi Fv 285.00 psi Right DL 3.00 k Deflections n, Center Span... Dead Load Total Load Left Cantt ever... Deflection -0.014 in -0.052 in Deflection ...Location 2.250 ft 2.250 ft ...Length/Dell ...Length/Deft 3,837.7 1,040.69 Right Cantilever... Camber ( using 1.5' D.L. Defl ) Deflection @ Center 0.021 in ...Length/Deft @ Left 0.000 in @ Right 0.000 in Page 1 s126d.ecw:Calculations 16.5 k 17.8 k 11.02 k 11.02 k 0.000 in 0.021 in 0.000 in 11.02-k 11.02k 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Stress Calcs Bending Analysis Ck 21.924 Le Cf 1.000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 0.000 ft Sxx 123.389 in3 0.000 Cl Max Moment Sxx Read 24.76 k-ft 114.28 in3 0.00 k-ft 0.00 in3 0.00 k-ft 0.00 in3, @ Left Support @ Right Support 16.53 k 16.53 k 58.008 in2 58.008 in2 285.00 psi 285.00 psi 11.02 k Bearing Length Req'd 11.02 k Bearing Length Req'd Area 62.344 in2 Allowable fb 2,600.00 psi 2,600.00 psi 2,600.00 psi 2.799 in 2.799 in Job # 5500.02 Date: 7:27AM, 16 JAN 06 Title : VAIL'S FRONT DOOR Dsgnr: NRH Description Scope : User: KW-0606238, Ver-.8A 1-Dec-2003 (c)1983.2003 ENERCALC Engineering Software Description B21 General Timber Beam Job # 5500.02 Date: 7:27AM, 16 JAN 06 Page 2 st 26d.ecw:Calculations Query Values & D @ Specified Locations V M Moment Shear Deflection i , , @ Center Span Location = 0.00 ft 0.00 k-ft 11 02 k 0 00 k n 0.0000 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k-ft . 00 k 0 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k-ft . Title : VAIL'S FRONT DOOR Dsgnr: NRH Description V' Job # 5500.02 Date: 7:27AM, 16 JAN 06 Scope : User: KW-0606238, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Description B25 Multi-Span Timber Beam Page 1 st 26d.emCalculations General Information Douglas Fir, 24F - V8 ~ Spans Considered Continuous Over Support Timber Member Information Description Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Fb : Basic Allow 2,400.0 psi Elastic Modulus 1,700.0 ks Fv : Basic Allow 240.0 psi Load Duration Factor 1.000 Span fti 26.50 . 7.25 7.75 Timber Section 8.75x22.5 8.75x22.5 8.75x22.5 Beam Width in 8.750 0.000 8.750 Beam Depth in ! 22.500 0.000 22.500 End Fixity Pin - Pin Pin - Pin Pin - Free Le: Unbraced Length ft 7.00 7.25 7.75 Member Type GluLam Sawn GluLam Loads Live Load Used This Span ? ( w Yes _ Yes Yes Dead Load #/fti 295.00 295.00 295.00 Live Load #/fti 780.00 .780.00 780.00 'Dead Load @ Left #/ft! Dead Load @ Right #/ft Live Load @ Left #/ft! 195.00 Live Load @ Right #/ft 195.00 Start ft End ft~ 11.250 7.250 7.750 Results Mmax @ Cntr in-k 703.0 0.0 0.0 @ X . ft 9.54 0.00 7.75 Max @ Left End in-k 0.0 -1,199.7 -387.4 Max @ Right End in-k -1,199.7 -387.4 0.0 fb : Actual psi 1,625.0 0.0 524.7 Fb : Allowable psi 2,075.5 0.0 2,343.2 Bending OK Bending OK Bending OK Shear @ Left k 12.20 13.23 8.33 Shear @ Right k 18.48 5.44 0.00 fv : Actual psi 124.9 0.0 48.2 Fv : Allowable psi 240.0 0.0 240.0 Shear OK Shear OK Shear OK Reactions & Deflection DL @ Left k 2.93 8.31 1.01 LL @ Left k 9.27 23.41 1.89 Total @ Left k 12.20 31.72 2.89 DL @ Right k 8.31 1.01 0.00 LL @ Right k 23.41 1.89 0.00 Total @ Right k 31.72 2.89 0.00 Max. Deflection in -0.382 0.000 0.000 @ X = ft 11.13 0.00 7.75 Query Values Location ft 0 00 0.00 0.00 Moment in-k 0.0 -1,199.7 -387.4 Shear k 1 12.2 13.2 8.3 Deflection in 0.0000 3896.8750 5207.0312 Title : VAIL'S FRONT DOOR Dsgnr: NRH Description Scope : Job # 5500.02 Date: 7:27AM, 16 JAN 06 I Rev: 580004 User: KW-0606238, Ver5.8.0, 1-Dec-2003 General Timber Beam Page 1 E (c)1983.2003 ENERCALC Engineering Software s126d.ecw:Calculations Description B26 General Information 2003 NFPA 5000. Base allowables are user defined 200012003 IBC Code Ref: 1997/2001 NDS , , Section Name 8.75x22.5 Center Span 12.50 ft .....Lu 2.00 ft Beam Width 8.750 in Left Cantilever 7.25 ft .....Lu 7.25 ft Beam Depth 22.500 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V8 Sm Wt. Added to Loads Fb Base Allow 2,400.0 psi Load Dur. Factor 1.000 Fv Allow 240.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi Wood Density 35.000pcf E 1,700.0ksi Trapezoidal Loads #1 DL @ Left _ 375.00 #/ft LL @ Left 1,250.00 #/ft Start Loc -7.250 ft DL @ Right 375.00 #/ft LL @ Right 1,250.00 #/ft End Loc -4.750 ft #2 DL @ Left 290.00 #/ft LL @ Left 965.00 #/ft Start Loc -4.750 ft DL @ Right 135.00 #/ft LL @ Right 450.00 4/ft End Loc 5.750 ft #3 DL @ Left 135.00 #/ft LL @ Left 450.00 #/ft Start Loc 5.750 ft DL @ Right 235.00 #/ft LL @ Right 790.00 #/ft End Loc 12.500 ft beam Design OK Span= 12.50ft, Left Cant= 7.25ft, Beam Width = 8.750in x Depth = 22.5in, Ends are Pin-Pin Max Stress Ratio 0.304 : 1 Maximum Moment -38.7 k-ft Maximum Shear ` 1. Allowable 137.6 k-ft Allowable Max. Positive Moment 10.66 k-ft at 7.469 ft Shear: Max. Negative Moment -9:89 k-ft at 0.000 ft Max @ Left Support -38.65 k-ft Camber: Max @ Right Support 0.00 k-ft Max. M allow 137.55 Reactions... fb 628.22 psi fv 72.92 psi Left DL Fb 2,235.80 psi Fv 240.00 psi Right DL Deflections 14.4 k 47.3 k @ Left 9.57 k @ Right 4.54 k @ Left 0.056 in @ Center 0.007 in @ Right 5 0.000 in 4.70 k Max 17.86 k 0.67 k Max 4.54 k Center Span... Dead Load Total Load Lett cantilever... veaa Loao i otai Luau Deflection 0.004 in -0.019 in Deflection -0.037 in -0.190 in ...Location 3.695 ft 6.761 ft ...Length/Deft 4,669.9 915.6 ...Length/Deft 34,037.8' 8,013.55 Right Cantilever... Camber ( using 1.5 D.L. Defi ) Deflection 0.000 in 0.000 in @ Center 0.007 in ...Length/Deft 0.0 0.0 @ Left 0.056 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 21.584 Le 14.929 ft Sxx 738.281 in3 Area 196.875 in2 Cv 0.938 Rb 7.257 Cl 0.998 Max Moment Sxx Reo'd Allowable fb @ Center 10.66 k-ft 56.97 in3 2,246.49 psi @ Left Support 38.65 k-ft 207.44 in3 2,235.80 psi @ Right Support 0.00 k-ft 0.00 in3 2,250.15 psi Shear Analysis @ Left Support @ Right Support Design Shear 14.36 k 6.82 k Area Rea uired 59.819 in2 28.397 in2 Fv: Allowable 240.00 psi 240.00 psi Bearing @ Supports Max. Left Reaction 17.86 k Bearing Length Req'd 3.140 in Max. Right Reaction 4.54 k Bearing Length Req'd 0.799 in r Title : VAIL'S FRONT DOOR Dsgnr: NRH Description Scope : Job # 5500.02 Date: 7:27AM, 16 JAN 06 Rev: 580004 User: KW-0606238, Ver 5.8.0, 1-Dec-2003 General Timber Beam age Ex (c)1983-2003 ENERCALC Engineering Software s126d.ecH:Calculations Description B26 Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft -38.65 k-ft 8.21 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 -38.65 k-ft 8.21 k 0.0000 in Title : VAIL'S FRONT DOOR Dsgnr: NRH Description Scope : (c)1983-2003 ENERCALC Engineerin Description a B27 General Timber Beam Job # 5500.02 Date: 7:27AM, 16 JAN 06 Page 1 s 126d. emCal cu lations I General Information. Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 8.75x22.5 Center Span 10.75 ft .....Lu 0.00 ft Beam Width 8.750 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 22.500 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V8 Bm Wt. Added to Loads Fb Base Allow 2,400.0 psi Load Dur. Factor 1.000 Fv Allow 240.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi Wood Density 35.000 pcf E 1,700.0 ksi Point Loads Dead Load 2,9K-.5Ibs 666.0 Ibs Ibs Ibs Ibs Ibs Ibs Live Load * 9,689.0 Ibs 3,878.0 Ibs Ibs Ibs Ibs Ibs Ibs ...distance 7.000 ft 7.250 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft Beam Design OK Span= 10.75ft, Beam Width = 8.750in x Depth = 22.5in, Ends are Pin-Pin Max Stress Ratio 0.366 : 1 Maximum Moment 41.7 k-ft Maximum Shear * 1.5 17.3 k Allowable 140.5 k-ft Allowable 47.3 k Max. Positive Moment 41.74 k-ft at 7.009 ft Shear: @ Left 6.14 k Max. Negative Moment 0.00 k-ft at 10.750 ft @ Right 11.54 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000in Max @ Right Support 0.00 k-ft @ Center 0.017in @ Right 0.000 in Max. M .allow 140.54 Reactions... fb 678.47 psi fv 87.92 psi Left DL 1.50 k Max 6.14 k Fb 2,284.34 psi Fv 240.00 psi Right DL 2.62 k Max 11.54 k Deflections Center Span... Dead Load Total Load Left Cantilever... veaa Loaa i otai Loaa Deflection -0.011 in -0.049 in Deflection 0.000 in 0.000 in ...Location 5.805 ft 5.805 ft ...Length/Deft, 0.0 0.0 ...Length/Deft 11,718.1 2,657.11 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) Deflection 0.000 in 0.000 in @ Center 0.017 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 21.584 Le 0.000 ft Sxx 738.281 in3 Area 196.875 in2 Cv 0.952 Rb 0.000 Cl 6139.319 Max Moment Sxx Read Allowable fb @ Center 41.74 k-ft 219.27 in3 2,284.34 psi @ Left Support 0.00 k-ft 0.00 in3 2,284.34 psi @ Right Support 0.00 k-ft 0.00 in3 2,284.34 psi Shear Analysis @ Left Support @ Right Support Design Shear 9.21 k 17.31 k Area Required 38.371 in2 72.126 in2 Fv: Allowable 240.00 psi 240.00 psi Bearing @ Supports Max. Left Reaction 6.14 k Bearing Length Req'd 1.079 in Max. Right Reaction 11.54 k Bearing Length Req'd 2.029 in Title : VAIL'S FRONT DOOR Job # 5500.02 Dsgnr: NRH Date: 7:27AM, 16 JAN 06 Description Scope Rev: 580004 Page 2 R User: KW-0606238, Ver5.8.0, 1-Dec-2003 General Timber Beam s126d.ecw:Calculations (c)1983-2003 ENERCALC Engineering Software Description B27 u Query Values , - _ _3 M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k-ft 6.14 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 : VAIL'S FRONT DOOR Dsgnr: NRH Description Scope : User: KW-0606238, Ver 5.8.0, 1-Dec-2003 (c)1983.2003 ENERCALC Engineering Software Description B28 General Timber Beam Page 1 s 126d.ecw:Calculations General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 8.75x22.5 Beam Width 8.750 in Beam Depth 22.500 in Member Type GluLam Bm Wt. Added to Loads Load Dur. Factor 1.000 Beam End Fixity Pin-Pin Wood Density 35.000pcf Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V8 Fb Base Allow Fv Allow Fc Allow E 20.17 ft .....Lu 2.00 ft 7.25 ft .....Lu 7.25 ft ft .....Lu 0.00 ft 2,400.0 psi 240.0 psi 650.0 psi 1,700.0 ksi Full Length Uniform Loads Center DL 170.00 #/ft LL 565.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft #1 DL @ Left 295.00 #/ft LL @ Left 990.00 #/ft Start Loc -7.250 ft DL @ Right 295.00 #/ft LL @ Right 990.00 #/ft End Loc -1.250 ft #2 DL @ Left 170.00 #/ft LL @ Left 565.00 #/ft Start Loc -1.250 ft DL @ Right 170.00 #/ft LL @ Right 565.00 #/ft End Loc 0.000 ft Point Loads Dead Load 1,497.0 Ibs Live Load 4,642.0 Ibs ...distance 12.500 ft Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary Beam Design OK Span='20.17ft, Left Cant= 7.25ft, Beam Width = 8.750 in x Depth = 22.5in, Ends are Pin-Pin Max Stress Ratio 0.483 ; 1 Maximum Moment 63.3 k-ft Maximum Shear' 1.5 17.9 k Allowable 131.2 k-ft Allowable 47.3 k Positive Moment Max 63.32 k-ft at 12.497 ft Shear: @ Left 11.94 k . Max. Negative Moment -8.91 k-ft at 0.000 ft @ Right 11.26 k Max @ Left Support -34.60 k-ft Camber: @ Left 0.040 in Max @ Right Support 0.00 k-ft @ Center 0.089 in @ Right O.000in Max. M allow 131.17 Reactions... fb 1,029.14 psi fv 91.01 psi Left DL 5.54 k Max 20.92 k Fb 2,132.05 psi Fv 240.00 psi Right DL 2.68 k Max 11.26 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.059 in -0.298 in Deflection 0.027 in 0.287 in ...Location 10.962 ft 10.523 ft ...Length/Defl 6,489.5 606.1 ...Length/Deft 4,088.2 813.32 Right Cantilever... Camber ( using 1.5 D.L. Defl ) Deflection 0.000 in 0.000 in @ Center 0.089 in ...Length/Deft 0.0 0.0 @ Left 0.040 in @ Right 0.000 in Job # 5500.02 Date: 7:27AM, 16 JAN 06 Title : VAIL'S FRONT DOOR Dsgnr: NRH Description Scope : Re": 580004 General Timber Beam User: KW-0606238, Ver 5-8.0, 1-Dec-2003 (c)1983.2003 ENERCALC Engineering Software Description B28 Stress Calcs Bending Analysis Ck 21.584 Le 14.929 ft Cv 0.894 Rb 7.257 Max Moment @ Center 63.32 k-ft @ Left Support 34.60 k-ft @ Right Support 0.00 k-ft Shear Analysis @ Left Support Design Shear 17.92 k Area Required 74.655 in2 Fv: Allowable 240.00 psi Bearing @ Supports Max. Left Reaction 20.92 k M Ri ht Reaction 11.26 k Sxx 738.281 in3 Cl 0.998 Sxx Rea'd 354.76 in3 194.73 in3 0.00 in3 @ Right Support 16.89 k 70.361 in2 240.00 psi Bearing Length Req'd Bearing Length Req'd ax. g Query Values M, V, & D @ Specified Locations Moment @ Center SDan Location = 0.00 ft -34.60 k-ft @ Right Cant. Location = 0.00 ft 0.00 k-ft @ Left Cant. Location = 0.00 ft -34.60 k-ft Area 196.875 in2 Allowable fb 2,141.70 psi 2,132.05 psi 2,145.02 psi 3.678 in 1.979 in Shear 11.94 k 0.00 k 11.94 k Job # 5500.02 Date: 7:27AM, 16 JAN 06 Page 2 s126d.ecw:Calculation,s Deflection 0.0000 in 0.0000 in 0.0000 in Title : VAIL'S FRONT DOOR Dsgnr: NRH Description Scope : User: KW-0606238, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Description B29 Multi-Span Timber Beam G 2 Job # 5500.02 Date: 7:27AM, 16 JAN 06 Page 1 s 126d.ecw: Calculations General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC 2003 NFPA 5000. Base allowables are user defined DouglasNFir, 24F V8 Gb :Basic Allow 00.0 psl ^Elastio Modulus 1,700 0 ksi Spans Considered Continuous Over Support Fv : Basic All 240.0 psi Load Duration Factor 1.000 Timber Member Information _ _ Description Span ftl 26.25 7.75 4.00 Timber Section 8.75x22.5 8.75x22.5 8.75x22.5 Beam Width in1 8.750 0.000 8.750 Beam Depth in i 22.500 0.000 22.500 End Fixity Pin - Pin Pin - Pin Pin - Free Le: Uhbraced Length ft 7.00 7.75 4.00 Member Type GluLam Sawn GluLam Loads Live Load Used This Span ? Yes Yes Yes Dead Load #/ft 295.00 295.00 295.00 Live Load #/ft I 990.00 790.00 790.00 Dead Load #/ft 75.00 Live Load #/ft ; 250.00 Start ft End ft ~ 11.250 7.750 4.000 Resu Its Mmax @ Cntr in-k l 857.2 0.0 0.0 @ X = ft 9.45 0.00 4.00 Max @ Left End in-k 0.0 -1,440.2 -104.2 Max @ Right End in-k ; -1,440.2 -104.2 0.0 fb : Actual psi 1,950.8 0.0 141.1 Fb : Allowable psi 2,077.4 0.0 2,391.4 Bending OK Bending OK Bending OK Shear @ Left k ~ 15.17 18.57 4.34 Shear @ Right k 22.22 10.16 0.00 fv : Actual psi 150.5 0.0 17.6 Fv : Allowable psi 240.0 0.0 240.0 Shear OK Shear OK Shear OK Reactions & Deflection DL @ Left kl 3.48 9.50 -0.93 LL @ Left k i 11.68 31.29 -4.89 Total @ Left kl 15.17 40.79 -5.82 DL @ Riaht k 9.50 -0.93 0.00 LL @ Right k, 31.29 -4.89 0.00 Total @ Right kl 40.79 -5.82 0.00 Max. Deflection in) -0.455 0.000 0.000 @ X = ft 10.85 0.00 4.00 Query Values _ Location ft 0.00 0.00 0.00 Moment in-k 0.0 -1,440.2 -104.2 Shear k 15.2 18.6 4.3 Deflection ini 0.0000 4204.3750 2712.5000 Title : VAIL'S FRONT DOOR Dsgnr: NRH Description Scope : User: KW-0606238, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Description B30 General Timber Beam Job # 5500.02 Date: 7:27AM, 16 JAN 06 Page 1 s 126 d. acw: Caicu lat ion s Code Ref: 1997/2001 NDS 2000/2003 IBC 2003 NFPA 5000. Base allowables are user defined General Information Section Name MicroLam: 3.5x11.875 ft Center Span 1 0.OO ft ..Lu 0.00 f* Lu 0.00 ft Beam Width 3.500 in 5 i Left Cantilever 0.00 ft Right Cantilever ft .....Lu Beam Depth Member Type n 11.87 Manuf/So.Pine Truss Joist - MacMillan, MicroLam 1.9 E i Bm Wt. Added to Loads Fb Base Allow 2,600.0 ps 0 psi 285 Load Dur. Factor 1.000 . Fv Allow Fc Allow 750.0 psi Beam End Fixity Pin-Pin E 1,900.0 ksi Wood Density 35.000 pcf #1 DL @ Left 4/ft LL @ Left #/ft 00 #!ft 700 Start Loc 0.000 ft End Loc 0.000 ft DL @ Right 210.00 #/ft LL @ Right . T Beam Design O Summary Span= 10.00ft, Beam Width = 3.500in x Depth = 11.875in, Ends are Pin-Pin Max Stress Ratio 0.391 : 1 Maximum Shear 1.5 4.6 k Maximum Moment 6.0 k-ft 8 k-ft 17 Allowable 11.8 k Allowable Max. Positive Moment . 