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HomeMy WebLinkAboutB06-0021 - Structural Engineering CalculationsMonroe & Newell Engineers, Inc. STRUCTURAL ENGINEERING CALCULATIONS For: Vail's Front Door Building "D" Building Permit #1306-0021 Vail, Colorado M&N #5500.02 1111044, OZ",,, l Vail, Colorado Denver, Colorado Frisco, Colorado 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 heen reviewed. This includes all sheets attached to this cover. May 15, 2006 2006 Platinum Sponsor The Colorado Chapter of The American Institute of Architects www.monroe-newell.com 1701 Wynkoop Street • Suite 200 • Denver, Colorado 80202 (303) 623-4927 • FAX (303) 623-6602 • email: denver@monroe-newell.com Monroe & Newell JOB _ l V SHEET NO. OF - V Engineers, Inc. A CALCULATED BY DATE ela CHECKED BY DATE SCALE Monroe & Newell Engineers, Inc. JOB y r) ° Zit I t4- t/ t G~ SHEET OF !~5-00'az- CALCULATED BY V ~ , DATE 519 16 CHECKED BY. DATE A Monroe & Newell Engineers, Inc. JOB •V ✓ ~1~GG~ J [iT N. t% SHEET NO. OF CALCULATED BY LIL s 9 / CHECKED BY DATE S S If I :ZF I .,a,: rz I i i i Monroe & Newell Engineers, Inc. STRUCTURAL ENGINEERING CALCULATIONS For: Vail's Front Door Building "D" Skier Services Permit B06-0021 Vail, Colorado M&N #5500.02 Vail, Colorado Denvcr, Colorado Dillon. Colorado 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. April 3, 2006 I, IT z 2006 Platinum Sponsor The Colorado Chapter of The American Institute of Architects www.monroe-newell.COm 1701 Wynkoop Street • Suite 200 • Denver, Colorado 80202 (303) 623-4927 • FAX (303) 623-6602 • email denver@monroe-newell.com a r' 0 o r p 0 LL 0 10 C 0 R f i i ` d 5> 1:7 R 8~~ ~L Z Q ~ 90 J QU W~ U) C J W W cn Q 0 a0 J Q M UCW W (p Z pa OZ LL W_ 00 O pcn 0 cc 0c = LL W aQ ri Z LL m as L W = C N C W LL C co C Q Z Oa a LL m O v'; O C C O C O C v; C C C O C C O I C C L U c ~r M. f~ ~ t` cY V' I 7 N - v, - ~O - f+; - ~ - HMO. - ~ ~ K M: V O - - - - - - - Z ~ ~ ~ ° .n _c o 0 0 c o 0 oc o -o ~ ' o I c x v' t~ c W a dl M N r M, V~1 M V; M. I M N M, y. N N aj. N rl M S fn C Q A N a > - 'V O CC x 1r^ M M I C V"; 'V O C C x C C x ~ C N C M C N I N C N O CL N M 7 cV N '7 N N - M. 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N ll- N L LL I x H O w N ° 7 G m" Z Q~ C N M .N M N M N M N~ M N M N M N M N M N M W ZLL ~ LL O Z J to ~QJw^ i { ~zasv z 0C7 ~ Z H W z ID U. ~QZ z v LL w a LLj LLI LU Z N iU N O en (L -j = 0 N - Q 0 ct r coq to z 00 00 UZ ~L 'j Q O w - C7 G v-", O ~ to N v cn 2003 INTERNATIONAL BUILDING CODE@ v O 465 cannuc77n4-1 iSinme Sheets1205-1 (Padded) • f , Embed Plate Design free edges ti etx = c dedge f" = 5000 t = 0.375 # rows P het = 4 studs/row e2x = U p fut = 61 dstud = 0.625 Sx = 6 esy = D 0 T= p U = ASe = 0.31 sy = e4y = h= 0 e= 0 Abrg = 0.92 So, edge = " Embed Plate Design free edges etx = dedge f'c = 5000 tP = 0.375 # rows het = 4 studs/row Z° e2x = 0 fut = 61 0 T dstud = 0.625 Sx = b e3y = lb V o ASe = 0.31 sy = e4y = . ~ h.- f.; p e= 0 Abrg = 0.92 So, edge = y) f Embed Plate Design free edges e,x = dedge f'c = 5000 tp = 0.375 # rows het = 4 studs/row Z e2x = 0 fUt = 61 dstud = 0.625 Sx = V esy = 0 T = ~ 2. = p e p A,,, = 0.31 sy = e4y 0 V = Abrg = 0.92 So, edge = p h = 111 f Embed Plate Design free edges eix = dedge f'c = 5000 tp = 0.375 # rows het = 4 studs/row e2x = 0 fut = 61 p T= dstud = 0.625 Sx = esy = e4 - 0 V = ASe = 0.31 sy = y e _ 0 Abrg = 0.92 So, edge = h = o I ( Ism Embed Plate Design free edges tp = 0.375 # rows e1x = dedge flc = 5000 hef = 4 studs/row Z e2x = 0 fut = 61 dstud = 0.625 Sx = f Q e3y = 0 T = ASe = 0.31 Sv = e4v - 0 V - Abrg = 0.92 So, edge = h = 0 e = 0 -Z, ~ Embed Plate Design free edges tp = 0.375 # rows ~j e1x = dedge f'c = 5000 het = 4 studs/row e2x = 0 fut = 61 ~d dstud = 0.625 sx = e3y = 0 T = Ase = 0.31 sy = L e4y = 3 0 V Abrg = 0.92 So, edge = 6 h = ~v 0 e = 0 Embed Plate Design 'free edges tp = 0.375 # rows 2 elx = dedge f'o = 5000 hef = 4 studs/row 2 e2x = 0 fut = 61 dstud = 0.625 sx = esy = 0 T = ASe = 0.31 sy = e4y = 0 V = 1 b Abrg = 0.92 So, edge = h = 0 e = 0 Embed Plate Design free edges tp = 0.375 # rows elx = dedge f c = 5000 hef = d = 4 625 0 studs/row s = ' e2x = e3 = 0 0 f,,t = T = 61 r ' stua . x i y J r ' ASe = 0.31 Sy - ~ e4y = 0 V = ~C? Ab = 0.92 So edge = h = ~0 0 e = 0 rg , -1 ~ ~ 111AAA )VAJ 1) G~/'✓ Embed Plate Design free edges tp = 01375 # rows elx = U dedge f c = 5000 hof = 4 studs/row ~ e2x = 0 fUt = 61 dstud = 0.625 sx = esy = 0 T = 11, ASe = 0.31 sy = l~ e4y = 0 V = /13 D Abrg = 0.92 So, edge = ' h = Z! 0 e 0 Embed Plate Design free edges tp = 0.375 # rows zi elx = dedge f'c = 5000 1 hef = 4 studs/row I e2x = 0 fUt = 61 dstud = 0.625 Sx - clo-' e3y - 0 T _ U Ase = 0.31 Sy = 01 e4y = 0 V = Abrg = 0.92 So, edge = h = ~O 0 e = 0 70 1 Embed Plate Design free edges tp = 0.375 # rows Z e1x = dedge f'c = 5000 hef = 4 studs/row 2 e2x = 0 fut = 61 dstud = 0.625 sx = 6 esy = 0 T = ASe = 0.31 Sy = e4y = 0 V = ! 6 Abrg = 0.92 So, edge = / h = l 0 e = 0 f Embed Plate Design free edges tp = 0.375 # rows C e1x = dedge f'c = 5000 hef = 4 studs/row 2 e2x = 0 fut = 61 " dstud = 0.625 sx = ~ e3y = 0 T = ASe = 0.31 Sy = e4y = 0 V = Abrg = 0.92 So, edge = h = 0 e= 0 4 ISz'~ Embed Plate Design tp = 0.375 # rows het = 4 studs/row dstud = 0.625 sx = 7 ASe = 0.31 Sy = AbIg = 0.92 So, edge = 7 free edges eix = dedge f'c = 5000 e2x = 0 f t = 61 e3y= 0 T= e4y = 0 V h= 0 e= 0 Monroe & Newell Engineers, Inc. Job Project # Date Designer VFD - skier services 5500.02 4/1/2006 LLG Embed Plate Design Plate A free edges tp = 0.375 in # rows 3 elx = 0 in dedge f'o = 5000 psi hef = 4 in studs/row 2 e2x = 0 in 6 fut= 61 ksi dstud = 0.625 in sx = 6 in e3y = 0 in 6 V = 48 k ASe = 0.3 in^2 sy = 8 in e4y = 3 in 6 eten = 4 in Abrg = 0.9 in^2 So, edge = 6 in h = 30 in 3 econ = 3 in T= 9k Steel min plate thickness tp = 1/2dsr„d tp = 0.313 in OK max tension load/stud 0 Ns = .75Ase f ut $NS = 14.2 k/stud allowable tension ONs,TOT= n*ONs oNs,TOT = 85.1 k OK max shear load/stud O V, = .65A Se f „t $VS = 12.3 k/stud allowable shear 0 V s,ror = n* O Vs $Vs,TOT = 73.7 k OK Concrete breakout max spacing for group a ction Smax = 3hef Smax = 12 in strength coefficient Cb, = 117.7 breakout area AN = 450.0 cracking factor Ccrb = 1.0 edge distance factor, Ted,N = 0.9 eccentric load factor Tec,N = 0.6 breakout strength Ncb = CbsANCc,b TJed,N Ncb = 27.0 k OK pullout cracking coefficient Cup = 1.0 pullout strength/stud Npn = 11.2Ab,9f'cCcrp Npn = 51.5 k/stud pullout strength Npn,ror = n*Npn Npn,ror = 309.1 k OK side-face blowout Is dedge < 0.4hef? No, side-face blowout check not necessary. parallel edge factor del = 3 de3 = 3 Is de3 < 3de1? Yes factor 0.50 blowout per stud Nsb = 160de sgrt(Ab,9) sgrt(f'c) Nsb = N/A k/stud blowout for goup Nsb9 = (1+so/6de1)Nsb Nsbg = N/A k Monroe & Newell • Engineers, Inc. 1 nbed Plate Design ifo from page 1) t p = 0.375 # rows h et = 4 studs/row d Stud = 0.625 S x = ASe= 0.31 Sy= A brg = 0.92 So, edge = Concrete shear front BED confinement steel factor breakout for (1) stud X-spacing factor thickness factor eccentricity factor cracking factor basic strength Job Project # Date Designer VFD - skier services 5500.02 4/1/2006 LLG 3 e ix = 0 d edge f' c = 5000 2 e2x = 0 6 f ut = 61 6 e3y = 0 6 V= 48 k 8 e4y = 3 6 e ten = 4 in 6 h = 30 3 e con = 3 in T= 9k 0 = 0.70 Vco3 = 0.0 Cx3 = #DIV/Oi Chi = 1.00 k/stud Cev3 = 1.0 #DIV/OI Cvcr = 1.0 O V c3 = O V co3 C x3 C h3 C ev3 C vcr YVc3 = N/A k free edges Monroe & Newell Engineers, Inc. Job Project # Date Designer VFD - skier services 5500.02 4/1/2006 LLG Embed Plate Design Plate B free edges tp = 0.375 in # rows 2 elx = 0 in ledge f'c = 5000 psi hef = 4 in studs/row 2 e2x = 0 in 6 fut= 61 ksi dst,d = 0.625 in sx = 4 in e3y = 0 in 6 V = 16 k ASe = 0.3 in^2 sy = 4 in e4y = 3 in 6 eten = 2 in Abrg = 0.9 in^2 So, edge = 4 in h = 10 in 3 econ = 3 in T= 12k Steel min plate thickness tp = 1/2dstud tp = 0.313 in OK max tension load/stud ONs = -75Asefut $Ns = 14.2 k/stud allowable tension ONs,TOT = n*ONs $Ns,TOT = 56.7 k OK max shear load/stud O V s = • 65A se f ut $Vs = 12.3 k/stud allowable shear 0 V s,TOT = n* ¢ Vs $Vs,TOT = 49.2 k OK Concrete breakout max spacing for group action s max = 3h et Smax = 12 in strength coefficient Cbs = 117.7 breakout area AN = 208.0 cracking factor Ccrb = 1.0 edge distance factor Ted,N = 0.9 eccentric load factor Tec,N = 0.8 breakout strength Ncb = CbsANCcrb Vled,N Ncb = 15.6 k OK pullout cracking coefficient Ccrp = 1.0 pullout strength/stud Npn = 11.2A brg f', Cap Npn = 51.5 k/stud pullout strength Npn,TOT = n*Npn Npn,roT = 206.1 k OK side-face blowout Is dedge < 0.4hef? No, side-face blowout check not necessary. parallel edge factor det = 3 de3 = 3 Is de3 < 3de,? Yes factor 0.50 blowout per stud Nsb = 160de sgrt(Abg) sgrt(f'c) Nsb = N/A k/stud I blowout for goup Nsbg = (1+so/6det)Nsb Nsbg = N/A k Monroe & Newell Engineers, Inc. A nbed Plate Design ifo from page 1) tp = 0.375 # rows het = 4 studs/row d Std = 0.625 S x = ASe = 0.31 Sy = A brg = 0.92 So, edge = Concrete shear front BED confinement steel factor breakout for (1) stud X-spacing factor thickness factor eccentricity factor cracking factor basic strength Job VFD - skier services Project # 5500.02 Date 4/1/2006 Designer LLG free edges 2 e 1x = 0 2 e 2x = 0 4 e 3y = 0 4 e 4y = 3 4 h= 10 d edge f' c = 5000 6 fw = 61 6 V= 16k 6 e ten = 2 in 3 e con = 3 in T= 12k 0 = 0.70 Vco3 = 0.0 Cx3 = #DIV/0! Ch3 = 1.00 k/stud Cev3 = 1.0 #DIV/0! Cvcr = 1.0 O V c3 = O V co3 C x3 C h3 C ev3 C vcr OVc3 = N/A k Monroe & Newell job VFD - skier services Engineers, Inc. Project # Date 5500.02 4/1/2006 b Designer LLG Embed Plate Design Plate C free edges tp = 0.375 in het = 4 in # rows studs/row 3 2 elx = ded9e f" = e2x = 6 f,t = 5000 psi 61 ksi dstud = 0.625 in sx = 6 in e3y = 6 V = 40 k ASe = 0.3 in^2 sy = 6 in eay = 6 eten = 8 in Abrg = 0.9 in^2 So, edge = h = 10 in 6 econ = T = 3 in 10.00 k Steel min plate thickness tp = 1/2dstud tp = 0.313 in OK max tension load/stud allowable tension O Ns = • 75A se f ut O Ns,TOT = n* O Ns DNS = 14.2 k/stud $Ns,TOT = 85.1 k OK max shear load/stud allowable shear O V s = •65Ase f ut 0Vs,TOT=n*0VS $VS = 12.3 k/stud $Vs,TOT= 73.7 k OK (Concrete breakout max spacing for group action s max = 3h of strength coefficient Cbs = 117.7 breakout area AN = 432.0 cracking factor Ccrb = 1.0 edge distance factor Ted,N = 1.0 eccentric load factor Tec,N = 0.4 breakout strength Ncb = CbsA NCcrb T/edN pullout cracking coefficient pullout strength/stud pullout strength Cup = 1.0 N pn = 11.2A brg f' c C crp N pn, TOT = n *N pn side-face blowout Is ded9e < 0.4het? parallel edge factor Is de3 < 3de1? blowout per stud blowout for goup Smax = 12 in I Ncb = 21.8 k OK Np, = 51.5 k/stud Npn,TOT = 309.1 k OK No, side-face blowout check not necessary. de, = 6 de3 = 0 No, parallel edge factor not necessary. factor 1.00 Nsb = 160d e sgrt(A brg) sgrt(f' c) Nsb = N/A k/stud Nsbg = (1+so/6de1)Nsb Nsb9 = N/A k Monroe & Newell \ Engineers, Inc. nbed Plate Design ifo from page 1) tp = 0.375 # rows het = 4 studs/row d stud = 0.625 s x = ASe= 0.31 Sy= A brg = 0.92 So, edge = Concrete shear front BED confinement steel factor - breakout for (1) stud X-spacing factor thickness factor eccentricity factor cracking factor basic strength Job VFD - skier services Project # 5500.02 Date 4/1/2006 Designer LLG free edges 3 e 1x = 0 2 e 2x = 0 6 e 3y = 0 6 e 4y = 0 0 h= 10 d edge f' c = 5000 6 f ut = 61 6 V= 40k 6 e ten = 8 in 6 e con = 3 in T= 10k 0 = 0.75 Vco3 = 0.0 Cx3 = #DIV/01 Ch3 = 1.00 kistud Cev3 = 1.0 #DIV/OI Cvcr = 1.0 O Vc3 = O V co3 C x3 C h3 C ev3 C vcr $Vc3 = N/A k Monroe & Newell Engineers, Inc. Job Project # Date Designer VFD - skier services 5500.02 4/1/2006 LLG embed Plate Design Plate/ free edges tp = 0.5 in # rows 4 elx = 2 in dedge f'c = 5000 psi hef = 4 in studs/row 3 e2x = 2 in 2 fut= 61 ksi dst,d = 0.625 in sx = 7 in e3y = 4 in 2 V = 130 k ASe = 0.3 in^2 sy = 6 in e4y = 0 in 4 eten = 12 in Abrg = 0.9 in^2 So, edge = 7 in h = 24 in 6 econ = 3 in T = 21.67 k Steel min plate thickness tp = 1/2dstud tp = 0.313 in OK max tension load/stud ONs = .75Ase f ut $Ns = 14.2 k/stud allowable tension ONs,ror = n*ONs ONs,TOT = 170.2 k OK max shear load/stud O V s = .65Ase f ur $Vs = 12.3 k/stud allowable shear 0Vs,ror = n*0Vs IUs,TOT = 147.5 k OK Concrete breakout max spacing for group action Smax = 3hef Smax = 12 in strength coefficient Cbs = 117.7 breakout area AN = 828.0 cracking factor Ccrb = 1.0 edge distance factor Ted,N = 0.8 eccentric load factor Tec,N = 0.3 ~fl C A N = C Ncb = 26.0 k OK breakout strength ed,N crb N bs cb pullout cracking coefficient Cup = 1.0 pullout strength/stud Npn = 11.2Abrgf'cCcrp Npn = 51.5 k/stud pullout strength Npn,ror = n*Npn Npn,ror = 618.2 k OK side-face blowout Is dedge < 0.4hef? No, side-face blowout check not necessary. parallel edge factor de1= 2 de3 = 2 Is de3 < 3d,31 ? Yes factor 0.50 blowout per stud Nsb = 160de sgrt(Abrg) sgrt(f',) Nsb = N/A k/stud blowout for goup Nsbg = (1+so/6de1)Nsb Nsbg = N/A k Monroe & Newell Engineers, Inc. I Embed Plate Design (info from page 1) t p = 0.5 # rows het = 4 studs/row d stud = 0.625 s x = ASe = 0.31 sy = A brg = 0.92 So, edge = Concrete shear Job VFD - skier services Project # 5500.02 Date 4/1/2006 Designer LLG free edges 4 e lx = 2 3 e 2x = 2 7 e 3y = 4 6 e4y = 0 7 h = 24 d edge f 1 c = 5000 2 f ut = 61 2 V= 130k 4 e ten = 12 in 6 e con = 3 in T= 21.6667 k front BED 28 confinement steel factor = 0.75 breakout for (1) stud Vco3 = 98.1 X-spacing factor CX3 = 1.02 thickness factor Chi = 0.69 kistud eccentricity factor Cev3 = 1.0 cracking factor Cvcr = 1.0 basic strength 0 V,3 = 0 V co3 Cx3 Chi Cev3 C vcr .9 k 1 OVc3 = 5 51 1 1 f t ~ T L ' do s t' ~ r ~~i JV~ V ~i(Y Z 0 Qv ~Z QIL J v~ UJ w OQ ~Q U -LL Ow d 9_- , ~ rn ~ » 11 1 Z Q J w „Z/I i" i 0 0 0 0 E~ - 7< IXID Xem^Q s~ Zw r- z 0 ob LLI V m mQ Q= J~ ~Z F~ WJ Z ~j Monroe & Newell Engineers, Inc. (T/ ~ Job Project # Date Designer VFD - skier services 5500.02 4/1/2006 LLG Embed Plate Design Plate E free edges tp = 0.375 in # rows 1 elx = dedge f'c = 5000 psi hef = 4 in studs/row 2 e2x = 6 fut = 61 ksi dstud = 0.625 in sx = 6 in e3y = 6 V= Ase = 0.3 in/12 sy = 0 in eay = 6 eten = Abrg = 0.9 in^2 So, edge = h = 6 econ = T = #DIV/0! Steel min plate thickness tp = 1/2dstud tp = 0.313 in OK max tension load/stud 0Ns = •75Asefut ON, = 14.2 k/stud allowable tension ONs,ror = n*ONs $Ns,TOT = 28.4 k #DIV/0! max shear load/stud 0Vs = .65ASefut $Vs = 12.3 k/stud allowable shear 0 V s,ror = n*O Vs IOVs,TOT = 24.6 k OK Concrete breakout max spacing for group action S max = 3h of Smax = 12 in strength coefficient Cbs = 117.7 breakout area AN = 216.0 cracking factor Ccrb = 1.0 edge distance factor Ted,N = 1.0 . eccentric load factor Tec,N = 1.0 breakout strength Ncb = CbsANCcrb Vjed,N Ncb = 25.4 k #DIV/0! pullout cracking coefficient Ccrp = 1.0 pullout strength/stud Npn = 11.2Abrgf'cCcrp Npn = 51.5 k/stud pullout strength Npn,TOT = n*Npn Npn,TOT = 103.0 k #DIV/0! side-face blowout Is dedge < 0.4hef? No, side-face blowout check not necessary. parallel edge factor de, = 6 de3 = 0 Is de3 < 3det? No, parallel edge factor not necessary. factor 1.00 blowout per stud Nsb = 160de sgrt(Abry) sgrt(f'c) Nsb = N/A k/stud blowout for goup Nsbg = (1 +s o16d et )Nsb Nsbg = N/A k Monroe & Newell. Engineers, Inc. Imbed Plate Design info from page 1) tp = 0.375 # rows her = 4 studs/row d stud = 0.625 S x = Ase = 0.31 Sy = A brg = 0.92 s o, edge = Concrete shear front BED confinement steel factor breakout for (1) stud X-spacing factor thickness factor eccentricity factor cracking factor basic strength Job VFD - skier services Project # 5500.02 Date 4/1/2006 Designer LLG free edges 1 e ix = 0 2 e 2x = 0 6 e 3y = 0 0 e 4y = 0 0 h= 0 d edge f i c = 5000 6 f ut = 61 6 V= 0k 6 e ten = 0 in 6 e con = 0 in T= #DI V/0! 0 = 0.75 Uco3 = 0.0 Cx3 = #DIV/0►. Ch3 = #DlWO! k%stud Cev3 = 1.0 #DIV/0! Cvcr = 1.0 0 V c3 = 0 V co3 Cx3 Ch3 Cev3 Cvcr ` Vc3 = N/A k - - - - - - - - - - - - - - - - - - - l I \ I 1 \ I _ _ CC / f.I li- _ - vLq~~ ~"P J J G 7~ ! I r I I GQ c, ar `1QL~v ~S pA 5'c a ~ a✓ `p`,Q c1 ~ ~ a~ cr v'~ , ~{~fr,aAt4^~ ~ c~ ~ Q Kz So) 4s .t cp ~R4 L"" , p JT ~Q Q~ `t✓ i~A ~ ~p~l~• ~G ~f ~`s C,~ ~~~„I~ 4t~0~1 Q ~{f\ t x b '2 ~?b 'l ~ SL car I a G~ Y~ s TJ X4`4 u u~ ~ / ~ a ~ ~ ~ ~Gg► Q, b Gig - ~ ~ ~s t v 1 ate` ~ ~ o , \ 76 s / O / \~Q ~ ~ ~%%%i`~.T ~ \ Cam' V Q `"p S•p 1 ~ • ~ `gyp 4a ul ' / o f c ~ a a ~ \ 1 It 1 O kP ~ a ~ p A N O k U v~ k x x Z m m = a a ~ d r m ~LV a , w w v \ S T~ ~i 7ZO e~ a 0 A J V - \ \G \ 10 ,~lJ \ N _ V 41 ,v V7 s RD ~ D 0~= o. CP -7A k 1,4 / ~ se ' 'cS` n ~ 'ft►. ` s N L xx t' O rGJ I ''y' 1-121 N m V I~ c~ i \ , r \G~ Zi ° c. s ~ OZ cv ~ Qb ~OZ 41) G~ ~ 4Gi Q Gr. O r 7 4f ~ • 4 ,C~ ~0 ~ X c~ ~7 G• t\et z~ N ~ D J Altl~o b 2~- \41 Z / C, ~o. 1 ,r- ~G c ~ a 0,1 \ (.J i UX in pzr k DN k ~m mr i _'QQ~ m ?t1 ry, s kl~v m y rpr- ~ rrn ix~¢ F8 N A ASmn R(1 J Q• ® iM mi z Am / \ ~F r N \c 3 0 m X A ~z z D rn A-,m-0 rn D mQ Q y 3 kr r z _z z ? ri-A- "10-0 v _ rmi w a rn;R 0 a Gi+Or\Z k -n r W s `V t vi Monroe & Newell SHEET NO OF Engineers, Inc. . CALCULATED BY =e----- DATE n CHECKED BY DATE SCALE 1 A -L - T-A - - , T [ i T V T v -f I .A.-PA 4A PA 4A ".4 04 14 -1 i - -f - ld 1 177 D III . n 4 . t--T - T i FI AT w P~; .....s~ 4f ~ ~c,? ~ ~f~4.t f~i ° F~-.'.`°°c ~w~ -to.Es;. hrt....... ~ ~-,J 6..J~±,~ ~ " a~ ~ ~ ( ^ i Tj ~ K-1 A +-f- - t 1 i 1 A . f 1 -7-11 : J-1 1-4-14 4-AP - n 1 T .Z 5 Title : Vail's Front Door - Skier Services Job # 5500.02 Dsgnr: C. Shepherd Date: 11:10AM, 30 MAR 06 Description : Attachment to existing bldg. Scope : Hev: bt3UWU User: KW-0606238, Ver 5.8.0, 1-Dec-2003 Square Footing Design (c)1983-2003 ENERCALC Engineering Software Description Square ftg. @ P.1 & 4.3 General Information Dead Load Live Load Short Term Load 110.000 k 150.000 k 0.000 k Seismic Zone 2 Overburden Weight 0.000 psf Concrete Weight 145.00 pcf LL & ST Loads Combine Load Duration Factor 1.000 Page 1 5500..02 vail front door.ecw:Calculations Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 Footing Dimension 8.000 ft Thickness 20.00 in # of Bars 9 Bar Size 7 Rebar Cover 3.250 f'c 4,000.0 psi Fy 60,000.0 psi Column Dimension 0.00 in Allowable Soil Bearing 5,000.00 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 Reinforcing Rebar Requirement Actual Rebar "d" depth used 16.313 in As to USE per foot of Width 0.759 in2 200/Fy 0.0033 Total As Req'd 6.075 in2 As Req'd by Analysis 0.0039 in2 Min Allow % Reinf 0.0014 Min. Reinf % to Req'd 0.0039% Summary Two-Way Shear Exceeds Allowable ! 8.00ft square x 20.Oin thick wit h 9- #7 bars Max. Static Soil Pressure 4,304.17 psf Vu: Actual One-Way 90.77 psi Allow Static Soil Pressure 5,000.00 psf Vn*Phi : Allow One-Way 107.52 psi Max. Short Term Soil Pressure 4,304.17 psf Vu : Actual Two-Way 392.92 psi Allow Short Term Soil Pressure 5,000.00 psf Vn*Phi : Allow Two-Way 215.03 psi Alternate Rebar Selections... Mu :Actual 53.83 k-ft / ft 31 # 4's 20 # 5's 14 # 6's Mn * Phi : Capacity 48.04 k-ft / ft 11 # 7's 8 # 8's 7 # 9's 5 # 10's Title : Vail's Front Door - Skier Services Job # 5500.02 Dsgnr: C. Shepherd Date: 11:08AM, 30 MAR 06 Description : Attachment to existing bldg. Scope : Kev: bbuuul Page 1 User: KW-0606238, Ver5.8.0, 1-Dec-2003 General Footing Analysis & Design (c)1983-2003 ENERCALC Engineering Software 5500..02 vail front door.ecw:Calculations Description Rect. ftg. @ P1 & 4.3 General Information Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 Allowable Soil Bearing 5,000.0 psf Dimensions... Short Term Increase 1.330 Width along X-X Axis 6.000 ft Seismic Zone 2 Length along Y-Y Axis 10.000 ft Footing Thickness 20.00 in Live & Short NOT Combined Col Dim. Along X-X Axis 0.00 in f'c 4,000.0 psi Col Dim. Along Y-Y Axis 0.00 in Fy 60,000.0 psi Base Pedestal Height 0.000 in Concrete Weight 145.00 pcf Min Steel % • 0.0014 Overburden Weight 0.00 psf Rebar Center To Edge Distance 3.50 in Loads Applied Vertical Load... Dead Load 110.000 k ...ecc along X-X Axis 0.000 in Live Load 150.000 k ...ecc along Y-Y Axis 0.000 in Short Term Load k Creates Rotation about Y-Y Axis Applied Moments... (pressures @ left & right) Dead Load k-ft Live I*oad k-ft Short Term k-ft Creates Rotation about Y-Y Axis Applied Shears... (pressures @ left & right) Dead Load k Live Load k Short Term k Creates Rotation about X-X Axis (pressures @ top & bot) k-ft k-ft k-ft Creates Rotation about X-X Axis (pressures @ top & bot) k k k Summary Footing Shear Exceeded 6.00ft xx 10.00ft Footing, 20.Oin Thick, w/ Column Support 0.00 x O.OOin x O.Oin high Max Soil Pressure Allowable "X' Ecc, of Resultant "Y Ecc, of Resultant X-X Min. Stability Ratio Y-Y Min. Stability Ratio Footing Design Shear Forces ACI C-1 ACI C-2 ACI C-3 Vn * Phi Two-Way Shear 364.93 psi 103.05 psi 88.33 psi 215.03 psi One-Way Shears... Vu @ Left 54.01 psi 15.21 psi 13.04 psi 107.52 psi Vu @ Right 54.01 psi 15.21 psi 13.04 psi 107.52 psi Vu @ Top 122.86 psi 34.65 psi 29.70 psi 107.52 psi Vu @ Bottom 122.86 psi 34.65 psi 29.70 psi 107.52 psi Moments ACI C-1 ACI C-2 ACI C-3 Ru / Phi As Reo'd Mu @ Left 30.68 k-ft 8.66 k-ft 7.43 k-ft 125.2 psi 0.56 in2 per ft Mu @ Right 30.68 k-ft 8.66 k-ft 7.43 k-ft 125.2 psi 0.56 in2 per ft Mu @ Top 85.21 k-ft 24.06 k-ft 20.63 k-ft 347.8 psi 1.21 in2 per ft Mu @ Bottom 85.21 k-ft 24.06 k-ft 20.63 k-ft 347.8 psi 1.21 in2 per ft DL+LL DL+LL+ST Actual Allowable 4,575.0 2,075.0 psf Max Mu 85.208 k-ft per ft 5,000.0 6,650.0 psf Required Steel Area 1.213 in2 per ft 0.000 in 0.000 in Shear Stresses.... Vu Vn * Phi 0.000 in 0.000 in 1-Way 122.864 107.517 psi No Overturning 1.500 :1 2-Way 364.928 215.035 psi No Overturninq Title : Vail's Front Door - Skier Services Job # 5500.02 Dsgnr: C. Shepherd Date: 11:08AM, 30 MAR 06 Description : Attachment to existing bldg. Scope : ser: KW-0606238, Ver 5.8.0, 1-Dec-2003 0983-2003 ENERCALC Engineering Software General Footing Analysis & Design Page 2 5500..02 vail front door.ecw:Calculations Description Rect. ftg. Q P1 & 4.3 Soil Pressure Summary Service Load Soil Pressures Left Right Top Bottom DL + LL 4,575.00 4,575.00 4,575.00 4,575.00 psf DL + LL + ST 2,075.00 2,075.00 2,075.00 2,075.00 psf Factored Load Soil Pressures ACI Eq. C-1 7,155.00 7,155.00 7,155.00 7,155.00 psf ACI Eq. C-2 2,178.75 2,178.75 2,178.75 2,178.75 psf ACI Eq. C-3 1,867.50 1,867.50 1,867.50 1,867.50 psf ACI Factors (per ACI 318-02, applied internally to entered loads) ACI C-1 & C-2 DL 1.400 ACI C-2 Group Factor 0.750 Add"I 1.4" Factor for Seismic 1.400 ACI C-1 & C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add"I "0.9" Factor for Seismic 0.900 ACI C-1 & C-2 ST 1.700 ACI C-3 Short Term Factor 1.300 ....seismic = ST * : 1.100 Used in ACI C-2 & C-3 P-1IrT IMA ICi lM G-l 9M.1 (Ndd d) Monroe & Newell Engineers, Inc. G.