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HomeMy WebLinkAbout#4 Structural Engineering CalculationsI i Monroe & Newell Engineers, Inc. STRUCTURAL ENGINEERING CALCULATIONS For: Vail's Front Door Building "E" The Chalets at the Lodge at Vail Vail, Colorado M&N # 5500.02 Ih 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. Vail, Colorado Denver, Colorado Dillon. Colorado **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 =f 2005 Plalinum Sponsor The Colorado Chapter ol, I he nmcrican Institute ol'nrchitccls www.monroe-newell.com qk~ 1701 Wynkoop Street • Suite 200 • Denver, Colorado 80202 (303) 623-4927 • FAX (303) 623-6602 . email: denver@monroe-newell.com N d ~ ~ 3' r , O (V 7 Li) z d IU S af` f ~ IU Q d z e 1 J I ~ $ a 4 y I ~ u rrI . i ~ i I ~ to 7 - I i ~ ~ I 1 YM~ y~ of I I n~ O i I i o „vim lw <Lu ~I ~ m j) U_ 0~ ~L~_ i I p N I U1 2 0 y I4 , JJ 1- y a o= I I I© ;j ~ ~ ~ rQ I p M fly . 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I ~ 'r II I i (r t f i i - _ ' ~ I I ' 'I'CI i a ~ { I I i' < I i qs _ b~,ra ' ' Is y I y, j t -r , II , Q' qqQ. a~ I I i o N z ° N Q v wF 0 J F q J- ~0 N Q Kw ILI pp , ~ ~ n ~pOVO Q 1 ~ w N D ~ O NQ D2 F om ILro "IaQ n ° N~ Q ~ N IL= N ~N J° o w~ wIL~mIY °K o n ON ~N V~~~J zU Q p zz fLK Nlu = z~ Q-J ~~(ON~ ZW ~z V ~J Z z {-C Ow OFU K~ Q~ zDz D 0 JQ`~z Q z° IV Q'J 0~ LL ~ 0 Vp LLI~ Z III ~LLJ VJJ~ JW n Il. lO V02 p , ~tY pv_ Iw ;N z JO MOO I-Q 1Q z~ zaaoQ NFO uW C, p ~ =o NIL J Q ow wz zr- ~ww=K n °Z Qz D Q Nd = ON ~p -w ~ QU d- ui Q F z zKO Q 0 ILI aI ~ roN ~z ~Q Ww ~o DL ~-G Wl~~i J IFUI ~0. WO Page 1 of 1 Jeremiah Wendell From: Greg Leuchtmann (gleuchtmann@monroe-newell.com] Sent: Friday, October 07, 2005 10:35 AM To: Jeremiah Wendell Cc: Mark Gee; Sheri Weiland Subject: VFD - Residences Miah, Attached are two sheets in .pd-If format for the Vail's Front Door - Residences. The first sheet is the new loads going on to Building 3 - 2"d level that is different than the equivalent level on , Building 2. In order to have the correct loads going on your residential parking garage, the uniformly distributed load, from the concrete wall on Building 2, will have to be modified slightly (8" wall to 12" wall) before it is used on Building 3. These loads also do not include any loads from the level below or other uniformly distributed loads on other walls. I know this sounds very confusing so when you need a better explanation give me a call The second sheet is the column/load that was not transferred between the 31d level and the 2"d level on Building 2. It is at the intersection of grid lines F & 1. it is a 33 kip load (10.5 k dead / 22.5 k live). Let me know if you have any questions. Greg 1 ni7»nnr, i~ k `~u _~_-.M~ aY ..a+0 v ~ Page 1 of 1 Jeremiah Wendell From: Greg Leuchtmann [gleuchtmann@monroe-newell.com] Sent: Thursday, October 06, 2005 3:15 PM To: Jeremiah Wendell Subject: Vail's Front Door - Res Miah, After reviewing some stuff down here, I realized that I missed carrying a load down from the Second Level on Building 2 to the First Level on Building 2. At the intersection of Grid line F and Grid Line 1 on the first level concrete wail, there is a point load of 33 kips (10.5 k Dead / 22.5 k Live). Give me a call or an emaii if you have any questions. Greg 10/%/2005 11/30/2005 09:38 3036236602 MONROE NEWELL j i , i i Monroe & Newell Engineers, Inc. 1701 Wynkoop ,Street, Suite 200 Denver, Colorado 80202 (303) 623-4927 (303) 623-6602 Fax E-mail: denverQmonroe-new--!! wwa,~:o rce-netae~? com Z~' PACSIivili_,E TStAINSIMiTTAi.. LETTER Date: tiention: Comparlr. Telephone: Fax: FA om Subject: iYlessaae: r,/~j fit! Yt/ - Pages: (inctuding ttxan.smiital)' Project If l ansmitial is not %!s indicete~ please notify sender 2005 P(acinu: t Sponsor The Colorado Chaptcr of The A^mrican (r3tltutc of Archit4 z~ PAGE 01/02 11/30/2005 09:38 3036236602 MONROE NEWELL PAGE 02/02 j( - SIN ! I Td6 sHEA iHHN(~ you ; UP L~ I I S I 4 i if i i ~I dNL" j~~ d~ i t LIN- I i Lrr . I~ !telA LL 3EI- p + i I nz ~^IAl 1. C?NLYI I J! T 1, `I 1• 'I ; I I 1 "7/a:. I II'{ AT AND DaJ~ N 77 'Y+S i t ~ ' i t I~ ~ ~J Iq L f I 17 ~a)- 1 /o" \ t7 77777 { 1 1 I _ OF (1 ff I "9 I ' ! I ' C~bLtJiN I j ~l a. T 1- -4" ~ ( o~L i`- ; I ON.L• ! ,r `~I I j f ! EaF Rt~lr3 !^tALL FL ~r -rilj -W Vail's Front Door Residence Club Mezzanine Lid Design Monroe & Newell Engineers, Inc. } f+f PIP i 5500.02_S105_FINAL.Cpt 1/6/2006 Jw RAM Concept C 2005 Structural Concrete Software, Inc. RAM Concept- is a trademark of RAM International, L.L.C. 1.4.1 Vail's Front Door - 5500.02_S105_FINAL.cpt - 1/6/2006 Units Geometry Units Plan Dimensions: feet Slab Thickness: inches Support Dimensions: inches Angles: degrees Elevations: inches Support Height: feet Loading and Reaction Units Point Force: Kips Line Force: kips/ft Area Force: psf - Report As Zero: 0 Kips - Report As Zero: 0 kips/ft - Report As Zero: 0 psf Point Moment: kip-ft Line Moment: pounds Area Moment: #/foot - Report As Zero: 0 kip-ft - Report As Zero: 0 pounds - Report As Zero: 0 #/foot Spring and Stiffness Units Point Force Spring: kips/in Line Force Spring: ksi Area Force Spring: pci Point Moment Spring: k-ft/°- Line Moment Spring: k/° Area Moment Spring: k/ft° Slab Analysis Units Force: Kips Moment: kip-ft Concrete Stress: psi - Report As Zero: 0 Kips - Report As Zero: 0 kip-ft - Report As Zero: 0 psi Force Per Width: kips/ft Moment Per Width: Kips Deflection: inches - Report As Zero: 0 kips/ft - Report As Zero: 0 Kips - Report As Zero: 0 inches Materials Units Concrete Volume: cu. yds Reinforcing Area. sq. in. PT Force: Kips Rebar Weight: tons Tendon Profile: inches Reinforcing Stress: ksi PT Weight: pounds Cover: inches Miscellaneous Units Floor Area: sq. ft. Density: pcf Elongations: inches Tendon Angles (for friction): radians Units - 1 Vail's Front Door- 5500.02_S105_FINAL.cpt - 1/6/2006 Signs Positive Loads r a~~ Lam'. r' Positive Analysis f L........... T. '~~1R11 ' t f b •ur"i f -AI 1! 1 • 11 ~e Positive Reactions a r 1 IL Signs - 1 Vail's Front Door- 5500.O2_S105_FlNAL.cpt - 1/6/2006 Materials Concrete Mix Mix Density f'ci f'c fcui fcu Poissons User Eci User Ec Name (pcf) (psi) (psi) (psi) (psi) Ratio Ec Calc (psi) (psi) 3000 psi 150 3000 3000 3724 3724 0.2 ACI 8.5.1 (no Wc) 2500000 3000000 4000 psi 150 3000 4000 3724 4978 0.2 ACI 8.5.1 (no Wc) 2500000 3000000 5000 psi 150 3000 5000 3724 6403 0.2 ACI 8.5.1 (no Wc) 2500000 3000000 6000 psi 150 3000 6000 3724 7448 0.2 ACI 8.5.1 (no Wc) 2500000 3000000 PT Systems System Aps Eps fse fpy fpu Duct Width Strands Min Radius Name Type (sq. in.) (ksi) (ksi) (ksi) (ksr). (inches) Per Duct (feet) '/z" Unbonded unbonded 0.153 28000 175 243 270 0.5 1 6 '/i' Bonded bonded 0.153 28000 160 243 270 3 4 6 0.6" Unbonded unbonded 0.217 28000 175 243 270 0.6 1 8 0.6" Bonded bonded 0.217 28000 160 243 270 4 4 8 PT Stressing Parameters System Jacking Stress Seating Loss Anchor Wobble Friction Angular Friction Long-Term Losses Name (ksi) (inches) Friction (11feet) (11radians) (ksi) Yz" Unbonded 216 0.25 0 0.0014 0.07 22 /z" Bonded 216 0.25 0.02 0.001 0.2 22 0.6" Unbonded 216 0.25 0 0.0014 0.07 22 0.6" Bonded 216 0.25 0.02 0.001 0.2 22 Reinforcing Bars Bar As ES Fy Name (ksi) (ksi) (ksi) #3 0.11 29000 60 #4 0.2 29000 .60 #5 0.31 29000 60 #6 0.44 29000 60 #7 0.6 29000 60 #8 0.79 29000 60 #9 1 29000 60 #10 1.27 29000 60 #11 1.56 29000 60 Materials - 1 Vail's Front Door - 5500.02_S105_FINAL.cpt - 1/6/2006 Loadings Loading /Name Type On-Pattern Factor Off-Pattern Factor Self-Dead Loading Self-Weight 1 1 Balance Loading Balance 1 1 Hyperstatic Loading Hyperstatic 1 1 Temporary Construction (At Stressing) Loading Other 1 1 Other Dead Loading Other 1 1 Live Loading Other 0.75 0 Loadings - 1 Vail's Front Door - 5500.02_S105_FINAL.cpt - 1/6/2006 Load Combinations All Dead LC Active Design Criteria: <none> Loading Standard Factor Alt. Envelope Factor Self-Dead Loading 1 1 Balance Loading 0 0 Hyperstatic Loading 0 0 Temporary Construction (At Stressing) Loading 0 0 Other Dead Loading 1 1 Live Loading 0 0 Dead + Balance LC Active Design Criteria: <none> Loading Standard Factor Alt. Envelope Factor Self-Dead Loading 1 1 Balance Loading 1 1 Hyperstatic Loading 0 0 Temporary Construction (At Stressing) Loading 0 0 Other Dead Loading 1 1 Live Loading 0 0 Initial Service LC Active Design Criteria: Initial Service Design Loading Standard Factor Alt. Envelope Factor Self-Dead Loading 1 1 Balance Loading 1.08 1.08 Hyperstatic Loading 0 0 Temporary Construction (At Stressing) Loading 1 1 Other Dead Loading 0 0 Live Loading 0 0 Service LC Active Design Criteria: Service Design Loading Standard Factor Alt. Envelope Factor Self-Dead Loading 1 1 Balance Loading 1 1 Hyperstatic Loading 0 0 Temporary Construction (At Stressing) Loading 0 0 Other Dead Loading 1 1 Live Loading 1 0 Load Combinations - 1 Vail's Front Door- 5500.02_S105_FINAL.cpt - 1/6/2006 Load Combinations (2) Long-Term Service LC Active Design Criteria: Long Term Service Design Loading Standard Factor Alt. Envelope Factor Self-Dead Loading 1 1 Balance Loading 1 1 Hyperstatic Loading 0 0 Temporary Construction (At Stressing) Loading 0 0 Other Dead Loading 1 1 Live Loading 0.5 0.5 DL + 0.25LL LC Active Design Criteria: Minimum Design, DL + 0.25LL Desigr Loading Standard Factor Alt. Envelope Factor Self-Dead Loading 1 1 Balance Loading 0 0 Hyperstatic Loading 0 0 Temporary Construction (At Stressing) Loading 0 0 Other Dead Loading 1 1 Live Loading 0.25 0 Factored LC Active Design Criteria: Minimum Design, Strength Design, Ductility Desigr Loading Standard Factor Self-Dead Loading 1.4 Balance Loading 0 Hyperstatic Loading 1 Temporary Construction (At Stressing) Loading 0 Other Dead Loading 1.4 Live Loading 1.7 Alt. Envelope Factor 0.9 0 1 0 0.9 0 Long-Term Deflection LC Active Design Criteria: <none> Loading Standard Factor Alt. Enveiope Factor Self-Dead Loading 3.35 3.35 Balance Loading 3.35 3.35 Hyperstatic Loading 0 0 Temporary Construction (At Stres sing) Loading 0 0 Other Dead Loading 335 3.35 Live Loading 2.18 2.18 Load Combinations - 2 Vail's Front Door - 5500.O2_S105_F[NAL.cpt - 1/6/2006 Design Rules Minimum Design Minimum Reinforcemeni Initial Service Design Initial Service Design Service Design Service Design Include detailed section analysis Long Term Service Design Sustained Service Design Strength Design Strength Design Punching Shear Design Ductility Design Ductility Design DL + 0.25LL Desigr None Design Rules - 1 O S 7 c (n Q - N d U N 7 U)_ ~ N `°?CD II , c cn C N - m -I 0 -0 0 m N c N CD ' A 3 CD N c (D i L. O Sv O 3 Q - Ch. N - N Q D (D N N (D (D N N (D O N 3 3 0 (n 0 N -o 0 7' U) c 00 O 0 N r m c 00 O 0 13 N N Q 0 (D 7 N< N N W O O ~C N Z c 3 Q cD 0 c 3 N W (D O n O c 3 3 Z c 3 O- (D in O 7 (n O O O N 0 Cn 'O v (D O N r C' CD CO a 0 m r CD (D 'O 7 C w c (D N D m v O 7 N D vi 0 c 0 0 C" (P O O O N I O cn z D r n N O O rn m (D 3 O 7 N O" U) c 3 3 m v_ m U) 0 m I 1 m 0 cn o 3 c 3m =3 c N CD r ~ /n ~ O1 V TD a~ n O C 0 N (D 0 v O m m X33 N ~ y > 3 (3D O n 7 O (7 O O T N u 3 - m m 3 CD N co (D- 0 F 0 0 c 3 M (D 3 (D cn D 00 m 0 U) ~n m m 0 cn 0 0 N r (D a N r N 0 N w O' M (D 3 (D m Q m (D 3 (D m O_ (D N Ln w a- m (D 3 (D 7 m N N 0 N d Q TI to 3 m M (D v 0 N O Q M (D 3 m C) 0 0 m (D K O Q CD N G N N T O 0 0 0 (n 0 0 0 II) U) O Ul T_ Z D r n cD IJ O O m Vail's Front Door, Mezzanine Lid Dead Load Point Load s Live Load Point Load s Number Fx (Kips) Fy (Kips) Fz (Kips) Number Fx (Kips) Fy (Kips) Fz (Kips) 1 0 0 4.8 1 0 0 8.7 2 0 0 8 2 0 0 21.4 3 0 0 4.7 3 0 0 13.3 4 0 0 3.9 4 0 0 4.6 5 0 0 5.5 5 0 0 15.5 6 0 0 0.1 6 0 0 0.4 7 0 0 5 7 0 0 6.7 8 0 0 0.1 8 0 0 0.4 9 0 0 0.6 9 0 0 3.9 10 0 0 0.1 10 0 0 0.3 11 0 0 1.6 11 0 0 4.8 12 0 0 10.6 12 0 0 21.6 13 0 0 3.2 13 0 0 4.3 14 0 0 2.5 14 0 0 2.7 15 0 0 3 15 0 0 13 16 0 0 18 16 1 0 0 27 17 0 0 9 17 0 .0 12 18 0 0 6.2 18 0 0 6.3 19 0 0 2.5 19 0 0 3.5 20 0 0 13.2 20 0 0 24.6 21 0 0 1 3.4 21 0 0 9.5 22 0 0 4.2 22 0 0 15 23 0 0 3.2 23 0 0 6.3 24 0 0 4.3 24 0 0 6.8 25 0 0 32.2 25 0 ~ 0 5.7 26 0 0 6.33 26 0 0 11.7 27 0 0 8.2 27 0 0 13.67 28 0 0 4.7 28 0 0 8.8 29 0 0 5.9 29 0 0 5.3 30 0 ~ 0 5.6 30 0 0 6.1 31 0 01 5.7 31 0 0 10.5 32 0 0 7.7 32 0 0 8.3 33 0 0 5 33 0 0 8.1 34 0 0 22 34 0 0 35.6 35 0 0 4.7 35 0 0 5.3 36 0 0 24.3 36 0 0 105.2 37 0 0 0.7 37 0 0 1.3 38 0 0 9 38 0 0 12.5 39 0 0 0.7 39 0 0 15 40 0 0 5.7 40 0 0 1.3 41 0 0 1.3 41 U 0 1.7 42 0 0 12.8 42 0 0 31.8 43 0 0 27 43 0 0 54.7 44 0 0 1.3 44 0 0 1.7 45 0 0 2.5 45 0 0 5.5 46 0 0 5.7 46 0 0 20.4 47 0 0 15.1 47 0 0 20.3 48 0 0 11.1 48 0 0 8 49 0 0 3 49 0 0 0.2 50 0 0 10 50, 0 0 3.4 51 0 0 0.1 51 0 0 4.7 52 0 0 1.6 52 0 0 11 53 0 0 2.9 53 0 0 8.2 54 0 0 8.5 54 0 0 15 55 0 0 3.9 55 0 0 4.3 56 0 0 2.2 56 0 0 15.1 57 0 0 7.4 57 0 0 12.9 58 0 0 6.1 58 0 0 22.5 59 0 0 10.5 59 0 0 12.7 60 0 0 7.9 60 0 0 5.1 61 0 0 3.4 61 0 0 3.7 62 0 0 1.8 62 0 0 7 63 0 0 3 63 0 0 0.4 64 0 0 0.1 64 0 0 30 65 0 0 121 65 0 0 47.3 66 0 0 6.2 66 0 0 11.3 c(i mdo 0 w CF D a (D 3 m r-+ u p cn ° o n m ~ vo, m C m ~ m3 y (D z N i^U z m c r C" N O d r C CO y Q L11 m m m m m 7 m y'• (Q W o N m 3 m -n x'00 ~ 3 O = 7 no' m c N y' rF• 3 0 m " r 3 2. o O m U 0 N o D Q 0 (n m o m o E r- 3 w =3 n m z ~ c 3 3 (D 7 co -o m 0 f r (n o ~ w Q a M o (D 7 3 N (D m Q M CD 3 m m a m m O m 0 m o~ a r 0 a 0 0 r 0 m a m U7 m p r r w m D : 0 _ n r m-1 c0 N C~ m Z Q ~ Z o o C~. 0 C N r ~ O M (D (D N . 3 N (D a m CD o W SO 0 (D N. tU ~No ~s y Q o N o m r a 3 (D N N O D ~ o r m a 0 Z o 3 c 3 o ~ m m n (D 3 0 (D 2 ~ N r W O (D N O O O CO N c D- m (D 3 (D 0 Ln w m (D 3 (D 7 m n m N r (D r- 0 D) n U O r 0 O Q. N v co v~ m 0 0 0 0 cn cn 0 0 0 N O Ut 'Tl Z D r N O O m Vail's Fron t Door, Mez zanine LIa e Load Li Line Loads d Loads Li v Dead Loa ne /ft s/ft) ki F Fz (kipslft) /ft i s/ft) (ki F Fz (kips/ft) Number ) Fx (kips p y ( Number ) ps Fx (k p y 0 0 0.55 0 15 4 1 1 0 . 0 0 0.1 0 596 3 2 2 0 . 0 0 1 0 3 0 0 1596 3 0 0 . 165 5 4 0 0 8.713 4 . 0 693 6 5 0 . 0 63 3 6 0 . 0 63 3 7 0 . 5 0 693 6 M M 8 0 . 9 0 0 6.693 0 165 5 10 0 . 0 23 3 1 1 0 . 0 0 12 1 0 5 5 12 . 12 0 . 0 0 165 5 0 693 6 13 . 13 0 . 0 0 165 5 0 693 6 14 . 14 0 . 0 0 56 0 0 42 1 15 . 15 0 . 0 0 52 1 0 14 2 16 . 16 0 . 0 0 43 1 0 43 1 17 . 17 0 . 0 0 96 1 0 11 8 18 . 18 0 . 0 0 08 0 0 08 3 19 . 19 0 . 0 0 44 1 0 1 6 20 . 20 0 . 0 08 0 0 08 0 21 0 . 21 0 . 0 0 529 2 0 9 5 22 . 22 0 0 0 64 0 0 48 1 23 . 23 0 . 0 1 6 0 164 24 0 . 24 0 0 0 08 0 0 08 3 25 . 25 0 . 0 0 02 2 0 66 3 26 . 0 . 0 0 08 0 0 08 3 27 . 2 0 . 0 0 08 0 j 0 08 3 28 . 0 . 0 0 0.08 0 08 3 29 0 . 0 0 08 0 0 08 3 30 . 30 0 . 0 0 08 0 0 08 3 31 . 31 0 . 0 0 08 0 0 08 3 32 . 32 0 . 0 0 08 0 0 08 3 33 . 33 0 . 0 0 08 0 0 0 3:08 34 . 34 0 S N 0 (D 01 a r 0 m a r (D r- 0 v a N v v Cp~O m_o0 O N S (D ((D N r-+ 11 > O> 0 Ut O Ln7 oW,~ (C a 3 N (D ~ m (n 7 0 (Cn (%1 - CD Q N m C~ r ~ ~D 0 v r C Q~ Z, Q m m m 3 N r C C CD m m W N N 3 r 0 CD N ~ O O (D7 . C n N r- 7 0 N m o r (D_ O ~ r CL N 0 D N CT o r (D 0 0 0 00 E C 3 a Z m c m 3 9 O N N r CO 7 (D (D o r- 0 cn a N O- o M N (D D (D v o- m m 3 (D O m n m N N N T O 7 0 O O to L K N N O (p m u = co N CD c n ri 3 5' w~o1 r m c Q D m Q ni o N Z O N O w C 3 C m N N ~ cn r cu 9 r m m (=D O n c CD 3 m c m m = N Woo o O < 3 j (D N Q =o nD0 N (n 00 N f- 3 (=D U _ (D w 3 m a W r N (D = o O D r O O < n N (o o 0- - n 3 c o = 3 c N o- 3 D = Q N m ° r m m 3 0 m o 0 E W 3 n _ O N o co 0 lD (=n v o- m (D 3 m Q m (D 3 (D _ m n co N r m r 0 o~ n S r (D r- 0 o~ a N v m Vail's Front Door, Mezzanine Lid Dead Load Area Loads Number Fx (psf) Fy (psf) Fz (psf) 1 0 0 -290 2 0 0 -290 3 0 0 -290 4 0 0 -290 5 0 0 350 6 0 0 -290 7 0 0 -290 Live Load Area Loads Number Fx (psf) Fy (psf) Fz (psf) 1 0 0 100 m o O b N p r"* --7--- m - 3 N m m ~ o ~ rn ` m C N 1.LJ r 11 ~ ~ ' r 11 1 ~ ~ O N J~. ti - I ~ N C ~ 3 0 _ 0 = r 1 - - o Nv m ~ J T v I m J m o N N N l U' N n 1 m n m n i o a r v n 2 n J J LL~ N 1 I 1 1 J N _ f O m m N a r 0 m a D_ r 0 a~ a N 7 n (n 0 0 0 0 cn rn 0 0 0 N I 0 rn Z D r n N O O rn w m o r r v ~m m m F. r u (o 0 3 r z ` n ~o a (rnV J O mcm r 3 c m m~_r O m N N f C m C N d 0 0 N r1 m `D 3 N C . N ro 0 Qom mt < N N p 3 \ V rn ~ o O 0 N YU o N D C - v 3 °r m r m D°) 3 0. m D ^ m m V/ m r 0 F u°~ o v ~ ~ o ~ D Ill ~ (D 3 r ~ o Q v o ~ m m io 3 m ul m o- m 3 m rn (D D V! 0 cn Is 0 CD N O cn I i_l z D r n v Vail's Front Door, Mezzanine Lid Dead Load Column Reactions ID Std. Fr (Kips) Std. Fs (Kips) 17 Std. Fz (Kips) Std. Mr (kip-ft) Std. Ms (kip-ft) 1 0.7 -16.9 140.8 168.6 6.6 2 2.0 1.3 268.3 -13.3 -20.1 -4 3 3 0.4 0 0 6.9 5 -18 722.5 1407 68.7 -185.3 . 0.5 4 5 . -2.2 . 401.1 -57.5 22.0 2 0 6 0.01 0 0 2.8 0.1 . Live Load Column Reactions ID Std. Fr (Kips) Std. Fs (Kills) Std. Fz (Kips) Std. Mr (kip-ft) Std. Ms (kip-ft) 1 0.6 47 84.8 -96.6 2 1.9 -2.2 252.3 -22.11 19.0 - 3 -1.6 446.3 -16 4 4.4 8 0 4 0.8 -7.51 0 -2 57.31 75.4 144.2 20.5 - 8.3 5 6 0.0 . 0.0 0.8 0.11 0.1 Dead Load Wall Reactions ID Fr (Kips) Std Std. Fs (Kips) Std. Fz (Kips) Std. Mr (kip-ft) Std. Ms (kip-ft) Std. Mz (kip-ft) 1 . -35.0 0.0 32.8 0.0 45.4 0.0 0 0 17 35.8 0.0 115.9 0.0 209.5 . 0 0 37 (5.0 0.0 689.0 0.0 5119.0 . 0 0 38 25.0 0.0 208.4 0.0 530.8 1 5 . 0 0 39 0.5 0.0 5.9 7 69 0.0 0.0 . 14.1 . 0.0 44 48 4.7 7 8 0.0 0.0 . 317.0 -0.3 204.3 0.1 51 . 0.6 0.0 55.91 0.0 -19.91 0.0 0 0 68 0:0 0.01 105.9 -0.1 -29.11 . 0 0 75 5.0 0.0 27.01 0.0 0 0 5.2 81.5 . 0.0 99 -0.9 0.0 32.2 1 3 . 0.0 4.4 0.0 102 -24.5 0.0 0 0 . 2?.6 0.0 242.1 0.0 103 5.0 9 3 . 0 0 144.5 0.0 1 215.21 0.0 113 173 . 1 -10 . , 0.0 46.41 0.0 -55.6, 0.0 178 . -3.1 0.0 1.9 070 0 0 16.6 1 24.0 0.0 1 0.0 184 -1.5 0.0 0 0 10.7 1 57.8 . 0.0 296.9 0.0 186 -17.4 0 -5 . 0 0 73.0 0.0 187.2 1 0.0 191 195 . 4 1 . 0.0 -155.3 0.9 23.2 0.0 201 . -1.0 0.0 -52.9 1 0.0 29.6 159 2 0.0 1 0.0 202 -4.7 0.0 1 20.6 -0.5 0 0 . 4 8 0.0 209 -31 0.0 0 0 1 3.1 1 28 . 0.0 . -104.3 0.0 212 222 7.7 1: 0 4 . 0.0 . 12.6 0.0 2.7 1 0.0 0 223 -1.5 0.0 1.2 0.0 2.0 4 7 0. 0 4 226 8.0 0.0 5.1 11 3 0.0 1 0.0 - . -0.9 0.0 235 -0.1 0.0 . Live Load Wall Reactions ID Fr (Kips) Std Std. Fs (Kips) Std. Fz (Kips) Std. Mr (kip-ft) Std. Ms (kip-ft) Std. Mz (kip-ftl 1 . 17.4 0.0 8.9 0.0 0 0 19.0 164.8 0.0 0.0 17 20.9 2 611 0.0 0:0 38.3 379.21 . 0.0 3572.0 0.0 37, 38 . 15.2 0.01 125.5 0.01 333.0 0.0 0 0 39 -0.2 0.01 1.7 39 51 0.0 0 0 0.21 8.0 . 0.0 44 48 3.1 -7.5 0.0 0.01 . 216.0 . -0.1 -59.6 .1 00 0 51 0.0 0.0 26.4 64 5 0.0 1 -0 -28.0 . 0.0 68 75~ -1.4 4.6 0.0 0.0 . 24.0 . 0.0 -7.01 0.0 0 99 0.1 25.7 0.0 -88.0 -3 2 1 0. 0 0 102 -15.4 0.0 0 0 1.4 8.4 0.0 0.0 . 156.4 . 0.0 103 113 3.1 3.5 . 0.0 145.5 0.0 1480.0 0.0 0 0 173 -6.3 0.0 13.2 - 0.0 0 0 -15.1 4 8 . 0.0 178 -0.81 0.0 0 0 0.5 3.0 . 0.0 . 6.8 0.0 184 186 -0.2 -7.2 . 0.0 -21.1 0.0 114.0 0.0 0:0 191 1.8 0.0 24.2 0.0 4 0 57.9 4 8 0.0 195 0.4 0.0 0 0 -57.8 -19 4 . 0.0 . 10.8 0.0 201 202 -0.4 2.3 . 0.0 . 3.7 -0.2 50.4 0.0 0 0 209 1.9 0.0 0.8 0.0 0 0 1.3 9 -28 . 0.0 212 1.1 0.0 0 0 7.8 3.4 . 0.0 . 0.8 0.0 222 223 0.1 0.6 . 0.0 -0.2 0.0 0.6 0.0 0 2 226 3.0 0.0 1.5 0.0 0 0 1 2 0 . 0.0 235 -0.9 0.0 3.2 . . r- Z' (D r n) c): t0 n O' "U S F 17. 1 H-20.9 Fs=-1.52e-f Fs=0.0100435 Fz =38 3 . . Mr=-0.0107 ~ M..{?.3esiCr E sNi- - i M. Gr W -n . `,1 -11 ~y t it a C7 o) C;t jn u cv) cs> (,r ~A7 (f) m p r r-- N (D N <D (D r C . ni v _ n N ] r 0 ur = o fit c O w 3 c o N N , f 0 O N O D D (U (/1 (7 O O N C V1 O ~ C O C O D 3 c 1- N_ Z lU - (D N CD D Ill <D M D N In -U D In ~ p 3 N U O N 3 O N (n V O J V to - ~ I_- 5 O V) ni N -U ro 0 U (U r- n N 0 -.U (1 O i n =T C O 3 ~ a- C (U U a O O 0 C7 r O r D C O D - :3 ID - Q - n C fit v U N L' U ro (U (n 't1 vi r- TI Q- D w 0 r r < o N D N CZ O O O C N =r r N rf t ro N fn 3 r- N (D O N O- 1 N N (1 C) D V (D C X C) O D C N 3 r- 0 N m a m 3 0 D 7 z D c m 3 N U F - o N N C.L v) ~ N N C ril (D 7 (D ro 7 U) tr c fit N 3 tD .7 I11 L1 D Ul N U1 T7 O 0 0 0 u (n 0 0 CD r.J u 101 T1 z A r- 0 U t1J IJ O O m r- N V- m o. n)) n_ 0 C N v_ -11 'lt 'CI (p Cit (p or Q fn C7 r- (p ~ G D (D f- C n (c) -u a r r! 6~1 !lt ~ C (D c m N " (u m Z r o (D (D U n l]_f O < c N C N - N I_ N Z O (OD (D - (D Il_t <0 CD ' 0 ro N ~~'y N U (D (cn \ l O D r-F• w 0 D O C() w (D (D 23. (D O N D O VJ O N. i- 5 o N -=D' D) U ( O _ M Ill n ` U D Y1J 7 O O N CL O Z O C O 7 U) CT N C (p U O v O l n r- o r- C O (D Q W C. Ilt w U (D 0 - O O (D N 'Ei ~1 in r NI D N Q f- O O -rt < N O O C C (n ~ N N rrl 7 D (D VI F- O ( D N Cl- N n n n) (D c 0 o (D N (D C) D O D C N r- O N m Q. (D o (D ~ N z D (N (T r m o U N Q U) < N N C ftl (D N (D U> cr C 11 cD (U .J rll O Q-) (D N N Vi O C 0 O O VI (n v 0 N I 0 (YI ii z J> r- n v u> N O Fr=-17.4 Ft =20.9 Fs=;-'1.52c,-6 Fs=0.000/135 Fz=:8.89 Fr:.=38.3 S (t1r=--1.43E:-6 Ms =>t(~ 'pOQ"D ztrJ Ms= 165 Vail's Front Door, Mezzanine Lid Design Strips Banded Design Stri s Name Top Bar Bor. Shear I Bar Bar Top Cover Sot. SupportWidth 1 Support Width 2 Cover finches) inches Min Be, Loc. I Design For Axial Shear Left Trib 1 1 Right Tnb 1 l Svstem Leas (fee[1 (feet) Left Trib 2 (feet Right Trib 2 feet Calc. Trib. Area (se. Max LLR 1-1 99 1#9 #4 4 1 4 12.1 8.5 stress TRUE beam 1 2 2.807 2.807 2.807 1 2.807 175.8 40 2-1 119 1#9 #4 4 41 8.5 8.5 stress TRUE beam 21 3.642 3.642 1 3.642 1 3.642 202.6 60 3-1 #9 #9 1#4 4 41 12.1 ' 1; tress TRUE beam 2 2.979 2.979 2.979 2.979 172.1 40 d-t #9 #9 #4 4 41 8.5 6.5 stress TRUE beam 2 3.64' 3.6d 3.64 1 3.64 1 210.6 40 5-1 #9 89 I#4 4 41 12.11 36.1 stress TRUE beam 2 3.327 3.327 3.3271 3.327 304.8 40 5-2 #9 #9 #4 4! 41 36.1 - 40.1 stress TRUE beam 2 4.1731 4.173 1 4.173 4.173 141.2! 40 6-1 I#9 1 #9 I#a 41 a 18.51 12.1 stress TRUE beam ! 2 4.1761 4.?76 4.1761 4.776 2512 40 -1 1 #9 #9 #4 41 4 ?2.1 18.11 1 stress I TRUE beam 2 3.54! 3.54 3.54' 3.541 285 40 8-1 B #9 #9 #4 4 4 18.5 72.1 stress TRUE heam 2 4.036 4.036 4.036 4.036 29.92 40 9-1 #9 #9 #4 4 41 12.1, 36.1. stress TRUE beam 2 3.75 3.75- 3.75 3.75 326.11 40 9-2 #9 1 #9 I#4 4 4 36.1 40.1 stress TRUE I beam 2 3.75 3.751 3.75 3.751 375.51 40 10-1 I #9 I #9 #d 4 41 12.1 18.11 stress TRUE beam 21 3.75) 3.75 3.75 3.75 256.5 d0 11-1 #9 #9 I#4 4 41 18.1 72.1 stress TRUE beam I 2 3.8961 3.896 3.8961 3.896 356.3 40 12-1 I #9 #9 1#4 41 41 12.1! 18.1 stress TRUE beam 21 375 3.75 3.75 3.751 2474 40 13-1 #9 #9 1#4 4 41 181' 188 stress TRUE earn 2 0.74991 0.8481 0.74991 0.8481 73.39 40 14-1 1 #6 1 #g 1#d 4 4! 1! 8 ress I TRUE ! b.a^r 21 2.7351 17351 2`1 t 2.7.1,51 269 '0 . a0 15-t #9 #9 1#4 41 41 12.1 8.1 stress TRUE I beam 1 2 1261 1.261 26 1.26 82.07 40 Distributed Desi n Strips Name Top Bar Bot. Bar Shear Bar Top over C 901. Cover Support Width 1 (inches) Support Width 2 Min Bar c. inches Lo Desi n For A 1 xial Svstem Shear Leos Left Trib 1 Right Trib t I Lett Trio 2 (feet) (feet (feet) Right Trib 2 (feet) Cal.. Trio Area fsg. . M ax LLR 16-1 1#6 #6 #4 15 1.51 16.1 B.tistress TRUE one-wavslab) 2 4.2"031 3.767' 4.263 3.767 2.719 40 17-1 #6 #6 #4 15 1.5. 16.1 24.1 stress TRUE lone_ wavslab 2 8.368 13.911 8.368 13.91 68.81 40 18-1 40 1#6 #4 1.5 1.51 16.1 36.1 stress TRUE lone-wavslab 2 5.8751 4.81 5.875 4233 24.28 40 19-1 46 #6 1#4 1 15 1.5 16.1 1 36.1 stress TRUE lone-way slab 2 2.4081 4526 2.408 4.526 26.95 1 40 20-1 #6 #6 1#4 11.51 15 16.1 1 36.1 stress TRUE )one-way slab 21 42951 6.212 5.5 6.212 34.87 40 2?