5.96 k-ft at 5.760 ft Shea r: @ Left @ Right 1.57 k 3.08 k Max. Negative Moment -0.00 k-ft at 10.00 0 ft Camber: @ Left 0.000in Max @ Left Support 0.00 k-ft @ Center 0.042 in 042 0 Max @ Right Support 0.00 k-ft @ Right in . Max. M allow 17.82 Reactions... 40 k Max 1.57 k fb 869.58 psi fv 111.30 psi si 00 85 Left DL 0. Right DL 0.75 k Max .08 k 3 Fb 2,600.00 psi p . Fv 2 Deflections - il Dead Load Total Load Center Span... Dead Load Total Load ever... Left Cant Deflection 0.000 in 0.000 in Deflection -0.028 in -0.113 in 200 ft 5 ..Length/Deft 0.0 0 0 Location . 5.160 ft . ...Length/Deft 4,293.6 1,062.33 Right Cantilever... . 000 in 0 0.000 in Camber (using 1.5 * D.L. Defl . Deflection Length/Deft . 0.0 0.0 @ Center 042 in 0 @ Left 0.000 in @ Right 0.000 in Stress Calcs -P m Bending Analysis 924 Le 21 0.000 ft Sxx 82.259 in3 Area 41.563 in2 . Ck Cf 1.000 Rb 0.000 Cl 1567.176 Sxx Read Allowable fb Max Moment 96 k-ft 5 27.51 in3 2,600.00 psi @ Center . 00 k-ft 0 0.00 in3 2,600.00 psi @ Left Support . 00 k-ft 0 0.00 in3 2,600.00 psi @ Right Support . Shear Analysis @ Left Support @ Right Support Desian Shear 2.35 k 4.63 k Area Required 8.248 in2 16.231 in2 Fv: Allowable 285.00 psi 285.00 psi Bearing @ Supports 57 k 1 Bearing Length Req'd 0.597 in Max. Left Reaction . 08 k 3 Bearing Length Req'd 1.175 in Max. Right Reaction . Title : VAIL'S FRONT DOOR Dsgnr: NRH Description Scope : Rev: 580004 User: KW-0606238, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Description B30 a ~ r Job # 5500.02 Date: 7:27AM, 16 JAN 06 Page 2 s 126d.ecw:Calculations Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k-ft 1.57 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 General Timber Beam Title : VAIL'S FRONT DOOR Dsgnr: NRH Description Scope : User: KW-0606238, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software mm" Description B32W General Timber Beam Page 1 s 126d. ecw: Calculations General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 8.75x22.5 Center Span 14.00 ft .....Lu 2.00 ft Beam Width 8.750 in Left Cantilever 2.00 ft .....Lu 2.00 ft Beam Depth 22.500 in Right Cantilever 3.00ft .....Lu 3.00 ft Member Type GluLam Douglas Fir, 24F - V8 Bm Wt. Added to Loads Fb Base Allow 2,400.0 psi Load Dur. Factor 1.000 Fv Allow 240.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi Wood Density 35.000 pcf E 1,700.0 ksi Full Length Uniform Loads Center DL #/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL 60.00 #/ft LL 200.00 #/ft Trapezoidal Loads #1 DL @ Left #/ft LL @ Left #/ft Start Loc -2.000 ft DL @ Right 210.00 #/ft LL @ Right 700.00 #/ft End Loc 5.000 ft • #2 DL @ Left 60.00 #/ft LL @ Left 200.00 '#/ft Start Loc 10.500 ft DL @ Right 60.00 #/ft LL @ Right 200.00 #/ft End Loc 14.000 ft #3 DL @ Left 411/ft LL @ Left 700.00 #/ft Start Loc 5.000 ft DL @ Right 210.00 #/ft LL @ Right 700.00 #/ft End Loc 10.500 ft Point Loads Dead Load 401.0 Ibs 658.0 Ibs Ibs Ibs Ibs Ibs Ibs Live Load 1,166.0 Ibs 2,626.0 Ibs Ibs Ibs Ibs Ibs Ibs ...distance -2.000 ft 10.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Beam Design OK Span= 14.00ft, Left Cant= 2.00ft, Right Cant= 3.00ft, Beam Width = 8.750in x Depth = 22.5in, Ends are Pin-Pin Max Stress Ratio 0'214 : 1 Maximum Moment 23.8 k-ft Maximum Shear * 1.5 10.1 k Allowable 136.5 k-ft Allowable 47.3 k Max. Positive Moment 23.85 k-ft at 7.989 ft Shear: @ Left 5.72 k Max. Negative Moment -0.94 k-ft at 0.000 ft @ Right 6.73 k Max @ Leff Suppo , -3.40 k-ft Camber: @ Left 0.006 in Max @ Right Support -1.39 k-ft @ Center 0.016in Max. M allow 136.54 Reactions... @ Right 0.0111 in fb 387.65 psi fv 51.31 psi Left DL 1.87 k Max 7.65 k Fb 2,219.35 psi Fv 240.00 psi Right DL 1.80 k Max 7.66 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load total Load Deflection -0.011 in -0.059 in Deflection 0.004 in 0.024 in ...Location 7.304 ft 7.228 ft ...Length/Deft 11,765.6 1,964.5 ...Length/Defl 15,584.2 2,850.75 Right Cantilever... Camber ( using 1.5 ` D.L. Defl ) Deflection 0.007 in 0.040 in @ Center 0.016 in ...Length/Deft 9,980.3 1,793.5 @ Left 0.006 in @ Right 0.011 in Job # 5500.02 Date: 7:27AM, 16 JAN 06 Title : VAIL'S FRONT DOOR Dsgnr: NRH Description Scope : Job # 5500.02 Date: 7:27AM, 16 JAN 06 Rev: 580004 User: KW-0606238, Ver5.8.0, 1-Dec-2003 General Timber Beam Page (c)1983.2003 ENERCALC Enoineenno Software s126d.ecw:Calculations §i Description B32 Stress Calcs Bending Analysis Ck 21.584 Le 6.178 ft Sxx 738.281 in3 Area 196.875 in2 Cv 0.927 Rb 4.668 Cl 0.998 Max Moment Sxx Reg'd Allowable fb @ Center 23.85 k-ft 128.85 in3 2,221.22 psi @ Left Support 3.40 k-ft 18.39 in3 21221.22 psi @ Right Support 1.39 k-ft 7.49 in3 2,219.35 psi Shear Analysis @ Left Support @ Right Support Design Shear 8.58 k 10.10 k Area Required 35.768 in2 42.087 in2 Fv: Allowable 240.00 psi 240.00 psi Bearing @ Supports Max. Left Reaction 7.65 k Bearing Length Req'd 1.344 in Max. Right Reaction 7.66 k Bearing Length Req'd 1.346 in Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft -3.40 k-ft 5.66 k 0.0000 in @ Right Cant. Location = 0.00 ft -3.40 k-ft 5.66 k 0.0000 in @ Left Cant. Location = 0.00 ft -3.40 k-ft 5.66 k 0.0000 in LI v Title : VAIL'S FRONT DOOR Dsgnr: NRH Description Scope: Job # 5500.02 Date: 7:27AM, 16 JAN 06 Rev: 580004 Page 1 User: KW-0606238, Ver5.8.0, 1-Dec-2003 General Timber Beam (c)1983-2003 ENERCALC Engineering Software s126d.ecw:Calculations Description B33 General Information rc Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name MicroLam: 5.25x9.5 Center Span 5.00 ft .....Lu 0.00 ft Beam Width 5.250 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Manuf/So.Pine Truss Joist - MacMillan, MicroLam 1.9 E Bm Wt. Added to Loads Fb Base Allow 2,600.0 psi Load Dur. Factor 1.000 Fv Allow 285.0 psi Beam End Fixity Pin-Pin Fc Allow 750.0 psi Wood Density 35.000pcf E 1,900.0ksi Point Loads Dead Load 1,804.0 Ibs Ibs Ibs Ibs Ibs Ibs Ibs Live Load 5,854.0 Ibs Ibs Ibs Ibs Ibs Ibs Ibs ...distance 2.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 It 0.000 ft Summary Beam Design OK Span= 5.00ft, Beam Width = 5.250in x Depth = 9.5in, Ends are Pin-Pin Max Stress Ratio 0.562 : 1 Maximum Moment 9.6 k-ft Maximum Shear" 1.5 5.8 k Allowable 17.1 k-ft Allowable 14.2 k Max. Positive Moment 9.61 k-ft at 2.500 ft Shear: @ Left 3.86 k Max. Negative Moment 0.00 k-ft at 5.000 ft @ Right 3.96 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000in Max @ Right Support 0.00 k-ft @ Center 0.017 in @ Right 0.000in Max. M allow 17.11 Reactions... fb 1,460.38 psi fv 116.07 psi Left DL 0.93 k Max 3.86 k ' Fb 2,600.00 psi Fv 285.00 psi Right DL 0.93 k Max 3.86 k Deflections center Span... Dead Load Total Load Left Cantilever... Dead Load I otal Load Deflection -0.012 in -0.049 in Deflection 0.000 in 0.000 in ...Location 2.500 ft 2.500 It ...Length/Deft 0.0 0.0 ...Length/Deft 5,159.2 1,234.78 Right Cantilever... Camber ( using 1.5 ' D.L. Defl ) Deflection 0.000 in 0.000 in @ Center 0.017 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in stress Calcs Bending Analysis Ck 21.924 Le 0.000 ft Sxx 78.969 in3 Area 49.875 in2 Cf 1.000 Rb 0.000 Cl 3859.306 Max Moment Sxx Req'd Allowable fb @ Center 9.61 k-ft 44.36 in3 2,600.00 psi @ Left Support 0.00 k-ft 0.00 in3 2,600.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,600.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 5.79 k 5.79 k Area Required 20.312 in2 20.312 in2 Fv: Allowable 285.00 psi 285.00 psi Bearing @ Supports Max. Left Reaction 3.86 k Bearing Length Req'd 0.980 in Max. Right Reaction 3.86 k Bearing Length Req'd 0.980 in ,47~ (U L Title : VAIL'S FRONT DOOR Dsgnr: NRH Description Scope : Job # 5500.02 Date: 7:27AM, 16 JAN 06 Rev: 580004 F, User: KW-0606238, Very-8.0, 1-Dec-2003 Page 2 ~iO (c)1983-2003 ENERCALC Engineering Software Genera Timber Beam s126d.ecw:Calculations N Description B33 Query Values M, V, & D @ Specified Locations wMoment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k-ft 3.86 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 6L6 1'1 Title : VAIL'S FRONT DOOR Dsgnr: NRH Description Scope : Job # 5500.02 Date: 7:27AM, 16 JAN 06 Rev: 580004 Page 1 User: KW-0606238, Ver5.8.0, 1-Dec-2003 General Timber Beam (c)1983-2003 ENERCALC Engineering Software s126d acw.Calculations Description B34 General Information Code Ref: 1997/2001 NDS, 2000/200 3 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 8.75x22.5 Center Span 14.00 ft .....Lu 2.00 ft Beam Width 8.750 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 22.500 in Right Cantilever 3.00ft .....Lu 3.00 ft Member Type GluLam Douglas Fir, 24F - V8 Bm Wt. Added to Loads Fb Base Allow 2,400.0 psi Load Dur. Factor 1.000 Fv Allow 240.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi Wood Density 35.000pcf E 1,700.0ksi Full Length Uniform Loads Center DL 150.00 9/ft LL 500.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL 150.00 #/ft LL 500.00 #/ft Point Loads Live Load 5,638.0 Ibs ...distance 5.000 ft Ibs Ibs Ibs Ibs 0.000 ft 0.000 ft Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs 0.000 ft 0.000 ft 0.000 ft 0.000 ft Beam Design OK Span= 14.00ft, Right Ca nt= 3.00ft, Beam Width = 8.750in x Depth = 22.5in, Ends are Pin-Pin Max Stress Ratio 0.327 : 1 Maximum Moment 42.7 k-ft Maximum Shear * 1.5 15.4 k Allowable 136.5 k-ft Allowable 47.3 k Max. Positive Moment 42.67 k-ft at 5.029 ft Shear: @ Left 10.29 k Max. Negative Moment -0.89 k-ft at 14.000 ft @ Right 8.15 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000in Max @ Right Support -3.14 k-ft @ Center 0.043 in @ Right 0.025 in Max. M allow 136.54 Reactions fb 693.58 psi fv 78.39 psi Left DL 3.16 k Max 10.29 k Fb 2,219.35 psi Fv 240.00 psi Right DL 3.07 k Max 10.24 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.029 in -0.095 in Deflection 0.000 in 0.000 in ...Location 6.592 ft 6.660 ft ...Length/Deft 0.0 0.0 ...Lenoth/Deft 57849.0 1,776.86 Right Cantilever... Camber ( using 1.5 D.L. Defl ) Deflection 0.017 in 0.058 in @ Center 0.043 in ...Length/Deft 4,253.3 1,239.2 @ Left 0.000 in @ Right 0.025 in J ` Title : VAIL'S FRONT DOOR Dsgnr: NRH Description Scope : Job # 5500.02 Date: 7:27AM, 16 JAN 06 Rev: 580004 Page 2 User: KW-0606238, Ver5.8.0, 1-Dec-2003 General Timber Beam (c)1983-2003 ENERCALC Engineering Software s126d cw:CalculaUOrs Description B34 Stress Calcs Bending Analysis e Ck 21.584 Le 6.178 ft Sxx 738.281 in3 Area 196.875 in2 Cv 0.927 Rb 4.668 Cl 0.998 Max Moment Sxx Req'd Allowable fb @ Center 42.67 k-ft 230.53 in3 2,221.22 psi @ Left Support 0.00 k-ft 0.00 in3 2,224.79 psi @ Right Support 3.14 k-ft 16.98 in3 2,219.35 psi Shear Analysis @ Left Support @ Right Support Design Shear 15.43 k 12.22 k Area Required 64.305 in2 50.917 in2 Fv: Allowable 240.00 psi 240.00 psi Bearing @ Supports Max. Left Reaction 10.29 k Bearing Length Req'd 1.809 in Max. Right Reaction 10.24 k Bearing Length Req'd 1.800 in Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k-ft 10.13 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k-ft 10.13 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k-ft 0.00 k 0.0000 in ~Z Title : VAIL'S FRONT DOOR Dsgnr: NRH Description Scope : User: KW-0606238, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Description B35 Multi-Span Timber Beam General Information Douglas Fir, 24F - V8 Spans Considered Continuous Over Support Timber Member Information Description Job # 5500.02 Date: 7:27AM, 16 JAN 06 Page 1 s126d. emCalculations Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Fb : Basic Allow 2,400.0 psi Elastic Modulus 1,700.0 ksi Fv : Basic Allow 240.0 psi Load Duration Factor 1.000 Span - ft. 9.00 7.75 4.00 Timber Section 8.75x22.5 8.75x22.5 8.75x22.5 Beam Width i in; 8.750 0.000 8.750 Beam Depth in' 22.500 0.000 22.500 End Fixity Pin - Pin Pin - Pin Pin - Free Le: Unbraced Length fti 2.00 2.00 4.00 Member Type GluLam Sawn GluLam Live Load Used This Span ? Yes Yes Yes Dead Load #/ft. :135.00 135.00 Live Load #/ft~ 450.00 450.00 Dead Load #/ft 135.00 Live Load #/ft 450.00 Start ft' 5.000 End ft 9.000 7.750 4.000 Dead Load @ Left #/ft 75.00 Dead Load @ Right #!ft; Live Load @ Left #/ft 250.00 Live Load @ Right #/ft~ Start ft End I ft 5.000 7.750 4.000 Results Mmax @ Cntr in-k 15.5 4.2 0.0 @ X = ft 4.38 3.62 4.00 Max @ Left End in-k 0.0 -41.3 -56.2 Max @ Right End in-k -41.3 -56.2 0.0 fb : Actual psi 56.0 0.0 76.1 Fb : Allowable psi I 2,321.4 0.0 2,391.4 Bending OK Bending OK Bending OK Shear @ Left k 0.80 2.11 2.34 Shear @ Right ki 2.35 2.43 0.00 fv : Actual psi i 9.4 0.0 9.5 Fv : Allowable psi 1 240.0 0.0 240.0 Shear OK