-11-1 ISinnlo-h INN INdd.) JOB y *"~4 SHEET NO. CALCULATED BY. CHECKED BY DATE OF DATE r ~ °~y~ 1 L 9 Monroe & Newell Engineers, Inc. STRUCTURAL ENGINEERING CALCULATIONS For: Vail's Front Door Building "D" Skier Services Vail, Colorado M&N # 5500.02 • • OFC I" I t to Vail, Colorado Denver, Colorado Dillon. Colorado 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 :1'Ydo 1000 Platinum Sponsor The Colorado Chaptcr ol, I he /American Institute ol'iArchitects www.monroe-newell.com 1701 Wynkoop Street * Suite 200 * Denver, Colorado 80202 (303) 623-4927 * FAX (303) 623-6602 * email: denver@monroe-newell.com ~c MONROE & NEWELL ENGINEERS, INC. DESIGN CRITERIA-COMMERCIAL Project Name: Vail's Front Door Building D Skier Services Location: Vail, Colorado Building Department: Town of Vail, Colorado Contact: Live Loads: See Attached General Notes Wind: Speed 100 MPH Exposure B Seismic Zone: See Attached General Notes Foundation Criteria: Soils Engineer: Koechlein Consulting Engineers, Inc. Report Date: August 19, 2003 Foundation Design Criteria: Allowable bearing (DL+LL) 5000 psf on soils 20000 psf on bedrock Wall span required 10 FT Soil modulus (vertical) 200 PCI Lateral: Date: January 2006 Project#: 5500.02 Phone: Building Code/Year: 2003 IBC Frost depth: 48 inches Report 03-015 Active (unrestrained) 40 PCF (on-site soils) 35 PCF (imported gravel) At rest (restrained) 55 PCF (on-site soils) 45 PCF (imported gravel) Passive 300 PCF (on-site soils) 350 PCF (imported gravel) Sliding friction coefficient 0.4 (q t- PROJECT: VAIL'S FRONT DOOR M&N 5500.02 DATE: JANUARY 04, 2006 GENERAL NOTES NOTE: THESE GENERAL NOTES INCLUDE THE REQUIREMENTS FOR ALL BUILDINGS OF THE VAIL'S FRONT DOOR PROJECT. THEREFORE NOT ALL SECTIONS OF THE NOTES MAY APPLY TO EACH BUILDING. 1. LIVE LOADS USED IN DESIGN: A. PARKING GARAGE AND TUNNEL 1. ROOF (SNOW) 100 PSF 2. ROOF (TRUCK TRAFFIC) AASHTO HS-20 3. UPPER LEVEL PARKING 40 PSF 4. MID-LEVEL PARKING 40 PSF 5. MID-LEVEL TUNNEL AASHTO HS-20 6. POOL (5'-0" DEPTH MAX) 320 PSF B. SPA 1. ROOF (SNOW) 100 PSF 2. RESIDENCE LEVEL 40 PSF 3. SPA LEVELS 100 PSF C. SKI CLUB 1. ROOF (SNOW) 80 PSF 2. GROUND LEVEL FLOOR 100 PSF 3. MID LEVEL FLOOR 125 PSF D. SKIER SERVICES 1. ROOF(SNOW) 4/12 & GREATER SLOPE 80 PSF 2. ROOF SNOW LESS THAN 4/12 SLOPE 100 PSF 3. GROUND LEVEL FLOOR 100 PSF 4. LOWER LEVEL 125 PSF E. RESIDENCE'S PARKING GARAGE 1. ROOF (SNOW) 100 PSF 2. MECHANICAL AND STORAGE LEVEL 125 PSF F. RESIDENCES 1. ROOF (SNOW) 80 PSF 2. FLOORS 40 PSF 3. EXTERIOR DECKS (SNOW) 100 PSF G. IMPORTANCE FACTORS CATEGORY II SEISMIC FACTOR IE 1.0 SNOW FACTOR IS 1.0 WIND FACTOR IW 1.0 H WIND 3 SECOND GUST 100 MPH FASTEST MILE 80 MPH EXPOSURE B SEISMIC a. PARKING GARAGE & TUNNEL/SITE CLASS SITE CLASS D CATEGORY B Ss 0.284 S, 0.068 Sos 0.298 So? 0.045 BASIC SEISMIC FORCE RESISTING SYSTEM IS CONCRETE SHEAR WALLS SEISMIC RESPONSE COEFFICIENTS Cs 0.066 RESPONSE MODIFICATION FACTOR 4.0 ANALYSIS PROCEDURE USED EQUIVALENT LATERAL FORCE SEISMIC b. SPA SITE CLASS D CATEGORY B Ss 0.284 S, 0.068 Sos 0.298 Soi 0.045 BASIC SEISMIC FORCE RESISTING SYSTEM IS MASONRY SHEAR WALLS SEISMIC RESPONSE COEFFICIENTS Cs 0.066 RESPONSE MODIFICATION FACTOR 2.0 ANALYSIS PROCEDURE USED EQUIVALENT LATERAL FORCE c. SKI CLUB SITE CLASS D CATEGORY B Ss 0.284 S, 0.068 Sos 0.298 Sol 0.045 BASIC SEISMIC FORCE RESISTING SYSTEM IS CONCRETE SHEAR WALLS SEISMIC RESPONSE COEFFICIENTS Cs 0.066 RESPONSE MODIFICATION FACTOR 4.5 ANALYSIS PROCEDURE USED EQUIVALENT LATERAL FORCE d. SKIER SERVICES SITE CLASS D CATEGORY B Ss 0.284 S, 0.068 Sys 0.298 SDI 0.045 BASIC SEISMIC FORCE RESISTING SYSTEM IS CONCRETE SHEAR WALLS SEISMIC RESPONSE COEFFICIENTS Cs 0.066 RESPONSE MODIFICATION FACTOR 4.0 ANALYSIS PROCEDURE USED EQUIVALENT LATERAL FORCE 64 e. RESIDENCE AND GARAGE SITE CLASS CATEGORY SS S, SDS SD1 BASIC SEISMIC FORCE RESISTING SYSTEM IS SEISMIC RESPONSE COEFFICIENTS CS RESPONSE MODIFICATION FACTOR ANALYSIS PROCEDURE USED B B 0.35 0.08 0.23 0.053 LIGHT FRAME SHEAR WALLS 0.058 4 EQUIVALENT LATERAL FRAME J. LIVE LOADS ARE REDUCED PER CODE IF APPLICABLE. DEFERRED SUBMITTAL A. DEFERRED SUBMITTALS PER SECTION 1063.4.1 SHALL BE SUBMITTED TO THE BUILDING OFFICIAL AND THE DESIGN PROFESSIONALS AND REVIEWED PRIOR TO INSTALLATION. B. DEFERRED SUBMITTALS ARE: PREFABRICATED FLOOR TRUSSES/JOISTS C. ALL DEFERRED SUBMITTALS SHALL BEAR THE STAMP AND SIGNATURE OF THE LICENSED PROFESSIONAL ENGINEER RESPONSIBLE FOR THE PREPARATION OF THESE DOCUMENTS. TESTING, INSPECTIONS AND OBSERVATIONS: A. THE STRUCTURAL ENGINEER DOES NOT PROVIDE INSPECTIONS OF CONSTRUCTION. STRUCTURAL ENGINEER MAY MAKE PERIODIC OBSERVATIONS OF THE CONSTRUCTION; SUCH OBSERVATIONS SHALL NOT REPLACE REQUIRED INSPECTIONS BY THE GOVERNING AUTHORITIES OR SERVE AS "SPECIAL INSPECTIONS" AS MAY BE REQUIRED BY CHAPTER 17 OF THE INTERNATIONAL BUILDING CODE. B. THE FOLLOWING WORK SHALL BE INSPECTED BY THE SPECIAL INSPECTOR UNLESS SPECIFICALLY WAIVED BY THE BUILDING OFFICIAL. SOIL PREPARATION EARTHWORK EXCAVATION, PLACEMENT AND COMPACTION OF FILL AND IN-PLACE DRY DENSITY OF THE COMPACTED FILL FOR CONFORMANCE WITH THE APPROVED REPORT. 2. CONCRETE CONSTRUCTION a. PERIODIC INSPECTION OF REINFORCING STEEL, INCLUDING POST-TENSIONING TENDONS AND PLACEMENT. b. CONTINUOUS INSPECTION OF PLACEMENT OF SHEAR REINFORCEMENT. C. PERIODIC VERIFICATION OF WELDABILITY OF REINFORCING STEEL OTHER THAN ASTM A706. d. CONTINUOUS INSPECTION OF REINFORCING STEEL-RESISTING FLEXURAL AND AXIAL FORCES IN INTERMEDIATE AND SPECIAL MOMENT FRAMES, AND BOUNDARY ELEMENTS OF SPECIAL REINFORCED CONCRETE SHEAR WALLS AND SHEAR REINFORCEMENT. e. CONTINUOUS INSPECTION OF BOLTS TO BE INSTALLED IN CONCRETE PRIOR C-4 I- TO AND DURING PLACEMENT OF CONCRETE. f. PERIODIC VERIFICATION OF USE OF REQUIRED DESIGN MIX. g. CONTINUOUS INSPECTION AT THE TIME FRESH CONCRETE IS SAMPLED TO FABRICATE SPECIMANS FOR STRENGTH TESTS, PERFORM SLUMP AND AIR CONTENT TESTS AND DETERMINE THE TEMPERATURE OF THE CONCRETE. h. CONTINUOUS INSPECTION OF CONCRETE AND SHOTCRETE PLACEMENT FOR PROPER APPLICATION TECHNIQUES. i. PERIODIC INSPECTION FOR MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND TECHNIQUES. j. CONTINUOUS INSPECTION OF APPLICATION OF POST-TENSIONING FORCES. k. PERIODIC VERIFICATION OF IN-SITU CONCRETE STRENGTH PRIOR TO STRESSING OF TENDONS IN POST TENSIONED CONCRETE AND PRIOR TO REMOVAL OF SHORES AND FORMS FROM BEAMS AND STRUCTURAL SLABS. 3. STEEL CONSTRUCTION a. ALL WELDING SHALL RECEIVE CONTINUOUS SPECIAL INSPECTION EXCEPT THE FOLLOWING: 1. WELDING DONE IN AN APPROVED FABRICATOR'S SHOP IN ACCORDANCE WITH SECTION 1704.3. b. THE SPECIAL INSPECTOR NEED NOT BE CONTINUOUSLY PRESENT DURING WELDING OF THE FOLLOWING ITEMS, PROVIDED THE MATERIALS, WELDING PROCEDURES AND QUALIFICATIONS OF WELDERS ARE VERIFIED PRIOR TO THE START OF WORK; PERIODIC INSPECTIONS ARE MADE OF WORK IN PROGRESS; AND A VISUAL INSPECTION OF ALL WELDS IS MADE PRIOR TO COMPLETION OR PRIOR TO SHIPMENT OF SHOP WELDING. 1. SINGLE PASS FILLET WELDS NOT EXCEEDING 5/16" IN SIZE. 2. FLOOR AND ROOF DECK WELDING. 3. WELDED STUDS WHEN USED FOR STRUCTURAL DIAPHRAGM. 4. WELDED SHEET STEEL FOR COLD FORMED STEEL FRAMING MEMBERS SUCH AS STUDS AND JOISTS. 5. WELDING OF STAIRS AND RAILING SYSTEMS. C. VERIFY WELD FILLER MATERIALS CONFORM TO AWS SPECIFICATIONS AND MANUFACTURER'S CERTIFICATE OF COMPLIANCE IS REQUIRED. d. PERIODIC INSPECTION OF THE STEEL FRAME TO VERIFY COMPLIANCE WITH THE DETAILS SHOWN ON THE APPROVED CONSTRUCTION DOCUMENTS SUCH AS BRACING, STIFFENiNG, MEMBER LOCATIONS AND PROPER APPLICATION OF JOINT DETAILS AT EACH CONNECTION. e. VERIFY STRUCTURAL STEEL MATERIAL CONFORMS TO ASTM STANDARDS SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS AND MANUFACTURER'S CERTIFIED MILL TEST REPORTS. f. PERIODIC VERIFICATION OF HIGH STRENGTH BOLTS, NUTS AND WASHERS FOR CONFORMANCE TO ASTM STANDARDS SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS AND MANUFACTURER'S CERTIFICATE OF COMPLIANCE. 9. CONTINUOUS INSPECTION OF SLIP-CRITICAL CONNECTION WITH HIGH STRENGTH BOLTS. PERIODIC INSPECTION OF BEARING TYPE CONNECTORS WITH HIGH STRENGTH BOLTS. WHILE THE WORK IS IN PROGRESS; THE SPECIAL INSPECTOR SHALL DETERMINE THAT THE REQUIREMENTS FOR BOLTS, NUTS, WASHERS AND PAINT, BOLTED PARTS AND INSTALLATION AND TIGHTENING IN SUCH STANDARDS ARE MET. FOR BOLTS REQUIRING PRETENSIONING, THE SPECIAL INSPECTOR SHALL OBSERVE THE PREINSTALLATION TESTING AND CALIBRATION PROCEDURES WHEN SUCH PROCEDURES ARE REQUIRED BY THE INSTALLATION METHOD OR BY PROJECT PLANS OR SPECIFICATIONS; DETERMINE THAT ALL PLIES OF CONNECTED MATERIALS HAVE BEEN DRAWN TOGETHER AND PROPERLY SNUGGED AND MONITOR THE INSTALLATION OF BOLTS TO VERIFY THAT THE SELECTED PROCEDURE FOR INSTALLATION IS PROPERLY USED TO TIGHTEN BOLTS. FOR JOINTS REQUIRED TO BE TIGHTENED ONLY TO THE SNUG-TIGHT CONDITION, THE SPECIAL INSPECTOR NEED ONLY VERIFY THAT THE CONNECTED MATERIALS HAVE BEEN DRAWN TOGETHER AND PROPERLY SNUGGED. 2. MONITORING OF BOLT INSTALLATION FOR PRETENSIONING IS PERMITTED TO BE PERFORMED ON A PERIODIC BASIS WHEN USING THE TURN-OF-NUT METHOD WITH MATCHMARKING TECHNIQUES, THE DIRECT TENSION INDICATOR METHOD OR THE ALTERNATE DESIGN FASTENER (TWIST-OFF BOLT) METHOD. JOINTS DESIGNATED AS SNUG TIGHT NEED TO BE INSPECTED ONLY ON A PERIODIC BASIS. MASONRY CONSTRUCTION THE MINIMUM SPECIAL INSPECTION PROGRAM FOR MASONRY SHALL BE AS FOLLOWS: FROM THE BEGINNING OF MASONRY CONSTRUCTION, THE FOLLOWING SHALL BE VERIFIED TO ENSURE COMPLIANCE: a. PROPORTIONS OF SITE-PREPARED MORTAR AND GROUT. (PERIODICALLY) b. PLACEMENT OF MASONRY UNITS AND CONSTRUCTION OF MORTAR JOINTS. (PERIODICALLY) c. PLACEMENT OF REINFORCEMENT, CONNECTORS AND ANCHORAGES (PERIODICALLY) d. GROUT SPACE PRIOR TO GROUTING. (CONTINUOUSLY) e. PLACEMENT OF GROUT. (CONTINUOUSLY) THE INSPECTION PROGRAM SHALL VERIFY: a. SIZE AND LOCATION OF STRUCTURAL ELEMENTS. (PERIODICALLY) b. TYPE, SIZE AND LOCATION OF ANCHORS, INCLUDING OTHER DETAILS OF ANCHORAGE OF MASONRY TO STRUCTURAL MEMBERS, FRAMES OR OTHER CONSTRUCTION. (CONTINUOUSLY) C. SPECIFIED SIZE, GRADE AND TYPE OF REINFORCEMENT. (PERIODICALLY) d. WELDING OF REINFORCEMENT. (PERIODICALLY) e. PROTECTION-OF MASONRY DURING COLD WEATHER (TEMPERATURE BELOW 40 DEGREES F) OR HOT WEATHER (TEMPERATURE ABOVE 90 DEGREES F). (PERIODICALLY) PREPARATION OF ANY REQURED GROUT SPECIMENS, MORTAR SPECIMENS AND/OR PRISMS SHALL BE OBSERVED. (CONTINUOUSLY) COMPLIANCE WITH REQUIRED INSPECTION PROVISIONS OF THE CONSTRUCTION DOCUMENTS AND THE APPROVED SUBMITTALS SHALL BE VERIFIED. (PERIODICALLY) 4. FOUNDATIONS A. MAXIMUM SOIL DESIGN PRESSURE G7 BED ROCK SOIL 20,000 PSF 5,000 PSF B. CONTRACTOR TO FOLLOW ALL RECOMMENDATIONS IN SOILS REPORT NO. 03-015 BY KOECHLEIN CONSULTING ENGINEERS, INC. DATED 19 AUGUST 2003. C. ALL FOOTING BEARING ELEVATIONS SHOWN ARE ASSUMED. EXACT BEARING ELEVATIONS SHALL BE VERIFIED IN THE FIELD WITH ACTUAL CONDITIONS BY CONTRACTOR WITH APPROVAL OF SOILS ENGINEER AND ALL BOTTOMS OF FOOTINGS SHALL BE A MINIMUM OF 48" BELOW EXTERIOR GRADE. D. ALL FOOTINGS ARE TO BE PLACED ON FIRM, UNDISTURBED, NATURAL SOIL OR PROPERLY COMPACTED BACKFILL, APPROVED BY THE SOILS ENGINEER. BACKFILL SHALL BE COMPACTED TO 95% (MINIMUM) MODIFIED PROCTOR DENSITY PER ASTM D1557 UNLESS OTHERWISE RECOMMENDED IN THE SOILS REPORT. IF SOFT SPOTS ARE ENCOUNTERED REMOVE SOIL AND RECOMPACT WITH APPROVED FILL (RE: SOIL REPORT FOR DESCRIPTION OF BEARING SOIL). E. CONTRACTOR SHALL BACKFILL EQUALLY ON EACH SIDE OF FOUNDATION WALLS IN 12 INCH MAXIMUM VERTICAL LIFTS OR AS RECOMMENDED IN THE SOILS REPORT. REFER TO SOILS REPORT FOR BACKFILL MATERIAL. F. NO BACKFILLING SHALL BE PLACED AGAINST LOWER LEVEL WALLS UNTIL THE LOWER LEVEL FLOOR AND MAIN LEVEL FLOOR ARE IN PLACE AND PROPERLY ANCHORED. CONCRETE SLABS SHALL BE PROPERLY CURED. G. CENTER ALL FOOTINGS, ON COLUMNS OR GRID LINES UNLESS NOTED OTHERWISE ON PLANS. H. CONTRACTOR TO PROVIDE, AT HIS EXPENSE, FIELD DENSITY TESTS ON COMPACTED FILL UNDER FOOTINGS AND INTERIOR SLABS-ON-GRADE. NOTIFY SOILS ENGINEER WHEN EXCAVATION IS COMPLETED SO THAT CONDITIONS MAY BE INSPECTED PRIOR TO PLACEMENT OF ANY FILL OR CONCRETE. SLAB ON GRADE A. . THE PREPARATION OF THE SUBGRADE FOR THE SLAB ON GRADE SHALL BE IN STRICT ACCORDANCE WITH THE PROJECT SOILS REPORT REFERENCED ABOVE. THE CONTRACTOR SHALL DIRECT QUESTIONS REGARDING THE SUBGRADE PREPARATION REQUIREMENTS TO THE GEOTECHNICAL ENGINEER. B. MOVEMENT OF THE SLAB ON GRADE MAY CAUSE DAMAGE TO ANYTHING CONNECTED TO BOTH THE SLAB AND OTHER PORTIONS OF THE SUPERSTRUCTURE. ISOLATION DETAILS FOR PARTITION WALLS, BASEBOARDS, PIPING AND OTHER ITEMS MAY BE REQUIRED. REFER TO THE APPROPRIATE DRAWINGS OR CONSULT WITH THE RESPONSIBLE MEMBER OF THE DESIGN TEAM PRIOR TO CONNECTING ITEMS TO BOTH THE SLAB ON GRADE AND OTHER PORTIONS OF THE SUPERSTRUCTURE. 6. CONCRETE A. ALL CAST-IN-PLACE CONCRETE SHALL BE MADE WITH TYPE 1/II PORTLAND CEMENT, STONE AGGREGATE AND SHALL SATISFY THE FOLLOWING REQUIREMENTS: CONCRETE ITEM F'C MIX TYPE MAX W/C RATIO % AIR REQ. 6 ~g FOOTINGS &FOUNDATION WALLS 4000 psi STD INTERIOR SLABS ON GRADE 4000 psi STD INTERIOR STRUCTURAL SLABS, BEAMS, WALLBEAMS AND COLUMNS 5000 psi STD SLABS ON METAL DECK 3500 psi STD EXTERIOR CONCRETE (-=c) 4000 psi STD 0.50 0.50 0.50 0.45 6%-8% MAXIMUM SLUMP SHALL NOT EXCEED 4" B. IF CONCRETE SUPPLIER PROPOSES USE OF FLYASH HE SHALL PROVIDE OWNER WITH LETTER INDICATING COST REDUCTION AT TIME OF BID. THE MODULUS OF ELASTICITY OF ALL CONCRETE SHALL EXCEED WC1.5 33 A'F'C (OR 57,000 ti!F'C NORMAL WEIGHT CONCRETE). C. CONTRACTOR SHALL SAWCUT OR TROWELCUT JOINTS IN SLABS ON GRADE. JOINTS SHALL BE SPACED 15'-0 FEET MAXIMUM AND SAWCUT OR TROWELCUT 1/4 OF SLAB DEPTH X 3/16" WIDE WITHIN 12 HOURS AFTER POURING. CARRY ALL SLAB REINFORCEMENT THROUGH JOINT. D. SLABS, FOOTINGS, BEAMS AND WALLS SHALL NOT HAVE JOINTS IN A HORIZONTAL PLANE. ANY STOP IN CONCRETE WORK MUST BE MADE AT THIRD POINT OF SPAN WITH VERTICAL BULKHEADS AND HORIZONTAL SHEAR KEYS UNLESS OTHERWISE SHOWN. ALL CONSTRUCTION JOINTS SHALL BE AS DETAILED OR AS REVIEWED BY THE ENGINEER. E. ALL CONCRETE WORK AND REINFORCEMENT DETAILING SHALL BE IN ACCORDANCE WITH ACI BUILDING CODE 318 LATEST EDITION, UNLESS NOTED OTHERWISE. USE STANDARD HOOKS FOR DOWELS UNLESS NOTED OTHERWISE. ALL EXPOSED EDGES OF CONCRETE WORK SHALL HAVE 3/4 INCH CHAMFER. REINFORCEMENT A. ALL REINFORCING SHALL BE HIGH-STRENGTH DEFORMED BARS CONFORMING TO ASTM A615, GRADE 60 EXCEPT TIES. B. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185 GRADE 65 AND SHALL BE LAPPED ONE FULL MESH AT SIDE AND END SPLICES AND WIRED TOGETHER. C. REINFORCEMENT PROTECTION UNLESS NOTED OTHERWISE: 1. CONCRETE POURED AGAINST EARTH 3" 2. CONCRETE POURED IN FORMS (EXPOSED TO WEATHER OR EARTH) 2" 3. COLUMNS AND BEAMS (TIE BARS) 1-1/2" 4. SLABS AND WALLS (NOT EXPOSED TO WEATHER) 3/4" D. REINFORCEMENT PLACEMENT AND TOLERANCES SHALL BE IN ACCORDANCE WITH SECTIONS 7.5, 7.6 AND 7.7 OF ACI 318, LATEST EDITION. E. NO SPLICES OF REINFORCEMENT SHALL BE MADE EXCEPT AS DETAILED OR AUTHORIZED BY THE STRUCTURAL ENGINEER. LAP SPLICES, WHERE PERMITTED, SHALL BE A MINIMUM OF 48 BAR DIAMETERS FOR #6 BARS AND SMALLER AND SHALL BE A MINIMUM OF 80 BAR DIAMETERS FOR #7 AND #8 REINFORCEMENT UNLESS NOTED OTHERWISE. MAKE ALL BARS CONTINUOUS AROUND CORNERS. F. PLACE TWO #5 (PER 8" THICKNESS) WITH 2'-0" PROJECTION AROUND ALL OPENINGS IN CONCRETE WALLS, SLABS, AND BEAMS. ALSO PROVIDE TWO #5 X 4'-0" DIAGONALLY AT EACH CORNER. G. CONTINUOUS TOP AND BOTTOM BARS IN WALLS AND BEAMS SHALL BE SPLICED AS FOLLOWS: TOP BARS AT MIDSPAN, BOTTOM BARS OVER SUPPORTS. POST-TENSIONING A. TENDONS FOR POST-TENSIONING SHALL BE UNCOATED SEVEN WIRE STRESS RELIEVED STEEL STRAND HAVING AN ULTIMATE STRENGTH OF 270 KSI AND SHALL MEET ASTM STANDARDS A416. OIL TEMPERED WIRES SHALL NOT BE USED. STRAND SHALL BE COATED WITH A RUST PREVENTATIVE GREASE AND ENCLOSED IN AN EXTRUDED PLASTIC SLIPPAGE SHEATHING. B. COUPLINGS SHALL BE USED ONLY AT LOCATIONS INDICATED AND/OR AS REVIEWED BY THE STRUCTURAL ENGINEER. C. POST-TENSIONING OPERATION SHALL NOT COMMENCE UNTIL CONCRETE CYLINDERS, CURED UNDER JOB-SITE CONDITIONS, HAVE BEEN TESTED AND INDICATED 3000 PSI COMPRESSIVE STRENGTH. D. CALCIUM CHLORIDE AND FLYASH SHALL NOT BE USED. E. ALL REINFORCING AND POST-TENSIONING TENDONS SHALL BE FIRMLY SECURED TO PREVENT DISPLACEMENT DURING POURING OF CONCRETE. STAPLE ALL CHAIRS MINIMUM TWO STAPLES EACH. F. POST-TENSIONING TENDON SUPPLIER TO INCREASE FORCES SHOWN AS NECESSARY TO OVERCOME FRICTION FORCES AS PER LATEST POST-TENSIONING DESIGN INSTITUTE RECOMMENDATIONS. ALL FORCES SHOWN ARE FINAL EFFECTIVE. G. ALL POST-TENSIONING TENDONS SHALL BE NO LESS THAN 4" FROM ANY OPENING. H. ALL POST-TENSIONING TENDONS TO BE BENT AROUND OPENING SHALL EXTEND A MINIMUM OF 2'-0" PAST THE OPENING BEFORE STARTING CURVE. 1. HORIZONTAL SLOPE OF POST-TENSIONING TENDONS SHALL BE LIMITED TO 1:6. J. UNIFORM TENDONS SHALL BE STRESSED PRIOR TO BANDED TENDONS. STRESS SLAB TENDONS BEFORE STRESSING BEAM TENDONS. K. IT SHALL BE CONTRACTOR'S RESPONSIBILITY TO VERIFY BY APPLICABLE METHODS, LOCATIONS OF TENDONS PRIOR TO INSTALLATION OF ANY SLAB PENETRATIONS GREATER THAN 3/4" DEEP. L. ALL JACKING OF TENDONS SHALL BE DONE WITH AN AUTOMATIC POWER SEATING JACK. M. NOTIFY ENGINEER AT LEAST 72 HOURS IN ADVANCE OF CONCRETE POUR SO THAT STEEL AND TENDON PLACEMENT MAY BE OBSERVED PRIOR TO CONCRETE POUR. N. PROVIDE 244 BACKUP BARS AT ALL TENDON ANCHORAGES. BARS SHALL EXTEND MINIMUM 2'-0 EACH SIDE OF ANCHORAGE. 0. TENSILE STRESS IN PRESTRESSING TENDONS SHALL NOT EXCEED THE FOLLOWING: 1. DUE TO TENDON JACKING FORCE 0.94 fpy BUT NOT GREATER THAN 0.85 fpu OR MAXIMUM VALUE RECOMMENDED BY MANUFACTURERS OF PRESTRESSING TENDONS OR ANCHORAGES. 2. IMMEDIATELY AFTER PRESTRESS TRANSFER 0.82 fpy BUT NOT GREATER THAN 6/b 0. 74 fpu. POST-TENSIONING TENDONS, AT ANCHORAGES AND COUPLERS IMMEDIATELY AFTER TENDON ANCHORAGE 0.70 fpu. P. RECORDS OF ALL TENDON JACKING FORCES AND ELONGATION SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER. ELONGATION MEASUREMENT SHALL BE OBSERVED BY A PARTY INDEPENDENT OF THE COMPANY RESPONSIBLE FOR TENDON ELONGATION. MASONRY A. ALL MASONRY CONSTRUCTION REQUIRES SPECIAL INSPECTIONS PER CHAPTER 17 OF THE INTERNATIONAL BUILDING CODE. B. CONCRETE BLOCK UNITS SHALL CONFORM TO ASTM C90, GRADE N. BIRICK SHALL FULFILL ASTM C62, C216 OR C652. MORTAR SHALL BE ASTM C270 TYPE S OR M. C. MASONRY SHALL CONSIST OF CONCRETE BLOCK WITH A MINIMUM COMPRESSIVE STRENGTH OF F'R, OF 1900 PSI BASED ON NET AREA. D. WALLS SHALL BE REINFORCED HORIZONTALLY AT 16" ON CENTER WITH 9 GAGE MINIMUM LADDER-TYPE REINFORCEMENT MEETING ASTM A82 MASONRY WALL REINFORCEMENT. HORIZONTAL REINFORCING SHALL BE CONTINUOUS AROUND CORNERS. E. UNLESS NOTED OTHERWISE, MASONRY WALLS SHALL ALSO BE REINFORCED WITH ONE #5 VERTICALLY AT WALL ENDS, CORNERS, EACH SIDE OF DOOR OR WINDOW OPENINGS AND AT NOT OVER 4'-0" ON CENTER TYPICALLY. REINFORCEMENT SHALL BE FULLY GROUTED IN PLACE. GROUT SHALL DEVELOP 3000 PSI IN 28 DAYS AND MEET ASTM C476. F. ALL CMU WALLS REQUIRE A MINIMUM OF 245 IN BOND BEAM ABOVE ALL DOORS AND WINDOWS, AT FLOOR AND ROOF LINES, AND TOP OF PARAPETS UNLESS OTHERWISE NOTED. G. REFER TO ARCHITECTURAL DRAWINGS FOR CONSTRUCTION JOINT LOCATIONS. H. FILL ALL VOIDS AND BLOCK CELLS SOLIDLY WITH ASTM C476 GROUT FOR A DISTANCE OF 24" BENEATH AND A MINIMUM OF 16" EACH SIDE OF ALL BEAM REACTIONS OR OTHER CONCENTRATED LOADS UNLESS NOTED OTHERWISE. 