-1 #6 #6 #4 t51 24.1 1 24.1 stress ! TRUE !one-wavslab 2 9.9821 12.5 11.34 125 1 88.82 ) 40 2&1 #6 #6 #4 1.5 15 36.1 36.1 stress TRUE lone-wav slab) 2 5.0541 5.871 5.054 1 4.491 2.828 40 23-1 1#6 #6 #4 1.5 1.5 36.1 36.11stress TRUE Ion-av slab! 2) 3.782 2.884 1 3.782 2.884 1 22.41 40 24-1 #6 1#6 I#4 1.5 1.5 36.1 1 36.1 stress I TRUE one-wavslab 2 2.931 4.?27 2.93 4.127 23.91 40 25-1 !#6 #5 I#4 1,5 1.5. 36.1 36.1 stress 11 TRUE one-wavslab 2 .089 3 1723 4.46 1.723 7;.78 ! 40 26-t #6 #6 #a 1.5 1.5 24.1 1 36.11 stress TRUE one-wav slab1 2 .661 d' 4.2491 4.661 4.249 38.37 40 27-1 1#6 1#6 #4 1.51 1.5 24.1 36.1stless TRUE lone-wav siabi 2 2.5871 2.7611 2.587 2.764 2677 1 40 28-1 #6 !#6 #4 1.51 15 24.1 1 36.1 stress TRUE lone-way siabi 21 3.682 5.8951 5.204 5.895 1 55.78 1 40 29-1 1#6 #6 #4 15 1.5 36.1 24.1 stress TRUE lone-way stab 2 4.2421 4.551 4.242 2.921 42.8 1 40 30-1 46 #6 #4 1.51 1.5 36.1 24.1lstress TRUE one-wav slao! 2 2.86 2.151 2.86 1 2.151 26.71 40 31-7 #6 1#6 I#4 1.51 1,51 36.1 1 241stress TRUE lone-wav stab 21 3.447 5.0021 3.447 5.002 44.8 40 32-1 #6 ^ Ik:~~ 1.5 15 36.1 24.1 stress TRUE lone-wav slab) 21 3.726 _14471 5.823 1 2.447 1 42.65 40 33-1 1 #6 6 1#4 LS 1.51 24.1 36.1 stress TRUE lone-wavslab 2 2.102' 3.07 5 2.102 1.955 1 14.15 . d0 34-1 1#6 46 #4 1 151 1.5 36 36.1 stress TRUE lone-wav slaol 2 5x131 4.93 1 5.913 4.931 55.94 ! 40 34-2 1#6 1#6 #4 t5. 15 "H' ! 36AIMr.- I TRUE one-wavslab 5.9131 3.4371 5.913 1 3.437 39°7 1 a0 35-1 146 1#6 #4 ( 1.51 151 24.1 36.11 saess TRUE lone-Way slab 21 25 2.6921 25 2.692 26.61 4U 36-1 1#6 #6 194 1.51 1.Si 24.1 36.1srress TRUE lone-wav siabi 21 3-325, 3.9151 3.325 1 3.919 1 37.3 1 40 36-2 #6 #6 I#d 15' 1.51 36.1 stress 31 TRUE 'one-wavslab) 21 2.61 3.9?9 2.6 1 3.919 1 26.29 40 37-1 1#6 1#6 I#4 ?.511 1.51 24.1 1 36.1 stress TRUE one-wav slaol 21 4A23 1.875 1 4.071 1.875 1 72.22 1 40 37-2 146 I#6 1#4 1.51 1.51 36.1 1 36.1lstress TRUE one-wavslab) 21 4.011 2.6. 3.998 2.6 17.21 1 40 38-1. #6 #6 I#4 1.51 1.5 36.11 3611 t,..s TRUE lone-wayslabl 21 5.064 6.14 5.064 6.74 80.66 40 39-1 1#6 #6 I#4 181 1,51 36.1 36.11 stress TRUE lone-wavs1ab! 21 1.8751 1.8751 1.875 1.875 37.24 1 40 40-1 #6 1#6 1#4 I 15 1.51 36.11 36.1 lst.... I TRUE lone-wav siabi 21 2.204 22561 2.204 2.2561 42.96 40 41-1 1#6 146 #4 1.51 1,51 36.11 36.1!stress TRUE lone-wav slao' 21 3.3481 1.875 5.0371 1875 33.58 40 42-1 #6 #6 #4 1 1.5! 1.5 36.1 36.1 stress TRUE lone-way slab1 2 2.827 2.7241 2.827 1.604 2.18fi 40 43-1 #6 #6 1#4 151 15 36.1 36.11 stress TRUE tone-wavsiab' 21 2.849 2.3421 2.849 2.342 22.44 40 44-1 I#9 ?1.9 I#4 1 4 a 24.1 36.11 stress TRUE Ibeam 2 0.76"031 2.47 0.7502 2.47 743.7 40 45-1 (#6 #6 #4 1.51 151 36.1 36.11 stress TRUE lone-wayslab1 21 5.1291 42861 5.129! 4.286 6125 40 46-1 #6 #6 #4 151 1.5 36.1 36.11 stress TRUE !one-wayslabl 2 1.875i 1.789 1.875 1.789 35.62 40 47-7 #6 #o" '#4 1.Si ?.51 36.1 36.1 stress TRUE onQ-way 31161 21 4.2291 1.4651 4.229 1.465 55.14 dU 48-; #6 I#6 I#4 ?.5 t51 36.1 36.1 stress TRUE lone-wav siabi 2 0.8904 1.3391 0.8904 1.3391 20.51 40 49-^. #6 I#6 #4 1.51 1.51 36.7 36.11 stress I TRUE one-wavslab) 21 34481 1.8751 5137 1.875 36.23 40 50-1 #6 #6 314 1 1.51 151 36.1 36.1 stress TRUE one-wavslab 21 6.4501 5.45 .456 6 4.329 43.67 40 5?-1 #0 #6 .4 1.51 15 36.1 l 36.1 stress TRUE .one-way slab) 21 2948 1.875 2948 . 1.8751 21.92 40 52-1 #6 I#6 SW 1.5, ' 1.51 36.11 36.1 stres s TRUE lone-wavslab ! 21 2.307 2.51 .307 1 2.5 21.85 40 53-1 #6 #6 N. 11 .5 1.51 36.1 36.1 stress TRUE one-wavslab ) 21 5.619 4.9311 9 06 4.931 42.54 40 54-1 #6 #6 1#4 1 1.5 1.51 3fi.1 36.1 stress TRUE lone-wavslab) 2 1.9151 3.285 1915 3.285 14.361 40 55-1 #fi #6 #4 ?.51 15 36.1 36.1 stress TRUE one-way also) 21 1.7921 1.792 1.7921 1.7921 76.721 40 56-1 #6 #6 #4 1al 1.5 36.1 36,11 stress ! TRUE lone-wavslab) 2 2.0141 2.917 2.014 2.917 23.08 40 57-1 #6 #6 I#4 1 ? .511 1.51 3"0.11 3111,1-, TRUE lone-wavslab 2 4.5211 2.131 4 521 2.137 31.121 d0 58-7 #6 #6 1#4 1 1 51 1St 36.11 36.11 stress TRUE loneway siabi 1 2 5.647! 1.98. 5847, 168 33 of 40 59-1 1#6 1#6 #4 1.51 1.51 36.11 36.11 stress TRUE lone-wavslab' 2 1 1.98 3.947! 1.98 3.947 13.77 40 60-1 #6 #6 1 7.5 15' 36.1 36.1 s TRUE lone-wavslab 2 1135 13.68 11.331 13.681 205.9 40 61-1 #6 #6 #a 1.5 ?S - 36.1 36.1 stress TRUE one-wavslab) 2 1.913 2.065 1.913 2.065 7103 60 62-1 #6 #6 I#4 1.5 1.5 36.11 36.1 stress TRUE one-wavslab 2 3.2521 3.651 33.2521 3.6511 19.37 40 63-1 #6 #6 I#4 15 1.51 36.1 36.1 stress ! TRUE one-wav slab 2 1.251 1.25 1.25 1.25 11.76 40 64-? #6 #6 44 1S 1S' 36.11 36.1)stress TRUE one-way siso 21 22261 2.0871 2.2261 2.0871 20.22 40 65-1 p6 #6 #4 1.5 1.5 36.11 36.1 stress 1 TRUE tune-wavsiab 2 1251 1.251 125 1.251 11.55 40 66-1 #6 #6 #4 1.51 1.51 36.11 36.tlstress TRUE lone-wav stab! 21 284dl 2.5"041 2.844 2.564 17.81 40 66-2 #6 #6 #4 1.5 1.51 36.1 18.5 stress TRUE one-wavslab' 2 2.8441 3.952 2.844 3.952 21.96 40 67-1 1#fi #6 #4 1.51 151 36.11 36.1(stress I TRUE one-way siabi 21 1.1991 1.1991 1.1991 1.1991 11.2 40 684 111#9 1#9 #4 4 41 01 781 stress 1 TRUE (beam 2 0.75 2.5 0.751 2.5 673.91 40 69-7 #6 I#6 I#a 1.5 1.5 36.1 8.1 stress I TRUE one-wavslab) 21 9.3991 6.814! 9.383 6.814 52.92 40 70-1 #6 #6 I#C 1.51 36.1 12.1 stress TRUE one-wav stab 21 8.593 6.127 8.593 6.729 41.22 40 77-1 #6 #6 #4 15 151 36.1 24.1 stress TRUE one-wayslabl 2 8.53 10.841 8.531 10.84 106.5 40 72-1 #9 I#9 #4 I 4 411 36.1 36-1!stress I TRUE beam ) 2! 0.75 1079 AN 1.079 57.41 40 73-1 #6 #6 1#4 1.5 1.51 25 24.1 stress TRUE one-wav slab 21 6.7811 6452 7.0231 6.452 76.84 40 7a-1 #6 #5 I#a 1.Si 1.5 25 18.1 stress TRUE one-wayslabl 2 4.928 5.654 4.928 5.654 17.98 40 75-1 1#6 #6 104 1 1.51 1.5 18.1 B.11 stress TRUE lone-wavstab 21 65361 5.332 6.963! 5.332 35.511 40 U (D (/1 W Q7 01 (D c O. O (D co v m 1~!~ it ~11 'll ? 1 - (n K p p u 0mm~ (D N N \V In cn -o (Q. . 0 W W ~cC~ N (D ((DD 0- r p n (D (n-. W N (D p . ~ (n 0 0 ~ ~ 3 N c ~ (n W m p N oo~Q (D z C N o Q Nib a. 0 p V /1 / ) C r~ N U -0 Cl) Z C Q (D y G N (n ~l O 7 p O O Ut C71 O O O N I _W O Ut TI Z D r n -o cn N C. O m i 1 1 ~ CJt Q) lT1 i s I I I I 1 III I I~ : I I co ' I > L~ N IV I f 1 l I cn v 91 y s7 I ! 1 l 1 O7 i s Ul N 1_ , cn A U7 r J! I , O1 01 ~ (77 ~ I (h I C,ta i 1 I F N I G7 1 µ I 1 1 n' 1 0> I y - I ~ ~ rx 1',I x ~.I Cf) E~ ED (n n (D CD J J Cf) C/) o G. (D N c m (n z (n o r-* n> o N o-- O w a a 1 m . m C ~ ~ CD Cr N r m - T) (D 0)(~~,r+ -t CT U) O (n (D.o~~ r+ (cl _(D w (D s ~J= J Lo. v Cf) N z - C ~(Q (D 0 m N CO O C r- J Q O Vl (D a c O z C 3 77 O Vail's Fron t Door, Mez zanine uu e Load Li Line Loads d L e Loads Li v oa Dead n ft s/ft) ki F Fz (kips/ft) /ft ki F s/ft) (ki F Fz (kips/ft) Number ) Fx (kips/ p y ( Number ) ps x ( p y 0 0 55 0 0 15 4 1 . 1 0 . 0 0 1 0 0 596 3 2 . 2 0 . 0 0 1 0 0 596 3 3 . 3 0 . 0 0 165 5 0 713 8 4 . 4 0 . 0 0 165 5 0 693 6 5 . 5 0 . 0 0 84 0 0 63 3 6 . 6 0 . 0 0 84 0 0 63 3 7 . 7 0 . 0 0 165 5 0 693 6 8 . 8 8 0 . 0 0 165 5 0 693 6 9 . 0 . 0 0 165 5 0 165 5 10 . 10 0 . 0 53 0 0 23 3 11 0 . 11 0 . 0 12 1 0 5 5 12 0 . 12 0 . 0 0 165 5 0 693 6 13 . 13 0 . 0 0 165 5 0 693 6 14 . 14 0 . 0 0 56 0 0 42 1 15 . 15 0 . 0 0 52 1 0 14 2 16 . 16 0 . 0 0 1 43 0 43 1 17 . 17 0 . 0 0 1 96 0 11 8 18 . 18 0 . 0 0 08 0 0 08 3 19 . 19 0 . 0 0 44 1 0 1 6 20 . 20 0 . 0 0 08 0 0 08 0 21 . 21 0 . 0 0 529 2 0 9 5 22 . 22 0 . 0 0 64 0 0 48 1 23 . 23 0 1 . 0 0 1 6 0 64 3 24 . 24 0 . 0 0 0 08 0 08 3 25 . 25 0 . 0 0 Q2 2 0 66 3 26 . 26 . 0 0 08 0 0 08 3 27 . 27 . 0 0 08 0 4 0 08 3 28 . 28 . 0 0 08 0 ~ 0 08 3 29 . 29 0 . 0 0 08 0 - 0 08 3 30 . 30 . 0 0 08 0 0 08 3 31 . 31 0 . 0 0 08 0 P EI 0 08 3 32 . 32 0 . 0 0 0 08 0 08 3 33 . 33 0 . 0 0 0 08 0 0 3.08 34 . 34 cnm00 O m (D m r+ r. ~ m cn ~ o ~n• rn~ '0 c ° N 0 CD m \ {J (D N 0 y CT (D - C) N Z c° r N N O n r c CD N m m ~ (D cn m' (nn cu N CD u) CD C / N 3 o r m 0 r Cl) (D_ r Q N0 N D Q 0 N o (D n ~ 0 0 E m 3 ° D z m c m 3 3 m N in _r co 7 (D (D o r- 0 m ~ a a' o m N (D 3 (D w Q M N 3 (D m n (D N O (D 0 (D N d r O m a r (D r 0 0 a N N cn m_ p < ~ m m ::r 5. r C. u > > co c) CD Wow r MET-1CO 3 D , m m ~R Z Q N N Z 0 N w m (D Cr C m 3 c u N N ~ c, r N r m m ° m (n O N C (D m c m m ~ N U) mco p3 0 3 CL) WN o ~ m N. Q o ~ ~ N o nDo ~ (n c a r 3 m n m Q 3 v, m ao r o m Q r O 0 < n co P. O c n c O 3 C N Q 3 D m 0 w m < r m m ~ 3 n m 0 o c W 3 0. m N m 0 W O m (:n' C, O N O' M m 3 m Q m m 3 m m n m N r m r- 0 m a r m r- 0 N CL N m Vairs Front Door, Mezzanine Lid- I Dead Load Area Loads Number Fx (psf) Fy (psf) Fz (psf) 1 0 0 -290 2 0 0 -290 3 0 0 -290 4 0 0 -290 5 0 0 350 6 0 0 -290 7 0 0 -290 Live Load Area Loads KNumber, Fx (psf) Fy (psf) Fz (psf) 1 0 0 100 O S fD O CD d 00 d a D r- 0 N 0. -n w m p 0 O v 3 m n ~ ~ p rf' N T N V N 'o a ~ lD c 2 N O N ~ Z N D o (D `D \ V ^ Z N C N < N Q r C j y N O m w N 3 N ^ £ a p 1-1~ O C VI N 3 O i m y m m 0 N ~ r N D N Q a o Z O O Q o N 3 V YJJ J m m (n 3 r N m ~ a TI _r N N m ° m o 3 z N c 3 N Q N N Q r m m fD r N O m m a c N z r 3 m N N r 0 N a 0 G v vi 0 00 0 cn Cn O O O IN 0 cn z D r n N O O rn v)m0 r 3 a rn V N p ~ ~ V m ~ m r 3 c m m ~ r O C /"1 F y ~ 1.L~ vz° o y m~ m N c . c m N ~ o m ~ o /`LV~ N CI (7 O o N D C 3 m ° O m 3 a Co m o r 2 v a C ° 3 ~ D S LI m ~ m m 3 r o D < o' o N RI fD 3 m v) a m m 3 m m 0 N LB O UI I T_ z D r n v Vail's Front Door, Mezzanine Lid Dead Load Column Reactions ID Std. Fr (Kips) Std. Fs (Kips) Std. Fz (Kips) Std. Mr (kip-ft) Std. Ms (kip-ft) 1 0.7 -16.9 140.8 -168.6 -6.6 2 2.0 -1.3 268.3 -13.3 -20.1 3 0.4 6.9 722.5 68.7 -4.3 4 0.0 -18.5 140.7 185.3 0.5 5 -2.2 -5.7 401.1 -57.5 22.0 6 0.0 1 0.0 2.8 0.1 0.2 Live Load Column Reactions td.Fs(Kips) Std. Fz (Kips) Std. Mr (kip-ft) 7 84.8 96.6 -6 .1 2 252.3 22.1 -19.0 M M 6 446.3 -16.4 4.4 5 57.3 75.4 8.0 .0 144.2 -20.5 83 .0 0.8 0.11 0.1 Dead Load Wall Reactions ID Std. Fr (Kips) Std. Fs (Kips) Std. Fz (Kips) Std. Mr (kip-ft) Std. Ms (kip-ft} Std. Mz (kip-ft) 1 -35.0 0.0 323 0.0 45.4 0.0 17 353 0.0 115.9 0.0 209.5 0.0 37 6.0 0.0 689.0 0.0 5119.0 0.0 3g 25.0 0.0 208 4 0.0 530.8 0.0 39 -0.5 0.0 5.9 0.0 1.5 0.0 0 0 44 4.7 0.0 69.7 0.0 3 0 14.1 204 3 . 0.1 48 -8.7 0.0 " 317.0 56 91 - . 0 0 . -19.9 0.0 51 68 0.6 0.0 0.0 0.0 . 105.9 . -29.7 0.0 75 5 0 0.0 27.0 0.0 -5.2 O.D 99 . -0.9 0.0 322 0.0 81.5 0.0 102 24.5 0.0 3.1 0.0 -464 0.0 0 0 103 5.0 0.0 27.61 m 0.01 242.1 . 113 3.9 0.0 1 144.5 0.0 215.21 0.0 173 -101' 0.0 46.41 060 -55.6 0.0 178 -361 0.0 1.9 O.D I 16.61 0.0 184 1.5 0.0 10.7 O.O j mm. I 24.0 1 0.0 186 4 -17 0.0 1 -57.8 0.0 , 296.9 1 0.0 191 . -5.0 0.0 73.6 0.0 187.2 0.0 195 4 1 0.0 -155.3 0.9 23.2 0.0 201 . -16 0 0.0 -52.9 1 0.0 -29.6 0.0 202 4 7 0.0 20.6 1 0.5 159.2 0.0 209 . 3.1 0.0 2 3.1 1 0.0 4.8 0.0 0 0 212 7 7 .0 0!0 28.1 0.0 -1043 . . 222 . 1 -0.4 060 12.6 0.0 2.7 1 0.0 223 1.5 0.0 -1.2 0.0 00 -2.0 47 A20~ 1 0 0 . Live Load Wall Reactions ID Std. Fr (Kips) Std. Fs (Kips) Std. Fz (Kips) - Std. Mr (kip-ft) Std. Ms (kip-ft) Std. Mz (kip-ft) 1 4 -17 0.0 8.9 0.0 9.0 0.0 17 . 20 9 0.0 38.3 0.0 164.8 0.0 37 . 2.6 0.0 379.21 0.0 3572.D 0.0 38 15.2 0.0 125.5 0.01 333.0 0.0 39 -0.2 0.01 1.7 0.0 0 01 02 8.0 0.0 0.0 44 48 3.1 -7 5 0.0 0.01 39.5 216.0 . -0.1 -59.6 0.1 51 . 0 0 0.0 26.4 0.0 0.0 68 . -1.4 0.0 - 64.5 -0.1 -28.0 0.0 0 0 75 4.6 0.0 24.0 0.0 0 0 -7.0 0 -88 0 0.0 99 -1.2 0.0 0 0 25.7 14 . 0.0 . -3.2 0.0 102 103 15.4 3.1 . 0.0 8.4 0.0 156.4 0.0 113 3.5 0.0 145.5 0.011 01 0 1480.0 1 -15 0.0 0.0 173 -6.3 8 -0 0.0 0 1 0 13.2 0.5 . 0.0 . 4.8 0.0 178 184 . -0-2 . 0.0 3.0 0.0 6.8 0.0 186 -7.2 0.0 -21.1 0.0 114.0 0.0 0 0 191 -1.8 . 0.0 24.2 0.0 57.9 4 8 . 0 0 195 0.4 0.0 0 0 57.8 19 4 0.4 0.0 . 10.8 . 0.0 201 202 -0.4 -2.3 . 0.0 3.7 0.2 50 0.0 209 -1.9 0.0 0.8 0.0 0 0 3 28 9 0.0 0.0 212 1.1 0.0 0 0 7.8 4 3 . 0.0 . 0.8 0.0 222 223 -0.1 -0.6 . 0.0 . -0.2 0.0 -0.6 0.0 226 -3.0 0.0 1.5 0.0 0 0 -1.1 0 2 0.2 0.0 235 -0.9 0.0 3.2 . . D co fn p ( 0 O (t - O (D N = ID _-4. O II l0 p 7 0 m~1) ~ _ C j m N~ (D m N z m D m N o o z r- C (D N m O 3 a r ~ 0 (D O TI lD ~ - = N C o (p ~ r m a 0 0 (D (D n C . CU N 11 ° _ t - f;l j~l rl P li (O p ~ N 3 \ V n O CS) > U'1 "O r (D O 73 (:J G) Ic c') P (J) N J 3 o 4.) U1 O r-+ 7 N Q> v O - N . U o 2 U) C 0 1 CL - O U OG O ^ \ D O 1 L! r gy O ~ ( p C O D U) = C U IIl 0 O ~ . Cl- (D < 71 7 co N C !n1 ~ m (jl TI N N o r- ~ N U) r N O Q ~ C, r(I - N cD O p N (D 7 1 D m r 0- N Cl) (D O. n pj r- ° m O 7 111 13. . « x N (D N m N m N m n y n - D N - N r 0 (11 n 0 0 7 N N ll ( 00 v Q m C (D N 0 (D v m n. 0 n) a (D m a) n 0 N D) 1-1-.35 F-r=35.13 Fs-- 3, 06e.-F) 1=s>-(7.000763 F7=32.8 f='z=-116 S Mr=-3.43e.-6 fvh=-0.0,14 7 N1 =~1`~3Joor~ o= 4"a Nis=209 0 3 (D <7 N N CL r O 0) a 0 m m p 0 U) N v m 73 :S rl --35 Fr-35.6 Fs=-3,06e-6 Fs-0.000763 Fz=32.8 Fz=116 Mr::=-3,43e43 (vii=-0.0447 Pris="li~?OOC) l1=zbN Ms---209 O :D Cf ril U - D @ N n S O (p 1~` N ~ ~ r-- O II 7 t (D J ^ v ' . O N 3 (D U, O r O nl 14 N 0 m m C 3m m 21 (D ~ z N g D N o u. z O C < C O 1 3 N N O ` m 7 N r C 1 y J W (D / ' - 7 (n Li. Rl N 0 (U (n r - ' U O N 0 (D ~ 7 (D N O n C ( ~ •(p -15 'il r ) ~ _ N m ID N O (D r r ff :3 C) N lf If `v • c) « ~ to 'o 0) ~ m v ~ 1JJ c N' n ci Cf) 3 0 Ul p) ' rT, -v O v (D V~ O O U) C D C1 v U O Q O < p n, (D YL 7 C) n 7 O v (D c O 3 ~ C [Ti O O N a - N I1 J A) E N N -Ti N D o r (D N r O o 0- M N O O O 9 (D N D N C r Cf) (D - . C) q f N O 7 Ill CL (D N ] N X (D C N rn (i D D N N O N CL O N D (D N 0 N a G N C (D N Vail's Front Door. Mezzanine Lid Design Strips Banded Desi n S trips Name Top Bar Bot. Bar Shear Ber Top Cover Bot. t Cover Support Width 1 inches) Support Width 2 inches Min Bar Loc. I Desion For Axial System Shear Left-rib 1 Right Trib 1 Leas (feet) (feet) Left Trib 2 Right Trib 2 ( feet (feet Calc. Trib Area Iso . . Max 11 11.1 1-1 #9 1#9 #4 4 4 12.1 8.5 stress TRUE beam 2 2.807 2.807 1 2.8071 2.807 175. 8 40 2-1 1#9 #9 #4 G 4 8.5 85 stress TRUE (beam 3.642 "3.642 1 3.6421 3.642 1 202. 61 40 3-1 #9 #9 (#4 4 4 12.1 8.5 stress TRUE beam 21 2.979 2.979 2.979 2.979 172. 1. 40 4-1 #9 #9 04 4 4 1 8.5 8.5 stress TRUE Ibeam 2 3.64 3.64 3.641 3.64 1 210. 6 40 5-1 #9 #9 1#4 4 4 1 12.1 36.7 stress TRUE beam 2 3.327 3.327 3.327 3.327 304. 8 40 5-2 #9 #9 1Yd 4 4 1 36.1 40.1 stress TRUE I beam 2 4.1731 4.173 4.1731 4.173 141. 2 40 6-1 #9 #9 #4 GI 4 18.51 12.1 stress ! TRUE beam 2 4.176 4.176 4.776 4.175 251. 2 40 7-1 #9 #9 #4 1 4' 4' 12.1 18.1 1 stress 1 TRUE beam 21 3.541 3.54 3.541 3.541 28 5 40 8-1 #9 #9 #4 4 4 18.5 12.1 stress TRUE I beam 2 4.036 4.036 4.036 d.036 29.9 2 40 9-1 #9 #9 #4 q 4 92.1, 36.1 stress TRUE beam 21 3.75 3.75' 3.75 3.75 326. 1 40 #9 #9 1 #4 4 4 36.1 40.1 stress TRUE beam 2 3.751 3.75 3.75 3.751 375.5 1 40 10-1 1 #9 #9 #4 1 41 4 12.1 18.7 stress TRUE beam 3.751 3.75 21 3.75 3.75 25.5 b 40 11- 11-1 #9 #9 I #a 4 4 18.1 12.1 stress TRUE beam 2 3.8961 3.896 3.8961 3.896 356.3 1 40 12-1 #9 #9 1 #4 4 4 12.11 18.1 stress 1 TRUE I beam 2 3?5 3.75 3.75 3.75 247.4 40 13-1 #9 #9 1'}4 41 41 18.51 188 stress TRUE beam 2 0.7499 0.8481 j 0.7499 0.6481 _ 73.39 60 14_1 I #9 #9 #4 4, 41 1, 8. stress TRUE I boom 2.735! 2.7351 2.73 '351 X 269.6 1 ?5-1 #9 #9 #4 41 G 12.1 8.1 stress TRUE I beam 2i 1.261 1.26! 1.261 1.26 82.07 1 a0 Distributed Design Strips Top Name Bar Bot. Bar Shear Bar lop Cover " Cover Support Width 1 (inches) Support Width 2 inches) Min Bar Loa Desi n For A i Shear xial! System Leas Left Trib 1 Right Trib 11 Left Trib 2 feet) (feet) (feet Right Trib (feet 2 Ca!c. Trio Area (sg. . Max LLR 16-; #6 #6 #4 ?5 1.51 16.1 8.t lstress TRUE one-way stab) 2 4.263 3.767 4.2"03 1 3.767 2.719 40 17-1 #6 #6 #4 151 1.5 16.1 24.1 stress TRUE lone-wavslab 2 8.368 13.911 8.368 13.97 68.81 40 18-1 #6 #6 #4 15 1.5 1E.1 36.1 stress TRUE lone-way slab 2 5.8751 4.81 5.875 4.233 24.28 40 19-1 #6 #6 1#4 1 1.5 1.5 16.1 1 36.1 1stress TRUE one-wavslab 2 2.408 4.526 2.408 4526 2695 40 20-1 #6 #6 1#4 1.51 1.5 16.1 36.1 stress I TRUE one-way slab 2 4.2951 6.212 5.5 1 6.212 34.87 40 21-1 #6 #6 1#4 - 1.51 24.1 1 24.1 stress 1 TRUE lone-way slab 2 9.982 12.5 11.34 12.5 1 88.82 1 40 22-1 1#6 #6 #4 1.51 1S 36.1 36.1 stress TRUE one-way slab' 2 5.054- 5.871 5.054 4.491 2.828 1 40 23-1 #6 #6 #4 1.5 1.5 3E. 1, 36.t lstress TRUE lone-way slab 21 3.782 2.8841 3.782 2.884 1 22.41 40 24-1 #6 #6 1#4 7.5 , 2 1 36.1 1 36.1 stress TRUE one-way slab 2 2.931 4.1271 2.93 4.127 1 23.91 1 40 25-' #6 1#6 #4 1.51 i ! , 36.1 36.7 stress TRUE one-wavslab 2! 3.089 7.123 4.46 1.723 11.78 40 26-1 #6 #6 #4 1.5' 1.5 24.1 36.1 stress TRUE one-way slab 2 4.661 4.2491 4.661 4.249 38.37 1 40 27-1 #6 #6 #4 1.51 1.5 24.1 36.7 stress TRUE lone-wavslab ) 2 2.5871 2.7641 2.587 2.764 28.77 40 28-1 #6 I#'6 1#4 t5 15 24.1 1 36.1 1 stress TRUE one-way slab) 2 3.6821 5.8951 5.204 5.895 1 55.78 40 29-1 I#6 #6 #4 1 1.51 1.51 36.1 24.1 stress TRUE one-way slab 21 4.2421 4551 4.242 2.921 42.8 1 40 30-1 #6 #6 #4 1.5 1.5 36.1 24.1 stress TRUE one-.a, stab ) 21 2.861 2151 2.86 2.151 26.71 40 31-1 #6 #6 1#4 1.5 1.5 36.1 1 24.1 stress TRUE one-veav slab 2 3.447 5.0021 3.447 5.002 1 44.8 40 32-1 #6 _ ~ #6 #4 1.5 L51 36.1 24.1 stress TRUE lone-wav slab 2 3.726 447 5.823 1 2447 42.65 1 40 33-1 #6 #t6 tk 1.51 1.51 24.1 36.1 stress TRUE one-wavslab) 2 2102' 3.075 2.102 1.955 1 14.15 40 34-; #6 #6 #4 1.51 ?S 24.1 3fit lstress TRUE one-way slab' 2 5.913 4.931 5.913 4.931 55.941 40 3a-2 #6 I#6 #a I 1.5 1.51 36.1 . 3fi.1 1 stress TRUE one-wav stab 2 5.9131 3437 5,913 1 3.437 39.97 40 35-7 #6 #6 I#4 1 1,5I _ 1S1 24.1 3"o.l lstress TRUE lone-..v slab 2 2.5 2.6921 25 2.692 26.811 40 36-1 I#6 #6 #4 1SI 1St 24.1 1 36.7 stress TRUE lone-way slab1 2 3.3251 3.919 3.325 1 3.919 1 37.31 40 36-2 1#6 #6 #4 151 151 36.7 36.1 stress TRUE one-wavslab) 2 2.61 3.919 2.6 3.919 1 2E.29 40 37-1 #6 #6 194 151 151 24.1 1 3"o.t shoss TRUE one-wav slaoi, 2 4.0231 ?.875 011 4. 1.875 72.221 40 37-2 #fi #6 I#4 151 751 36.1 1 36.1 1 stress I TRUE lone-way s!abi 21 4.011 2.6 3.998 2.6 72211 40 38-' #6 #6 I ?.51 1.5 36.1 1 36.1 1 stress TRUE lone-wavslab 2 1 5.064 6.14 5.064 6.14 80.64 40 39-1 40-1 #6 #6 #6 #E I#4 #4 1 151 1.51 181 151 36.1 36.1 1 36A 36.1 I-ess 1 stress I TRUE TRUE lone-way slab) lone-wav slab 1 1 2 21 1.8751 2.204 1.875 2256 1.875 2204 1.875 2.256 1 37.241 4296 40 40 41-? #6 #6 I #4 1.81 1.51 3611 36.1 stress TRUE one-wavslab 21 3.3481 1.875' 5.037' 1.875 33.58 40 42-1 #6 #6 #4 1.51 ?SI 36.1 36.1 stress TRUE one-way slab, 2 2.827 2.724! 2.827 1604 2.166 40 43-1 #6 #6 #4 1.51 1.5 36.1 36.1 stress TRUE one-wav slab1 21 2.8491 2.3421 2.849 2.342 22.44 40 44-1 !#9 #9 #4 1 41 dl 24.1 36.1 stress TRUE Ibeam 2 0.7603 2.47 0.7502 2.47 743.7 40 45-1 1#6 #6 1 #d 1.51 1.51 36.11 36.1 stress TRUE one-way slab) 2 5.129 4.2861 5.129, 4.286 61.25 40 46-t #6 #6 #4 151 1.51 3"0.11 36.1 stress TRUE one-way slab 2 1.8750 1.789 1.875 1.789 35.62 40 4%-1 #6 #6 #4 15' 7.51 3fi.1 36.1 stress 1 TRUE lone-way siabi 2 4.<""291 1.465'1 4.229! 1.465' 55.14 40 42-7 #6 #6 1 #4 1.5 t5f 36.1 36.1 stress TRUE one-wav slab) 21 0.89041 1.3391 0.89041 1.339 20.51 40 49-1 #6 I #6 1 #4 1.51 1.51 36.1 3fi.11 stress TRUE lone-way slab) 2 34481 1.875 5.1371 1.8751 36.23 40 50-1 #6 #6 1 #4 1 1.51 15 36.1 36.1 stress TRUE one-way slag 21 6.456 5.45 6.456 4.3291 43.67 40 51-1 #6 #6 1 #4 1.51 1.5 36.11 36.1 stress TRUE lone-way slab' 2 2.948 1.875 2.948 1.875 21.92 40 52-1 #6 1 #6 #4 7.5 1.51 36.1 36.1 stress TRUE oneway slab 2 2.307 2.5 2.307 25 21.85 40 53-1 #6 #6 #4 1.5 1.5 36.1 36.1 stress TRUE Ione-way slab 2 5.619 4.9311 5.6061 4.931 42.54 40 54-1 #6 #6 I #4 1.51 1.51 36.1 - 36.1 stress I TRUE Zone-way slabi 2 1.915 3.285 1.915 3.265 14.361 40 55-1 #6 #6 #4 1 15 15' 36.1 1 3 stress TRUE one-way slab 1 2 1.7921 1.792 1.792 1.7921 16.72 40 56-1 #6 #6 1 94 151 1.5 36.1 1 36.1 stress TRUE lone-wavslab 21 2.0141 2.917 2.014 2.917 23.081 40 57-1 I#6 #6 #4 1 7.51 1.51 36.11 36.1 stress TRUE lone-way slab 2 45211 2.1337 4521 2.137 31.121 40 58-1 #6 #6 1 #4 151 151 36.7 3611 stress TRUE lone-way slab) 2! 5.647 1.98 5.647 1.98 33.961 40 59-1 (#6 #6 #A 1.51 151 36.1 36.11 stress TRUE lone-wavslab 2 1.98 3.947 1.98 3.947 13.77 40 60-1 #6 #6 #4 151 15 36.7 36.1 stress I TRUE lone-... slab1 11.35 13.68 1133 1368 205.9 40 61-1 46 #6 #4 1.51 1.5 36.1 36.7 stress TRUE one-wa slab 2 1.9131 2.065 1913, 2.065 12.03! 40 62-1 #"o #6 I #4 1.5 7.5 36.1 36.7 stress TRUE one-way slab 2 3.252 3.651 3.252 3.651 19.37 a0 63-1 64-i I#6 I #6 #6 #6 #4 #4 15 15 t5 1S' 36.1 36161 36.1 36.1 stress I stress TRUE TRUE one-way stabi one-wav stab 2 2' 1.25 2.2261 1.25 2.0871 1.25 2.2261 1.251 2.087 11.76 20.221 40 40 65-1 #6 #6 #4 1.5 1.5 36.1 36.7 stress TRUE one-wav stab 2' 1.251 1.25 1.25 1.251 1155 40 66-1 !#6 #6 #4 1 1.51 1.51 36.11 36.11 stress I TRUE lone-wavslab) 21 2.8441 2.564 2.844 2.564 ;7.81 40 66-2 1#6 1 #6 #4 1.5 1.51 361 18.5 stress 1 TRUE one-way slab 2 2.844 3.952 2.844 3.952 21.96 40 67-1 1#6 #6 #4 1.5 1.5 36.1 36.11 stress TRUE one-wav slab1 21 1.1991 1.1991 1.1991 1.1991 11.2 40, 68-1 I#9 #9 #d a 4 01 781 stress TRUE Ibeam 2 0.75 2.5 0.751 2.5 673.91 40 69-1 #6 I #6 #4 1.5 1.5 36.11 8.1 stress TRUE one-way slab) 21 9.3991 6.8141 9.383 6.814 52.92 40 70-1 #6 #6 #4 151 15 36.11 12.1 stress TRUE one-way stab 1 21 8.593 6.127 8.5931 6.129 41.22 40 71-t #6 #6 #d 1.51 1.51 36.1 24.1 stress TRUE one-way slab) 21 8.531 10.841 8.53 10.84 106.5 40 '21 #9 i t9 44 41 41 36.1 36.11 sress TRUE beam 2! 0.751 ?.079 0.751 1.079 57.4 40 73-1 #6 #6 #4 1 1.5 1.5 251 24.11 stress I TRUE one-wavs1a1, 21 6.7811 6.452 7.023 6.4521 76.84 40 74-1 1#6 #5 #4 1.51 i.5 25 18.1 stress TRUE one-wav slab1 2 4.928 5.654 4.928 5.654 17.98 40 75-t #6 #6 1 #4 1.51 151 18.? 8.11 stress TRUE one-wavslab 21 6.