Shear OK Shear OK Reactions & Deflection DL @ Left k 0.18 1.03 1.10 LL @ Left k 0.61 3.43 3.67 Total @ Left k 0.80 4.46 4.77 DL @ Right k 1.03 1.10 0.00 LL @ Right k 3.43 3.67 0.00 Total @ Right k 4.46 4.77 0.00 Max. Deflection in, -0.001 0.000 0.000 @ X = ft I 4.08 0.00 4.00 Query Values e ti~ Location ft' 0.00 0.00 0.00 Moment in-k 0.0 -41.3 -56.2 Shear ki 0.8 2.1 2.3 Deflection in' 0.0000 2266.8750 1462.5000 Title : VAIL'S FRONT DOOR Dsgnr: NRH Description Scope : Job # 5500.02 Date: 7:27AM, 16 JAN 06 Rev: 580004 User: KW-0606238, Ver 5.8.0,1-Dec-2003 General Timber Beam (c)1983-2003 ENERCALC Engineering Software Description B36 raye i s 126d.ecw:Calculations General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name MicroLam: 1.75x11.87 Beam Width 1.750 in Beam Depth 11.875 in Member Type Manuf/So.Pine Bm Wt. Added to Loads Load Dur. Factor 1.000 Beam End Fixity Pin-Pin Wood Density 35.000 pc, Full Length Uniform Loads Center DL Left Cantilever DL Right Cantilever DL Center Span 7.00 ft .....Lu Left Cantilever 3.50ft .....Lu Right Cantilever ft .....Lu Truss Joist - MacMillan, MicroLam 1.9 E Fb Base Allow 2,600.0 psi Fv Allow 285.0 psi Fc Allow 750.0 psi E 1,900.0 ksi 45.00 #/ft LL 150.00 #/ft 45.00 #/ft LL 150.00 #/ft #/ft LL #/ft @ Left @ Right @ Left @ Center @ Right Max Max Beam Design OK Span= 7.00ft, Left Cant= 3.50ft, Beam Width = 1.750in x Depth = 11.875in, Ends are Pin-Pin Max Stress Ratio 0.222 : 1 Maximum Moment -1.2 k-ft Maximum Shear" 1.E Allowable 8.1 k-ft Allowable Max. Positive Moment 1.08 k-ft at 3.731 ft Shear: Max. Negative Moment -0.31 k-ft at 0.000 ft Max @ Left Support -1.23 k-ft Camber: Max @ Right Support 0.00 k-ft Max. M allow 8.05 Reactions... fb 357.50 psi fv 63.17 psi Left DL 0.39 k Fb 2,349.14 psi Fv 285.00 psi Right DL 0.13 k Deflections w~v ~a a f z~ Center Span... Dead Load Total Load Left Cantilever... DE Deflection -0.002 in -0.020 in Deflection ...Location 4.066 ft 3.563 ft ...Length/Deft ...Length/Deft 34,659.9 4,240.90 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) Deflection @ Center 0.004 in ...Length/Deft @ Left 0.005 in @ Right 0.000 in Stress CaIGs A I 2.00 ft 3.50 ft 0.00 ft 1.3 k 5.9 k 0.88 k 0.66 k 0.005 in 0.004 in 0.000 i n 1.58 k 0.66 k -0.003 in -0.042 in 24,278.1 - 2,017.4 0.000 in 0.000 in 0.0 0.0 Bending na ysis Ck 21.924 Le 7.207 ft Sxx 41.130 in3 Area 20.781 in2 Cf 1.000 Rb 18.316 Cl 0.966 Max Moment Sxx Rea'd Allowable fb @ Center 1.08 k-ft 5.15 in3 2,510.60 psi @ Left Support 1.23 k-ft 6.26 in3 2,349.14 psi @ Right Support 0.00 k-ft 0.00 in3 2,600.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.31 k 0.98 k Area Required 4.606 in2 3.455 1n2 Fv: Allowable 285.00 psi 285.00 psi Bearing @ Supports Max. Left Reaction 1.58 k Bearing Length Req'd 1.200 in Max. Right Reaction 0.66 k Bearing Length Req'd 0.500 in Title : VAIL'S FRONT DOOR Dsgnr: NRH Description Scope : User: KW-0606238, Ver 5.8.0, 1-Dec-2003 (c)1983.2003 ENERCALC Engineering Software Description B36 General Timber Beam Job # 5500.02 Date: 7:27AM, 16 JAN 06 Page 2 s 126d. ecw: Calculations Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft -1.23 k-ft 0.88 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k-ft 0.00 k 0.0000 in Q Left Cant. Location = 0.00 ft -1.23 k-ft 0.88 k 0.0000 in Title : VAIL'S FRONT DOOR Dsgnr: NRH Description Scope : User: KW-0606238, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Description B37 General Timber Beam Job # 5500.02 Date: 7:27AM, 16 JAN 06 Page 1 s126d.ecw:CaIcuIations General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name MicroLam: 1.75x11.87 Center Span 7.00 ft Lu 2.00 ft Beam Width 1.750 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 11.875 in Right Cantilever 3.00ft .....Lu 3.00 ft Member Type Manuf/So.Pine Truss Joist - MacMillan, MicroLam 1.9 E Bm Wt. Added to Loads Fb Base Allow 2,600.0 psi Load Dur. Factor 1.000 Fv Allow 285.0 psi Beam End Fixity Pin-Pin Fc Allow 750.0 psi Wood Density 35.000pc' E 1,900.0ksi Full Length Uniform Loads Center DL 45.00 #/ft LL 150.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL 105.00 #/ft LL 350.00 #/ft Beam Design OK Span= 7.00ft, Right Cant= 3.00ft, Beam Width = 1.750in x Depth = 11.875in, Ends are Pin-Pin Max Stress Ratio 0.345 ; 1 Maximum Moment -2.1 k-ft Maximum Shear ` 1. 5 2.0 k Allowable 8.3 k-ft Allowable 5.9 k Max. Positive Moment 0.99 k-ft at 3.160 ft Shear: @ Left 0.63 k Max. Negative Moment -0.50 k-ft at 7.000 ft @ Right 1.36 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000in Max @ Right Support -2.07 k-ft @ Center 0.001 in @ Right .013in 0 Max. M allow 8.29 Reactions... fb 604.01 psi fv 98.29 psi Left DL 0.10 k Max 0.63 k Fb 2,417.97 psi Fv 285.00 psi Right DL 0.58 k Max 2.38 k Deflections _ Center Span... Dead Load Total Load Left Cantilever... ueaa Loaa I Mat Loaa Deflection 0.001 in -0.018 in Deflection 0.000 in 0.000 in ...Location 5.760 ft 3.360 ft ...Length/Defl 0.0 0.0 ...Length/Deft 94,607.0 4,750.62 Right Cantilever... Camber ( using 1.5 ' D.L. Defl ) Deflection -0.009 in -0.063 in @ Center 0.001 in ...Length/Deft 8,069.9 1,150.7 @ Left 0.000 in @ Right 0.013 in Stress Calcs r Bending Analysis Ck 21.924 Le 6.178 ft Sxx 41.130 in3 Area 20.781 in2 Cf 1.000 Rb 16.958 Cl 0.966 Max Moment Sxx Req'd Allowable fb @ Center 0.99 k-ft 4.73 in3 2,510.60 psi @ Left Support 0.00 k-ft 0.00 in3 2,600.00 psi @ Right Support 2.07 k-ft 10.27 in3 2,417.97 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.94 k 2.04 k Area Required 3.313 in2 7.167 1n2 Fv: Allowable 285.00 psi 285.00 psi Bearing @ Supports Max. Left Reaction 0.63 k Bearing Length Req'd 0.480 in Max. Right Reaction 2.38 k Bearing Length Req'd 1.810 in r1 Title : VAIL'S FRONT DOOR Dsgnr: NRH Description Scope : Job # 5500.02 Date: 7:27AM, 16 JAN 06 Rev: 580004 Page 2 User: KW-0606236, Ver5.8.0, 1-Dec-2003 Genera( Timber Beam fc11983.2003 ENERCALC Enoineerinq Software s126d.ecw:Calculations Description B37 Query Values N fj- M, V, & D C Specified Locations 42~11 1-n Moment Shear Deflection • Center Span Location = 0.00 ft 0.00 k-ft 0.40 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k-ft 0.40 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00k-ft 0.00 k 0.0000 in Title : VAIL'S FRONT DOOR Dsgnr: NRH Description Job # 5500.02 Date: 7:27AM, 16 JAN 06 Scope : User: KW-0606238, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Description B38 Multi-Span Timber Beam Page 1 s 126d. ecw: Calculations 2003 NFPA 5000. Base allowables are user defined 2000/2003 IBC Code Ref: 1997/2001 NDS General Information , , Truss Joist - MacMillan, MicroLam 1.9 E Fb : Basic Allow 2,600.0 psi Elastic Modulus 1,900.0 ksi Spans Considered Continuous Over Support Fv : Basic Allow 285.0 psi Load Duration Factor 1.000 Timber member information Description Span ft. 6.00 4.50 5.00 Timber Section MicroLam: 5.25x11.8 Beam Width ini 5.250 0.000 0.000 Beam Depth in; 11.875 0.000 0.000 End Fixity Free - Pin Pin - Pin Pin - Pin Le: Unbraced Length ft~ 6.00 4.00 0.00 Member Type Sawn Sawn Loads Live Load Used This Span ? Yes Yes Yes Dead Load #/ft 120.00 120.00 120.00 Live Load #/ft 400.00 400.00 400.00 Dead Load #/ft 175.00 Live Load #/ft 575.00 Start ft End ft 3.000 4.500 5.000 Point #1 Dead Load Ibs 1,800.00 Live Load Ibs 5,900.00 @ X ft 2.500 Results Mmax @ Cntr in-k ~O.0 0.0 131.0 @ X = ft i 0.00 0.00 2.50 Max @ Left End in-k 0.0 -233.8 -8.0 Max @ Right End in-k -233.8 -8.0 0.0 fb:Actual psi 1,895.0 0.0 0.0 Fb : Allowable psi 2,578.6 0.0 0.0 Bending OK Bending OK Bending OK Shear @ Left k 0.00 5.35 5.28 Shear @ Right k' 5.37 3.01 5.02 fv : Actual psi 116.7 0.0 0.0 Fv: Allowable psii 285.0 0.0 0.0 Shear OK Shear OK Shear OK Reactions & Deflection F DL @ Left kI 0.00 2.48 0.53 LL @ Left ki 0.00 8.24 1.74 Total @ Left k 0.00 10.72 2.27 DL @ Right k 2.48 0.53 1.17 LL @ Right kl 8.24 1.74 3.85 Total @ Right kl , 10.72 2.27 5.02 Deflection Max inI -0.233 0.000 0.000 . @ X = ft 0.00 0.00 0.00 Values cation ft~ 0.00 0.00 0.00 Moment in-k! 0.0 -233.8 -8.0 Shear k 0.0 5.4 5.3 Deflection in' -0.2334 1170.0000 1300.0000 Title : VAIL'S FRONT DOOR Dsgnr: NRH Description Scope : user: KW-0606238, Ver 5.8.0, 1-Dec-2003 (c)1963-2003 ENERCALC Engineering Software Description B38A General Timber Beam Page 1 s 126d.ecw:Calculations General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name MicroLam: 1.75x11.87 Beam Width 1.750 in Beam Depth 11.875 in Member Type Manuf/So.Pine Bm Wt. Added to Loads Load Dur. Factor 1.000 Beam End Fixity Pin-Pin Wood Density 35.000pcf Full Length Uniform Loads Center _ DL Left Cantilever DL Right Cantilever DL Center Span 8.00 ft .....Lu Left Cantilever ft .....Lu Right Cantilever ft .....Lu Truss Joist - MacMillan, MicroLam 1.9 E Fb Base Allow 2,600.0 psi Fv Allow 285.0 psi Fc Allow 750.0 psi E 1,900.0 ksi 55.00 #/ft LL 175.00 #/ft /ft LL #/ft #/ft LL #/ft 0.00 ft 0.00 ft 0.00 ft Summary Beam Design OK Span= 8.00ft, Beam Width = 1.750in x Depth = 11.875i n, Ends are Pin-Pin Max Stress Ratio 0.238 : 1 Maximum Shear * 1.5 1.4 k Maximum Moment 1.9 k-ft 8 9 k-ft Allowable 5.9 k Allowable . Max. Positive Moment 1.88 k-ft at 4.000 ft Shear: @ Left @ Right 0.94 k 0.94 k Max. Negative Moment 0.00 k-ft at 0.000 ft Max @ Left Support 0.00 k-ft Camber: @ Left @ Center 0.000in 0.018in Max @ Right Support 0.00 k-ft @ Right 0.000 in Max. M allow 8.91 Reactions... fb 548.63 psi fv 67.86 psi Left DL 0.24 k Max 0.94 k Fb 2,600.00 psi Fv 285.00 psi Right DL 0.24 k Max 0.94 k Deflections Center Span... Dead Load Total Load e Deflection -0.012 in -0.047 in Deflection ...Location 4.000 ft 4.000 ft ...Length/Deft ...Length/Deft 8,048.8 2,056.31 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) Deflection @ Center 0.018 in ft Cantilever Dead Load Total Load L ...Length/Deft @ Left @ Right 0.000 in 0.000 in Stress Calcs Bending Analysis Ck 21.924 Le 0.000 ft Sxx 41.130 in3 Cf 1.000 Rb 0.000 CI 940.204 Max Moment Sxx Rea'd @ Center 1.88 k-ft 8.68 in3 @ Left Support 0.00 k-ft 0.00 in3 @ Right Support 0.00 k-ft 0.00 in3 Shear Analysis @ Left Support @ Right Support Design Shear 1.41 k 1.41 k Area Required 4.948 in2 4.948 in2 Fv: Allowable 285.00 psi 285.00 psi Bearing @ Supports Max. Left Reaction Max. Right Reaction 0.94 k Req'd 0.94 k Bearing Length Bearing Length Req'd 0.000 in 0.000 in 0.0 . 0.0 0.000 in 0.000 in 0.0 0.0 Area 20.781 in2 Allowable fb 2,600.00 psi 2,600.00 psi 2,600.00 psi 0.716 in 0.716 in Job # 5500.02 Date: 7:27AM, 16 JAN 06 e 1' e-, Title: VAIL'S FRONT DOOR Dsgnr: NRH Description Scope : Job # 5500.02 Date: 7:27AM, 16 JAN 06 Rev: 580004 Page 2 fi User: KW-0606238, Ver 5.8.0, 1-0ec-2003 General Timber _Beam (01983-2003 ENERCALC Engineering Software s126d.ecw:Calculations Description B38A Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k-ft 0.94 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 f Title : VAIL'S FRONT DOOR Dsgnr: NRH Description : Job # 5500.02 Date: 7:27AM, 16 JAN 06 Scope : User: KW-0606238, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Description B39 Genera! Timber Beam Page 1 s 126d. ecw:Calculations General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name MicroLam: 1.75x11.87 Beam Width 1.750 in Beam Depth 11.875 in Member Type Manuf/So.Pine Bm Wt. Added to Loads Load.Dur. Factor 1.000 Beam End Fixity Pin-Pin Wood Density 35.000 pcf Center Span 7.00 ft .....Lu Left Cantilever ft .....Lu Right Cantilever ft .....Lu Truss Joist - MacMillan, MicroLam 1.9 E Fb Base Allow 2,600.0 psi Fv Allow 285.0 psi Fc Allow 750.0 psi E 1,900.0 ksi 0.00 ft 0.00 ft 0.00 ft Full Length Uniform Loads Center DL 30.00 #/ft LL 100.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft L Summary Beam Design OK Span= 7.00ft, Beam Width = 1.750in x Depth = 11.875 in, Ends are Pin-Pin Max Stress Ratio 0.120 : 1 Maximum Moment 0.8 k-ft Maximum Shear * 1.5 0.7 k Allowable 8.9 k-ft Allowable 5.9 k Max. Positive Moment 0.83 k-ft at 3.500 ft Shear: @ Left h 0.47 k 47 k 0 Max. Negative Moment 0.00 k-ft at 7.000 ft @ Rig t . Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.006 in @ Right 0.000in Max. M allow 8.91 Reactions... fb 241.34 psi fv 34.12 psi Left DL 0.12 k Max 0.47 k Fb 2,600.00 psi Fv 285.00 psi Right DL 0.12 k Max 0.47 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.004 in -0.016 in Deflection 0.000 in 0.000 in ...Location 3.500 ft .3.500 ft ...Length/Deft 0.0 0.0 ...Length/Deft 20,583.9 5,342.31 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) Deflection 0.000 in 0.000 in @ Center 0.006 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ 'Right 0.000 in k~ Stress Caics Bending Analysis Ck 21.924 Le 0.000 it Sxx 41.130 in3 Area 20.781 in2 Cf 1.000 Rb 0.000 Cl 472.678 Max Moment Sxx Reg'd Allowable fb @ Center 0.83 k-ft 3.82 in3 2,600.00 psi @ Left Support 0.00 k-ft 0.00 in3 2,600.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,600.