1. CMU SHALL BE FULLY GROUTED BELOW GRADE. J. PROVIDE A THICKENED CONCRETE SLAB UNDER ALL MASONRY PARTITION WALLS. SEE ARCHITECTURAL DRAWINGS FOR LOCATION AND EXTENT OF WALLS AND FOR OPENINGS, ALL OF WHICH REQUIRE LINTELS. SEE LOOSE LINTEL SCHEDULE FOR FRAMING OVER NON-BEARING OPENINGS IF NOT SHOWN ON STRUCTURAL DRAWINGS. SEE MECHANICAL DRAWINGS FOR THOSE OPENINGS WHICH REQUIRE LINTELS. K. ALL MULTIPLE WYTHE MASONRY WALLS SHALL BE GROUTED SOLID BETWEEN EACH WYTHE WITH ASTM C476 GROUT. L. WHERE MASONRY LINTELS CROSS EXPANSION CONTROL JOINTS IN MASONRY, INSTALL LINTELS SO THAT THE LINTEL MAY SLIDE ON ONE END. M. PROVIDE MASONRY TIES WHERE MASONRY ABUTS CONCRETE. C 10. STRUCTURAL STEEL A. ALL STRUCTURAL STEEL SHALL CONFORM TO ASTM A36 EXCEPT WIDE FLANGE BEAMS WHICH SHALL CONFORM TO ASTM 992, (50 KSI) AND EXCEPT PIPE COLUMNS WHICH SHALL CONFORM TO ASTM A53 AND TUBE COLUMNS TO ASTM A500, GRADE B, LATEST EDITIONS. STEEL SUPPLIER MAY PROVIDE ASTM A572, GRADE 50 AT HIS OPTION. MISCELLANEOUS EMBEDDED ITEMS SHALL BE A36 STEEL. B. ALL STRUCTURAL BOLTS SHALL BE A325N INSTALLED TO A MINIMUM SNUG TIGHT CONDITION. ALL ANCHOR BOLTS SHALL CONFORM TO ASTM A307 UNLESS NOTED OTHERWISE. C. STRUCTURAL STEEL SHALL BE DETAILED AND FABRICATED IN ACCORDANCE WITH THE LATEST PROVISIONS OF AISC "MANUAL OF STEEL CONSTRUCTION." D. EXCEPT WHERE DETAILED OTHERISE, FABRICATOR SHALL SELECT STEEL CONNECTIONS PER AISC "MANUAL OF STEEL CONSTRUCTION" (ASD), TABLE 11-A AND/OR AISC "SIMPLE SHEAR CONNECTION MANUAL" WITH A325 N BOLTS (OR WELDED EQUIVALENT) TO SUPPORT LOADS INDICATED ON THE STRUCTURAL DRAWINGS. WHEN LOADS ARE NOT SHOWN, SELECT . CONNECTION TO SUPPORT 60%o THE TOTAL UNIFORM LOAD CAPACITY PER AISC "MANUAL OF STEEL CONSTRUCTION" FOR EACH GIVEN BEAM AND SPAN FOR NON-COMPOSITE MEMBERS. FOR COMPOSITE MEMBERS, CONNECTIONS SHALL SUPPORT 75% OF THE TOTAL CAPACITY FOR EACH BEAM AND SPAN. SUBMIT DESIGN CALCULATIONS, BEARING THE STAMP AND SIGNATURE OF THE PROFESSIONAL ENGINEER LICENSED IN THE STATE OF COLORADO, AND EMPLOYED BY THE STEEL FABRICATOR, FOR ALL CONNECTIONS NOT COMPLETELY DETAILED ON THE STRUCTURAL DRAWINGS AND FOR ANY PROPOSED ALTERNATE CONNECTION DETAILS. E. ALL WELDERS SHALL HAVE EVIDENCE OF PASSING THE AMERICAN WELDING SOCIETY STANDARD QUALIFICATIONS TESTS AS OUTLINED IN AWS-D1.1. F. MINIMUM WELDS TO BE PER AISC TABLE J2.4 BUT NOT LESS THAN 3/16" CONTINUOUS FILLET UNLESS NOTED OTHERWISE. G. FOR ALL BEAM/COLUMN OR BEAM/BEAM CONNECTIONS, PROVIDE HORIZONTAL SHORT SLOTS IN CONNECTION MEMBER ONLY (WT-SECTIONS, ANGLES OR SHEAR PLATES). H. STRUCTURAL STEEL SUPPLIER TO FURNISH LINTELS FOR ALL MASONRY OPENINGS PER LOOSE LINTEL SCHEDULE OR AS SHOWN OTHERWISE ON STRUCTURAL DRAWINGS. ONE END OF THE LINTEL SHALL BE FREE TO MOVE HORIZONTALLY TO ALLOW FOR ELONGATION AND SHORTENING. 1. THE TERMINOLOGY "CONTINUOUS" MEANS QUANTITY. PROVIDE THE NECESSARY JOINT DETAILS TO ALLOW FOR BUILDING MOVEMENTS. COORDINATE LOCATIONS WITH ARCHITECTURAL CONTROL AND EXPANSION JOINTS. J. PROVIDE/ NCHOR BOLTS FOR BEAMS BEARING ON MASONRY UNLESS OTHERWISE NOTED. K. PROVIDE TEMPORARY BRACING AND PRECAUTIONS NECESSARY TO COMPLY WITH ALL STEEL ERECTION STANDARDS AND TO WITHSTAND ALL CONSTRUCTION AND/OR LATERAL LOADS UNTIL ALL FIELD CONNECTIONS ARE COMPLETED AND PERMANENT LATERAL SYSTEMS AND DECKS ARE IN PLACE. STEEL FABRICATOR SHALL NOT RECEIVE ADDITIONAL COMPENSATION FOR SHOP 10 7i-z- DRAWING TIME FOR ANY REVISIONS TO ERECTION DRAWINGS NOR FOR ANY REVISIONS TO PIECE DRAWINGS PRIOR TO ENGINEER'S APPROVAL OF ERECTION DRAWINGS. M. UNLESS NOTED OTHERWISE, WHENEVER MASONRY RESTS ON STEEL BEAMS WITH FLANGES NARROWER THAN ACTUAL MASONRY THICKNESS, WELD 1/4" THICK CONTINUOUS PLATE TO BEAM FLANGE. WIDTH OF PLATE TO BE 1/2" NARROWER THAN MASONRY THICKNESS. 11. METAL DECK A. UNLESS NOTED OTHERWISE, DECK SHALL BE SHOP-PAINTED STEEL, SHALL BE OF THE TYPE CALLED FOR ON THE FRAMING PLANS AND SHALL BE TWO SPAN MINIMUM WHERE POSSIBLE.SINGLE SPAN DECK CONDITIONS SHALL BE SHORED. DECK SUPPLIER SHALL VERIFY COMPATIBILITY OF HIS DECK FINISH WITH FIRE PROOFING REQUIREMENTS. B. DECKING SHALL BE INSTALLED AND ALL OPENINGS IN DECK CUT AND REINFORCED IN ACCORDANCE WITH MANUFACTURER'S STANDARD DETAILS AND SPECIFICATIONS EXCEPT AS NOTED OTHERWISE. C. WELDING REQUIREMENTS SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE ON DRAWINGS. 1. ATTACH ROOF DECK TO SUPPORT BEAMS, STEEL JOISTS OR PLATES WITH 5/8" PUDDLE WELDS AT 6" (7 WELDS PER SHEET MINIMUM). 2. LONGITUDINAL JOINTS BETWEEN ADJACENT ROOF DECK UNITS (SIDELAPS) SHALL BE SCREWED PER MANUFACTURER RECOMMENDATIONS AT 3 LOCATION PER SPAN. 3. ATTACH ROOF DECK TO BEAMS OR PLATES PARALLEL TO DECK WITH 5/8" DIAMETER PUDDLE WELDS AT 12" ON CENTER. 4. ATTACH FLOOR DECK TO EACH END SUPPORT AT 12 INCHES AND TO EACH INTERMEDIATE SUPPORT AT SIDE LAPS PLUS ONE INTERMEDIATE POINT WITH 5/8" DIAMETER PUDDLE WELD. PROVIDE WELD WASHERS AS REQUIRED. 5. LONGITUDINAL JOINTS BETWEEN ADJACENT FLOOR DECK UNITS SHALL BE FASTENED TOGETHER AT 36" MAXIMUM SPACING WITH #10 TEK SCREW FASTEN FLOOR DECK TO PARALLEL AND PERIMETER BEAMS AT 12"ON CENTER. 6. HEADED ANCHOR STUDS SHALL BE WELDED DIRECTLY TO STEEL BEAMS THROUGH DECK. 12. LIGHT GAGE FRAMING A. LIGHT-GAGE METAL FRAMING SHALL BE THE SIZE AND GAGE SHOWN ON THE DRAWINGS. B. FRAMING ROLLED FROM STEEL 18 GAGE AND LIGHTER SHALL CONFORM TO ASTM A570, LATEST EDITION, WITH A MINIMUM YIELD STRESS OF 33,000 PSI. C. FRAMING ROLLED FROM STEEL 16 GAGE AND HEAVIER SHALL CONFORM TO ASTM A570, LATEST EDITION, WITH A MINIMUM YIELD STRESS OF 50,000 PSI. D. ALL WORK SHALL CONFORM WITH THE RECOGNIZED STANDARDS AND CODES FOR LIGHT GAGE METAL FRAMING. 13. NON-SHRINK GROUT A. NON-SHRINK GROUT SHALL BE PROVIDED: 1. BETWEEN COLUMN BASES AND CONCRETE OR MASONRY SUPPORTS. 2. BETWEEN BEAM BEARING PLATES AND CONCRETE OR MASONRY SUPPORTS. 3. GROUT SHALL BE COMPLETE AND HAVE A MINIMUM COMPRESSIVE STRENGTH II G~~3 OF 6000 PSI PRIOR TO ADDING BUILDING LOADS ABOVE. 14. WOOD A. ALL FRAMING AND TRUSS LUMBER SHALL BE DRY DOUGLAS FIR, LARCH, GRADED BY WESTERN WOOD PRODUCTS ASSOCIATION AND CONFORMING TO INTERNATIONAL BUILDING CODE AS FOLLOWS: 2" THICK - 4" TO 6" WIDE (WALL STUD ONLY) STUD Fb = 700 PSI 2" TO 4" THICK - 6" AND WIDER NO. 2 Fb = 900 PSI 5" THICK - 5" AND WIDER NO. 1 Fb = 1350 PSI NOTED ALLOWABLE STRESSES ARE MINIMUMS AND FOR NONREPETITVE USES PRIOR TO ALLOWABLE STRESS INCREASES. B. WHEN PRESERVATIVE TREATED LUMBER IS REQUIRED BY CODE ALL CONNECTIONS AND NAILING SHALL BE ADEQUATELY GALVANIZED (DOUBLEDIPPED OR BETTER). C. TREATED SILL PLATE LUMBER MAY BE HEM-FIR, STRUCTURAL #1 GRADE. D. PROVIDE METAL CROSS BRIDGING NOT OVER 8' ON CENTER FOR ALL 2X WOOD JOISTS. SOLID BLOCKING BETWEEN ALL JOISTS AT ALL SUPPORTS AND ENDS OF CANTILEVERS IS REQUIRED. E. FASTEN ALL WOOD MEMBERS WITH COMMON NAILS ACCORDING TO THE IBC SCHEDULE TABLE 2304-9.1 UNLESS NOTED OTHERWISE. F. LAMINATED BEAMS 1. ALL LAMINATED MEMBERS SHALL BE FABRICATED OF DOUGLAS FIR LARCH AT 12 PERCENT MOISTURE CONTENT IN ACCORDANCE WITH WCLIB. ALL SIZES SHOWN ARE NET. 2. LAMINATED MEMBER SHALL BE DETAILED AND FABRICATED IN ACCORDANCE WITH THE STANDARD SPECIFICATIONS FOR -THE DESIGN AND FABRICATION OF STRUCTURAL GLUE LAMINATED TIMBER, LATEST EDITION AS PUBLISHED BY AITC. 3. PROVIDE UNITS CONFORMING TO AITC 117, 24FV8, D.F. FOR CONTINUOUS MEMBERS AND CANTILEVERS AND 24FV4, D.F. FOR SIMPLE SUPPORT MEMBERS. MEMBERS SHALL BE DESIGNED WITH ZERO CAMBER WITH TOP SURFACE CLEARLY STAMPED ON EACH MEMBER. 4. RE: ARCH FOR FINISH REQUIPEMENTS. G. PLYWOOD DECK AND/OR ORIENTED STRAND BOARD. 1. PANEL THICKNESS SHALL BE AS SHOWN ON THE DRAWING. APPLICATION SHALL BE IN ACCORDANCE WITH RECOMMENDATIONS OF THE AMERICAN PLYWOOD ASSOCIATION. 2. EACH PANEL SHALL BE IDENTIFIED WITH THE GRADE-TRADEMARK OF THE AMERICAN PLYWOOD ASSOCIATION AND SHALL MEET THE REQUIREMENTS OF U.S. PRODUCTS STANDARD PSI, LATEST EDITION FOR PLYWOOD. ALL PANELS WHICH HAVE ANY EDGE OR SURFACE PERMANENTLY EXPOSED TO THE WEATHER SHALL BE OF THE EXTERIOR TYPE. 3. FOR FLOORING USE 3/4" T&G STURD-I-FLOOR SHEATHING GLUED AND NAILED WITH 10D NAILS AT 6" ON CENTER ALONG PANEL EDGES AND AT 12" ALONG INTERMEDIATE SUPPORTS. 4. FOR ROOF USE 5/8" (40/20 SPAN RATING)(UNLESS NOTED OTHERWISE) EXPOSURE I SHEATHING NAILED WITH 10D NAILS AT 4" ON CENTER ALONG PANEL EDGES AND AT 12" ALONG INTERMEDIATE SUPPORTS. 5. EXTERIOR WALLS SHALL HAVE ONE LAYER OF 1/2" EXPOSURE I PLYWOOD OR OSB SHEATHING NAILED WITH 8d NAILS AT 6" ON CENTER ALONG PANEL 12 671 EDGES AND 12" ON CENTER AT INTERMEDIATE SUPPORTS UNLESS NOTED OTHERWISE AND REFER TO SHEAR WALL SCHEDULE. ALL PANEL EDGES SHALL BE BLOCKED. FLOORS AND ROOF SHEATHING SHALL BE INSTALLED WITH THE FACE GRAIN PERPENDICULAR TO SUPPORTS WITH END JOINTS STAGGERED. INSTALL SUITABLE EDGE SUPPORT BY USE OF PLYCLIPS, TONGUE AND GROOVE PANELS OR SOLID WOOD BLOCKING SUPPORTS. H. PREFABRICATED WOOD MEMBERS SHALL BE THE TYPE NOTED ON THE DRAWINGS AND SHALL BE "BCI-JOIST" AS MANUFACTURED BY BOISE CASCADE CORPORATION. ALTERNATES SHALL BE REVIEWED BY THE ENGINEER. TO BE CONSIDERED, ALTERNATES SHALL HAVE A LOAD CAPACITY IN BENDING, SHEAR AND DEFLECTION EQUAL TO OR GREATER THAN THE SIZE SHOWN ON THE DRAWINGS. WEB BLOCKING AND BRIDGING TO BE AS REQUIRED BY THE JOIST MANUFACTURER. LAMINATED VENEER LUMBER MEMBERS SHALL HAVE THE FOLLOWING STRESS CAPACITIES: FB = 2800 PSI, E = 2,000,000 PSI, FC = 750 PSI, FV = 285 PSI. BUILT UP MEMBERS SHALL BE CONNECTED IN ACCORDANCE WITH MANUFACTURERS' RECOMMENDATIONS. CONTRACTOR SHALL HAVE THE OPTION OF USING 3 1/2" OR 5 1/4".WIDE MEMBERS. 15. NON-STRUCTURAL ELEMENTS A. ELEMENTS SUCH AS NON-BEARING PARTITIONS, ETC. ATTACHED TO AND/OR SUPPORTED BY THE STRUCTURE SHALL TAKE INTO ACCOUNT DEFLECTIONS AND OTHER STRUCTURAL MOVEMENTS. B. FIRE PROTECTION FOR ALL STRUCTURAL PARTS SHALL BE PROVIDED AND SHALL MEET ALL CODE REQUIREMENTS FOR THE TYPE OF CONSTRUCTION SPECIFIED BY THE ARCHITECTURAL DRAWINGS. STRUCTURAL STEEL MEMBERS SHALL BE CONSIDERED UNRESTRAINED UNLESS NOTED OTHERWISE. 16. GENERAL A. ENGINEER'S ACCEPTANCE MUST BE SECURED FOR ALL STRUCTURAL SUBSTITUTIONS. B. VERIFY ALL OPENINGS THROUGH FLOORS, ROOF AND WALLS WITH MECHANICAL AND ELECTRICAL CONTRACTORS. VERIFICATION OF LOCATIONS, SIZES, LINTELS AND REQUIRED CONNECTIONS ARE CONTRACTOR'S COMPLETE RESPONSIBILITY. C. PRIOR TO INSTALLATION OF MECHANICAL AND ELECTRICAL EQUIPMENT OR OTHER ITEMS TO BE ATTACHED TO THE STRUCTURE, ENGINEER'S APPROVAL OF CONNECTIONS AND SUPPORTS SHALL BE OBTAINED. UNLESS SPECIFICALLY DETAILED ON ARCHITECTURAL AND STRUCTURAL DRAWINGS, RESPECTIVE SUBCONTRACTOR SHALL FURNISH ALL HANGERS, CONNECTIONS, ETC., REQUIRED FOR INSTALLATION OF HIS ITEMS. D. PROVIDE ALL EMBEDDED ITEMS IN STRUCTURE AS NOTED ON ARCHITECTURAL, MECHANICAL, ELECTRICAL AND STRUCTURAL DRAWINGS. MISCELLANEOUS EMBEDDED ITEMS AND ANCHOR BOLTS SHALL BE FURNISHED BY STEEL SUPPLIER AND INSTALLED BY CONCRETE CONTRACTOR. STEEL SHALL FULFILL ASTM A36. E. PROVIDE ASPHALTIC MASTIC-COATING ON ALL STEEL AND WOOD EXPOSED TO EARTH. F. SUBMIT SHOP AND ERECTION DRAWINGS TO ENGINEER FOR REVIEW OF ALL CONCRETE REINFORCING, STRUCTURAL STEEL, LAMINATED WOOD FRAMING MEMBERS, WOOD 13 6l'i JOISTS, AND METAL DECK. THE MANUFACTURING OR FABRICATION OF ANY ITEMS PRIOR TO WRITTEN REVIEW OF SHOP DRAWINGS WILL BE ENTIRELY AT THE RISK OF THE CONTRACTOR. G. WATERPROOFING, VAPOR BARRIERS, WATERSTOP, ETC., SHALL BE AS SHOWN ON THE ARCHITECTURAL DRAWINGS AND AS INDICATED IN THE SPECIFICATIONS. H. ALL MASONRY AND STONE VENEERS SHALL BE ATTACHED TO INTERIOR AND EXTERIOR WALLS AS SPECIFIED IN SECTION 1405 OF THE INTERNATIONAL BUILDING CODE. 1. ALL DIMENSIONS ON STRUCTURAL DRAWINGS SHALL BE CHECKED AGAINST FIELD AND ARCHITECTURAL DRAWINGS. J. CONTRACTOR SHALL VERIFY ALL ASSUMED EXISTING CONDITIONS. IF CONDITIONS ARE DIFFERENT THAN ASSUMED, NOTIFY ENGINEER. K. PRE/MANUFACTURED STAIRS, HANDRAILS, AND GUARDRAILS NOTED ON PLAN SHALL HAVE ALL ENGINEERING, DESIGN AND DETAILING PROVIDED BY STAIR DESIGNER AND SHALL BE SUBMITTED FOR ARCHITECTS REVIEW BEARING THE SEAL OF A PROFESSIONAL ENGINEER REGISTERED IN TH STATE OF COLORADO. STAIRS SHALL BE DESIGNED TO SUPPORT ALIVE LOAD OF 100 PSF. SEE ARCHITECTURAL DRAWINGS FOR ADDITIONAL REQUIREMENTS AND CRITERIA. 14 Vail's Front Door Building "D" Skier Services No. 5500.02 Monroe &Newell Engince , Inc. Struaurai Engineers Vaii - Deo - Dill- Structural Calculations Table of Contents General Information p. G 1-G 15 Roof Framing p. R1-R88 Floor Framing p. B.1-1380 Foundation p. F.1-F21 Columns p. C1-C55 Lateral Design p. L 1-L 13 T Vail's Front Door Building "D" Skier Services No. 5500.02 Monroe & Newell E°g`c rs Structural Calculations Structural Engineeers Vail • D-,,, - Dillon Monroe & Newell JOB ' f-'L' Engineers, Inc. SHEET NO. OF A CALCULATED BY DATE!! CHECKED BY DATE SCALE %s Design Properties, M erMl Weights, and Job-Site Safety Trus Joist • TJI° Joist Specifier's Guide 2025 ^ Fedruerv 2004 K Design Properties (100% Load Duration) Basic Properties Reaction Properties Depth TJI® Joist Weight (lbs/ft) Maximum Resistive Moment() (ft-lbs) Joist Only El x 105 (in.z-lbs) Maximum ' Vertical j Shear (lbs) 13/4" l31/2' Intermediate End Reaction'(Ibs) Reaction No Web With Web (Ibs) Stiffeners = Stiffeners 91/Z, - 110 2.3 2,380 140 1,220 885 1,935 N.A. 210 2.6 2,860 167 1,330 980 2,145 N.A. 110 2.5 3,015 238 11560___'' _ 885 , 11935 2,295 11 117/ 210 2.8 3,620 283 1,655 980 2,145 2,505 8 360 .3.0 6,180 419 1,705 1,080 2,460 2,815 560 4.0 9,500 636 2,050 265 3,000 = 3,475 110 - 2.8 3,565, 351 1860 885 1,935 2,295 14" 210 3.1 4.280 415 1_945_ 980 2,145 2,505 360 3.3 7,335 612 1,955 j 1;080 2,460 2,815 va 560 4.2 11,275 926 2,390 1,265 3.000 3,475 210 3.3 4895- 566 2;190 1 980 2,145 `2 505 16" - 360 8,405 830 2,190`- 1,080 2,460 " 2,815 560 _4_5 -12,925 1,252 2,710 ( 1,265 ' 3,000 3,475 (1) Caution: Do not increase joist moment design properties by a repetitive member use factor. General Notes Design reaction includes all loads on the joist. Design shear is computed at the face of supports including all loads on the span(s). Allowable shear may sometimes be increased at interior supports in accordance with pending ]CC ESR=1153 and these increases are reflected in span tables. The following formulas approximate the uniform load deflection of A (inches): For For TJI0, 110, 210, and 360 Joists TJI® 560 Joists _ 22.5 wL4 + 2.67 wL2 22.5 wL4 2.29 wL2 El dx105 El L dx 105 w = uniform load in pounds per linear foot L = span in feet d = out-to-out depth of the joist in inches El = value from table above TJI® joists are intended i for dry-use applications .e' Material Weights (Include TJI@ weights in dead load calculations-see Design Properties table at left for joist weights) Floor Panels Southern Pine 1h" plywood .......1.7 psf 5/3" plywood ...:...2.0 psf 3/4" plywood .......2.5 psf 11/8" 'plywood .......3.8 psf 1h" OSS .......1.8 psf 5/8" OSB .......2.2 psf 3/4" OSB .......2.7 psf lie' OSB 3.1 psf 11/s" 0S8 .......4.1 psf Based on : Southern pine - 40 pcf for plywood, 44 pcf for OSB Roofing Asphalt shingles ..........2.5 psf Wood shingles ..........2.0 psf Clay tile ...9.0 to 14.0 psf Slate (3/8" thick) .........15.0 psf Roll or Batt Insulation (1" thick): Rock wool .........0.2 psf Glass wool .........0.1 psf Floor Finishes Hardwood (nominal 1") .......4.0 psf Sheet vinyl .......0.5 psf Carpet and Pad .......1.0 psf 3/4' ceramic or quarry, tile .....10.0 psf Concrete: Regular (1") . .....12.0 psf Lightweight (1") 8.0 to 10.0 psf Gypsum concrete (3/4") . ......6.5 psf Ceilings Acoustical fiber tile ......1.0 psf 1h" gypsum board ......2.2 psf 5/a" gypsum board ......2.8 psf Plaster (1" thick) ......8.0 psf WARNING Lack of concern for proper bracing during construction can ` result in serious accidents. Under normal conditions if the NOTES: o w u e f llo ing g idelines ar observed, accidents will be avoided. > ® - 1. All blocking, hangers, rim boards, and rim joists at the end supports:of the i 3 -A TJI® joists must be completely installed and properly nailed. 2 Lateral stren th like a braced end wall or an i ti d k t b e t b i~ge!~ 63 ^T"f4 f ' . g , ex s ng ec ; mus e s a - DO NOT allow workers to walk on joists until braced ` 011 lishetl at the ends of he bay. This can also he accomplished by a temporary or . permanent deck(sheathing) fastened to the first4 feet of joists at the end of INJURY MAY RESULT. the bay. 3. Safety bracing lines of 1x4 (minimum) must be nailed to abraced end wall or sneathed area as in note 2 and to each joist. Without this bracing„buckling sitleways.or rollover is highly probable under light construction loads-like a worker or one layer of unnailed sheathing 4. Sheathing must be totally attached to each TJI8 joist before additional loads . • can be placed on the system. DO NOT stack building materials 5. Ends of cantilevers require safety bracing on both the top and bottom flanges. on unsheathed joists: Stack only over beams or walls. 6. The flanges must remain straight within a tolerance of 1/2" from true alignment. r ~ V 77- - f JOB Monroe & Newell Engineers, Inc. SHEET NO. OF E CALCULATED BY DAT CHECKED BY DATE SCALE 6k 0 r e, To m JOB VE Monroe & Newell Engineers, Inc. SHEET NO. - CALCULATED BY- CHECKED BY_ 4 ( OF p Sr DATE DATE ~i r U~~c~" JOB Monroe & Newell Engineers, Inc. SHEET NO. V OF CALCULATED BY DATE Et _ S CHECKED BY DATE SCALE 77 y; YYY x_55 - /2 x . 4~ C~'~ t)o \ j i~z 11 Ile f V)' 6-4 c~- stn ~ \ / y j✓ LF. JOB ' Monroe & Newell ' Engineers, Inc. OF SHEET NO. CALCULATED BY-/-. DATE CHECKED BY DATE SCALE r 3.-.~'Sl r t~ ~s 49 F: 75 . l' 101 , (mow "Nee _ 1: FsS/ n r ~I.-77 ~s r Gi Monroe & Newell Engineers, Inc. JOB VVV ~ r~. ~,f '''~f 4«cA".. ~1 ✓ SHEET NO. OF CALCULATEDBY-L 4!6 DATE ;~d✓ CHECKED BY DATE SCALE wry a_~ P~.- X40 z~) ► r 7 r~l Ol Q Monroe & Newell JOB 41~ ` Engineers, Inc. SHEET NO. OF CALCULATED BY ~„fr T DATE CHECKED BY DATE SCALE r E ~ i , lOZD _ 6'3% u Monroe & Newell JOB Engineers, Inc. SHEET NO. OF CALCULATED BY DATE CHECKED BY DATE SCALE G2 P i t D Gt-fff~?-~ p 25 IS\ g yam, . rF Ll'~; ~A ~ 9v . ' 507 -,7Z _7 Sri V76 f~ Z K . JOB Monroe & Newell Engineers, Inc. SHEET NO. OF A CALCULATED BY DATE s`/1/00 5 CHECKED BY DATE SCALE CIE ~ Re < 7 4t JOB Y 1/ Monroe & Newell Engineers, Inc. SHEET NO. f / OF GC qtr' CALCULATED BY DATE CHECKED BY DATE SCALE e '77 1z-~ .~s~ , F /J. ~s 1Z-x z 3 , V \ \ \ \ \ s 1A, .17 t N --1r v`~ 12 3 24- Length Calculator Loads DL 40 psf LL (4:12) 80 psf LL (0:12) 100 psf Material Prop. Fb 1350 psi E 1700000 Size: Sx (in^3) Ix (in^4) spacing (ft) 3.25 4 5 6 10 12.5 7.5 Size: Sx (in^3) Ix (in^4) spacing (ft; 1.25 4 5 6 8 10 12.5 8x14 227.8 1538 Project VFD - Skier Services # 5500.02 Date 11/18/2005 Designer LLG Fb _ M/S M=w *L/ 8 .•.L= V 8*Fb*/ 4:12 0:12 w_T (pif) L (ft) 0 (in) w_T (pif) L (ft) 0 (in) 390 22.93 0.93 L/297 455 21.23 0.79 L/320 480 20.67 0.75 L/329 560 19.13 0.65 U355 600 18.49 0.60 0368 700 17.11 0.52 U397 720 16.87 0.50 U403 840 15.62 0.43 U435 1200 13.07 0.30 U520 1400 12.1 0.26 U562 1500 11.69 0.24 U582 1750 10.82 0.21 U628 900 15.09 0.40 L/451 1050 13.97 0.34 U487 10x16 380.4 2948 4:12 0:12 w_T (plf) L (ft) 0 (in) w_T (plf) L (ft) 4 (in) 150 47.77 3.51 U163 175 44.23 3.01 U177 480 26.71 1.10 U292 560 24.73 0.94 0316 600 23.89 0.88 0327 700 22.12 0.75 U353 720 21.81 0.73 U358 840 20.19 0.63 U387 960 18.88 0.55 U413 1120 17.48 0.47 U447 1200 16.89 0.44 L/462 1400 15.64 0.38 U499 1500 15.11 0.35 L/517 1750 13.99 0.30 L/558 X33 Length Calculator Loads DL 40 psf LL (4:12) 80 psf LL (0:12) 100 psf Material Prop. Fb 1350 psi E 1700000 Size: Sx (in^3) Ix (in^4) spacing (ft) 4 10 12 16 19 :12x20 728.8 7106 Project Date Designer VFD - Skier Services 5500.02 11/18/2005 LLG Fb _ M1 M=w ~L,8 .•.L= 8*Fb*YW 4:12 0:12 w_T (pif) L (ft) 4 (in) w_T (plf) L (ft) 0 (in) 480 36.97 1.67 U266 560 34.22 1.43 U287 1200 23.38 0.67 L/420 1400 21.65 0.57 U454 1440 21.34 0.56 U460 1680 19.76 0.48 U497 1920 18.48 0.42 U531 2240 17.11 0.36 U574 2280 16.96 0.35 U579 2660 15.7 0.30 U626 i i - - M~M N0 i :~Al t ~ ~.~c~-~ ~ X71 ~ SSA JOB Monroe & Newell yn( Engineers, Inc. SHEET NO. ' `-3 OF i f- 1 I I/ 7-F! 4p Monroe & Newell JOBS Engineers, Inc. SHEET NO. /T OF CALCULATED BY DATE CHECKED BY DATE SCALE C; f i> GV, A4 t 06) ~jl IF / F \ f I' / NOWAN Sam \ Z pef \ I x'43 W C7 0 O J O r~ L W o I II n i JOB Monroe & Newell Engineers, Inc. SHEET NO. OF CALCULATED BY DATE { CHECKED BY DATE SCALE i. ' fie I A.... JOB p. Monroe & Newell Engineers, Inc. SHEET NO. OF CALCULATED BY 'S 4 DATE CHECKED BY DATE SCALE W Monroe & Newell JOB Vr- 17 ^ Engineers, Inc. SHEET NO. I OF Q cu ~ O N L U 0 N i Z ~ U U ~ C ~ U W W U) 0) 0) + C C J W W Q) tl) Z Z o otS aZS 0 0 ~ L 0 Ir 2 2 Company Monroe & Newell Engineers, Inc. Dec 5, 2005 Designer Monroe & Newell Engineers, Inc. 7:44 AM Job Number : Checked By: Hot Rolled Steel Section Sets Label Shape Desi n List T e Material Desi n Rules A in2 1(90,270) i... I 0 180 in4 1 HR1A W18X76 Wide Flan e Beam A572Grade50 Typical 22.3 152 1330 Member Distributed Loads (BLC 1 : dead) I rvl I r -.OD -.J~ V 1 UU 2 I M2 Y I S6 -_5F n - I inn , Member Distributed Loads (BLC 2: snow) Joint Reactions I rl Inin+ I ~k.1 v r1.7 v nn new n. is 1 1 -N1 0 28.709 ~0 2 1 N2 Q 28.709 0 3 1 Totals: 0 57.419 4 1 COG ft : X: 16.208 Y: 2.708 Member Section. Stresses I RAr,..,k- I 'k-1 C,.,. n..:., in-n caw.,..-ri...:i 1 1 I M 1 1 408 3.518 0 0 2 I 2 .306 -2.639 8.362 -8.362 3 3 .204 1.759 1 14.335 -14.335 4 4 .102 .88 17.919 -17.919 5 5 0 0 19.113 -19.113 6 1' M2 1 0 0 19.1`13 -19.113 7 2 .102 -.88 17.919 -17.919 8 3 .204 -1.759 14.335 -14.335 9 4 .306 -2.639 8.362 -8.362 10 5 .408 -.3.518 0.' 0 Joint Deflections (By Combination) LC Joint Label X in Yin Rotation rad 1 1 N 1 -.415 0 0 2 1 N2 .415 0 0 3 1 N3 0 -1245 I 0 Member ASD Steel Code Checks (Bv Combination) RISA-2D Version 6.0 [c:\RISA\untit1ed.r2d] Page 3 W `I try r_ ~g r Monroe & Newell JOB Engineers, Inc. SHEET NO. OF CALCULATED BY DATE CHECKED BY DATE SCALE .-M.- N P (ox(~ l 24 U ray f 7 Zaa?a 143 1 ........~1~~~ Monroe & Newell JOB ~s Engineers, Inc. SHEET NO. k OF 5 E5-)7) CALCULATED BY E DATE CHECKED BY DATE SCALE Monroe & Newell JOB t^ 5z_ Engineers, Inc. SHEET NO. OF CALCULATED BY/ DATE ~--E-" CHECKED BY DATE SCALE Monroe & Newell JOB z SHEET NO. OF Engineers, Inc. A CALCULATED BY DATE CHECKED BY DATE SCALE AT' 114D Z-11 Title : Vails front Door Dsgnr: AJ Description Scope : User: KW-0606238, Ver 5.8.0, 1-Dec-2003 (0)1983-2003 ENERCALC Enoinearino Software Description Bleam 91 Steel Beam Design Job # 5500.02 95~ Date: 1:OOPM, 28 APR 05 Page 1 beams.ece•:'Calculations General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : W30X90 Fy 50.00ksi Pinned-Pinned Load Duration Factor 1.00 Center Span 29.