°361 5.332 6.9631 _`.3321 35.511 40 0 (D N 7 W W N d O 0- D N " Lo N v N i - n N N. (D CC =o ° cn (n "W co 0 W c m m a r-r r d Cf) N N W m c O N ~ W Z A 1 O O N LN C n 3 fl. N W (D m z (D ~ N T 0 3 O O `V 7 (D r. 0- (D CL ' A 0 v, ~ rf N O-0. z C U (D N m0 0 0 0 O1 0 O O O N I O C77 Z D r n N O O m O (D N W O N Q C (D d t~ N N U N ~ i ~ni t u) ' YJ v '11 I 1 _ A 1 E ) 1 - r - - 1 , , 'IS ' l J ' I 1 i I I Iv N I N N (fl I ~ Ua os}I N 1 I I I I L ~ 1 I : , "s a f U7 07 y I I. 1 : o N , t : U A r Ti I Ul l i Ul ,.,I ' (A Co I I~ 1 10)~ ;rn rn vl rn l I I #I I I j_ <4 i I J , I ~ W I i.h I chi O O N (D S (O 7 7 cn D O ~ { co 0 CD = U) U) Z VJ O N Z O (D Q N O U) O '0 -1 . . (D c N f (D o Q U 0 0 (n (D.oc r--F _ CD CD c) 0. D Q. ~ o ? N~ CD N Z VJ W c O O' N N o c n c ~ O S~. N C W Q W v~ (n 'TI N ~,J Z Z) C 3 Q W in Vail's Front Door Mezzanine Lid Design Strip Forces ID Section Max M I.P. Shear (Kips) Max M Axial (Kips) Max M Vertical (Kips) Max M Bending (kip-ft) Max M Torsion (kip-ft) Max M Dphm. Bending Max M Twist (kip- ft) 1-1 1 0.4274 18.03 -82.32 26.73 60.64 -6.065 28.62 1-1 6 24.38 106.7 8.238 428.5 18.33 -78.63 9.372 1-1 11 7.067 25.38 47.09 -16.01 -0.8196 -28.86 -19.27 2-1 1 23.27 33.71 -79.5 -18.66 20.53 -81.78 23.18 2-1 6 -35 269.3 8.25 1098 131.7 -164.8 65.05 2-1 11 23.11 12.49 142.7 56.86 -78.03 17.43 -31.87 3-1 1 -19.47 23.32 -112 37.2 50.26 20.1 16.28 3-1 6 6.717 175.6 14.05 733.2 -17.97 -46.89 -12.06 3-1 11 -5.744 68.4 59.19 -63.13 7.962 -35.77 -6.827 4-1 1 0.1336 65.48 -55.96 -59.32 -33.78 -100.4 7.479 4-1 6 12.57 224.5 8.883 1168 66.02 40.4 35.24 4-1 11 66.18 38.09 234.1 26.61 176.6 45.72 77.89 5-1 1 -37.12 34.2 -186 67.05 86.27 39.29 34.71 5-1 6 -6.457 158.6 99.2 946.9 34.14 13.96 18.01 5-1 11 28 -91.77 96.41 -424.1 62.38 29.45 104.7 5-2 1 -50.8 -36.53 -3.988 -157 107.9 96.65 33.72 5-2 6 9.975 -110 -70.15 604 -53.71 35.29 -24.78 5-2 11 10.51 1.448 102.2 -115.8 -13.34 -18.23 11.87 6-1 1 36.5 8.415 -112.6 -512.4 -561.2 -40.09 -254.6 6-1 6 -7.06 86.01 -87.77 999.7 75.14 -105.9 45.01 6-1 11 9.986 16.43 321.5 199 -580 -35.45 -195.8 7-1 1 -17.47 42.25 -270.6 105.2 139.9 -0.329 65.32 7-1 6 1.587 154.2 82.44 764.6 -36.47 10.87 -20.53 7-1 11 37.78 -38.02 78.53 -472.9 -547.9 -137.5 -189 8-1 1 19.74 27.17 28.76 -501.1 -107.5 -63.94 -105.1 8-1 6 3.418 142.3 -93.77 1184 -50.26 88.93 -29.37 8-1 11 -29.28 25.27 177.8 80.87 251.4 -7.435 115.8 9-1 1 18.84 29.2 -189 80.03 25.11 -17.12 9.407 9-1 6 -15.95 100.5 75.36 832.5 -23.57 -78.82 -9.077 9-1 11 6.725 -105.1 110 -593.6 -44.77 70.24 -61.7 9-2 1 -27.23 -107.6 -196.3 -727.7 14.02 -4.615 -35.19 9-2 6 18.55 72.36 -24.13 817.9 -53.32 93.23 -26.58 9-2 11 5.755 -14.97 94.83 -132.9 0.5932 10.07 -2.307 10-1 1 -0.5605 41.19 -229.9 76.74 130.1 11.57 55.91 10-1 6 -14.95 182.3 86.48 1123 -22.27 -75.64 -7.852 10-1 11 86.24 1.405 134.3 -649.9 22.8 128.7 -10.26 11-1 1 -0.6214 -8.011 -127.8 -745.8 -77.3 -33.92 -22.93 11-1 6 22.67 152.3 -30.27 662.1 54.96 30.4 28.12 11-1 11 -14.29 22.64 124 43.72 56.49 -2.993 20.26 12-1 1 7.369 20.93 -149.9 61.39 -213 -17.3 -89.7 12-1 6 -4.974 73.47 70.52 849 -59.59 157 -34.55 12-1 11 -41.04 -5.218 83.96 -437.5 66.97 -107.4 22.67 13-1 1 -4.826 0.6266 85.89 -32.78 -76.06 21.42 7.457 13-1 6 -15.06 -12.61 4.047 -0.9473 8.405 -3.361 4.437 13-1 11 4.584 -11.19 17.46 -12.82 -8.57 4.744 -6.727 14-1 1 15.07 32.02 -94.12 24.11 -49.85 -8.667 -22.6 14-1 6 0.05379 158.8 1.259 456.3 -28.01 28.15 -13.98 14-1 11 -32.48 23.63 88.17 -54.58 213.1 -8.859 62.63 15-1 1 3.243 11.75 -33.08 9.548 -6.643 -3.636 -2.383 Vail's Front Door Mezzanine Lid Design Strip Forces ID Section Max M Deflection (inches) Min M I.P. Shear (Kips) Min M Axial (Kips) Min M Vertical (Kips) Min M Bending (kip-ft) Min M Torsion (kip-ft) Min M Dphm. Bending 1-1 1 0.005227 0.645 9.302 -42.01 13.43 28.21 -3.139 1-1 6 0.07285 10.26 55.03 4.219 215.8 8.373 -35.15 1-1 11 0.001794 19.2 50.55 92.33 -30.47 -4.944 -54.68 2-1 1 0.003528 54.55 76.2 -181 -44.65 60.97 -182.2 2-1 6 0.2112 -13.99 119.9 4.112 466 50.49 -64.46 2-1 11 0.00812 10.18 5.856 66.41 22.78 -15.25 9.328 3-1 1 0.00831 -9.036 11.09 -53.52 17.65 15.07 10.02 3-1 6 0.1261 2.743 80.75 9.302 328.7 -9.946 -13.57 3-1 11 0.002444 -13.65 155.6 126.5 -141.6 -5.25 -82.4 4-1 1 0.003186 0.9096 153.2 -136.2 -144.7 -64.44 -236.1 4-1 6 0.2235 6.016 86.45 -0.007672 476.9 32.79 17.32 4-1 11 0.009406 26.82 15.08 90.65 9.379 73.1 17.44 5-1 1 0.009243 -11.89 12.02 -69.62 25.83 -6.507 13.28 5-1 6 0.1266 -4.824 51.97 39.57 338 18.4 20.8 5-1 11 0.001211 82.75 -227.3 257.8 -1130 98.96 100.1 5-2 1 0.001528 -134.4 -87.98 -28.98 -411.1 247.2 261.5 5-2 6 0.1352 5.62 -43.99 -31.72 260.6 -22.18 11.87 5-2 11 0.01106 25.53 3.116 249.4 -251.7 -46.15 -43.94 6-1 1 0.02785 95.65 24.07 -283.4 -1406 -1519 -94.65 6-1 6 0.2541 -1.203 34.61 -32.95 407.2 17.57 -29.79 6-1 11 0.0152 1.499 7.221 99.15 50.18 -122.7 -6.562 7-1 1 0.0113 -6.652 12.65 -81.33 32.41 52.22 0.3544 7-1 6 0.1578 1.004 37.48 30.1 218 -10.12 2.473 7-1 11 0.02613 97.6 -75.47 225 -1383 -1504 -358.9 8-1 1 0.02469 74.4 66.98 73 -1376 -343.7 -170.2 8-1 6 0.2612 0.4883 49.66 -31.09 449.9 -12.16 24.55 8-1 11 0.01424 -10.28 8.839 71.76 28.8 87.67 -1.185 9-1 1 0.01006 5.721 10.91 -74.21 31.8 18.62 -5.315 9-1 6 0.141 -5.392 33.37 29.01 286.4 -1.946 -41.47 9-1 11 0.001885 -20.13 -255 282.9 -1516 -75.33 112.6 9-2 1 0.005016 -45.45 -246.3 -462.6 -1705 41.52 -68.3 9-2 6 0.1392 4.115 39.94 -7.41 387, -13.04 26.72 9-2 11 0.01106 10.85 -34.33 200.1 -284.9 49.59 19.24 10-1 1 0.01489 -0.391 14.93 -87.66 30.41 77.87 4.901 10-1 6 0.2386 -4.356 69.2 31.39 470.8 -12.74 -52.34 10-1 11 0.02952 194.5 -8.275 302.7 -1558 74.61 267.4 11-1 1 0.03286 11.75 -21.69 -295.5 -1644 -271.3 -89.69 11-1 6 0.1587 9.736 77.55 -16.75 337.8 13.65 15.9 11-1 11 0.008758 -7.056 11.71 64.49 22.84 21.57 -0.5837 12-1 1 0.01056 2.169 11.66 -75.55 29.15 -87.5 -8.474 12-1 6 0.1773 0.1176 46.52 36.52 418.4 -32.2 63.44 12-1 11 0.0293 -81.66 -14.92 169.4 -888.3 157.5 -230.9 13-1 1 0.00881 -9.502 0.03321 173.6 -63.19 -161.2 42.27 13-1 6 0.0225 -14.33 -11.47 4.593 -1.877 9.599 -3.583 13-1 11 0.02477 10.25 -20.02 32.08 -25.79 -21.71 6.177 14-1 1 0.00559 6.542 16.44 -48.84 12.59 -25.71 -3.735 14-1 6 0.07544 -0.3478 81.54 0.6467 236.8 -13.76 14.16 14-1 11 0.001961 -68.23 44.31 169.2 -107.1 424.8 -15.58 15-1 1 0.000873 1.378 6.103 -17.13 4.907 -3.69 -1.724 Vail's Front Door Mezzanine Lid Design Strip Forces ID Section Min M Twist (kip- ft) Min M Deflection (inches) Max V I.P. Shear (Kips) Max V Axial (Kips) Max V Vertical (Kips) Max V Bending (kip-ft) Max V Torsion (kip-ft) 1-1 1 13.38 0.002642 0.645 9.302 -42.01 13.43 28.21 1-1 6 4.275 0.03676 24.38 106.7 8.238 428.5 18.33 1-1 11 -39.8 0.00355 19.2 50.55 92.33 -30.47 -4.944 2-1 1 58.6 0.008196 23.27 33.71 -79.5 -18.66 20.53 2-1 6 25.18 0.09081 -32.99 252.7 8.65 1031 128.2 2-1 11 -7.617 0.003518 23.11 12.49 142.7 56.86 -78.03 3-1 1 3.677 0.003852 -9.036 11.09 -53.52 17.65 15.07 3-1 6 -6.345 0.05772 4.267 125.6 14.47 511.3 -15.47 3-1 11 -26.42 0.005356 -13.65 155.6 126.5 -141.6 -5.25 4-1 1 24.57 0.007828 0.1336 65.48 -55.96 -59.32 -33.78 4-1 6 17.17 0.09076 9.922 189.9 8.944 977 52.67 4-1 11 33.03 0.003769 66.18 38.09 234.1 26.61 176.6 5-1 1 -3.576 0.003408 -11.89 12.02 -69.62 25.83 -6.507 5-1 6 9.392 0.04611 -6.457 158.6 99.2 946.9 34.14 5-1 11 237.9 0.003543 82.75 -227.3 257.8 -1130 98.96 5-2 1 59.03 0.003864 -59.93 -42.27 -3.174 -185.9 120.9 5-2 6 -10.16 0.05822 5.62 -43.99 -31.72 260.6 -22.18 5-2 11 25.69 0.02595 25.53 3.116 249.4 -251.7 -46.15 6-1 1 -756.2 0.07474 36.5 8.415 -112.6 -512.4 -561.2 6-1 6 10.55 0.1028 -1.203 34.61 -32.95 407.2 17.57 6-1 11 -45.28 0.005885 9.986 16.43 321.5 199 -580 7-1 1 24.18 0.003363 -6.652 12.65 -81.33 32.41 52.22 7-1 6 -5.786 0.0461 1.587 154.2 82.44 764.6 -36.47 7-1 11 -500.1 0.07517 97.6 -75.47 225 -1383 -1504 8-1 1 -274.5 0.06727 74.4 66.98 73 -1376 -343.7 8-1 6 -7.669 0.1018 0.4883 49.66 -31.09 449.9 -12.16 8-1 11 37.78 0.00558 -29.28 25.27 177.8 80.87 251.4 9-1 1 7.597 0.003697 5.721 10.91 -74.21 31.8 18.62 9-1 6 0.287 0.04963 -15.95 100.5 75.36 832.5 -23.57 9-1 11 -126.6 0.006509 -20.13 -255 282.9 -1516 -75.33 9-2 1 -81.77 0.01015 -27.23 -107.6 -196.3 -727.7 14.02 9-2 6 -6.344 0.06556 4.115 39.94 -7.41 387 -13.04 9-2 11 22.04 0.0237 10.85 -34.33 200.1 -284.9 49.59 10-1 1 33.46 0.005912 -0.391 14.93 -87.66 30.41 77.87 10-1 6 -4.471 0.09867 -14.95 182.3 86.48 1123 -22.27 10-1 11 -3.087 0.06242 194.5 -8.275 302.7 -1558 74.61 11-1 1 -82.66 0.06807 -0.6214 -8.011 -127.8 -745.8 -77.3 11-1 6 7.084 0.07933 9.736 77.55 -16.75 337.8 13.65 11-1 11 7.525 0.004451 -14.29 22.64 124 43.72 56.49 12-1 1 -36.59 0.005196 2.169 11.66 -75.55 29.15 -87.5 12-1 6 -18.64 0.0868 -4.974 73.47 70.52 849 -59.59 12-1 11 61.34 0.06032 -81.66 -14.92 169.4 -888.3 157.5 13-1 1 13.84 0.01798 -9.502 0.03321 173.6 -63.19 -161.2 13-1 6 4.921 0.02397 -20.18 -16.71 5.688 -1.618 11.83 13-1 11 -13.26 0.04921 10.25 -20.02 32.08 -25.79 -21.71 14-1 1 -11.75 0.002904 6.542 16.44 -48.84 12.59 -25.71 14-1 6 -6.855 0.03918 0.05379 158.8 1.259 456.3 -28.01 14-1 11 125.8 0.003774 -68.23 44.31 169.2 -107.1 424.8 15-1 1 -1.425 0.000452 1.378 6.103 -17.13 4.907 -3.69 Vail's Front Door Mezzanine Lid Design Strip Forces ID Section Max V Dphm. Bending Max V Twist (kip- ft) Max V Deflection (inches) Min V I.P. Shear (Kips) Min V Axial (Kips) Min V Vertical (Kips) Min V Bending (kip-ft) 1.1 1 -3.139 13.38 0.002642 0.4274 18.03 -82.32 26.73 1-1 6 -78.63 9.372 0.07285 10.26 55.03 4.219 215.8 1-1 11 -54.68 -39.8 0.00355 7.067 25.38 47.09 -16.01 2.1 1 -81.78 23.18 0.003528 54.55 76.2 -181 -44.65 2.1 6 -152.9 63.41 0.198 -16 136.6 3.712 533.1 2-1 11 17.43 -31.87 0.00812 10.18 5.856 66.41 22.78 3-1 1 10.02 3.677 0.003852 -19.47 23.32 -112 37.2 3-1 6 -21.11 79.87 0.08979 5.193 130.8 8.885 550.6 3-1 11 -82.4 -26.42 0.005356 -5.744 68.4 59.19 -63.13 4-1 1 -100.4 7.479 0.003186 0.9096 153.2 -136.2 -144.7 4-1 6 32.91 28.2 0.1872 8.663 121.1 -0.06791 668.3 4-1 11 45.72 77.89 0.009406 26.82 15.08 90.65 9.379 5-1 1 13.28 -3.576 0.003408 -37.12 34.2 -186 67.05 5-1 6 13.96 18.01 0.1266 -4.824 51.97 39.57 338 5-1 11 100.1 237.9 0.003543 28 -91.77 96.41 -424.1 5-2 1 115.4 37.04 0.001792 -125.3 -82.24 -29.79 -382.2 5-2 6 11.87 -10.16 0.05822 9.975 -110 -70.15 604 5-2 11 -43.94 25.69 0.02595 10.51 1.448 102.2 -115.8 6-1 1 -40.09 -254.6 0.02785 95.65 24.07 -283.4 -1406 6.1 6 -29.79 10.55 0.1028 -7.06 86.01 -87.77 999.7 6-1 11 -35.45 -195.8 0.0152 1.499 7.221 99.15 50.18 7-1 1 0.3544 24.18 0.003363 -17.47 42.25 -270.6 105.2 7-1 6 10.87 -20.53 0.1578 1.004 37.48 30.1 218 7-1 11 -358.9 -500.1 0.07517 37.78 -38.02 78.53 -472.9 8-1 1 -170.2 -274.5 0.06727 19.74 27.17 28.76 -501.1 8-1 6 24.55 -7.669 0.1018 3.418 142.3 -93.77 1184 8-1 11: -7.435 115.8 0.01424 -10.28 8.839 71.76 28.8 9-1 1 -5.315 7.597 0.003697 18.84 29.2 -189 80.03 9-1 6 -78.82 -9.077 0.141 -5.392 33.37 29.01 286.4 9-1 11 112.6 -126.6 0.006509 6.725 -105.1 110 -593.6 9-2 1 -4.615 -35.19 0.005016 -45.45 -246.3 -462.6 -1705 9-2 6 26.72 -6.344 0.06556 18.55 72.36 -24.13 817.9 9-2 11 19.24 2204 . 0.0237 5.755 -14.97 94.83 -132.9 10-1 1 4.901 33.46 0.005912 -0.5605 41.19 -229.9 76.74 10-1 6 -75.64 -7.852 0.2386 -4.356 69.2 31.39 470.8 10-1 11 267.4 -3.087 0.06242 86.24 1.405 134.3 -649.9 11-1 1 -33.92 -22.93 0.03286 11.75 -21.69 -295.5 -1644 11-1 6 15.9 7.084 0.07933 22.67 152.3 -30.27 662.1 11-1 11 -2.993 20.26 0.00&758 -7.056 11.71 64.49 22.84 12-1 1 -8.474 -36.59 0.005196 7.369 20.93 -149.9 61.39 12-1 6 157 -34.55 0.1773 0.1176 46.52 36.52 418.4 12-1 11 -230.9 61.34 0.06032 -41.04 -5.218 83.96 -437.5 13-1 1 42.27 13.84 0.01798 -4.826 0.6266 85.89 -32.78 13-1 6 -4.64 6.195 0.03106 -9.211 -7.376 2.952 -1.207 13-1 11 6.177 -13.26 0.04921 4.584 -11.19 17.46 -12.82 14-1 1 -3.735 -11.75 0.002904 15.07 32.02 -94.12 24.11 14-1 6 28.15 -13.98 0.07544 -0.3478 81.54 0.6467 236.8 14-1 11 -15.58 125.8 0.003774 -32.48 23.63 88.17 -54.58 15-1 1 -1.724 -1.425 0.000452 3.243 11.75 -33.08 9.548 Vail's Front Door Mezzanine Lid Design Strip Forces ID Section Min V Torsion (kip-ft) Min V Dphm. Bending Min V Twist (kip- ft) Min V Deflection (inches) Max P I.P. Shear (Kips) Max P Axial (Kips) Max P Vertical (Kips) 1-1 1 60.64 -6.065 28.62 0.005227 0.4274 18.03 -82.32 1-1 6 8.373 -35.15 4.275 0.03676 24.38 106.7 8.238 1-1 11 -0.8196 -28.86 -19.27 0.001794 19.2 50.55 92.33 2-1 1 60.97 -182.2 58.6 0.008196 54.55 76.2 -181 21 6 53.94 -76.36 26.82 0.104 -35 269.3 8.25 2-1 11 -15.25 9.328 -7.617 0.003518 23.11 12.49 142.7 3-1 1 50.26 20.1 16.28 0.00831 -19.47 23.32 -112 3-1 6 -12.45 -39.36 -8.531 0.09404 6.717 175.6 14.05 3-1 11 7962 -35.77 -6.827 0.002444 -13.65 155.6 126.5 4-1 1 -64.44 -236.1 24.57 0.007828 0.9096 153.2 -136.2 4-1 6 46.14 24.81 24.21 0.1271 12.57 224.5 8.883 4-1 11 73.1 17.44 33.03 0.003769 66.18 38.09 234.1 5-1 1 86.27 39.29 34.71 0.009243 -37.12 34.2 -186 5-1 6 18.4 20.8 9.392 0.04611 -6.457 158.6 99.2 5-1 11 62.38 29.45 104.7 0.001211 28 -91.77 96.41 5-2 1 234.1 242.7 55.71 0.0036 -50.8 -36.53 -3.988 5-2 6 -53.71 35.29 -24.78 0.1352 5.62 -43.99 -31.72 5-2 11 -13.34 -18.23 11.87 0.01106 25.53 3.116 249.4 6-1 1 -1519 -94.65 -756.2 0.07474 95.65 24.07 -283.4 6-1 6 75.14 -105.9 45.01 0.2541 -7.06 86.01 -87.77 6-1 11 -122.7 -6.562 -45.28 0.005885 9.986 16.43 321.5 7-1 1 139.9 -0.329 65.32 0.0113 -1.7.47 42.25 -270.6 7-1 6 -10.12 2.473 -5.786 0.0461 1.587 154.2 82.44 7-1 11 -547.9 -137.5 -189 0.02613 37.78 -38.02 78.53 8-1 1 -107.5 -63.94 -105.1 0.02469 74.4 66.98 73 8-1 6 -50.26 88.93 -29.37 0.2612 3.418 142.3 -93.77 8-1 11 87.67 -1.185 37.78 0.00558 -29.28 25.27 177.8 g-1 1 25.11 -17.12 9.407 0.01006 18.84 29.2 -189 9-1 6 71.946 -41.47 0.287 0.04963 -15.95 100.5 75.36 9-1 11 -44.77 70.24 -61.7 0.001885 6.725 -105.1 110 9-2 1 41.52 -68.3 -81.77 0.01015 -27.23 -107.6 -196.3 9-2 6 -53.32 93.23 -26.58 0.1392 18.55 72.36 -24.13 9-2 11 0.5932 10.07 -2.307 0.01106 5.755 -14.97 94.83 10-1 1 130.1 11.57 55.91 0.01489 -0.5605 41.19 -229.9 10-1 6 -12.74 -52.34 -4.471 0.09867 -14.95 182.3 86.48 10-1 11 22.8 128.7 -10.26 0.02952 100.1 2.482 150 11-1 1 771.3 -89.69 -82.66 0.06807 -0.6214 -8.011 -127.8 11-1 6 54.96 30.4 28.12 0.1587 22.67 152.3 -30.27 11-1 11 21.57 -0.5837 7.525 0.004451 -14.29 22.64 124 12-1 1 -213 -17.3 -89.7 0.01056 7.369 20.93 -149.9 12-1 6 -32.2 63.44 -18.64 0.0868 -4.974 73.47 70.52 12-1 11 66.97 -107.4 22.67 0.0293 -41.04 -5.218 83.96 13-1 1 -76.06 21.42 7.457 0.00881 -7.507 0.9747 133.6 13-1 6 6.171 -2.303 3.164 0.01541 -9.211 -7.376 2.952 13-1 11 -8.57 4.744 -6.727 0.02477 4.584 -11.19 17.46 14-1 1 -49.85 -8.667 -22.6 0.00559 15.07 32.02 -94.12 14-1 6 -13.76 14.16 -6.855 0.03918 0.05379 158.8 1.259 14-1 11 213.1 -8.859 62.63 0.001961 -68.23 44.31 169.2 15-1 1 -6.643 -3.636 -2.383 0.000873 3.243 11.75 -33.08 Vail's Front Door Mezzanine Lid Design Strip Forces ID Section Max P Bending (kip-ft) Max P Torsion (kip-ft) Max P Dphm. Bending Max P Twist (kip- ft) Max P Deflection (inches) Min P I.P. Shear (Kips) Min P Axial (Kips) 1-1 1 26.73 60.64 -6.065 28.62 0.005227 0.645 9.302 1-1 6 428.5 18.33 -78.63 9.372 0.07285 10.26 55.03 1-1 11 -30.47 -4.944 -54.68 -39.8 0.00355 7.067 25.38 2-1 1 -44.65 60.97 -182.2 58.6 0.008196 23.27 33.71 2-1 6 1098 131.7 -164.8 65.05 0.2112 -13.99 119.9 2-1 11 56.86 -78.03 17.43 -31.87 0.00812 10.18 5.856 3-1 1 37.2 50.26 20.1 16.28 0.00831 -9.036 11.09 3-1 6 733.2 -17.97 -46.89 -12.06 0.1261 2.743 80.75 3-1 11 -141.6 -5.25 -82.4 -26.42 0.005356 -5.744 68.4 4-1 1 -144.7 -64.44 -236.1 24.57 0.007828 0.1336 65.48 4-1 6 1168 66.02 40.4 35.24 0.2235 6.016 86.45 4-1 11 26.61 176.6 45.72 77:89 0.009406 26.82 15.08 5-1 1 67.05 86.27 39.29 34.71 0.009243 -11.89 12.02 5-1 6 946.9 34.14 13.96 18.01 0.1266 -4.824 51.97 5-1. 11 -424.1 62.38 29.45 104.7 0.001211 82.75 -227.3 5-2 1 -157 107.9 96.65 33.72 0.001528 -134.4 -87.98 5-2 6 260.6 -22.18 11.87 -10.16 0.05822 9.975 -110 5-2 11 -251.7 -46.15 -43.94 25.69 0.02595 10.51 1.448 6-1 1 -1406 -1519 -94.65 -756.2 0.07474 36.5 8.415 6-1 6 999.7 75.14 -105.9 45.01 0.2541 -1.203 34.61 6-1- 11 199 -580 -35.45 -195.8 0.0152 1.499 7.221 7-1 1 105.2 139.9 -0.329 65.32 0.0113 -6.652 12.65 7-1 6 764.6 -36.47 10.87 -20.53 0.1578 1.004 37.48 7-1 11 -472.9 -547.9 -137.5 -189 0.02613 97.6 -75.47 8-1 1 -1376 -343.7 -170.2 -274.5 0.06727 19.74 27.17 8-1 6 1184 -50.26 88.93 -29.37 0.2612 0.4883 49.66 8-1: 11 80.87 251.4 -7.435 115.8 0.01424 -10.28 8.839 9-1 1 80.03 25.11 -17.12 9.407 0.01006 5.721 10.91 9-1. 6 832.5 -23.57 -78.82 -9.077 0.141 -5.392 33.37 9-1 11 -593.6 -44.77 70.24 -61.7 0.001885 -20.13 -255 9-2 1 -727.7 14.02 -4.615 -35.19 0.005016 -45.45 -246.3 9-2 6 817.9 -53.32 93.23 -26.58 0.1392 4.115 39.94 9-2 11 -132.9 0.5932 10.07 -2.307 0.01106 10.85 -34.33 10-1 1 76.74 130.1 11.57 55.91 0.01489 -0.391 14.93 10-1 6 1123 -22.27 -75.64 -7.852 0.2386 -4.356 69.2 10-1 11 -728.2 31.43 144.4 -7.214 0.0338 180.7 -9.353 11-1 1 -745.8 -77.3 -33.92 -22.93 0.03286 11.75 -21.69 11-1 6 662.1 54.96 30.4 28.12 0.1587 9.736 77.55 11-1 11 43.72 56.49 -2.993 20.26 0.008758 -7.056 11.71 12-1 1 61.39 -213 -17.3 -89.7 0.01056 2.169 11.66 12-1 6 849 -59.59 157 -34.55 0.1773 0.1176 46.52 12-1 11 -437.5 66.97 -107.4 22.67 0.0293 -81.66 -14.92 13-1 1 -50.99 -118.3 33.32 11.6 0.0137 -6.821 -0.3149 13-1 6 -1.207 6.171 -2.303 3.164 0.01541 -20.18 -16.71 13-1 11 -12.82 -8.57 4.744 -6.727 0.02477 10.25 -20.02 14-1 1 24.11 -49.85 -8.667 -22.6 0.00559 6.542 16.44 14-1 6 456.3 -28.01 28.15 -13.98 0.07544 -0.3478 81.54 14-1 11 -107.1 424.8 -15.58 125.8 0.003774 -32.48 23.63 15-1 1 9.548 -6.643 -3.636 -2.383 0.000873 1.378 6.103 Vail's Front Door Mezzanine Lid Design Strip Forces Min P Min P Min P Min P Min P Min P ti S Vertical Bending Torsion Dphm. Twist (kip- Deflection ID on ec (Kips) (kip-ft) (kip-ft) Bending ft) (inches) 1.1 1 -42.01 13.43 28.21 -3.139 13.38 0.002642 1-1 6 4.219 215.8 8.373 -35.15 4.275 0.03676 1-1 11 47.09 -16.01 -0.8196 -28.86 -19.27 0.001794 2-1 1 -79.5 -18.66 20.53 -81.78 23.18 0.003528 2-1 6 4.112 466 50.49 -64.46 25.18 0.09081 2.1 11 66.41 22.78 -15.25 9.328 -7.617 0.003518 3-1 1 -53.52 17.65 15.07 10.02 3.677 0.003852 3-1 6 9.302 328.7 -9.946 -13.57 -6.345 0.05772 3-1 11 59.19 -63.13 7.962 -35.77 -6.827 0.002444 4-1 1 -55.96 -59.32 -33.78 -100.4 7.479 0.003186 4-1 6 -0.007672 476.9 32.79 17.32 17.17 0.09076 4-1 11 90.65 9.379 73.1 17.44 33.03 0.003769 5-1 1 -69.62 25.83 -6.507 13.28 -3.576 0.003408 5-1 6 39.57 338 18.4 20.8 9.392 0.04611 5-1 11 257.8 -1130 98.96 100.1 237.9 0.003543 5-2 1 -28.98 -411.1 247.2 261.5 59.03 0.003864 5.2 6 -70.15 604 -53.71 35.29 -24.78 0.1352 5-2 11 102.2 -115.8 -13.34 -18.23 11.87 0.01106 6-1 1 -112.6 -512.4 -561.2 -40.09 -254.6 0.02785 6-1 6 -32.95 407.2 17.57 -29.79 10.55 0.1028 6-1 11 99.15 50.18 -122:7 -6.562 -45.28 0.005885 7-1 1 -81.33 32.41 52.22 0.3544 24.18 0.003363 7-1 6 30.1 218 -10.12 2.473 -5.786 0.0461 7-1 11 225 -1383 -1504 -358.9 -500.1 0.07517 8-1 1 28.76 -501.1 -107.5 -63.94 -105.1 0.02469 8-1 6 -31.09 449.9 -12.16 24.55 -7.669 0.1018 8-1 11 71.76 28.8 87.67 -1.185 37.78 0.00558 9-1 1 74.21 31.8 18.62 -5.315 7.597 0.003697 9-1 6 29.01 286.4 -1.946 -41.47 0.287 0.04963 g-1 11 282.9 -1516 -75.33 112.6 -126.6 0.006509 9-2 1 7462.6 -1705 41.52 -68.3 -81.77 0.01015 9-2 6 -7.41 387 -13.04 26.72 -6.344 0.06556 9-2 11 200.1 -284.9 49.59 19.24 22.04 0.0237 10-1 1 -87.66 30.41 77.87 4.901 33.46 0.005912 10-1 6 31.39 470.8 -12.74 -52.34 -4.471 0.09867 10-1 11 287.1 -1479 65.98 251.7 -6.133 0.05813 11.1 1 -295.5 -1644 -271.3 -89.69 -82.66 0.06807 11-1 6 -16.75 337.8 13.65 15.9 7.084 0.07933 11-1 11 64.49 22.84 21.57 -0.5837 7.525 0.004451 12-1 1 -75.55 29.15 -87.5 -8.474 -36.59 0.005196 12.1 6 36.52 418.4 -32.2 63.44 -18.64 0.0868 12-1 11 169.4 -888.3 157.5 -230.9 61.34 0.06032 13-1 1 125.9 -44.98 -118.9 30.37 9.699 0.01308 13-1 6 5.688 -1.618 11.83 -4.64 6.195 0.03106 13-1 11 32.08 -25.79 -21.71 6.177 -13.26 0.04921 14-1 1 -48.84 12.59 -25.71 -3.735 -11.75 0.002904 14-1 6 0.6467 236.8 -13.76 14.16 -6.855 0.03918 14-1 11 88.17 -54.58 213.1 -8.859 62.63 0.001961 15-1 1 -17.13 4.907 -3.69 -1.724 -1.425 0.000452 Vail's Front Door Mezzanine Lid Design Strip Forces ID Section Max M I.P. Shear (Kips) Max M Axial (Kips) Max M Vertical (Kips) Max M Bending (kip-ft) Max M Torsion (kip-ft) Max M Dphm. Bending Max M Twist (kip- ft) 15-1 6 2.034 24.6 7.555 93.37 -0.2826 -4.861 -1.497 15-1 11 -2.769 4.751 19.68 -1.879 5.289 -0.3066 0.4598 16-1 1 -40.81 4.56 -2.06 8.26 12.7 -13.73 -1.347 16-1 6 -38.26 12.58 10.46 9.718 26.9 -46.19 0.06866 16-1 11 -41.48 4.201 -19.5 1.128 -82.52 -27.87 1.35 17-1 1 -104.7 -3.458 -33.62 16.4 -60.57 11.42 -3.557 17-1 6 -99.48 -9.251 0.3629 49.92 72.06 15.41 -0.02785 17-1 11 -40.66 7.797 9.504 5.782 -95.98 -129.7 -0.2043 18-1 1 6.269 2.126 -46.53 30.68 -139.7 15.36 -51.68 18-1 6 -25.92 4.604 -19.04 127.5 -88.06 -24.96 -30.93 18-1 11 -139.8 14.38 49.56 21.91 94.83 -271.3 -8.361 19-1 1 32.24 6.163 -65.72 49.2 33.02 -9.446 6.957 19-1 6 32.91 21.28 0.2982 118.7 -11.03 15.35 -0.5304 19-1 11 34.44 45.19 25.17 48.27 -38.95 39.01 -7.974 20-1 1 107.1 -1.016 -30.36 17.22 123.3 -7.371 46.8 20-1 6 139.2 1.991 -17.66 73.25 35.7 133.6 31.9 20-1 11 192.9 3.515 0.1767 75.22 21.68 375.2 7.439 21-1 1 -20.82 -2.412 -23.8 -36.92 -19.6 -98.66 -1.473 21-1 6 -61.83 -25.42 -21.42 23.42 -49.15 -204.5 -2222 21-1 11 -55.76 -23.66 17.07 14.53 -49.17 -402.1 -3.193 22-1 1 171.4 84.84 -0.01787 17.12 -25.51 -201.6 -9.993 22-1 6 106.4 64.87 11.29 12.72 -25.95 49.73 -2.451 22-1 11 -71.59 11.37 -26.53 1.801 144.9 -83.4 -5.59 23-1 1 5.932 17.77 -6.369 -1.273 -2.544 -1.034 -2.538 23-1 6 -3.943 19.08 -5.683 23.6 -10.28 11.39 -5.455 23-1 11 -15.35 15.28 6.584 12.56 -6.136 -9.097 -2.997 24-1 1 -29.53 1.528 -7.834 -8.809 -3.319 52.99 -0.6186 24-1 6 -29 -5.738 -10.36 21.5 -4.087 45.71 -4.285 24-1 11 -1.235 0.4986 2.014 30.12 6.458 27.64 -4.657 25-1 1 -30.69 -21.28 -4.551 -7.382 4.736 39.25 1.719 25-1 6 -9.331 -37.3 -1.169 4.525 33.08 -34.23 4.707 25-1 11 23.11 -19.21 7.066 -0.706 -8.055 31.51 -2.528 26-1 1 60.41 -13.59 -5.876 -2.257 -12.36 -63.03 -2.815 26-1 6 24.96 -30 3.969 12.58 6.05 42.61 1.093 26-1 11 -31.13 -8.403 10.88 -18.43 18.78 -27.05 3.475 27-1 1 10.5 -9.573 -12.23 -6.903 6.912 -14.91 0.6955 27-1 6 26.31 -33.66 5.392 23.27 -0.3808 -6.652 1.04 27-1 11 16.28 -8.889 18.43 -30.35 -2.99 12.87 -0.4467 28-1 1 -52.1 46.84 3.307 28.42 4.799 -60.6 3.802 28-1 6 33.71 42.92 12.52 11.5 -9.465 -164 -2.833 28-1 11 56.26 10.24 14.5 -32.67 1.459 22.5 -5.095 29-1 1 131.8 54.91 13.87 45.28 6.257 -72.38 1.758 29-1 6 58.45 35.55 12.16 -0.8958 28.93 129.3 7.08 29-1 11 -47.59 1.425 -30.57 -22.32 164.7 22.4 4.937 30-1 1 29.77 -12.72 2.512 32.27 -5.037 -19.7 -1.788 30-1 6 0.2834 -33.89 12.98 6.787 2.643 20.02 0.6372 30-1 11 -22.32 -13.53 11.3 -30 3.743 -17.54 1.981 31-1 1 -96.33 -35.26 3.609 55.29 -13.63 101.8 -4.697 31-1 6 -70.79 -71 20.39 18.75 -0.4719 -20.23 -2.507 Vail's Front Door Mezzanine Lid Design Strip Forces ID Section Max M Deflection (inches) Min M I.P. Shear (Kips) Min M Axial (Kips) Min M Vertical (Kips) Min M Bending (kip-ft) Min M Torsion (kip-ft) Min M Dphm. Bending 15-1 15-1 16-1 6 11 1 0.005808 0.000283 0.000762 0.7275 -5.395 -16.34 12.75 9.0541 2.017 3.909 _ 38.05 -1.428 48.21 -3.448 3.953 894 4 -0.3913 10.09 5.607 89 11 -2.439 -0.6741 -5.638 75 -18 16-1 16-1 17.1 17-1 17-1 18-1 18-1 18-1 6 11 1 6 11 1 6 11 0.00189 0.000401 0.009903 0.04542 0.03869 0.02108 0.08899 0.1055 -14.87 -16.96 -47.29 -44.72 774.98 2.644 -11.46 -61.24 5.558 2.168 -1.216 -2.095 3.971 0.7236 1.373 5.335 4.866 -7.864 -17.21 -0.08879 18.25 -20.34 -8.29 19.14 . 0.3965 8.422 25.92 -0.2236 12.76 54.16 13.22 51 . -37.04 -31 35.28 -153.4 -59.18 -42.38 41.24 481 7 . -11.68 4.98 5.696 -212.9 6.349 -11.92 -119.4 951 '-3 19-1 19-1 19-1 1 6 11 0.03871 0.1621 0.207 13.38 13.5 13.82 2.687 9.22 19.39 -27.21 -1.455 10.56 20. 51.69 23.2 721 . -1.302 -14.01 69 53 . 6.24 15.96 321 -3 20-1 1 0.01712 7 45.85 -0.3487 -15.33 8. 36 . 53 14 . 7 57 20-1 6 0.0791 59.65 1.07 -7.719 33. 15 2 . 32 10 . 8 160 20-1 11 0.112 82.72 2.48 1.751 . 3 3 86 . 05 -42 . 1 -220 21-1 1 0.03813 -52.45 -14.69 -50.31 . - 43 13 . 11 -22 . 88 -82 21.1 r 6 0.1008 -25.41 -7.39 -9.021 . 403 . 84 -22 . 6 -209 21-1 11 0.1143 -27.96 -8.681 13.05 2. 7 10 . 222 -7 . 78 -88 22-1 1 6 0.1257 0.1172 74.92 47.97 34.68 25.95 1.22 6.327 . 5.212 294 . -6.955 116 9 . . 21.56 72 -64 11 0.0802 -54.8 5.756 -16.83 -7. 16 . 711 -6 . 024 4 1 0.106 8.707 34.24 -18.26 -16. 32 0 . 039 -4 . 291 4 [23-1 6 0.2252 -1.696 8.235 -0.4324 1 . 353 . 275 -5 . 91 -10 11 0.1854 -13.34 10.41 8.882 -2. 12 1 . 862 -7 . 123 8 1 6 0.06807 0.1794 -64.29 -14.79 2.105 -2.552 -21.51 -2.69 . -3 9.557 594 6 . -2.628 281 -0 . 17.55 121 9 24-1 11 0.1891 -2.268 -0.5312 2.72 . 21 65 . 46 15 . 23 83 25-1 1 0.02958 -66.94 -51.49 -11.83 . - 599 . 672 9 . 8 -12 25-1 25-1 26-1 6 11 _I 0.09066 0.04741 L_2.02823 -6.461 54.19 128.9 -15.06 -40.05 -34.32 0.1886 22.71 -12.17 2. -5.18 -8.309 63 6 . -26.81 -31.77 179 6 . 