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.71 k 0.71 k Area Required 2.488 in2 2.488 in2 Fv: Allowable 285.00 psi 285.00 psi Bearing @ Supports Max. Left Reaction 0.47 k Bearing Length Req'd 0.360 in Max. Right Reaction 0.47 k Bearing Length Req'd 0.360 in Title : VAIL'S FRONT DOOR Job # 5500.02 Dsgnr: NRH Date: 7:27AM, 16 JAN 06 Description Scope : Rev: 580004 User: KW-0606238, Ver5.8.0, 1-Dec-2003 Genera( Timber Beam Page 2 (c)1983-2003 ENERCALC Engineering Software s126d.ecw:Calculations Description B39 Query Values M, V, & D @ Specified Locations Moment Shear Deflection. @ Center Span Location = 0.00 ft 0.00 k-ft 0.47 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 Z_t& Title : VAIL'S FRONT DOOR Dsgnr: NRH Description Scope : Job # 5500.02 Date: 7:27AM, 16 JAN 06 Rev: 580004 Page 1 User: KW-0606238, Ver5.8.0, 1-Dec-2003 General Timber Beam :Y (61983-2003 ENERCALC Enaineerino Software - s126d.ecw:Calculations Description B40 General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined 'I Section Name Micro Lam: 1.75x11.87 Center Span 7.00 ft .....Lu 2.00 ft Beam Wrdth 1.750 in Left Cantilever 3.50ft .....Lu 3.50 ft Beam Depth 11.875 in Right Cantilever ft .....Lu 0.00 ft Member Type Manuf/So.Pine Truss Joist - MacMillan, MicroLam 1.9 E Bm Wt. Added to Loads Fb Base Allow 2,600.0 psi Load Dur. Factor 1.000 Fv Allow 285.0 psi Beam End Fixity Pin-Pin Fc Allow 750.0 psi Wood Density 35.000 pcf E 1,900.0 ksi Full Length Uniform Loads _ Center DL 115.00 #/ft LL~ 375.00 #/ft Left Cantilever DL 115.00 #/ft LL 375.00 #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 7.00ft, Left Cant= 3.50ft, Beam Width = 1.750in x Depth = 11.875in, Ends are Pin-Pin Max Stress Ratio 0.549: 1 Maximum Moment -3.0 k-ft Maximum Shear 1 .5 3.2 k Allowable 8.1 k-ft Allowable 5.9 k Max. Positive Moment 2.68 k-ft at 3.731 ft Shear: @ Left 2.17 k Max. Negative Moment -0.74 k-ft at 0.000 ft @ Right 1.63 k Max @ Left Support -3.03 k-ft Camber: @ Left 0.012 in Max @ Right Support 0.00 k-ft @ Center 0.009in @ Right 0.000in Max. M allow 8.05 Reactions fb 884.67 psi fv 156.33 psi Left DL 0.95 k Max 3.90 k Fb 2,349.14 psi Fv 285.00 psi Right DL 0.32 k Max 1.63 k Deflections Center Span... Dead Load Total Load Left Cantilever... Uead Load I otal Load Deflection -0.006 in -0.049 in Deflection -0.008 in -0.103 in ...Location 4.066 ft 3.563 ft ...Length/Deft 10,121.9 811.8 ...Length/Deft 14,450.2 1,704.57 Right Cantilever... Camber ( using 1.5 ' D.L. Defl ) Deflection 0.000 in 0.000 in @ Center 0.009 in ...Length/Deft 0.0 0.0 @ Left 0.012 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 21.924 Le 7.207 ft Sxx 41.130 in3 Area 20.781 in2 Cf 1.000 Rb 18.316 Cl 0.966 Max Moment Sxx Req'd Allowable fb @ Center 2.68 k-ft 12.79 in3 2,510.60 psi @ Left Support 3.03 k-ft 15.49 in3 2,349.14 psi @ Right Support 0.00 k-ft 0.00 in3 2,600.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 3.25 k 2.44 k Area Required 11.399 in2 8.566 in2 Fv: Allowable 285.00 psi 285.00 psi Bearing @ Supports Max. Left Reaction 3.90 k Bearing Length Req'd 2.970 in Max. Right Reaction 1.63 k Bearing Length Req'd 1.240 in ~i Title : VAIL'S FRONT DOOR Dsgnr: NRH Description Scope : Job # 5500.02 Date: 7:27AM, 16 JAN 06 User.ZV •'606238.Ver5.8.0,1-Dec-2003 General Timber Beam Page 2 (c)1983.2003 ENERCALC Engineering Software s126d.ecw:Calculations tea: - - - - - - .,3 Description B40 Query Values , < ~ - _ ~ =mar. - . • . _ M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft -3.03 k-ft 2.17 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 -3.03 k-ft 2.17 k 0.0000 in 19zIt) 4 4 Title : VAIL'S FRONT DOOR Dsgnr: NRH Description Scope : Job # 5500.02 Date: 7:27AM, 16 JAN 06 Hev: bF30004 Page 1 User: KW-0606238, Ver5.8.0, 1-Dec-2003 General Timber Beam (c)1983.2003 ENERCALC Enoineerino Software s126d.ecw:Calculaftons Description B41 General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name MicroLam:1.75x11.87 Center Span 7.00ft Lu 2.00 ft Beam Width 1.750 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 11.875 in Right Cantilever 3.00ft .....Lu 3.00 ft Member Type Manuf/So.Pine Truss Joist - MacMillan, MicroLam 1.9 E Bm Wt. Added to Loads Fb Base Allow 2,600.0 psi Load Dur. Factor 1.000 Fv Allow 285.0 psi Beam End Fixity Pin-Pin Fe Allow 750.0 psi . ood Density 35.000 pcf E .1,900.0 ksi Full Length Uniform Loads _ Center DL 115.00 #/ft LL 375.001 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL 115.00 #/ft LL 375.00 #/ft Beam Design OK Span= 7.00ft, Right Car Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support 1t= 3.00ft, Beam Width = 1.750in x Depth = 11.875in, Ends are Pin-Pin 0.519 1 2.8 k-ft Maximum Shear * 1.~ 8.3 k-ft Allowable 2.77 k-ft at 3.360 ft Shear: -0.54 k-ft at 7.000 ft 0.00 k-ft Camber: -2.23 k-ft Max. M allow 8.29 Reactions... fb 807.60 psi fv 148.04 psi Left DL Fb 2,417.97 psi Fv 285.00 psi Right DL Deflections 3.1 k 5.9 k @ Left 1.66 k @ Right 2.05 k @ Left 0.000in @ Center 0.012in @ Right 0.001 in 0.34 k Max 1.66 k 0.86 k Max 3.54 k Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.008 in -0.051 in Deflection 0.000 in 0.000 in ...Location 3.160 ft 3.440 ft ...Length/Deft 0.0 0.0 ...Length/Deft 10,615.4 1,631.36 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) Deflection 0.001 in 0.060 in @ Center 0.012 in ...Length/Deft 114,458.6 1,204.9 @ Left 0.00.0 in @ Right 0.001 in Stress Calcs Bending Analysis Ck 21.924 Le 6.178 ft Sxx 41.130 in3 Area 20.781 in2 Cf 1.000 Rb 16.958 Cl 0.966 Max Moment Sxx Req'd Allowable fb @ Center 2.77 k-ft 13.23 in3 2,510.60 psi @ Left Support 0.00 k-ft 0.00 in3 2,600.00 psi @ Right Support 2.23 k-ft 11.06 in3 2,417.97 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.48 k 3.08 k Area Required 8.713 in2 10.794 1n2 Fv: Allowable 285.00 psi 285.00 psi Bearing @ Supports Max. Left Reaction 1.66 k Bearing Length Req'd 1.261 in Max. Right Reaction 3.54 k Bearing Length Req'd 2.694 in 1y Title : VAIL'S FRONT DOOR Dsgnr: NRH Description Scope : Job # 5500.02 Date: 7:27AM, 16 JAN 06 Rev: 580004 User: KW-0606238, Ver 5.8.0,1-Dec-2003 General Timber Beam Page 2 21, c1983-2003 ENERCALC Engineering _ Software s126d.ecw:Calculations K Description B41 Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k-ft 1.41 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k-ft 1.41 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k-ft 0.00 k 0.0000 in Title : VAIL'S FRONT DOOR Job # 5500.02 Dsgnr: NRH Date: 7:27AM, 16 JAN 06 Description : Scope : Rev: 580004 User: KW-0606238, Ver 5.8.0, 1-Dec-2003 Page 1 (c)1983-2003ENERCALCEncinee ring Software General Timber Beam s126d.ecw:Calculations Description B42 General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name MicroLam: 1.75x11.87 Center Span 16.50 ft .....Lu 2.00 ft Beam Width 1.750 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 11.875 in Right Cantilever ft .....Lu 0.00 ft Member Type Manuf/So.Pine Truss Joist - MacMillan, MicroLam 1.9 E Bm Wt. Added to Loads Fb Base Allow 2,600.0 psi Load Dur. Factor 1.000 Fv Allow 285.0 psi Beam End Fixity Pin-Pin Fc Allow 750.0 psi Wood Density 35.000 pcf E 1,900.0 ksi Full Length Uniform Loads Center DL 45.00 #/ft LL 150.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span= 16.50ft, Beam Width = 1.750in x Depth = 11.875in, Ends are Pin-Pin Max Stress Ratio 0.791 : 1 Maximum Moment 6.8 k-ft Maximum Shear " 1.5 2.5 k Allowable 8.6 k-ft Allowable 5.9 k Max. Positive Moment 6.81 k-ft at 8.250 ft Shear: @ Left 1.65 k Max. Negative Moment 0.00 k-ft at 16.500 ft @ Right 1.65 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.270 in Max. M allow 8.60 Reactions... @ Right 0.000in fb 1,986.30 psi fv 119.13 psi Left DL 0.41 k Max 1.65 k Fb 2,510.60 psi Fv 285.00 psi Riaht DL 0.41 k Max 1.65 k Deflections Center Span... Dead Load Total Load Left Cantilever... Ueao Load i otai Load Deflection -0.180 in -0.719 in Deflection 0.000 in 0.000 in ...Location 8.250 ft 8.250 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,100.7 275.38 Right Cantilever... Camber (using 1.5 D.L. Defl ) Deflection 0.000 in 0.000 in @ Center 0.270 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 21.924 Le 4.118 ft Sxx 41.130 in3 Area 20.781 in2 Cf 1.000 Rb 13.846 CI 0.966 Max Moment Sxx Read Allowable fb @ Center 6.81 k-ft 32.54 in3 2,510.60 psi @ Left Support 0.00 k-ft 0.00 in3 2,600.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,600.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.48 k 2.48 k Area Required 8.686 in2 8.686 in2 Fv: Allowable 285.00 psi 285.00 psi Bearing @ Supports Max. Left Reaction 1.65 k Bearing Length Req'd 1.257 in Max. Right Reaction 1.65 k Bearing Length Req'd 1.257 in Title : VAIL'S FRONT DOOR Dsgnr: NRH Description Scope : Job # 5500.02 Date: 7:27AM, 16 JAN 06 Mar.: '°"QOv6`2 User: KW-0606238, Ver5.8.0, 1-Dec-2003 General Timber Beam Page (c)1983.2003 ENERCALC Engineering Software s126d.ecw:Calculations Description B42 Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k-ft 1.65 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 ~~O A L Title : VAIL'S FRONT DOOR Job # 5500.02 Dsgnr: NRH Date: 7:27AM, 16 JAN 06 Description : Scope : Rev: 580004 User: KW-0606238, Ver5.8.0, 1-Dec-2003 General Timber Beam Page 1 (c)1983.2003 ENERCALC Engineering Software s126d.acw:CaIcuIations s Description B43 General information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined w Section Name MicroLam:1.15x11.87 Center Span '12.00 ft .....Lu 0.00 ft Beam Width 1.750 in Left Cantilever 3.00ft .....Lu 3.00 ft Beam Depth 11.875 in Right Cantilever ft .....Lu 0.00 ft Member Type Manuf/So.Pine Truss Joist - MacMillan, MicroLam 1.9 E Bm Wt. Added to Loads Fb Base Allow 2,600.0 psi Load Dur. Factor 1.000 Fv Allow 285.0 psi Beam End Fixity Pin-Pin Fc Allow 750.0 psi Wood Density 35.000pcf E 1,900.0ksi Full Length Uniform Loads Center DL 30.00 #/ft LL 100.00 #/ft Left Cantilever DL 30.00 #/ft LL 100.00 #/ft Right Cantilever DL #/ft LL #/ft Point Loads Dead Load 400.0 Ibs Ibs Ibs Ibs Ibs Ibs Ibs Live Load 1,300.0 Ibs Ibs Ibs Ibs Ibs Ibs Ibs ...distance -3.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary _ Beam Design OK Span= 12.00ft, Left Cant = 3.00ft, Beam Width= 1.750in x Depth = 11.875in, Ends are Pin-Pin Max Stress Ratio 0.689 : 1 Maximum Moment -5.7 k-ft Maximum Shear * 1. 5 3.1 k Allowable 8.3 k-ft Allowable 5.9 k Max. Positive Moment 1.80 k-ft at 6.840 ft Shear: @ Left 2.10 k Max. Negative Moment -1.36 k-ft at 0.000 ft @ Right 0.70 k Max @ Left Support -5.71 k-ft Camber: @ Left 0.070 in Max @ Right Support 0.00 k-ft @ Center 0.022 in Max. M allow &2'9 Reactions @ Right 0.000 in fb 1,665.29 psi fv 151.37 psi Left DL 0.83 k Max 3.39 k Fb 2,417.97 psi Fv 285.00 psi Right DL 0.10 k Max -0.70 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection 0.015 in -0.091 in Deflection -0.046 in -0.284 in ...Location 3.240 ft 6.360 ft ...Length/Dell 1,549.0 253.1 ...Length/Deft 9,749.6 1,586.44 Right Cantilever Camber ( using 1.5 * D.L. Defl ) Deflection 0.000 in 0.000 in @ Center 0.022 in ...Length/Deft 0.0 0.0 @ Left 0.070 in @ Right 0.000 in ~GL 6- Title : VAIL'S FRONT DOOR Job # 5500.02 Dsgnr: NRH Date: 7:27AM, 16 JAN 06 Description : Scope : Rev: 580004 User: KW-0606238,Ver 5.8.0, 1-Dec-2003 Genera! Timber Beam Page 2 (c)1983-2003 ENERCALC Engineering Software 5126d.ecw:Calculations F _ ...tom,.:..,- . Description B43 Stress Calcs Bending Analysis Ck 21.924 Le 6.178 ft Sxx 41.130 in3 Area 20.781 in2 Cf 1.000 Rb 16.958 Cl 0.930 Max Moment Sxx ReQ'd Allowable fb @ Center 1.80 k-ft 8.31 in3 2,600.00 psi @ Left Support 5.71 k-ft 28.33 in3 2,417.97 psi @ Right Support 0.00 k-ft 0.00 in3 2,600.00 psi Shear Analysis. @ Left Support @ Right Support Design Shear 3.15 k 1.05 k Area Required 11.037 in2 3.669 in2 Fv: Allowable 285.00 psi 285.00 psi Bearing @ Supports Max. Left Reaction 3.39 k Bearing Length Req'd 2.584 in Max. Right Reaction 0.70 k Bearing Length Req'd 0.531 in Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft -5.71 k-ft 1.29 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 -5.71 k-ft 1.29 k 0.0000 in /5 61) 1 le_ Title : VAIL'S FRONT DOOR Dsgnr: NRH Description Scope : Job # 5500.02 Date: 7:27AM, 16 JAN 06 Hev: 550004 Page 1 User: KW 0606238, Ver5-8-0, 1-Dec-2003 General Timber Beam (c)1983-2003 ENERCALC Endneerina Software s126d.ecw:Calculations_ , Description B44 General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name MicroLam: 5.25x11.87 Center Span 10.00 ft .....Lu 0.00 ft Beam Width 8.250 in Left Cantilever 6,00ft .....Lu 6.00 ft Beam Depth 11.875 in Right Cantilever ft .....Lu 0.00 ft Member Type Manuf/So.Pine Truss Joist - MacMillan, MicroLam 1.9 E Bm Wt. Added to Loads Fb Base Allow 2,600.0 psi Load Dur. Factor 1.000 Fv Allow 285.0 psi Beam End Fixity Pin-Pin Fc Allow 750.0 psi Wood Density 35.000 pcf E .1,900.0 ksi Full Length Uniform Loads Center DL 45.00 #/ft LL 150.00 #/ft Left Cantilever DL 225.00 #/ft LL 750.00 #/ft Right Cantilever DL #/ft LL #/ft Point Loads Dead Load 800.0 Ibs Ibs Ibs Ibs Ibs Ibs Ibs Live Load 2,600.0 Ibs Ibs Ibs Ibs Ibs Ibs Ibs ...distance -6.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft Beam Design OK Span= 1 O:00ft, Left Cant= 6.00ft, Beam Width = 8.250in x Depth = 11.875in, Ends are Pin-Pin Max Stress Ratio 0.916 : 1 Maximum Moment -38.4 k-ft Maximum Shear * 1.5 14.0 k Allowable 41.9 k-ft Allowable 27.9 k Max. Positive Moment 0.06 k-ft at 9.236 ft Shear: @ Left 9.33 k Max. Negative Moment -9.28 k-ft at 0.000 ft @ Right 3.49 k Max @ Left Support -38.38 k-ft Camber: @ Left 0.313 in Max @ Right Support 0.00 k-ft @ Center 0.060 in Max. M allow 41.88 Reactions... @ Right O.000 in fb 2,375.20 psi fv 142.83 psi Left DL 3.56 k Max 14.32 k Fb 2,592.02 psi Fv 285.00 psi Right DL -0.58 k. Max -2.74 k Deflections Center Span... Dead Load Total Load Left Cantilever... uead Load l otal Load Deflection 0.040 in 0.026 in Deflection -0.209 in -0.908 in ...Location 4.076 ft 3.567 ft ...Length/Deft 689.7 158.5 ...Length/Deft 2,986.3 4,660.52 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) Deflection 0.000 in 0.000 in @ Center 0.060 in ...Length/Deft 0.0 0.0 @ Left 0.313 in @ Right 0.000 in Title : VAIL'S FRONT DOOR Dsgnr: NRH Description Scope : Job # 5500.02 Date: 7:27AM, 16 JAN 06 User: Kw-0606238,Ver5.8.0.1-Dec-2003 General Timber Beam Page 2 (01983-2003 ENERCALC Engineering Software s126d.ecw:Calculations Description B44 Stress Calcs V, Bending Analysis Ck 21.924 Le 12.355 ft Sxx 193.896 in3 Area 97.969 in2 Cf 1.000 Rb 5.087 Cl 0.997 Max Moment Sxx Req'd Allowable fb @ Center 9.28 k-ft 42.82 in3 2,600.00 psi @ Left Support 38.38 k-ft 177.68 in3 2,592.02 psi @ Right Support 0.00 k-ft 0.00 in3 2,600.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 13.99 k 5.24 k Area Required 49.097 in2 18.388 in2 Fv: Allowable 285.00 psi 285.00 psi Bearing @ Supports Max. Left Reaction 14.32 k Bearing Length Req'd 2.315 in Max. Right Reaction -2.74 k Bearing Length Req'd 0.443 in Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft -38.38 k-ft 4.93 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 -38.38 k-ft 4.93 k 0.0000 in PP(IDIICT714-1 lSinnln Uanrc171K-1 IP hl.11 Monroe & Newell Engineers, Inc. vo-VJ, JOB SHEET NO. OF CALCULATED BY 614 DATE 2 -12--005 CHECKED BY SCALE DATE fi t 4? e € . r CEf L _ . . Se. . r { T so p S. € dam r °C. °r : . . r t 5.7 I~.