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 5.00 ft Distributed Loads Note! Short Term Loads Are WIND Loads. P1 DL 0.560 LL ST Start Location End Location #2 #3 #4 #5 #ti 3~7 k/ft k/ft k/ft ft ft Point Loads Note! Short Term Loads Are WIND Loads. ` +r "i #2 #3 #4 #5 .#6 97 Dead Load 83.000 k Live Load k Short Term k Location 14.500 ft Summary Beam Static Load Case Governs Stress Using: W30X90 section, Span = 29.00ft, Fy = 50.Oksi End Fixity = Pinned-Pinned, Lu = 5.00ft, LDF = 1.000 Actual Allowable Moment 670.047 k-ft 673.750 k-ft Max. Deflection 0 795 in fb : Bending Stress 32.819 ksi 33.000 ksi . fb / Fb 0.995:1 Length/DL Defl 437.8: 1 Length/(DL+LL Defl) 437.8: 1 Shear 50.920 k 279.180 k fv : Shear Stress 3.648 ksi 20.000 ksi fv / Fv 0.182 : 1 Force & Stress Summary These columns are Dead + Live Load placed as noted DL LL LL+ST LL LL+ST Maximum Only Center @ Center Cants Cants Max. M + 670.05 k-ft 670.05 k-ft Max. M - k-ft Max. M @ Left k-ft Max. M @ Right k-ft Shear @ Left 50.92 k 50.92 k Shear @ Right 50.92 k 50.92 k Center Defl. -0.795 in -0.795 0.000 -0.795 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 50.92 50.92 50.92 k Reaction @ Rt 50.92 50.92 50.92 k Fa calc'd per Eq. E2-1, K'L/r < Cc I Beam Passes Table B5.1, Fb per Eq. F1 -1, Fb = 0.66 Fy Title : Vails front Door Job # 5500.0 Dsgnr: AJ Date: 1:OOPM, 28 APR 05 Description Scope : User: KW-0605238, Ver5.8.0. 1-Dec-2003 (c) 1983-2003 FNFRCAI_C Fnaineering Software Description Bjam #1 Steel Beam Design Page 2 beam s.ecw: Caiculations Section Properties W30X90 Depth 29.700 in Weight 89.67 #/ft Web Thick 0.470 in Ixx 3,610.000 in4 Width 10.500 in lyy 115.000 in4 Flange Thick 0.610 in Sxx 245.000 in3 Area 26.40 in2 Syy 22.100 in3 Rt 0.000 in R-xx 11.700 in Values for LRFD Design.... R-yy 2.090 in J 2.940 in4 Zx 283.000 in3 Cw 24,000.00 in6 Zy 34.700 in3 K 1.260 in Pz 83.0 k 0.55k/ft~ 1 TT T Tfi7TTTTIFTT T Y $ T T T 0.55k/ft - , - 29.00 ft ~ Mmax = 070.04 k-ft Dmax = -0.7948 in Lmax = 50.920 k Rmax = 50.920 k Vmax @ left = 50.920 k Vmax @ rt = 50 920 k Company Monroe & Newell Engineers, Inc. Apr 28, 2005 45-7 Designer AJ 1:28 PM Job Number : 5500.02 Bent Beam-Design j 1 Checked By: Envelope AISI Cold Formed Steel Code Checks Member Shaape Code C._ Lo jft] Ic Shear C... Loc[ft) Ic Pnfkl Tn[kl Mn k--ftL_Cb Cm AISI Eon No Data to Print Joint Boundary Conditions I Iv"i Keactlon I 2 N2' Reaction 3- 1 N3 Reaction Hot Rolled Steel Design Parameters 5 i 5 5 1 5 i 5 5 5 5 ~ I Envelope Joint Reactions 1';n+ Y rLl h v rL1 In &M... n, 41 i.. I- _T i N1 max 0 1 36.524 1 1 i 0 1 L2 min 0 - - 1 21.915 i 17 ! 1 3 i -N2_ max 0 I 1 0 1. 1 0 1 min 17 0 1 p 1 5 1 N3_ max 0 1 1 36.524 ! 1 0 ! 1 - 6 min 1 0 1 21.915 1 „17 0 1 7 Totals: 1 max 0 1 73.049 I 1 8 1 : min I 0 - i 17 43.829 17 Envelope Joint Displacements 1 N1 max 1 - 323 17 1 0 1 17 1 -7 711e-3 1 17 11 2 min . -.539 - 1 0 1 . 1285e-2 i 1 1 3 1 N~-- max 0 17 I- -.975 '7 0 1 17 4'-' min 0 -1.626 ----1 I 1 _ , 5 N3 _ max 539 =-_0 17 1.285e-2 1 6 - min - .323 - I 17 - 0 - ~1 -r - -7.711 e-3 17 /[Member Primary Data 1 '2 M2 I N2.' N3 1N24X55 1 Wide Flange 1 -Beam 'i'A572Grade..! beams _j RISA-2D Version 6.0 [c:\RISA\untit1ed.r2d] Page 1 Joint Coordinates and Temperatures Company Monroe & Newell Engineers, Inc. Apr 28, 2005 Designer AJ 1:28 PM Job Number : 5500.02 Bent Beam Design} Checked By: Envelope Member Section Deflections I I IVI1 I I I IIQA -.JV/ I/ I! I 114 V 1 2 min -.511 1 102 17 NC 17 3 2 max -.307 17 -.078 17 3163.213 ! 17 4. min =.512 1 1 -:13 1 1897.928 1 5 __i_, 3 max -.307 17 1 -.252 17 1659.491 17 6 _ min -.512 1 -.42 1 995:695 1 7 a mar. -.307 17 ~ -.414 I 17 1200.57 ! 17 8 min -.512 1 1 -:69 1 720.342 1 9 5 max -.308 1 r ! -.56 17 1016.005 17 10 ! - - - - min _-,513 1 -:933 ! 1 ! 609:603 1 6 _ max -.308 17 -.685 1 17 964.197 ! 17 1212 min -.513 1 -1.142 1 578.518-, 1 13 J max -.308 17 _-786 - 17 - 1024.877 17 14 min 513 1 -1.311 1 614.926 1 15 8 1 max -.308 1 17 .8G1 17 1269.533 17 _ 16 min -.513 1 ' ----=1-436 1 - 761.72 - 1 17 max -.308_ 17 -.908 1 7 2154.188 17 18 - - - min T -.514 1 -1.513 1 _ 1292.513 1 - 19 i 10 max 1 -.308 17 I -.925 17 NC 17 20 - min -.514 1 -1.542 1 NC 1 1 21; M2 - - 1 max 1 .514 11 -.925 _ j-_17 I NC 1 17 1 22 min .308::: 1' -1.542 i NC 1 23 2 I max .514 1' 1 -.908 17 2154.188 17 24 _i min .308 i7 -1;513 1 1 1292.513 1 _ 25 3 max I .513 i 1 -.861 17 1. 1269.533 17 26 min 308 17 -1.436 1 761.72 i 27 ! 4 max 513 1 -.786 17 { 1024.877 17 281 min .308 17 -1.311 1 614.926 1 29 5 max ! .513 1 -.685 1 17 964.197 17 30 min .308 1' -1.142 - --1 578.518 1' 31 6 max .513 1_ - -.56 171 1016.005 17 32 min ' .308 1 17- -:933 1 - 609.603 1 33 ~7 max ! .512 1 1 -1 -.414 1 17 1 1200.57 17 34 l min 307 17 -:69 1 720.342 1 35 8 --l - max _ _ .512 _ _ 1 ! -_=.252 17 1659.491 17 36 min 307 17 -:42 1 995.695 I 1 37 1 9 max .512 1 078 - 17 - - _ 3163.213 17 38 min _ .307 _ 17 .13 1 1897.928 1 1 39 '1 i 10 ! max .511 1 .17 1 NC 1 40 ! min .307 102 17 NC 17 Suggested Shapes RISA-2D Version 6.0 [c:\RISA\untit1ed.r2d] Page 2 z.~kzc i SL O I Monroe & Newell Engineer. AJ 5500.02 Bent Beam Design T1 Apr 28, 2005 at 1:52 PM BentMemberl.r2d 12~ Company Monroe & Newell Engineers, Inc. Apr 28, 2005 Designer AJ 1:47 PM Job Number : 5500.02 Vails Front Door Checked By: Member AISI Cold Formed Steel Code Checks LC Member Shape UC Max Loc[ft] Shear UC Loc[ft] Pn[k+ Tn[k] Mn[k-ft] Cb Cm Ean No Data to Print Hot Rolled Steel Design Parameters Joint Reactions (By Combination) 2 I 1 ; N3 0 34.538 0 1 3 1 N2 0 _ 0 0 4 1 1 Totals : 0 69.077 Joint Deflections Member Primary Data M2 N2 N3 Member Section Deflections (By Combination) Joint Boundary Conditions Joint Coordinates and Temperatures RISA-2D Version 6.0 [C:\...\Assan Jallow\My Documents\Vails Front Door\BentMember2.r2d] Page 5 Company Monroe & 'Newell Engineers, Inc. Apr 28, 2005 Designer AJ 1:47 PM Job Number : 5500.02 Vails Front Door Checked By: Member Section Deflections (Bv Combination) (Continued LC Member Label _ Sec x in v finl (n) L Ratio 2 .541 -1.392 668.297 8 i 3 541 -1.024 552.819 _ 9 4 .11 .54 -.47 849.53 10 5 .54 191 NC Suqqested Shapes Section Set/Member Current Shade Suggested Shape Controlling Member Use Suagested? 1 i M1 W18X65_ _W18X60 Yes 2 I M2 - W1 8X65 v'V18X60' Yes RISA-2D Version 6.0 [CA...\Assan Jallow\My Documents\Vails Front Door\BentMember2.r2d] Page 6 Y .7- X Loa .C , R,Sul6 for LC , Monroe & Newell Engineer.,. Vails Front Door AJ Apr 28, 2005 at 1:51 PM 5500.02 - T2 BentNiember2x2d Q u+ j A, a~ Vc/bc~ i i FRA., x- nior,~g; I, Roor- SNEFTId Ir.~,~/g`TU,[.~ ~i 2 • KcbK cS~19T 9 $IiPLL aE. rZou6H :L 3- Au.. Roov SI OPEg SHAD ar 4. ALL TIMSFR ZEAMS AND TKUS< STAucTum- 16KAD6 vR M-. " 5. ALL READERS Ar b1 KS ANG V - SKIEFP, 1z00F- r-F--ZA"INS FLAN N J" A RI( GE _ - 879 _-2m- 8196`-3 ~ _ pN D 12 i / 4:12 GE V\ C ~j 4:12 C / i - LOPF\ B ~RARfT DtJ \ \ DN c 2\D ~9 of \ \ - 4:12 / /-SL1 E i E \ /~v far i~~ oN\ DN /A RIncE ~ 1 s - 1( 6i ~ ~ \ s ~ 1? 4:17- RIDE N ` A / 8198' 2 4:112 i 4:12 N A IN (3E 4:12 / 8201E-2 \ RIDGE DN -3- _ / \ / UN C A19 \ 9 PE, 0412 \ 51 V, /i IN CU. 6r INN 1 F D j, p~ RIDE \ \ i iro_ 412 % SE~.~I E ,ii ro qq1l LOP 5 / 2 \ \ \ 1 TOWER RIDGE /g !n \ \ ~ \ 0~/ D 8 O7F L >0fl 8220=2 cr) ,tl N i 4 12 \ DN \ 5203-11" / >G('~GR[A RO~MZ- ~ / j x$206 -s"~--- Yi 4:12 :12 4:12 C DN \ DN i" \ DN / j \ pN 4:12 4:12 DN 4:12 / \ UN .1:12 ON 4:1 \ UFO \l'\ 4:12 _ GE~\ / t 8206-9V 4:12 4:12\Dn1 GE DN ~ i G / 8 04 -5 4:112 GE a\ azos \ j / \ \ 4:12 \J / ~'4sz , / \C \ RIL7GE ol, C v .N `~1 - 2)- ( s 15P11.1 I2 SL+'I~VICIS 12001 , Dowel-Type Fasteners Monroe & Newell JOB Engineers, Inc. SHEET NO. CALC BY LLG CHECKED BY RS8xl4 w/ 3/8" steel knife plate, 34' bolts JOB NO. 5500.02 DATE 11/30/2005 DATE Main Member Side Member Fastener Fe11= 5600 psi Fell= 5600 psi D= 0.75 in F,L= 2600 psi Fel= 2600 psi Fye= 45000 psi 6= 90 A= 90 lm= 2.5 in 15= 0375 in © Single Shear dm 13.5 in ds= 13.5 in ❑ Steel Plate 0 Steel Plate O Double Shear Fee = 2600 psi Fee = 2600 psi F em = 2600 psi Fes = 87000 psi Calculated Values 6= 90 Rd= 4.500 ki= 0.120 Ke= 1.25 Re= 0.030 k2= 0.778 KD= 8 R,= 6.667 k3= 11.752 Yield Equations Single (1) Irn 975lbs Is 48941bs II 651 lbs Illm 894lbs Ills 10581bs IV 12241bs II 651 lbs Adjustment Factors CD= 1 C`"= CA= I Cdi= 1 Cw= Temperature Dry T5100°F C,= 1 Group Action n= 4 S= 3.5 EID 1600000 psi Es 29000000 psi Cg= 0.97 Yield Mode: II Capacity: Z= 651 lbs Double Z= 1301 lbs I NOTE: Double value assumes a second main member as in a knife plate connection. End Grain Factor Type N.A. Ceo I Calculated Values Am 33.75 in A2 AS 5.0625 in^2 REA= 0.368 Adjusted Capacity Z'= 6321bs Double Z'= 1265 lbs f~ 6S__ VFD- skier services y= 1753701bs/in u= 1.007774 psi m= 0.882842412 where: Z'= Z"CDCMC,CgCaCegCdiC,n Monroe & Newell JOB VFD- skier services Engineers, Inc. SHEET NO. JOB NO. CALC BY LLG DATE CHECKED BY DATE RS8xl4 w/ 3/8" steel knife plate, 3/4" bolts Dowel-Type Fasteners continued From Previous Page: Table 11.53A Edge Distance Parallel to Grain Space Btwn Rows 3 in I/D= 3.33 Min edge distance 1.13 in Table ll.53B End Distance 1•lirartinn nr lnad;.a Minimum End Distance Design Value Reduced Full Perpendicular to Grain: 1.5 in 3.00 in Parallel to Grain, Compression: (fastener bearing away from member end) 1.50 in 3.00 in Parallel to Grain, Tension: (fastener bearing toward member end) for softwoods 2.63 in 5.25 in for hardwoods 1.88 in 3.75 in Table-11.53C Spacing Requirements for Fasteners in a Row Minimum Spacing ilirnrtinn of lnallina Reduced Full Parallel to Grainy 2.25 in 3 in Perpendicular to Grain Required spacing for 2.25 in attached members Table 11.53D Spacing Requirements Between Rows 1/D= 3.33 1= 2.5 in Minimum S acing Parallel to Grain 1.13 in Perpendicular to Grain 2.50 in l,n 2.5 in is 0.375 in d,n 13.5 in D= 0.75 in Perpendicular to Grain OK loaded edge 3 in unloaded edge 1.125 in 1.5D (2 6(~ 5500.02 11/30/2005 Maximum # Rows 3.75 r- Dowel-Type Fasteners Monroe & Newell JOB Engineers, Inc. SHEET NO. CALC BY LLG CHECKED BY RS10x16 w/3/8" steel knife plate, 3/4" bolts JOB NO. 5500.02 DATE 11/30/2005 DATE Alain Alember Side jVlember Fastener Fell= 5600 psi Fell= 5600 psi D= 0.75 in Fel= 2600 psi FeL= 2600 psi Fyb= 45000 psi 6= 90 8= 90 lm 3.5 in is 0375 in d.= 15.5 in ds 15.5 in Single Shear Steel Plate 7 Steel Plate O Double Shear Fee = 2600 psi Fea = 2600 psi F em = 2600 psi Fes = 87000 psi Calculated Values 6= 90 Rd= 4.500 k1= 0.141 Ke= 1.25 Re= 0.030 k2= 0.619 KD= 8 Rt= 9.333 k3= 11.752 Yield Equations Single (1) Im 1365lbs Is 48941bs II 7671bs HIM 997lbs Ills 10581bs IV 12241bs 11 767 lbs Adjustrnent Factors CD= 1 CM= CA= 1 Cd 1 Ctn= Temperature Dry T<100°F Ct= 1 Group Action n= 4 S= 3.5 Ero 1600000 psi ES 29000000 psi Cg= 0.98 Yield Alode: II Capacity: Z= 767lbs Double Z= 1535 lbs NOTE: Double value assumes a second main member as in a knife plate connection. 1 1 End Grain Factor Type Ce Calculated Values Am 54.25 in^2 AS 5.8125in^2 ReA= 0.515 Adjusted Capacity Z'= 7561bs Double Z'= 1512 Ibs VFD- skier services r2 (1 N.A. 1 y= 1753701bs/in u= 1.005356 psi m= 0.901715542 where: Z'= Z.CoCmC,CgCaCegCd,Cm Monroe & Newell JOB Engineers, Inc. SHEET NO. CALC BY LLG CHECKED BY r RS lox l 6 w/ 3/8" steel knife plate, 3/4" bolts Dowel-Type Fasteners continued From Previous Page: 1. 3.5 in is 0.375 in dm 15.5 in D= 0.75 in Table 11.5.]A Edge Distance Parallel to Grain Space Btwn Rows 3 in I/D= 4.67 Min edge distance 1.13 in Table ll.53B End Distance Direetion of loading Minimum End Distance Design Value Reduced Full Perpendicular to Grain: 1.5 in 3.00 in Parallel to Grain, Compression: (fastener bearine away from member end) 1.50 in 3.00 in Parallel to Grain, Tension: (fastener bearing toward member end) for softwoods 2.63 in 5.25 in for hardwoods 1.83 in 3.75 in Table ll.53C Spacing Requirements for Fasteners in a Row Minimum Spacing D;- 6.. nFlnadina RedllCed Full Parallel to Grain 2.25 in 3 in Perpendicular to Grain Required spacing for 2.25 in attached members Table 11.53D Spacing Requirements Between Rows 1/D= 4.67 1= 3.5 in Minimum Spacing Parallel to Grain 1.13 in Perpendicular to Grain 3.13 in Perpendicular to Grain OK loaded edge 3 in unloaded edge 1.125 in 1.5D VFD- skier services p2 6 S JOB NO. 5500.02 DATE 11/30/2005 DATE 77- Maximum # Rows 3.64 Y Dowel-Type Fasteners Monroe & Newell JOB Engineers, Inc. SHEET NO. CALC BY LLG CHECKED BY RS12x18 w/ 318" steel knife plate, 3/4" bolts JOB NO. 5500.02 DATE 11/30/2005 DATE Main Member Side iWember Fastener Fell= 5600 psi Fell= 5600 psi D= 0.75 in F,L= 2600 psi Fel= 2600 psi Fyb= 45000 psi e= 90 e= 90 lm 4.5 in 15 0.375 in dm 17.5 in ds 17.5 in QQ Single Shear ❑ Steel Plate ❑ Steel Plate Double Shear Fee = 2600 psi Fee = 2600 psi F eM = 2600 psi Fes = 87000 psi Calculated Values 9= • 90 Ra= 4.500 k,= 0.167 Ke= 1.25 Re= 0.030 k,= 0.549 Kp= 8 R,= 12.000 k3= 11.752 Yield Equations Single (1) Im 1755lbs Is 4894lbs II 908 lbs IIIm 1136 lbs Ills 1058 lbs IV 1224 lbs 11 908 lbs Adjustment Factors CD= 1 CM= Co= 1 Ca 1 CU' Temperature Dry T5100°F' C'= 1 Group Action n= 4 S= 3.5 Em 1600000 psi ES 29000000 psi CX = 0.99 1 Yield Mode: II Capacity: Z= 908lbs Double Z= 1816 lbs NOTE: Double value assumes a second main member as in a knife plate connection. End Grain Factor Type N.A. C, 1 Calculated Values A= 78.75 in A2 AS= 6.5625 in^2 REA= 0.662 Adjusted Capacity Z'= 900lbs Double Z'= 18001bs VFD- skier services y= 175370lbs/in u= 1.004048 psi m= 0.913976215 where: Z'= Z*CDCMCeCgCACe9CdiCrn Monroe & Newell JOB Engineers, Inc. SHEET NO. CALC BY LLG CHECKED BY RS 12x18 w/ 3/8" steel knife plate, 3/4" bolts Dowel-Type Fasteners continued From Previous Page: lm 4.5 in is 0.375 in dm 17.5 in D= 0.75 in Table 11.5.1A Edge Distance Parallel to Grain Space Btwn Rows 3 in OK VD= 6.00 Min edge distance 1.13 in 1.5D Table 11.53B End Distance nirPetinn of lnndina Perpendicular to Grain loaded edge 3 in unloaded edge 1.125 in Minimum End Distance Design Value Reduced Full Perpendicular to Grain: 1.5 in 3.00 in Parallel to Grain, Compression: (fastener bearing away from member end) 1.50 in 3.00 in Parallel to Grain, Tension: (fastener bearing toward member end) for softwoods 2.63 in 5.25 in for hardwoods 1.88 in 3.75 in Table 11.53C Spacing Requirements for Fasteners in a Row Minimum Spacing llirPetinn of lnnrlina Reduced Full Parallel to Grain 2.25 in 13 in Perpendicular to Grain Required spacing for 2.25 in attached members Table 11.53D Spacing Requirements Between Rows VD= 6.00 1= 4.5 in Minimum Spacing Parallel to Grain 1.13 in Perpendicular to Grain 3.75 in VFD- skier services P70 JOB NO. 5500.02 DATE 11/30/2005 DATE Maximum # Rows 3.57 Monroe & Newell JOB Engineers, Inc. SHEET NO. CALC BY LLG CHECKED BY RS14x16 w/ 3/8'" steep knife plate, 3/4" bolts Dowel-Type Fasteners JOB NO. 5500.02 DATE 11/30/2005 DATE Main 11'lember Side jVlember Fastener F,11= 5600 psi F,11= 5600 psi D= 0.75 in F~= 2600 psi FL= 2600 psi Fy,= 45000 psi 8= 90 6= 90 lm 5.5 in is 0.375 in dm= 15.5 in ds 15.5 in Single Shear ❑ Steel Plate E Steel Plate 0 Double Shear F,8 = 2600 psi Fea = 2600 psi F em = 2600 psi Fes = 87000 psi• Calculated Values 6= 90 Rd= 4.000 k1= 0.195 Ke= 1.25 Re= 0.030 k,= 0.512 Kp= 8 R,= 14.667 k3= 11.752 Yield Equations Single (1) Im 2145 lbs Is 48941bs 11 1061 lbs film 1296lbs Ills 1058 lbs N 1224 lbs Ills 1058 lbs Adjustment Factors CD= 1 CM= CA= t Cd 1 Ctn Temperature Dry` ' T<1000F Ct= 1 Group Action n= 4 S= 3.5 Em 1600000 psi ES 29000000 psi Cg= 0.99 I Yield Alo de: Ills Capacity: Z= 1058lbs Double Z= 2117 lbs NOTE: Double value assumes a second main member as in a knife plate connection. End Grain Factor Type N.A. C"Z= 1 Calculated Values Am 85.25 in^2 AS 5.8125 in^2 REA= 0.809 VFD- skier services /2? I y= 175370lbs/in u= 1.004071 psi m= 0.913749622 Adjusted Capacity where: Z'= 10511bs Z'= Z*CDCMCrCgCaCegCdiCm Double Z'= 2103 lbs Monroe & Newell JOB cfiEngineers, Inc. SHEET NO. CALC BY LLG CHECKED BY RS 14x 16 w/ 3/$" steel knife plate, 3/4" bolts Dowel-Type Fasteners continued From Previous Page: 1,ti 5.5 in is 0.375 in dm 15.5 in D= 0.75 in Table 11.53A Edge Distance Parallel to Grain Perpendicular to Grain loaded edge 3 in unloaded edge 1.125 in Space Btwn Rows 3 in OK 1/D= 7.33 Min edge distance 1.50 in pacing between rows Table 11.53B End Distance Minimum End Distance Design Value Reduced Full Perpendicular to Grain: 1.5 in 3.00 in Parallel to Grain, Compression: (fastener bearing away from member end) 1.50 in 3.00 in Parallel to Grain, Tension: (fastener bearing toward member end) for softwoods 2.63 in 5.25 in for hardwoods 1.88 in 3.75 in Table 11.5.1C Spacing Requirements for Fasteners in a Row Minimum Spacing RPrlnrvrl Fill] Parallel to Grain 2.25 in 3 in Perpendicular to Grain Required spacing for 2.25 in attached members Parallel to Grain 1.13 in Perpendicular to Grain 3.75 in Table 11.5.1D Spacing Requirements Between Rows 1/D= 7.33 1= 5.5 in Minimum Spacing VFD- skier services 27Z, JOB NO. 5500.02 DATE 11/30/2005 DATE Maximum # Rows 3.03 Dowel-Type Fasteners Monroe & Newell JOB VFD- skier services Engineers, Inc. SHEET NO. JOB NO. CALC BY LLG DATE CHECKED BY DATE RS8xl4 w/ 3/8" Steel plate on side of beam, 3/4" bolts Main Member Side Member Fastener Fei1= 5600 psi Fell= 5600 psi D= 0.75 in Fei= 2600 psi F,-L= 2600 psi Fye= 45000 psi 8= 90 8= 90 ltn 7.5 in 15 0.375 in d,,= 13.5 in dg 13.5 in CO) Single Shear ❑ Steel Plate steel Plate Q Double Shear Fee = 2600 psi Fee = 2600 psi F e,n = 2600 psi Fes = 87000 psi Calculated Values 8= 90 Rd= 4.000 k1= 0.255 Ke= 1.25 Re= 0.030 k2= 0.477 KD= 8 Rt= 20.000 k;= 11.752 Yield Equations Single (1) IM 29251bs Is 48941bs If 13871bs film 1646 lbs Ills 10581bs 1V 1224lbs Ills 1058 lbs Adjustment Factors CD= I CM= CA= 1 Cdi 1 Ctn= Temperature Dry T<100°F Ct 1 Group Action n= 4 S= 3.5 Em 1600000 psi_ ES 29000000 psi Cg = 0.99 1 Yield Mode: Ills Capacity: Z= 1058lbs Double Z= 2117 lbs NOTE: Double value assumes a second main member as in a knife plate connection. End Grain Factor Type N.A. C,g _ I Calculated Values Am 101.25 in^2 Ay 5.0625 in^2 REA= 0.906 Adjusted Capacity Z'= 10531bs Double Z'= 2106 lbs P_ ?3 y= 1753701bs/in u= 1.003985 psi m= 0.914622919 5500.02 11/30/2005 where: Z'= Z*CDCMCtCgC'8 CegCdiCtn Monroe & Newell JOB VFD- skier services Engineers, Inc. SHEET NO. JOB NO. CALC BY LLG DATE CHECKED BY DATE RS8xl4 w/ 3/8" steel plate on side of beam, 3/4" bolts Dowel-Type Fasteners continued From Previous Page Table 11.5.IA Edge Distance Parallel to Grain lm 7.5 in is 0.375 in dm 13.5 in D= 0.75 in Perpendicular to Grain Space Btwn Rows 3 in OK loaded edge 3 in I/D= 10.00 unloaded edge 1.125 in Min edge distance 1.50 in 1/2 the spacing between rows Table 11.5.1B End Distance nirPrtinn of Inndina Minimum End Distance Design Value Reduced Full Perpendicular to Grain: 1.5 in 3.00 in Parallel to Grain, Compression: (fastener bearine away from member end) 1.50 in 3.00 in Parallel to Grain, Tension: (fastener bearing toward member end) for softwoods 2.63 in 5.25 in for hardwoods 1.33 in 3.75 in Table 11.53C Spacing Requirements for Fasteners in a Row Minimum Spacing RrrlnrPd Fid] Parallel to Grain 2.25 in 3 in Perpendicular to Grain Required spacing for 2.25 in attached members Table 11.5.1D Spacing Requirements Between Rows 1/D= 10.00 1= 7.5 in Minimum Spacing Parallel to Grain 1.13 in Perpendicular to Grain 3.75 in 7 ~ 5500.02 11/30/2005 Maximum # Rows 2.50 Dowel-Type Fasteners Monroe & Newell JOB VFD- skier services Engineers, Inc. SHEET NO. JOB NO. CALC BY LLG DATE CHECKED BY DATE RSIOx16 w/ 3/8" steel plate on side of beam, 3/4° bolts Main Member Fell= 5600 psi F,.