68.72 -124.5 77 20 26-1 26-1 6 11 1 0.06561 0.02448 0.0661 15.52 -90.2 20.78 -12.22 -17.49 -23.41 2.511 22.8 -24.8 . -36.47 -19.11 89 11 . 21.69 13.37 4972 0 . -85.56 -28.97 649 -3 6 11 0.1369 0.04827 11.61 37.32 -13.46 -19.04 3.349 35.1 . -56.21 75 15 . - -4.536 1917 0 . 31.91 36 -15 1 0.06526 -24.99 20.49 2.657 . 862 5 . 353 -7 . 27 -62 [28-1 6 11 0.06214 0.02117 11.96 144 18.24 23.64 5.989 34.55 . -76.16 07 17 . 17.14 003 2 . 58.08 46 -27 1 6 11 0.1044 0.06185 0.02386 51.05 34.82 -102.4 21.37 22.6 10.07 5.567 7.865 -75.21 . -1.951 -56.49 704 . 18.19 413.2 088 -3 . 80.64 78.59 627 -6 30-1 1 0.2049 10.99 -5.694 -0.1592 9. 887 2 . 4776 0 . 532 7 30-1 3 01 6 11 0.1658 0.05537 -1.635 -47.35 -14 -34.1 4.531 28.49 . -77.19 33 16 . 7.841 69 -3 . -35.63 4 43 31-1 1 0.199 -41.19 -15.87 -0.9767 . 499 8 . 2468 0 . 945 -9 31-1 6 0.1646 -29.75 -30 6.976 . . . Vail's Front Door Mezzanine Lid Design Strip Forces ID Section Min M Twist (kip- ft) Min M Deflection (inches) Max V I.P. Shear (Kips) Max V Axial (Kips) Max V Vertical (Kips) Max V Bending (kip-ft) Max V Torsion (kip-ft) 15-1 6 -0.8625 0.003002 2.034 24.6 7.555 93.37 -0.2826 15-1 11 0.7086 0.000548 -5.395 9.054 38.05 -3.448 10.09 16-1 1 -0.3574 0.000401 -31.74 3.44 -1.267 6.064 9.581 16-1 6 0.05644 0.000989 -38.26 12.58 10.46 9.718 26.9 16-1 11 0.5724 0.000209 -16.96 2.168 -7.864 0.3965 -37.04 17-1 1 -1.815 0.005065 -47.29 -1.216 -17.21 8.422 -31 17-1 6 -0.002613 0.02317 -92.64 -9.419 0.7449 45.83 67.52 17-1 11 -0.194 0.0596 -80.45 5.59 18.63 2.591 -166.8 18-1 1 -21.86 0.009005 2.644 0.7236 -20.34 12.76 -59.18 18-1 6 -13.58 0.03799 -11.46 1.373 -8.29 54.16 -42.38 18-1 11 -3.638 0.04547 -131.7 13.68 50.64 15.78 93.31 19-1 1 2.021 0.0169 13.38 2.687 -27.21 20.51 7.481 19-1 6 -0.04362 0.07064 30.96 20.01 1.524 114.2 -10.84 19-1 11 -2.935 0.0896 32.93 42.57 25.82 41.8 -38.86 20-1 1 20.81 0.007635 45.85 -0.3487 -15.33 8.721 53.69 20-1 6 13.76 0.03502 59.65 1.07 -7.719 33.36 14.53 20-1 11 2.644 0.04887 116.6 3.252 2.866 44.97 13.03 21-1 1 -2.953 0.07588 -20.82 -2.412 -23.8 -36.92 -19.6 21-1 6 -0.9933 0.04859 -25.41 -7.39 -9.021 13.43 -22.11 21-1 11 -1.714 0.06377 -59.27 -25.11 19.02 13.6 -50.13 22-1 1 -3.529 0.05386 116.5 53.95 1.898 16.64 -11.23 22-1 6 -0.08034 0.04909 106.4 64.87 11.29 12.72 -25.95 22-1 11 -3.062 0.06587 -35.23 3.7 -10.82 -4.689 75.15 23-1 1 -5.559 0.2022 4.313 15.81 -5.817 -1.819 -2.268 23-1 6 -2.145 0.09384 -1.02 9.173 -0.4308 12.02 -4.43 23-1 11 -2.131 0.1261 -13.59 11.23 9.422 -1.822 -5.574 24-1 1 -0.9416 0.1586 -29.53 1.528 -7.834 -8.809 -3.319 24-1 . 6 -1.765 0.07472 -14.79 -2.552 -2.69 9.557 -2.628 24-1 11 -2.209 0.07677 -3.528 -0.8264 4.232 10.26 -0.4372 25-1 1 5.571 0.06887 -30.69 -21.28 -4.551 -7.382 4.736 25-1 6 0.8375 0.03723 -8.921 -21.52 0.3553 3.552 14.68 25-1 11 -4.237 0.09704 56.88 -42.31 22.72 -4.666 -27.3 26-1 1 -8.046 0.06151 60.41 -13.59 -5.876 -2.257 -12.36 26-1 6 1.98 0.02805 24.96 -30 3.969 12.58 6.05 26-1 11 3.842 0.06418 -90.2 -17.49 22.8 -36.47 21.69 27-1 1 1.153 0.1216 9.297 -8.514 -11.82 -7.035 6.743 27-1 6 0.3848 0.0582 26.31 -33.66 5.392 23.27 -0.3808 27-1 11 -0.8997 0.128 37.32 -19.04 35.1 -56.21 -4.536 28-1 1 0.7953 0.02962 -36.17 29.28 4.605 23.9 0.1337 28-1 6 -2.547 0.02647 33.71 42.92 12.52 11.5 -9.465 28-1 11 -8.613 0.05622 144 23.64 34.55 -76.16 17.14 29-1 1 0.6907 0.04227 131.8 54.91 13.87 45.28 6.257 29-1 6 4.21 0.04114 68.28 42.19 14.47 -1.688 34.15 29-1 11 12.79 0.05635 -47.59 1.425 -30.57 -22.32 164.7 30-1 1 -0.9595 0.08275 24.89 -10.67 2.726 28.35 -3.386 30-1 6 0.0169 0.06843 0.2834 -33.89 12.98 6.787 2.643 30-1 11 4.613 0.1289 -47.35 -34.1 28.49 -77.19 7.841 31-1 1 -1.748 0.08071 -80.32 -29.29 4.307 48.84 -11.64 31-1 6 -0.7906 0.06866 -70.79 -71 20.39 18.75 -0.4719 Vail's Front Door Mezzanine Lid Design Strip Forces ID Section Max V Dphm. Bending Max V Twist (kip- ft) Max V Deflection (inches) Min V I.P. Shear (Kips) Min V Axial (Kips) Min V Vertical (Kips) Min V Bending (kip-ft) 15-1 6 -4.861 -1.497 0.005808 0.7275 12.75 3.909 48.21 15-1 11 -0.6741 0.7086 0.000548 -2.769 4.751 19.68 -1.879 16-1 1 -10.6 -1.148 0.000539 -25.41 3.137 -2.222 6.149 16-1 6 -46.19 0.06866 0.00189 -14.87 5.558 4.866 4.894 16-1 11 -11.68 0.5724 0.000209 -41.48 4.201 -19.5 1.128 17-1 1 4.98 -1.815 0.005065 -104.7 -3.458 -33.62 16.4 17-1 6 16.04 -0.01351 0.04149 -51.56 -1.927 -0.4708 30.02 17-1 11 -232.3 -0.2398 0.06523 -35.19 6.178 9.127 2.968 18-1 1 6.349 -21.86 0.009005 6.269 2.126 -46.53 30.68 18-1 6 -11.92 -13.58 0.03799 -25.92 4.604 -19.04 127.5 18-1 11 -255.6 -7.322 0.09939 -69.31 6.029 18.05 19.34 19-1 1 -3.951 2.021 0.0169 32.24 6.163 -65.72 49.2 19-1 6 14.44 -0.405 0.1531 15.45 10.49 -2.681 56.22 19-1 11 37.35 -7.803 0.1943 15.34 22.02 9.904 29.67 20-1 1 -3.321 20.81 0.007635 107.1 -1.016 -30.36 17.22 20-1 6 57.7 13.76 0.03502 139.2 1.991 -17.66 73.25 20-1 11 227.1 3.427 0.06877 159 2.743 -0.9377 62.41 21-1 1 -98.66 -1.473 0.03813 -52.45 -14.69 -50.31 -86.3 21-1 6 -82.88 -0.9933 0.04859 -61.83 -25.42 -21.42 23.42 21-1 11 -430.2 -3.386 0.1218 -24.45 -7.236 11.1 3.34 22-1 1 -138.1 -5.49 0.08378 129.7 65.57 -0.6956 11.18 22-1 6 49.73 -2.451 0.1172 47.97 25.95 6.327 5.212 22-1 11 -41.6 -1.968 0.04235 -91.17 13.43 -32.54 -0.8036 23-1 1 0.4086 -2.309 0.09227 10.33 36.2 -18.81 -15.61 23-1 6 4.74 -2.35 0.1083 -4.619 18.14 -5.684 21.9 23-1 11 -10.82 -2.3 0.1401 -15.1 14.46 6.044 12.03 24-1 1 52.99 -0.6186 0.06807 -64.29 2.105 -21.51 -31.12 24-1 6 17.55 -1.765 0.07472 -29 -5.738 -10.36 21.5 24-1 11 14.19 -3.437 0.1194 0.02552 0.7937 0.5022 26.45 25-1 1 39.25 1.719 0.02958 -66.94 -51.49 -11.83 -21.65 25-1 6 -18.38 1.296 0.05238 -6.871 -30.84 -1.336 3.573 25-1 11 72.51 -4.575 0.1031 20.42 -16.94 7.048 -1.22 26-1 1 -63.03 -2.815 0.02823 128.9 -34.32 -12.17 -8.309 26-1 6 42.61 1.093 0.06561 15.52 -12.22 2.511 6.63 26-1 11 -85.56 3.842 0.06418 -31.13 -8.403 10.88 -18.43 27-1 1 -13.32 0.7001 0.05864 21.99 -24.47 -25.22 -18.97 27-1 6 -6.652 1.04 0.1369 11.61 -13.46 3.349 11.89 27-1 11 31.91 -0.8997 0.128 16.28 -8.889 18.43 -30.35 28-1 1 -18.61 1.283 0.04221 -40.91 38.04 1.358 20.27 28-1 6 -164 -2.833 0.06214 11.96 18.24 5.989 5.862 28-1 11 58.08 -8.613 0.05622 56.26 10.24 14.5 -32.67 29-1 1 -72.38 1.758 0.1044 51.05 21.37 5.567 17.07 29-1 6 151.1 8.377 0.07322 24.99 15.95 5.553 -1.159 29-1 11 22.4 4.937 0.02386 -102.4 10.07 -75.21 -56.49 30-1 1 -16.61 -1.349 0.1719 15.87 -7.739 -0.3736 13.62 30-1 6 20.02 0.6372 0.1658 -1.635 -14 4.531 2.887 30-1 11 -35.63 4.613 0.1289 -22.32 -13.53 11.3 -30 31-1 1 84.7 -3.887 0.1665 -57.2 -21.84 -1.674 22.78 31-1 6 -20.23 -2.507 0.1646 -29.75 -30 6.976 8.499 Vail's Front Door Mezzanine Lid Design Strip Forces ID 15-1 15-1 Section 6 11 Min V Torsion (kip-ft) -0.3913 5.289 Min V Dphm. Bending -2.439 -0.3066 Min V Twist (kip- ft) -0.8625 0.4598 Min V Deflection (inches) 0.003002 0.000283 Max P I.P. Shear (Kips) 2.034 -5.395 81 40 Max P Axial (Kips) 24.6 9.054 56 4 Max P Vertical (Kips) 7.555 38.05 06 -2 16-1 1 8.722 -8.77 -0.5559 0.000624 . - 26 38 . 58 12 . 46 10 16-1 6 11.89 -18.75 0.05644 0.00098.9 . - 48 41 . 201 4 . -19.5 16-1 11 -82.52 -27.87 1.35 0.000401 . - 29 47 . 216 -1 21 -17 17-1 1 -60.57 11.42 -3.557 0.009903 . - 56 51 . 927 -1 . 4708 -0 17-1 6 39.82 5.062 -0.01695 0.0271 . - 74 4 . 61 9 . 14 2 17-1 11 -82.58 7110.3 -0.1585 0.03306 . -5 269 6 . 126 2 . 53 -46 18-1 1 -139.7 15.36 -51.68 0.02108 . 92 25 . 604 4 . 04 -19 18-1 6 -88.06 -24.96 -30.93 0.08899 . - 8 139 . 38 14 . 56 49 18.1 11 42.75 -135.1 -4.677 0.05157 . - 24 32 . 163 6 . 72 -65 19-1 1 33.02 46 6.957 0.03871 . 91 32 . 28 21 . 2982 0 19.1 6 -1.493 7.153 -0.169 0.07966 . 44 34 . 19 45 . 17 25 19-1 11 -14.1 17.62 -3.106 0.1023 . 85 45 . 3487 -0 . 33 -15 20-1 1 123.3 -7.371 46.8 0.017.12 . 2 139 . 991 1 . 66 -17 20-1 6 35.7 133.6 31.9 0.0791 . 128 7 . 858 3 . 725 2 20-1 11 18.98 308.9 6.655 0.09206 . 93 23 . 168 -2 . 06 -26 21-1 1 -42.05 -220.1 -2.953 0.07588 . - 41 25 . -7 39 . 021 -9 21-1 6 -49.15 -204.5 -2.222 0.1008 . - 45 24 . 236 -7 . 1 11 21-1 11 721.88 -181.5 -1.521 0.05629 . - 4 171 . 84 84 . 01787 -0 22-1 1 -21.5 -152.3 -8.032 0.0958 . 4 106 . 87 64 . 29 11 22-1 6 -6.955 21.56 -0.08034 0.04909 . 17 91 . 43 13 . 54 -32 22-1 11 186.7 -106.5 -6.683 0.1037 . - 33 10 . 2 36 . 81 -18 23-1 1 -6.987 2.582 -5.788 0.216 . 943 3 . 08 19 . 683 -5 23-1 6 -9.886 10.94 -5.25 0.2108 . - 96 19 . 47 18 . 409 9 23-1 11 -5.837 -9.187 -2.828 0.1714 . - 94 45 . 376 2 . 19 -12 24-1 1 -7.862 123.8 -0.9416 0.1586 . - 79 14 . 552 -2 . 69 -2 24-1 6 -4.087 45.71 -4.285 0.1794 . - 868 1 . 9548 0 . 649 1 24-1 11 6.614 22.57 -3.43 0.1464 . - 30 69 . 28 -21 . 551 -4 25-1 1 15.46 83.23 5.571 0.06887 . - 461 6 . 06 -15 . 1886 0 25-1 6 28.07 -28.64 4.249 0.07551 . - 42 20 . 94 -16 . 048 7 25-1 11 -7.566 27.71 -2.19 0.04137 . 41 60 . 59 -13 . 876 -5 26-1 1 -31.77 -124.5 -8.046 0.06151 . 52 15 . 22 -12 . 511 2 26-1 6 6.179 20.77 1.98 0.02805 . 13 31 . 403 -8 . 88 10 26-1 11 18.78 -27.05 3.475 0.02448 . - 297 9 . 514 -8 . 82 -11 27-1 1 13.54 -30.56 1.149 0.1291 . 61 11 . 46 -13 . 349 3 27-1 6 -0.4972 -3.649 0.3848 0.0582 . 28 16 . 889 -8 . 43 18 27.1 11 -2.99 12.87 -0.4467 0.04827 . 1 52 . 84 46 . 307 3 28-1 1 4.857 757.35 3.314 0.05267 . - 71 33 . 92 42 . 52 12 28-1 6 -7.353 -62.27 -2.547 0.02647 . 144 . 64 23 . 55 34 28.1 11 1.459 22.5 -5.095 0.02117 8 131 . 91 54 . 87 13 29-1 1 2.003 -27.46 0.6907 0.04227 . 28 68 . 19 42 . 47 14 29-1 6 12.97 58.91 2.912 0.02977 . 4 102 . 07 10 . 21 -75 29-1 11 413.2 78.59 12.79 0.05635 . - 99 10 . 694 -5 . 1592 -0 30-1 1 -4.739 -9.716 -1.399 0.1157 . 635 1 . -14 . 531 4 30-1 6 0.4776 7.532 0.0169 0.06843 . - 32 22 53 -13 . 11 3 30-1 11 3.743 -17.54 1.981 0.05537 . - 41 19 . 87 -15 . 9767 -0 31.1 1 -5.681 60.48 -2.558 0.1133 . - 75 29 . -30 . 976 6 31-1 6 0.246 8 -9.945 -0.7906 0.06866 . - . Vail's Front Door Mezzanine Lid Design Strip Forces P M Max P Min P I.P. Min P ID 15-1 15-1 Section 6 11 Max P Bending (kip-ft) 93.37 --7577 -3.448 Max P Torsion (kip-ft) 1 -0.2826 10.09 Max P Dphm. Bending -4.861 -0.6741 ax Twist (kip- ft) -1.497 0.7086 Deflection (inches) 0.005808 0.000548 00762 Shear (Kips) 0.7275 -2.769 34 -16 Axial (Kips) 12.75 4.751 017 2 16-1 1 8.26 12.7 -13.73 -1.347 0.0 00189 . 87 -14 . 558 5 16-1 6 9.718 26.9 -46.19 0.06866 0. 000401 0 . 96 -16 . 168 2 16-1 11 1.128 -82.52 -27.87 1.35 . 5065 . 7 -104 . 458 -3 17-1 1 8.422 -31 4.98 -1.815 0.00 0271 0 . 64 -92 . 419 -9 17-1 6 30.02 39.82 5.062 -0.01695 . 05142 . 9 -60 . 158 2 17-1 11 4.616 -128.5 -171.6 -0.2466 0. 02108 . 644 2 . 7236 0 18-1 1 30.68 -139.7 15.36 -51.68 0. 08899 0 . 46 -11 . 373 1 18-1 6 127.5 -88.06 -24.96 -30.93 . 1055 . 24 -61 . 335 5 18-1 11 21.91 94.83 -271.3 -8.361 0. 3871 . 38 13 . 687 2 19-1 1 49.2 33.02 -9.446 6.957 0.0 1621 . 5 13 . 22 9 19-1 6 118.7 -11.03 15.35 -0.5304 0. 207 0 . 82 13 . 39 19 19-1 11 48.27 738.95 39.01 -7.974 . 007635 0 . 1 107 . 016 -1 20-1 1 8.721 53.69 -3.321 20.81 . 0791 0 . 65 59 . 1.07 20-1 6 73.25 35.7 133.6 31.9 . 07602 . 146 9 137 2 20-1 11 50.02 16.06 250.2 4.112 0. 04447 0 . 34 -49 . -14.93 21-1 r 1 -38.97 -20.71 -115.8 -1.692 . 04859 0 . 83 -61 -25.42 21-1 6 13.43 -22.11 -82.88 -0.9933 . 05629 . 27 -59 11 -25 21-1 11 3.34 -21.88 -181.5 -1.521 0. 1257 0 . 92 74 . 68 34 22-1 1 17.12 -25.51 -201.6 -9.993 . 1172 0 . 97 47 . 25.95 22-1 6 12.72 -25.95 49.73 -2.451 . 1037 . 23 -35 7 3 22-1 11 -0.8036 186.7 -106.5 -6.683 0. 216 0 . 313 4 . 81 15 23-1 1 715.61 -6.987 2.582 -5.788 . 2252 0 . 696 -1 . 235 8 23-1 6 23.6 -10.28 11.39 -5.455 . 2214 . 735 -8 . 22 7 23-1 11 11.37 -7.828 -13.05 -3.649 0. 1059 0 . 89 -47 . 256 1 24-1 1 -13.7 -5.163 82.43 -0.9623 . 07472 . -29 . 738 -5 24-1 6 9.557 -2.628 17.55 -1.765 0. 1775 0 634 -1 . 9875 -0 24-1 11 29.22 6.632 25.33 -4.358 . 02958 . 94 -66 . 49 -51 25-1 1 -7.382 4.736 39.25 1.719 0. 03723 0 . 331 -9 . -37.3 25-1 6 2.599 9.672 -12.8 0.8375 . 4137 . 88 56 31 -42 25-1 11 -1.22 -7.566 27.71 -2.19 0.0 02823 . 9 128 . 32 -34 26-1 1 -2.257 -12.36 -63.03 -2.815 0. 02805 . 24 96 . -30 26-1 6 6.63 6.179 20.77 1.98 0. 02448 0 . 2 -90 49 -17 26-1 11 -18.43 18.78 -27.05 3.475 . 05864 0 . 99 21 . 47 -24 27-1 1 -7.035 6.743 -13.32 0.7001 . 0582 0 . 31 26 . -33.66 27-1 6 11.89 -0.4972 -3.649 0.3848 . 04827 0 . 32 37 04 -19 27-1 11 -30.35 -2.99 12.87 -0.4467 . 06526 0 . 99 724 . 49 20 28-1 1 28.42 4.799 -60.6 3.802 . 06214 0 . 96 11 . 18.24 28-1 6 11.5 -9.465 -164 -2.833 . 05622 0 . 26 56 24 10 28-1 11 776.16 17.14 58.08 -8.613 . 1044 0 . 51 05 . 21.37 29-1 1 45.28 6.257 -72.38 1.758 . 07322 0 . 99 24 15.95 29-1 6 -1.688 34.15 151.1 8.377 . 05635 0 . 59 -47 425 1 29-1 11 -56.49 413.2 78.59 12.79 . 08275 0 . 77 29 . 72 -12 30-1 1 9.704 -3.088 -6.627 -0.9595 . 06843 0 . 2834 0 . 89 -33 30-1 6 2.887 0.4776 7.532 0.0169 . 05537 0 . 35 -47 . -34.1 30-1 11 730 3.74 3 -17.54 1.981 . 08071 0 . 33 -96 26 -35 31-1 1 16.33 -3.6 9 43.4 -1.748 . 06866 0 . 79 -70 . -71 31-1 6 8.499 0.246 8 -9.94 5 -0.7906 . . Vail's Front Door Mezzanine Lid Design Strip Forces P Mi Min P Min P Min P l i Min P Bendin Min P Torsion n Dphm. Twist (kip- Deflection ID Section ca Vert (Kips) g (kip-ft) (kip-ft) Bending ft) (inches) 15-1 15-1 6 11 3.909 19.68 48.21 71.879 -0.3913 5.289 -2.439 -0.3066 -0.8625 0.4598 3574 0.003002 0.000283 000401 0 16-1 1 -1.428 3.953 5.607 -5.638 -0. 05644 0 . 000989 0 16-1 6 4.866 4.894 11.89 -18.75 . 5724 0 . 000209 0 16-1 11 -7.864 0.3965 -37.04 -11.68 . 557 3 . 009903 0 17-1 1 -33.62 16.4 -60.57 11.42 . - 1351 . 04149 0 17-1 6 0.7449 45.83 67.52 16.04 -0.0 1517 0 . 04686 0 17-1 11 13.56 0.9419 -120.9 -171 . - 21 86 . 009005 0 18-1 1 -20.34 12.76 -59.18 6.349 . - 58 13 . 03799 0 18-1 6 -8.29 54.16 -42.38 -11.92 - . 638 3 . 04547 0 18-1 11 19.14 13.22 41.24 -119.4 . - 021 . 0169 0 19-1 1 -27.21 20.51 7.481 -3.951 2. 04362 . 07064 0 19-1 6 -1.455 51.69 -1.302 6.24 -0. 935 2 . 0896 0 19-1 11 10.56 23.2 -14.01 15.96 . - 46 8 . 01712 0 20-1 1 -30.36 17.22 123.3 -7.371 . 76 13 . 03502 0 20-1 6 -7.719 33.36 14.53 57.7 . 971 5 . 0848 0 20-1 11 -0.7963 57.36 15.94 285.9 . 734 2 . 06953 0 21-1 1 748.05 -84.25 -40.94 -202.9 . - 222 2 . 1008 0 21-1 6 -21.42 23.42 -49.15 -204.5 . - 386 3 . 1218 0 21-1 11 19.02 13.6 -50.13 -430.2 . - 529 3 . 05386 0 22-1 1 1.22 10.7 -7.222 -88.78 . - 8034 . 04909 0 22-1 6 6.327 5.212 -6.955 21.56 -0.0 968 1 . 04235 0 22-1 11 -10.82 -4.689 75.15 -41.6 . - 309 2 . 09227 0 23-1 1 -5.817 -1.819 -2.268 0.4086 . - 145 2 . 09384 0 23-1 6 -0.4324 10.32 -4.039 4.291 . - 479 1 . 09008 0 23-1 11 6.057 -1.171 -3.583 -6.958 . - 5979 0 . 1208 0 24-1 1 -17.16 -26.23 -6.018 94.38 . - 285 4 . 1794 0 24-1 6 -10.36 21.5 -4.087 45.71 . - 509 2 . 08839 0 24-1 11 3.085 7.488 -0.4549 11.43 . - 571 5 . 06887 0 25-1 1 -11.83 -21.65 15.46 83.23 . 707 4 . 09066 0 25-1 6 -1.169 4.525 33.08 -34.23 . 575 4 . 1031 0 25-1 11 22.72 -4.666 -27.3 72.51 . - 046 8 . 06151 0 26-1 1 -12.17 -8.309 -31.77 -124.5 . - 093 1 . 06561 0 26-1 6 3.969 12.58 6.05 42.61 . 842 3 . 06418 0 26-1 11 22.8 -36.47 21.69 -85.56 . 149 1 . 1291 0 27-1 1 -25.22 -18.97 13.54 -30.56 . 04 1 . 1369 0 27-1 6 5.392 23.27 -0.3808 -6.652 . 8997 0 . 128 0 27-1 11 35.1 -56.21 -4.536 31.91 . - 7953 0 . 02962 0 28-1 1 2.657 15.75 0.1917 -15.36 . 547 2 . 02647 0 28-1 6 5.989 5.862 -7.353 -62.27 . - 095 5 . 02117 0 28-1 11 14.5 -32.67 1.459 22.5 . - 6907 0 . 04227 0 29-1 1 5.567 17.07 2.00 3 -27.46 . 912 2 . 02977 0 29-1 6 5.553 -1.159 12.97 58.91 . 937 4 . 02386 0 29-1 11 730.57 722.32 164.7 22.4 7 . 788 1 . 2049 0 30-1 1 2.512 32.27 -5.037 9.7 . - 6372 0 . 1658 0 30-1 6 12.98 6.787 2.643 20.02 . 613 4 . 1289 0 30-1 1 1 28.49 -77.19 7.841 -35.63 . 697 4 . 199 0 31-1 1 3.609 55.29 -13.6 3 101. 8 . - 507 2 . 1646 0 31-1 6 20.39 18.75 -0.471 9 -20.2 3 . - . Vail's Front Door Mezzanine Lid Design Strip Forces M M Max M Max M Max M ID 31-1 Section 11 Max M I.P. Shear (Kips) -0.7292 Max M Axial (Kips) -31.07 Max M Vertical (Kips) 19.28 ax Bending (kip-ft) -49.15 Torsion (kip-ft) 70.03717 553 1 Dphm. Bending 8.046 36 91 Twist (kip- ft) 0.4249 145 -2 32-1 1 -79.04 -17.42 -10.91 -2.108 . 46 38 . 7 -111 . 92 -15 32-1 6 -99.71 -30.98 8.44 32.65 7 . - 846 2 . 25 -52 . 245 -2 32-1 11 0.1061 710.75 27.36 48.34 . - 89 12 . 73 16 . 792 -2 33-1 1 17.48 14.39 -17.81 -25.18 . 17 6 . 938 8 . 524 -7 33-1 6 60.53 9.368 -3.554 15.28 . 66 20 . 966 2 . 106 -1 33-1 11 19.66 -47.38 -1.812 7.972 . 218 2 . 15 -35 . 575 0 34-1 1 63.46 -17 -13.39 -33.67 . 78 13 . 104 8 . 596 -3 34-1 6 -4.321 -64.82 -14.73 17.85 . - 3 19 . 2 -133 . 842 -3 34-1 11 -110.5 -75.25 -4,002 39.76 . - 3788 0 . 5 -186 . 474 -7 34-2 1 92.71 -70.99 -6.252 18.92 . - 46 13 . 49 -56 . 644 =2 34-2 6 -29.32 -70.68 4.731 38.34 . - 016 7 . 49 -87 . 9959 0 34-2 11 -53.87 -17.83 6.228 -6.039 . - 3956 0 . 6086 -0 . 5086 0 35-1 1 3.398 -18.43 -10.94 -24.02 . - 628 1 . 12 75 . 02799 0 35-1 6 -10.53 -62.11 -8.073 10.79 . - 6452 0 . 3 -35 . 3164 0 35-1 11 728.2 -50.66 3.831 9.842 . 656 4 . 22 29 . 9529 0 36-1 1 -31.26 -29.26 -15.33 -35.28 . - 68 9 . . 56 -16 . 165 6 36-1 6 13.11 -70.62 -9.978 17.95 . 41 17 . 15 20 . 881 5 36-1 11 44.84 -46.44 4.172 11.54 . 567 3 . 144 3 . 628 1 36-2 1 -9.218 -21.55 -16.96 -19.93 . 07 18 . 34 -24 . 27 3 36-2 6 12.52 -56.26 0.8984 78.34 . 203 8 . 42 18 . 776 -1 36-2 11 17.6 -18.75 18.16 -25.3 . - 8 53 . 63 -16 . 834 3 37-1 1 -9.396 -4.132 -51.04 -30.55 . - 275 6 . 2 -52 . 92 11 37-1 6 31.22 -3.751 -1.505 29.64 . - 953 1 . 66 51 . 208 2 37-1 11 41.57 -1.311 7.499 -8.359 . 34 13 . 96 45 . 851 3 37-2 1 -35.33 -11.28 -19.86 -22.56 . 32 64 . 8 -102 . 126 3 37-2 6 9.899 -22.54 6.903 37.11 . - 83 16 . 56 47 . 7 316 -4 37-2 11 40.94 -11.8 9.048 -13.05 . - 91 11 . 85 -30 . 932 -2 38-1 1 62.57 -13.98 -16.31 -19.86 . 05 39 . 6 295 . 446 -5 38-1 6 34.2 -88.24 -2.036 33.63 . - 41 12 . 405 8 . 121 2 38-1 11 -36.44 -18.89 11.45 -25.63 . 5433 0 . 99 13 . 2146 -0 39-1 1 -14.22 . -8.697 -6.386 -12.46 . - 644 4 . 84 -1 . 024 -3 39-1 6 -1.704 -57.59 84 23.5 . - 468 1 . 74 12 . 1819 0 39-1 11 12 -13.89 6.569 -13.91 . 7393 0 . 35 6 . 3265 0 40-1 1 -39.18 -10.12 -5.417 -13.8 . 215 8 . 16 -19 . 071 -6 40-1 6 -13.07 -56.67 -6.919 26.53 . - 524 1 . 36 29 . 1941 0 40-1 11 29.04 -16.1 8.193 -17.44 . 1 39 . 91 42 . 9014 0 41-1 1 -65.32 0.06557 -4.288 7 -13.16 . 2 16 . 9 -62 . 356 6 41-1 6 -48.96 -33.84 12.74 19.89 . 54 22 . 04 92 . 554 -3 41-1 11 48.29 -43.29 11.01 21.41 . - 48 23 . 8 -101 . 36 -2 42-1 1 59.64 -107.1 5.229 6.851 . - 43 10 . 82 -19 . 8541 0 42-1 6 -47.81 -99.89 -8.168 16.15 . 951 3 . 08 -51 . 765 1 42-1 11 -36.75 -36.01 11.15 -16.59 . 11 1 . 37 -11 . 114 -2 43-1 1 11.9 -20.51 -11.83 -12.37 . - 72 16 . 55 15 . 7727 -0 43-1 6 2.739 -56.21 -7.177 89.88 . - 69 13 . 532 -6 . 823 1 43-1 11 -8.81 -14.84 15.62 -20.31 . 157 5 . 73 -30 . 07 -35 44-1 1 12733 48.59 -167 -193.4 . - 1 147 . 2 -550 . 83 -85 44-1 6 120.5 395.2 202.6 2403 . - 93 46 . 03 26 . 74 92 44-1 11 29.0 7 -118.3 303.3 -1242 . . . Vail's Front Door Mezzanine Lid Design Strip Forces M Mi Min M Min M Min M ID 31-1 32-1 Section 11 1 Max M Deflection (inches) 0.05408 0.04738 Min M I.P. Shear (Kips) -3.332 -162.7 ;Axial 2 -40.49 n Vertical (Kips) 45.99 -34.49 g Bendin (kip-ft) -124.3 -16.35 23 12 Torsion (kip-ft) 0.1162 11.48 12 -14 Dphm. Bending 19.75 189.4 18 -44 32-1 6 0.09038 -39.92 -10.61 2.876 . 4 124 . 92 -10 . -135.7 32-1 11 0.02152 -3.557 -29.19 68.72 . - 04 6 . 67 32 9 25 33-1 1 0.007211 58.41 43.96 -46.56 -6 . 297 6 . 844 1 . 005 3 33-1 6 0.06428 20.09 1.791 -2.013 . 401 3 . 005 8 . 026 -5 33-1 11 0.08893 3.564 -18.87 -0.3329 . 97 85 . 957 5 . 35 -64 34-1 1 0.03601 155.5 -37.46 -33.43 . - 422 8 . 305 -4 . 32 40 34-1 6 0.1352 -3.391 -25.49 -6.394 . 6 19 . 717 -6 . 01 -55 34-1 11 0.1787 -45.91 -28.02 -2.368 . 778 . 834 2 . 53 -67 34-2 1 0.1979 34.15 -25.73 -1.942 7. 37 13 . -4:148 . 74 -18 34-2 6 0.2047 -9.925 -25.29 2.265 . 97 10 09 -12 . -262.9 34-2 11 0.07422 -153.7 -52.88 15.56 . - 54 59 . 5254 0 6266 -0 35-1 1 0.0648 7.175 -47.22 -25.31 . - 057 6 . 4379 -0 . 562 5 35-1 6 0.1982 -3.71 -25.11 -3.135 . 953 3 . 084 1 . 23 -12 35-1 11 0.2438 -10.41 -20.49 2.194 . 87 29 . 38 -17 . 91 65 36-1 1 0.04827 -69.3 -74.5 -35.65 . - 823 8 . 308 2 . 427 -8 6 0.1558 5.003 -28.42 -4.197 . 992 4 . 306 4 . 51 10 11 0.1966 19.89 -19.1 2.48 . 46 42 . 83 32 . 61 -15 L36-2 1 0.1001 -11.54 -39.19 37 . - 30 6 . 268 5 . 838 -6 6 0.2433 4.267 - -24.61 - 1.183 . 38 59 : 72 38 - . 74 50 36-2 11 0.08535 47.52 -42.11 44.28 . - 57 6 1 . -111188 1 . 12 -48 37-1 1 0.01582 -20.12 -13.27 -132 . -8 928 . . 345 2 . 48 -19 37-1 6 0.07988 11.12 0.07439 -1.354 8. 92 40 . 767 2 . 4 114 37-1 11 0.04274 90.92 -5.544 26.67 . - 1 109 . 3466 -0 . 147 37-2 1 0.04111 -94.35 -45.34 -100.5 . - 62 13 . 93 -11 31 -38 37.2 6 0.1274 3.94 -5.07 3.633 . 73 47 . 22 -40 . 1 125 37-2 11 0.0392 105.7 -40.5 31.28 . - 3 60 . 2 25 . 16 -84 38-1 1 0.03452 175.3 -39.02 -49.91 . - 78 10 . 82 -10 . 4 108 38-1 6 0.1297 14.33 -31.81 -0.08528 . 47 73 . 75 35 . 83 -37 38-1 11 0.03192 -130.1 -47.85 35.2 . - 04 35 . 125 -2 . 84 38 -1 39 1 0.04653 -39.1 -23.52 -16.94 . - 103 8 . 51 -1 . 6255 -0 -1 39 6 0.1884 -0.4615 -21.02 -0.9647 . 14 33 . 755 3 . 51 33 39-1 11 0.04653 31.3 -33.29 16.47 . - 17 45 . 1355 0 . 101.1 40-1 1 0.03529 -109.4 -29.35 -17.01 . - 097 8 . -1 93 532 -7 40-1 6 0.1729 -4.954 -20.05 -1.776 . 82 54 . 36 15 . 47 89 40-1 11 0.0424 84.45 -41.94 27.35 . - 38 46 . 837 7 . 117 3 41-1 1 0.01801 -178.6 -4.219 -14.6 . - 352 5 . 109 3 . -21.8 41-1 6 0.1337 -18.04 -11.77 -3.033 . 57 89 . 63 -92 262 41-1 11 0.03274 144.2 -123.8 47.71 . - 132 1 . 8 -17 51 -54 42-1 1 0.09265 28.02 -63.61 0.4931 . - 304 7 . 735 4 . 907 -6 42-1 6 0.1122 -17.09 -35.62 -3.871 . 11 35 . 492 9 . 4 -134 42-1 11 0.03535 -97.51 -101.2 23.27 . - 59 60 . 73 -35 . 47 -26 43-1 1 0.1252 28.67 -48.45 -44.21 . - 13 24 . 102 -3 . 227 6 43-1 6 0.3104 1.188 -20.06 -0.2919 . 31 82 . 09 50 . 72 -20 43-1 11 0.1066 -25.83 -40.56 62.19 . - 4 537 . 5 -376 . -44 86 44-1 1 0.003676 21.31 132.9 -452.4 . - 3 850 . 73 -39 . 2 -191 44-1 6 0.077 6 44.9 2 139.4 79.41 . 2917 . 25 81 . 86 39 44-1 1 1 0.00293 7 65.0 5 -254. 5 770.7 - . . Vail's Front Door Mezzanine Lid Design Strip Forces V M Max V Max V Max V ID 31-1 32-1 Section 11 1 Min M Twist (kip- ft) 0.6687 -4.487 Min M Deflection (inches) 0.1251 0.09739 Max V I.P. Shear (Kips) -3.332 -79.04 ax Axial (Kips) -78.62 -17.42 Vertical (Kips) 45.99 -10.91 44 8 Bending (kip-ft) -124.3 -2.108 65 32 Torsion (kip-ft) 0.1162 1.553 46 -38 32-1 6 -5.899 0.03654 -99.71 -30.98 . 72 68 . 4 -124 . 92 -10 32-1 11 -6.023 0.04993 -3.557 -29.19 . 81 17 . 725 18 . 89 12 33-1 1 -5.819 0.01778 17.48 14.39 . - 013 2 . 297 6 . 844 1 33-1 6 -3.338 0.02564 20.09 1.791 . - 2606 0 . 722 3 . 26 11 33-1 11 -0.5051 0.03517 4.409 -26.54 . 39 13 . 67 -33 . 218 2 34-1 1 1.91 0.08436 63.46 -17 . - 394 6 . 422 8 . 305 -4 34-1 6 -1.036 0.05698 -3.391 -25.49 . - 267 2 . 3 22 . 088 -7 34-1 11 -0.898 0.07371 -53.85 -33.64 . - 942 1 . 778 7 . 834 2 34-2 1 71.927 0.07972 34.15 -25.73 . - 731 4 . 34 38 . 46 -13 34-2 6 -0.7255 0.08104 -29.32 -70.68 . 56 15 . 97 -10 . 09 -12 34-2 11 4.106 0.1878 -153.7 -52.88 . 94 10 . 02 -24 . 3956 -0 35-1 1 1.267 0.1497 3.398 -18.43 . - 35 1 3 . 057 6 . 4379 -0 35-1 6 0.1711 0.08428 -3.71 -25.11 . . - 831 3 . 