%,.(. . . . . . , . _:.i . . I (9(t'f [ ' It ~ta ;a f--: L f F ;.4'o ~ ~ . G ~ L ~f Y3 fa e A Monroe & Newell Engineers, Inc. i Ik' 1 JOB t0„ 1 SHEET N0. r ~ CALCULATED BY OF DATE ! 3 -2- cc's CHECKED BY DATE O O r-.69 S3 I Q X0 n~OZ moQ I l j i P ~ ~ I kJ !--~?I P ICJ I I s` p~ `d \ j\ i'11 W , z3: . Z _ - - y L~ C~ L a u 9 dr r-.59 I Paz ` X720 p cap ~ m 1 ~ C 11 a Q u C C u Monroe & Newell Engineers, Inc. y- JOB SHEET NO. CALCULATED BY e. CHECKED BY OF DATE 41- a--100'46 DATE Monroe & Newell Engineers, Inc. JOB SHEET NO. OF CALCULATED BY CHECKED BY DATE DATE BOISE BC CALC® 9.1 DESIGN REPORT - US Tuesday, September 13, 2005 10:59 Single 11 7/8" BCI® 450-1.9 DF File Name: Jois~XBCC: J01 Job Name: Vail's Front Door - Residences Description: ddress: Specifier: .,ity, State; Zip:Vail, CO Designer: GML Customer: Company: Monroe & Newell Engineers Code reports: ESR-1336 Misc: 2 ~I i! I! i ~1 1 1 1 l 03-00-00 E. 13-06-00 Bi, 5-1/4" 82 LL 538 Ibs LL 360 Ibs DL 566 Ibs DL 227 Ibs Total Horizontal Product Length = 16-06-00 General Data Version: US Imperial Member Type: Joist Number of Spans: 2 Left Cantilever: Yes Right Cantilever: No Slope: OC Spacing: 16" Repetitive: Yes Construction Type: Glued .sclosure The completeness and accuracy of the input must be verified by anyone who would rely on the output as evidence of suitability for a particular application. The output above is based upon building code-accepted design properties and analysis methods. Installation of BOISE engineered wood products must be in accordance with the current Installation Guide and the applicable building codes. To obtain an Installation Guide or if you have any questions, please call (800)232-0788 before beginning product installation. BC CALC®, BC FRAMER@ BCI®: BC RIM BOARDT", BC OSB RIM BOARD TM, BOISE GLULAMT" VERSA-LAM®, VERSA-RIM®, VERSA-RIM PLUS, VERSA-STRANDT" VERSA-STUD, ALLJOIST® and AJST" are trademarks of Boise Cascade Corporation. Load Summary ID Description Load Type Ref. Start End Type Value OCS Dur. 1 Dead Load / LivUnf. Area Left 00-00-00 16-06-00 Live 40 psf 16" 100% Dead 30 psf 16" 900o 2 Wall Dead LoacConc. Lin. Left 00-00-00 00-00-00 Dead 100 plf 16" 90% Controls Summary Control Type Value % Allowable Duration Load Case Span Location Pos. Moment 1846 ft-Ibs 49.3% 100% 16 2 - Internal Neg. Moment -820 ft-Ibs 21.9% 100% 1 1 - Right End Reaction 587 Ibs 57.3% 100% 6 2 - Right Int. Reaction 1063 Ibs 40.1% 100% 1 2 - Left Cont. Shear 670 Ibs 41.3% 100% 1 2 - Left Total Load Defl. L/848 (0.191 42.5% 16 2 Live Load Deft L/1253 (0.129") 57.4% 16 2 Total Neg. Defl. -0.091" 18.2% 16 1 - Cantilever Max Defl. 0.191" 19.1% 16 2 Span / Depth 13.6 n/a 2 Bearing Supports % Allow % Allow Name Type Dim. (L x W) Value Support Member Material B1 Beam 5-1/4" x 1-3/4" 1104 Ibs 13.4% n/a Versa-Lam DF B2 Hanger Load n/a 587 Ibs n/a n/a Hanger Cautions Design assumes Top and Bottom flanges to be restrained at cantilever. Notes Design meets User specified (L/360) Total load deflection criteria. Design meets User specified (L/720) Live load deflection criteria. Design meets arbitrary (1") Maximum load deflection criteria. Connector Manufacturer: Simpson Strong- Tie, Inc. Page 1 of 1 JOB Monroe & Newell 3 Engineers, Inc. SHEET NO. OF / c4i° 6M G CALCULATED BY DATE CHECKED BY DATE SCALE v4P Ll-; l4as_IE`i. tL pv z~~ „ors . . . . r`-rG` 5 I d ER tl ~t _ _ _ _ . . 9 2/~ e t -c C c L~ "rte F t - ; . t A-1 sic, e@ I lc !rj-Vc ! t~ .f ~ o . v tom- - ~ tt -Iq 1: I I S ? I1 - T k ' ~.L~Lts t 5f~~ . awl f (7 ✓ 444//: : II > " ~ WI Ui t~~ ~1G Re~. S. T!ta ! Z . FE -2-Ml T e . k . 77277< cl +1 r V€ rte, t . V ~ 3f ~ ~ ~ as 4,zs , ~ ids - E ._v...... t / 77 Jy/ Monroe & Newell JOB Engineers, Inc. SHEET NO. C J OF / CALCULATED BY DATE I-` ?-zad CHECKED BY DATE Monroe & Newell Engineers, Inc. JOB SHEET NO. OF CALCULATED BY __.6 /'~A CHECKED BY DATE DATE SCALE J S t' eess I. b, a, V . . . I I.... _ A Monroe & Newell JOB f/ Engineers, Inc. SHEET NO. ( OF CALCULATED BY irM L DATE r ( ' CHECKED BY DATE SCALE ~pk i : v W 1, . ; -a . . ` f e~''• r-.a~ i' 9 ~ ~•r[f~, ! . . ; t OL i i i 1 . . S t Qty t ° C. ctrl: . I 8 , .IC . ; : . t _ j ! [ D L~ r~ r ; . . . . . s!. 'k I . . . Eg®iSE- BG CALC® 9.1 DESIGN REPORT - US Wednesday, September 14, 2005 07:53 Single 11 7/8" BCI® 450-1 9 DF . File Name: BC CALC Project : J01 Job Name: Description: %ddress: Specifier: :ity, State, Zip:, Designer: Customer: Company: Code reports: ESR-1336 Misc: - l lilillil!F I L 11IE 1IIi11111 111itllllillil lil l ilil~~ it B0, 3-1/2" 14-03-00 6 " 03-06-00 LL 713 Ibs 1, 5-1/4 DL 335 Ibs LL 1105 Ibs DL 553 Ib s Total of Horizontal Design Spans = 17-09-00 General Data Load Summary Version: US Imperial ID Description Load Type Ref. Start End Type Value OCS Dur. 1 Deck Load Unf. Area Left 00-00-00 17-09-00 Live 100 psf 12" 100% Member Type: Joist Dead 50 psf 12" 90% Number of Spans: 2 Left Cantilever: No Controls Summary Right Cantilever: Yes Control Type Value % Allowable Duration Load Case Span Location Slope: Pos. Moment 3656 ft-Ibs 97.6% 100% 14 1 - Internal OC Spacing: 12" Neg. Moment -919.ft-Ibs 24.5%0 100% 1 2 - Left Repetitive: No End Reaction 1036 Ibs 72.7% 100% 14 1 - Left Construction Type: Glued Int. Reaction 1593 Ibs 60.1% 100% 1 1 - Right Cont. Shear 1100 Ibs 67.7% 100% 1 1 - Right sclosure Total Load Defl. L/390 (0.439") 92.3% 14 1 L !v-= L mad Deft. L11557 !31.337', 12 20 14 i he completeness and accuracy of Total Neg. Defl. -0.282" 56.4% 14 2 - Cantilever the input must be verified by anyonE Max Defl. 0.439" 43.9% 14 1 who would rely on the output as Span / Depth 14.4: n/a 1 evidence of suitability for a particular application. The output Cautions above is based upon building Design assumes Top and Bottom flanges to be restrained at cantilever code-accepted design properties . and analysis methods. Installation Notes of BOISE engineered wood products must be in accordance Design, meets User specified (L/360) Total load deflection criteria. with the current Installation Guide Design meets (L/360) but not (L/720) Live load deflection criteria. and the applicable building codes. Design meets arbitrary (I") Maximum load deflection criteria. To obtain an Installation Guide or if Minimum bearing length for BO is 3-1/2". you have any questions, please call Minimum bearing length for B1 is 5-1/4". (800)232-0788 before beginning Entered/Displayed Horizontal Span Length(s) = Clear Span + 1/2 min. end bear ing + 1/2 inte rmediate bearing product installation. BC CALC®, BC FRAMER, BCI®, BC RIM BOARD W, BC OSB RIM BOARD TM, BOISE GLULAMT" VERSA-LAM®, VERSA-RIM©, VERSA-RIM PLUS, VERSA-STRAND TM, VERSA-STUD, ALLJOIST© and AJSTI are trademarks of Boise Cascade Corporation. Page 1 of 1 & 6164 L B®iSlE'° BC CALC® 9.1 DESIGN REPORT - US Wednesday, September 14, 2005 08:11 Double 11 7/8" BCI® 450-1.9 DF File Name: BC CALC Project : J01 Job Name: Description: address: Specifier: :ity, State, Zip:, Designer: Customer: Company: Code reports: ESR-1336 Misc: A. 14-03-00 r 03-06-00 BO, 3-1/2" B1, 5-1/4" LL 950 Ibs LL 1474 Ibs DL 446 Ibs DL 737. Ibs Total of Horizontal Design Spans = 17-09-00 General Data Version: US Imperial Member Type: Joist Number of Spans: 2 Left Cantilever: No Right Cantilever: Yes Slope: OC Spacing: 16" Repetitive: No Construction Type: Glued ;sclosure i he completeness and accuracy of the input must be verified by anyonc who would rely on the output as evidence of suitability for a particular application. The output above is based upon building code-accepted design properties and analysis methods. Installation of BOISE engineered wood products must be in accordance with the current Installation Guide and the applicable building codes. To obtain an Installation Guide or if you have any questions, please call (800)232-0788 before beginning product installation. BC CALC®, BC FRAMER, BCI®, BC RIM BOARDTM, BC OSB RIM BOARD TM, BOISE GLULAMT" VERSA-LAM®, VERSA-RIM®, VERSA-RIM PLUS, VERSA-STRAND TM, VERSA-STUD, ALLJOIST® and AJSTM are trademarks of Boise Cascade Corporation. Load Summary ID Description Load Type Ref. Start End Type Value OCS Dur. 1 Deck Load Unf. Area Left 00-00-00 17-09-00 Live 100 psf 16" 100% Dead 50 psf 16" 90% Controls Summary. Control Type Value % Allowable Duration Load Case Span Location Pos. Moment 4874 ft-Ibs 65.1% 100% 14 1 - Internal Neg. Moment -1225 ft-Ibs 16.4% 100% 1 1 - Right End Reaction 1382 Ibs 48.5% 100% 14 1 - Left Int. Reaction 2123 Ibs 40.1% 100% 1 1 - Right Cont. Shear 1467 Ibs 45,11% 100% 1 1 - Right Total Load Defl. L/531 (0.322") 67.9% 14 1 Live Load Defl. L/759 (0.225") 94.8% 14 1 Total Neg. Defl. -0.181" 36.30/0 14 2 - Cantilever Max Defl. 0.322" 32.2% 14 1 Span / Depth 14.4 n/a 1 Cautions Design assumes Top and Bottom flanges to be restrained at cantilever. Notes Design meets User specified (L/360) Total load deflection criteria. Design meets User specified (L/720) Live load deflection criteria. Design meets arbitrary (1") Maximum load deflection criteria. Minimum bearing length for BO is 3-112". Minimum bearing length for B1 is 5-1/4". Entered/Displayed Horizontal Span Length(s) = Clear Span + 1/2 min. end bearing + 1/2 intermediate bearing Page 1 of 1 BOISE BC CALCO 9.1 DESIGN REPORT - US Double 9 1/2" BCI® 450-1.9 DF Job Name: File Name: BC CALC Project: J02 Address: Description: ;ity, State, Zip:, Specifier: Customer: Designer: Code reports: ESR-1336 Company: Misc: BO, 3-1/2" 14-03-00 A. 03-06-00 LL 713 Ibs 61, 5-1/4" DL 335 Ibs LL 1105 Ibs DL 553 Ibs Total of Horizontal Design Spans = 17-09-00 venerai uata Version: US Imperial Member Type: Joist Number of Spans: 2 Left Cantilever: No Right Cantilever: Yes Slope: OC Spacing: 12" Repetitive: No Construction Type: Glued :closure ie completeness and accuracy of the input must be verified by anyone who would rely on the output as evidence-of suitability for a particular application. The output above is based upon building code-accepted design properties and analysis methods. Installation of BOISE engineered wood products must be in accordance with the current Installation Guide and the applicable building codes. To obtain an Installation Guide or if you have any questions, please call (800)232-0788 before beginning product installation. ' BC CALC®, BC FRAMER, BCI®, BC RIM BOARD TM, BC OSB RIM BOARD TM, BOISE GLULAMT"" VERSA-LAM®, VERSA-RIM®, VERSA-RIM PLUS, VERSA-STRANDT'" VERSA-STUD, ALLJOIST® and AJSI are trademarks of Boise Cascade Corporation. Load Summary ID Description Load Type Ref. Start End Type 1 Deck Load Unf. Area Left 00-00-00 17-09-00 Live Dead Controls Summary Control Type Value Pos. Moment 3656 ft-Ibs Neg. Moment -919 ft-Ibs End Reaction 1036 Ibs Int. Reaction 1593 Ibs Cont. Shear 1100 Ibs Total Load Defl. L/440 (0.389") ,sae Load De'IL 1_1629 ;G.2 72"" ~ Total Neg. Defl. -0.236" Max Defl. 0.389" Span / Depth 18.0 2 Wednesday, September 14, 2005 08:13 Value OCS Dur. 100 psf 12" 100% 50 psf 12" 90% % Allowable Duration Load Case Span Location 62.9% 100% 14 1 -Internal 15.8% 100% 1 2 - Left 46.1% 100% 14 1 - Left 30.9% 100% 1 1 - Right 40.0% 100% 1 1 - Right 81.8% 14 1 114.4% s4 1 47.3% 14 2 - Cantilever 38.9% 14 1 n/a 1 Cautions -Design assumes Top and Bottom flanges to be restrained at cantilever. Notes Design meets User specified (L/360) Total load deflection criteria. Design meets (L/360) but not (L/720) Live load deflection criteria. Design meets arbitrary (1") Maximum load deflection criteria. Minimum bearing length for BO is 3-1/2". Minimum bearing length for 61 is 5-1/4". Entered/Displayed Horizontal Span Length(s) = Clear Span + 1/2 min. end bearing + 1/2 intermediate bearing Page 1 of 1 L(~, 2- Monroe & Newell Engineers, Inc. A JOB g, ~ S G u SHEET NO. OF CALCULATED BYDATE Opt CHECKED BY DATE SCALE -Y✓ 1rJ 1 11 lA f 11 f S 1. y I.... T 4. t~ t Gl ~f f 5 Fae c . + t Ll US rt~ . . s :._.,......-i..._.....4-._................1...:..............,.............:. J n i 111v ' / EA 'cd nn 1 V1 ......V~ < 8.... Ie ( t r Vi/ . . y ` - 77-1 Q y al ~ 1.11 Y ~ ; fit, t rlt ~ i 1 QQ e OUT- T T-- _ V A JA 1 Q-, V-4-4 f3,a 777 s - w - t,.. : 7 11 -m-- 4 . tt7- r== ' E: tle` . 4 ! l l t ~Cr a+. 1 r . . _ . -1 T. ? < i t 1 :V :l eel ; ! 7 I ZIS~ !f r /1 1 W14 T 1 T. T-10-1 T -1 A- Monroe & Newell 1 Engineers, Inc. L.4) & Z JOB Ls ask .i SHEET NO. J CALCULATED BY OF DATE- 1 L(~G IJG.~ CHECKED BY. DATE / `Lb 2- ` al IV j Monroe & Newell JOB Engineers, Inc. SHEET NO. ` OF CALCULATED BY DATE CHECKED BY DATE SCALE J t , fff a tw ' 77 . LAL i =J . . L+Y f t C i u ^o T E!t { G 14, EE y~~ V\ ' 0' 'J~ TIC 7o a~Z I t I I i i I i i 1 I x~c I OI ~ ~ i iil _ _L I -I E•u -aj o- ~ G.~ ~i ~ GY i I ~ i I y ! I O e JI' i r f S - o< -J .o J ~L Z J aJ< > I I I 'I I \ ilI II' yr = J i y J I p I~i~< I NN; i I SIN t~ \c 1 1 I \ I I ~ i l >i at, r-) Z_ I o_ 41 G 0 (D O I ~rI y _ wD % D I I m I~0 °Jf of I I J ~ / OV< LY I.. I t I ~ I l~ I I` I ~ m tl' LI {I. t e )r I-t j III I l 1 1 0° d l I I;I IN^~ i A ; to n f j ~j ( ? Iaot II I~ I _ r I 'III JI _ _ I op _1 ( q< NIN~ I u I iIC"'_I L 0=T I {NN~ ;fN~i • < _ I y c T} I- c vv I t w~ ~ ; I7{ o ~ rP s J n I l I f xD u r..St*~ r ,1 I~ I ' 0 luY - ~OD h~'ji41r1 U- ~ N - I'-D W UD~ a 11 ~ I iI Iw ~I -I I-_ J - ma I'~ i \I I'NA~ "WHv Ia. m. m I m m -.t. I1\ WAT os noE~e/LY I f > I'. I J h~ C_ - . I IJ ! yC VO' ~ D G C~ I° ~v ~4m~• nz << I e'~ QI wl Monroe & Newell Engineers, Inc. p~ ! t E r F: \ JOB il~i' f ~f/~ (lC ~t f~N't r SHEETNO. 6-7 OF CALCULATED CALCULATED BY. n-A L,. DATE 7 /1/R~ CHECKED BY. DATE SCALE LJ ..Ff . ~f . ....i._ ....j.......... t F l L4 V t . ~ , : i tl ~ r ?Q m ~ 3t V4~ 6 ~V . Ev ~i ° i.............;. ~ l itla{ . G r 31 `U 01 Wit 9~ 3a t S70 ~ Spt t~s. l Pit I 66 1 . 1 C .......7Z~ i.