= 2600 psi 6= 90 lm 9.5 in dm= 15.5 in El Steel Plate Fee = 2600 psi F em = 2600 psi Temperature Dry T<1 00°F Ct= I 0 Fastener D= 0.75 in Fyb= 45000 psi 0 Single Shear Double Shear Calculated Values A= '90 Rd= 4.000 k1= 0.317 K8= 1.25 Re= 0.030 kz= 0.462 KD= 8 R,= 25.333 k3= 11.752 Yield Equations Single (1) IM 3705lbs Is 4894lbs II 1725 lbs IIIm 2017 ibs HIS 1058lbs .N 1224lbs Ills 1058 lbs Adjustment Factors CD= i CM= I Co= ] Cdi= I C,R 1 Group Action n= 4 S= 3.5 Em= 1600000 psi ES 29000000 psi C'~ = 0.99 Side Member Fejl= 5600 psi F,L= 2600 psi 8= 90 Is 0.375 in ds 15.5 in Q Steel Plate Fee = 2600 psi Fes = 87000 psi Yield Mode: Ills Capacity: Z= 1058lbs Double Z= 2117 lbs NOTE Double value assumes a second main member as in a knife plate connection. End Grain Factor Type N.A. Cep I Calculated Values A~,= 147.25 inA2 AS 5.8125 in A2 REA= 0.715 Adjusted Capacity Z'= 1052lbs Double Z'= 2104 lbs y= 175370lbs/in u= 1.003123 psi m= 0.924026195 5500.02 11/30/2005 where: Z'= Z*CDCMC,CgC'8 CegCdiCm Monroe & Newell JOB VFD- skier services Engineers, Inc. SHEET NO. JOB NO. CALC BY LLG DATE CHECKED BY DATE ~RS14xl6 w/ 3/8" steel plate on side of beam, 3/4" bolts Dowel-Type Fasteners continued From Previous Page: lm 9.5 in is 0.375 in dm 15.5 in D= 0.75 in Table 11.53A Edge Distance Parallel to Grain Perpendicular to Grain Space Btwn Rows Sin OK loaded edge 3 in UD= 12.67 unloaded edge 1.125 in Min edge distance 1.50 in 1/2 the spacing between rows Table 11.53B End Distance Minimum End Distance Design Value PPd11r'Prl Frill Perpendicular to Grain: 1.5 in 3.00 in Parallel to Grain, Compression: (fastener bearing away from member end) 1.50 in 3.00 in Parallel to Grain, Tension: (fastener bearing toward member end) for softwoods 2.63 in 5.25 in for hardwoods 1.88 in 3.75 in Table 11.53C Spacing Requirements for Fasteners in a Row Minimum Spacing Rodneed Full Parallel to Grain 2.25 in 3 in Perpendicular to Grain Required spacing for 2.25 in attached members Table 11.53D Spacing Requirements Between Rows UD= 12.67 1= 9.5 in Minimum Spacing Parallel to Grain 1.13 in Perpendicular to Grain 3.75 in 5500.02 11/30/2005 Maximum # Rows 3.03 Monroe & Newell JOB VFD- skier services ' Engineers, Inc. SHEET NO. JOB NO. CALC BY LLG DATE CHECKED BY DATE RS 12x18 w/3/8" Steel plate on side of beam, 3/4" bolts Dowel-Type Fasteners Main Xlernber Side Member Fastener Fell= 5600 psi Fell= 5600 psi D= 0.75 in F,L= 2600 psi FL= 2600 psi Fye= 45000 psi 6= 90 6= 90 lm 11.5 in is 0.375 in dm 17.5 in ds 17.5 in Single Shear ❑ Steel Plate Steel Plate Q Double Shear Fee = 2600 psi F~ = 2600 psi F e,,, = 2600 psi Fes = 87000 psi Calculated Values 8= 90 Rd= 4.000 k1= 0.381 Ke= 1.25 Re= 0.030 k2= 0.453 KD= 8 R 30.667 k 11.752 Yield Equations Single (1) IM 44851bs Is 48941bs 11 20701bs IIIm 23971bs Ills 1058 lbs IV 1224lbs Ills 10581bs Adjustment Factors CD= 1 CM= Cp= 1 Cd 1 Ctn= Temperature Dry T<100°F ' C,= I Group Action n= 4 S= 3.5 E„ 1600000 psi' ES 29000000 psi CK= 0.99 Yield Mode: HIS Capacity: Z= 10581bs Double Z= 2117 lbs NOTE: Do,uble value assumes a second main member as in a knife plate connection. t End Grain Factor Type N.A. CCe I Calculated Values A,n 201.25 in A2 AS 6.5625 in^2 REA= 0.591 y= 1753701bs/in u= 1.002566 psi m= 0.930886007 fl? 5500.02 11/30/2005 Adjusted Capacity where: Z'= 10521bs Z'= Z*CDCMCtCyC'8 CITCdiC. Double Z'= 2103 lbs Monroe & Newell JOB VFD- skier services Engineers, Inc. SHEET NO. JOB NO. CALC BY LLG DATE CHECKED BY DATE r RS12x18 w/ 3/8" steel plate on side of beam, 3/4" bolts Dowel-Type Fasteners continued From Previous Page: lm 11.5 in 1y 0.375 in dm 17.5 in D= 0.75 in Table 11.53A Edge Distance Parallel to Grain Perpendicular to Grain Space Btwn Rows 3 in OK loaded edge 3 in VD= 15.33 unloaded edge 1.125 in Min edge distance 1.50 in 1/2 the spacing between rows Table 11.5.IB End Distance Minimum End Distance Design Value RerlurPrl Full Perpendicular to Grain: 1.5 in 3.00 in Parallel to Grain, Compression: (fastener bearing away from member end) 1.50 in 3.00 in Parallel to Grain, Tension: (fastener bearing toward member end) for softwoods 2.63 in 5.25 in for hardwoods 1.88 in 3.75 in Table 11.5.1C Spacing Requirements for Fasteners in a Row Minimum Spacing e,•r; F I~.,a;- Rvrlnck-d Full Parallel to Grainu 2.25 in 3 in Perpendicular to Grain Required spacing for 2.25 in attached members Table 11.5.11) Spacing Requirements Between Rows UD= 15.33 1= 11.5 in Minimum Spacing Parallel to Grain 1.13 in Perpendicular to Grain 3.75 in e ( 6 5500.02 11/30/2005 Maximum # Rows 3.57 Dowel-Type Fasteners Monroe & Newell JOB VFD- skier services Engineers, Inc. SHEET NO. JOB NO. CALC BY LLG DATE CHECKED BY DATE RS 14x16 w/ 3/8" steel plate on side of beam, 3/4" bolts Main Member Side Member Fastener Fell= 5600 psi Fell= 5600 psi D= 0.75 in F,L= 2600 psi Fel= 2600 psi Fye= 45000 psi 6= 90 6= 90 = 13.5 in l is 0.375 in m dm= 15.5 in ds 15.5 in Single Shear ❑ Steel Plate Steel Plate 0 Double Shear Fee = 2600 psi Fee = 2600 psi F e1n = 2600 psi Fes = 87000 psi Calculated Values G= 90 Rd= 4.000 k1= 0.445 K8= 1.25 Re= 0.030 k2= 0.448 Kp= 8 R,= 36.000 k3= 11.752 Yield Equations Single (1) Im 5265lbs Is 48941bs II 2418 lbs Him 27841bs HIS 1058lbs IV 1224lbs Ills 10581bs Adjustment Factors CD= 1 CM= CA= t Cdi= 1 Ctn Temperature Dry T S 100°F Ct= I Group Action n= 4 S= 3.5 Em 1600000 psi ES 29000000 psi Cs= 0.99 Yield .11ode: Ills Capacity: Z= 1058lbs Double Z= 2117 lbs 1 NOTE: Double value assumes a second main member as in a knife plate connection. End Grain Factor Type N.A. Ceo 1 Calculated Values Am 209.25 in^2 Ay 5.8125 in^2 REA= 0.503 Adjusted Capacity Z'= 1050lbs Double Z'= 2100 lbs 471 y= 175370lbs/in u= 1.002737 psi m= 0.928695689 5500.02 11/30/2005 where: Z'= Z*C,CMC Cgc4c"CdiCm Monroe & Newell JOB VFD- skier services ' Engineers, Inc. SHEET NO. JOB NO. CALC BY LLG DATE CHECKED BY DATE r RS14x16 w/ 3/8" steel plate on side of beam, 3/4" bolts Dowel-Type Fasteners continued From Previous Page: lm 13.5 in is 0.375 in dm 15.5 in D= 0.75 in Table 11.53A Edge Distance Parallel to Grain Perpendicular to Grain Space Btwn Rows 3 in OK loaded edge 3 in 11D= 18.00 unloaded edge 1.125 in Min edge distance 1.50 in 1/2 the spacing between rows Table 11.5.1B End Distance Minimum End Distance Design Value R ari nt•arl FIIII Lll VIL V.. v +vau+++ Perpendicular to Grain: 1.5 in 3.00 in Parallel to Grain, Compression: (fastener bearing away from member end) 1.50 in 3.00 in Parallel to Grain, Tension: (fastener bearing toward member end) for softwoods 2.63 in 5.25 in for hardwoods 1.88 in 3.75 in Table 11.53C Spacing Requirements for Fasteners in a Row Minimum Spacing Do+7,,..na Fill] l/lrecuUu ui ivaviu Parallel to Grain 2.25 in 3 in Perpendicular to Grain Required spacing for 2.25 in attached members Table 11.5.1D Spacing Requirements Between Rows I/D= 18.00 1= 13.5 in Minimum S acing Parallel to Grain 1.13 in Per endicular to in 3.75 in 480 5500.02 11/30/2005 Maximum # Rows 3.03 P-U 1 N O p O N O L N N U Y N O W O Z Ln O O z W (n W O S cf) Q Q V J J W CO Y U J W Q S U U O v 3 ~ N Z d O C p W C O 2 r (0 (M N N N r CO CJ r CO - LO - - r r N N Q) CO CO N m (o CA co r r r N OT r O T r r CO N d CO N O /1 V • r C7 CD Cn T T T T r r d 0J CO •O N ~Y O T T r T O N d' T T (D r co Cfl tD CA O N T M O O LO O r O N 'It 0(o~co ( rJ co Ln 't Co C h1~1- vi m N LO OON N C7 co d Il- r O r r N Lf~ CO r r r N O N co T T T ~ r--~ r-: T m m co co T T T T O T N N N N r r r r r CD CO CO (D r r r r r T T T T Un Ln LO U1 O O O O T r T r LO LO U) m O CO CO CO co O Co C~ m C' CO (D CO CO Lo m m co m Ln Ln U Ln O .Q Xk N N N N It I- :I- It N N N N mco mco N r r r r N N N N LO Ln LO Ln T. O O O O T T T T L p O O N .4r j r r r i\ \ 4 \ \ CZ1- ~ J . CID, j~ / I 3 g ~ v 9i X \ V'I k Coq\G•t~ O~ > T_ \ ~ k F~ ~ ~ , u ct1 vi \ \ I 2 I ze3 ~ ~ \ ~ ~ ~ / ~ \ V?" ~ ~ 4e ~ J ~ ~ ~ ~ ~ Ol / ~ ~ ~ ~ ~ ~ ~ / tii a Q Its §3 / \ v U I L-Q P-15~ c-. 11 L , 1 ~l I ~4r. -SI , \ ~ / \ - ~ ~-ag jam. . j / Monroe &Newell Engineers, Inc. Scrucnual Engineers Vail - Dm- -Dillon Vail's Front Door Building "D" Parking Garage No. 5500.02 Structural Calculations F:--- Looe- F-- r2A- rnI /\J C7 X06 Monroe & Newell l Engineers, Inc. SHEET NO. OF !yJ CALCULATED BY DATE F-L CHECKED BY DATSCALE Q3 ~ I Z a` aq Q v = _ t n m m a ~L O O a m ~ 'I i ,O p_ ~ h~ m I p 0 0 O,» Y m R m co m W W t C O - A o n d w - ° o°ov oo°mrn oar'O1m~ 16 cl lc om mv ' m maim N » o mm c N i ~ a ~ ~ H G N E ~ p 5 •41• b 3 4 O $ m m N CL ~ I . a J~ o u :R rn O a v a `v « y N o . m C O W m o.c .mom a LL c c N in c m c E c W U W oN`8r~c~m `6665 cx> ! J < 2 C G c G c C N z m 3 z O Q ~ to J a. r - _ - 3 3 m U 2 O C__ C C W C C O * O t°D M - » % o rn< N I°O O p C Y 0o = ¢ M 6 o 3viroccdQUmi v`Di 8N O m °c' Q o" o _ m LL .4 U 3 0 o y U ,g o _ mU m ` F a g. o o f ova _ m~¢ m Q, Z ='s o$ I- 4 m ¢ m j0 mU ¢r= o ooE y E~ + J + Emm mid mj O d ~o ?~vm° m« o J m moo~o ,°nvl o . - no3~ia`3nn 1 ~ z p d m V N _ T f0 ~ ~ N • U ~ O I~pltl I ii Q~ (n fr - 3 ,o jOo $ z m a < LL z o n ~ mU s c c °o o o° - !o coo m N ^O o 0 0 0 - ~IU co » ~.o N _ E 6 2 . - ~ o IrUn Z _ IQ c y - LL U m N to m 7 I+l I • m m o y m 0 ~ O r c n si 4 O J E `o E j j ern mm~n v i I N = c c = _ - n o~omo N ~ e N O ~ N N t°~1 - n c E U 0 0 0 0 0 0 N j a a a = = c = °o ~ N m e m ~ o vic~NN N ~ ~ C a E 0 E 0 E E ~ ~ rn N » w~ v m u C C m y # N N N N N N a in Q~H N d N U C. ~ I u 00 w =o~ =_SS s mI c U w °ro ~~oo ~vl 3 Q X a~ o g m a 9 '.c a v 3 Z5 u - Q !o O d 3 m o I. 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SHEET NO. i~ ` , CALCULATED BY OF DATE CHECKED BY DATE g' ymp. ~ g m o 0 0 a c o, n s m o 3 E N ' o 'o .n e . e m v E m .Y c CO m c m $ IL O p o c c c c c ~D O n m u m co m W t t~~ O N O ~ m e s y W C G O O G p t7 M f r C C o ' i R "w d m ® _ n gm~ ° o m m rn n _ vii c°vrn ~ ~ m~ t _q m m c ~ U d @ m m I • O m 0 4 S ' C i ~ m Q m 30 om ~ _ d_ i m - N ® W p tl ' d _ ~ ~ G ~ ~ ~ N y o E o R 'c c N °o O m W ~ c c c O 9 0 o n_ m© U-v zo 0 00 0 LL c c N E m o E X =in in 65 cx> Z _C N I e N s 0 'T. Z O Q o J N 47 r1 L m_ c c c c c c c o~ Jw co ` ' ° 3 o a i ' O ' - ~vioo4iNrn N LL a m y v oa m m d E m 3cmoU ,E .o Sm omV~s~¢ a•.Z Fo 3B C N A m U ¢ k- O C ;1- m p N 19 m U j m 9 E+ J+ N ld, E O- C v d m s E t 6 ~ Quo O. ti O' a N n m m R O v m K O O D j to 65 1 -'m_ y m~ LL ~i C 3: m m C - . .J 3 M ~ i U s T ~ N . 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CALCULATED BY CHECKED BY_ OF ~G DATE DATE Z aO s ` I m o m o m m oo I n. j c a • m c a a m o E E o m i ❑ . _ ~ '1 m m ~ m d :4 m m J J o ' I - E a c c c c w U W ' L m m 0 N 0 C O O m ~ f co m 9 L .Q X 0 y ~ - - O O ~ ~ m~ L. tG m < Q M C ~ l~ c to w a O _ n ° gm g mom m m r~vim r ..n o w m I C1 m , ~I m m m m m m m ~~7>j~ o ~ n m o ci ~ ou i mr~ m . 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O~ O J- V t' Nm '00 O N6 0 Z Z J U - Y ~ c m U ,li o W - II 'a I li ~ ryY0 'Q C c U• ,p ~ morn o mN ,ANC 0666 ma me _ rnn o' co N Ic m Fr Ti - zs sm N EJ® X06 V1 D ~ a- o do8 rn H I G f6 J N n0 NO n omm mN O m `m o o me _ ti C N m - aaF _ Qa F J'c a ~m o°" ° me m V O G c Q¢ U y ~ ' 'rn amJ o ~ w $ o~ - m s.. xx. N o o me o~ o mn io cc o - m oc mN II ~ d o0 M 00 0 TILL ~rnnm Qmm ~0... `m°mm ro ? m w m 0000 d z o m 8888 o 8° m~ N~ 8 a m _aP~o ~o = n LL 4f U Q u o6rn m rn W O d a m : v o O II n c._c.c _ sm =m S> m8°c. 8 oQ 2 O G Bv ~ ~8 M O O N~ wI~1 \ T .x W tlNim OOO O Q a C a cd m O OC v i v i mt7 CJ N p= w a i ~ ~Ym ° O c m o c n - 8~ g v E to =m - ~ - E !/1 N C d O v N 0 F _ x'U IT .J N - ~ y + $ ® ® c cE - ^ d ~~E~ ~ . _ O C - N ?'U ~Z W JQJ N LJ A ~h( W 4 m mo=p o px N LL : m`w _U~° ' y i [L Nf O N U U ! C _ ~~N y W (L2 c ~~E~ n U~¢ - - Z F - _ W N NU # 7- A Monroe & Newell JOB Engineers, Inc. SHEET NO. OF y( ~f yq` CALCULATED BY DATE / Er ' CHECKED BY DATE SCALE t~G -l . I _ 'T ' `o a ° v i Z a' I ° ~ O I rn U W - U I C] W o ~ ~ ul ~ O Y LL ~ ? N II xY O ~ I o o' N u , m HGO N d , 0 C Q] ~ d d ~ C •C W i ~ I ~ ~ 2 O r m I ep U Q p m ; C O w ~ o I 4 o I 0 0 a ~a c Ira - z m IN ~ Y N CH) na45 m tu~~ u~PaltaO:. i~ 6 I c i t Y i ~z Imo= o Q a a L Iz w go 3 Q ~ b m o N m o =r ` I,, E O p i (J m ~ `O ~ L N H L N m _ W p - m > O L D O 4 N~ m 1 0 Z y W - < ^ o . 0 A A _ Y ~ W ;ti J W C = O Q E 10 N N W G1 °GN _ sss~ ~ m~ U J ~ O + ~ J J N m rnn o' d - 'ss - 0 U I No0 HO❑ C G C m ~ d 0 c w d 3 ~ m I I Z O d Q w o m `c m O d ~ °O $m~ o$ 'm I ' E ' c oa. O vo I E I O C I ~~Q n I ~Yh `u y m _ C _ I J o e 1F ~nO 1 990Q 30 m~ e O L ~ Q aao ° ° ° ~od _ c o o N ~tGN N 00 No ~ u u 4 ~O _ss ss ~^Nm rnrnm _mmm ouv'i ~ o°OOgg - , ¢Pmo nno viooo N G NfD~ N g CI II ~ 0 ND NLL LL i 0 one m N .ga y~ m2 c J a «D m O ~ ~ c d a_c~ ` a E o°a ~ ~n c `m v cm N ` y cam n y 9 J m E- m ~ `s,xs ss ,ccc c 000 0 ss II 3 J~j o0 0 I ~ J o00 $ ~ J ml U o OC o ~ p `myw MOO O c5 •OO coo o ~ c'~m ! E J ®I - rn g o o n° $ g o0 00 ~ III °i rn m n N oo ui N N a~N 00 NOOO ~t0 H J C n? J V v V ~ ~ O V n 'I ® p' o00 o N LL I am'c E m o`8 _ N°°o 8 W 0`$ ~n O~ c c c c c c c~ I X °n ~ Q m e ° ono' m Em nv e oo ne E;o o cc°'v N g ~ Y ui .m ~ I ` W O y O - Ocm s C x Ix t, a RE . 2 ow UHF im - r ° V _ h r ~ t v 3 _ G y _ a m j~ U x. 03 3LL¢` rc > Monroe & Newell SOB Engineers, Inc. SHEET NO. l OF t r CALCULATED BY DATE CHECKED BY DATE SCALE ,N ~Z ~GO o 0 a In .n rn N 'v N G o n a n u _ O m _ -V U7 m 3 E E po a ~ m ~ o m m t d r m Ine `'mm w Y a 'O 'mO U X 0 0 0 0 0 Lt UJ N - w In ? - 0 m M < M M - IDS ~Nm fAA N : N N O r H M O - _N mmmOr "~°o I o c o 0 a _ m m 0 co c O W - n Goo EE" _ .S _ a m N .o m N W UW 1I70-1 o ° xERmm~X J C O O G O - V) m X 1 Z I, ~ j y s s Zd ~ Q 9 I r N ' p C _.m : y ~ O~ I m 0 ~ ~ m O N 100 O o e o i; « 3 m o o m e N O F G o o ° c c E '=E U « I1 m n o oc `0 3 0 oo I o U w- _ rn t a a o m og, ',N' ? mwmmmo -E ~°ai~E = o m m _ Wfi E m o a E _ C N ~.N d N N N N N N m 0 F U E 9 S p J'~ m ~j 9 J¢ QZ p O V--- N mUQF v o N E~ + o+ N~ 6 O N r J C ~F N U p U> > .O r O t m m S O. ~fA o O- c yu m oo, .mc a onac °'`o J ~,=N '~;:a ~ o: o:rno3LL~¢3-<nm o I G . a NZ Z ~ ~ c c- s l f Q ~ ~ ° S 0 0 °o I°n o° o° rm o 0 0o g I°n I ~°n o i o N I G ~Im x n n n S " 5 u n m.n o « - I $ o 0 ~ . o e °o I m a N w a I U vi r m o o = I vm c I .+ess.x ° it s.xx x - U m ¢ m - o00 O 0 $°o m°o°o N Ot O ° m w O p E :8 C< v r n o ~ w ° p E a ~ a Y :i = Y ¢ v~ m m c e ~l c c BYO l4 - aaa as a s = O a O p H O O N ~ i it - E O ? a ` m O m O. v 8 c U W ? lon .on °o g m - W J I N 0 V N In I`p m 3 Q Z . X G m o' I~ m~ 3 > W - m o d 3.m o. _ O gv .O ...0333 ~,,a ° 3333 m W ~ I~ ~ m E ` E ~ J r o O -L ?.E mm 4 4~Iy -J cv a s:a I _ gs I I~--°EE _ m m ~sr°~O EIS:-a a 0.? ` oa . N ~ m LL L J LL LL N • :m m tl p m m m m I o O J p U .7 - O (q N 3 C _ X Y Y Y Y ca In 0 0 0 00 a u m ~ ~ n ~a a a a n n Y~ o 0 0 0 0 0 0 O ri m o °o r"i m °o M m O m N o ui o ui °o Irn °o m- O r a 7 a OI ~I II ° !L a 1] ~ Rt N A ~I ~1 r a ~ N v A t0 t0 ~ O O O O O M (V Q Q Q Q Q m o a n n o N O n n n ~ O~ N O r C m R O v W m O (V (n - N N~ R n U II II 11 D + II II v t N m Q 4 Q Q Q N °o s ep N h II i c0 N N m R< (n N d N m ~ N U~ O N N ~ ° ~ p y X u m u) c r m o+ o o V U t r`. m O Q m a y o v , p N J Q (n 8~T l Monroe & Newell JOB ~QJ Engineers, Inc. SHEET NO.(/7~ V OF A l CALCULATED BY- ~O V DATE. CHECKED BY DATE r/ ~ ~c I o - NZ a ~e r n m c U) ~ ~ d c m m e o ? d d - O m I` vd co m w ~ ¢ ' W tJ m N m t to O O N I O O C s _ W Y - o M in O O ~ I = m e0 ~ i' m v a n m~ c~ , _ v N " m_ - t'1 0 0 A N li;, ~ m N O ~ i N r 0 0 N ~ ¢ 1 m o 5 o - _ O m s a_ n ® w E d f J J _ Q a 65 y s o - E o 0 C J c_ c ~ ~p t' tai c c v N c~ w n c R C I ~ U- . W o N m L o m m to x - m m 0 W J o 0 0 I N d Z - ~i . Q - j !fl to lG - - - II z O I N O o C C a t7 t7 C N c C C O W C O Oi ftp ~ ~ t0 b O O O e C C - - d i N t m O D Oc~ N ° = Q n p - J mo v a-LL a o c 'dm w N - 'o o U v + m oa mom E o ' N ' d C °y mvar- r c ° m o m o o eo .E~ + J + o m y . C) c a O y _ E m °m °m ° a v f a a a c 0 0 I m < u 0 0. °o Ids b. uNi Z i ~ e N m ❑o - w U _ m W O g M U m _ w LL M ~c m fn mn O d. 1=00 N ~ c N ' O O) C _ n O m QC " d G J c O w ° U W J Z Z O df U ~ o C > Q m 7 3:Q 'LL LL Z o U I I _ m_ °oN U m x o. a . ~cN o e o ' o M - ° a ~ a ~ E O - O ~ m A F °i ~ 3 a ~ ~ I I M a O S = U U y N m~ w I I I 3 i ` ll ca ~ 6, W c = O O c x~ c U ~ ^ Vl j J C yF OBI O ' a a w I O J E x 0 <N' ui9ml N °o ~ II 16 m X ~ I a m v d n 3 _ I a m$=a a ' O . d- 0 i d O p JO; t1 J o m c6 d -E :E O` I v f0 O E _ J E= d ° c - ~ N 2 N C 0 Z to to U? ~ W N 9 N ~ I ° E E a¢ m° 3 0` E -'0 0" o d: Yi d Y N Fr~ LL J LL , _6 M m m N D Q CC m m t0 0) I > C d O a d N 3 C - d) N 0 0 0 0 0 a y n L fn a n n n n n a s Y 2 0 0 0 0 0 00 O ° r ~ ° ° o N ~ M o M M O o u i o i M M N C M 11 II II d N O ~1 ~I M M 0 N CC d S] d D W 3 3 3 3 3 Ni O O O O O M N Q Q Q Q Q ' C i ° ° ° a n o t0 Lq e M W k N cl N N M m v m co ~ N N _ d II II II II II O ? 5 > > Y ~ G Q Q Q Q Q U i ~ U t e0 y U 6 N y N N O L d d u t m m v) y U U7 p y u) 1 `'o J N U m L 3 d~ N d U n ¢ z ~ ~ E m m 0 O N Q u) Q? y N O 3 ~ L '[{9 'O 9 9 'SN'J 5 N l7 N N N f7 a E th n o n 5 too iD m r ~ vo0, 6 a ~ I gE lj o o o o o o F. a ~ C .t C C c C [ o o m n o_ ^ n ~r N O M t0 W 1~ <D I G N G N r I N 0 0 0 0 0 0 t ~ N M e N O j d d d m M S N N N N N N d aR ` I? - 55b Monroe & Newell JOB Engineers, Inc. SHEET NO. OF 1 / CALCULATED BY DATE A CHECKED BY DATE SCALE 0 bo ~z .Q LL a po m W I - U m ~ 'y I W - I o N W o y LL ~y0 > n =rnm o 1=00 N O C y d I d I C ~ I C W Z O ~ U d II O d C O u I ~ p i it J .y CL) 0 C R Q1 m r~+ e e t7 Cf O O O O O O N O O N _ ~ o .n .n °o m m ~ 5~= ~tnh C 0• IS N Y N 2 Q _ _ e b . m ~°p a ° O O ld - m N m< ~ O ~ o vi o~ 0 Rj 'c o °.6 m . E I b m l m m y o O COL p W =om .o. ic ' _ r `o 3~ .U r 0 t~ s v~ U I N C m 2 C p ,7 - Em 'I Oe O s OSO Op Op Q ~ _ 1=2 .L. Q IBC eNN Yss._ and O[7 V~ - O sss ss ss G m % y 0000 O I M ~ 'O N J J U ~ b 000 O ScJU t J v r r= o c J ~ cc - m L o W p d _ ° U ~ h rn O N O m O K 000 C 00 0 O O O O O it m ] p W I (n O u Q O = Z 1 Z ~ J J 0 U - I O m W I o y ~ h in 65 I, U to - o W m N ' LL ~ 'I.Q ,O . o O o N~ LL i. dl-4'~ w o Y 6 I.¢ .~~U o o ~ ' v m» o 1-0~ N N o IIU o s s s 'mm ^O _ o d om 3N 66 ON ~ d mo ego8 0~ I d c y I 0] °°r c -o - u < J v ooc v ~ ° h O c rn I W cE am7 x0 us IL=YSOO sl ~b p~~ bi[l O Hvi j y N m ~O°o0 L _ Qm$o ~c ° s8 -a L) o0o l o m i - m - ° E m ~o bo$ 0 O mro vv ° 6 o m o ~ X lib ~ LL > b0 O C N \ F %b -i L6 L6,6 606 dp I 5 E c s ~ ~ _ oo ~ n rim o oa ~ N~ ° I E E `L YO j w~ 0 t0 c ~ O c W b A o 4 m c m w~ a d ma L c m to n N y _ _ - cm z d or d0 = 40 w o O (S ® a_ J ¢ = O a 'c !!J mc~a O J y E _ x = ~ oi Ea ` . y 00 c •O ''c qq . d =ci- -d - d` a m g a 10 . om . or, o_ -.Ei 3x o- °m rniL m~ N 22 =UP AR c rn0 v m ` _ d SY m N V~Q~ O JWI- _ pJmtnW O J £ p'JN~ = 9 d- m Into UWm 22 LL c i I 62~ N ~z uQ o ~ a I p0 N = W 3 U a 9 Q P ~ W N W W - -y. 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Y, 0, SN (9w 1-06\ ol~ Zak, Z ~l \ \ ` (r T , \ 6 4 pV g\ N V v N ~ Nom, ~ ' c ~ _ r ~ . ;-.r O- ~ ~~v v ) ~C3wg) v - k= A c4 j ell \ C~ r - O _ L ~n r Z BOO gee r \ o Au 4 X12 \ ~ Yi 22 ONCDp O, i C9 9~,l AX12` GOB OAP P~ ONU II Z 1l~ / OpNO~~(~ alai -c AGO C, T C4 o►~ OF P05T 1 O E2-DOT 0D ~pf~ N N0. F O P h0~ pOg~~ X12, ~ g2D~ up - ~c4 4~~-- vA ccl Q) o, s 2 0 71 h 1 Cp C9 \ N- N, I p O 6' v Nom,, I O\ A \ X OFD \ \ VAN \ II 2 \ A;'✓/ pOw P` ~c 1v~J ~J ~p I O \ 0~N { II ONE ®s At~ ~~gj. i J I\\ Oj ' N l: \ Y tV\ ~~'V v a h PO vp 1 ✓ \ \ \ ~A\ DIP.~o` 1 ` X12 ~i-~,~, .PD1 ~ i • ~ O 19 LEVEL, O } 0 I T I Monroe & Newell Engineers, Inc. Structural Engineers X,a. D-,- Dillon Vail's Front Door Building "D" Skier Services No. 5500.02 Structural Calculations f:I--OL1/\JDA770/J DESI6/) rl 3, FOUNDATIONS A. I AX IO SOIL DESIGN PRESSURE 5B . CONTRACTOR TO FOLLOW ALL RECOIyIyIENDAT IONS IN SOILS REPORTS: NO. 00 - 097 DATED JULY 11, 2000; NO. 02 -107 DATED SEPTNBER 27, 2002; AND NO. 03 -115 DATED iARCH 11, 2003 BY KOECHLEIN CONSULTING ENGINEERS, INC, ALSO REFER TO THE ENGINEERING GEOLOGIC HAZARD STUDY, NO. 573 DATED OCTOBER 8, 2002 BY R.J, IRISH CONSULTING ENGINEERING GEOLOGIST, INC. C. ALL FOOTING BEARING ELEVATIONS SHO#j ARE ASSUMED, EXACT BEARING ELEVATIONS SHALL BE VERIFIED IN THE FIELD WITH ACTUAL CONDITIONS BY CONTRACTOR WITH APPROVAL OF SOILS ENGINEER AND ALL BOTTOMS OF FOOTINGS SHALL BE A INIW, OF 48" BELOW EXTERIOR GRADE, D. ALL FOOTINGS ARE TO BE PLACED ON FIRM, UNDISTURBED, NATURAL SOIL OR PROPERLY COOACTED BACKFILL, APPROVED BY THE SOILS ENGINEER, BACKFILL SHALL BE COOACTED TO 95% MINIW ) MODIFIED PROCTOR DENSITY PER ASTM D1557 UNLESS OTHERWISE RECAENDED IN THE SOILS REPORT, IF SOFT SPOTS ARE ENCOUNTERED REMOVE SOIL AND RECOOACT WITH APPROVED FILL (RE: SOIL REPORT FOR DESCRIPTION OF BEARING. SOIL) . 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In Short Term Load 0.000 k # of Bars 6 Bar Size 6 Seismic Zone 2 Cover R Rebar 3.250 Overburden Weight 0.000 psf f'c 3,000.0 psi Concrete Weight 145.00 pcf F Y 60,000.0 psi LL & ST Loads Combine Load Duration Factor 1.000 Column Dimension 4.00 in Allowable Soil Bearing 5,000.00 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 Reinforcing Rebar Requirement Actual Rebar "d" depth used 12.375 in 200/Fy 0.0033 As Fieq'd by Analysis 0.0016 in2 Min. Reinf % to Req'd 0.0021 % 5.00ft square x 16.Oin thick with 6- #6 bars Max. Static Soil Pressure 2,953.33 psf Allow Static Soil Pressure 5,000.00 psf Max. Short Term Soil Pressure 2,953.33 psf Allow Short Term Soil Pressure 5,000.00 psf Mu :Actual 12.73 Mn ' Phi : Capacity 28.17 Title : Vails front Door Dsgnr: AJ Description Scope : Job # 5500.02 Date: 10:56AM, 26 OCT 05 Square Footing Design As to USE per foot of Width Total As Req'd Min Allow % Red Vu: Actual One-Way Vn'Phi : Allow One-Way Vu : Actual Two-Way Vn'Phi : Allow Two-Way Alternate Rebar Selections... 9 # 4's 6 # 5's 3 # Ts. 3 # 8's 0.346 in2 1.728 in2 0.0014 Footing OK 40.99 psi 93.11 psi 133.44 psi 186.23 psi 4 # 6's 2 # 9's 2 # 10's Monroe k -NevNcIl Fnoe- T,. 