842 9 . 6452 0 35-1 11 0.3529 0.09987 -28.2 -50.66 . 33 15 . 28 -35 . 656 -4 36-1 1 0.8689 0.1116 -31.26 -29.26 . - 197 4 . 823 8 . 308 2 36-1 6 1.871 0.06596 5.003 -28.42 . - 249 4 . 462 9 . 39 17 36-1 11 1.682 0.07986 41.19 -43.58 . 43 6 . 22 -20 . 709 3 36-2 1 7.215 0.2079 -7.455 -18.98 -1 . 841 1 . 47 6 . 194 8 36-2 6 0.5266 0.09533 6.638 -38.29 . 28 44 . 38 -59 . 72 -38 36-2 11 -6.926 0.2196 47.52 -42.11 . 51 04 . 55 -30 . 8 -53 37-1 1 10 0.03736 -9.396 -4.132 . - 753 0 . 68 24 . 578 -7 37-1 6 4.828 0.03151 25.04 -3.792 . - 73 26 . 21 -40 . 786 3 37-1 11 5.234 0.08658 95.99 -5.42 . 86 19 . 56 -22 . 34 13 37-2 1 11.47 0.1082 -35.33 -11.28 . - 903 6 . 11 37 . 32 -64 37-2 6 -0.9134 0.04671 9.899 -22.54 . 28 31 . 73 -47 . 22 -40 37-2 11 -11.93 0.1008 105.7 -40.5 . 31 16 . 86 -19 . 11.91 38-1 1 -12.21 0.09696 62.57 -13.98 - 1975 0 . 17 14 21 -15 38-1 6 -0.7998 0.04071 20.39 -44.47 . 2 35 . 47 -73 . 75 35 38-1 11 6.252 0.108 -130.1 -47.85 . 386 6 . 46 -12 . 5433 -0 39-1 1 -0.6897 0.1316 -14.22 -8.697 . - 9647 0 . 103 8 . 51 -1 39-1 6 70.9275 0.06042 -0.4615 -21.02 . - 47 16 . 14 -33 . 755 3 39-1 11 0.8325 0.1594 31.3 -33.29 . 417 5 . 8 -13 . 7393 0 40-1 1 1.08 0.1005 -39.18 -10.12 . - 776 1 . 097 8 . 93 -1 40-1 6 -1.531 0.05264 -4.954 -20.05 . - 35 27 . 82 -54 . 36 15 40-1 11 3.533 0.1474 84.45 -41.94 . 288 4 . 16 -13 . 39 1 41-1 1 5.098 0.05202 -65.32 0.06557 . - 033 3 . 352 5 . 109 3 41-1 6 0.8868 0.03809 -18.04 -11.77 . - 71 47 . 57 -89 . 63 -92 41-1 11 -13.47 0.1142 144.2 -123.8 . 229 5 . 851 6 . 48 -23 42-1 1 -1.608 0.05929 59.64 -107.1 . 683 3 . 762 7 . 785 4 42-1 6 0.265 0.04404 -19.55 -42.43 . - 27 23 . 11 -35 . 492 9 42-1 11 4.473 0.09176 -97.51 -101.2 . 49 11 . 03 -13 . -11 43-1 1 -6.597 0.2551 10.92 -17.82 . - 07518 0 . 54 25 217 -3 43-1 6 -0.2225 0.1174 1.342 -23.21 . - 19 62 . 31 -82 . 09 50 43-1 11 6.05 0.2755 -25.83 -40.56 9 . -167 . 4 -193 . -157.5 44-1 1 -70.75 0.01006 12.33 48.5 6 202 . 2403 -147.1 44-1 6 -23.67 0.02782 120.5 395.2 . 7 770 -2917 25 81 44-1 11 202.1 0.00862 4 65.05 -254.5 . . Vail's Front Door Mezzanine Lid Design Strip Forces ID 1 Section Max V Dphm. Bending Max V Twist (kip- ft) Max V Deflection (inches) Min V I.P. Shear (Kips) Min V Axial (Kips) Min V Vertical (Kips) Min V Bending (kip-ft) 31-1 11 19.75 0.6687 0.1251 -0.7292 -31.07 19.28 -49.15 32-1 1 91.36 -2.145 0.04738 -162.7 -40.49 -34.49 -16.35 32-1 6 -111.7 -15.92 0.09038 -39.92 -10.61 2.876 12.23 32-1 11 -135.7 -6.023 0.04993 0.1061 -10.75 27.36 -48.34 33-1 1 16.73 -2.792 0.007211 58.41 43.96 -46.56 -66.04 33-1 6 3.005 -3.338 0.02564 60.53 9.368 -3.554 15.28 33-1 11 -7.813 -0.7794 0.04872 18.81 -39.72 -2.405 7.65 34-1 1 -35.15 0.575 0.03601 155.5 -37.46 -33.43 -85.97 34-1 6 40.32 -1.036 0.05698 -4.321 -64.82 -14.73 17.85 34-1 11 -64.89 -0.7757 0.08618 -102.5 -69.63 -4.103 37.06 34-2 1 -67.53 -1.927 0.07972 92.71 -70.99 -6.252 18.92 34-2 6 -56.49 -2.644 0.2047 -9.925 -25.29 2.265 13.37 34-2 11 -262.9 4.106 0.1878 -53.87 -17.83 6.228 -6.039 35-1 1 -0.6086 0.5086 0.0648 7.175 -47.22 -25.31 -59.54 35-1. 6 5.562 0.1711 0.08428 -10.53 -62.11 -8.073 10.79 35-1 11 -35.3 0.3164 0.2438 -10.41 -20.49 2.194 3.953 36-1 1 29.22 0.9529 0.04827 -69.3 -74.5 -35.65 -87.29 36-1 6 -8.427 1.871 0.06596 13.11 -70.62 -9.978 17.95 36-1 11 18.02 5.795 0.184 23.53 -21.96 2.403 7.072 36-2 1 1.746 1.581 0.08707 -13.31 -41.76 -37.53 -42.17 36-2 6 -10.64 0.8191 0.1483 10.15 -42.59 0.2409 61.34 36-2 11 50.74 -6.926 0.2196 17.6 -18.75 18.16 -25.3 37-1 1 -16.63 3.834 0.01582 -20.12 -13.27 -132 -86.57 37-1 6 -41.38 9.24 0.06237 17.3 0.1157 -2.107 13.89 37-1 11 121 5.555 0.09224 36.5 -1.435 7.447 -9.067 37-2 1 45.96 3.851 0.04111 -94.35 -45.34 -100.5 -109.1 37-2 6 -102.8 -3.126 0.1274 3.94 -5.07 3.633 13.62 37-2 11 125.1 -11.93 0.1008 40.94 -11.8 9.048 -13.05 38-1- 1 -30.85 -2.932 0.03452 175.3 -39.02 -49.91 -60.3 38-1 6 151.1 -0.7369 0.05558 28.14 -75.58 -2.318 30.24 38-1 11 -37.83 6.252 0.108 -36.44 -18.89 11.45 -25.63 394 1 13.99 -0.2146 0.04653 -39.1 -23.52 -16.94 -35.04 39-1 6 -0.6255 -0.9275 0.06042 -1.704 -57.59 -3.284 23.5 39-1 11 33.51 0.8325 0.1594 12 -13.89 6.569 -13.91 40-1 1 35.6 0.3265 0.03529 -109.4 -29.35 -17.01 -45.17 40-1 6 -7.532 -1.531 0.05264 -13.07 -56.67 -6.919 26.53 40-1 11 89.47 3.533 0.1474 29.04 -16.1 8.193 -17.44 41-1 1 42.91 0.9014 0.01801 -178.6 -4.219 -14.6 -46.38 41-1 6 -21.8 0.8868 0.03809 -48.96 -33.84 -12.74 19.89 41-1 11 262 -13.47 0.1142 48.29 -43.29 11.01 -21.41 42-1 1 -101.8 -2.36 0.09265 28.02 -63.61 0.4931 -1.132 42-1 6 -8.777 0.5143 0.05088 -45.35 -93.08 -8.357 15.69 42-1 11 -134.4 4.473 0.09176 -36.75 -36.01 11.15 -16.59 43-1 1 -10.1 -2.076 0.1083 29.64 -51.14 -44.55 -59.92 43-1 6 6.345 -0.3043 0.1343 2.585 -53.06 -7.394 88.46 43-1 11 -20.72 6.05 0.2755 -8.81 -14.84 15.62 -20.31 44-1 1 -30.73 -35.07 0.003676 21.31 132.9 -452.4 -537.4 44-1 6 -550.2 -85.83 0.0776 44.92 139.4 79.41 850.3 44-1 11 39.86 202.1 0.008624 29.07 -118.3 303.3 -1242 Vail's Front Door Mezzanine Lid Design Strip Forces ID Section Min V Torsion (kip-ft) Min V Dphm. Bending Min V Twist (kip- ft) Min V Deflection (inches) Max P I.P. Shear (Kips) Max P Axial (Kips) Max P Vertical (Kips) 31-1 11 -0.03717 8.046 0.4249 0.05408 -0.7292 -31.07 19.28 32-1 1 11.48 189.4 -4.487 0.09739 -69.35 -15.62 -11.02 32-1 6 -14.12 -44.18 -5.899 0.03654 -39.92 -10.61 2.876 32-1 11 -2.846 -52.25 -2.245 0.02152 0.1061 -10.75 27.36 33-1 1 32.67 25.9 -5.819 0.01778 58.41 43.96 -46.56 33-1 6 6.17 8.938 -7.524 0.06428 53.48 9.643 -3.301 33-1 11 17.41 5.753 -0.8314 0.07538 3.564 -18.87 -0.3329 34-1 1 5.957 -64.35 1.91 0.08436 63.46 -17 73.39 34-1 6 -13.78 104.8 -3.596 0.1352 -3.391 -25.49 -6.394 34-1 11 -18.93 -123.4 -3.964 0.1662 -45.91 -28.02 -2.368 34-2 1 -0.3788 -186.5 -7.474 0.1979 34.15 -25.73 -1.942 34-2 6 -4.148 -18.74 -0.7255 0.08104 -9.925 -25.29 2.265 34-2 11 -7.016 -87.49 0.9959 0.07422 -53.87 -17.83 6.228 35-1 1 0.5254 -0.6266 1.267 0.1497 3.398 -18.43 -10.94 35-1 6 -1.628 12.75 0.02799 0.1982 -3.71 -25.11 -3.135 35-1 11 1.084 -12.23 0.3529 0.09987 -10.41 -20.49 2.194 36-1 1 -17.38 65.91 0.8689 0.1116 -31.26 -29.26 -15.33 36-1 6 9.68 -16.56 6.165 0.1558 5.003 -28.42 -4.197 36-1 11 4.327 12.63 1.767 0.09238 19.89 -19.1 2.48 36-2 1 32.69 -14.21 7.262 0.2209 -7.455 -18.98 -16.43 36-2 6 15.14 -20.54 2.978 0.1903 4.267 -24.61 1.183 36-2 11 -8.203 18.42 -1.776 0.08535 17.6 -18.75 18.16 37-1 1 -118.1 -48.12 10 0.03736 -9.396 -4.132 -51.04 37-1 6 3.648 -30.3 7.51 0.04901 12.68 0.5055 -1.674 37-1 11 0.9343 45.09 1.886 0.03709 41.57 -1.311 7.499 37-2 1 -0.3466 147 11.47 0.1082 -35.33 -11.28 -19.86 37-2 6 -11.93 -38.31 -0.9134 0.04671 3.94 -5.07 3.633 37-2 11 -16.83 47.56 -4.316 0.0392 40.94 -11.8 9.048 38-1 1 25.2 -84.16 -12.21 0.09696 62.57 -13.98 -16.31 38-1 6 -34.67 252.9 -5.509 0.1149 14.33 -31.81 -0.08528 38-1 11 12.41 8.405 2.121 0.03192 -36.44 -18.89 11.45 39-1 1 -2.125 38.84 -0.6897 0.1316 -14.22 -8.697 -6.386 39-1 6 -4.644 -1.84 -3.024 0.1884 -0.4615 -21.02 -0.9647 39-1 11 1.468 12.74 0.1819 0.04653 12 -13.89 6.569 40-1 1 0.1355 101.1 1.08 0.1005 -39.18 -10.12 -5.417 40-1 6 -8.215 -19.16 -6.071 0.1729 -4.954 -20.05 -1.776 40-1 11 1.524 29.36 0.1941 0.0424 29.04 -16.1 8.193 41-1 1 7.837 117.3 5.098 0.05202 -90.43 0.3844 -5.604 41-1 6 16.2 -62.9 6.356 0.1337 -18.04 -11.77 -3.033 41-1 11 -22.54 92.04 -3.554 0.03274 48.29 -43.29 11.01 42-1 1 -17.8 -54.51 -1.608 0.05929 21.77 -46.13 0.8257 42-1 6 10.38 -17.95 0.6048 0.1054 -17.09 -35.62 -3.871 42-1 11 3.951 -51.08 1.765 0.03535 -36.75 -36.01 11.15 43-1 1 -35.82 -27.74 -6.635 0.272 10.92 -17.82 -11.49 43-1 6 -16.61 15.43 -0.6908 0.2935 1.188 -20.06 -0.2919 43-1 11 13.69 -6.532 1.823 0.1066 -8.81 -14.84 15.62 44-1 1 -376.5 -44.86 -70.75 0.01006 21.31 132.9 -452.4 44-1 6 -39.73 -191.2 -23.67 0.02782 120.5 395.2 202.6 44-1 11 46.93 26.03 92.74 0.002937 29.07 -118.3 303.3 Vail's Front Door Mezzanine Lid Design Strip Forces ID Section Max P Bending (kip-ft) Max P Torsion (kip-ft) Max P Dphm. Bending Max P Twist (kip- ft) Max P. Deflection (inches) Min P I.P. Shear (Kips) Min P Axial (Kips) 31-1 11 -49.15 -0.03717 8.046 0.4249 0.05408 -3.332 -78.62 32-1 1 -3.726 2.44 80.06 -1.815 0.04139 -172.4 -42.3 32-1 6 12.23 -14.12 -44.18 -5.899 0.03654 -99.71 -30.98 32-1 11 -48.34 -2.846 -52.25 -2.245 0.02152 -3.557 -29.19 33-1 1 -66.04 32.67 25.9 -5.819 0.01778 17.48 14.39 33-1 6 12.29 6.317 7.893 -6.05 0.05402 27.14 1.516 33-1 11 3.401 8.005 -5.026 -0.5051 0.03517 19.66 -47.38 34-1 1 -33.67 2.218 -35.15 0.575 0.03601 155.5 -37.46 34-1 6 8.422 -4.305 40.32 -1.036 0.05698 -4.321 -64.82 34-1 11 19.6 -6.717 -55.01 -0.898 0.07371 -110.5 -75.25 34-2 1 7.778 2.834 -67.53 -1.927 0.07972 92.71 -70.99 34-2 6 13.37 -4.148 -18.74 -0.7255 0.08104 -29.32 -70.68 34-2 11 -6.039 -7.016 -87.49 0.9959 0.07422 -153.7 -52.88 35-1 1 -24.02 -0.3956 -0.6086 0.5086 0.0648 7.175 -47.22 35-1 6 6.057 -0.4379 . 5.562 0.1711 0.08428 -10.53 -62.11 35-1 11 3.953 1.084 -12.23 0.3529 0.09987 -28.2 -50.66 36-1 1 -35.28 -4.656 29.22 0.9529 0.04827 -69.3 -74.5 36-1 6 8.823 2.308 -8.427 1.871 0.06596 13.11 -70.62 36-1 11 4.992 4.306 10.51 1.682 0.07986 44.84 -46.44 36-2 1 -20.22 3.709 1.746 1.581 0.08707 -13.31 -41.76 36-2 6 30.6 5.268 -6.838 0.5266 0.09533 12.52 -56.26 36-2 11 -25.3 -8.203 18.42 -1.776 0.08535 47.52 -42.11 37-1 1 -30.55 -53.8 -16.63 3.834 0.01582 -20.12 -13.27 37-1 6 9.263 3.905 -21.66 5.647 0.03582 29.66 -4.182 37-1 11 -8.359 1.953 51.66 2.208 0.04274 90.92 -5.544 37-2 1 -22.56 13.34 45.96 3.851 0.04111 -94.35 -45.34 37-2 6 13.62 -11.93 : -38.31 -0.9134 0.04671 9.899 -22.54 37-2 11 -13.05 -16.83 47.56 -4.316 0.0392 105.7 -40.5 38-1 1 -19.86 11.91 -30.85 -2.932 0.03452 175.3 -39.02 38-1 6 10.78 -10.82 108.4 -0.7998 0.04071 34.2 -88.24 38-1 11 -25.63 12.41 8.405 2.121 0.03192 -130.1 -47.85 39-1 1 -12.46 -0.5433 13.99 -0.2146 0.04653 -39.1 -23.52 39-1 6 8.103 -1.51 -0.6255 -0.9275 0.06042 -1.704 -57.59 39-1 11 -13.91 1.468 12.74 0.1819 0.04653 31.3 -33.29 40-1 1 -13.8 0.7393 35.6 0.3265 0.03529 -109.4 -29.35 40-1 6 8.097 -1.93 -7.532 -1.531 0.05264 -13.07 -56.67 40-1 11 -17.44 1.524 29.36 0.1941 0.0424 84.45 -41.94 41-1 1 -17.77 1.923 59.27 1.154 0.02487 -15345 -4.537 41-1 6 5.352 3.109 -21.8 0.8868 0.03809 -48.96 -33.84 41-1 11 -21.41 -22.54 92.04 -3.554 0.03274 144.2 -123.8 42-1 1 0.1345 -12.02 -41.14 -1.049 0.04275 65.89 -124.6 42-1 6 7.304 4.735 -6.907 0.265 0.04404 -47.81 -99.89 42-1 11 -16.59 3.951 -51.08 1.765 0.03535 -97.51 -101.2 43-1 1 -13.03 -11 -10.1 -2.076 0.1083 29.64 -51.14 43-1 6 24.13 -3.102 6.227 -0.2225 0.1174 2.739 -56.21 43-1 11 -20.31 13.69 -6.532 1.823 0.1066 -25.83 -40.56 44-1 1 -537.4 -376.5 -44.86 -70.75 0.01006 12.33 48.59 44-1 6 2403 -147.1 -550.2 -85.83 0.0776 44.92 139.4 44-1 11 -1242 46.93 26.03 92.74 0.002937 65.05 -254.5 Vail's Front Door Mezzanine Lid Design Strip Forces Min P Min P Min P Min P Min P Min P ID Section Vertical Bending Torsion Dphm. Twist (kip- Deflection (Kips) (kip-ft) (kip-ft) Bending ft) (inches) 31-1 11 45.99 -124.3 0.1162 19.75 0.6687 0.1251 32-1 1 -34.38 -14.74 10.59 200.7 -4.817 0.1034 32-1 6 8.44 32.65 -38.46 -111.7 -15.92 0.09038 32-1 11 68.72 -124.4 -10.92 -135.7 -6.023 0.04993 33-1 1 -17.81 -25.18 12.89 16.73 -2.792 0.007211 33-1 6 -2.266 9.293 1.697 4.05 -4.813 0.0359 33-1 11 -1.812 7.972 20.66 2.966 -1.106 0.08893 34-1 1 -33.43 -85.97 5.957 -64.35 1.91 0.08436 34-1 6 -14.73 17.85 -13.78 104.8 -3.596 0.1352 34-1 11 -4.002 39.76 -19.3 -133.2 -3.842 0.1787 34-2 1 -6.252 18.92 -0.3788 -186.5 -7.474 0.1979 34-2 6 4.731 38.34 -13.46 -56.49 -2.644 0.2047 34-2 11 15.56 -10.97 -12.09 -262.9 4.106 0.1878 35-1 1 -25.31 -59.54 0.5254 -0.6266 1.267 0.1497 35-1 6 -8.073 10.79 -1.628 12.75 0.02799 0.1982 35-1 11 3.831 9.842 0.6452 -35.3 0.3164 0.2438 36-1 1 -35.65 -87.29 -17.38 65.91 0.8689 0.1116 36-1 6 -9.978 17.95 9.68 -16.56 6.165 0.1558 36-1 11 4.172 11.54 17.41 20.15 5.881 0.1966 36-2 1 -37.53 -42.17 32.69 -14.21 7.262 0.2209 36-2 6 0.8984 78.34 18.07 -24.34 3.27 0.2433 36-2 11 44.28 -59.38 -38.72 50.74 -6.926 0.2196 37-1 1 -132 -86.57 -118.1 -48.12 10 0.03736 37-1 6 -1.186 29.31 -7.835 -50.02 11.1 0.07557 37-1 11 26.67 -40.92 2.767 114.4 5.234 0.08658 37-2 1 -100.5 -109.1 -0.3466 147 11.47 0.1082 37-2 6 6.903 37.11 -64.32 -102.8 -3.126 0.1274 37-2 11 31.28 -47.73 -40.22 125.1 -11.93 0.1008 38-1 1 -49.91 -60.3 25.2 -84.16 -12.21 0.09696 38-1 6 -2.036 33.63 -39.05 295.6 -5.446 0.1297 38-1 11 35.2 -73.47 35.75 -37.83 6.252 0.108 39-1 1 -16.94 -35.04 -2.125 38.84 -0.6897 0.1316 39-1 6 -3.284 23.5 -4.644 -1.84 -3.024 0.1884 39-1 11 16.47 -33.14 3.755 33.51 0.8325 0.1594 40-1 1 -17.01 -45.17 0.1355 101.1 1.08 0.1005 40-1 6 -6.919 26.53 -8.215 -19.16 -6.071 0.1729 40-1 11 27.35 -54.82 15.36 89.47 3.533 0.1474 41-1 1 -13.29 -41.77 7.303 101 4.845 0.04516 41-1 6 -12.74 19.89 16.2 -62.9 6.356 0.1337 41-1 11 47.71 -89.57 -92.63 262, -13.47 0.1142 42-1 1 4.897 5.584 -29.27 -115.1 -2.92 0.1092 42-1 6 -8.168 16.15 10.43 -19.82 0.8541 0.1122 42-1 11 23.27 -35.11 9.492 -134.4 4.473 0.09176 43-1 1 -44.55 -59.92 -35.82 -27.74 -6.635 0.272 43-1 6 -7.177 89.88 -16.72 15.55 -0.7727 0.3104 43-1 11 62.19 -82.31 50.09 -20.72 6.05 0.2755 44-1 1 -167 -193.4 -157.5 -30.73 -35.07 0.003676 44-1 6 79.41 850.3 -39.73 -191.2 -23.67 0.02782 44-1 11 770.7 -2917 81.25 39.86 202.1 0.008624 Vail's Front Door Mezzanine Lid Design Strip Forces ID Section Max M I.P Shear (Kips) . Max M Axial (Kips) Max M Vertical (Kips) Max M Bending (kip-ft) Max M Torsion (kip-ft) Max M Dphm. Bending Max M Twist (kip- ft) 45-1 1 42.36 -19.16 -17.71 -34.88 -19.13 -11.57 -3.753 45-1 6 22.26 -80.75 -6.634 56.41 -11.08 218 -1.583 45-1 11 -49.4 -22.24 20.45 -40.94 16.94 -25.45 2.251 46-1 1 -6.408 -12.39 -4.425 -11.03 0.2822 7.44 0.5358 46-1 6 -3.055 -55.7 -1.89 19.47 1.188 -3.888 1.042 46-1 11 3.027 -12.47 4.323 -11.76 -0.8466 3.11 -0.6327 47-1 1 -31.41 -18.79 -9.239 -19.64 0.744 29.72 0.9441 47-1 6 -16.73 -70.15 -2.907 31.88 0.3927 -32.45 1.036 47-1 11 28.96 -13.88 9.009 -21.17 1.032 23.36 -0.3379 48-1 1 -16.31 -6.259 -3.608 -7.835 -0.5574 16.63 0.3029 48-1 6 -4.472 -12.93 0.02023 12.17 3.636 -6.687 2.611 48-1 11 18.09 1.145 2.649 -7.352 0.1546 17.65 -0.3257 49-1 1 -21.1 -20.25 -7.92 -16.52 9.087 29.7 3.5 49-1 6 73.49 76.93 3.272 9.878 -15.6 -139.6 1.66 49-1 11 72.08 80.59 9.038 -21.64 -2.052 -80:95 -1.1 50-1 1 60.87 48.76 7.063 48.78 -34.06 57.05 4.082 50-1 6 -98.15 136.5 51.08 29.49 -46.65 462.7 13.15 50-1 11 -105.3 87.33 37.55 -83.88 -57.33 143.2 3.23 51-1 1 38.09 -27.63 -14.81 8.901 -4.759 -43.15 -0.04731 51-1 6 -2.295 -41.31 23.2 14.68 2.639 14.8 1.991 51-1 11 -14.84 -9.159 13.8 -32.84 -2.25 -10:98 0.5817 52-1 1 .-5.959 -39.77 -18.29 12.18 11.69 2.856 -0.5344 52-1 6 3.17 -53.8 18.89 7.404 -5.172 -1.597 -2.332 52-1 11 9.002 -14.82 11.16 -28.52 1.487 12.88 -0.3633 53-1 1 -131.6 -27.41 3.047 41.53 -46.55 129.3 -12.55 53-1 6 -26.26 -36.72 20.36 10.18 -67.59 -105.5 -21.28 53-1 11 31.89 -19.73 18.52 -46.23 -22.64 0.8351 -4.222 54-1 1 25.97 -6.218 -5.145 -10.53 -13.82 -20.73 -3.723 54-1 6 -16.39 -14.1 -1.376 10.22 -19.45 56.16 -7.938 54-1 11 -38.71 -1.673 4.075 -3.846 2.084 -23.63 -1.08 55-1 1 7.563 -10.76 -11.3 -21.06 0.1662 -8.664 -1.452 55-1 6 -9.569 -34.53 -14.6 19.83 -9.206 -1.781 -5.135 55-1 11 -17.71 -9.27 7.86 -5.172 -2.459 -21.1 -1.673 56-1 1 -4.828 -13.19 -8.542 -24.22 0.5971 4.493 -0.4517 56-1 6 -3.539 -37.98 -12.87 9.648 -5.052 -7.412 -3.08 56-1 11 4.833 -16.87 -4.502 29.52 -17.6 2.271 -5.787 57-1 1 -28.53 -11.14 -14.59 -40.4 -2.531 23.08 0.2396 57-1 6 9.756 -32.75 -20.74 8.015 -2.431 -19.2 -1.163 57-1 11 88.28 -19.21 -8.422 51.88 4.326 91.03 -1.721 58-1 1 -59.03 42.57 -17.02 -46.45 -9.455 -0.5449 2.587 58-1 6 -23.71 95.72 -21.35 2.211 16.27 -177.5 6.194 58-1 11 95.61 48.27 -12.81 54.52 17.04 39.49 1.178 59-1 1 79.55 84.2 -23.34 -44.09 -8.414 21.87 -3.629 59-1 6 74.9 28.31 -38.42 65.69 -13.98 31 -9.463 59-1 11 -40.48 -66.51 1.266 -13.69 54.04 -7914 6.959 60-1 1 -7.244 -40.51 -54 -132.7 90.31 118.3 5.956 60-1 6 -39.7 -158.8 -29.18 146.4 135.7 -418.5 15.81 60-1 11 -24.21 -34.34 42.94 -83.53 -152.7 -297 -4.355 61-1 1 -28.57 1.657 8.238 10.43 -1.147 -24.6 -9.607 Vail's Front Door Mezzanine Lid Design Strip Forces ID Section Max M Deflection (inches) Min M I.P. Shear (Kips) Min M Axial (Kips) Min M Vertical (Kips) Min M Bending (kip-ft) Min M Torsion (kip-ft) Min M Dphm. Bending 45-1 1 0.02506 142.2 -48.7 -42.58 -79.59 -48.52 -80.86 45-1 6 0.128 5.05 -30.14 -2.892 22.11 -6.998 78.79 45-1 11 0.02644 -137.4 -59.55 51.9 -107.3 50.54 -72.81 46-1 1 0.04639 -13.36 -28.89 -10.86 -24.8 0.9705 16.44 46-1 6 0.1836 -2.009 -21.33 -0.9535 7.351 0.4951 -2.294 46-1 11 0.05028 4.275 -32.7 11.95 -33.22 -2.281 3.01 47-1 1 0.0465 -85.89 -46.39 -23.56 -48.56 -2.259 84.48 47-1 6 0.185 -6.515 -25.91 -1.341 11.47 0.4756 -13.46 47-1 11 0.04934 76.25 -35.5 23.89 -58.2 3.564 62.16 48-1 1 0.03551 -47.73 -17.38 -12.05 -25.16 -4.07 49.96 48-1 6 0.1458 -1.595 -3.924 -0.1401 3.778 1.257 -2.645 48-1 11 0.03211 50.23 2.179 7.93 -21.89 1.163 50.58 49-1 1 0.0284 -72.08 -65.19 -31.19 -63.61 29.16 101.4 49-1 6 0.1139 29.53 35.12 0.3174 2.37 -2.601 -56.06 49-1 11 0.0202 202.3 186.5 31.01 -67.25 -13.04 -161 50-1 1 0.1331 19.32 28.21 2.159 17.01 -16.89 43.58 50-1 6 0.09648 -43.03 62.02 20.2 10.75 -24.62 197.6 50-1 11 0.02225 -249.2 200.3 95.48 -215.9 -132.3 348.8 51-1 1 0.2021 21.81 -19.35 -12.41 -2.947 -3.151 -22.4 51-1 6 0.1935 -1.616 -16.04 7.412 6.159 1.223 5.746 51-1 11 0.06293 -37.22 -27.19 34.65 -88.35 -2.091 -26.89 52-1 1 0.245 -0.9714 -15.53 -5.707 3.466 4.665 -1.397 52-1 6 0.1942 2.768 -19.9 6.59 3.146 -1.312 -0.7826 52-1 11 0.06216 15.59 -43.33 34.22 -83.08 5.008 23.96 53-1 1 0.1292 -47.72 -9.999 0.2236 13.64 -12.72 42.53 53-1 6 0.09517 -5.238 -14.34 7.863 4.568 -25.44 -42.78 53-1 11 0.02593 62.76 -47.61 41.26 -106.8 -79.24 -29.46 54-1 1 0.02034 66.81 -16.99 -13.38 -27.7 -35.23 -51.94 54-1 6 0.07063 -5.604 -5.616 -0.3935 3.65 -7.438 21.69 54-1 11 0.03089 -105.4 -3.714 8.946 -8.239 13.09 -73.1 55-1 1 0.04183 21.23 -28.91 -31.14 -57.42 0.2505 -24.69 55-1 6 0.1515 -4.013 -13.4 -4.353 5.982 -3.753 -0.6294 55-1 11 0.06618 -45.5 -21.85 28.44 -23.21 -3.74 -54.96 56-1 1 0.05322 -8.222 -32.16 -21.98 -59.65 5.603 3.607 56-1 6 0.1876 -2.858 -15.72 -5.424 2.71 -3.086 -2.073 56-1 11 0.2155 -1.759 -10.87 -2.266 13.38 -6.452 -3.531 57-1 1 0.04952 -69.04 -22.1 -34.03 -92.21 -5.862 53.7 57-1 6 0.1839 1.332 -15.28 -9.204 2.673 -1.258 -6.827 57-1 11 0.2288 31.52 -9.464 -4.389 23.37 1.61 33.16 58-1 1 0.02469 -139.5 116.9 -37.65 -105 -16.2 -15.22 58-1 6 0.113 -13.05 33.06 -9.293 1.284 7.809 -68.71 58-1 11 0.1581 35.3 13.75 -5.417 23.9 9.62 15.62 59-1 1 0.02234 171.2 201.3 -62.94 -120.9 -31.46 78.11 59-1 6 0.1508 36.02 10.19 -11.17 18.73 0.8979 12.5 59-1 11 0.04976 -72.03 -117.8 32.43 -76.14 166 -119.3 60-1 1 0.05791 -24.38 -101.7 -120 -310.1 246.6 282.1 60-1 6 0.1695 -12.68 -69.48 -11.67 67 46.05 -190.7 60-1 11 0.07439 -61.27 -81.93 96.98 -184.7 -477.8 -617.4 61-1 1 0.2279 -13.57 -0.6304 3.697 2.29 9.438 -11.19 Vail's Front Door Mezzanine Lid Design Strip Forces ID Section Min M Twist (kip- ft) Min M Deflection (inches) Max V I.P Shear (Kips) . Max V Axial (Kips) Max V Vertical (Kips) Max V Bending (kip-ft) Max V Torsion (kip-ft) 45-1 1 -9.095 0.08348 42.36 -19.16 -17.71 -34.88 -19.13 45-1 6 -1.613 0.04565 5.05 -30.14 -2.892 22.11 -6.998 45-1 11 7.699 0.07278 -137.4 -59.55 51.9 -107.3 50.54 46-1 1 1.492 0.1559 -6.408 -12.39 -4.425 -11.03 0.2822 46-1 6 0.4217 0.06115 -2.009 -21.33 -0.9535 7.351 0.4951 46-1 11 -1.133 0.1423 4.275 -32.7 11.95 -33.22 -2.281 47-1 1 1.536 0.1581 -31.41 -18.79 -9.239 -19.64 0.744 47-1 6 0.6937 0.06064 -6.515 -25.91 -1.341 11.47 0.4756 47-1 11 -0.2337 0.1423 76.25 -35.5 23.89 -58.2 3.564 48-1 1 -0.3354 0.1226 -16.31 -6.259 -3.608 -7.835 -0.5574 48-1 6 0.9865 0.04453 -3.586 -10.75 0.09804 10.07 2.938 48-1 11 -0.6468 0.09662 50.23 2.179 7.93 -21.89 1.163 49-1 1 9.921 0.09702 -21.1 -20.25 -7.92 -16.52 9.087 49-1 6 1.334 0.03299 68.74 72.34 3.732 9.143 -15.62 49-1. 