- If- jj 1~C3 , Cr I - _ . - _.r, LB s....._......;..._......... ............r.............i..............;............_i.......... . 130iSE . Single 11 718" BCI® 450-1.9 DF Job Name: Vail's Front Door - Residences ddress: .;ity, State, Zip: Vail, CO Customer: Code reports: ESR-1336 BC CALCO 9.1 DESIGN REPORT - US Wednesday, September 14, 2005 16:58 File Name: Joist 4b.BCC : J02 Description: Specifier: Designer: GML Company: Monroe & Newell Engineers Misc: i i i I I! I! i I ~ i I i I! 1 I I I i I I I I( I I I I I I i I 07-00-00 08-00-00 130, 1-3/4" B1, 3-1/2" B2, 1-3/4" LL 165 Ibs LL 502 Ibs DL 99 Ibs • LL 185 Ibs DL 376 Ibs DL 124 Ibs Total of Horizontal Design Spans = 15-00-00 ,3eneral Data Version: US Imperial Member Type: Joist Number of Spans: 2 Left Cantilever: No Right Cantilever: No Slope: OC Spacing: 16" Repetitive: . No Construction Type: Glued sclosure The completeness and accuracy of the input must be verified by anyon( who would rely on the output as evidence of suitability for a particular application. The output above is based upon building code-accepted design properties and analysis methods. Installation of BOISE engineered wood products must be in accordance with the current Installation Guide and the applicable building codes. To obtain an Installation Guid, or if you have any questions, please tali (800)232-0788 before beginning , product installation. BC CALC-, BC FRAMER-, BCI@, BC RIM BOARDTM, BC OSB RIM BOARD TM; BOISE GLULAMTM VERSA-LAM®, VERSA-RIM@, VERSA-RIM PLUS, VERSA-STRAND TM, VERSA-STUD-,R, ALLJOIST@ and AJST11 are trademarks of Boise Cascade Corporation. Load Summary ID Description Load Type Ref. Start End Type 1 Unf. Area Left 00-00-00 15-00-00 Live Dead Controls Summary Control Type Value Pos. Moment 512 ft-Ibs Neg. Moment -665 ft-Ibs End Reaction 302 Ibs Int. Reaction 851 Ibs Cont. Shear 443 Ibs Total Load Defl. L/4298 (0.022") Live Load De-fl. L/7436 (0.013 Total Neg. Defl. -0.002" Max Defl. 0.022" Span / Depth 8.1 Value OCS Dur. 40 psf 16" 100% 30 psf 16" 90% % Allowable Duration Load Case Span Location 13.7% 100% 16 2 - Internal 17.8%0 100% 1 2 - Left 29.5% 100% 16 2 - Right 36.6% 100% 1 2 - Left 27.3% 1000/0 1 2 - Left 8.4% 16 2 9.7% 16 2 0.5°0 16 1 2.2% 16 2 n/a 2 Notes Design meets User specified (0360) Total load deflection criteria. Design meets User specified (L/720) Live load deflection criteria. Design meets arbitrary (1") Maximum load deflection criteria. Minimum bearing length for BO is 1-3/4". Minimum bearing length for B1 is 3-1/2". Minimum bearing length for B2 is 1-3,/4". Entered/Displayed Horizontal Span Length(s) = Clear Span + 1/2 min. end bearing + 1/2 intermediate bearing Page 1 of 1 Monroe & Newell Engineers, Inc. JOB SHEET NO. CALCULATED BY L CHECKED BY SCALE DATE 2 1 : q. . w 3 r A --T il i , gi - . L_c! 4~ . ~ f ;6 ; : r l 77 i Z: 4 l~ z r.. lei 1 ~3 1 / t +c. L r/t° er.c,~, Sep En ~ rr ~dF 1~~k ! ~ i I , _ _ . 1 -1 3'q -T I yj hooks s 1. C i ~r : a G`o i 10- . _F T , + la:, 11R 777 44 i el 41 0 ` p j i I J1 __Lj ii-A IL-1.4 .i 4- .4. i... . L 1 ;A L. LIA! -1 -1 T ] 1-11-i q - -1 - 1_ _0 -11 AP-41 7_1 1 1 t i T-L OF ~ry DATE (`I v~' Z~''`7 A Monroe & Newell Engineers, Inc. JOB ? ` Ile, ` reVe,, ' Cut C';:" - ro % e f` d SHEETNO. CALCULATED BY GI's t"- CHECKED BY OF_ DATE DATE isE- EC CALCO 0.1 DESIGN REPORT - US J Thursday, September 15, 2005 08:14 Double 11 7/8" BCf® 450-1.9 DF Job Name: Vail's Front Door- Residences Descrition: Address: finp : City, State, Zip: Vail, CO Designer: Customer. Designer. GML Code reports ESR-1336 Company: Monroe & Newell Engineers Misc: ~2~ B0: 3-1 /2" i 3-00-00 ~ 03-00-00 LL 1255 Ibs B1 5-114" DL 604 Ibs LL 1524 Ibs DL 762lbs General Data Version: US Imperial Member Type: Joist Number of. Spans: 2 Left Cantilever: No Right Cantilever: Yes Slope: OC Spacing: 16" Repetitive: No Construction Type: Glued ;closure i ne completeness and accuracy of the input must be verified by anyonE who would rely on the output as evidence of suitability for a particular application. The output above is based upon building code-accepted design properties and analysis methods. Installation of BOISE engineered wood products must be in accordance with the current Installation Guide and the applicable building codes. To obtain an installation Guide or if you have any questions, please call (800)232-0788 before beginning product installation. BC CALC®, BC FRAMER, BCI®, BC RIM BOARDTM, BC OSB RIM BOARDT", BOISE GLULAMT" VERSA-LAM®, VERSA-RIMO, VERSA-RIM PLUS, VERSA-STRAND T^ VERSA-STUD, ALLJOIST© and AJST" are trademarks of Boise Cascade Corporation. Total of Horizontal Design Spans = 16-00-00 Load Summary ID Description Load Type Ref. Start End 1 Deck Load Unf. Area Left 00-00-00 16-00-00 Conc. Pt. Conc. Pt. Conc. Pt. Controls Summary Control Type Value Pos. Moment 5317 ft-Ibs Neg. Moment -900 ii-Ibs End Reaction 1845 Ibs Int. Reaction 2199 Ibs Cont. Shear 1643 Ibs Total Load Deft L/502 (0.311 Live Load Defl: L/730 (0.214") Total Neg. Defl. -0.16" Max Defl. 0.311 Span / Depth 13.1 Left 00-06-00 00-06-00 Left 04-00-00 04-00-00 Left 09-03-00 09-03-00 Type Value OCS Dur. Live 100 psf 16" 100% Dead 50 psf 16" 90% Live 200lbs n/a 100% Dead 100lbs n/a 90% Live ' 200 Ibs n/a 100% Dead 100lbs n/a 90% Live 200lbs n/a 100% Dead 100lbs n/a 9000 % Allowable Duration Load Case Span Location 71.001 100% i4 i - internal 12.0% 100% 16 1 - Right 64.70/0 100% 14 1 - Left 41.5% 100% 1 1 - Right 50.500 100% 1 1 - Right 71.7% 14 1 98.7% 14 1 0 32.0 /0 14 2 - Cantilever 31.1% 14 1 n/a 1 Cautions Design assumes Top and Bottom flanges fo be restrained at cantilever. Notes Design meets User specified (L/360) Total load deflection criteria. Design meets User specified (L/720) Live load deflection criteria. Design meets arbitrary (1") Maximum load deflection criteria Minimum bearing length for BO is 3-1/2". Minimum bearing length for 81 is 5-1/4". Entered/Displayed Horizontal Span Length(s) = Clear Span + 1/2 min. end bearing + 1/2 intermediate bearing 'age 1 of 1 BOISE,' BC CALC® 9.1 DESIGN[ REPORT - DS Double 11 7/8" BCfO 450-1.9 DF Job Name: Vail's Front Door - Residences %ddress: City, State, Zip: Vail, CO Customer: Code reports: ESR-1336 Load Summary ID Description Load Type 1 Standard Load Unf. Area I ! i j l i1 I j l l I j j BO, 1-3/4" B 1 3-1/2" ; LL 983 Ibs DL 492 Ibs DL 4 4983 92 LL 92 lbs bs Total of Horizontal Design Spans = 14-09-00 l71--1ICI dI LJ dLa Version: US Imperial Member Type: Joist Number of Spans: 1 Left Cantilever: No Right Cantilever: No Slope: OC Spacing: 16" Repetitive: No Construction Type: Glued sclosure The completeness and accuracy of the input must be verified by anyon( who would rely on the output as evidence of suitability for a particular application. The output above is based upon building code-accepted design properties and analysis methods. Installation of BOISE engineered wood products must be in accordance with the current Installation Guide and the applicable building codes. To obtain an Installation Guide or if, you have any questions, please call (800)232-0788 before beginning product installation. BC CALC®, BC FRAMER, BCIG, BC RIM BOARDT"A, BC OSB RIM BOARDT", BOISE GLULAMT" VERSA-LAM®, VERSA-RIM®, VERSA-RIM PLUS, VERSA-STRANDTM, VERSA-STUD, ALLJOISTC and AJST" are trademarks of Boise Cascade Corporation. Controls Summary Control Type Value Pos. Moment 5439 ft-Ibs Neg. Moment -0 ft-Ibs End Reaction 1460 Ibs Total Load Defl. L/464 (0.382") i Z_'ve Load i.1afl. Lfv~3 if 9.s.2,~ e'.:•} Max Defl. 0.382" Span / Depth 14.9 Notes Thursday, September 15, 2005 08:33 File Name: Deck Joists.BCC : J05 Description: Specifier: Designer: GML Company: Monroe & Newell Engineers Misc: Ref. Start End Type Len 00-00-00 14-09-00 Live Dead % Allowable Duration 72.6% 100% n/a 90% 71.2% 100% 7T6% 1 E0 . % 38.2% n/a Value OCS Dur 100 psf 16" 100% 50 psf 16" 90% Load Case Span Location 1 1 - Internal 1 - Right 1 1 - Left 1 1 1 1 1 Design meets User specified (L/360) Total load deflection criteria. l Design meets (L/360) but not (L/720) Live load deflection criteria. Design meets arbitrary (1 Maximum load deflection criteria. Minimum bearing length for BO is 1-3/4". Minimum bearing length for B1 is 3-1/2". Entered/Displayed Horizontal Span Length(s) = Clear Span + 1/2 min. end bearing + 1/2 intermediate bearing Page 1 of 1 Monroe & Newell JOB Engineers, Inc. SHEET NO. S of CALCULATED BY G L DATE t" 1 S Z p©'S CHECKED BY DATE SCALE _ +L ^ L f2 ` zts Lt' 33" . 33 . . J 1f Y r J 7777 ~ t fid % a It T - . . t : t ..3UC%.` iZi _ , 8-0 f - fY` ip . ~ a d t . . . t . t w DLL - 30 qp t U w _ p a t(~Z/ 2./ ~ a r .....-.s•--.:. i (l1 BUG i ~ a t: N9 1 r. R , 114- Monroe & Newell Engineers, Inc. ti* t Job V C6 ICvi^,7't~r _`4.m . SHEET NO. 4 OF CALCULATED BY DATE ` - 1 5-2,005 CHECKED BY DATE r VERSA-LAW1Allowable Mailing and Design Values Closest Allowable Nail Spacing Nailing Parallel to ' VERSA-LAMO + VERSA-RIW Products Nailing Nailing Parallel to Glue Lines (Narrow Face)i'I Perpendicular to Glue Lines (Wide Face) Nail Size I VERSA-LAM° VERSA-RIMS 1.4 1800 Rimboard ' VERSA-t.AM° VERSA-LAM" 11/16" P/4" P/+" & 25/s" 31/2'& Wider All Products O.C. End O.C. End O.C. 1 End O.C. End O.C. End [inches] [inches] [inches] [inches] [inches] [Inches] I [inches] [inches] [inches] i [inches] 8d Box 3 1%6 3 j_ V6 < 1 2 1 2 1 2 1h 8d Common 4 3 3 2 3 2 2 1 2 1 10d' & 12d Box 4 3 3 2 3 2- 2 1 2 1 16d Box 4 3 3 2- 1 3 2 1 2 1 2 I 1 10d & 12d Common 6 4 4 3 I 4 3_ _ 2 2 2 2 -_16d Sinker 6 4 ' 4 3 4 3 i 2 2 2 ! 2 16d Common 6 4 1 6 4 6 3 2 2 2 2 If more than one row of nails is used, the rows must be offset at least 1/2 inch. • Simpson Strong-Tie A35 and LPT4 connectors may be attached to the side VERSA-LAM"/VERSA-RIM". Use nails as specified by Simpson Strong-Tie. Glue Lines (Narrow Face) I Nailing Perpendicular to Glue Lines (Wide Face) Nailing Notes 1) For 13/4" thickness and greater, 2 rows of nails are allowed (use 1/2" minimum offset between rows and stagger nails). 2) For 21/4" thickness and greater, minimum nail spacing may be reduced to 31/2' (use 3/4" offset for multiple rows). VERSA-LANI®' Design Values Grade Width in Depth [in] Weight [Ib/ft] Allowable I Allowable Moment Shear Moment of Inertia Ib ft-lb] in4 51/2 j 2.5 . 1829 2245 j 24.3 7114 3.3 1 2411 3783 1 55.6 9'/4 4.2 3076 I 5994 115.4 2 0 9'/2 4.3 3159 6304 1 125.0 . 13/4 11V/4 5.1 3741 ! 8675 207.6 2800 117/8 i 5.3 3948 9608 j 2442 14 6.3 i. 4655 13112 400.2 16 7.2 5320 1 16874 j 597.3 18 8.1 5985 21079 850.5 512 7114 91/4 3.7 4.9 6.2 2743 3368 `3616_5675 1 4613 8991 36.4 -414- 173.1 2 0 9'/2 6.4 4738 9455 187.6 . 2800 2518 111/4 11?/a 14 I 7.6 5611 8 0 5923 9.4 6983 1 13013311.5 # 14412 ! 366.3 1 19669-600.3 16 10.8 1 7980 1 25311=1 -896.0 18 `-12.1 ! 8978 , l 31618-1 1275.8 5'/2 i 4.9 i 3658 1 - ` 4971 48.5 71/4 6.5 i 4821 1 8377 111.1 9'/4 8.3 6151 I 13272 I 230.8 91/2 ; 8.5 , 6318 i ` 13958 I 250.1 2.0 11'/4 1 10.1 7481 11 19210 415.3 t 3100 3 /z 11?i8 i 10.7 7897 1 21275 1 488.4 14 [ 12.6 9310 29035 1 800.3 16 ; 14.4 10640 -`37364 1194.7 18 ( 16.2 ' 11970 46674 [ 1701.0 20 i 18.0 13300 1 56952 <2333.3 5'/4 7.1 5237 6830 j 63.3 51/2 .7 .4 5486 7457 72.8 714 9.8 7232 12566 166.7 9114 j 12.5 _i9227 19908 ! 346.3 91/2 12.8 1 9476 2093_7 ! 375.1 2.0 5'/ 11114 15.2 ! 11222 1 28814 622.9 3100 4 117/8 j 16.0 11845 31913 2 _73_2.6 14 16 ' 18.9 I 21.6 13965 15960 ! 4355 i 56046 1 1200.5 1792.0 18 24.3 17955 70011 1 2551.5 20 j 27.0 1995131. 1-85428 ( 3500.0 24 1 32.4 i 23940 120549 i 6048.0 BUILDING CODE EVALUATION REPORT ICC ESR 1040 Grade Width in Depth Weight [in] [lb/ft] Allowable Shear Ib Allowable Moment ft Ib Moment of Inertia [in°] 91/4 16.6 12303 I 26544 i 461.7 9'/z 17.1 12635 ! 27916 500.1 111/4 1 20.2 14963 ! 38419 830.6 2:0 3100 7 117/8 21.4 14 1 25.2 16 fi 28.8 15794 1 18620 I 21280 I 42550 58069 t 74728 l 976.8 1 1600.7 2389.3 18 1 32.4 23940 93348 3402.0 20 36.0 I ' 26600 113904 4666.7 24 , ` 43.2 31920 160732 8064.0 41800 1 9'/2 3.1 1781 2894 89.3 . VERSA- 11'/8 3.8 2227 4412 174.4 LAM" 1 14 4.5 2625 6021 j 285.8 (Rimboard 1 /4 16 5.1 I, 3000 7748 426.7 I & Stair 18 ! 5.8 ! 3375 9679 ! 607.5 Stringers) 20 i 6.4 3750 1 11810 I 833.3 n P VERSA-LAM" Beams VERSA-LAM" VERSA- Rimboard / Desig roperty " & Wid r 13/ " & 25/ " 31/ Col ns STUD" Stair Strin ers 2 e 4 8 um g Grade 2.02800 2.03100 1.72650 1.62250 1.41800 Modulus of psi)Elasticity E(x 10 2.0 2.0 1.7 1.6 1.4 Bending Fb (psi)t2x3) 2800 3100 2650 2250 1800 I Horizontal Shear F, (psi)t21(4) 285 285 285 ! 225 225 Tension Parallel to Grain Ft (psi)I2n5) - 2100 ( 2100 v 1650 1500 1250 Compression Parallel to Grain Fdl (psi)(') ! 3000 3000 3000 2500 2500 Compression I Perpendicular to Grain 750 1 750 750 - 525 525 Fdl (pSl)(1)(6) ! uivalent Specific for Fastener rGravity 0.5 0.5 0.5 0.42 0.42 Design (SG) 1. This value cannot be adjusted for load duration. 2. This value is based upon a load duration of 100% and may be adjusted for other load durations. 3. Fiber stress bending value shall be multiplied by the depth factor, (121d)"9 where d = member depth [in]. 4. Stress applied perpendicular to the gluelines. 5. Tension value shall be multiplied by a length factor, (4/L)" B where L = member length [ft]. Use L = 4 for members less than four feet long. 6. Stress applied parallel to the gluelines. ' Design properties are limited to dry conditions of use where the maximum moisture content of the material will not exceed 19%. j i E [ i J I :Jf j I ' ~ ~ ~lv i I tir i ILI' l I ~ U1 TI e i ~ ~a 'y-{II !Xtl I LXA. i :I LXX i I I I ~ f I i Monroe & Newell Engineers, Inc. JOB SHEET NO. OF CALCULATED BY DATE CHECKED BY DATE SCALE_ goo 0o u i I I I i ~a I I i .'p ~zp m6z D- mUa ! xzc 1 1. _..-1 I i E 1 -Lj hai 1I I I : , ~ Tom" F I ~s 1 Na= ~ I ~ I m~a ~ ~ ~.II ii ~II ~~IIIv i I = _ II i ~ ~ ~ d mw - I I U~ II 11. ry 0U ~ - VVIII I~ .iy ~ ~r s- ' 10 IV._._ I z 0 \ N I ~ 17 I - 1 T I ~ F VN:/ ~iJS>/ 79 B/L II ~ ~ tYl , ' I a ~ -`I I I r w J ~ ml i II l~ a J W ~ '6 Z_-- " -z-- i ~ I V 3 i i i I 'CFO S noo I ~ d I ry c t I I I P ry I t ~ i i ~ I ~ a ! ;ow I P; I ~ry0 i ~P< I zl i i ~f ; I r Ik I F ~ l In I I , € QI n n n . - I .L-.EI I ..4-.01 ..I-.