170i "V"k.T S- S- -W, M- Ifl-, 1'.'rhxn:-+.w~:.nanmriemdF:~mr F.rri,3m.rxc:mnninrn:w-<it.:mr. Title : Vails front Door Dsgnr: AJ Description Scope : Job # 5500.02 Date: 10:56AM, 26 OCT 05 r~ Rev: 580000 User: KW-0606238, Ver5.8.0, 1-Dec-2003 Square Footing Design Page 1 (c)1983-2003 ENERCALC Engineering Software beams.ecw:Calculations Description Footing 2 (F3) General Information Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 Dead Load 31.000 k Footing Dimension 5.000 ft Live Load 64.000 k Thickness 18.00 in Short Term Load 0.000 k # of Bars 6 Seismic Zone 2 Bar Size 6 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 145.00 pcf f'c 3,000.0 psi LL & ST Loads Combine Fy 60,000.0 psi Load Duration Factor 1.000 Column Dimension 4.00 in Allowable Soil Bearing 5,000.00 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 Reinforcing Rebar Requirement Actual Rebar "d" depth used 14.375 in As to USE per foot of Width 0.389 in2 200/Fy 0.0033 Total As Req'd 1.944 in2 As Req'd by Analysis 0.0016 in2 Min Allow % Reinf 0.0014 Min. Reinf % to Req'd 0.0021 % Footing OK 5.00ft square x 18.Oin thick with 6- #6 bars Max. Static Soil Pressure 4,017.50 psf Allow Static Soil Pressure 5,000.00 psf Max. Short Term Soil Pressure 4,017.50 psf Vu : Actual Two-Way Allow Short Term Soil Pressure 5,000.00 psf Vn`Phi : Allow Two-Way Alternate Rebar Selections... Mu :Actual 17.40 10 # 4's 7 # 5's Mn 'Phi :Capacity 32.92 4 # 7's 3 # 8's Vu : Actual One-Way 42.08 psi Vn*Phi : Allow One-Way 93.11 psi 137.07 psi 186.23 psi 5 # 6's 2 # 9's 2 # 10's Monroe & Ncvvell Title : Vails front Door Job # 5500.02 * Dsgnr: AJ Date: 10:56AM, 26 OCT 05 Description U ..CW J• 0 0_ 61:-,c17 R, 66,7. Scope Rev: 580000 Page 1 User: KW-0606238, Ver5.8.0, 1-Dec-2003 Square Footing Design (c)1983.2003 ENERCALC Engineering Software beams. ecw:Calculations Description Footing 3 (F2) General Information Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 Dead Load 24.000 k Footing Dimension 5.000 ft Live Load 45.000 k Thickness 16.00 in Short Term Load 0.000 k # of Bars 6 Seismic Zone 2 Bar Size 6 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 145.00 pcf f'c 3,000.0 psi LL & ST Loads Combine Fy 60,000.0 psi Load Duration Factor 1.000 Column Dimension 6.00 in Allowable Soil Bearing 5,000.00 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 Reinforcing Rebar Requirement Actual Rebar "d" depth used 12.375 in As to USE per foot of Width 0.346 in2 200/Fy 0.0033 Total As Req'd 1.728 in2 As Req'd by Analysis 0.0015 in2 Min Allow % Reinf 0.0014: Min. Reinf % to Req'd 0.0019 % Summary 5.00ft square x 16.Oin thick with 6- #6 bars Max. Static Soil Pressure 2,953.33 psf Vu : Actual One-Way Allow Static Soil Pressure 5,000.00 psf Vn*Phi : Allow One-Way Max. Short Term Soil Pressure 2,953.33 psf Vu: Actual Two-Way Allow Short Term Soil Pressure 5,000.00 psf Vn*Phi : Allow Two-Way Alternate Rebar Selections... Mu :Actual 11.83 9 # 4's 6 95's Mn * Phi : Capacity 28.17 3 # 7's 3 # 8's Footing OK 38.37 psi 93.11 psi 116.44 psi 186.23 psi 4 # 6's 2 # 9's 2• # 10's Monroe & Newell M W l T S S~:e _W D C 1 ~p4'.9-FY :Vt. 6.:.6hJ Title : Vails front Door Dsgnr: AJ Description Scope : Job # 5500.02 Date: 10:56AM, 26 OCT 05 r q Rev: 580000 User: KW-0606238, Ver5.8.0, 1-Dec-2003 Square Footing Design (c)1983-2003 ENERCALC Engineering Software Description Footing 4 (F1) Page 1 beam s. ecw: Ca I c u lat ions General information Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 mmmmoo'" 'm Dead Load 16.000 k Footing Dimension 4.000 ft Live Load 35.000 k Thickness 14.00 in Short Term Load 0.000 k # of Bars 5 Seismic Zone 2 Bar Size 6 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 145.00 pcf f'c 3,000.0 psi Fy 60,000.0 psi LL & ST Loads Combine Load Duration Factor 1.000 Column Dimension 4.00 in Allowable Soil Bearing 5,000.00 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 Reinforcing Rebar Requirement Actual Rebar "d" depth used 10.375 in As to USE per foot of Width 0.302 in2 200/Fy 0.0033 Total As Req'd 1.210 in2 As Req'd by Analysis 0.0016 in2 Min Allow % Reinf 0.0014 Min. Reinf % to Req'd 0.0021 % Summary 4.00ft square x 14.Oin thick with 5- #6 bars Max. Static Soil Pressure 3,356.67 psf Vu: Actual One-Way Allow Static Soil Pressure 5,000.00 psf Vn`Phi : Allow One-Way Max. Short Term Soil Pressure 3,356.67 psf Vu: Actual Two-Way Allow Short Term Soil Pressure 5,000.00 psf Vn'Phi : Allow Two-Way Alternate Rebar Selections... Mu : Actual 9.00 7 # 4's 4 # 5's Mn ' Phi : Capacity 24.34 3 # 7's 2 # 8's- Footing OK 41.67 psi 93.11 psi 130.76 psi 186.23 psi 3 # 6's 2 # 9's 1 # 10's Monroe eY Newell n r„sv- 6m i i0; W-k.T Srr:,. Sint .LO D-n.:r. Coromdo lJ_3_ User: KW-0606238, Ver 5.8.0, 1-Dec-2003 (c) 1983-2003 ENERCALC Engineering Software umm Description Footing 5 (F2) Title : Vails front Door Dsgnr: AJ Description Scope : Square Footing Design Job # 5500.02 Date: 10:56AM, 26 OCT 05 0 Page 1 beams. ecw: Ca Icu I ation s General Information Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 Dead Load 20.000 k Footing Dimension 5.000 ft Live Load 38.000 k Thickness 16.00 in Short Term Load 0.000 k # of Bars 6 Seismic Zone 2 Bar Size 6 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 145.00 pcf f'c 3,000.0 psi LL & ST Loads Combine Fy 60,000.0 psi Load Duration Factor 1.000 Column Dimension 4.00 in Allowable Soil Bearing 5,000.00 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 Reinforcing Rebar Requirement Actual Rebar "d" depth used 12.375 in As to USE per foot of Width 0.346 in2 200/Fy 0.0033 Total As Req'd 1.728 in2 As Req'd by Analysis 0.0013 in2 Min Allow Reinf 0.0014 Min. Reinf % to Req'd 0.0018% Footing OK 5.00ft square x 16.Oin thick with 6- #6 bars Max. Static Soil Pressure 2,513.33 psf Allow Static Soil Pressure 5,000.00 psf Vu: Actual One-Way 34.85 psi Vn'Phi: Allow One-Way 93.11 psi Max. Short Term Soil Pressure 2,513.33 psf Vu : Actual Two-Way Allow Short Term Soil Pressure 5,000.00 psf Vn'Phi : Allow Two-Way Alternate Rebar Selections... Mu :Actual 10.82 9 # 4's 6 # 5's Mn ' Phi : Capacity 28.17 3 7's 3 # 8's 113.46 psi 186.23 psi 4 # 6's 2 # 9's 2 # 10's Monroe & Nevi ell 17M k7S D , d .t- h-?4r, 6'11660 l...b, ,.:v. n n.rnnnmr n-.1... m _ linnd:nrn•.n__ min.. ,r....~l..rnn User: KW-0606238, Ver 5.8.0, 1-Dec-2003 (c) 1983-2003 ENERCALC Engineering Software Description Footing 6 (F2) Title : Vails front Door Dsgnr: AJ Description Scope : Square Footing Design Job # 5500.02 Date: 10:56AM, 26 OCT 05 Page 1 beam s. ecw: Cal cu I ations General Information Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Dead Load 19.000 k Footing Dimension 5.000 ft Live Load 39.000 k Thickness 16.00 in Short Term Load 0.000 k # of Bars 6 Seismic Zone 2 Bar Size Rebar Cover 6 3.250 Overburden Weight 0.000 psf f'c 3,000.0 psi Concrete Weight 145.00 pcf Fy 60,000.0 psi LL & ST Loads Combine Load Duration Factor 1.000 Column Dimension 4.00 in Allowable Soil Bearing 5,000.00 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 Reinforcing Rebar Requirement Actual Rebar "d" depth used 12.375 in As to USE per foot of Width 0.346 in2 200/Fy 0.0033 Total As Req'd 1.728 in2 As Req'd by Analysis 0.0013 in2' Min Allow % Reinf 0.0014 Min. Reinf % to Req'd 0.0018% Footing OK 5.04ft square x 16.Oin thick with 6- #6 bars Max. Static Soil Pressure 2,513.33 psf Vu: Actual One-Way 34.96 psi Allow Static Soil Pressure 5,000.00 psf' Vn*Phi : Allow One-Way 93.11 psi Max. Short Term Soil Pressure 2,513.33 psf Vu: Actual Two-Way Allow Short Term Soil Pressure 5,000.00 psf Vn'Phi : Allow Two-Way Alternate Rebar Selections... Mu :Actual 10.85 9 # 4's 6 # 5's Mn ' Phi : Capacity 28.17 3 # 7's 3 # 8's 113.80 psi 186.23 psi 4 # 6's 2 # 9's 2 # 10's lonroe R Newell Title : Vails front Door Job # 5500.02 ^ F•,_,°~'^ Dsgnr: AJ Date: 10:56AM, 26 OCT 05 Description a c i mdc b~u_ Scope : - 14'.-.bsir:-..ww.mmnn:..nex:Itmm t=mntl'nm .nv_,m,nin...n..rv:li..mn Rev: 580000 Page 1 User: KW-0606238, Ver 5.8.0, 1-Dec-2003 Square Footing Design (c)1983-2003 ENERCALC Engineering Software beams.ecw:Calculations Description Footing 7 (F2) General Information Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 1 Dead Load 24.000 k Footing Dimension 5.000 tt Live Load 46.000 k Thickness 16.00 in Short Term Load 0.000 k # of Bars 6 Seismic Zone 2 Bar Size 6 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 145.00 pcf f'c 3,000.0 psi Fy 60,000.0 psi LL & ST Loads Combine Load Duration Factor 1.000 Column Dimension 4.00 in Allowable Soil Bearing 5,000.00 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 Reinforcing Rebar Requirement Actual Rebar "d" depth used 12.375 in As to USE per foot of Width 0.346 in2 200/Fy 0.0033 Total As Req'd 1.728 in2 As Req'd by Analysis 0.0016 in2 Min Allow % Reinf 0.6014 Min. Reinf % to Req'd 0.0021 % 5.00ft square x 16.Oin thick with 6- #6 bars Max. Static Soil Pressure 2,993.33 psf Vu: Actual One-Way Allow Static Soil Pressure 5,000.00 psf Vn*Phi : Allow One-Way Max. Short Term Soil Pressure 2,993.33 psf Vu: Actual Two-Way Allow Short Term Soil Pressure 5,000.00 psf Vn*Phl : Allow Two-Way Alternate Rebar Selections... Mu :Actual 12.91 9 # 4's 6 # 5's Mn * Phi : Capacity 28.17 3 # 7's 3 # 8's Footing OK 41.58 psi 93.11 psi 135.38 psi 186.23 psi 4 # 6's 2 # 9's • 2 # 10's M1lonroe & Newell m5 5u K% R.-.n e~ •i. gyn. n s<. aeon User: KW-0606238, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Description Footing 8 (F2) Title : Vails front Door Dsgnr: AJ Description Scope : Square Footing Design Job # 5500.02 Date: 10:56AM, 26 OCT 05 r Page 1 beams. ecw: Calculations General Information Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 Dead Load 25.000 k Footing Dimension 5.000 ft Live Load 43.000 k Thickness 16.00 in ShortTerm Load 0.000 k # of Bars 6 Seismic Zone 2 Bar Size 6 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 145.00 pcf f'c 3,000.0 psi F FY 60,000.0 psi LL & ST Loads Combine Load Duration Factor 1.000 Column Dimension 4.00 in Allowable Soil Bearing 5,000.00 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 Reinforcing Rebar Requirement Actual Rebar "d" depth used 12.375 in As to USE per foot of Width 0.346 in2 200/Fy 0.0033 Total As Req'd 1.728 in2 As Req'd by Analysis 0.0015 in2 Min Allow % Reinf 0.0014 Min. Reinf % to Req'd 0.0020% Summary 5.00ft square x 16.Oin thick with 6- #6 bars Max. Static Soil Pressure 2,913.33 psf Vu: Actual One-Way Allow Static Soil' Pressure 5,000.00 psf Vn'Phi: Allow One-Way Max. Short Term Soil Pressure 2,913.33 psf Vu : Actual Two-Way Allow Short Term Soil Pressure 5,000.00 psf Vn"Phi : Allow Two-Way Alternate Rebar Selections... Mu :Actual 12.51 9 # 4's 6 # 5's Mn ` Phi : Capacity 28.17 3 # 7's 3 8's Footing OK 40.29 psi 93.11 psi 131.16 psi 186.23 psi 4 # 6's 2 # 9's 2 # 10's Monroe & Newell User: KW-0606238, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software EMEIIIN~ Description Footing 9 (F2) Title : Vails front Door Dsgnr: AJ Description Scope : Square Footing Design Job # 5500.02 Date: 10:56AM, 26 OCT 05 r, 2 Page 1 beams. eew: Calcu I at ion s General Information Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Dead Load 28.000 k Footing Dimension 5.000 ft Live Load 57.000 k Thickness 16.00 in Short Term Load 0.000 k # of Bars 6 Seismic Zone 2 Bar Size Rebar Cover 6 3.250 Overburden Weight 0.000 psf f'c 3,000.0 psi Concrete Weight 145.00 pcf Fy 60,000.0 psi LL & ST Loads Combine Load Duration Factor 1.000 Column Dimension 4.00 in Allowable Soil Bearing 5,000.00 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 Reinforcing Rebar Requirement Actual Rebar "d" depth used 12.375 in As to USE per foot of Width 0.380 in2 200/Fy 0.0033 Total As Req'd 1.901 in2 As Req'd by Analysis 0.0019 in2 Min Allow % Reinf 0.0014 Min. Reinf % to Req'd 0.0026 % Footing OK 5.00ft square x 16.Oin thick with 6- #6 bars Max. Static Soil Pressure 3,593.33 psf Vu : Actual One-Way 50.11 psi Allow Static Soil Pressure 5,000.00 psf Vn'Phi : Allow One-Way 93.11 psi Max. Short Term Soil Pressure 3,593.33 psf Vu: Actual Two-Way Allow Short Term Soil Pressure 5,000.00 psf Vn'Phi: Allow Two-Way Alternate Rebar Selections... Mu :Actual 15.56 10 #4's 7 # 5's Mn ' Phi : Capacity 28.17 .4 # 7's 3 # 8's 163.13 psi 186.23 psi 5 # 6's 2 # 9's 2 # 10's Monroe & Novell S- 2%1 11.nn-;f1?.6'_'.n~); fi,-:tt1:.EZ~.EEU= k": Asiir'-n"wn.:nnnmenrx:ltrnm F.,n„l: virn'._rc?:m•.nmrnweltr~xn Title : Vails front Door Dsgnr: AJ Description Scope : Job # 5500.02 Date: 10:56AM, 26 OCT 05 r13 Rev: 580000 User: KW-0606238, Ver5.8.0, 1-Dec-2003 Square Footing Design Page 1 (c)1983.2003 ENE RCALC Engineering Software beams.ecw:Calculations Description Footing 10 (F1) General Information Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 Dead Load 13.000 k Footing Dimension 4.000 ft Live Load 28.000 k Thickness 14.00 in Short Term Load 0.000 k # of Bars 5 Seismic Zone 2 Bar Size 6 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 145.00 pcf f'c 3,000.0 psi LL & ST Loads Combine Fy 60,000.0 psi Load Duration Factor 1.000 Column Dimension 6.00 in Allowable Soil Bearing 5,000.00 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 Reinforcing Rebar Requirement Actual Rebar "d" depth used 10.375 in As to USE per foot of Width 0.302 in2 200/Fy 0.0033 Total As Req'd 1.210 in2 As Req'd by Analysis 0.0012in2 Min Allow % Reinf 0.0014 Min. Reinf % to Req'd 0.0015% Summary 4.00ft square x 14.Oin thick with 5- #6 bars Max. Static Soil Pressure 2,731.67 psf Vu: Actual One-Way Allow Static Soil Pressure 5,000.00•psf Vn*Phi : Allow One-Way Max. Short Term Soil Pressure 2,731.67 psf Vu: Actual Two-Way Allow Short Term Soil Pressure 5,000.00 psf Vn'Phi : Allow Two-Way Alternate Rebar Selections... Mu :Actual 6.66 7 # 4's 4 # 5's Mn ' Phi : Capacity 24.34 3 # Ts 2 # 8's Footing OK 30.93 psi 93.11 psi 90.49 psi 186.23 psi 3 # 6's 2 # 9's 1 # 10's Monroe & Nc,,vell ~s Su a tt R. C..LS'-.)3 User: KW-0606238, Ver 5.8.0, 1-Dec-2003 (c)1983.2003 ENERCALC Engineering Software Description Footing 11 (F4) Title : Vails front Door Dsgnr: AJ Description Scope : Square Footing Design Job # 5500.02 Date: 10:56AM, 26 OCT 05 P Page 1 beam s. ecw: Ca Icu I at ion s General Information Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Dead Load 34.000 k Footing Dimension 6.000 ft Live Load 69.000 k Thickness 18.00 in Short Term Load 0.000 k # of Bars 6 Seismic Zone 2 Bar Size 6 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 145.00 pcf f'c 3,000.0 psi LL & ST Loads Combine Fy 60,000.0 psi Load Duration Factor 1.000 Column Dimension 4.00 in Allowable Soil Bearing 5,000.00 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 Reinforcing Rebar Requirement Actual Rebar "d" depth used 14.375 in As to USE per foot of Width 0.412 in2 200/Fy 0.0033 Total As Req'd 2.471 in2 As Req'd by Analysis 0.0018 in2 Min Allow % Reinf 0.0014 Min. Reinf % to Req'd 0.0024% Summary i] 6.00ft square x 18.Oin thick with 6- #6 bars Max. Static Soil Pressure 3,078.61 psf Vu: Actual One-Way Allow Static Soil Pressure 5,000.00 psf Vn'Phi : Allow One-Way Max. Short Term Soil Pressure 3,078.61 psf Vu: Actual Two-Way Allow Short Term Soil Pressure 5,000.00 psf Vn'Phi : Allow Two-Way Alternate Rebar Selections... Mu :Actual 19.61 13 # 4's 8 # 5's Mn ' Phi : Capacity 27.61 5 # 7's 4 # 8's Footing OK 46.31 psi 93.11 psi 155.61 psi 186.23 psi 6 # 6's 3 • # 9's 2 # 10's Nlorrroe & Newell _ t:n w:~co~so-_a. sett am rfirnm:}n}fi ~.~+y:, r„cSa-:.6zl.uau= Title : Vails front Door Dsgnr: AJ Description Scope : Job # 5500.02 Date: 10:56AM, 26 OCT 05 ri ~ Rev: 580000 Page 1 User: KW-0606238, Ver5.8.0, 1-Dec-2003 Square Footing Design (c)1983.2003 ENERCALC Engineering Software beams.ecw:Calculations Description Footing 12 (F2) General Information Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 nia Dead Load 22.000 k Footing Dimension 5.000 ft Live Load 50.000 k Thickness 16.00 in Short Term Load 0.000 k # of Bars 6 Seismic Zone 2 Bar Size 6 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 145.00 pcf f'c 3,000.0 psi Fy 60,000.0 psi LL & ST Loads Combine Load Duration Factor 1.000 Column Dimension 6.00 in Allowable Soil Bearing 5,000.00 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 Reinforcing Rebar Requirement Actual Rebar "d" depth used 12.375 in As to USE per foot of Width 0.346 in2 200/Fy 0.0033 Total As Req'd 1.728 in2 As Req'd by Analysis 0.0015 in2 Min Allow % Reinf 0.0014 Min. Reinf % to Req'd 0.0020% Footing OK 5.00ft square x 16.Oin thick with 6- #6 bars Max. Static Soil Pressure 3,073.33 psf Vu : Actual One-Way 40.24 psi Allow Static Soil Pressure 5,000.00 psf Vn'Phi : Allow One-Way 93.11 psi Max. Short Term Soil Pressure 3,073.33 psf Vu: Actual Two-Way Allow Short Term Soil Pressure 5,000.00 psf Vn'Phi : Allow Two-Way Alternate Rebar Selections... Mu :Actual 12.41 9 # 4's 6 # 5's Mn ' Phi : Capacity 28.17 3 # 7's . 3 # 8's 122.12 psi 186.23 psi 4 # 6's 2 # 9's 2 # 10's Nloriroe & ;Newell User: KW-0606238, Ver 5.8.0, 1-Dec-2003 (c) 1983-2003 ENERCALC Engineering Software Description Footing 13 (F1) Title : Vails front Door Dsgnr: AJ Description Scope: Square Footing Design Job # 5500.02 Date: 10:56AM, 26 OCT 05 ~f Page 1 beams.ecw: Calculations General information Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 mmi Dead Load 16.000 k Footing Dimension 4.000 ft Live Load 28.000 k Thickness 14.00 in Short Term Load 0.000 k # of Bars 5 Seismic Zone 2 Bar Size 7 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 145.00 pcf f'c 3,000.0 psi LL & ST Loads Combine Fy 60,000.0 psi Load Duration Factor 1.000 Column Dimension 6.00 in Allowable Soil Bearing 5,000.00 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 Reinforcing Rebar Requirement Actual Rebar "d" depth used 10.313 in As to USE per foot of Width 0.302 in2 200/Fy 0.0033 Total As Req'd 1.210 in2 As Req'd by Analysis 0.0012 in2 Min Allow % Reinf 0.0014 Min. Reinf % to Req'd 0.0017% Summary 4.00ft square x 14.Oin thick with 5- #7 bars Max. Static Soil Pressure 2,919.17 psf Vu : Actual One-Way Allow Static Soil Pressure 5,000.00 psf Vn*Phi : Allow One-Way Max. Short Term Soil Pressure 2,919.17 psf Vu: Actual Two-Way Allow Short Term Soil Pressure 5,000.00 psf Vn*Phi : Allow Two-Way Alternate Rebar Selections... Mu : Actual 7.06 7 # 4's 4 # 5's Mn * Phi : Capacity 32.32 3 # 7's 2 # 8's Footing OK 33.19 psi 93.11 psi 97.00 psi 186.23 psi 3 # 6's 2 # 9's 1 # 10's Title : Vails front Door Job # 5500.02 ',4onroe & Nc~ilell Dsgnr: AJ Date: 10:56AM, 26 OCT 05 Description 4 q5 Si t,l v c i. do F)_ b1,- r, u, 6, oD_ N': Fi:-xu'n'.mnn+r. ,u-n'[Itmrn 1 L,nnd'. iirnrenp,rv.nmr.,,:'w elt.;,nrv Scope - Rev: 580000 User: KW-0606238, ver5.8.0, 1-Dec-2003 Square Footing Design Page 1 bearns.ecw:Calculations (c)1983-2003 ENERCALC Engineering Software Description Footing 14 (F3) Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 General Information Dead Load 30.000 k Footing Dimension 5.000 ft Live Load 62.000 k Thickness 18.00 in Short Term Load 0.000 k # of Bars 6 Bar Size 6 Seismic Zone 2 Rebar Cover 3.250 Overburden Weight 0.000 psf f'c 3,000.0 psi Concrete Weight 145.00 pcf Fy 60,000.0 psi LL & ST Loads Combine Load Duration Factor 1.000 00 i 4 Allowable Soil Bearing 5,000.00 psf n . Column Dimension 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 prog ram is according to ACI 318-02 C.2 Reinforcing Rebar Requirement Actual Rebar "d" depth used 14.375 in As to USE per foot of Width 0.389 in2 200/Fy 0.0033 Total As Req'd 1.944 in2 As Req'd by Analysis 0.0015 in2 Min Allow % Reinf 0.0014 Min. Reinf % to Req'd 0.0020% Footing OK 5.00ft square x 18.Oin thick with 6- #6 bars Max. Static Soil Pressure 3,897.50 psf Allow Static Soil Pressure 5,000.00 psf Vu : Actual One-Way 40.81 psi Vn*Phi: Allow One-Way 93.11 psi Max. Short Term Soil Pressure 3,897.50 psf Vu : Actual Two-Way Allow Short Term Soil Pressure 5,000.00 psf Vn*Phi: Allow Two-Way Alternate Rebar Selections... Mu : Actual 16.88 10 #4's 7 # 5's Mn ' Phi : Capacity 32.92 4 # 7's 3 # 8's 132.95 psi 186.23 psi 5 # 6's 2 # 9's 2 # 10's Monroe cQ Newell I iUF W ~nkoap Sv;n. Suie .K1U \'::.h.sit::xn~x.rnn,..r:.n: w:tE. ci•rn Title : Vails front Door Dsgnr: AJ Description Scope : Job # 5500.02 Date: 10:56AM, 26 OCT 05 Imnd:nrn+'-rt~:mnnv.:,,+.:ll::nm Rev: 580000 Page 1 User: KW-0606238, Ver5.8.0, 1-Dec-2003 Square Footing Design beams.ecw:Calculation s (c)1983-2003 ENERCALC Engineering Software Description Footing 15 (F3) General Information Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 r Dead Load 31.000 k Footing Dimension 5.000 ft Live Load 66.000 k Thickness 18.00 in Short Term Load 0.000 k If of Bars 6 Seismic Zone 2 Bar Size 6 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 145.00 pcf f'c 3,000.0 psi LL & ST Loads Combine Fy 60,000.0 psi Load Duration Factor 1.000 Column Dimension 4.00 in Allowable Soil Bearing 5,000.00 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 Reinforcing Rebar Requirement Actual Rebar "d" depth used 14.375 in As to USE per foot of Width 0.389 in2 200/Fy 0.0033 Total As Req'd 1.944 in2 As Req'd by Analysis 0.0016 in2 Min Allow % Reinf 0.0014 Min. Reinf % to Req'd 0.0022% Footing OK 5.00ft square x 18.Oin thick with 6- #6 bars Max. Static Soil Pressure 4,097.50 psf Vu: Actual One-Way 42.97 psi Allow Static Soil Pressure 5,000.00 psf Vn*Phi : Allow One=Way 93.11 psi Max. Short Term Soil Pressure 4,097.50 psf Vu: Actual Two-Way Allow Short Term Soil Pressure 5,000.00 psf Vn*Phi : Allow Two-Way Alternate Rebar Selections... Mu :Actual 17.77 10 #4's 7 # 5's Mn * Phi : Capacity 32.92 4 # 7's 3 • # 8's 139.99 psi 186.23 psi 5 # 6's 2 # 9's 2 # 10's Monroe & Newell 5.11 a v Dcn.;r. Culen,da bu"ff 7Oe.67, -ems: User: Kw-0606238, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Description Footing 16 (F5) Title : Vails front Door Dsgnr: AJ Description Scope : General Footing Analysis & Design Job # 5500.02 Date: 10:56AM, 26 OCT 05 / Page 1 beams. ecw: Calculations General Information Mimi Allowable Soil Bearir Short Term Increase Seismic Zone Live & Short Term Combined f'c Fy Concrete Weight Overburden Weight Code Ref: ACI 318-02, 1991 UbU, ZUUJ IOU, euuo tvrrra ovvv D00.0 psf 1.000 1 3,000.0 psi 60,000.0 psi 145.00 pef 0.00 psf Dimensions... Width along X-X Axis Length along Y-Y Axis Footing Thickness Col Dim. Along X-X Axis Col Dim. Along Y-Y Axis Base Pedestal Height Min Steel % Rebar Center To Edge Distance 6.000 ft 4.000 ft 18.00 in 0.00 in 0.00 in 0.000 in 0.0014 3.50 in Applied Vertical Load... Dead Load 27.500 k ...ecc along X-X Axis 0.000 in Live Load 59.500 k ...ecc along Y-Y Axis 0.000 in Short Term Load k Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis Applied Moments... (pressures @ left & right) (pressures @ top & bot) Dead Load k-ft k-ft k-ft Live Load k-ft k-ft Short Term k-ft Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis Applied Shears... (pressures @ left & right) (pressures @ top & bot) Dead Load k k Live Load k k k Short Term k Mono= .a _ a_ Summary Footing Design OK 6.00ft x 4.00ft Footing, 18.Oin Thick, w/ Column Support 0.00 x O.OOin x O.Oin high DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 3,842.5 3,842.5 psf Max Mu 26.184 k-ft per ft 549 in2 per ft 0 Allowable 5,000.0 5,000.0 psf . Required Steel Area "X Ecc, of Resultant 0.000 in 0.000 in Shear Stresses.... Vu Vn * Phi "Y' Ecc, of Resultant 0.000 in 0.000 in 1-Way 62.219 93.113 psi X-X Min. Stability Ratio No Overturning 1.500:1 2 Way 156.262 186.226 psi Y-Y Min. Stability Ratio No Overturning Footing Design SMOMMEMEM Shear Forces ACI C-1 ACI C-2 ACI C-3 Vn * Phi Two-Way Shear 156.26 psi 117.20 psi 27.69 psi 186.23 psi One-Way Shears... Vu @ Left 62.22 psi 46.66 psi 11.08 psi 93.11 psi Vu @ Right 62.22 psi 46.66 psi 11.08 psi 93.11 psi Vu @ Top 25.43 psi 19.07 psi 4.48 psi 93.11 psi Vu @ Bottom 25.43 psi 19.07 psi 4.48 psi 93.11 psi Moments ACI C-1 ACI C-2 ACI C-3 Ru / Phi As Req'd Mu @ Left 26.18 k-ft 19.64 k-ft 4.64 k-ft 138.4 psi 0.55 in2 per ft 55 in2 per ft si 0 4 ft 138 64 k Mu @ Right 26.18 k-ft 19.64 k-ft 73 k-ft 64k-ft 8 11 . p . - 4. 