11 -4.696 0.06355 202.3 186:5 31.01 -67.25 -13.04 50-1 1 0.7739 0.05323 52.73 36.52 8.121 45.04 -30.33 50-1 6 3.873 0.03974 -98.15 136.5 51.08 29.49 -46.65 50-1 11 10.14 0.04776 -249.2 200.3 95.48 -215.9 -132.3 51-1 1 -0.0503 0.1346 17.36 -16.13 -7.484 1.104 -2.148 51-1 6 0.4937 0.08064 -2.295 -41.31 23.2 14.68 2.639 51-1 11 2.439 0.1363 -37.22 -27.19 34.65 -88.35 -2.091 52-1 1 0.04874 0.09568 -1.03 -17.98 -5.47 5.118 4.571 52-1 6 -0.429 0.07955 3.17 -53.8 18.89 7.404 -5.172 52-1 11 -1.471 0.1366 15.59 -43.33 34.22 -83.08 5.008 53-1 1 -4.077 0.05093 -111.5 -23.78 3.098 36.06 -41.48 53-1 6 -7.202 0.03892 -26.26 -36.72 20.36 10.18 -67.59 53-1 11 -14.22 0.05809 62.76 -47.61 41.26 -106.8 -79.24 54-1 1 -9.2 0.05494 25.97 -6.218 -5.145 -10.53 -13.82 54-1 6 -3.365 0.02688 -5.334 -6.217 -0.3823 3.925 -7.739 54-1 11 -0.5557 0.0789 -105.4 -3.714 8.946 -8.239 13.09 55-1 1 -3.234 0.114 7.563 -10.76 -11.3 -21.06 0.1662 55-1 6 -2.323 0.05689 -4.013 -13.4 -4.353 5.982 -3.753 55-1 11 -2.888 0.1683 -45.5 -21.85 28.44 -23.21 -3.74 56-1 1 0.4705 0.147 -4.828 -13.19 -8.542 -24.22 0.5971 56-1 6 -1.888 0.07178 -2.858 -15.72 -5.424 2.71 -3.086 56-1 11 -2.614 0.1026 -1.759 -10.87 -2.266 13.38 -6.452 57-1 1 1.217 0.1386 -28.53 -11.14 -14.59 -40.4 -2.531 57-1 6 -0.6318 0.07121 1.332 -15.28 -9.204 2.673 -1.258 57-1 11 -0.5623 0.09345 35.04 -11.51 -4.168 24.04 1.319 58-1 1 5.847 0.07089 -59.03 42.57 -17.02 -46.45 -9.455 58-1 6 3.024 0.04505 -13.05 33.06 -9.293 1.284 7.809 58-1 11 1.192 0.06676 35.3 13.75 -5.417 23.9 9.62 59-1 1 -9.643 0.04574 79.55 84.2 -23.34 -44.09 -8.414 59-1 6 -2.515 0.05866 36.02 10.19 -11.17 18.73 0.8979 59-1 11 19.74 0.08443 -72.03 -117.8 32.43 -76.14 166 60-1 1 14.69 0.1205 -7.244 -40.51 -54 -132.7 90.31 60-1 6 5.34 0.08511 -12.68 -69.48 -11.67 67 46.05 60-1 11 -15.32 0.1485 -61.27 -81.93 96.98 -184.7 -477.8 61-1 1 4.182 0.09652 -27.65 2.237 8.253 10.29 0.5073 Vail's Front Door Mezzanine Lid Design Strip Forces ID Section Max V Dphm. Bending Max V Twist (kip- ft) Max V Deflection (inches) Min V I.P. Shear (Kips) Min V Axial (Kips) Min V Vertical (Kips) Min V Bending (kip-ft) 45-1 1 -11.57 -3.753 0.02506 142.2 -48.7 -42.58 -79.59 45-1 6 78.79 -1.613 0.04565 22.26 -80.75 -6.634 56.41 45-1 11 -72.81 7.699 0.07278 -49.4 -22.24 20.45 -40.94 46-1 1 7.44 0.5358 0.04639 -13.36 -28.89 -10.86 -24.8 46-1 6 -2.294 0.4217 0.06115 -3.055 -55.7 -1.89 19.47 46-1 11 3.01 -1.133 0.1423 3.027 -12.47 4.323 -11.76 47-1 1 29.72 0.9441 0.0465 -85.89 -46.39 -23.56 -48.56 47-1 6 -13.46 0.6937 0.06064 -16.73 -70.15 -2.907 31.88 47-1 11 62.16 -0.2337 0.1423 28.96 -13.88 9.009 -21.17 48-1 1 16.63 0.3029 0.03551 -47.73 -17.38 -12.05 -25.16 48-1 6 -5.217 2.063 0.1211 -2.482 -6.104 -0.2179 5.877 48-1 11 50.58 -0.6468 0.09662 18.09 1.145 2.649 -7.352 49-1 1 29.7 3.5 0.0284 -72.08 -65.19 -31.19 -63.61 49-1 6 -130.7 1.377 0.1065 34.28 39.71 -0.1425 3.105 49-1 11 -161 -4.696 0.06355 72.08 80.59 9.038 -21.64 50-1 1 40.99 3.897 0.1112 27.45 40.45 1.102 20.74 50-1 6 462.7 13.15 0.09648 -43.03 62.02 20.2 10.75 50-1 11 348.8 10.14 0.04776 -105.3 87.33 37.55 -83.88 51-1 1 -18.01 -0.1855 0.1085 42.55 -30.84 -19.74 4.849 51-1 6 14.8 1.991 0.1935 -1.616 -16.04 7.412 6.159 51-1 11 -26.89 2.439 0.1363 -14.84 -9.159 13.8 -32.84 52-1 1 -1.532 -0.0818 0.1089 -5.901 -37.32 -18.52 10.53 52-1 6 -1.597 -2.332 0.1942 2.768 -19.9 6.59 3.146 52-1 11 23.96 -1.471 0.1366 9.002 -14.82 11.16 -28.52 53-1 1 109.6 -10.92 0.1081 -67.79 -13.62 0.1724 19.11 53-1 6 -105.5 -21.28 0.09517 -5.238 -14.34 7.863 4.568 53-1 11 -29.46 -14.22 0.05809 31.89 -19.73 18.52 -46.23 54-1 1 -20.73 -3.723 0.02034 66.81 -16.99 -13.38 -27.7 54-1 6 24.34 -3.475 0.03062 -16.66 -13.5 -1.387 9.943 54-1 11 -73.1 -0.5557 0.0789 -38.71 -1.673 4.075 -3.846 55-1 1 -8.664 -1.452 0.04183 21.23 -28.91 -31.14 -57.42 55-1 6 -0.6294 -2.323 0.05689 -9.569 -34.53 -14.6 19.83 55-1 11 -54.96 -2.888 0.1683 -17.71 -9.27 7.86 -5.172 56-1 1 4.493 -0.4517 0.05322 -8.222 -32.16 -21.98 -59.65 56-1 6 -2.073 -1.888 0.07178 -3.539 -37.98 -12.87 9.648 56-1 11 -3.531 -2.614 0.1026 4.833 -16.87 -4.502 29.52 57-1 1 23.08 0.2396 0.04952 -69.04 -22.1 -34.03 -92.21 57-1 6 -6.827 -0.6318 0.07121 9.756 -32.75 -20.74 8.015 57-1 11 36.16 -0.775 0.1055 84.76 -17.16 -8.643 51.21 58-1 1 -0.5449 2.587 0.02469 -139.5 116.9 -37.65 -105 58-1 6 -68.71 3.024 0.04505 -23.71 95.72 -21.35 2.211 58-1 11 15.62 1.192 0.06676 95.61 48.27 -12.81 54.52 59-1 1 21.87 -3.629 0.02234 171.2 201.3 -62.94 -120.9 59-1 6 12.5 -2.515 0.05866 74.9 28.31 -38.42 65.69 59-1 11 -119.3 19.74 0.08443 -40.48 -66.51 1.266 -13.69 60-1 1 118.3 5.956 0.05791 -24.38 -101.7 -120 -310.1 60-1 6 -190.7 5.34 0.08511 -39.7 -158.8 -29.18 146.4 60-1 11 -617.4 -15.32 0.1485 -24.21 -34.34 42.94 -83.53 61-1 1 -23.71 -7.832 0.2158 -14.49 -1.211 3.683 2.429 Vail's Front Door Mezzanine Lid Design Strip Forces ID Section Min V Torsion (kip-ft) Min V Dphm. Bending Min V Twist (kip ft) Min V Max P I.P. Max P - Deflection Shear Axial (inches) (Kips) (Kips) Max P Vertical (Kips) 45-1 1 -48.52 -80.86 -9.095 0.08348 42.36 -19.16 -17.71 45-1 6 -11.08 218 -1.583 0.128 5.05 -30.14 -2.892 45-1 11 16.94 -25.45 2.251 0.02644 -49.4 -22.24 20.45 46-1 1 0.9705 16.44 1.492 0.1559 -6.408 -12.39 -4.425 46-1 6 1.188 -3.888 1.042 0.1836 -2.009 -21.33 -0.9535 46-1 11 -0.8466 3.11 -0.6327 0.05028 3.027 -12.47 4.323 47-1 1 -2.259 84.48 1.536 0.1581 -31.41 -18.79 -9.239 47-1 6 0.3927 -32.45 1.036 0.185 -6.515 -25.91 -1.341 47-1 11 1.032 23.36 -0.3379 0.04934 28.96 -13.88 9.009 48-1 1 -4.07 49.96 -0.3354 0.1226 -16.31 -6.259 -3.608 48-1 6 1.955 -4.115 1.535 0.06927 -1.595 -3.924 -0.1401 48-1 11 0.1546 17.65 -0.3257 0.03211 50.23 2.179 7.93 49-1 1 29.16 101.4 9.921 0.09702 -21.1 -20.25 -7.92 49-1 6 -2.586 -65.01 1.616 0.04035 73.49 76.93 3.272 49-1 11 -2.052 -80.95 -1.1 0.0202 202.3 186.5 31.01 50-1 1 -20.61 59.65 0.9587 0.07505 60.87 48.76 7.063 50-1 6 -24.62 197.6 3.873 0.03974 -98.15 136.5 51.08 50-1 11 -57.33 143.2 3.23 0.02225 -249.2 200.3 95.48 51-1 1 -5.762 -47.54 0.08787 0.2282 15.33 -13.88 -7.785 51-1 6 1.223 5.746 0.4937 0.08064 -1.616 -16.04 7.412 51-1 11 -2.25 -10.98 ' 0.5817 0.06293 -14.84 -9.159 13.8 52-1 1 11.79 2.99 -0.4038 0.2317 -0.9714 -15.53 -5.707 52-1 6 -1.312 -0.7826 -0.429 0.07955 2.768 -19.9 6.59 52-1 11 1.487 12.88 -0.3633 0.06216 9.002 -14.82 11.16 53-1 1 -17.79 62.25 -5.701 0.07209 -47.72 -9.999 0.2236 53-1 6 -25.44 -42.78 -7.202 0.03892 -5.238 -14.34 7.863 53-1 11 -22.64 0.8351 _ -4.222 0.02593 31.89 -19.73 18.52 54-1 1 -35.23 -51.94 -9.2 0.05494 25.97 -6.218 -5.145 54-1 6 -19.15 53.51 -7.828 0.06689 -5.604 -5.616 -0.3935 54-1 11 2.084 -23.63 -1.08 0.03089 -38.71 -1.673 4.075 55-1 1 0.2505 -24.69 -3.234 0.114 7.563 -10.76 -11.3 55-1 6 -9.206 -1.781 -5.135 0.1515 -4.013 -13.4 -4.353 55-1 11 -2.459 -21.1 -1.673 0.06618 -17.71 -9.27 7.86 56-1 1 5.603 3.607 0.4705 0.147 -4.828 -13.19 -8.542 56-1 6 -5.052 -7.412 -3.08 0.1876 -2.858 -15.72 -5.424 56-1 11 -17.6 2.271 -5.787 0.2155 -1.561 -8.927 -2.603 57-1 1 -5.862 53.7 1.217 0.1386 -28.53 -11.14 -14.59 57-1 6 -2.431 -19.2 -1.163 0.1839 1.332 -15.28 -9.204 57-1 11 4.617 88.04 -1.509 0.2168 31.52 -9.464 -4.389 58-1 1 -16.2 -15.22 5.847 0.07089 -139.5 116.9 -37.65 58-1 6 16.27 -177.5 6.194 0.113 -23.71 95.72 -21.35 58-1 11 17.04 39.49 1.178 0.1581 95.61 48.27 -12.81 59-1 1 -31.46 78.11 -9.643 0.04574 171.2 201.3 -62.94 59-1 6 -13.98 31 -9.463 0.1508 74.9 28.31 -38.42 59-1 11 54.04 -79.74 6.959 0.04976 -35.08 -59.29 2.707 60-1 1 246.6 282.1 14.69 0.1205 -7.244 -40.51 -54 60-1 6 135.7 -418.5 15.81 0.1695 -12.68 -69.48 -11.67 60-1 11 -152.7 -297 -4.355 0.07439 -24.21 -34.34 42.94 61-1 1 7.784 -12.08 2.407 0.1086 -27.65 2.237 229 Vail's Front Door Mezzanine Lid Design Strip Forces ID Section Max P Bending (kip-ft) Max P Torsion (kip-ft) Max P Dphm. Bending Max P Twist (kip- ft) Max P Deflection (inches) Min P I.P. Shear (Kips) Min P Axial (Kips) 45-1 1 -34.88 -19.13 -11.57 -3.753 0.02506 142.2 -48.7 45-1 6 22.11 -6.998 78.79 -1.613 0.04565 22.26 -80.75 45-1 11 -40.94 16.94 -25.45 2.251 0.02644 -137.4 -59.55 46-1 1 -11.03 0.2822 7.44 0.5358 0.04639 -13.36 -28.89 46-1 6 7.351 0.4951 -2.294 0.4217 0.06115 -3.055 -55.7 46-1 11 -11.76 -0.8466 3.11 -0.6327 0.05028 4.275 -32.7 47-1 1 -19.64 0.744 29.72 0.9441 0.0465 -85.89 -46.39 47-1 6 11.47 0.4756 -13.46 0.6937 0.06064 -16.73 -70.15 47-1 11 -21.17 1.032 23.36 -0.3379 0.04934 76.25 -35.5 48-1 1 -7.835 -0.5574 16.63 0.3029 0.03551 -47.73 -17.38 48-1 6 3.778 1.257 -2.645 0.9865 0.04453 -4.472 -.12.93 48-1 11 -21.89 1.163 50.58 -0.6468 0.09662 18.09 1.145 49-1 1 -16.52 9.087 29.7 3.5 0.0284 -72.08 -65.19 49-1 6 9.878 -15.6 -139.6 1.66 0.1139 29.53 35.12 49-1 11 -67.25 -13.04 -161 -4.696 0.06355 72.08 80.59 50-1 1 48.78 -34.06 57.05 4.082 0.1331 19.32 28.21 50-1 6 29.49 -46.65 462.7 13.15 0.09648 -43.03 62.02 50-1 11 -215.9 -132.3 348.8 10.14 0.04776 -105.3 87.33 51-1 1 -0.721 -2.074 -15.81 -0.09226 0.09513 44.58 -33.09 51-1 6 6.159 1.223 5.746 0.4937 0.08064 -2.295 -41.31 51-1 11 -32.84 -2.25 -10.98 0.5817 0.06293 -37.22 -27.19 52-1 1 3.466 4.665 -1.397 0.04874 0.09568 -5.959 -39.77 52-1 6 3.146 -1.312 -0.7826 -0.429 0.07955 3.17 -53.8 52-1 11 -28.52 1.487 12.88 -0.3633 0.06216 15.59 -43.33 53-1 1 13.64 -12.72 42.53 -4.077 0.05093 -131.6 -27.41 53-1 6 4.568 -25.44 -42.78 -7.202 0.03892 -26.26 -36.72 53-1 11 -46.23 -22.64 0.8351 -4.222 0.02593 62.76 -47.61 54-1 1 -10.53 -13.82 -20.73 -3.723 0.02034 66.81 -16.99 54-1 6 3.65 -7.438 21.69 -3.365 0.02688 -16.39 -14.1 54-1 11 -3.846 2.084 -23.63 -1.08 0.03089 -105.4 -3.714 55-1 1 -21.06 0.1662 -8.664 -1.452 0.04183 21.23 -28.91 55-1 6 5.982 -3.753 -0.6294 -2.323 0.05689 -9.569 -34.53 55-1 11 -5.172 -2.459 -21.1 -1.673 0.06618 -45.5 -21.85 56-1 1 -24.22 0.5971 4.493 -0.4517 0.05322 -8.222 -32.16 56-1 6 2.71 -3.086 -2.073 -1.888 0.07178 -3.539 -37.98 56-1 11 13.39 -6.295 -3.429 -2.488 0.09103 4.635 -18.82 57-1 1 -40.4 -2.531 23.08 0.2396 0.04952 -69.04 -22.1 57-1 6 2.673 -1.258 -6.827 -0.6318 0.07121 9.756 -32.75 57-1 11 23.37 1.61 33.16 -0.5623 0.09345 88.28 -19.21 58-1 1 -105 -16.2 -15.22 5.847 0.07089 -59.03 42.57 58-1 6 2.211 16.27 -177.5 6.194 0.113 -13.05 33.06 58-1 11 54.52 17.04 39.49 1.178 0.1581 35.3 13.75 59-1 1 -120.9 -31.46 78.11 -9.643 0.04574 79.55 84.2 59-1 6 65.69 -13.98 31 -9.463 0.1508 36.02 10.19 59-1 11 -15.25 50.1 -67.86 6.568 0.04292 -77.43 -125.1 60-1 1 -132.7 90.31 118.3 5.956 0.05791 -24.38 -101.7 60-1 6 67 46.05 -190.7 5.34 0.08511 -39.7 -158.8 60-1 "I'll -83.53 -152.7 -297 -4.355 0.07439 -61.27 -81.93 61-1 1 10.29 0.5073 -23.71 -7.832 0.2158 -14.49 -1.211 Vail's Front Door Mezzanine Lid Design Strip Forces Min P Min P Min P Min P Min P Min P ID Section Vertical Bending Torsion Dphm. Twist (kip- Deflection (Kips) (kip-ft) (kip-ft) Bending ft) (inches) 45-1 1 -42.58 -79.59 -48.52 -80.86 -9.095 0.08348 45-1 6 -6.634 56.41 -11.08 218 -1.583 0.128 45-1 11 51.9 -107.3 50.54 -72.81 7.699 0.07278 46-1 1 -10.86 -24.8 0.9705 16.44 1.492 0.1559 46-1 6 -1.89 19.47 1.188 -3.888 1.042 0.1836 46-1 11 11.95 -33.22 -2.281 3.01 -1.133 0.1423 47-1 1 -23.56 -48.56 -2.259 84.48 1.536 0.1581 47-1 6 -2.907 31.88 0.3927 -32.45 1.036 0.185 47-1 11 23.89 -58.2 3.564 62.16 -0.2337 0.1423 48-1 1 -12.05 -25.16 -4.07 49.96 -0.3354 0.1226 48-1 6 0.02023 12.17 3.636 -6.687 2.611 0.1458 48-1 11 2.649 -7.352 0.1546 17.65 -0.3257 0.03211 49-1 1 -31.19 -63.61 29.16 101.4 9.921 0.09702 49-1 6 0.3174 2.37 -2.601 -56.06 1.334 0.03299 49-1 11 9.038 -21.64 -2.052 -80.95 -1.1 0.0202 50-1 1 2.159 17.01 -16.89 43.58 0.7739 0.05323 50-1 6 20.2 10.75 -24.62 197.6 3.873 0.03974 50-1 11 37.55 -83.88 -57.33 143.2 3.23 0.02225 51-1 1 -19.43 6.675 -5.837 -49.73 -0.005351 0.2416 51-1 6 23.2 14.68 2.639 14.8 1.991 0.1935 51-1 11 34.65 -88.35 -2.091 -26.89 2.439 0.1363 52-1 1 -18.29 12.18 11.69 2.856 -0.5344 0.245 52-1 6 18.89 7.404 -5.172 -1.597 -2.332 0.1942 52-1 11 34.22 -83.08 5.008 23.96 -1.471 0.1366 53-1 1 3.047 41.53 -46.55 129.3 -12.55 0.1292 53-1 6 20.36 10.18 -67.59 -105.5 -21.28 0.09517 53-1 11 41.26 -106.8 -79.24 -29.46 -14.22 0.05809 54-1 1 -13.38 -27.7 -35.23 -51.94 -9.2 0.05494 54-1 6 --1.376 10.22 -19.45 56.16 -7.938 0.07063 54-1 11 8.946 -8.239 13.09 -73.1 -0.5557 0.0789 55-1 1 -31.14 -57.42 0.2505 -24.69 -3.234 0.114 55-1 6 -14.6 19.83 -9.206 -1.781 -5.135 0.1515 55-1 11 28.44 -23.21 -3.74 -54.96 -2.888 0.1683 56-1 1 -21.98 -59.65 5.603 3.607 0.4705 0.147 56-1 6 -12.87 9.648 -5.052 -7.412 -3.08 0.1876 56-1 11 -4.164 29.51 -17.76 2.169 -5.913 0.2271 57-1 1 -34.03 -92.21 -5.862 53.7 1.217 0.1386 57-1 6 -20.74 8.015 -2.431 -19.2 -1.163 0.1839 57-1 11 -8.422 51.88 4.326 91.03 -1.721 0.2288 58-1 1 -17.02 -46.45 -9.455 -0.5449 2.587 0.02469 58-1 6 -9.293 1.284 7.809 -68.71 3.024 0.04505 58-1 11 -5.417 23.9 9.62 15.62 1.192 0.06676 59-1 1 -23.34 -44.09 -8.414 21.87 -3.629 0.02234 59-1 6 -11.17 18.73 0.8979 12.5 -2.515 0.05866 59-1 11 30.99 -74.58 169.9 -131.2 20.13 0.09127 60-1 1 -120 -310.1 246.6 282.1 14.69 0.1205 60-1 6 -29.18 146.4 135.7 -418.5 15.81 0.1695 60-1 11 96.98 -184.7 -477.8 -617.4 -15.32 0.1485 61-1 1 3.683 2.429 7.784 -12.08 2.407 0.1086 Vail's Front Door Mezzanine Lid Design Strip Forces ID Section Max M I.P. Shear (Kips) Max M Axial (Kips) Max M Vertical (Kips) Max M Bending (kip-ft) Max M Torsion (kip-ft) Max M Dphm. Bending Max M Twist (kip- ft) 61-1 6 -2.926 -25.27 6.76 21.73 -1.734 5.718 -1.907 61-1 11 24.73 -11.24 7.068 -5.445 -3.589 31.26 -1.039 62-1 1 131.9 -8.291 -2.443 16.38 -5.886 -129 -3.431 62-1 6 22.11 -18.82 5.133 14.25 25.2 51.96 9.626 62-1 11 -41.89 -3.759 5.161 -6.615 18.55 -35.38 5.002 63-1 1 20.67 -11.04 -1.078 12.97 2 -23.57 -0.4244 63-1 6 7.3 -21.38 6.05 12.59 1.504 1.027 1.601 63-1 11 -7.956 -5.547 6.729 -8.244 0.8297 -8.741 1.132 64-1 1 6.508 -16.24 -2.522 27.61 -3.102 -11.32 -0.7285 64-1 6 8.873 -32.51 9.91 22.81 1.201 -6.447 0.0382 64-1 11 0.3479 -9.462 9.822 -11.08 0.4588 0.08604 1.069 65-1 1 -19.49 -7.071 -4.451 -1.87 -0.1368 24.02 0.6365 65-1 6 -4.919 -20.83 6.985 13.18 -2.887 3.546 -2.308 65-1 11 20.28 -11.39 3.201 -1.732 -0.7484 25.54 -1.227 66-1 1 -97.61 -53.24 -5.472 1.404 4.91 157.9 3.031 66-1 6 -18.85 -72.02 0.921 13.37 -7.679 21.3 -4.97 66-1 11 40.85 -50.75 2.986 0.5386 -5.817 75.46 -4.089 66-2 1 -32.97 -65.17 -1.757 3.155 -10.92 46.12 -2.717 66-2 6 6.659 -39.44 5.097 8.253 -9.53 53.91 -3.682 66-2 11 15.72 8.832 8.483 -2.286 -9.862 40.09 -7.58 67-1 1 -13.56 -7.766 -4.337 13.24 -0.8562 9.374 -0.2176 67-1 6 1.507 -15.13 4.561 12.85 -2.354 -0.8716 -0.9034 67-1 11 8.273 -6.196 7.606 -7.437 0.1594 9.315 0.1922 68-1 1 -36.02 -86.86 -305.9 -1175 84.29 122.1 98.44 68-1 6 50.17 405.7 -49.18 1816 -304.5 162.4 14.62 68-1 11 10.82 23.39 211.1 -26.75 -45.23 -18.72 -54.67 69-1 1 -48.87 5.35 -19.45 -21.81 28.9 88.48 0.3671 69-1 6 -32.21 -23.72 1.679 77.76 -24.5 -49.99 -13.18 69-1 11 -5.166 -5.735 0.8804 -9.963 -95.41 -14.25 -8.585 70-1 1 55.94 -89.11 -15.46 -28.95 -56.6 -372.8 -2.439 70-1 6 -97.62 -105.5 22.41 44.34 -8.867 -192.7 16.84 70-1 11 -19.38 7.671 -1.575 -5.261 20.62 70.24 1.388 71-1 1 32.62 -38.26 -18.92 -31.71 41.92 85.08 5.466 71-1 6 -2.614 -89.86 2.914 44.52 43.89 51.44 11.04 71-1 11 -26.12 5.19 23.97 -50.9 10.86 -280 5.126 72-1 1 -24.14 32.6 23.07 93.85 -15.12 24.96 -14.41 72-1 6 0.9513 -8.667 28.68 0.6781 2.307 -6.184 4.249 72-1 11 18.52 -54.7 39.14 -136.6 29.64 19.9 14.84 73-1 1 -29.19 6.333 -19.38 -37.15 -5.849 45.41 -1.943 73-1 6 1.769 -6.903 -2.333 39.2 -3.09 -63.21 -8.018 73-1 11 19.73 -3.024 26.54 12.41 -42.89 -60.98 -7.953 74-1 1 41.11 -9.468 -12.08 -15.66 -6.443 -52.59 1.087 74-1 6 19.8 -35.63 2.694 26.12 19.74 49.57 8.691 74-1 11 -2.043 -8.127 -5.402 -35.03 -66.91 5.999 3.317 75-1 1 0.6506 -5.8 -10.31 -19.93 -11.1 14 -0.2531 75-1 6 -0.1195 -10.77 -2.09 19.66 -5.515 15.62 -0.4736 75-1 11 -4.254 -1.639 8.2 0.5512 15.74 -2.278 4.027 Vail's Front Door Mezzanine Lid Design Strip Forces ID Section Max M Deflection (inches) Min M I.P Shear (Kips) . Min M Axial (Kips) Min M Min M Min M Vertical Bending Torsion (Kips) (kip-ft) (kip-ft) Min M Dphm. Bending 61-1 6 0.2205 1.224 -12.3 1.11 10.29 -0.1339 2.083 61-1 11 0.09923 40.57 -20.55 17.68 -27.33 -5.929 51.52 62-1 1 0.08932 55.23 -5.057 -3.848 0.1464 -13.32 -49.22 62-1 6 0.08731 2.954 -7.156 0.8442 7.149 4.722 19.65 62-1 11 0.03357 -78.5 -12.36 12.78 -24.54 50.22 -48.3 63-1 1 0.1565 16.69 -9.268 -7.511 -2.914 1.225 -18.64 63-1 6 0.1889 1.619 -8.105 1.201 6.462 -0.1835 0.6162 63-1 11 0.07261 -13.38 -16.7 15.81 -26.27 2.711 -14.56 64-1 1 0.2292 5.511 -10.76 -6.125 0.7291 -1.22 -6.685 64-1 6 0.2271 2.904 -14.18 1.734 11.53 1.032 -0.7734 64-1 11 0.08908 4.257 -25.59 24.59 -41.06 0.3673 0.3102 65-1 1 0.08064 -48.23 -14.33 -14.5 -5.378 -1.479 58.6 65-1 6 0.1856 -0.3688 -10.12 1.222 5.598 -0.5897 1.902 65-1 11 0.08383 31.86 -19 9.05 -13.18 -2.838 39.39 66-1 1 0.09457 -82.35 -59.29 -6.223 -2.851 4.194 140.4 66-1 6 0.1267 -5.586 -37.82 -0.2711 6.265 -1.572 12.17 66-1 11 0.06044 63.48 -75.61 7.457 -7.722 -15.35 115.3 66-2 1 0.06789 -30.72 -52.04 -1.845 1.905 -10.48 46.72 66-2 6 0.06661 1.891 -22.98 2.813 4.532 -4.979 26.16 66-2 11 0.01944 34.33 22.59 16.04 -5.596 -15.32 92.76 67-1 1 0.2369 -4.798 -5.869 -4.976 0.888 0.09455 3.025 67-1 6 0.2363 1.366 -7.505 0.6546 6.904 -0.7383 -0.1695 67-1 11 0.1066 14.92 -11.82 16.06 -23.93 -0.5072 16.11 68-1 1 0.004191 -73.58 -214.3 -694.6 -2825 177.9 272.6 68-1 6 0.06917 21.11 193.9 -29 868.6 -125.4 72.09 68-1 11 0.01077 15.87 34.02 330.5 -83.66 -84.09 -28.05 69-1 1 0.06469 -98.56 3.228 -39.05 -46.86 56.1 160.1 69-1 6 0.1113 -14.72 -10.02 1.05 40.12 -12.94 -20.97 69-1 11 0.004568 -13.54 -12.75 1.73 -19.43 -186.6 -35.02 70-1 1 0.04987 105.1 -178.6 -33.46 -67.69 -100 -731.2 70-1 6 0.09047 -44.42 -53 11.56 22.91 -3.165 -105.6 70-1 11 0.003549 -40.63 15.9 -3.298 -10.57 41.53 146.1 71-1 1 0.07719 64.95 -85.46 -38.64 -67.25 86.86 163 71-1 6 0.1315 0.1558 -41.62 1.511 23.34 20.66 30.21 71-1 11 0.04124 -54.66 3.413 47.56 -102.3 23.38 -554.7 72-1 1 0.1324 -13.56 22.51 11.75 54.98 -6.314 16.05 72-1 6 0.04589 1.856 -29.01 43.83 -18.44 -2.304 -8.908 72-1 11 0.01551 37.78 -114.5 74.87 -276.2 55.59 40.07 73-1 1 0.02474 -56.19 7.238 -38.65 -75.42 -11.19 85.5 73-1 6 0.04361 1.249 -1.194 -1.025 20.09 -2.689 -20.05 73-1 11 0.0126 11.2 -0.6077 13.59 6.266 -21.71 -27.29 74-1 1 0.02565 76.22 -21.75 -24.08 -31.91 -13.21 -91.05 74-1 6 0.04009 11.42 -16.79 1.441 13.27 10.38 22.72 74-1 11 0.003158 -5.266 -18.15 -9.994 -68.56 -129 15.43 75-1 1 0.002812 -0.4373 -13.1 -20.34 -39.35 -21.79 32.53 75-1 6 0.01416 0.7529 -4.921 -1.059 9.952 -2.795 7.25 75-1 11 0.001797 -1.599 -0.6521 4.152 0.278 7.982 -1.011 Vail's Front Door Mezzanine Lid Design Strip Forces ID Section Min M Twist (kip- ft) Min M Deflection (inches) Max V I.P Shear (Kips) . Max V Axial (Kips) Max V Vertical (Kips) Max V Bending (kip-ft) Max V Torsion (kip-ft) 61-1 6 -0.2689 0.09985 -3.393 -23.39 6.906 20.79 -1.677 61-1 11 -2.491 0.1675 43.33 -21.92 17.97 -26.86 -5.944 62-1 1 -3.66 0.04227 109.4 -6.677 -0.9467 15.75 -0.1055 62-1 6 1.667 0.03858 22.37 -17.74 5.151 13.64 25.21 62-1 11 13.66 0.06893 -78.5 -12.36 12.78 -24.54 50.22 63-1 1 -1.101 0.1268 20.67 -11.04 -1.078 12.97 2 63-1 6 0.2312 0.08409 7.278 -20.4 6.066 12.14 1.513 63-1 11 2.953 0.1489 -13.38 -16.7 15.81 -26.27 2.711 64-1 1 -0.6672 0.1112 4.548 -12.47 0.02487 26.57 -2.502 64-1 6 0.06116 0.1017 8.639 -30.71 9.967 21.9 1.244 64-1 11 2.192 0.1828 4.257 . -25.59 24.59 -41.06 0.3673 65-1 1 0.5688 0.1877 -19.49 -7.071 -4.451 -1.87 -0.1368 65-1 6 -0.481 0.08404 -5.132 -19.23 7.091 12.62 -2.883 65-1 11 -2.978 0.1412 34.4 -20.49 9.218 -12.86 -2.842 66-1 1 3.866 0.08657 -52.94 . -38.11 -4 -1.833 2.696 66-1 6 -0.996 0.0587 -18.2 -65.86 1.105 12.65 -7.753 66-1 11 -9.218 0.1013 68.83 -82.83 7.58 -7.037 -15.8 66-2 1 -3.047 0.06505 -21.19 -41.9 -1.13 2.028 -7.023 66-2 6 -1.729 0.03283 6.659 -39.44 5.097 8.253 -9.53 66-2 11 -15.41 0.0392 34.33 22.59 16.04 -5.596 -15.32 67-1 1 -0.009015 0.1183 -11.42 -5.721 -2.087 12.56 -0.933 67-1 6 -0.1276 0.1076 1.281 -14.12 4.618 12.28 -2.331 67-1 11 -0.08879 0.1801 15.7 -12.49 16.27 -23.79 -0.5244 68-1 1 - 214.3 0.0086 -36.02 -86.86 -305.9 -1175 84.29 68-1 6 12.31 0.0332 21.11 193.9 -29 868.6 -125.4 68-1 11 -92.14 0.01737 17.47 37.76 361.4 -82.27 -88.2 69-1 1 -0.4554 0.1271 -48.87 5.35 -19.45 -21.81 28.9 69-1 6 -6.729 0.05706 -32.21 -23.72 1.679 77.76 -24.5 69-1 11 -16.72 0.008913 -12.32 -11.84 1.788 -17.72 -173.1 70-1 1 -4.138 0.1004 55.94 -89.11 -15.46 -28.95 -56.6 70-1 6 8.803 0.04633 -97.62 -105.5 22.41 44.34 -8.867 70-1 11 2.554 0.006947 -19.38 . 7.671 -1.575 -5.261 20.62 71-1 1 11.91 0.1557 32.62 -38.26 -18.92 -31.71 41.92 71-1 6 5.352 0.06688 -2.614 -89.86 2.914 44.52 43.89 71-1 11 10.34 0.07955 -54.66 3.413 47.56 -102.3 23.38 72-1 1 -6.19 0.06494 -24.14 32.6 23.07 93.85 -15.12 72-1 6 3.946 0.07337 1.929 -28.47 47.81 -16.08 -0.9871 72-1 11 27.56 0.03029 37.78 -114.5 74.87 -276.2 55.59 73-1 1 -3.835 0.04739 -29.19 6.333 -19.38 -37.15 -5.849 73-1 6 -4.325 0.02271 1.249 -1.194 -1.025 20.09 -2.689 73-1 11 -4.109 0.006516 19.73 26.54 12.41 -42.89 74-1 1 2.185 0.04931 41.11 -12.08 -15.66 -6.443 74-1 6 4.547 0.02069 19.8 2.694 26.12 19.74 74-1 11 6.436 0.006103 -2.043 q -5.402 -35.03 -66.91 75-1 1 -0.4937 0.005448 0.6506 -10.31 -19.93 -11.1 75-1 6 -0.2403 0.00719 0.7529 -4.921 -1.059 9.952 -2.795 75-1 11 2.042 0.000911 -4.254 8.2 0.5512 15.74 Vail's Front Door Mezzanine Lid Design Strip Forces ID Section Max V Dphm. Bending Max V Twist (kip- ft) Max V Deflection (inches) Min V I.P. Shear (Kips) Min V Axial (Kips) Min V Vertical (Kips) Min V Bending (kip-ft) 61-1 6 5.319 -1.876 0.2077 1.692 -14.18 0.9638 11.24 61-1 11 55.09 -2.497 0.1796 21.98 -9.874 6.771 -5.916 62-1 1 -107.7 -1.873 0.07284 77.73 -6.672 -5.344 0.7771 62-1 6 49.3 9.632 0.08257 2.692 -8.239 0.8267 7.76 62-1 11 -48.3 13.66 0.06893 -41.89 -3.759 5.161 -6.615 63-1 1 -23.57 -0.4244 0.1565 16.69 -9.268 -7.511 -2.914 63-1 6 0.9649 1.605 0.1788 1.641 -9.087 1.185 6.914 63-1 11 -14.56 2.953 . 0.1489 -7.956 -5.547 6.729 -8.244 64-1 1 -8.884 -0.4808 0.186 7.471 -14.53 -8.671 1.773 64-1 6 -6.433 0.05593 0.2145 3.138 -15.97 1.677 12.44 64-1 11 0.3102 2.192 0.1828 0.3479 -9.462 9.822 -11.08 65-1 1 24.02 0.6365 0.08064 -48.23 -14.33 -14.5 -5.378 65-1 6 3.278 -2.295 0.1745 -0.1563 -11.73 1.116 6.158 65-1 11 42.63 -3.066 0.1517 17.75 -9.902 3.034 -2.056 66-1 1 90.29 2.485 0.05565 -127 -74.41 -7.694 0.3853 66-1 6 19.13 -4.982 0.1186 -6.237 -43.98 -0.455 6.976 66-1 11 125.6 -9.589 0.1091 35.5 -43.53 2.863 -0.146 66-2 1 29.65 -1.747 0.04365 -42.49 -75.32 -2.473 3.032 66-2 6 53.91 -3.682 0.06661 1.891 -22.98 2.813 4.532 66-2 11 92.76 -15.41 0.0392 15.72 8.832 8.483 -2.286 67-1 1 8.024 -0.2473 0.1912 -6.938 -7.915 -7.226 1.578 67-1 6 -0.8871 -0.8863 0.2229 1.592 -8.512 0.5974 7.473 67-1 11 16.98 -0.04034 0.1929 7.494 -5.525 7.387 -7.579 68-1 1 122.1 98.44 0.004191 -73.58 -214.3 -694.6 -2825 68-1 6 72.09 12.31 0.0332 50.17 405.7 -49.18 1816 68-1 11 -30.93 -98.56 0.01889 9.211 19.65 180.2 -28.13 69-1 1 88.48 0.3671 0.06469 -98.56 3.228 -39.05 -46.86 69-1 6 -49.99 -13.18 0.1113 -14.72 -10.02 1.05 40.12 69-1 11 -32.77 -15.39 0:008198 -6.384 -6.648 0.8214 -11.67 70-1 1 -372.8 -2.439 0.04987 105.1 -178.6 -33.46 -67.69 70-1 6 -192.7 16.84 0.09047 -44.42 -53 11.56 22.91 70-1 11 70.24 1.388 0.003549 -40.63 15.9 -3.298 -10.57 71-1 1 85.08 5.466 0.07719 64.95 -85.46 -38.64 -67.25 71-1 6 51.44 11.04 0.1315 0.1558 -41.62 1.511 23.34 71-1 11 -554.7 10.34 0.07955 -26.12 5.19 23.97 -50.9 72-1 1 24.96 -14.41 0.1324 -13.56 22.51 11.75 54.98 72-1 6 -9.903 5.054 0.07952 0.878 -9.214 24.71 -1.679 72-1 11 40.07 27.56 0.03029 18.52 -54.7 39.14 -136.6 73-1 1 45.41 -1.943 0.02474 -56.19 7.238 -38.65 -75.42 73-1 6 -20.05 -4.325 0.02271 1.769 -6.903 -2.333 39.2 73-1 11 -60.98 -7.953 0.0126 11.2 -0.6077 13.59 6.266 74-1 1 -52.59 1.087 0.02565 76.22 -21.75 -24.08 -31.91 74-1 6 49.57 8.691 0.04009 11.42 -16.79 1.441 13.27 74-1 11 5.999 3.317 0.003158 -5.266 -18.15 -9.994 -68.56 75-1 1 14 -0.2531 0.002812 -0.4373 -13.1 -20.34 -39.35 75-1 6 7.25 -0.2403 0.00719 -0.1195 -10.77 -2.09 19.66 75-1 11 -2.278 4.027 0.001797 -1.599 -0.6521 4.152 0.278 Vail's Front Door Mezzanine Lid Design Strip Forces ID Section Min V Torsion (kip-ft) Min V Dphm. Bending Min V Twist (kip ft) Min V - Deflection (inches) Max P I.P Shear (Kips) . Max P Axial (Kips) Max P Vertical (Kips) 61-1 6 -0.1907 2.482 -0.2995 0.1127 1.224 -12.3 1.11 61-1 11 -3.575 27.69 -1.033 0.08712 21.98 -9.874 6.771 62-1 1 -19.1 -70.54 -5.219 0.05875 49.97 -4.289 -3.435 62-1 6 4.715 22.31 1.661 0.04332 2.954 -7.156 0.8442 62-1 11 18.55 -35.38 5.002 0.03357 -41.89 -3.759 5.161 63-1 1 1.225 -18.64 -1.101 0.1268 10.73 -5.958 -4.829 63-1 6 -0.1932 0.6788 0.2266 0.09422 1.619 -8.105 1.201 63-1 11 0.8297 -8.741 1.132 0.07261 -7.956 -5.547 6.729 64-1 1 -1.82 -9.122 -0.9149 0.1544 4.803 -9.342 -5.574 64-1 6 0.989 -0.7869 0.04344 0.1142 2.904 -14.18 1.734 64-1 11 0.4588 0.08604 1.069 0.08908 0.3479 -9.462 9.822 65-1 1 -1.479 58.6 0.5688 0.1877 -19.49 -7.071 -4.451 65-1 6 -0.5939 2.17 -0.4933 0.09511 -0.3688 -10.12 1.222 65-1 11 -0.7441 22.3 -1.139 0.07339 17.75 -9.902 3.034 66-1 1 6.408 208 4.411 0.1255 -52.94 -38.11 • -4 66-1 6 -1.498 14.34 -0.9841 0.06681 -5.586 -37.82 -0.2711 66-1 11 -5.37 65.13 -3.718 0.0527 35.5 -43.53 2.863 66-2 1 -14.38 63.19 -4.017 0.0893 -21.19 -41.9 -1.13 66-2 6 -4.979 26.16 -1.729 0.03283 1.891 -22.98 2.813 66-2 11 -9.862 40.09 -7.58 0.01944 34.33 22.59 16.04 67-1 1 0.1713 4.375 0.0207 0.164 -4.46 -5.088 -4.645 67-1 6 -0.7615 -0.154 -0.1447 0.121 1.366 -7.505 0.6546 67-1 11 0.1766 8.444 0.1438 0.09381 7.494 -5.525 7.387 68-1 1 177.9 272.6 214.3 0.0086 -36.02 -86.86 -305.9 68-1 6 -304.5 162.4 14.62 0.06917 50.17 405.7 -49.18 68-1 11 -41.13 -15.84 -48.25 0.009258 17.47 37.76 361.4 69-1 1 56.1 160.1 -0.4554 0.1271 -76.01 8.322 -30.25 69-1 6 -12.94 -20.97 -6.729 0.05706 -14.72 -10.02 1.05 69-1 11 -108.9 -16.5 -9.915 0.005283 -5.166 -5.735 0.8804 70-1 1 -100 -731.2 -4.138 0.1004 55.94 -89.11 -15.46 70-1 6 -3.165 -105.6 8.803 0.04633 -44.42 -53 11.56 70-1 11 41.53 146.1 2.554 0.006947 -40.63 15.9 -3.298 71-1 1 86.86 163 11,91 0.1557 32.62 -38.26 -18.92 71-1 6 20.66 30.21 5.352 0.06688 0.1558 -41.62 1.511 71-1 11 10.86 -280 5.126 0.04124 -40.64 8.074 37.29 72-1 1 -6.314 16.05 -6.19 0.06494 -21.09 35.02 18.28 72-1 6 0.9906 -5.189 3.141 0.03975 0.9513 -8.667 28.68 72-1 11 29.64 19.9 14.84 0.01551 18.52 -54.7 39.14 73-1 1 -11.19 