> 1 -.Y I j I adz 1 I Ks, m U Q I' '.J_~. C 17 1 I ~ ~ I ~ !tea n Ni _ _,IJI b2z t4 1 P I I J I rI~ Xio° ~ I m! - If~t I ~n~.Z.7i b-m - I t 1 J ~ t ~ I - 3 I N P e~, m l NMOC CNV w 1 F cll NWfIlC7 I , . I I r 'T i= aW V ~ mY m ~a= I N - F ~ta ~zo I , a ` f' ~ COQ I ~ t N ~ ~ b I _ p ~i(~. srnoe eir_ u I _I lV mPI ~y i ~ I I~ I v _-_-N I , I J w I ~gz I « ~ ~ - iF r I I ! 25 C ~ I - Q - n v i n I y, I s s eiu u w i \ I v ~ i~ I ly I I a 7r 02-) JOB SHEET NO. OF CALCULATED BY DATE'-`''- CHECKED BY DATE SCALE a 1 to JOB O's Pit., Monroe & Newell Engineers, Inc. sHEK NO. OF V~1 j q I vl. L s' 11,11 _ p ` , . u:V ~ tai Z'! 7 .i.sl :L t LL 4-1 1 rpz r ma, i fit: l~~V: 1. ~ . . Z. i d COST c r~ r LLB G~~ ~(E _.......x r - 36 Z Monroe & Newell Engineers, Inc. JOB SHEET NO. CALCULATED BY 61 ; - CHECKED BY OF, DATE q - 74 ° G 0 0-4a- DATE VJ 36 6, - z--Monroe & Newell Engineers, Inc. JOB SHEET NO. OF CALCULATED BY f M "L DATE l - -21- eLd- CHECKED BY DATE i L~ Y, isr= E31- C~LCC a.1 DESIGN RE OaT - US Thursday, September 15, 2005 07:59 Single 11 7/8" BCl® 450-1.9 DF Job Name: Vail's Front Door- Residences File Name: Deck Joists.BCC J04 .Address: Description: City, State, Zip: Vail, CO Specifier: Customer. Designer. GML Code reports: ESP,-1336 Company: Monroe & Newel! Engineers fvlisc: i-L 6 - B0, 1-3/4" 13-00-00 03-00-00 LL 650 Ibs B1, 5-1/4" DL 308 Ibs LL 985 Ibs DL 492 Ibs Lieneral Data Version: US Imperial Member Type: Joist Number of Spans: 2 Left Cantilever: No Right Cantilever: Yes Slope: OC Spacing: 12" Repetitive: No Construction, Type: Glued closure completeness and accuracy of the input must be verified by anyone who would rely on the output as evidence of suitability for a particular application. The output above is based upon building code-accepted design properties and analysis methods. Installation of BOISE engineered wood products must be in accordance with the current Installation Guide and the applicable building codes. To obtain an Installation Guide or if you have any questions, please call (800)232-0788 before beginning product installation. BC CALCG, BC FRAMER®R, BC10, BC RIM BOARDTM, BC OSB RIM BOARD T11, BOISE GLULAMTr VERSA-LAM(E), VERSA-RIM®, VERSA-RIM PLUS, VERSA-STRANDT" VERSA-STUD,o, ALLJOISTC and AJST' are trademarks of Boise Cascade Corporation. Total of Horizontal Design Spans = 16-0u-00 L oad Summary ID Description Load Type Ref. 1 Deck Load Unf A Start End Type Value OCS Dur . rea Left 00-00-00 16-00-00 Live 100 psf . 12" 100% Dead 50 psf 12" 90% Controls Summary Control Type Value Pos. Moment 3057 ft-Ibs % Allowable Duration Load Case Span Location Neg. Moment -675 ft-Ibs 81.6% 100% 18.0% 100% 14 1 1 -Internal End Reaction 947 Ibs 92.4% 100% 14 2 -Leif Int. Reaction 1411 lbs ° 53.3 % 1 00 1 1 -Left Cont. Shear 994Ibs 0/° 61.2~° 1 00 1 1 - ight Total Load Defl. L/497 (0.314") 72 4% R 1 -Right Live Load Defl L/715 (0.218") . 100 0 ° 14 11 I Total Neg. Defl: -0.1.86" . 3 0% 14 1 Max Defl. 0.314" . 311 4% 14 2 - Cantilever Span / Depth 13.1 . n/a 14 1 1 Cautions Design assumes Top and Bottom flanges to be restrained at cantilever. Notes Design meets User specified (L/360) Total load deflection criteria. Design meets User specified (L/715) Live load deflection criteria. Design meets arbitrary (1") Maximum load deflection criteria. Minimum bearing length for BO is 1-3/4". Minimum bearing length for B1 is 5-1/4". Entered/Displayed Horizontal Span Length(s) = Clear Span 1/2 min. end bearing 1 /2 intermediate bearing 'age 1 of 1 S.6 lot, -fit, 6 - N 4- : € € e i,€a ! I t Ali i~ t 1 ~ 1i' ~1 OlI 15,4 c Monroe & Newell JOB OF Engineers, Inc. SHEET NO. CALCULATED BY DATE CHECKED BY DATE SCALE sd e L) 8 s } a i F i ~ 1 1 I I I ' I I I i I I I I M~ I ve I f/ I ~ ~ ~ i . t6 I h ~ :±f 4 t o m t! t Ia aI yyiii .$1-V 1 M I I I I J -T~ I I \ij ~ I I Sz~ p! _ 13 -Zl a ?E 0 i M {mss !1k _ , E I ~ ~ , i 4 10 -ZI I I is r- I - LH FI i I I' I i Cl~~ I VI i I I I• i r I ~ ~ 1 I . A:y `-W'"~'./+~N^-x r~'kEB -3aa~r`~ , L I _ Y i i ii Clx(JIM r J° i ii ~ r~ I l~ I I I I I 'I , i~ II I - °N X o j I I m` ~ ml~~ a dJ I I I I ( ~ Iss I I ~ ' I kaz I I I j ~ ~ I N I ti -wl .H/L II-f L) I ~ j I~ I j I I I I- x I II- i I I a !..ao e 5 ~ I r9 i ~ R.i R aA L41 2w I IZ, I gg , x , I ( fry - %1- i IZ z + 1 ~ 2 71 ! - 4i:FVIM i~ JQ I I i 10 LlXOIM ~C I I I I ~ I ~g 0:~"~ j 1~ , j tt! W n I ~ r Jl e S O I I I I I I om x , ' m a to ~ t ~C OuxOIM IZ-12 IF: 4~ ci I -rrl OSb/17d 6/L II - e 4 t r, 0 e0, 1-- lei I I I 3} I i i~~ I ec ~ II i I I t1 ~ ' 1 I _F f~lllf-f-,-~ LJX f-- 1y°..c JOB Monroe & Newell OF SHEET NO. Engineers, Inc. DATE CALCULATED BY DATE CHECKED BY SCALE - i 77777771 t d; S _ - . ~E Art a F: ~r 7 . te " 1~ . ~ tL . t b`_- . L c nJ c g ~r :...............~3 k 8t3 . . r. f_ t . is C . jW I ?W o z I ~ ~J I I i IHW I - i I V~ i I I I I ~ 1 ~ W I I ~ i QT I I l - ~i`II ~m I ~ ! i I ~ ml~ I i I ' II ~ I ! 1 I ~ I~ ~ I II I i I' J i I ~ II iA ~ I mu I N Ism Llj; _ I I I: m7 ~ ~ ~ I ; C i il-t I ~ I II I a`K,qty Q i - } It= I I I 1 'I I I I ~ n - Q I I ~ ~ I I I li is ' ~ I ! 1 ~ Q r~ 1Y!I m Ini J kl II ~ _ / = I ` I it 1 I Vin"' .,2Gr I 'I ! l ~ I I I II ii I ' - f III I - I ~ i Ilil I I~ ; II I I i I i N0 ~w • , 'Jw r~ nz ioI1 r, m ' K~ I I i i I I I I;i ~ i'V i ~ n ~ 0 4--' m ~z l iI i ~ II III , ~ ~ II I ig ~ ro v I - z ~ / ~92 ~ yp mu _Q m ~ ~r r4l C-' i ~ I ~ Q ~ 3 z ~ r I I w J ! r~- Q i. z I~p J , J~ ~ J~ ~ ' i ~JSv/lirc~.6/L II - I Q ' ~ 0 - I J i ilk I II ~ I ' ..y-•i d I I~ ~ II II I , I I ~ ~°'{GAS ~3✓'c"4: ~'LGs' ~ C. Monroe & Newell JOB Engineers, Inc. SHEET NO. OF CALCULATED BY I✓t E- DATE CHECKEDBY DATE SCALE po ✓ . ._t.. rt . Y it - -J: W ~ f 7 - / Y ` . - Lei. 173, 1 C1 ~L.- P - ru/ _ C 1 t E~ M1~s9 t y ye . E ~ I iJ Aj~ pT 15 os rte- L S a'z Z . r'~ . JOB _ Monroe & Newell z OF Engineers, Inc. SHEET NO. CALCULATED BY DATE CHECKED BY DATE SCALE fit... . . a . y, t . i ~f ~s e~ ~v / I r 57; q 3 - ' p... . _ ~ . . . . ; . . . . r f~C Q Monroe & Newell Engineers, Inc. JOB i! . ``f`»~,%: , F G: _ ' SHEET NO. M t CALCULATED BY CHECKED BY OF DATE DATE SCALE 'S zt ` t . T { ! rth-(y l G u ai. r Kr 2 „,E 2 k t i . - + ` t { ' ~y`s ti.Ef N.1L +"'x..Sr~F.F%2l ~ :>_CL C. k ~ 'cam . 6 kC ' _.I 4z C d . . r--' :a . . _ t . . t?. Q , . 1..., .y.... ; iJ 4 KT e t ~ rl ~ : CCII o` 0,9 . . € $ Cam, ! 3o tea! _ 7. CJ3 iai s _ ~y,~ _ Li (l ! F : . h z u~ ` _ x t U3 1 f f . P ~ c l Jxf / t t I . z~ fr 1 <f F' Monroe & Newell JOB SS'0 0 , ` Engineers, Inc. SHEET NO. OF A CALCULATED BY H' r ~ ` ) DATE CHECKED BY DATE SCAT F #°°-.`.ate Monroe & Newell JOB Engineers, Inc. SHEET NO. 6 OF A CALCULATED BY ---e 4" ~ - DATE CHECKED BY DATE SCAT F Monroe & Newell X06 FEngineers, Inc. SHEET NO. I OF CALCULATED BY A'~ L DATE 3o-Zags CHECKED BY DATE SCALE 'y-'" ~bsy ;7t i Lj ~ ~f- I wit r~ t'- Floor Levcl I Wall Dcecnption • Location / Dlrea"J m I LL (paf) I DL (pets I Length 5upporting Equivalent Live Load on ` Equivalent Dead Load wan (ptfJ I on Well (PH) Roof Elevator Cora /All 100 50 145 725 363 3w/. ~r 1 Ica,6 i 04-- 1-4 net -LAe/42te A-)~, ~j To 3e added to each level in dead load - 6, wall concrete !cad (oif) _ 1,000 Tc 3c added to each level in dead Icad - 12" wail conerote icad (plf~ 500 I I I ~I I i I I I _ 1 I ~ ~I I I I I 1 I A I I IY~'~I I j I I i ~ I 11 i~~ll I I I I ~ I I i I I r-- ~ I~ } i I I I I = OIM I~ ~o I I I I I li i~ ~j i~~ I I I i I 0~5COIM I - } pOIXOIM U~ I I I I I } I W li } I m. j Z (Lz l% I I ~o I ~a~ I j ~o r 1 ~ ~ I I i i ~I I I C< i I I _ II 7 II I .I I I I I I j i I II I I I I I I ~ I I SYXOtM I f ~ I I o I I aa I P I I I LLW I SQ I i I rF I I 0 In (L I (ol I I Q r-I- ~ J I I Z I bbXOIM i J I ~ i I 11 jo ' I.- ~II I I I OII I ! 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OF_ CALCULATED BY DATE CHECKED BY DATE SCALE 47. , 1 lr 77 r~ . °F _ . / LI 1-4 a~ U C Cll CU rr, O O C p O O O O U) OLr) N N - to j f J r J It: z Q) N U C CU N Cil O J C c0 .Q m r.. 0 O) O O ~ CO r co co r-~ It- LO CD Cl) N N C O O 0\o J 00 CD J ~ T T J O O 2 Ln LO (3)~N^ O QI CY) a) to N O J ~ O J Q O r J 0 0 0 0 0 Q CO C'7 cl) co _N Q) Co Co r" O E O O CO 'y_ ~T r r T (z CO CO r C\J N Q C7 C~ N r r r r CV > r N C~ CJ J N O co m co co Lo C's ~ " r 00 In N L (o O LO L m Co CO N C v CD Ln T r J U C O ^ O O O U to N N T JI ~ r r 0 2 C v ~ ~ T J O C O ^ Ln Lf7 I v U, O O O L7 ~ ~ r r r O O Lo ~ cc co co ~ r r r J cz J a T r T r T N > r N co -t CC C) J Y Co cz N O N co I LJ N V ~J > CA N O Cp O Y Co >I " U O N O CO O CQ LO CO In N r ~ r N i p O O ~ CD r Y 6 C'o f- Ilzr co CM > r N co N J I _ . _ - / .ut.... 1" ? t r e^P f Monroe & Newell JOB Engineers, Inc. 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'.:=il III i 1 I ! i ' ~ I I li ~ I ! i I l i I U C Cll a CIO O rr- O O r) O O 00 LL O N v> LO O co LO ~ r J N o O o, co T II h N U C O N O J v n 6 f- U O a L N O O O 7c 7 0 0 0 CO 0 C11 N N Oc r-- ~ ~ J J J C C 3 0 2 2 2 = 0 2 2 2 O O O ~ Y l O O O ) c ) cY) ) C J co m co m CO Cl Cl) J C7 co C'') O J co co co co co co CC) M - f- - _ U) Cn co co U) C~ COO ~ t C) Y It N It (0 Y O O ~NN i-Cf) N~ F-CN[)~~ Z=- oo oo co 03 m co Z=- co 03 co O CC 0~~~ 0- Lo Oc) CO OCNONLo Lo N m > N N N m co p~ Cfl O LO Ln _ ) G1- Title : Dsgnr: Description Scope : X30 Job # Date: 10:45AM, 29 NOV 05 (c)11998340033 ENE ENERCALCLC Engineering Software NP-0606238, Concrete Shear Wall Design Page 1 Description single core, long vfd - Iateral.ecw:Calculations General Information Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Total all Height 47.000 ft s Concrete Weight 145.000 cf Seismic actor 0.3000 Live & Short Term Load Combined p Seismic Zone 1 Min Wall As% for Bending 0.0014 Overburden Weight 0.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Short Term Lateral Loads... Vertical Loads... Load Heioht r) ea d #1 1.950 k 10.000 ft #1 Live Short Term Vertical Horiz. #2 2.650 k 20:000 ft #2 k ft #3 3.840 k 30.000 ft #3 k ft #4 3.150 k 47.000 ft #4 k ft Wall Data k ft Analysis Height Bottom 0.00ft 2nd Level 10 000 ft 3rd Level 4th Level _ 5th Leve4 Wall Offset (datum) ft . ft 20.000 ft 30.000 ft 47 .000 ft Wall Length Wall Thicknes 10.000 ft 10.000 ft ft 10.000 ft ft 10.000 ft ft 10.000 ft s f'c :Concrete 10.000 in 4,000.0 psi 10.000 in 4 000 0 psi 10.000 in 4 0 10.000 in 10.000 in Fy : Rebar 60,000.0 psi , . 60,000.0 psi , 00.0 psi 60 000 0 psi 4,000.0 psi 60 00 4,000.0 psi Effective Depth 8.000 ft 8.000 ft , . 8 000 ft , 0.0 psi 60,000.0 psi Wall Analysis . 8.000 f1 0.000 ft' Bottom Vs : Story Shear 15.21 k Ms w/ Lat Right 736.1 k-ft Ms w/ Let Left -736.1 k-ft Uplift @ Left End 45.22 k Uplift @ Right 45.22k Vu = Vs * Factor(s) 40.1150 k Vu : Applied 41.82 Dsi Nu: Axial 59.63 k Mu: Moment 1,032.42 k-ft vc * .85 68.774 psi vn:max = 10 * sgrt(f'c) * .6 537.59 psi Vu Horizontal As Req'd Vertical As Req'd Mu: Actual Bending As Req'd Bottom 40.15 k 0.30 in2 0.30 in2 1,032.42 k-ft 3.20 in2 f 2nd Level 13.26 k 468.0 k-ft -468.0 k-ft 18.40 k 18.40 k 32.331 k 33.68 psi 46.94 k 656.34 k-ft 80.520 psi 537.59 psi 2nd Level 32.33 k 0.24 in2 0.14 in2 656.34 k-ft 2.05 in2 3rd Level 10.61 k 255.6 k-ft -255.6 k-ft 3.20 k 3.20 k 23.530 k 24.51 psi 34.26 k 358.45 k-ft 102.662 psi 537.59 psi -3rd Level 23.53 k- 0.24 in2 0.14 in2 358.45 k-ft 1.34 in2 4th Level 9.31 k 52.4k-ft -105.9 k-ft 0.32k 0.32k 13.061 k 13.60psi 21.57k 148.57k-ft 142.455 psi 537.59 psi 4th Level 13.06k 0.24 i n2 0.14in2 148.57k-ft 1.34in2 5th Level k k-ft k-ft k k k psi k k-ft psi psi 5th Level k 0.00 in2 in2 k-ft in2 Title : Dsgnr: Description Scope : Job # Date: 10:45AM, 29 NOV 05 User: Kw-0606238, Ver5.8.0, 1-Dec-2003 Concrete Shear all Design Page 2 (c)1983-2003 ENERCALC Engineering Software v1d - IateraLecw:Calcwlat 2 Description single core, long f 'c 4,000.0 psi Fy 60,000.0 psi Rebar Cover 3.500 in Footing Thickness 12.00 in Width 3.000 ft Footing Dimensions Dist. Left Wall Length Dist. Right Total Ftg Length Kern Width 2.000 ft 10.000 ft 2.000 ft 14.000 ft 2.333 ft Wall & Foot;rg Stability... Total Vertical Loads oerwce Loaas 62 88 k ACI Eq. C-1 ACI Ea. C-2 & C-3 Overturning Moments... . 88.03 k 66.03 k No Lateral or Short Term Loads 0.00 k-ft 0 00 k-ft Lat & ST Loads Applied to Left 764.76 k-ft . Lat & ST Loads Applied to Right 764.76 k-ft 1,072.57 k-ft Resultant Ecc. Fom Centerline... 1,072.57 k-ft No Lateral or Short Term Loads 0.000 ft 0 000 ft Lat & ST Loads Applied to Left -12.162 ft . Lat & ST Loads Applied to Right 12.162 ft --16.245 ft 16.245 ft Overall Wall & Footing Stability Overturning Stability Lateral Loads Applied to Left Overturning Moment Resisting Moment Stability Ratio Lateral Loads Applied to Right 764.76 k-ft 764.76 k-ft 440.17 k-ft 440 17 k-ft 0.576: 1 One-Way Shear Check . 0.576: 1 @ Left End of Footing @ Right End of Footin 31.227 psi Allowable 107.517 psi g 31.227 psi Bending Design @ Left End of Footing Mu Ru As % Req'd As Reg'd 12 58 k @ Right End of Footing . -ft 64 12.58 k-ft 64 .47 psi 0.0014 47 psi 0 001 0.442 in2 . . 4 0.442 in2 Min. As % = 0.0014 Soil Pressures Soil Pressures Service ACI Eq. C-1 Static Soil Pressure @ Left 1,497.18 2,096.06 psf Static Soil Pressure @ Right 1,497.18 2,096.06 psf Soil Pressures w/ Short Term Load Ap plied To Left Service @ Left Side of Footing ACI Ea. C-2 & C-3 @ Right Side of Footing 0.00 psf 0.00 psf 0.00 psf 0.00 psf Soil Pressures w/ Short Term Load Ap plied To Right @ Left Side of Footing Service ACI Ea. C-2 & C-3 @ Right Side of Footing 0.00 psf 0.00 psf 0.00 psf 0.00 psf ACI Factors (per ACI 318-02, applied internally to entered loads) ACI C.-1 & C-2 DL 1.400 ACI C-1 & C-2 LL ACI C 2 Group Factor 0.750 Add 11.4' Factor for Seismic 1 400 1.700 ACI C-1 & C-2 ST 1 700 ACI C-3 Dead Load Factor 0.900 Add"I "0.9" . Factor for Seismic 0.900 . ACI C-3 Short Term Factor 1.300 ....seismic = ST' : 1.100 Title : . Dsgnr: Description Scope : Job # Date: 11:13AM, 29 NOV 05 t3s- User: Kw-0606238, Ver5.8.0, 1-Dec-2003 Concrete Shear Wall Design Page 1 (01983.2003 ENERCALC Engineering Soitware vid - Iateral,ecw:Calculations Description single core, short. 