2.06 k-ft 61.5 psi 0.39 in2 per ft Mu @ Top Mu @ Bottom . . 11.64 k-ft 8.73 k-ft 2.06 k-ft 61.5 psi 0.39 in2 per ft Title : Vails front Door Job # 5500.02 Monroe :Newell Date: 10:56AM, 26 OCT 05 Dsgnr: AJ Description : rto iil. .nkoaF So-:a. Suic 9L ::;v:._„zt , r9 9 Scope . M-1 3DI 6-- n'r6.i,r-nw«.mo„mr-n: wrtta:m , iirnaun:-rr: nnnmr-n-..,; Il.:om. Rev: 580001 Page 2 User: KW-0606238, Ver 5.8.0, 1-Dec-2003 General Footing Analysis & Design beams.ecw:Calculations (c)1983-2003 ENERver Engineering software _CALEC Description Footing 16 (F5) Soil Pressure Summary Service Load Soil Pressures Left Right 50 3,842.50 842 3 DL + LL DL + LL + ST . , 3,842.50 3,842.50 Factored Load Soil Pressures 6,123.25 25 123 6 ACI Eq. C-1 ACI Eq. C-2 . , 4,592.44 4,592.44 ACI Eq. C-3 1,227.00 1,227.00 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 1.700 ACI C-3 Short Term Factor ....seismic = ST 1.100 Used in ACI C-2 & C-3 Top 3,842.50 3,842.50 6,123.25 4,592.44 1,227.00 Bottom 3,842.50 psf 3,842.50 psf 6,123.25 psf 4,592.44 psf 1,227.00 psf 70.750 Add" I "1.4" Factor for Seismic 1.400 0.900 Add"I "0.9" Factor for Seismic 0.900 1.300 Title : Vails front Door Job # 5500.02 Monroe & Newell Dsgnr: AJ Date: 11:39AM, 26 OCT 05 Description . I l~.n,.r ttlz.fi'_ .lrr ?n:zl,z.b:.650'. Scope Page 1 Rev: 580000 User: KW-0606238, Ver5.8.0, 1-Dec-2003 Square Footing Design beams.ecw:Calculations (c) 1983-2003 ENERCALC Engineering Software Description Footing 19 (F1) Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 General Information Dead Load 12.750 k Footing Dimension 4.000 ft Live Load 31.880 k Thickness 14.00 in 5 Short Term Load 0.000 k # of Bars 6 Bar Size Seismic Zone 1 Reber Cover 3.250 Overburden Weight 0.000 psf fc 3,000.0 psi Concrete Weight 145.00 pef Fy 60,000.0 psi LL & ST Loads Combine Load Duration Factor 1.000 Column Dimension 4.00 in Allowable Soil Bearing 5,000.00 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 Rebar Requirement Actual Rebar "d" depth used 10.375 in 200/Fy 0.0033 As Req'd by Analysis 0.0014 in2 Min. Reinf % to Req'd 0.0019% Summary 9- 4.OOft square x 14.Oin thick wit h 5- #6 bars Max. Static Soil Pressure 2,958.54 psf Allow Static Soil Pressure 5,000.00 psf Max. Short Term Soil Pressure 2,958.54 psf Allow Short Term Soil Pressure 5,000.00 psf Mu :Actual 7.97 k-ft / ft Mn ' Phi : Capacity 24.34 k-ft / ft As to USE per foot of Width Total As Req'd Min Allow % Reinf Vu: Actual One-Way Vn'Phi : Allow One-Way Vu: Actual Two-Way Vn*Phi : Allow Two-Way Alternate Rebar Selections... 7 # 4's 4 # 5's 3 # 7's 2 # 8's 0.302 in2 1.210 in2 0.0014 Footing OK 36.88 psi 93.11 psi 115.72 psi 186.23 psi 3 # 6's 2 # 9's 1 # 10's Vail's Front Door Building "D" Parking Garage No. 5500.02 Monroe &Newell Engineers. Inc. Structural Calculations STructural Engineers v,il • D-, • Dill- COL-owtO -Z)E~~ICA) m tom- (C2~ C~_ Monroe & Newell Engineers, Inc. Monroe & Newell Engineers, Inc. SHEET NO. OF ~-y CALCULATED BY~~X DATE `-5 f CHECKED BY DATE SCALE aft L '~R _ A'. e~'~,~1 l °b^3 ? rho, t j l ~5 - ~ a 4 r ` U 7~ ' € z ti- F 14 t ~ 12~. _ ~l, Newell X06 1f k ,~cz ` E~ Monroe & SHEETNO OF Engineers, Inc. . CALCULATED BY - DATE CHECKED BY DATE SCALE ~ I~ JOB Monroe & Newell SHEET OF s~F)o , L Engineers, Inc. NO. CALCULATED BY 51 DATE A _ frS t CHECKED BY DATE SCALE - Lq" ' JOB U t4 ' F { ° Monroe & Newell G DF= " --)@ ~q Engineers, Inc. SHEET NO. CALCULATED BY DATE CHECKED BY DATE k e JOB Monroe & Newell , Engineers, Inc. SHEET NO. OF - CALCULATED BYDATE CHECKED BY DATE 1- 1 Monroe & Newell JOB `~1} `-Cie? Engineers, Inc. SHEET No. OF _ CALCULATED BY DATE_ CHECKED BY DATE J JOB Monroe & Newell / Off. Engineers, Inc. SHEET NO. y r of CALCULATED BY~ DATE CHECKED BY DATE 0 A Monroe & Newell JOB o 4~ Engineers, Inc. SHEET NO. of CALCULATED BY& DATE CHECKED BY DATE 1- 1 JOB LU° f 8- .~F`°°r Monroe & Newell C~' Engineers, Inc. SHEET NO. " ' OF A CALCULATED BY DATE CHECKED BY DATE A Monroe & Newell Engineers, Inc. SHEET NO. OF CALCULATED BY DATE CHECKED BY DATE I ! A,411.7 r . + i~ ilaJs: r[/C a t Monroe & Newell JOB ~ G Engineers, Inc. SHEET NO. OF CALCULATED BY /:4~ DATE 1 F CHECKED BY DATE SCALE t TL 4 -~r . ( t! 2 t C-i 77 77177 7~7~ . i JOB ~ 4k ~-s - Monroe & Newell Engineers, Inc. SHEET NO. OF r CALCULATED BY DATE CHECKED BY DATE SCALE tj . Monroe & Newell Z -='Y Y.:.hzii:-n~ww.mnnm:-n_a1t~s~m Title : Vails front Door Dsgnr: AJ Description Scope : Job # 5500.02 Date: 3:54PM, 3 JAN 06 / C17 Rev: 580005 User: KW-0606238, Ver5.8.0, 1-Dec-2003 Timber Column Design (c)1983-2003 ENERCALC Engineering Software 3T Description Upper Col On Grids M.9 And 4.3 General Information Wood Section Rectangular Column Column Depth Width Sawn ;de Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined 12x12 Total Column Height 13.00 ft Load Duration Factor 1.00 (along y-y axis) 11.50 in Fc 1,000.00 psi (along x-x axis) 11.50 in Fb 1,350.00 psi E - Elastic Modulus 1,600 ksi Douglas Fir - Larch, No.1 Summary Column OK Using : 12x12, Width= 11.50in, Depth= 11.50in, Total Column Ht= 13.00ft DL+LL DL+LL+ST DL+ST fc : Compression 393.42 psi 393.42 psi 112.51 psi Fc : Allowable 904.09 psi 904.09 psi 904.09 psi fbx : Flexural 0.00 psi 0.00 psi 0.00 psi F'bx: Allowable 1,350.00 psi 1,350.00 psi 1,350.00 psi Interaction Value 0.4352 0.4352 0.1245 Stress Details Fc : X-X 904.09 psi For Bending Stress Cales... Fc : Y-Y 904.09 psi Max k'Lu / d 50.00 F'c : Allowable 904.09 psi Le : Bending 23.94 ft F'c:Allow' Load Dur Factor 904.09 psi (Lu-xx "NDS Table 3.3.3 factor) F'bx 1,350.00 psi Rb : (Le d / bA2) A.5 4.998 F'bx' Load Duration Factor 1,350.00 psi Min. Allow k'Lu / d 11.00 Cf:Bending 1.000 For Axial Stress Calcs... Cf : Axial 1.000 Axial X-X k Lu / d 13.57 Axial Y-Y k Lu / d 13.57 Page 1 beam s. ecw: Calcu I at io n s Monroe & Newell F,,„ 1~~ :70' w-L. F 5-. S6, 2pJ J:n.cr_Coler.~3o.~'J_L,' Title : Vails front Door Dsgnr: AJ Description Scope : Job # 5500.02 Date: 3:54PM, 3 JAN 06 Cry irr. n;tl. n,n Rev: 580005 User: KW-0606238, Ver5.8.0, 1-Dec-2003 Timber Column Design Page 1 (c)1983-2003 ENERCALC Engineering Software beams.ecw:Calculations Description Upper Col On Grids M.9 And 4.3 General Information Wood Section Rectangular Column Column Depth (along y-y axis) Width (along x-x axis) Sawn )de Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined r r- It- I- r- I Ac 10x10 Total Cowmn Height r., 13.00 ft Load Duration Factor 1.00 9.50 in Fc 1,000.00 psi 9.50 in Fb 1,350.00 psi E - Elastic Modulus 1,600 ksi Douglas Fir - Larch, No.1 Eccentricity 0.000in Summary Using : 10x10, Width= 9.50in, Depth= 9.50in, DL + LL fc : Compression 576.51 psi Fc : Allowable 846.49 psi fbx : Flexural F'bx : Allowable Interaction Value 0.00 psi 1,350.00 psi 0.6811 0.00 psi 1,350.00 psi 0.6811 Column OK DL+ST 164.88 psi 846.49 psi 0.00 psi 1,350.00 psi 0.1948 Stress Details Fc : X-X 846.49 psi For Bending Stress Calcs... Fc : Y-Y 846.49 psi Max k*Lu / d 50.00 F'c : Allowable 846.49 psl Le : Bending 23.92 ft F'c:Allow * Load Dur Factor 846.49 psi (Lu-xx * NDS Table 3.3.3 factor) F'bx 1,350.00 psi Rb : (Led/ bA2) A.5 5.497 F'bx * Load Duration Factor 1,350.00 psi Min. Allow k*Lu / d 11.00 Cf:Bending 1.000 For Axial Stress Calcs... Cf : Axial 1.000 Axial X-X k Lu / d 16.42 Axial Y-Y k Lu / d 16.42 Total Column Ht= 13.00ft DL+LL+ST 576.51 psi 846.49 psi JOB! Monroe & Newell OF Engineers, Inc. SHEET NO. r(y- ~p CALCULATED BY DATE -CKCn QV DATE SCALE Monroe Newell 1717 kory Sv 5cirz?00 rm ~ 6: t.xt_w 6-__ V h-it. It.. Title : Vails front Door Dsgnr: AJ Description Scope : User: KW-0606238, Ver5.8.0, 1-Dec-2003 Timber Column Desiryn (c)1983.2003 ENERCALC Engineering Software Design Description Upper Col On Grids K.8 And 5.0 Job # 5500.02 Date: 3:55PM, 3 JAN 06 C4) Page 1 beams. ecw: Ca icu I ations ueneral Intormatlon sae tier: Iyan20UI Nus, 2000i2UU3 ItiG, 2UU3 NFHA 5000. vase allowables are user defined Wood Section 12x12 Total Column Height 13.00 ft Rectangular Column Load Duration Factor 1.00 Column Depth (along y-y axis) 11.50 in Fc 1,000.00 psi Width (along x-x axis) 11.50 in Fb 1,350.00 psi Sawn E - Elastic Modulus 1,600 ksi Douglas Fir - Larch, No.1 Unbraced length for "y-y" axis sideways deflection 13.00 ft Unbraced length for "x-x" axis sideways deflection 13.00 ft Lu XX for Bending 13.00 ft Loads Dead Load Live Load Short Term Load Axial Load 12,200.00lbs 30,600.00 Ibs 0.00 Ibs Eccentricity 0.000in Summary Using 12x12, Width= 11.50in, Depth= 11.50in, Total Column Ht= 13.00ft DL+LL DL+LL+ST fc : Compression 323.63 psi 323.63 psi Fc : Allowable 904.09 psi 904.09 psi fbx :.Flexural 0.00 psi F'bx : Allowable 1,350.00 psi 0.00 psi 1,350.00 psi Column OK DL + ST 92.25 psi 904.09 psi 0.00 psi 1,350.00 psi Interaction Value 0.3580 0.3580 0.1020 Stress Details Fc : X-X 904.09 psi For Bending Stress Calcs... Fc : Y-Y 904.09 psi Max k*Lu / d 50.00 F'c : Allowable 904.09 psi Le :Bending 23.94 It F'c:Allow * Load Dur Factor 904.09 psi (Lu-xx * NDS Table 3.3.3 factor) F'bx 1,350.00 psi Rb : (Le d / bA2) A.5 4.998 F'bx * Load Duration Factor 1,350.00 psi Min. Allow k*Lu / d 11.00 Cf:Bending ' 1.000 For Axial Stress Calcs... Cf : Axial 1.000 Axial X-X k Lu / d 13.57 Axial Y-Y k Lu / d 13.57 'Monroe & Newell Title : Vails front Door Job # 5500.02 Dsgnr: AJ Date: 3:56PM, 3 JAN 06 Description : t_ k cF S S 6 m n..et -.L.6 F:rcnd~vi:n+.. .n+nm, i~, w,ll.;rnn Scope : Gl? Timber Column Design Description Upper Col On Grids L.1 And 4.4 General Information )de Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Rectangular Column Column Depth Width Sawn 12x12 (along y-y axis) 11.50 in (along x-x axis) 11.50 in Page 1 beams.ecw: Calcu lations Total Column Height 13.00 ft Load Duration Factor 1.00 Fc 1,000.00 psi Fb 1,350.00 psi E - Elastic Modulus 1,600 ksi Douglas Fir - Larch, No.1 Unbraced length for "y-y" axis sideways deflection 13.00 ft Unbraced length for "x-x" axis sideways deflection 13.00 ft Lu XX for Bending 13.00 ft Loads Dead Load Live Load Short Term Load Axial Load 10,880.00 lbs 27,200.00 Ibs 0.00 Ibs Eccentricity 0.000in Column OK Using : 12x12, Width= 11.50in, Depth= 11.50in, Total Column Ht= 13.00ft DL+LL DL+LL+ST DL+ST fc : Compression 287.94 psi 287.94 psi 82.27 psi Fc : Allowable 904.09 psi 904.09 psi 904.09 psi fbx : Flexural 0.00 psi F'bx : Allowable 1,350.00 psi 0.00 psi 1,350.00 psi 0.00 psi 1,350.00 psi I Interaction Value 0.3185 0.3185 0.0910 Stress Details Fc : X-X 904.09 psi For Bending Stress Calcs... Fc : Y-Y 904.09 psi Max k*Lu / d 50.00 F'c : Allowable 904.09 psi Le : Bending 23.94 ft F'c:Allow * Load Dur Factor 904.09 psi (Lu-xx * NDS Table 3.3.3 factor) F'bx 1,350.00 psi Rb : (Le d / bA2) A.5 4.998 F'bx * Load Duration Factor 1,350.00 psi Min. Allow k*Lu / d 11.00 Cf:Bending 1.000 For Axial Stress Calcs... Cf : Axial 1.000 Axial X-X k Lu / d 13.57 Axial Y-Y k Lu / d 13.57 V11 ~z f - - L s JOB J I i ~ 7r u , e SHEET NO Ci . OF CALCULATED BY- DATE CHECKED BY DATE SCALE N4onroe K Newell Title : Vails front Door Dsgnr: AJ Description D deb L Scope ' Rev: 580005 User: KW-0606238,Ver 5.8.0, 1-Dec-2003 Timber Column Design (c)1983-2003 ENERCALC Engineering Software Description Upper Col On Grids LA And 4.4 Job # 5500.02 Date: 3:56PM, 3 JAN 06 c2~ General Information Wood Section Rectangular Column Column Depth Width Sawn (along y-y axis) (along x-x axis) de Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NI`-HA bUUU. base aiiowaoles are uses uCW ICu gxg Total Column Height 1300 ft Load Duration Factor 1.00 7.50 in Fc 1,000.00 psi 7.50 in Fb 1,350.00 psi E - Elastic Modulus 1,600 ksi Douglas Fir - Larch, No-11 Unbraced length for "y-y" axis sideways deflection 13.00 ft Unbraced length for "x-x" axis sideways deflection 13.00 ft Lu XX for Bending 13.00 It oads Dead Load Live Load Axial Load 10,880.00lbs 27,200.00 Ibs Eccentricity 0.000in mmary Using : 8x8, Width= 7.50in, Depth= 7.50in, Total Column Ht= 13.00ft DL+LL DL+LL+ST fc : Compression 676.98 psi 676.98 psi Fc : Allowable 725.64 psi 725.64 psi fbx : Flexural 0.00 psi 0.00 psi F'bx : Allowable 1,350.00 psi 1,350.00 psi Interaction Value 0.9329 0.9329 Short Term Load 0.00 Ibs Page 1 b e a m s. ec w: C a I c u I at i o n s Column OK DL + ST 193.42 psi 725.64 psi 0.00 psi 1,350.00 psi 0.2666 Stress Details Fc : X-X 725.64 psi Fc : Y-Y 725.64 psi F'c : Allowable 725.64 psi F'c:Allow * Load Dur Factor 725.64 psi F'bx 1,350.00 psi F'bx * Load Duration Factor 1,350.00 psi For Bending Stress Calcs... Max k*Lu / d Le : Bending (Lu-xx * NDS Table 3.3.3 factor) Rb: (Led/bA2)A.5 Min. Allow k*Lu / d Cf:Bending For Axial Stress Calcs... Cf : Axial Axial X-X k Lu / d Axial Y-Y k Lu / d 50.00 23.92 ft 6.186 11.00 1.000 1.000 20.80 20.80 Monroe & Newell !"t Fna: n , 6a i?Ui `.`•"miary. Sb?a. Suit _w Title : Vails front Door Dsgnr: AJ Description Scope : Rev: 580005 rays I User: KW-0606238, Ver5.8.0, 1-Dec-2003 Timber Column Design beams.ecw:Calculations (0)1983.2003 ENERCALC Engineering Software Description Upper Col On Grids L.1 And 4.4 2003 NFPA 5000. Base allowables are user defined 2000/2003 IBC 1997/2001 NDS f R d General information , , : e i e 12x12 Total Column Height 13.00 ft Wood Section Load Duration Factor 1.00 Rectangular Column Column Depth (along y-y axis) 11.50in Fc 1,000.00 psi Width (alongx-x axis) 11.50in Fb 1,350.00 psi E - Elastic Modulus 1,600 ksi Sawn Douglas Fir - Larch, No.1 Unbraced length for "y-y" axis sideways deflection 13.00 ft Unbraced length for "x-x" axis sideways deflection 13.00 ft Lu XX for Bending 13.00 ft Dead Load Live Load Axial Load 10,880.00 1bs 27,200.00 Ibs Eccentricity 0.000in Summary Using : 12x12, Width= 11.50in, Depth= 11.50in, Total Column Ht= 13.00ft DL+LL DL+LL+ST fc : Compression 287.94 psi 287.94 psi Fc : Allowable 904.09 psi 904.09 psi fbx : Flexural 0.00 psi 0.00 psi F'bx : Allowable 1,350.00 psi 1,350.00 psi Interaction Value 0.3185 0.3185 Stress Details Fc : X-X Fc : Y-Y F`c : Allowable F'c:Allow * Load Dur Factor F'bx F'bx * Load Duration Factor Job # 5500.02 Date: 4:01 PM, 3 JAN 06 CZZ Short Term Load 0.00 Ibs 904.09 psi For Bending Stress Caics... 904.09 psi Max k*Lu / d 904.09 psi Le : Bending 904.09 psi (Lu-xx * NDS Table 3.3.3 factor) 1,350.00 psi Rb : (Led/ bA2) A.5 1,350.00 psi Min. Allow k*Lu / d Cf:Bending For Axial Stress Calcs... Cf : Axial Axial X-X k Lu / d Axial Y-Y k Lu / d Column OK DL+ST 82.27 psi 904.09 psi 0.00 psi 1,350.00 psi 0.0910 50.00 23.94 ft 4.998 11.00 1.000 1.000 13.57 13.57 T JOB Monroe & Newell .-OF F t Engineers, Inc. SHEET NO. CALCULATED BY_,JJ' DATE CHECKED BY DATE SCALE U,`~ ~ I e C~ t'0 Monroe Newell Title : Vails front Door Job # 5500.02 «,n Dsgnr: AJ Date: 3:58PM, 3 JAN 06 Description : G Scope :•:-h•n-z:wv: rnm,n+<-nr.,-- LL:nm Rev: 580005 - beams.emCalculation s User:KW-0606238,Ver5.8.0,1-Dec-2003 Timber Column Design Page 1 (c)1983-2003 ENERCALC Engineering Software akwzscwau~ Description Upper Col On Grids 6.5 And H.3 Rectangular Column Column Depth (along y-y axis) Width (along x-x axis) Sawn Unbraced length for "y-y" axis sideways deflection Unbraced length for "x-x" axis sideways deflection Lu XX for Bending 7.50 in 7.50 in 13.00 ft 13.00 ft 13.00 ft Load Duration Factor Fc Fb E - Elastic Modulus Douglas Fir - Larch, No.1 1.00 1,000.00 psi 1,350.00 psi 1,600 ksi Dead Load Axial Load 10,000.00 Ibs Eccentricity 0.000in Live Load Short Term Load 24,000.00 Ibs 0.00 Ibs mmary Using : 8x8, Width= 7 .50in, Depth= 7.50in, Total Column Ht= 13.00ft DL+LL DL+LL+ST fc : Compression 604.44 psi 604.44 psi Fc : Allowable 725.64 psi 725.64 psi fbx : Flexural 0.00 psi 0.00 psi F'bx : Allowable 1; 350.00 psi 1,350.00 psi Interaction Value 0.8330 0.8330 Column OK DL + ST 177.78 psi 725.64 psi 0.00 psi 1,350.00 psi 0.2450 Stress Details Fc : X-X Fc : Y-Y F'c : Allowable F'c:Allow ` Load Dur Factor F'bx F'bx' Load Duration Factor 725.64 psi For Bending Stress Cales... 725.64 psi Max k'Lu / d 50.00 725.64 psi Le : Bending 23.92 ft 725.64 psi (Lu-xx ' NDS Table 3.3.3 factor) 1,350.00 psi Rb : (Led/ bA2) A.5 6.186 1,350.00 psi Min. Allow k'Lu / d 11.00 Cf:Bending 1.000 For Axial Stress Calcs... Cf : Axial 1.000 Axial X-X k Lu / d 20.80 Axial Y-Y k Lu / d 20.80 Monroe K Newell n Fnt,.ec-...~ 1 i. - ,I-.S:-7t'l• Title : Vails front Door Dsgnr: AJ Description Scope : Job # 5500.02 Date: 3:58PM, 3 JAN 06 GZ~ V: 580005 er: KW-0606238, Ver5.8.0, 1-Dec-2003 Timber Column Design 1983-2003 ENERCALC Engineering Software Page 1 beams.ecw: Calculations ..1-.--.:~.- Description Upper Col On Grids 6.5 And H.3 General Information )de Ref: 1997/2001 LADS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Wood Section 12x12 Total Column Height 13.00 tt Rectangular Column Load Duration Factor 1.00 Column Depth (along y-y axis) 11.50 in Fc 1,000.00 psi Width (along x-x axis) 11.50 in Fb 1,350.00 psi Sawn E - Elastic Modulus 1,600 ksi Douglas Fir - Larch, No-1 Eccentricity 0.000in Summary Using : 12x12, Width= 11.50in, Depth= 11.50in, DL + LL fc : Compression 257.09 psi Fc : Allowable 904.09 psi fbx : Flexural 0.00 psi F'bx : Allowable 1,350.00 psi Interaction Value 0.2844 Total Column Ht= 13.00ft DL+LL+ST 257.09 psi 904.09 psi 0.00 psi 1,350.00 psi 0.2844 Column OK DL+ST 75.61 psi 904.09 psi 0.00 psi 1,350.00 psi 0.0836 Stress Details Fc : X-X 904.09 psi For Bending Stress Calcs... Fc : Y-Y 904.09 psi Max k*Lu / d 50.00 F'c : Allowable 904.09 psi Le : Bending 23.94 ft F'c:Allow * Load Dur Factor 904.09 psi (Lu-xx * NDS Table 3.3.3 factor) F'bx 1,350.00 psi Rb : (Le d / bA2) A.5 4.998 F'bx * Load Duration Factor 1,350.00 psi Min. Allow k*Lu / d 11.00 Cf:Bending 1.000 For Axial Stress Calcs... Cf : Axial 1.000 Axial X-X k Lu / d 13.57 Axial Y-Y k Lu / d 13.57 JOB VA (E.-°. " Monroe & Newell r Engineers, Inc. SHEET NO. OF CALCULATED BY DATE CHECKED BY DATE SCALE f2 ~~z Monroe & Netivcll Title : Vails front Door Job # 5500.02 Dsgnr: AJ Date: 3:59PM, 3 JAN 06 Description : GZ l Scope : er: KW-0606238, Ver 5.8.0, 1-Dec-2003 1983-2003 ENERCALC Engineering Software Description Timber Column Design Upper Col On Grids 4.8 And F.4 General Information de Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Wood Section 12x12 Total Column Height 13.00 ft Rectangular Column Load Duration Factor 1.00 Column Depth (along y-y axis) 11.50 in Fc 1,000.00 psi Width (along x-x axis) 11.50 in Fb 1,350.00 psi Sawn E - Elastic Modulus 1,600 ksi Douglas Fir - Larch, No.1 Unbraced length for "y-y" axis sideways deflection 13.00 ft Unbraced length for "x-x" axis sideways deflection 13.00 ft Lu XX for Bending 13.00 ft Loads Dead Load Live Load Short Term Load Axial Load 9,000.00 lbs 22,500.00 Ibs 0.00 Ibs Eccentricity 0.000in Summary Column OK Using : 12x12, Width= 11.50in, Depth= 11.50in, Total Column Ht= 13.00ft DL + LL DL + LL + ST DL + ST fc : Compression 238.19 psi 238.19 psi 68.05 psi Fc : Allowable 904.09 psi 904.09 psi 904.09 psi fbx : Flexural 0.00 psi 0.00 psi 0.00 psi F'bx: Allowable 1,350.00 psi 1,350.00 psi 1,350.00 psi Interaction Value 0.2635 0.2635 0.0753 Stress Details Fc : X-X 904.09 psi For Bending Stress Calcs... Fc : Y-Y 904.09 psi Max k'Lu / d 50.00 F'c : Allowable 904.09 psi Le : Bending 23.94 ft F'c:Allow' Load Dur Factor 904.09 psi (Lu-xx `NDS Table 3.3.3 factor) F'bx 1,350.00 psi Rb : (Le d / bA2) A.5 4.998 F'bx' Load Duration Factor 1,350.00 psi Min. Allow k'Lu / d 11.00 Cf:Bending 1.000 For Axial Stress Calcs... Cf : Axial 1.000 Axial X-X k Lu / d 13.57 Axial Y-Y k Lu / d 13.57 Page 1 beams. eccCalculations vicmrae k- Newell \t': hsi~::~n,.'..~mrnnmr a,cn_!I rnm Title : Vails front Door Dsgnr: AJ Description Scope : Job # 5500.02 Date: 3:59PM, 3 JAN 06 C f, 8 Description 1-Dec-2003 Timber Column Design ineering Software Upper Col On Grids 4.8 And F.4 General Information Wood Section Rectangular Column Column Depth (along y-y axis) Width (along x-x axis) Sawn Page 1 beams. ecw:Calculations ide Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined gxg Total Column Height 13.00 ft Load Duration Factor 1.00 7.50 in Fc 1,000.00 psi 7.50 in Fb 1,350.00 psi E - Elastic Modulus 1,600 ksi Douglas Fir - Larch, No.1 Unbraced length for "y-y" axis sideways deflection 13.00 ft Unbraced length for "x-x" axis sideways deflection 13.00 ft Lu XX for Bending 13.00 ft Loads Dead Load Live Load Short Term Load Axial Load 9,000.00 lbs 22,500.00 Ibs 0.00 Ibs Eccentricity 0.000in Summary Using : 8x8, Width= 7.50in, Depth= 7.50in, Total Column Ht= 13.00ft DL+LL DL+LL+ST fc : Compression 560.00 psi 560.00 psi Fc : Allowable 725.64 psi 725.64 psi fbx : Flexural 0.00 psi 0.00 psi F'bx: Allowable 1,350.00 psi 1,350.00 psi Interaction Value 0.7717 0.7717 Column OK DL+ST 160.00 psi 725.64 psi 0.00 psi 1,350.00 psi 0.2205 Stress Details Fc : X-X 725.64 psi For Bending Stress Calcs... Fc : Y-Y 725.64 psi Max k*Lu / d 50.00 F'c : Allowable 725.64 psi Le : Bending 23.92 ft F'c:Allow * Load Dur Factor 725.64 psi (Lu-xx * NDS Table 3.3.3 factor) F'bx 1,350.00 psi Rb : (Le d / bf,2) A.5 6.186 F'bx * Load Duration Factor 1,350.00 psi Min. Allow k*Lu / d 11.00 Cf:Bending 1.000 For Axial Stress Caics... Cf : Axial 1.000 Axial X-X k Lu / d 20.80 Axial Y-Y k Lu / d 20.80 JOB Monroe & Newell ; Engineers, Inc. SHEET NO. OF 2 ~ f~ CALCULATED BY DATE CHECKED BY DATE SCALE JOB A Monroe & Newell , / ~I,l OF D Engineers, Inc. SHEET NO. ( / CALCULATED BY~ DATE CHECKED BY DATE SCALE r,__ .16 n 4 "70,4 X r / J ) l a 0 ` r f1 JOB E F' k' r ~ f 4 t, f Monroe & Newell SHEET NO of e . Engineers, Inc. CALCULATED BY DATE CHECKED BY DATE SCALE ;Sst 3 Z~ Z PLC 6 r f s , r,( G ' 70 pi p Monroe & Newell rr~~~ww~~~~ of Engineers, Inc. SHEET NO. CALCULATED BY DATE l,•` z= CHECKED BY DATE SCALE L Q V E t Monroe & Newell JOB Engineers, Inc. SHEET NO. OF CALCULATED BY - y DATE CHECKED BY DATE SCALE JOB € 1` °l t t.