85.5 -3.835 0.04739 -45.41 9.851 -30.15 73-1 6 -3.09 -63.21 -8.018 0.04361 1.44 -0.8423 -1.07 73-1 11 -21.71 -27.29 -4.109 0.006516 13.2 -0.5244 15.41 74-1 1 -13.21 -91.05 2.185 0.04931 41.11 -9.468 -12.08 74-1 6 10.38 22.72 4.547 0.02069 11.42 -16.79 1.441 74-1 11 -129 15.43 6.436 0.006103 -2.043 -8.127 -5.402 75-1 1 -21.79 32.53 -0.4937 0.005448 0.6506 -5.8 -10.31 75-1 6 -5.515 15.62 -0.4736 0.01416 0.7529 -4.921 -1.059 75-1 11, 7.982 -1.011 2.042 0.000911 -1.599 -0.6521 4.152 Vail's Front Door Mezzanine Lid Design Strip Forces ID Section Max P Bending (kip-ft) Max P Torsion (kip-ft) Max P Dphm. Bending Max P Twist (kip ft) Max P - Deflection (inches) Min P I.P. Shear (Kips) Min P Axial (Kips) 61-1 6 10.29 -0.1339 2.083 -0.2689 0.09985 -2.926 -25.27 61-1 11 -5.916 -3.575 27.69 -1.033 0.08712 43.33 -21.92 62-1 1 0.4996 -12.28 -45.35 -3.355 0.03777 137.2 -9.06 62-1 6 7.149 4.722 19.65 1.667 0.03858 22.11 -18.82 62-1 11 -6.615 18.55 -35.38 5.002 0.03357 -78.5 -12.36 63-1 1 -1.873 0.7872 -11.98 -0.7078 0.08154 26.63 -14.35 63-1 6 6.462 -0.1835 0.6162 0.2312 0.08409 7.3 -21.38 63-1 11 -8.244 0.8297 -8.741 1.132 0.07261 -13.38 -16.7 64-1 1 1.14 -1.17 -5.864 -0.5882 0.09925 7.216 -17.66 64-1 6 11.53 1.032 -0.7734 0.06116 0.1017 8.873 -32.51 64-1 11 -11.08 0.4588 0.08604 1.069 0.08908 4.257 -25.59 65-1 1 -1.87 -0.1368 24.02 0.6365 0.08064 -48.23 -14.33 65-1 6 5.598 -0.5897 1.902 -0.481 0.08404 -4.919 -20.83 65-1 11 -2.056 -0.7441 22.3 -1.139 0.07339 34.4 -20.49 66-1 1 -1.833 2.696 90.29 2.485 0.05565 -127 -74.41 66-1 6 6.265 -1.572 12.17 -0.996 0.0587 -18.85 -72.02 66-1 11 -0.146 -5.37 65.13 -3.718 0.0527 68.83 -82.83 66-2 1 2.028 -7.023 29.65 -1.747 0.04365 -42.49 -75.32 66-2 6 4.532 -4.979 26.16 -1.729 0.03283 6.659 -39.44 66-2 11 -5.596 -15.32 92.76 -15.41 0.0392 15.72 8.832 67-1 1 1.014 0.1101 2.813 0.01331 0.1054 -13.9 -8.548 67-1 6 6.904 -0.7383 -0.1695 -0.1276 0.1076 1.507 -15.13 67-1 11 -7.579 0.1766 8.444 0.1438 0.09381 15.7 -12.49 68-1 1 -1175 84.29 122.1 98.44 0.004191 -73.58 -214.3 68-1 6 1816 -304.5 162.4 14.62 0.06917 21.11 193.9 68-1 11 -82.27 -88.2 -30.93 -98.56 0.01889 9.211 19.65 69-1 1 ,-33.93 44.96 137.6 0.5711 0.1006 -71 Al 0.2558 69-1 6 40.12 -12.94 -20.97 -6.729 0.05706 -32.21 -23.72 69-1 11 --9.963 -95.41 -14.25 -8.585 0.004568 -13.54 -12.75 70-1 .1 -28.95 -56.6 -372.8 -2.439 0.04987 105.1 -178.6 70-1 6 22.91 -3.165 -105.6 8.803 0.04633 -97.62 -105.5 70-1 11 -10.57 41.53 146.1 2.554 0.006947 -19.38 7.671 71-1 1 -31.71 41.92 85.08 5.466 0.07719 64.95 -85.46 71-1 6 23.34 20.66 30.21 5.352 0.06688 -2.614 -89.86 71-1 11 -79.17 16.89 -435.5 7.974 0.06415 -40.15 0.53 72-1 1 85.53 -9.821 24.97 -9.629 0.101 -16.6 20.09 72-1 6 0.6781 2.307 -6.184 4.249 0.04589 1.856 -29.01 72-1 11 -136.6 29.64 19.9 14.84 0.01551 37.78 -114.5 73-1 1 -57.79 -9.098 70.64 -3.022 0.03848 -39.97 3.72 73-1 6 22.81 -4.31 -20.92 -5.18 0.02628 1.577 -7.255 73-1 11 6.967 -24.6 -30.9 -4.744 0.007482 17.73 -3.107 74-1 1 -15.66 -6.443 -52.59 1.087 0.02565 76.22 -21.75 74-1 6 13.27 10.38 22.72 4.547 0.02069 19.8 -35.63 74-1 11 -35.03 -66.91 5.999 3.317 0.003158 -5.266 -18.15 75-1 1 -19.93 -11.1 14 -0.2531 0.002812 -0.4373 -13.1 75-1 6 9.952 -2.795 7225 -0.2403 0.00719 -0.1195 -10.77 75-1 11 0.278 7.982 -1.011 2.042 0.000911 -4.254 -1.639 Vail's Front Door Mezzanine Lid Design Strip Forces Min P Min P Min P Min P Min P Min P ID Section Vertical Bending Torsion Dphm. Twist (kip - Deflection (Kips) (kip-ft) (kip-ft) Bending ft) (inches) 61-1 6 6.76 21.73 -1.734 5.718 -1.907 0.2205 61-1 11 17.97 -26.86 -5.944 55.09 -2.497 0.1796 62-1 1 -2.855 16.03 -6.927 -132.9 -3.737 0.09382 62-1 6 5.133 14.25 25.2 51.96 9.626 0.08731 62-1 11 12.78 -24.54 50.22 -48.3 13.66 0.06893 63-1 1 -3.76 11.93 2.437 -30.23 -0.8176 0.2018 63-1 6 6.05 12.59 1.504 1.027 1.601 0.1889 63-1 11 15.81 -26.27 2.711 -14.56 2.953 0.1489 64-1 1 -3.072 27.2 -3.152 -12.14 -0.8075 0.2411 64-1 6 9.91 22.81 1.201 -6.447 0.0382 0.2271 64-1 11 24.59 -41.06 0.3673 0.3102 2.192 0.1828 65-1 1 -14.5 -5.378 -1.479 58.6 0.5688 0.1877 65-1 6 6.985 13.18 -2.887 3.546 -2.308 0.1856 65-1 11 9.218 -12.86 -2.842 42.63 -3.066 0.1517 66-1 1 -7.694 0.3853 6.408 208 4.411 0.1255 66-1 6 0.921 13.37 -7.679 21.3 -4.97 0.1267 66-1 11 7.58 -7.037 -15.8 125.6 -9.589 0.1091 66-2 1 -2.473 3.032 -14.38 63.19 -4.017 0.0893 66-2 6 5.097 8.253 -9.53 53.91 -3.682 0.06661 66-2 11 8.483 -2.286 -9.862 40.09 -7.58 0.01944 67-1 1 -4.667 13.12 -0.8718 9.587 -0.2399 0.2498 67-1 6 4.561 12.85 -2.354 -0.8716 -0.9034 0.2363 67-1 11 16.27 -23.79 -0.5244 16.98 -0.04034 0.1929 68-1 1 -694.6 -2825 177.9 272.6 214.3 0.0086 68-1 6 -29 868.6 -125.4 72.09 12.31 0.0332 68-1 11 180.2 -28.13 -41.13 -15.84 -48.25 0.009258 69-1 1 -28.25 -34.74 40.04 111 -0.6593 0.0912 69-1 6 1.679 77.76 -24.5 -49.99 -13.18 0.1113 69-1 11 1.73 -19.43 -186.6 -35.02 -16.72 0.008913 70-1 1 -33.46 -67.69 -100 -731.2 -4.138 0.1004 70-1 6 22.41 44.34 -8.867 -192.7 16.84 0.09047 70-1 11 -1.575 -5.261 20.62 70.24 1.388 0.003549 71-1 1 -38.64 -67.25 86.86 163 11.91 0.1557 71-1 6 2.914 44.52 43.89 51.44 11.04 0.1315 71-1 11 34.25 -74.07 17.35 -399.2 7.493 0.05664 72-1 1 16.54 63.3 -11.62 16.04 -10.97 0.09633 72-1 6 43.83 -18.44 -2.304 -8.908 3.946 0.07337 72-1 11 74.87 -276.2 55.59 40.07 27.56 0.03029 73-1 1 -27.88 -54.79 -7.94 60.28 -2.756 0.03364 73-1 6 -2.288 36.48 -1.468 -62.34 -7.163 0.04003 73-1 11 24.72 11.71 -40 -57.37 -7.317 0.01163 74-1 1 -24.08 -31.91 -13.21 -91.05 2.185 0.04931 74-1 6 2.694 26.12 19.74 49.57 8.691 0.04009 74-1 11 -9.994 -68.56 -129 15.43 6.436 0.006103 75-1 1 -20.34 -39.35 -21.79 32.53 -0.4937 0.005448 75-1 6 -2.09 19.66 -5.515 15.62 -0.4736 0.01416 75-1 11 8.2 0.5512 15.74 -2.278 4.027 0.001797 Vail's Front Door, Mezzanine Lid Reactions All Dead Load Combination Column Reactions ID Std. Fr (Kips) Std. Fs (Kips) Std. Fz (Kips) Std. Mr (kip-ft) Std. Ms (kip-ft) 1 0.9 -23.6 188.6 -235.6 -8.7 2 3.0 -2.1 406.0 -21.3 -30.4 3 0.4 5.6 1007.0 55.7 -4.4 4 -0.1 -24.7 192.9 -247.1 01 5 -3.1 -7.9 577.9 -79.3 30.8 61 0.01 0.0 3.6 0.0 1 0.2 All Dead Load Combination Wall Reactions ID Std. Fr (Kips) Std. Fs (Kips) Std. Fz (Kips) Std. Mr (kip-ft) Std. Ms (kip-ft) Std. Mz (kip-ft) 1 -47.2 0.0 43.0 0.0 61.7 0.0 17 49.7 0.0 131.3 -0.1 2618 0.0 37 8.7 0.0 884.7 0.0 5901.0 0.0 38 33.0 0.0 259.6 0.0 624.1 0.0 39 -0.7 0.0 7.6 0.0 1.8 0.0 44 5.6 0.0 71.3 0.0 14.2 0.0 48 -13.8 0.0 392.0 -0.3 128.5 0.1 51 0.8 0.0 74.5 0.0 -28.3 0.0 68 -0.2 0.0 127.5 -0.1 -41.0 0.0 75 7.8 0.0 22.2 0.0 -12.1 0.0 99 -1.6 0.0 36.1 0.0 -123.3 0.0 102 -34.1 0.0 4.2 0.0 -6.3 0.0 103 6.6 0.0 9.6 0.0 344.5 0.0 113 61 0.0 188.6 0.0 -72.9 0.0 173 -15.4 0.0 62.1 0.0 -741 0.0 178 -19 0.0 2.2 0.0 22.5 0.0 184 -1.9 0.0 14.3 0.0 32.5 0.0 186 -24.8 0.0 -82.0 0.0 418.4 0.0 191, -7.5 0.0 101.9 0.0 -268.7 0.0 195 2.0 0.0 -219.1 1.3 31.8 0.0 201 -1.5 0.0 -74.3 0.0 -41.4 0.0 202 -5.7 0.0 34.2 -07 224.2 0.0 209 -3.6 0.0 4.0 0.0 6.3 0.0 212 11.2 0.0 37.4 0.0 -142.3 0.0 222 -0.5 0.0 17.5 0.0 3.7 0.0 223 -2.1 0.0 -0.8 0.0 -2.7 0.0 226 -10.8 0.0 6.6 0.0 -5.8 0.6 235 0.3 0.0 14.5 0.0 -1.1 0.0 Service Load Comb ination Column Reactions ID Std. Fr (Kips) Std. Fs (Kips) Std. Fz (Kips) Std. Mr (kip-ft) Std. Ms (kip-ft) 1 1.5 -33.2 273.5 -332.2 -14.8 2 4.9 -4.3 658.3 -43.4 -49.4 3 0.0 3.9 1453.0 39.3 0.0 4 , -0.9 -32.3 250.2 -322.6 8.7 5 3.9 -10.0 722.1 -99.8 39.0 6 0.0 0.0 4.4 0.1 0.3 Service Load Combination Wall Reactions ID Std. Fr (Kips) Std. Fs (Kips) Std. Fz (Kips) Std. Mr (kip-ft) Std. Ms (kip-ft) Std. Mz (kip-ft) 1 -64.6 0.0 _ 51.9 0.0 80.6 0.0 17 70.7 0.0 169.7 -0.1 428.6 0.0 37 11.4 0.0 1264.0 0.0 9473.0 0.0 38 48.2 0.0 385.1 0.0 957.1 0.0 39 -1.0 0.0 9.3 1 0.0 2.0 0.0 44 8.6 0.0 110.8 0.0 22.2 0.0 48 -21.3 0.0 608.0 -0.4 68.9 0.2 51 0.9 0.0 100.8 0.0 -35.7 0.0 68 -1.7 0.0 192.0 -0.1 -69.0 0.0 75, 12.4 0.0 462 0.0 -19.1 0.0 99 -2.8 0.0 61.8 0.0 -211.3 0.0 102 -49.5 0.0 5.6 0.0 -9.5 0.0 103 9.7 0.0 18.0 0.0 500.9 0.0 113 10.2 0.0 334.1 0.0 1407.0 0.0 173 -21.6 0.0 75.3 0.0 -89.2 0.0 178 -4.7 0.0 2.7 0.0 27.2 0.0 184 -2.2 0.0 17.3 0.0 39.3 0.0 186 -32.1 0.0 -103.1 0.0 532.5 0.0 1911 -93 0.0 126.0 0.0 -326.6 0.0 195 2.4 0.0 -276.9 1.7 40.2 0.0 201 -1.9 0.0 -93.7 0.0 -52.2 0.0 202 -8.1 0.0 37.9 -0.8 274.6 0.0 209 -5.5 0.0 4.8 0.0 7.6 0.0 212 12.3 0.0 45.2 0.0 -171.2 0.0 222 -0.6 0.0 20.9 0.0 4.4 0.0 223 -2.7 0.0 -1.0 0.0 -3.4 0.0 226 -13.9 0.0 8.2 0.0 6.9 0.7 235 -0.6 0.0 17.7 0.0 -1.4 0.0 ii tJ C7 CJ W o) t C~ tS) tS) O) (i7 ~U)mo v n"i m ~ 3 o' it :3 n 3 o o m v (D c 3 (D W Z o o oN ~(D ~ w r 0 u m rn, 3 v (D N o m W m 3 0 (D 7 N f C7 O O 51) (D C U) 3 ~ o m (O (D 0 3 o m O J N C Q D O O < O (p r O O C M 0 m 3 (D N N W T (D 0 ~ O C N ~ v 3 7 (D a =3 v o z 0 3 D o m ~ X N ET o- m m 3 (D U) v O M m 3 CD m n 0 m 0 N Q r n r~+ OU) ^-u N Fr=-4'7.2 Fr=49.7 Fs=-4.13e-6 Fs=0.00104 Fz=43 Fz=131 M i=-4,(36e-6 S Mr=-0.0539 Ms=clt lgOOO'O zW Ms=2641 I IlJ -CSi r~- :za, 4J <t7 c) 00 (T, 6 33 Jp eA, I I J 6.05 W - - o . . 7 c,~~ - C7 s 3 J, _ a ' JOD,- cJ I r r ~r rt L 3. 3 . 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(sq. in.) T. Control As B. (sq. in.) B. Control As V Density. V. Control As V Spcg. V. Spcg. Control 1-1 1 OK 0 3.743 10.5.1 .0.02121 11.3 15.72 11.3 1-1 6 OK 0 4.295 10.6.4 0 infinite 1-1 11 OK 3.743 10.5.1 , 0.03276 10.6.4 0.02121 113 14.93 11.3 2-1 1 OK 4.856 10.5.1 0.08034 10.6.4 0.04608 11.3 14.24 11.3 2-1 6 OK 0 10.16 10.2 0 infinite 2-1 11 OK 0 4.856 10.5.1 0.03182 11.3 15.72 11.3 3-1 1 OK 0 3.973 10.5.1 0.02121 11.3 15.72 11.3 3-1 6 OK 0 6.643 10.2 0 infinite 3-1 11 OK 5.024 10.6.4 0 0.04702 11.3 15.72 11.3 4-1 1 OK 5.294 10.6.4 0 0.03182 11.3 15.72 11.3 4-1 6 OK 0 10.3 10.2 0 infinite 4-1 11 OK 0.1741 10.2 4.853 10.5.1 0.1142 11.3 12.36 11.3 5-1 1 OK 0 4.436 10.5.1 0.04496 11.3 15.72 11.3 5-1 6 OK 0 8.18 10.2 0.03182 11.3 15.72 11.3 5-1 11 OK 8.367 10.6.4 0 0.09152 11.3 15.72 11.3 5-2 1 OK 3.834 10.6.4 0 0 infinite 5-2 6 OK 0 5.564 10.5.1 0.02121 11.3 15.72 11.3 5-2 11 OK 5.564 10.5.1 0 0.1152 113 7.859 11.3 6-1 1 OK 14.62 10.5.1 0 0.04277 11.3 24 11.3 6-1 6 OK .0 7.926 10.6.4 0.03182 11.3 15.72 11.3 6-1 11 OK 0 5.568 10.5.1 0.1393 11.3 15.72 11.3 7-1 1 OK 0 4.72 10.5.1 0.1044 11.3 15.72 11.3 7-1 6 OK 0 6.835 10.6.4 0.03182 11.3 15.72 11.3 7-1 11 OK 12.86 10.5.1 0 0.03762 11.3 24 11.3 8-1 1 OK 14.11 10.5.1 0 0 infinite 8-1 6 OK 0 9.678 10.2 0.03182 11.3 15.72 11.3 8-1 11 OK 0 5.381 10.5.1 0.03796 11.3 15.72 11.3 9-1 1 OK 0 5 10.5.1 0.04634 11.3 15.72 11.3 9-1 6 OK .0 6.985 10.6.4 0.03182 11.3 15.72 11.3 9-1 11 OK 11.22 10.6.4 0 0.1089 11.3 15.72 11.3 9-2 1 OK 12.72 10.6.4 0 0.2319 11.3 7.859 11.3 9-2 6 OK .0 6.951 10.6.4 0 infinite 9-2 11 OK 5 10.5.1 0 0.05422 11.3 15.72 11.3 10-1 1 OK 0 5 10.5.1 0.07531 113 15.72 11.3 10-1 6 OK 0 9.6 10.2 0.03182 11.3 15.72 11.3 10-1 1-1 OK 13.83 10.6.4 0 0.1241 11.3 15.72 11.3 11-1 1 OK 14.56 10.6.4 0 - 0.1192 11.3 15.72 11.3 11-1 6 OK 0 6.541 10.6.4 0 infinite 11-1 11 OK 0 5.194 10.5.1 0.03182 11.3 15.72 11.3. 12-1 1 OK 0 5 10.5.1 0.03182 11.3 15.72 11.3 12-1 6 OK 0 7.18 10.6.4 0.03182 11.3 15.72 11.3 12-1 11 OK 9.267 10.6.4 0 0.033 11.3 15.72 11.3 13-1 1 OK 2.476 10.5.1. 0 0.0256 11.3 24 11.3 13-1 6 OK 1.065 10.5.1 0 0 infinite 13-1 11 OK 1.065 10.5.1 0 0.0083 11.3 15.72 11.3 14=1 1 OK 0.1441 10.2 3.647 10.5.1 0.02161 73 12.32 11.3 14-1 6 OK 0 4.783 10.6.4 0 infinite 14-1 11 OK 3.647 10.5.1 0 0.06433 11.3 15.72 11.3 15-1 1 OK 0.0282 10.6.4 2.001 10.5.1 0.01591 11.3 14.33 11.3 15-1 6 OK 0 2.001 10.5.1 0 infinite 15-1 11 OK 2.001 10.5.1 0.03453 10.2 0.01591 11.3 13.96 11.3 16-1 1 OK 0 2.355 7.12 0 infinite 16-1 6 OK 0 2.355 7.12 0 infinite 16-1 11 OK 0 2.355 7.12 0 infinite 17-1 1 OK 0 6.534 7.12 0 infinite 17-1 6 OK 0 6.534 7.12 0 infinite 17-1 11 OK 6.534 7.12 6.534 7.12 0 infinite 18-1 1 OK 0 3.119 7.12 0 infinite 18-1 6 OK 0 5.067 10.6.4 0 infinite 18-1 11 OK 0 2.998 7.12 0 infinite 19-1 1 OK 0 2.492 10.6.4 0.07355 11.3 3.063 11.3 19-1 6 OK 0 4.853 10.2 0 infinite 19-1 .11 OK 0 2.782 10.6.4 0 infinite 20-1 1 OK 0 3.113 7.12 0 infinite 20-1 6 OK 0 3.8 10.6.4 0 infinite 20-1 11 OK 0 3.917 10.6.4 0 infinite 21-1 1 OK 6.64 7.12 0 0 infinite 21-1 6 OK 0 6.793 7.12 0 infinite 21-1 11 OK 0 6.946 7.12 0 infinite 22-1 1 OK 0 3.133 7.12 0 infinite 22-1 6 OK 0 3.002 7.12 0 infinite 22-1 11 OK 2.871 7.12 2.871 7.12 0 infinite 23-1 1 OK 1.955 7.12 0.05186 10.6.4 0 infinite 23-1 6 OK 0 1.955 7.12 0 infinite 23-1 11 OK 1.955 7.12 1.955 7.12 0 infinite 24-1 1 OK 2.07 7.12 0 0 infinite 24-1 6 OK 0 2.07 7.12 0 infinite 24-1 11 OK 0 2.07 7.12 0 infinite 25-1 1 OK 1.482 7.12 0 0 infinite 25-1 6 OK 0 1.612 7.12 0 infinite 25-1 11 OK 1.743 7.12 0 0 infinite 26-1 1 OK 2.614 7.12 0 0 infinite 26-1 6 OK 0 2.614 7.12 0 infinite 26-1 11 OK 2.614 7.12 0 0 infinite 27-1 1 OK 1.569 7.12 0 0 infinite 27-1 6 OK 0 1.569 7.12 0 infinite 27-1 11 OK 2.287 10.6.4 0 0 infinite 28-1 1 OK 0 2.854 7.12 0 infinite 28-1 6 OK 0 - 3.021 7.12 0 infinite 28-1 11 OK 3.997 10.6.4 0 0 infinite 29-1 1 OK 0 2.996 10.6.4 0 infinite 29-1 6 OK 2.328 7.12 0.1946 10.2 0 infinite 29-1 11 OK 2.768 10.6.4 0 0.07772 11.3 3.063 11.3 30-1 1 OK 0 1.554 10.6.4 0 infinite 30-1 6 OK 0 1.47 7.12 0 infinite 30-1 11 OK 2.599 10.2 0 0 infinite 31-1 1 OK 0 2.531 10.6.4 0 infinite 31-1 6 OK 0 2.478 7.12 0 infinite 31-1 11 OK 4.077 10.6.4 0 0 infinite 32-1 1 OK 1.904 7.12 0 0 infinite 32-1 6 OK 0 2.134 7.12 0 infinite 32-1 11 OK 4.475 10.2 0 0.08546 11.3 3.063 11.3 33-1 1 OK 3.025 10.2 0 0.05372 11.3 3.063 11.3 33-1 6 OK 0 1.363 7.12 0 infinite 33-1 11 OK 0 1.239 7.12 0 infinite 34-1 1 OK 3776 10.6.4 0 0 infinite 34-1 6 OK 0 3.181 7.12 0 infinite 34-1 11 OK 0 3.181 7.12 0 infinite 34-2 1 OK 0 2.743 7.12 0 infinite 34-2 6 OK 0 2.743 7.12 0 infinite 34-2 11 OK 2.743 7.12 0 0 infinite 35-1 1 OK 2.102 10.6.4 0 0 infinite 35-1 6 OK 0 1.523 7.12 0 infinite 35-1 11 OK 0 1.523 7.12 0 infinite 36-1 1 OK 2.984 10.6.4 0 0 infinite 36-1 6 OK 0 2.125 7.12 0 infinite 36-1 11 OK 0 2.125 7.12 0 infinite 36-2 1 OK 1.912 7.12 •0 0 infinite 36-2 6 OK 0 2.736 10.6.4 0 infinite 36-2 11 OK 2.351 10.6.4 0 0 infinite 37-1 1 OK 3.182 10.2 0 0.3035 11.3 3.063 11.3 37-1 6 OK 0 1.728 7.12 0 infinite 37-1 11 OK 1.939 10.6.4 0 0 infinite 37-2 1 OK 3.73 10.2 0 0.171 11.3 3.063 11.3 37-2 6 OK 0 1.937 7.12 0 infinite 37-2 11 OK 2.01 10.6.4 0 0 infinite 38-1 1 OK 3.286 7.12 0 0 infinite 38-1 6 OK 0 3.286 7.12 0 infinite 38-1 11 OK 3.394 10.6.4 0 0 infinite 39-1 1 OK 1.367 10.6.4 0 0 infinite 39-1 6 OK 0 1.1 7.12 0, infinite 39-1 11 OK 1.26 10.6.4 0 0 infinite 40-1 1 OK 1.693 10.6.4 0 0 infinite 40-1 6 OK 0 1.308 7.12 0 infinite 40-1 11 OK 1.856 10.6.4 0 0 infinite 41-1 1 OK 2.048 10.6.4 0 0 infinite 41-1 6 OK 0 1.78 7.12 0 infinite 41-1 11 OK 2.526 10.6.4 0 0 infinite 42-1 1 OK 1.579 7.12 1.579 7.12 0 infinite 42-1 6 OK 0 1.464 7.12 0 infinite -1 11 OK 1.349 7.12 0 0 infinite -1 r 1 OK 2.003 10.6.4 0 0.05507 11.3 3.063 11.3 43 -1 6 OK 0 2.88 10.2 0 infinite 43-1 11 OK 2.732 10.2 0 0.0728 11.3 3.063 11.3 44-1 1 OK 5.439 10.5.1 0 0.08155 11.3 24 11.3 44-1 6 OK 0 9.389 10.2 0.02443 11.3 24 11.3 44-1 11 OK 6:167 10.6.4 0 0.1526 11.3 12 11.3 45-1 1 OK 3.326 10.6.4 0 0 infinite 45-1 6 OK 0 2.762 7.12 0 infinite 45-1 11 OK 3.953 10.6.4 0 0 infinite 46-1 1 OK 1.075 7.12 0 0 infinite 46-1 6 OK 0 1.075 7.12 0 infinite 46-1 11 OK 1.238 10.6.4. 0 0 infinite 47-1 1 OK 1.892 10.6.4 0 0 infinite 47-1 6 OK 0 1.67 7.12 0 infinite 47-1 11 OK 2.213 10.6.4 0 0 infinite 48-1 1 OK 0.8946 10.6.4 0 0 infinite 48-1 6 OK 0 0.6541 7.12 0 infinite 48-1 .11 OK 0.9494 10.6.4 0 0 infinite 49-1 1 OK 2.075 10.6.4 0 0 infinite 49-1 6 OK 0.1407 10.6.4 1.883 10.2 0 infinite 49-1 11 OK 4.719 10.2 0 0.07257 113 3.063 11.3 50-1 1 OK 0 3.569 10.6.4 0 infinite 50-1 6 OK 0 3.71 10.6.4 0 infinite 50-1 11 OK 10.71 10.2 0 0.1546 11.3 3.063 11.3 51-1 1 OK 1.415 7.12 1.415 7.12 0 infinite 51-1 6 OK 0 1.415 7.12 0 infinite 51-1 11 OK 3.157 10.2 0 0 infinite 52-1 1 OK 0 1.41 7.12 0 infinite 52-1 6 OK 0 1.41 7.12 0 infinite 52-1 11 OK 2.756 10.2 0 0 infinite 53-1 1 OK 0 3.094 7.12 0 infinite 53-1 6 OK 0 3.093 7.12 0 infinite 53-1 1 11 OK 4.25 10.6.4 0 0 infinite 54-1 1 OK 1.525 7.12 0 0 infinite 54-1 6 OK 0 1.525 7.12 0 infinite 54-1 11 OK 1.525 7.12 0 0 infinite 55-1 1 OK 1.901 10.2 0 0.03802 11.3 3.063 11.3- 55-1 6 OK 0 1.051 7.12 0 infinite 55-1 11 OK 1.051 7.12 0 0 infinite 56-1 1 OK 2.158 10.6.4 0 0 infinite 56-1 6 OK 0 1.446 7.12 0 infinite 56-1 11 OK 0 1.452 10.6.4 0 infinite 57-1 1 OK 3.339 10.6.4 0 0 infinite 57-1 6 OK 0 1.953 7.12 0 infinite 57-1 11 OK 0 2.341 10.6.4 0 infinite 58-1 1 OK 5.357 10.2 0 0 infinite 58-1 6 OK 0.5311 10.2 2.237 7.12 0 infinite 58-1 11 OK 0 3.055 10.6.4 0 infinite 59-1 1 OK 7.005 10.2 0 0.1793 11.3 3.063 11.3 59-1 6 OK 0 2.818 10.6.4 0 infinite 59-1 11 OK 1.952 10.6.4 0 0 infinite 60-1 1 OK 11.58 10.6.4 0 0 infinite 60-1 6 OK 0 7.34 7.12 0 infinite 60-1 11 OK 8.482 10.6.4 0 0 infinite 61-1 1 OK 0 3.093 7.12 0 infinite 61-1 6 OK 0 1.167 7.12 0 infinite 61-1 11 OK 1.167 7.12 0 0 infinite 62-1 1 OK 0 2.025 7.12 0 infinite 62-1 6 OK 0 2.025 7.12 0 infinite 62-1 11 OK 2.025 7.12 0 0 infinite 63-1 1 OK 0.7333 7.12 0.7333 7.12 0 infinite 63-1 6 OK 0 0.7333 7.12 0 infinite 63-1 11 OK 0.9741 10.6.4 0 0 infinite 64-1 1 OK 0 1.265 7.12 0 infinite 64-1 6 OK 0 1.265 7.12 0 infinite 64-1 11 OK 1.575 10.6.4 0 0 infinite 65-1 1 OK 0.7333 7.12 0 0 infinite 65-1 6 OK 0 0.7333 7.12 0 infinite 65-1 11 0 K 0.7333 7.12 0 0 infinite 66-1 1 OK 1. 86 7.12 1.586 7.12 0 infinite 66-1 6 OK 0 1.586 7.12 0 infinite 66-1 11 OK 1.586 7.12 1.586 7.12 0 infinite 66-2 1 OK 0 1.994 7.12 0 infinite 66-2 6 OK 0 1.994 7.12 0 infinite 66-2 11 OK 1.994 7.12 0.03627 10.2 0 infinite 67-1 1 OK 0 0.7035 7.12 0 infinite 67-1 6 OK 0 0.7035 7.12 0 infinite 67-1 11 OK 0.9205 10.6.4 0 0 nite 68-1 1 OK 6.492 10.6.4 0 0.1333 11.3 12 11.3 68-1 6 OK 0 8.346 10.2 0.01591 11.3 24 11.3 68-1 11 OK 5.437 10.5.1 0.09864 10.2 0.06008 11.3 24 11.3 69-1 1 OK 4.755 7.12 0 0 infinite 69-1 6 OK 0 4.753 7.12 0 infinite 69-1 11 OK 4.52 7.12 0 0 infinite 70-1 1 OK 4.318 7.12 0 0 infinite 70-1 6 OK 0 4.318 7.12 0 infinite 70-1 11 OK 3.33 712 0 0 infinite 71-1 1 OK 5.683 7.12 0 0 infinite 71-1 6 OK 0 5.683 7.12 0 nite 71-1 11 OK 5.986 10.6.4 0 0 infinite 72-1 1 OK 0 2.001 10.5.1 0 infinite 72-1 6 OK 2.6-0-1 11 10.5.1 2.001 10.5.1 0.01591 11.3 15.72 11.3 72-1 11 OK 2.001 10.5.1 0 0.01591 11.3 15.72 11.3 73-1 1 OK 4.132 10.6.4 0 0 infinite 73-1 6 OK 0 3.797 7.12 0 infinite 73-1 11 OK 0 3.945 7.12 0 infinite 74-1 1 0K 3.104 7.12 0 0 infinite 74-1 6 1 0 3 7.12 0 infinite 74-1 11 OK 3.48 10.6 0 infinite 75-1 1 OK 3.239 7. L 0 infinite 75-1 6 OK 0 7.12 0 infinite 75-1 11 0 K 0 7.12 0 infinite O m N C 3 3 m co d c N v_ m (n mpp N O N y m N ca W (n c n f r. 3 c v o 3 m 4 co m c: ? 3 m c l/) m , N y o m CD c 3 N m ni Z c m m r o 3 m . c u 7 m c (n 6 N m r-4- 03 o m 3 p o m r N m n o y O N O E ~ W m 3 ((D CD o ~ p co D (n o p < m CD N n ~ o (n c 3 N M Q (p c 3 (D m a- 0 p 00 (n CD p O N pj N Q m 0 (n 3 cn m o N N (n ~ v Z Q C M 3 0 m m 3 v m U m co a. (n (a p CD m N N c0' S C N W m 0- (D a. p W p m N_ 7 N p NQ C (CL O Cl) p CD N N p (n p m N 7 Z c 3 o- m p (n p m (n. (0 v c N O m N (a 7 N -O n O m N (Q Z C 3 Q m "O p m N 9 W N C N W. N T O p O O Ot O O O N I (n O m Z D r n cD N O m 0 (D N c~• W C 3 3 n~ (nmu0 ro N N_ W CD ro ID l V II ' 7 ' ^ V ) _ In 3 0 n 0 3 N c ro ~ N o r ~ W (D ro m N CD C ro liJ N O Z~ m m o CD N 3 C n m W C W N N 0 3 0 m 3 Q N ro 0 (D 0 o 0- 3 N O W m ro O CL 3 ro (D o. :3 0 T N ~ N W to 0 co o u7 O 33 co -t m oro F CD u ro ~ N RV O I7 - N T ~ 0 u m U) 3 (D ro N 7 3 U1 7 W (n N 0- ro (D m N ~ n 3 0 ro o' m N a W a ro a 0 co 0 ro N co' N 0 ro N cQ' D N 00 P 0 (n 0 ro _N l0 D N W O O 3 0 In O ro N_ 7 D N zT N f17 ro vi 0 S 0 0 0 cn C) 0 0 0 IN W O (P -Tl Z D r i) N O O (P cnmE: oo 0 m N ° N (D ED II O j 3 -0 Cf) U) 3 c, Wo 3 m~ v 3 c 3 m c U) N co r m 3 N o C ti cD 3 N (D (D C ~ N N ~D O O ~S m~ N 3 c N (D c 3 4 y ? 0- n N. CD ° Ll 3 :3 W m _ ~O 3 N r..f ED a O ° D cn 0 0 < (D (D n_ T C7 ~ /IVI (D c -\V 3 ~7 Cl) MI ° 0 ED 3 con. ~ n N W W o 0 o 0 3 cn W ,v m_ o r-t O co V 3 (n _ N N cn (n 7 ED W Q N m o m N 3 D ED -0. m o a 7 ED cn W v CL ED CL O U) 0 ED N N cn 0 ED N D N 0 0 0 co 0 ED N c0' D N W O O 3 co 0 cD N D N s m m d ui m 0 0 0 0 u, ED 0 0 0 N I Cn O is I Z D r n N O O O cnmpp m CD CU 3- c: U) N _ 0 3. 't> N 1 1 0 3(a @) ' ' m I (D c A ur p W v- - ca N 1 vC 9 1a I &71 cs~ 1 Ey I (lh. I r N N 1 a-7 (D ....__._______..__..__.,....a.-..._.___._..__. c: 3 N N a m o 11.€3 ! I I I Ir I I irn in 1 iI (D n N fiOJ II 115 6131 :1 o m c 4 I u, N n " I I rv rv n 0 3 ( (fa) I (E ( (7 iV ° (D co CU W (T II C y z) II)_- m W 104 I ( 33 109 I 3 ~1 `pi (D a N !n I rv rv ~ ~ i (D (O (m V ~ I I I I. I! a I I~ I I~ I I rn; i I I I I rn Tit! _'1 13 4 y 9S 3 vt N i Cf u p uJ - bS.... I r.) N N 3 v) "Z I C~ 6 30 6.21 I... 2-6 (F3.67. I 'i III r~ N v3 (D N I fn-- O (D co I. H v r-q- I ~Il~l ' I II I I3i121I C() N N N Q) I II .U' rn ~ N p k µ I I CD U) P (P) w rn - + - ° - - W I I) I II Q 4 (D ;II 3 w csi u~ - N [37 n -p. $N ryy~~~),, W(D .A .A m O Oql tP) Cgs oc~ q) a 6 2 ` 3,14 6.27 3.4!6 W T x 67 . p to Cl) ! 8,91 43 I N CRS ~J 6.71 rv r; p rn ~ a 1 S.3S~ D rn W W 'O p `I - - N o 1 t 3 N I ItJ p N I~ 0 N t, N p k m Cl) 0 lD W. 73 9 rn C 3 3 v ug 2) 0- (D n. Cf) (D m m 0 n 0 3 m v m cnm00 N N 3 c C" 0 m m c ? r~ N c VJ m ~ N r N 00 (D m n c=o O C N N m c 1.IJ Nm N O Z _ m m o✓`~ (D - ~ c N (n C y N D 0 3 r~+ < m -S (D I m n o' N o o C fn C 3 Irn"F• m (D 7 ~ Q. m 3 Q CD c J -1 N n O W O o cn O T o N. C 3 N 7 E2 -h cD cn Q m ( n J_ N 93 N \V D Q -1 E 0 0 < _0 ao (D m U) c m_ m ~ 3 C 0 ~ o0 Q MI p (D m 3 N m 0 m 0' n ~ O N m N ~ NQ C (D n 0 U) m N N 0 Q m N_ (O D (n 0 C) m N (a 7 D m 00 0 3 O m N_ 7 D N m 0 U" T 0 0 0 0 0 cn cn 0 0 0 N I O I _T Z D r n N O O O> O M 0 0 0 not ~ v ~ m CD f.'Q W u J n (n w 0 3 m z m 3 w c c ? J r m w m D z o o En / vzc (6 CL) (D o r✓~ O (D M (D 3 c D C Q n W (D 3 r+ 0 CD 0 o (n 0 _ O J p C J (D m (n Q m 3 Q (p C T J m W V Q. O C)7 O r 1• < (n 00 (D 3 O (Q C J 3 T1 J ~ itJ m (n (D m (n (D o ~J N. -'fl (nn (Q 0 W J (D co O ~ C7 O T U) 3 w W Q N m CD m r-F m N 0 J c r m W 3 0 J O (n p m (D o N J cn p O- C (D Q- U U) 0 (D N J N cn 0 (D N J D 00 0 0 (D cn' J D W 0 0 3 Cl) 0 (D (n J D U) J- 0 v G U m 0 J 0 0 0 N cn 0 0 0 N I 0 'rI z D r ca N O O O cnmoo (D N 3 9 II 7 O O (n V 7 3 c v, v 0 a 3 m A c~ N C (D N 0o m r N (D (n m o c „ N C C N N C (D YL N O m 9 o (D 3 c N c N D0~ 0 3 O r~+ < (D 3 _S m (D 0 N O p' E N 3 3 r•F o CD m Q Z5- 3 o (D C r 7 m lJ J W 0 o CL) n N O C ~ 3 0 E2 C (D (n ID. O N N (O D J C) 0 (n o T) W v D1 m Q y \V m (D fn (D _ 0 N (n (p N :3 Q W _m m (D 0 3 (D U) m a n o ( N On Q c (D 0- 0 U) 0 (D N (0 7 N 0 (n 0 0 N (O D N 0 0 (D N (a 7 D N W 0 0 3 0 U) 0 (D N D N s m m Vail's Front Door - 5500.02_S105_FINAL.cpt - 1/9/2006 Calc Log Calculating Everything Out-of-Date Active Calculation Options: The structure is automatically stabilized in the X and Y directions. Supports above slab included in self-dead loading. 