2 walls, 1/2 load' General Information Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 L Total Wall Height 47.000 ft Seismic Factor 0.3000 - _ Concrete Weight 145.000 pcf Seismic Zone 1 Live & Short Term Load Combined Min WaII As% for Bending 0.0014 Overburden Weight 0.00 psf Applied Loads Note Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318 02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Short Term Lateral Loads... Vertical Loads... Load Height Dead Live Short Term Vertical Horiz. #1 0.660 k 10,000 ft #1 k ft #2 1.160 k 20.000 ft #2 k ft #3 1.300 k 30.000 ft #3 k ft #4 0.950 k 47.000 ft #4 k ft Wall Data Analysis Height Bottom 0 00 ft 2nd Level 10 000 ft 3rd Level 4th Level 5th Level Wall Offset . ( datum ) ft . ft 20.000 ft 30.000 ft 47.000 ft Wall Length 4.000 ft 4.000 ft ft 4.000 ft ft 4.000 ft ft 4 000 ft Wall Thickness ' 10.000 in 10.000 in 10.000 in 10.000 in . 10 000 in f c : Concrete 4,000.0 psi 4,000.0 psi 4,000.0 psi 4,000.0 psi . 4,000.0 psi Fy : Rebar Effective De th 60,000.0 psi 3 200 ft 60,000.0 psi 60,000.0 psi 60,000.0 psi 60,000.0 psi p . 3.200 ft 3.200 ft 3.200 ft 0.000 ft Wall Analvsis Vs : Story Shear Bottom 5 52 k 2nd Level 3rd Level 4th Level 5th Level . 4.86 k 3.70 k 3.41 k k Ms w/ Lat Right 593.9 k-ft 424.2 k-ft 275.5 k-ft 136.8k-ft k-ft Ms w/ Lat Left -593.9 k-ft -424.2 k-ft -275.5 k-ft -153.0k-ft k-ft Uplift @ Left End 137.12 k 94.68 k 59.94 k 34.13k 153 20'k Uplift @ Right 137.12 k 94.68 k 59.94 k 34.13k . 153.20 k Vu = Vs Factor(s) 24.824 k 21.865 k 18.204 k 14.348k k Vu : Applied 64.65 psi 56.94 psi 47.41 psi 37.36psi psi Nu: Axial 23.85 k 18.78 k 13.70 k 8.63k k Mu: Moment 832.95 k-ft 594.88 k-ft 386.40 k-ft 214.52k-ft k-ft vc' .85 41.845 psi 43.974 psi 47.246 psi 53.952psi si vn:max = 10' sgrt(f'c) ' .6 537.59 psi 537.59 psi 537.59 psi 537 59 si p . p psi r Summa y Bottom 2nd Level 3rd Level 4th Level 5th Level Vu 24.82 k 21.86 k 18.20 k 14.35k k Horizontal As Req'd 0.30 in2 0.30 in2 0.30 in2 0.30in2 0.00 in2 Vertical As Req'd 0.30 in2 0.30 in2 0.30 in2 0.30 in2 in2 Mu : Actual 832.95 k-ft 594.88 k-ft 386.40 k-ft 214.52 k-ft k-ft Bending As Req'd 5.52 in2 3.77 in2 2.36 in2 1.28in2 in2 , ff 7 ✓ Title : Dsgnr: Description Scope : Footing Dimensions Dist. Left Wall Length Dist. Right Total Ftg Length Kern Width (c)199833-2.20033 ENE ENERCALCLC Engineeringering Software User: 0 Ve.n1 3 Concrete Shear Wall Design Page 2 _ _ vfd lateral e w Calculations Description single core, short. 2 walls, 1/2 load f'c 4,000.0 psi Fy 60,000.0 psi Rebar Cover 3.500 in Footing Thickness 12.00 in Width 3.000 ft Wall & Footing Stability... Total Vertical Loads 26.20 k Overturning Moments... No Lateral or Short Term Loads 0.00 k-ft Lat & ST Loads Applied to Left 611.61 k-ft Lat & ST Loads Applied to Right 611.61 k-ft Resultant Ecc. Fom Centerline... No Lateral or Short Term Loads 0.000 ft Lat & ST Loads Applied to Left -23.347 ft Lat & ST Loads Applied to Right 23.347 ft Overall Wall & Footing Stability Overturning Stability Overturning Moment Lateral Loads Applied to Left 611.61 k-ft Lateral Loads Applied to Right 611.61 k-ft One-Way Shear Check @ Left End of Footing 22.766 psi @ Right End of Footing. 22.766 psi Bending Design Mu Ru @ Left End of Footing @ Right End of Footing 9.17 k-ft 47.00 psi 9 17 k-ft . 47.00 psi Min. As % = 0.0014 Soil Pressures Soil Pressures Service ` Static Soil Pressure @ Left 1,091.53 Static Soil Pressure @ Right 1,091.53 Soil Pressures w/ Short Term Load Applied To Left @ Left Side of Footing @ Right Side of Footing Soil Pressures w/ Short Term Load Applied To Right @ Left Side of Footing @ Right Side of Footing ACI Factors (per ACI 318-02, applied internally to entered loads) ACI C-1 & C-2 DL 1.400 ACI C-2 Group Factor ACI C-1 & C-2 LL 1.700 ACI C-3 Dead Load Factor ACI C-1 & C-2 ST 1700 ACI C-3 Short Term Factor ....seismic = ST 1.100 36.68 k 0.00 k-ft dl-,6 ~ L Job # Date: 11:13AM, 29 NOV 05 2.000 ft 4.000 ft 2.000 ft 8.000 ft 1.333 ft 27.51 k 857.78 k-ft 857.78 k-ft 0.000 ft R sistinq Moment -31.185 ft 31.185 ft Stability Ratio 0.171: 1 0.171: 1 107.517 psi As Req'd 0.428 in2 0.428 in2 104.79 k-ft 104.79 k-ft Allowable As % Req'd 0.0014 0.0014 ACI Ea. C-1 1,528.14 psf 1,528.14 psf Service 0.00 psf 0.00 psf Service 0.00 psf 0.00 psf 0.750 0.900 1.300 ACI Ea. _C-2 & C-3 0.00 psf 0.00 psf ACI Ea. C-2 & C-3 0.00 psf 0.00 psf Add"I "1.4" Factor for Seismic 1.400 Add") "0.9" Factor for Seismic 0.900 JOB Monroe & Newell Engineers, Inc. SHEET NO. OF- A CALCULATED BY DATE CHECKEDBY DATE SCALE Monroe & Newell Engineers, Inc. DD~~i If`i'1M.1 IGn.le CFee~~l ~lK.11DaAA 55-00 •n2 JOB SHEET NO. OF j+ CALCULATED BY A ~ DATE ~ O CHECKED BY DATE SCALE Title : Dsgnr: Description Scope : Rev: obUIUU User: KW-060365,Ver 5.66.1, 25-0ct-2002 Multi-Span Concrete Beam (r.)1983-2002 ENERCALC Enoineenna Software Description bldg 2 weast wall grids G to J/9 Job # Date: 9:50AM, 6 JAN 06 Page 1 c-\oroiects`,5500.02.ecw: Calculations General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Fy 60,000.0 psi Spans Considered Continuous Over Supports ACI Dead Load Factor 1.20 fc 4,000.0 psi Stirrup Fy 40,000.0 psi ACI Live Load Factor 1.60 Concrete Member Information Description 1 Span ft 28.00 Beam Width in'; 12.00 Beam Depth ini 12.00 End Fixity Fix-Fix Reinforcing Center Areall 0.60in2 Bar Depthl 10.00in Left Area, 0.60in2 Bar Depth! 2.00in Right Area! 0.60in2 Be, Depthl 2.00in Loads using Live Loaa I nls span li Yes Dead Load k/ft Live Load k/ft! 0.560 Dead Load k/ft! Live Load k/ft ! 0.350 Start ft~ 0.000 End ft! 28.000 'Results Overstress Mmax @ Cntr k-ft 47.56 @X= ft 14.00 Mn ' Phi k-ft', 25.77 Max @ Left End • k-ft -9513 - Mn ' Phi k-ft; 25.77 Max @ Right End k-ft; -95.13 Mn * Phi k-ft 25.77 Bending NG Shear @ Left k 20.38 Shear @ Right k!, 20.38 Reactions & Deflections DL @ Left K! U.UU LL @ Left k i 12.74 Total @ Left kl 12.74 DL @ Right k' 0.00 LL @ Right k 12.74 Total @ Right k! 12.74 Max. Deflection in! -2.030 @ X = ft', 14.00 Inertia : Effective in4', 343.74 Title : Dsgnr: Description Scope : User KW-060365, Ver5.6.1, 25-Oct-2002 Multi-Span Concrete Beam fc)1983-2002 ENERCALC Enaineerino Software S Description Didg 2 weast wall grids G to J/9 Job # Date: 9:50AM, 6 JAN 06 Page 2 \nrnjects`,5500. 02. ecw'Calculations Shear Stirrups Stirrup Rebar Area in2', 0.400 Spacing @ Left in 5.00 Spacing @ .2'L inl 5.00 Spacing @ .4'L in'. Not Req'd Spacing @ .6'L ini Not Req'd Spacing @ .8`L ini 5.00 Spacing @ Right in~ 5.00 Query Values Location ttl 0.0u Moment k- -95.1 Shear k 20.4 Deflection in; 0.0000 Title : Dsgnr: Description Scope : User: KW 060365, ver 5.6.1, 25-Oct-2002 Muiti-Span Concrete Beam ( c)1983-2002 ENERCALC Enoineerino Software Description Builcing 2 west fdn wall grids 9/J to G spanning vertically Job # Date: 10:05AM. 6 JAN 06 Page 1 c:loroiects',5500.0 2. ecw: Ca I cu iati on s General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Fy 60,000.0 psi Spans Con sidered Continuous Over Supports ACI Dead Load Factor 1.20 fc 4,000.0 psi Stirrup Fy 40,000.0 psi ACI Live Load Factor 1.60 1 -concrete Member Information Description low middle top l 3.00 Span ft 10.00 10.00 Beam Width in 12.00 12.00 12.00 Beam Depth inl 12.00 12.00 12.00 End Fixity Pin-Pin Pin-Pin Pin-Pin Reinforcing Center Areai 0.31in2 0.31in2 0.31in2 Bar Depthl 10.00in 10.00in 10.00in Left Areal 0.31in2 0.31in2 0.31in2 Bar Depth'I 2.00in 2.00in 2.00in Right Areal 0.31in2 0.31in2 0.31in2 Bar Depth',, 2.00in 2.00in 2.00in Loads _ Using Live Load I nis 5pan'rt No Yes Yes Dead Load k/ftl Live Load i k/ft 0.050 0.050 0.050 DL @ Left k/ft 'I DL @ Right k/fti LL @ Left k/ft 1.315 1.150 0.600 LL @ Right k/ft ' 1.150 0.600 0,500 Start ftl 0.000 0.000 0.000 End ft 3.000 10.000 10.000 Results Beam OK Beam OK Beam OK Mmax @ Cntr k-ft 0.00 7.49 6.41 @ X = ft; 0.00 4.53 6.27 Mn * Phi k-ft! I 13.61 13.61 13.61 Max @ Left End k-ft', 0.00 -9.63 -12.70 Mn * Phi k-ft 13.61 13.61 13.61 Max @ Right End k-ft', -9.63 -12.70 0.00 Mn * Phi k-ft' 13.61 13.61 13.61 Bending OK Bending OK Bending OK Shear @ Left k'I 3.21 7.83 6.20 Shear @ Right k1 3.21 6.97 3.40 Reactions & Deflections DL @ Left kl LL @ Left kl Total @ Left k DL @ Right k'I LL @ Right kI Total @ Right ki Max. Deflection in! @X= Inertia : Effective in41 0.00 0.00 0.00 -2.01 6.90 8.23 -2.01 6.90 8.23 0.00 0.00 0.00 6.90 8.23 2.12 6.90 8.23 2.12 0.001 -0.009 -0.008 1.74 4.67 5.87 1,728.00 1,728.00 1,728.00 Title : Dsgnr: Description Scope : Kev: Dou l uu User: KW-060365,Ver~.^1 25-0ct-2002 Multi-Span Concrete Beare Ic11983-2002 ENERCALC Enqineerinq Software Description Suildng 2 west tdn wall grids 9/1 to G spanning vertically Job # Date: 10:05AM, 6 JAN 06 Page 2 c;Aproi-.ts\550C.02 e~w Calculancrs_ Shear Stirrups Stirrup Rebar Area inzi 0.000 0.400 0.400 Spacing @ Left ini Not Req'd Not Req'd Not Req'd Spacing @ .2*L in1i Not Req'd Not Req'd Not Req'd Spacing @ A*L inj Not Req'd Not Req'd Not Req'd Spacing @ .6*L ini Not Req'd Not Req'd Not Req'd Spacing @ .8*L in' Not Req'd Not Req'd Not Req'd Spacing @ Right in; Not Req'd Not Req'd Not Req'd Query Values Location fu 0.00 0.00 0.00 Moment k-fti 0.0 -9.6 -12.7 Shear kl -3.2 7.8 6.2 Deflection ini 0.0000 0.0000 0.0000 Title : Dsgnr: Description Scope : mev: - WU User:KW-060365,Ver 5.6.1, 25-0ct-2002 Multi-Span Concrete Beam lc11983-2002 ENERCALC Enoineerino Software Description bulidng 2 west fdn wall grids 9/J to G spanning vertically General information Fy 60,000.0 psi fc 4,000.0 psi Concrete Member Information Job # Date: 10:05AM, 6 JAN 06 Page 1 C:~nrnlert,5500.02 ecw:Calculations Calculations are designed to AC! 318-95 and 1997 UBC Requirements Spans Considered Continuous Over Supports ACI Dead Load Factor 1.20 Stirrup Fy 40,000.0 psi ACI Live Load Factor 1.60 Description ow middle t°° Span ftl 3.00 10.00 10.00 Beam Width inj 12.00 12.00 12.00 Beam Depth im' 12.00 12.00 12.00 End Fixity Pin-Pin Fin-Fin Pin-Pin Reinforcing Center Area' 0.31 in2 0.31 in2 0.31 in2 Bar Depth; 10,00in 10.00in 10.00in Left Areal 0.31 in2 0.31 in2 0.31 in2 Bar Deothi 2.00in 2.00in 2.00in Right Areal 0.31in2- 0.31 in2 0.31 in2 Bar Depth, 2.00in 2.00in 2.00in j Loads ? Using Live Load This Span . -,rI, Yes Yes Yes Dead Load k/ft' Live Load k/fti 0.050 0.050 0.050 DL @ Left k/ft, DL @ Right k/ft', LL @ Left k/ft~ 1.315 1.150 0.600 LL @ Right k/ft 1.150 0.600 0.500 Start ft 0.000 0.000 0.000 End ft 3.000 10.000 10.000 LResults Beam OK Beam OK Beam OK Mmax @ Cntr k-ft 0.00 7.24 6.47 @ X = ft 0.00 , 4.60 6.27 Mn * Phi k-ftl, 13.61 13.61 13.61 Max @ Left End k-ft , 0.00 -10.22 -12.55 Mn * Phi k-ft l 13.61 13.61 13.61 Max @ Right End k-ftl -10.22 -12.55 0.00 Mn * Phi k-ftj l 13.61 13.61 13.61 Bending OK Bending OK Bending OK Shear @ Left k' 0.26 7.90 6.19 Shear @ Right k: 6.42 6.90 3.41 Reactions & Deflections UL L LerT K, 0.00 0.00 0.00 LL @ Left k', -0.16 8.95 8.18 Total @ Left kl -0.16 8.95 8.18 DL @ Right ki 0.00 0.00 0.00 LL @ Right k! 8.95 8.18 2.13 Total @ Right k 8.95 8.18 2.13 Max. Deflection in', 0.001 -0.009 -0.008 @ X = fti 1.86 4.73 5.80 Inertia : Effective in4'', 1,728.00 1,728.00 1,728.00 Title : Job Dsgnr: Date: 10:05AM, 6 JAN 06 Description Scope : KeV: oauiuu Page 2 User: KW-060365,Ver 5.6.1, 25-Oct-2002 Multi-,pan Concrete Beam (c)1983-2002 ENERCALC Enaineering Softwar- cioroiec?s\5500.02.ecw:Calculations Description Buildng 2 west fdn wall grids 9/J to G spanning vertically LShear Stirrups Stirrup Reoar Area fn2; u.uuu u.40u 0.400 Spacing @ Left inj Not Req'd Not Req'd Not Req'd Spacing @ .2*L ini Not Req'd Not Req'd Not Req'd Spacing @ .4*L inl Not Req'd Not Req'd Not Req'd Spacing @ .6*L irr; Not Req'd Not Req'd Not Req'd Spacing @ .8*L in',I Not Req'd Not Req'd Not Req'd Spacing @ Right ini Not Req'd Not Req'd Not Req'd Query !Values Location ft! 0.00 0.00 0.00 Moment k-ftl 0.0 -10.2 -12.5 Shear k1 -0.3 7.9 6.2 Deflection in! 0.0000 0.0000 0.0000 Title : Dsgnr: Description Scope : User: KW-060365, Ver 5.6.1, 25-Oct-2002 Multi-Span Concrete Beam (c)1983-2002 ENERCALC Enoineerino Software Description bldg 2 weast wall grids G to J/9 (horizontal span) Job # Date: 10:13AM, 6 JAN 06 Page 1 clnrniecrcl55M n9 cnwrCalculatipn- General. Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Fy 60,000.0 psi Spans Considered Continuous Over Supports ACI Dead Load Factor 1.20 fc 4,000.0 psi Stirrup Fy 40,000.0 psi ACI Live Load Factor 1.60 Concrete Member Information Description Span ft! 28.00 Beam Width in; 12.00 Beam Depth in' 12.00 End Fixity Fix-Fix Reinforcing Center Area!, 1.17in2 Ear Depth' 10.00in Left Area, 2.11 in2 Bar Depth, 2.00in Right Areal 2.11 in2 Bar Depth', 2.00In Loads Using Live Load I his span ??l Yes Dead Load k/ft Live Load k/ft; 0.416 Dead Load k/ft Live Load k/ft 0.350 Start ft, 0.000 End ft 28.000 [Results Beam OK Mmax @ Cntr k-ft,l 40.04 @ X = ft~ 14.00 Mn * Phi k-ft' 48.07 Max @ Left End k-ft j -80.07 Mn * Phi k-ft 80.21 Max @ Right End k-ft' -80.07 Mn * Phi k-ftl 80.21 Bending OK Shear @ Left k; 17.16 Shear @ Right ki 17.16 Reactions & Deflections DL @ Left k!' 0.00 LL @ Left k! 10.72 Total @ Left k' 10.72 DL @ Right k~ 0.00 LL @ Right k 10.72 Total @ Right k 10.72 Max. Deflection ini -1.013 @X= ftl, 14.00 Inertia : Effective in4; 579.82 Title : Job # Dsgnr: Date: 10:13AM, 6 JAN 06 Description Scope Rev: 560100 User: KW-060365, Ver 5.6.1, 25-Oct-2oe2 Multi-Span Concrete Beam Page 2 c11963-2002 ENERCALC Enoineerinc Software r. \nroier..is,55on 7 ecvrCalculations Description bldg 2 weast wail grids G to J/g (horizontal span) Smear Stirrups Stirrup Rebar Area inZ 0.400 Spacing @ Left irr, 5.00 Spacing @ .2'L in 5.00 Spacing @ .4`L in'i Not Req'd Spacing @ .6`L in! Not Req'd Spacing @ .8`L in 5.00 Spacing @ Right in 5.00 Query Values Location Moment Shear Deflection ftl O.uu k-ft -80.1 k 17.2 in 0.0000