~ :Y' t E` Monroe & Newell Engineers, Inc. SHEET NO. OF CALCULATED BY DATE CHECKED BY DATE x p _ ~ 770 Q.. . L Monroe & Newell JOB Engineers, Inc. SHEET NO. OF CALCULATED BY_ DATE ,f CHECKED BY DATE SCALE JOB Monroe & Newell 2, _ e Engineers, Inc. SHEET NO. _ CL3 OF Y ' !`®t DATE CALCULATED BY-'A! CHECKED BY DATE SCALE I S f _ . Vtonme & Neese-11 !_:rnd':ren':ertz-in.ninr ,.:w.1l.,nin Title : Vails front Door Dsgnr: AJ Description Scope : Job # 5500.02 Date: 3:16PM, 3 JAN 06 C3o Rev: 580008 User: KW-0606238, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Description Lower Col On Grids LA And 4.5 Page 1 beams.ecw: Calculations General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section HSS8X8X1/4 Fy 46.00 ksi X-X Sidesway : Restrained Duration Factor 1.000 Y-Y Sidesway : Restrained Column Height 17.000 ft Elastic Modulus 29,000.00 ksi End Fixity Pin-Pin X-X Unbraced 17.000 ft Kxx 1.000 Live & Short Term Loads Combined Y-Y Unbraced 17.000 ft Kyy 1.000 Loads Axial Load... Dead Load 33.57 k Ecc. for X-X Axis Moments 0.000 in Live Load 68.71 k Ecc. for Y-Y Axis Moments 0.000 in Short Term Load k ummary Column Design OK Section : HSS8X8X1/4, H eight = 17.00ft, Axial Loads: DL = 33.57, LL = 68.71, ST = 0.00k, Ecc. = 0.000in Unbraced Lengths: X-X = 17.00ft, Y-Y = -17.00ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 0.2297 0.4702 0.6999 0.6999 AISC Formula H1 - 2 0.1713 0.3506 0.5219 0.5219 AISC Formula H1 - 3 XX Axis : Fa calc'd per Eq. E2-1, K*L/r < Cc Stresses Allowable & Actual Stresses Dead Fa : Allowable 20.58 ksi fa : Actual 4.73 ksi Live DL + LL DL + Short 20.58 ksi 20.58 ksi 20.58 ksi 9.68 ksi 14.41 ksi 14.41 ksi Fb:xx : Allow [F3.1] 27.60 ksi 27.60 ksi 27.60 ksi 27.60 ksi fb : xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Fb:yy : Allow [F3.1] 27.60 ksi 27.60 ksi 27.60 ksi 27.60 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values F'ex : DL+LL 35,732 psi Cm:x DL+LL 0.60 Cb:x DL+LL 1.00 F'ey : DL+LL 35,732 psi Cm:y DL+LL 0.60 Cb:y DL+LL 1.00 F'ex : DL+LL+ST 35,732 psi Cm:x DL+LL+ST 0.60 Cb:x DL+LL+ST 1.00 F'ey : DL+LL+ST 35,732 psi Cm:y DL+LL+ST 0.60 Cb:y DL+LL+ST 1.00 Max X-X Axis Deflection 0.000 in at 0.000 ft Max Y-Y Axis Deflection 0.000 in at 0.000 ft Steel Column -W Monroe & Ncxell Title : Vails front Door Job # 5500.02 ^ F.,ar i^ Dsgnr. AJ Date: 3:16PM, 3 JAN 06 Description t'Vi Y:-4, S-1. S_R' G = r . Scope Rev: 580008 Page 2 User: KW-0606238, Ver5.8.0, 1-Dec-2003 Steel Column (c)1983-2003 ENERCALC Engineering Software beams.ecw:Calculations Description Lower Col On Grids L.1 And 4.5 Section Properties HSS8X8X1/4 Depth 8.000 in Weight 24.12 #/ft Values for LRFD Design.... Web Thick 0.233 in IXx 70.700 in4 J 111.000 in4 Width 8.000 in lyy 70.700 in4 Cw 28.10 in6 Flange Thick 0.233 in Sxx 17.700 in3 Zx 20.500 in3 Area 7.10 in2 Syy 17.700 in3 Zy 20.500 in3 Rt 0.000 in Rxx 3.150 in 0.000 Ryy 3.150 in Section Type = HSS-Square Sketch & Diagram Axial DL = 3357k Axial LL = 68J1k Axial ST = Ok 17ft Monroe & Nevi ell n ,,.„M.,..,. t .~,e E Title : Vails front Door Dsgnr: AJ Description Scope : Job # 5500.02 Date: 3:17PM, 3 JAN 06 e ~'q Rev: 580008 Page 1 User: KW-0606238,Ver 5.8.0, 1-Dec-2003 Steel Column (c)1983-2003 ENERCALC Enoineerino Software beams.ecw:Calculations Description Lower Col On Grids LA And 4.5 General Information Code Ref: RISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section W8X35 Fy 50.00 ksi X-X Sidesway : Restrained Duration Factor 1.000 Y-Y Sidesway : Restrained Column Height 17.000 ft Elastic Modulus 29,000.00 ksi End Fixity Pin-Pin X-X Unbraced 17.000 ft Kxx 1.000 Live & Short Term Loads Combined Y-Y Unbraced 17.000 ft Kyy 1.000 Loads Axial Load... Dead Load 33.57 k Ecc. for X-X Axis Moments 0.000 in Live Load 68.71 k Ecc. for Y-Y Axis Moments 0.000 in Short Term Load k Summary Column Design OK Section : W8X35 Height = 17.00ft, Axial Loads: DL = 33.57, LL = 68.71, ST = 0.00k, E cc. = 0.000in Unbraced Lengths: X-X = 17.00ft, Y-Y = 17.00ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 0.2227 0.4558 0.6786 0.6786 AISC Formula H1 - 2 0.1086 0.2224 0.3310 0.3310 AISC Formula H1 - 3 XX Axis : Fa calc'd per Eq. E2-1, K*L/r < Cc XX Axis : I Beam, Maior Axis, (102,000 * Cb / Fv)^.5 L/rT (510,000 * Cb / Fv)^.5 , Fb Per Eq. F1-6 XX Axis; I Beam, Maior Axis, Fb per Eq. F1-8, Fb =12,000 Cb Af / (I * d) YY Axis : Fa calc'd per Eq. E2-1, K*L/r < Cc YY Axis : I Beam. Minor Axis, Passes Table 65.1, Fb = 0.75 F"er Eq. F2-1 Stresses Allowable & Actual Stresses Dead Live Fa : Allowable 14.63 ksi 14.63 ksi fa : Actual 3.26 ksi 6.67 ksi Fb:xx : Allow [F1-6] 28.76 ksi 28.76 ksi Fb:xx : Allow [F1-7] & [F1-8] 28.76 ksi 28.76 ksi fb : xx Actual 0.00 ksi 0.00 ksi Fb:yy : Allow [F1-6] 37.50 ksi 37.50 ksi Fb:yy : Allow [F1-7] & [F1-8] 37.50 ksi 37.50 ksi DL + LL DL + Short 14.63 ksi 14.63 ksi 9.93 ksi 9.93 ksi 28.76 ksi 28.76 ksi 28.76 ksi 28.76 ksi 0.00 ksi 0.00 ksi 37.50 ksi 37.50 ksi 37.50 ksi 37.50 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values F'ex : DL+LL 44,244 psi Cm:x DL+LL 0.60 Cb:x DL+LL 1.00 F'ey : DL+LL 14,841 psi Cm:y DL+LL 0.60 Cb:y DL+LL 1.00 F'ex : DL+LL+ST 44,244 psi Cm:x DL+LL+ST 0.60 Cb:x DL+LL+ST 1.00 F'ey : DL+LL+ST 14,841 psi Cm:y DL+LL+ST 0.60 Cb:y DL+LL+ST 1.00 Max X-X Axis Deflection 0.000 in at 0.000 ft Max Y-Y Axis Deflection 0.000 in at 0.000 ft ii Monroe & Newell D C 1 3 l,'t ' ri^ -h, Title : Vails front Door Dsgnr: AJ Description Scope : Job # 5500.02 Date: 3:17PM, 3 JAN 06 CSI 1-Dec-2003 Steel Column neering Software Description Lower Col On Grids L.1 And 4.5 .d Page 2 beams. ecw Ca Icu I at i on s Section Properties W8X35 Depth 8.120 in Weight 34.99 #/ft Values for LRFD Design Web Thick 0.310 in Ixx 127.000 in4 J 0.770 in4 Width 8.020 in lyy 42.600 in4 Cw 619.00 in6 Flange Thick 0.495 in Sxx 31.200 in3 Zx 34.700 in3 Area 10.30 in2 Syy 10.600 in3 Zy 16.100 in3 Rt 2.200 in Rxx 3.510 in K 0.889 in Ryy 2.030 in Section Type = W Sketch & Diagram Axial DL = 33.57k Axial LL = 68.71 k Axial ST = Ok 17ft A Monroe & Newell JOB 11-2 k LI ^ ti T Inn- e 5 L F' Engineers, Inc. SHEET NO. e° Gov OF ~515 ` CALCULATED BY DATE CHECKED BY DATE SCALE Monroe R Newell Title : Vails front Door Job # 5500.02 Dsgnr: AJ Date: 3:17PM, 3 JAN 06 Description _ 1. 4 m S 5 P.: (_1y } J P: Scope : .~'rhzii w:lturn Fmnlrrn _ ,,n.m. n.a _Ilrnin Rev: 580008 Page 1 User: KW-0606238, Ver5.8.0, 1-Dec-2003 Steel Column (c)1983-2003 ENERCALC Engineering Software beams.ecw:Calculations Description Lower Col On Grids G.5 And 4.8 General Information Code Ref: RISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section HSS8X8X3/16 Fy 46.00 ksi X-X Sidesway : Restrained Duration Factor 1.000 Y-Y Sidesway : Restrained Column Height 17.000 ft Elastic Modulus 29,000.00 ksi End Fixity Pin-Pin X-X Unbraced 17.000 ft Kxx 1.000 Live & Short Term Loads Combined Y-Y Unbraced 17.000 ft Kyy 1.000 Loads _:3--_ m NIS Axial Load... Dead Load 31.10 k Ecc. for X-X Axis Moments 0.000 in Live Load 64.14 k Ecc. for Y-Y Axis Moments 0.000 in Short Term Load k ummary Column Design OK Section : HSS8X8X3/16, Height = 17.00ft, Axial Loads: DL = 31.10, LL = 64.14, ST = 0.00k, Ecc. = 0.000in Unbraced Lengths: X-X = 17.00ft, Y-Y = 17.00ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 0.2802 0.5779 0.8695 0.8695 AISC Formula H1 - 2 0.2098 0.4328 0.6426 0.6426 AISC Formula H1 - 3 XX Axis : Fa calc'd per Eq. E2-1, K*Ur < Cc XX Axis : Appdx B, Tube, In-Plane Slenderness Recalculated YY Axis : Fa calc'd per.Eq. E2-1, K*Ur < Cc Stresses Allowable & Actual Stresses Fa : Allowable fa : Actual Fb:xx : Allow [F3.1] fb : xx Actual Fb:yy : Allow [F3.11 Dead 20.67 ksi 5.79 ksi 27.60 ksi 0.00 ksi 27.60 ksi Live DL + LL DL + Short 20.67 ksi 20.40 ksi 20.40 ksi 11.94 ksi 17.74 ksi 17.74 ksi 27.60 ksi 27.60 ksi 27.60 ksi 0.00 ksi 0.00 ksi 0.00 ksi 27.60 ksi 27.60 ksi 27.60 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values F'ex : DL+LL 36,351 psi Cm:x DL+LL 0.60 Cb:x DL+LL 1.00 F'ey : DL+LL 36,351 psi Cm:y DL+LL 0.60 Cb:y DL+LL 1.00 F'ex : DL+LL+ST 36,351 psi Cm:x DL+LL+ST 0.60 Cb:x DL+LL+ST 1.00 F'ey : DL+LL+ST 36,351 psi Cm:y DL+LL+ST 0.60 Cb:y DL+LL+ST 1.00 Max X-X Axis Deflection 0.000 in at 0.000 ft Max Y-Y Axis Deflection 0.000 in at 0.000 ft _ cmroe R Newell Title : Vails front Door Dsgnr: AJ Description Scope : Job # 5500.02 Date: 3:17PM, 3 JAN 06 C~` Hev: bduuub User: KW-0606238, Ver 5.8.0, 1-Dec-2003 Steel Column Page 2 (c)1983-2003 ENERCALC Engineering Software beams.ecw:Calculations Description Lower Col On Grids G.5 And 4.8 Section Properties HSS8X8X3/16 Depth 8.000 in Weight 18.24 #/ft Values for LRFD Design.... Web Thick 0.174 in Ixx 54.400 in4 J 84.500 in4 Width 8.000 in lyy 54.400 in4 CW 21.30 in6 Flange Thick 0.174 in Sxx 13.600 in3 Zx 15.700 in3 Area 5.37 in2 Syy 13.600 in3 Zy 15.700 in3 Rt 0.000 in Rxx 3.180 in 0.000 Ryy 3.180 in Section Type = HSS-Square Sketch & Diagram Axial DL = 31.1k Axial LL = 64.14k Axial ST = Ok 1711 N4oriroe Newell I-:•. m5 S.. R,,. U J ' 4t'A,i,;:v: rrc:.monm:.ncr;:[t:nm~ E,r,: d'.-sn •nmr.,,.rv r1V-: mn Title : Vails front Door Dsgnr: AJ Description Scope : Job # 5500.02 Date: 3:17PM, 3 JAN 06 ~4 5 Rev: 580008 User: KW-0606238, Ver 5.8.0, 1-Dec-2003 (c)1983.2003 ENERCALC Engineering Software Steel Column Description Lower Col On Grids G.5 And 4.8 Page 1 beams. ecmCalculations General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 1130, 2003 NFPA 5000 Steel Section W8X31 Fy 50.00 ksi X-X Sidesway : Restrained Duration Factor 1.000 Y-Y Sidesway : Restrained Column Height 17.000 ft Elastic Modulus 29,000.00 ksi End Fixity Pin-Pin X-X Unbraced 17.000 ft Kxx 1.000 Live & Short Term Loads Combined Y-Y Unbraced 17.000 ft Kyy 1.000 Loads Axial Load... Dead Load 31.10 k Ecc. for X-X Axis Moments 0.000 in Live Load 64.14 k Ecc. for Y-Y Axis Moments 0.000 in Short Term Load k Column Design OK Section : W8X31, Height = 17.00ft, Axial Loads: DL = 31.10, LL = 64.14, ST = 0.00k, Ecc. = 0.000in Unbraced Lengths: X-X = 17.00ft, Y-Y = 17.00ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 0.2361 0.4869 0.7230 0.7230 AISC Formula H1 - 2 0.1135 0.2342 0.3477 0.3477 AISC Formula H1 - 3 XX Axis : Fa calc'd per Eq. E2-1, K*L/r < Cc XX Axis: I Beam, Maior Axis, (102,000 * Cb / FV)^.5 L/rT r_ (510,000 * Cb / FV)A.5 , Fb per Eq. F1-6 XX Axis : I Beam, Maior Axis, Fb per Eq. F1-8, Fb =12,000 Cb Af / (I * d) YY Axis : Fa calc'd per Eq. E2-1, K*L/r < Cc VV A..... 1 0.,.,..,, hA:..... A..:.- 0---- T. kl OG 1 Ch _ rs 7C Cyr nor C.v C^_i Stresses Allowable & Actual Stresses Fa : Allowable fa : Actual Fb:xx : Allow [F1-6] Fb:xx : Allow [F1-7] & [F1-8] fb : xx Actual Fb:yy : Allow [F1-6] Fb:yy : Allow [Fl-7] & [F1-8] Dead Live DL + LL DL + Short 14.43 ksi 14.43 ksi 14.43 ksi 14.43 ksi 3.41 ksi 7.03 ksi 10.43 ksi 10.43 ksi 25.57 ksi 25.57 ksi 25.57 ksi 25.57 ksi 25.57 ksi 25.57 ksi 25.57 ksi 25.57 ksi 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi 37.50 ksi 37.50 ksi 37.50 ksi 37.50 ksi 37.50 ksi 37.50 ksi 37.50 ksi 37.50 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values F'ex : DL+LL 43,233 psi Cm.x DL+LL 0.60 Cb:x DL+LL 1.00 F'ey : DL+LL 14,581 psi Cm:y DL+LL 0.60 Cb:y DL+LL 1.00 F'ex : DL+LL+ST 43,233 psi Cm:x DL+LL+ST 0.60 Cb:x DL+LL+ST 1.00 F'ey : DL+LL+ST 14,581 psi Cm:y DL+LL+ST 0.60 Cb:y DL+LL+ST 1.00 Max X-X Axis Deflection 0.000 in at 0.000 ft Max Y-Y Axis Deflection 0.000 in at 0.000 ft Monroe R Newell iS 1 5 .5 JL: D Cl.n.i lL_ Y: rh:;n-:wv-...1.on:rr. ~mn:Ra+m Title : Vails front Door Dsgnr: AJ Description Scope : C I wvo User: KW-0606238, Ver5.6.0, 1-Dec-2003 Steel Column (c)1983-2003 ENERCALC Engineering Software Description Lower Col On Grids G.5 And 4.8 Page 2 beam s. ecw: Ca Icu lat i on s Section Properties W8X31 Depth 8.000 in Weight 31.01 #/ft Values for LRFD Design.... Web Thick 0.285 in Ixx 110.000 in4 J 0.540 in4 Width 7.995 in lyy 37.100 in4 Cw 530.00 in6 Flange Thick 0.435 in Sxx 27.500 in3 Zx 30.400 in3 Area 9.13 in2 Syy 9.270 in3 Zy 14.100 in3 Rt 2.180 in Rxx 3.470 in K 0.829 in Ryy 2.020 in Section Type = W Sketch & Diagram Axial DL = 31.1 k Axial LL = 64.14k Axial ST = Ok 17fl Job # 5500.02 Date: 3:17PM, 3 JAN 06 Monroe & Newell Engineers, Inc. SCALE 0 :'Monroe & Nc~,vell N "Or SCE.:- v: Job # 5500.02 Date: 3:17PM, 3 JAN 06 C ~ $ Rev: 580008 User: KW-0606238, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Title : Vails front Door Dsgnr: AJ Description Scope Steel Column Description Lower Col On Grids G.5 And 5.7 Page 1 beams.ecw: Calculations General Information Code Ref: RISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 - u A w . Steel Section HSS7X7X3/16 Fy 46.00 ksi X-X Sidesway : Restrained Duration Factor 1.000 Y-Y Sidesway : Restrained Column Height 17.000 ft Elastic Modulus 29,000.00 ksi End Fixity Pin-Pin X-X Unbraced 17.000 ft Kxx 1.000 Live & Short Term Loads Combined Y-Y Unbraced 17.000 ft Kyy 1.000 Loads Axial Load... Dead Load 23.69 k Ecc. for X-X Axis Moments 0.000 in Live Load 45.09 k Ecc. for Y-Y Axis Moments 0.000 in Short Term Load k Summary Section : HSS7X7X3/16, Height = 17.00ft, Axial Loads: DL = 23.69, LL = 45.09, ST = 0.00k Unbraced Lengths: X-X = 17.00ft, Y-Y = 17.00ft Combined Stress Ratios Dead Live DL + LL AISC Formula H1 - 1 0.2645 0.5034 0.7678 AISC Formula H1 - 2 0.1838 0.3498 0.5336 AISC Formula H1 - 3 Column Design OK Ecc. = 0.000in DL + ST + (LL if Chosen) 0.7678 0.5336 XX Axis : Fa calc'd per Eq. E2-1, K*Lh < Cc XX Axis : Appdx B, Tube, In-Plane Slenderness Recalculated YY Axis : Fa calc'd per Eq. E2-1, K*L/r < Cc Stresses Allowable & Actual Stresses Fa : Allowable fa : Actual Dead Live DL + LL DL + Short 19.18 ksi 19.18 ksi 19.18 ksi 19.18 ksi 5.07 ksi 9.66 ksi 14.73 ksi 14.73 ksi Fb:xx : Allow [F3.1 ] 27.60 ksi 27.60 ksi 27.60 ksi 27.60 ksi fb : xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Fb:yy : Allow [F3.11 27.60 ksi 27.60 ksi 27.60 ksi 27.60 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values F'ex : DL+LL 27,662 psi Cm:x DL+LL 0.60 Cb:x DL+LL 1.00 F'ey : DL+LL 27,662 psi Cm:y DL+LL 0.60 Cb:y DL+LL 1.00 F'ex : DL+LL+ST 27,662 psi Cm:x DL+LL+ST 0.60 Cb:x DL+LL+ST 1.00 F'ey : DL+LL+ST 27,662 psi Cm:y DL+LL+ST 0.60 Cb:y DL+LL+ST 1.00 Max X-X Axis Deflection 0.000 in at 0.000 ft Max Y-Y Axis Deflection 0.000 in at 0.000 ft Monroe & Newell .its aFS 5 Ui U Ci J ~ Asn Rev: 580008 User: KW-0606238, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Description Lower Col On Grids G.5 And 5.7 Page 2 bearns.ecw:Calcu lations Section Properties HSS7X7X3/16 Depth 7.000 in Weight 15.86 #/ft Values for LRFD Design Web Thick 0.174 in Ixx 36.000 in4 J 56.100 in4 Width 7.000 in lyy 36.000 in4 Cw 16.20 in6 Flange Thick 0.174 in Sxx 10.300 in3 Zx 11.900 in3 Area 4.67 in2 Syy 10.300 in3 Zy 11.900 in3 Rt 0.000 in Rxx 2.770 in 0.000 Ryy 2.770 in Section Type = HSS-Square sKetcn & ulagram Axial DL = 23.69k Axial LL = 45.09k Axial ST = Ok Title : Vails front Door Dsgnr: AJ Description Scope : Job # 5500.02 Date: 3:17PM, 3 JAN 06 / ' 4q Steel Column 17ft -M Monroe Newell Title : Vails front Door Job # 5500.02 Dsgnr: AJ Date: 3:17PM, 3 JAN 06 Description iv e m s: •c. U ' t 1. 3 L 6 6 6EIm 3mad. ~-n.r YC.rn.nm--n. x;tl.: o,n Scope : C / Rev: 580008 User: KW-0606238, ver 5.8.o, 1 -Dec-2003 (c)1983.2003 ENERCALC Engineering Software Steel Column Page 1 _ beams. ecw:Calculations Description Lower Col On Grids G.5 And 5.7 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section W8X28 Fy 50.00 ksi X-X Sidesway : Restrained Duration Factor 1.000 Y-Y Sidesway : Restrained Column Height 17.000 ft Elastic Modulus 29,000.00 ksi End Fixity Pin-Pin X-X Unbraced 17.000 ft Kxx 1.000 Live & Short Term Loads Combined Y-Y Unbraced 17.000 ft Kyy 1.000 Loads Axial Load... Dead Load 23.69 k Ecc. for X-X Axis Moments 0.000 in Live Load 45.09 k Ecc. for Y-Y Axis Moments 0 000 in Short Term Load k . MhMM9NMA Column Design OK Section : W8X28, Height = 17.00ft, Axial Loads: DL = 23.69, LL = 45.09, ST = 0.00k, Ecc. = 0.000in Unbraced Lengths: X-X = 17.00ft, Y-Y = 17.00ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula;H1 - 1 0.3042 0.5791 0.8833 0.8833 AISC Formula H1 - 2 0.0957 0.1822 0.2779 0.2779 AISC Formula H1 - 3 XX Axis : Fa calc'd per Eq. E2-2, K*L/r > Cc XX Axis : I Beam, Major Axis, L/rT > (510,000 * Cb / Fv)^.5, Fb per Eq. F1-7 XX Axis : I Beam, Major Axis, Fb per Eq. F1-8, Fb =12,000 Cb Af / (I * d) YY Axis : Fa calc'd per Eq. E2-2, K*L/r > Cc YY Axis : I Beam Minor Axis Passes Table B5 1 Fb = 0.75 Fv per Ea F2-1 Stresses Allowable & Actual Stresses Dead Live Fa : Allowable 9.44 ksi 9.44 ksi fa : Actual 2.87 ksi 5.47 ksi Fb:xx : Allow [Fl-6] 22.18 ksi 22.18 ksi Fb:xx : Allow [F1-7] & [F1-8] 22.18 ksi 22.18 ksi fb : xx Actual 0.00 ksi 0.00 ksi Fb:yy : Allow [F1-6] 37.50 ksi 37.50 ksi Fb:yy : Allow [F1-7] & [F1-8] 37.50 ksi 37.50 ksi fb : yy Actual 0.00 ksi 0.00 ksi Analvsis Values DL + LL DL + Short 9.44 ksi 9.44 ksi 8.34 ksi 8.34 ksi 22.18 ksi 22.18 ksi 22.18 ksi 22.18 ksi 0.00 ksi 0.00 ksi 37.50 ksi 37.50 ksi 37.50 ksi 37.50 ksi 0.00 ksi 0.00 ksi F'ex : DL+LL 42,625 psi Cm:x DL+LL 0.60 Cb:x DL+LL 1.00 F'ey : DL+LL 9,438 psi Cm:y DL+LL 0.60 Cb:y DL+LL 1.00 F'ex : DL+LL+ST 42,625 psi Cm:x DL+LL+ST 0.60 Cb:x DL+LL+ST 1.00 F'ey : DL+LL+ST 9,438 psi Cm:y DL+LL+ST 0.60 Cb:y DL+LL+ST 1.00 Max X-X Axis Deflection 0.000 in at 0.000 ft Max Y-Y Axis Deflection 0.000 in at 0.000 ft lonroe & Ncwcll Title : Vails front Door Dsgnr: AJ _ Description 7 7 U C 1 io p t=f t h-:.. z tf _ Scope : fm„d::irn'rt Yl:.'snllm['n^x'clt:~m Job # 5500.02 Date: 3:17PM, 3 JAN 06 GSA ser: KW-0606238, Ver5.8.0, 1•Dec-2003 Steed CO~Un1tl 11983-2003 ENERCALC Engineering Software Description Lower Col On Grids G.5 And 5.7 X- -M Page 2 beams. ecw: Calculations Section Properties W8X28 Depth 8.060 in Weight 28.02 #/ft Values for LRFD Design Web Thick 0.285 in Ixx 98.000 in4 J 0.540 in4 Width 6.535 in lyy 21.700 in4 Cw 312.00 in6 Flange Thick 0.465 in Sxx 24.300 in3 Zx 27.200 in3 Area 8.25 in2 Syy 6.630 in3 Zy 10.100 in3 Rt 1.770 in Rxx 3.450 in K 0.859 in Ryy 1.620 in Section Type = W sKetcn & yiagram Axial DL = 23.69k Axial LL = 45.09k Axial ST = Ok 1711 fi i r Q~l R r lzsl ort- -Y d pOr p ti4 vy - v~y y yy ' R N, C2~ a\ t~~ ~s y~ ooc~,I ky ~O~ ~v y ~~•v % \ ekI AV (~`Vx~~v~ \v\ ~S Rte'-~ 8~,,~/4"~~ ~ ~`•.~~'v~~v ~ ~ ~ ~ Via; '\V ~ y~\,v \Sl s ~I, \\,t S y \ \ \ All A v v v' S;~ lz~ i ~ p, 'oe 43 V \Sl \n A ; A 'k o, Ox s \ \ lv~ ! wry ~ A i i~ V A \ L1, ucz, 13, \}~~w r p G~ tik S lr\ 5 " O ~y ~g-y~4 \ 7 Is, ~000000~ 1 (i C3 g *?r, Q v~ v v O v \V p, X p 71- - AR~ ~IOb o s ; C IR 8X , \ - s 'Y 1 k -00 \ .i J 4 C-9 A \ J A \ ~r y ~ \ r Is, h\ ~ T n ~t \ i po~ \ Q / V~,\ \ `10 \ \ Oak, \0 O~ D~? OP O" c~ 1 O~ Op OF' c2V o " fol A(O VAO- { V '1\ - X1,1 L - - r, r\j A ~ , ~ 20 N N , N 22 fJ~ tell,, r.N v~ ~ ,A ~ to O~ U ~I oooo-< NA~2 \ N N \ N o \ `off P O VI\ VI\ 'ZA ~\tO VVI goo ~v M1I r , ~ . `\o, ~ , ~~~f~ huh w8xio ~ " \ n Vail's Front Door Building "D" Parking Garage No. 5500.02 Monroe &Newe Structural Calculations Enomnecrs, Inc. . Structural Engineers ~ 4 7:E;e~ D ES f 1) ~~f~~ ~~~~`'~R ~JLi'✓'l''6•` JOB Monroe & Newell I OF Engineers, Inc. SHEET NO. CALCULATED BY -Z-Z- t DATE L+ ~V CHECKED BY DATE SCALE j} I;a ( J f _Gs. IFv- Z' Vv f , . 4 r . .A i,•;- fI eat f~ ~J .......~J / ~"^'..G s Yfl/ t.t`~:/2 Le 0 V'/ L U O cf) O Y Cf) O O 0 -E C\j LO 0O O 0N LO N cc) > r J O O 0 O O U_ ~ N C ~ m cn O 0 L Y O li O Cl) 7 0 J ~ O J U) O NY - 't m N r N r Q Ln ~ pj N O O \o 0 J CIO nO J J -~5 O C) Q cl) L.. N N (r0 d N N O Q Yom- CO > I > J L Y co Q CY) N T 2 0 N N J U C O O C\1 -i L _ 2 LO N J RS JI Q. co > I > J O O > co r Sc r y7 C6 RS ~ O 0 LO 0- 00 Q~ > Q) J Monroe & Newell X06 Engineers, Inc. SHEET NO. OF CALCULATED BY DATE CHECKED BY DATE SCALE Monroe & Newell JOB VF - ~ r-, t"- Seib ;->~-s- z OF 5-3Z-29 o Engineers, Inc. SHEET NO. t4 CALCULATED BY DATE V-6 O CHECKED BY DATE Monroe & Newell JOB Engineers, Inc. SHEET NO. ~ of A CALCULATED BY ~fG/V DATE CHECKED BY DATE SCALE OL 48 LL- JOB U k ~1`f«~°'t r Monroe & Newell SHEET NO. of Engineers, Inc. CALCULATED BY DATE CHECKED BY DATE SCALE Monroe & Newell Engineers, Inc. JOB SHEET NO. OF OIL CALCULATED BY DATE CHECKED BY DATE Monroe & Newell °°B ~ ~ I j Engineers, Inc. SHEET NO. V OF / r f CALCULATED BY DATE V& CHECKED BY DATE SCALE 431 x 40 ti / 75' x2-5' l~ L.L _ t o vlo y, 3 f Monroe & Newell JOB Engineers, Inc. SHEET NO. OF CALCULATED BY DATE / CHECKED BY DATE SCALE Monroe & Newell JOB ta? Engineers, Inc. SHEET NO.`` OF CALCULATED BY=~✓~F v DATE / y CHECKED BY DATE SCALE n "s J J i F i i~ i~ C \ \ d cp i i LIZ 114. ~X ! ll- 14 Iz- 1* 0 0 0 V n~ QW iD a C i IL i ♦1 N ~ n ~o S o rl 7 ~ A U z I I :'~t~--d!! c~o~) J N r ~o i J~ s Z fr I I I - I- I I I i o~ I og I I I I I I I I- I I I I I I I I I I I 1 I I I I I1I~ _ iii 1I \ I DUI ~I I I I 771 I It a r F~ ~ z~ M, 41 w +a s~ N N N~ I I m almo a 1 - I 1 ~ ~ ~ ~ 5 x ~ n ~ ~ ; c 5E u,o SA A o ro r' ~ -Ti ni F p 1 1 oN o d n <n ,Jc o LF~y9! 0;0 -d 0 t7i V' VEIL' £ W yCUA CO GI S oU oz NO O ~y Is,