6 zero-tension iterations are used to eliminate tension in area spring Creep Factor of 3.35 used in ECR calculations. Shrinkage strain of 0.0004 used in ECR calculations. ACI 318-02 is used in design. none is used for live load reduction calculations. Assembling Stiffness Matrix 9410 Degrees of Freedom Stiffness Matrix Size: 13354 kilobytes Triangularizing Stiffness Matrix Creating Self-Dead Loading. Creating Balance Loading. Prepping Design Strips Solving for Self-Dead Loading. Solving for Self-Dead Loading - Pattern: Full Pattern. Total Loads: (0,0,-1090) Kips Total Reactions: (-6.62e-12,1.29e-11,1090) Kips Load-Reaction Tolerance: (-6.62e-12,1.29e-11,-1.64e-9) Kips Solving for Balance Loading. Balance Loading - Pattern: Full Pattern has No Loads. Solving for Temporary Construction (At Stressing) Loading Temporary Construction (At Stressing) Loading - Pattern: Full Pattern has No Load: Solving for Other Dead Loading. Solving for Other Dead Loading - Pattern: Full Pattern. Total Loads: (0,0,-3460) Kips Total Reactions: (-1.62e-11,4.4e-11,3460) Kips Load-Reaction Tolerance: (-1.62e-11,4.4e-11,-3.24e-9) Kips Solving for Live Loading. Solving for Live Loading - Pattern: Full Pattern. Total Loads: (0,0,-2050) Kips Total Reactions: (-1.24e-11,1.51e-11,2050) Kips Load-Reaction Tolerance: (-1.24e-11,1.51 e-11,-3.15e-9) Kips Solving for Hyperstatic Loading. Solving for All Dead LC. Solving for Dead + Balance LC. Solving for Initial Service LC. Solving for Service LC. Solving for Long-Term Service LC. Solving for DL + 0.25LL LC. Solving for Factored LC. Solving for Long-Term Deflection LC. Calculating Minimum Design - Pass . Calculating Initial Service Design - Pass 1 Calculating Service Design - Pass 1 Calculating Long Term Service Design - Pass 1 Calculating Strength Design - Pass 1 Calculating Ductility Design - Pass 1 Calculating DL + 0.25LL Design - Pass 1 Calculating Minimum Design - Pass Calculating Initial Service Design - Pass 2 Calculating Service Design - Pass 2 Calculating Long Term Service Design - Pass 2 Calculating Strength Design - Pass 2 Calculating Ductility Design - Pass 2 Calculating DL + 0.25LL Design - Pass 2 Calculating Minimum Design - Final Design Checl, Calculating Initial Service Design - Final Design Check Calculating Service Design - Final Design Check Calc Log - 1 Calc Log (2) Calculating Long Term Service Design - Final Design Check Calculating Strength Design - Final Design Check Calculating Ductility Design - Final Design Check Calculating DL + 0.25LL Design - Final Design Check This analysis has been completed successfully, check above for any warnings or errors. Vail's Front Door - 5500.02_S105_FINAL.cpt - 1/9/2006 Calc Log - 2 Vail's Front Door Residence Club Garage Lid Design Monroe & Newell Engineers, Inc. } 4,4 5500.02_S 103_FI NAL.cpt 1/9/2006 jw RAM Concept C 2005 Structural Concrete Software, Inc. RAM Concept- is a trademark of RAM International, L.L.C. 1.4.1 Vail's Front Door - 5500.02_S103_FINAL.cpt - 1/9/2006 Units Geometry Units Plan Dimensions: feet Slab Thickness: inches Support Dimensions: inches Angles: degrees Elevations: inches Support Height: feet Loading and Reaction Units Point Force: Kips Line Force: kips/ft Area Force: psf - Report As Zero: 0 Kips - Report As Zero: 0 kips/ft - Report As Zero: 0 psf Point Moment: kip-ft Line Moment: pounds Area Moment: #/foot - Report As Zero: 0 kip-ft - Report As Zero: 0 pounds - Report As Zero: 0 #/foot Spring and Stiffness Units Point Force Spring: kips/in Line Force Spring: ksi Area Force Spring: pci Point Moment Spring: k-ft/° Line Moment Spring: k/° Area Moment Spring: k/ft° Slab Analysis Units Force: Kips Moment: kip-ft Concrete Stress: psi - Report As Zero: 0 Kips - Report As Zero: 0 kip-ft - Report As Zero: 0 psi Force Per Width: kips/ft Moment Per Width: Kips Deflection: inches - Report As Zero: 0 kips/ft Report As Zero: 0 Kips - Report As Zero: 0 inches Materials Units Concrete Volume: cu. yds Reinforcing Area: sq. in. PT Force: Kips Rebar Weight: tons Tendon Profile: inches Reinforcing Stress: ksi PT Weight: pounds Cover: inches Miscellaneous Units Floor Area: sq. ft. Density: pcf Elongations: inches Tendon Angles (for friction): radians Units - 1 Vail's Front Door - 5500.02_S103_FlNAL.cpt - 1/9/2006 Signs Positive Loads Positive Analysis fi a~E Se- Positive Reactions r' Signs - 1 Vail's Front Door - 5500.02_S103_FlNAL.cpt - 1/9/2006 Materials Concrete Mix Mix Density f'ci f'c fcui fcu Poissons User Eci User Ec Name (pcf) (psi) (psi) (psi) (psi) Ratio Ec Calc (psi) (psi) 3000 psi 150 3000 3000 3724 3724 0.2 ACI 8.5.1 (no Wc) 2500000 3000000 4000 psi 150 3000 4000 3724 4978 0.2 ACI 8.5.1 (no Wc) 2500000 3000000 5000 psi 150 3000 5000 3724 6403 0.2 ACI 8.5.1 (no Wc) 2500000 3000000 6000 psi 150 3000 60000 3724 7448 0.2 ACI 8.5.1 (no Wc) 2500000 3000000 PT Systems System Aps Eps fse fpy fpu Duct Width Strands Min Radius Name Type (sq. in.) (ksi) (ksi) (ksi) (ksi) (inches) Per Duct (feet) '/z" Unbonded unbonded 0.153 28000 175 243 270 0.5 1 6 '/z' Bonded bonded 0.153 28000 160 243 270 3 4 6 0.6"Unbonded unbonded 0.217 28000 175 243 270 0.6 1 8 b.6" Bonded bonded 0.217 28000 160 243 270 4 4 8 PT Stressing Parameters System Jacking Stress Seating Loss Anchor Wobble Friction Angular Friction Long-Term Losses Name (ksi) (inches) Friction (11feet) (11radians) (ksi) h" Unbonded 216 0.25 0 0.0014 0.07 22 /Z' Bonded 216 0.25 0.02 0.001 0.2 22 0.6" Unbonded 216 0.25 0 0.0014 0.07 22 0.6" Bonded 216 0.25 0.02 0.001 0.2 22 Reinforcing Bars Bar As ES Fy Name (ksi) (ksi) (ksi) #3 0.11 29000 60 #4 0.2 29000 60 #5 0.31 29000 60 #6 0.44 29000 60 #7 0.6 29000 60 #8 0.79 29000 60 #9 1 29000 60 #10 1.27 29000 60 #11 1.56 29000 60 Materials - 1 Vail's Front Door - 5500.02_S103_FINAL.cpt - 1/9/2006 Loadings Loading Name Type On-Pattern Factor Off-Pattern Factor Self-Dead Loading Self-Weight 1 1 Balance Loading Balance 1 1 Hyperstatic Loading Hyperstatic 1 1 Temporary Construction (At Stressing) Loading Other 1 1 Other Dead Loading Other 1 1 Live Loading Other 1 0 Loadings - 1 Vail's Front Door - 5500.02_S103_FINAL.cpt - 1/9/2006 Load Combinations All Dead LC Active Design Criteria: <none> Loading Standard Factor Alt. Envelope Factor Self-Dead Loading 1 1 Balance Loading , 0 0 Hyperstatic Loading 0 0 Temporary Construction (At Stressing) Loading 0 0 Other Dead Loading 1 1 Live Loading 0 0 Dead + Balance LC Active Design Criteria: <none> Loading Standard Factor Alt. Envelope Factor Self-Dead Loading 1 1 Balance Loading 1 1 Hyperstatic Loading 0 0 Temporary Construction (At Stressing) Loading 0 0 Other Dead Loading 1 1 Live Loading 0 0 Initial Service LC Active Design Criteria: Initial Service Design Loading Standard Factor Alt. Envelope Factor Self-Dead Loading 1 1 Balance Loading 1.08 1.08 Hyperstatic Loading 0 0 Temporary Construction (At Stressing) Loading 1 1 Other Dead Loading 0 0 Live Loading 0 0 Service LC Active Design Criteria: Service Design Loading Standard Factor Alt. Envelope Factor Self-Dead Loading 1 1 Balance Loading 1 1 Hyperstatic Loading 0 0 Temporary Construction (At Stressing) Loading 0 0 Other Dead Loading 1 1 Live Loading 1 0 Load Combinations - 1 Vail's Front Door - 5500.02_S103_FINAL.cpt - 1/9/2006 Load Combinations (2) Long-Term Service LC Active Design Criteria: Long Term Service Design Loading Standard Factor Alt. Envelope Factor Self-Dead Loading 1 1 Balance Loading 1 1 Hyperstatic Loading 0 0 Temporary Construction (At Stressing) Loading 0 0 Other Dead Loading 1 1 Live Loading 0.5 0.5 Factored Dead LC Active Design Criteria: Minimum Design, Strength Design, Ductility Desigr Loading Standard Factor Self-Dead Loading 1.4 Balance Loading 0 Hyperstatic Loading 1 Temporary Construction (At Stressing) Loading 0 Other Dead Loading 1.4 Live Loading 0 Alt. Envelope Factor 0.9 0 1 0 0.9 0 Factored Dead + Live LC Active Design Criteria: Minimum Design, Strength Design, Ductility Desigr Loading Standard Factor Alt. Envelope Factor Self-Dead Loading 1.2 0.9 Balance Loading 0 0 Hyperstatic Loading 1 1 Temporary Construction (At Stressing) Loading 0 0 Other Dead Loading 1.2 0.9 Live Loading 1.6 1.6 Long-Term Deflection LC Active Design Criteria: <none> Loading Standard Factor Alt. Envelope Factor Self-Dead Loading 3.35 3.35 Balance Loading 3.35 3.35 Hyperstatic Loading 0 0 Temporary Construction (At Stressing) Loading 0 0 Other Dead Loading 335 3.35 Live Loading 2.18 2.18 Load Combinations - 2 Vail's Front Door - 5500.02_S103_FINAL.cpt - 1/9/2006 Design Rules Minimum Design Minimum Reinforcemen Initial Service Design Initial Service Design Service Design Service Design include detailed section analysis Long Term Service Design Sustained Service Design Strength Design Strength Design Punching Shear Design Ductility Design Ductility Design Design Rules - 1 K (D J C 7 d N 07 CD Cn 3 ' m 3 3 m v Y..L N T O ~.lJ 2 a S O 3 n 0 3 3 m 0) N Q C 3 v 7 o m ~c 3 m 3 'm w m zm 0 m c n 3 3 $ ?vf nl 3 m 3 \ m 3 $ m Z3 rn a II m m 3 N m 3 rn rn v rn m 3 m N m 3 m S' m m 3 n o a cD N O O CT) bail's Front Door, Garage Lid D ead Load Point Load s L ive Load P oint Loads Number Fx (Kips) Fy (Kips) Fz (Kips) Number Fx (Kips) Fy (Kips) Fz (Kips) 1 0 0 4.8 1 0 0 45 2 0 0 8 2 0 0 8.7 3 0 0 4.7 3 0 0 21.4 4 0 0 3.9 4 0 0 13.3 5 0 0 5.5 5 0 0 4.6 6 0 0' 0.1 6 0 0 15.5 7 0 0 5 7 0 0 0.4 8 0 0 0.1 8 0 0 6.7 9 0 0 0.6 9 0 0 0.4 10 0 0 0.1 10 0 0 3.9 11 0 0 1.6 11 0 0 0.3 12 0 0 10.6 12 0 0 4.8 13 0 0 3.2 13 0 0 21.6 14 0 0 2.5 14 0 0 4.3 15 0 0 3 15 0 0 2.7 16 0 0 18 16 0 0 13 17 0 0 9 17 0 0 27 18 0 0 6.2 18 0 0 12 19 0 0 2.5 19 0 0 6.3 20 0 0 13.2 20 0 0 3.5 21 0 0 3.4 21 0 0 24.6 22 0 0 4.2 22 0 0 9.5 23 0 01 3.2 23 0 0 6.3 24 0 0 4.3 24 0 0 6.8 25 0 0 32.2 25 0 0 5.7 26 0 0 6.33 26 0 0 11.7 27 0 0 8.2 27 0 0 8.8 28 0 0 4.7 28~ 0 0 13.67 29 0 0 5.9 29 0 0 5.3 30 0 01 5.6 30 0 0 6.1 31 0~ 0 5.7 31 0 0 10.5 32 0 0 7.7 32 0 0 11 1 33 0 0 5 33 0 0 8.3 34 0 0 22 34 0 0 1 8.1 35 0 0 4.7 35 1 0 0 35.6 36 0 0 24.3 36 0 0 5.3 37 0 0 0.7 37 0 0 60.2 38 0 0 9 38 0 0 45 39 0 0 0.7 39 0 0 13 40 0 1 0 5.7 40 0 0 12.5 41 0 0 1.3 41 0 0 1.3 42 0 0 12.8 42 0 0 1.7 43 0 0 27 43 0 9 31.8 44 0 0 1.3 44 0 0 547 45 0 0 2.5 45 0 0 1.7 46 0 0 5.7 46 0 0 5.5 47 0 0 15.1 47 0 0 20.4 48 0 0 11.1 48 0 0 20.3 49 0 0 3 49 0 0 8 50 0 0 10 50 0 0 0.2 51 0 0 0.1 51 0 0 3.4 52 0 0 1.6 52 0 0 4.7 53 0 0 2.9 53 0 0 11 54 0 0 8.5 54 0 0 8.2 55 0 0 3.9 55 0 0 4.3 56 0 0 2.2 56 0 0 1 57 0 0 7.4 57 0 0 15.1 58 0 0 6.1 58 0 0 1 59 0 0 10.5 59 0 0 12.9 60 0 0 7.9 60 0 0 30 61 0 0 3.4 61 0 0 22.5 62 0 0 1.8 62 0 0 12.7 63 0 0 3 63 0 0 5.1 64 0 0 0.1 64 0 0 3.7 65 0 0 12.1 65 0 0 7 66 0 0 6.2 66 0 0 0.4 67 0 0 17.3 68 0 0 11.3 m m O p O my 8 g /J{~ m m~" CD . _ -m c L 'N ~ z C: gz 0 ~y CD m~ 3 c m 3 m o ~N Q m 3 - D ¢(C) g 0 O m z 3 3 e'-f• -o ni s 3 , VJ m m V 3 ^ \ m r 0 N Q tt] O_ 0 N N N 0 N I O iW _T z D r 'O r 0 a m m o C W m -8 I r ~Z o~ o D `N H 3 c w - ~ v 3 n S y O 3 . D ~ 1 _ 1O n Z Al J v nl 3 ~ T O E s N y a ~ m 3 m 3 m 0 O O CI1 O O O N I 0 w I Z D r n Vail's Front Door, Garage Lid Dead Loa d Line Load s Live Load Line Loads Number Fx (kips/ft) Fy (kips/ft) Fz (kips/ft) Number Fx (kips/ft) Fy (kips/ft) Fz (kips/ft) 1 0 0 4.15 1 0 0 6 2 0 0 3.596 2 0 0 0.55 3 0 0 3.596 3 0 0 0.1 4 0 0 8.713 4 0 0 0.1 5 0 0 3.63 5 0 0 5.165 6 0 0 6.693 6 0 0 0.84 7 0 0 6.693 7 0 0 5.165 8 0 0 3.63 8 0 0 5.165 9 0 0 6.693 9 0 0 0.84 10 0 0 5.165 10 0 0 5.165 11 0 0 3.23 11 0 0 5.165 12 0 0 1.42 12 0 0 0.53 13 0 0 5.5 13 0 0 0.56 14 0 0 6.693 14 0 0 1.12 15 0 0 6.693 15 0 0 5.165 16 0 0 2.14 16 0 0 5.165 17 0 0 1.43 17 0 0 1.52 18 0 0 2 18 0 0 1.43 19 0 0 8.11 19 0 0 2 20 0 0 3.08 20 0 0 1.96 21 0 0 6.1 21 0 0 0.08 22 0 0 0.08 22 0 0 1.44 23 0 0 5.9 23 0 0 0.08 24 0 0 1.48 24 0 0 2.529 25 0 0 3.64 25 0 0 0.64 26 0 0 3.08 26 0 0 1.6 27 0 0 3.66 27 0 0 0.08 28 0 0 108 28 0 0 2.02 29 0 0 3.08 29 0 0 0.08 30 0 0 3.08 30 0 0 0.08 31 0 0 3.08 31 0 0 0.08 32, 0 0 3.08 32 0 0 0.08 33 0 0 3.08 33 0 0 0.08 34 0 0 3.08 34 0 0 0.08 35 0 0 3.08 35 0 0 0.08 36 0 0 0.08 C1 r O v a 7 m m p 0 O a m N rt B ~ 3 m ~ ~ a Z m S H o c ~ /h 2 m N ~ l! _ r c my ^ 3 c 'm Y.L ~ p C w r o ~o 0 6 3 a^i m 3 o~ g -r m 3 \V 3 -r f o m 3 in LL 3 in m O N O W I _T Z r r 0 v a cn ~n me m m ~'o mnBC /h• 3 9! Z m 1 a o m O $ c m 5, g C 3 c m m o m c m 3 . o m w m g (T 3 ~v $ O n Z 3 3 C m V/ m T m ~J 3 N 3 m O N I 0 w I Z D r n N O O O Vail's Front Door, Garage Lid Dead Load Area Loads Number Fx (psf) Fy (psf) Fz (psf) 1 0 0 -330 2 0 0 -290 3 0 0 -330 4 0 0 -330 5 0 0 -330 6 0 0 -290 7 0 0 -330 8 0 0 -330 9 0 0 -330 10 0 0 -290 11 0 0 -330 12 0 0 -290 13 0 0 -330 14 0 0 350 15 0 0 -290 16 0 0 -290 17 0 0 -290 18 0 0 -290 19 0 0 -290 20 0 0 -290 Live Load Area Loads Number Fx (psf) Fy (psf) Fz (psf) 1 0 0 75 2 0 0 75 3 0 0 :75 4 0 0 75 5 0 0 75 6 0 0 75 7 0 0 75 8 0 0 75 9 0 0 75 10 0 0 100 3 ) 1~ 2 3 g r* ~~~g 3~~ ~ $F~ ~ x5~~. 0 ~ 3 K I11 r y3 O n s 3 Err^^~• 3 ~ l~ n . g ,,mmom 3 ~ l^V` 1J.! _ g Mgr 3 -o `o v 0 0 a r 0 v a D m r 0 o~ n o~ x r S m \V n ~ 3Ck ~e 3~D s o~ 3 s ~ 3 ao ~ G 3 g r (D r O N fl; D (m F- 0 d n ti C U) O 7 0 O Ui CD 0 0 0 N I (n 0 ICI) T Z D r n n N O O m Vail's Front Door, Garage Lid Dead Load Column Reactions ID Std. Fr (Kips) Std. Fs (Kips) Std. Fz (Kips) Std. Mr (kip-ft) Std. Ms (kip-ft) 1 0.8585 -0.4876 18.17 -4.876 -8.585 2 4.8 2.06 67.78 20.6 -48 3 -0.3462 0.04939 16.42 0.4939 3.462 4 -1.118 9.21 143.9 92.1 1118 5 0.6448 12.8 164.5 128 -6.448 6 -0.2609 -3.501 265.7 -35.01 2.609 7 -0.4858 -4374 245.8 -43.74 4.858 8 3.536 -0.2561 191.4 -2.561 -35.36 9 2.876 -10.01 408.4 -100.1 -28.76 10 1.399 9.957 342.9 99.57 -13.99 i 1 -0.7897 -6.993, 129.3 1 -69.93, 7.897 12 -2.642 8.915 425.8 89.15 26.42 13 -5.989 1.142 279.5 11.42 59.89 14 -0.2976 8.08 182.4 80.8 2.976 15 -1.482 -2.451 148.5 -24.51 14.82 Live Load Column Reactions ID Std. Fr (Kips) Std. Fs (Kips) Std. Fz (Kips) Std. Mr (kip-ft) Std. Ms (kip-ft) 1 6.947 -2.094 146.7 -20.94 -69.47 2 9.29 -7.461 261.5 -74.61 -92.9 3 -0.541 -0.3039 200.5 -3.039 5.41 4 -0.6627 -5.581 317.6 -55.81 6.627 5 -4.773 8.466 276.7 84.66 47.73 6 -5.898 -8.423 282.5 -84.23 58.98 7 2.031 -8.823 173.7 -88.23 -20.31 8 3.337 0.9927 187.6 9.927 -33.37 9 -2.972 -8.671 261.2 -86.71 29.72 10 -0.5474 3.542 250.6 35.42 5.474 11 -0.2032 -1.938 36.92 -19.38 2.032 12 -2.524 5.141 194 51.41 25.24 13 -1.512 0.2557 71.66 2.557 15.12 14 -0.07024 2.242 51.32 22.4211 0.7024 15 -0.0744 -0.736 36 -7.36 0.744 Vail's Front Door, Garage Lid Dead Load Wall Reactions ID Std. Fr (Kips) Std. Fs (Kips) Std. Fz (Kips) Std. Mr (kip-ft) Std. Ms (kip-ft) Std. Mz (kip-ft) 1 -2.602 -1.46E-21 64.2 -1.12E-05 148.4 -1.62E-06 22 -0.02823 -3.96E-05 6.036 0.1101 -9.408 -0.001185 23 0.5084 0 10.66 8.80E-14 -9.544 -8.25E-15 28 -0.03977 3.48E-09 4.734 -0.0009548 1.069 -8.04E-06 29 -6.571 -5.74E-07 18.18 0.00002509 -332.3 2.52E-06 72 -1.095 0.01103 73.8 -1.351 -163.8 0.01444 73 4.635 -0.0001629 39.34 -0.008352 2.215 -0.00175 74 -0.475 -2.917 490.5 -439.8 -20330 -55.43 75 -2.606 -2.28E-07 4.85 1.21 E-06 -16 1.19E-07 79 -8.85 0.00004169 -19.05 -0.005088 275.4 0.000420 81 -1.995 0 32.54 3.52E-13 121.8 0 82 0.05003 4.37E-09 5.629 -4.64E-10 7.379 -4.73E-08 90 0.4079 2.75E-06 0.3123 -0.0001325 -0.558 0.0000396 97 -2.907 -9.73E-08 4.572 -8.45E-05 9.715 -0.0006894 100 0.3937 -2.02E-06 2.535 -0.0003157 -1.944 0.0000454 118 1.64 1.43E-07 74.54 -3.05E-05 404 -1.31E-07 125 2.809 0 -13.39 -1.10E-13 -67.23 5.50E-15 131 1.784 1.73E-06 -1.093 0.0001906 -0.2357 0.000292 132 0.0709 4.92E-07 1.803 0.0000258 1.374 -1.43E-05 157 -0.4626 0.001807 590.3 -0.1687 -294.7 0.09003 158 1.023 8.94E-08 1 1.097 2.58E-06 -34.2 -4.58E-08 169 3.254 9.06E-06 -5.558 -0.0003802 11.95 1 -7.34E-05 171 -0.2645 6.39E-18 -0.9903 2.88E-08 -0.5406 9.81 E-08 178 2.572 -0.001453 53.5 0.1902 83.02 -0.009857 221 7.117 6.83E-22 10.1 8.03E-06 -106.2 5.04E-06 235 2.477 2.17E-07 13.19 2.44E-08 -49.83 -8.47E-08 241 3.717 3.71 E-21 14.58 -4.42E-06 58.66 -1.64E-07 246 , -2.193 0 34.05 0 -115.8 0 267 5.678 -9.26E-22 11.68 -5.61E-06 74.53 -1.49E-08 273 1.557 8.27E-06 0.8721 -7.02E-05 -2.148 -3.28E-07 274 -2.223 -1.94E-07 35.25 -2.44E-08 186.2 -3.38E-07 284 6.565 -4.47E-05 10.06 0.00008313 -82.93 0.001063 289 -3.397 -1.26E-06 248.1 -0.01219 -129.7 -0.0005069 293 1.134 0 2.899 1.10E-14 1.851 0 294 1.495 -1.43E-06 20.28 -0.004746 21.29 0.0003586 296 0.5176 2.50E-22 0.3104 6.61E-08 -0.8379 9.64E-08 301 5.597 4.89E-07 41.22 -9.87E-08 1.295 -6.36E-07 315 -2.721 -2.38E-07 -4.339 -1.14E-08 -28.35 6.14E-07 333 0.6828 0.0000225 90.2 -0.01309 131.9 0.0001214 334 4.952 -0.0005252 -52.93 -0.006696 -271.9 0.001503 344, -0.1578 0 0.6926 0 0.3102 -6,88E-16 349 -0.05298 -4.63E-09 1.999 1.47E-08 -0.1941 -7.93E-10 354 4.274 -7.61 E-21 -87.83 0.00001965 -259.8 4.83E-07 360 0.702 6.14E-08, 17.07 9.37E-10 0.6848 1.03E-06 371 5.871 0.00005325 -105.7 0.005939 209 0.0006241 375 -1.395 4.32E-15 174.8 -0.03541 -159.3 -0.0002824 385 13.04 2.94E-06 23.07 -0.0006743 14.32 -1.63E-06 390 1.531 2.40E-07 86.82 0.00119 -16.78 -3.53E-05 410 7.692 6.16E-06 18.2 -0.006645 10.22 0.000254 412 -0.528 -3.45E-14 20.75 -0.00189 -8.16 -4.81 E-05 415 5.065 0.07296 81.97 -7.431 -244.3 -0.5464 426 2.364 2.07E-07 14.06 -6.40E-10 -10.09 1.45E-06 428 26 -6.63E-21 71.1 -4.32E-05 571.9 0.0000137 460, 2.051 -0.002842 17.51 -0.306 -108.9 -0.006981 474 -1.056 0.0001347 -104.7 -0.007561 1320 -0.000713 475 5.002 -5.09E-05 -83.07 -0.005937 241.4 0.000476 485 7.627 -3.98E-05 138.2 -0.01518 -210.4 0.0000781 491 -1.115 -6.51 E-051 0.5741 0.001721 61.38 -0.0001929 496 -4.325 0.00002366 -37.7 0.00707 -246.6 -0.000519 498 -2.532 -2.60E-06 -21.01 0.001076 -84.95 -0.000254 502 -1.408 -3.78E-05 23.77 -0.009992 115.9 -0.0001181 513, 0.1572 -1.84E-07 3.082 -0.0004536 0.4431 0.0000269 516 0.1204 1.90E-06 2.851 -0.0002432 1.384 -1.24E-05 519 12.39 0.0003408 57.44 -0.001925 -225.3 0.01985 553 0.09426 3.86E-08 1.653 -0.0001605 0.1966 9.65E-06 554 -0.2199 7.67E-17 0.7419 0.00002418 0.2758 7.17E-06 Vail's Front Door, Garage Lid Live Load Wall Reactions ID Std. Fr (Kips) Std. Fs (Kips) Std. Fz (Kips) Std. Mr (kip-ft) Std. Ms (kip-ft) Std. Mz (kip-ft) 1 0.8201 1.71E-22 18.34 -3.20E-06 42.4 -2.76E-07 22 -0.4211 0.000222 1.724 0.03134 -2.692 -0.01709 23 0.0288 0 3.046 -2.20E-14 -2.732 -1.89E-15 28 -0.09618 8.41 E-09 1.357 -0.0002737 0.306 -1.94E-05 29 -1.971 -1.72E-07 1 42.78 -2.42E-05 1 320 9.23E-06 72 -1.374 0.006563 21.1 -0.3854 46.78 0.04791 73 0.6225 -5.62E-05 5.577 -0.002568 58.41 -0.000578 74 , -2.636 -2.239 501.3 -520.6 -5537 -50.67 75 -0.6573 -5.75E-08 1.382 3.44E-07 -4.557 1.93E-08 79 -16.74 9.13E-08 -60.03 -0.005647 1234 0.001795 81 1 -1.166 0 9.296 -4.~-'0E-14 3T 79 0 82 -0.05731 -5.01E-09 1.612 -1.20E-10 2.096 -9.84E-09 90 -0.2652 9.76E-06 2.364 -0.001382 -4.399 -0.00026951 97 -8.8 -6.90E-05 55.29 0.0007417 -19.47 -0.002934 100 0.8028 -8.98E-06 22.29 -0.002874 1 -16.55 0.0000732 118 1.492 1.31 E-07 21.25 -8.70E-06 1152 -1.00E-07 125 -0.1466 0 -3.767 -5.50E-15 18.93 3.44E-16 131 2.292 1.09E-06 1 11.71 0.00144 -5.276 0.0002601 132 -3.252 4.97E-06 15.88 0.0002484 11.53 -0.0002869 157 5.861 0.003604 162 -0.05361 -11.47 0.207 158 3.091 2.70E-07 0.5056 6.78E-07 -8.982 -1.33E-07 169 -2.517 0.0001215 -33.89 -0.005487 147.8 0.0004325 171 -2.68 1.48E-15 -7.887 2.24E-07 -4.194 4.88E-07 178 1 -4.698 1 0.001812 6.054 0.2624 126.7 0.01428 221 6.866 2.24E-21 1.375 3.29E-06 -43.59 3.68E-06 235 0.8493 7.43E-08 3.28 5.34E-09 -11.34 -1.59E-08 241 1.163 5.48E-22 3.665 -1.00E-06 13.32 1 1.13E-07 246 -0.4224 0 8.939 -4.40E-14 -29.86 0 267 1.887 8.53E-22 2.858 -1.24E-06 16.45 1.59E-07 2731 0.3676 1.94E-06 0.2816 -2.89E-05 -0.5482 1 -7.80E-08 2741 -0.7741 -6.77E-081 9.541 -5.24E-09 47.09 1.99E-07 284 -2.127 -2.76E-05 -25.87 0.003102 -274.8 -3.27E-05 289 7.671 -3.88E-05 165.7 -0.0007378 -692.6 0.000582 293 0.3029 0 0.8344 0 0.56081 0 294 3.7421 -6.54E-06 29.32 -0.0045691 37.471 0.0008994 296 1316 4.88E-22 0.07988 2.05E-08 -0.261 2.94E-07 301 8.542 7.47E-07 14.62 -1.83E-06 24.29 -6.08E-07 315 -0.8911 -7.79E-08 -1.093 -3.18E-09 -7.929 2.66E-08 3331 3.22 0.000025821 71 -0.0101 106.4 0.000226 334 1.22 -0.0005231 -64.54 -0.005779 -276.9 0.001345 344 -0.04794 0 0.1986 6.88E-16 0.08778 0 349 0.01704 1.49E-09 0.5707 4.06E-09 -0.0537 -3.56E-10 354 6.836 -3.90E-21 -18.96 4.07E-00" -53.78 1.29E-06 360 0.8686 7.59E-08 4.841 4.40E-10 0.799 1.24E-06 371 1.668 0.00005002 -107.2 0.005821 207.4 0.0004449 375 -0.386 1.43E-151 147.2 -0.02981 138.8 -7.80E-05 3851 10.47 2.43E-06 7.47 -0.00067721 -0.66091 -1.37E-06 3901 1.296 2.95E-07 18.25 0.0002476 32.161 -143E-05 410 6.03 3.87E-06 6.23 -0.007287 29.61 412 -0.1737 1.00E-14 13.72 -0.001249 -4.16 4151 5.35 0.0003779 18.07 -2.809 -27.92 M 426 2.301 2.01E-07 4.074 -2.04E-10 -2.791 428 10.71 -3.90E-21 19.151 -1.07E-05 141.6 5524E-06 4601 0.6325 -0.0009348 5.223 -0.088951. -31.94 _ 474 -1.159 0.000036991 -25.34 -0.002099 340.5 -0.0003356 475 3.555 -1.30E-051 -23.13 -0.001713 66.47 0.0001179 485 1.939 -1.07E-05 37.4 -0.004103 -54.8 0.0000212 491 0.07642 -1.84E-05 0.3517 0.0004744 17.44 -2.47E-05 496 -1.095 6.93E-06 -8.91 0.001728 -58.78 -0.000138 498 1.522 3.16E-07 -5.741 0.0002868 -23.24 0.000164 502 0.6095 -1.14E-05 6.853 -0.002866 33.25 -4.73E-05 513 -0.5543 -3.18E-07 0.8887 -0.0001312' 0.112 -7.55E-05 516 0.2944 2.61 E-06 0.8003 -6.58E-05 0.3104 -2.64E-05 519 3.22 0.00006281 17.74 -0.0005138 -69.39 0.005449 553 0.0298 1.50E-08 0.4729 -4.59E-05 0.05652 3.01E-06 554 -0.05553 7.83E-17 0.2114 6.89E-06 0.07823 1.81E-06 W v"O U1v O 3 (D ti a r 0 m o. Fz='Bd; n Ja ~ Wm, o om$ \V v c w 3 m ~ o Sc 2z m ='o YL mN F 3 c 1 ~r O n j N N m d 3 D C1 ~m ~ \ V m n 1 3 r"1• f O~ m m 3 V m m 3 m m ui 0 O 0 0 cn N O O O N I 0 w I Z D r a r CD r- 0 m a Fr'-t97 Fr=cs F.=13.3 .iln N :9 3' 0 od8' CD ~ rn~m Q, ~ z 3~~ r n c 1L 3 3 H o ~ C m ? m o ~,v3 N m 3 n VO \m V N 7 L" o i~1J - 8 r..4. N D a $ o o• 8 0. ~ N < v/ 3 N 8 H m N N < o m 3 D v m s D 0 N i 0 ICI) 71 Z D r 0 (D N cn U) ID N 7 a m Q- 0 N co_' N m I I, ~`t I m - a ~ N CD 0 °i Z N Oym r p r'~ w N C H m £ p S n 3 d y ~ m m s Z F 3 mQ \V m o m rn V/ r Vl 1.1J N T O 0 O O Ui U1 O O O N I 0 ICI) _T Z D r iD N O O m v, t ~ z zI -3o Co 3 a $ r-+ m pln n o _ o rh a `n m Z F Y; C- o ` ~f ^rn` S ~ Q n o ~ m 3 nV VJ c. I ~ C f) ~F V/ idJ C Cv O 7 O O O vi Cn O O O N I (n 0 W I ~l z D r n a N O O rn Design Strip Forces Garage Lid Vail's Front Door Max M I.P. Max M Max M Max M Max M Max M Max M Max M Twist (kip- Deflection h Shear Axial V ertical Bending T orsion D m. p ft es ID Sect ion ( Kips) Kips) ( Kips) ki -ft) ( 89 kip-ft) 60 Bending -0.50 0.00 1-1 1 1.11 1.08 -3.60 16 14 13 0 2.31 0.16 0.01 1-1 6 0.13 6.00 -0.71 . 08 0 . 12 2 -1.85 1.13 0.00 1-1 11 -1.58 2.61 4.53 40 17 . 45 -28 . 17.76 17.51 -0.19 0.03 2-1 1 -2.30 2.64 . - 65 -2 . 43 47 8.72 31.52 -0.34 0.06 2-1 6 -4.98 _10.70 92 5 . 44 19 . -32.04 23.03 13.15 -0.57 0.00 2-1 11 -2.30 . - 67 16 . 29 -51 16.70 69.23 5.92 33.59 0.01 3-1 1 -11.05 . 80 113 . 94 5 251.80 1.46 -34.34 0.57 0.07 3-1 6 10.08 . 95 16 . 84 24 0.69 -81.33 11.59 -30.87 0.00 3-1 11 18.72 . 92 6 . 52 -14 -6.42 26.28 -20.92 15.05 0.00 4-1 1 5.85 73 -1 . 149.80 . -2.89 341.00 17.15 -44.18 8.44 0.15 01 0 4-1 6 11 . 19.41 10.61 56.72 •25.57 -71.76 25.12 -36.59 49 0 . 00 0 41 1 0.61 -1.68 -39.20 -74.83 50.17 87.42 . - 25 0 . 02 0 5-1 5-1 6 -1.34 1.77 -11.22 65.66 25.41 135.60 56 -3 . 86 -0 . 0.01 5-1 11 0.61 4.17 25.44 -35.68 4.04 41 5 . 43 -2 . -4.62 0.00 6-1 1 3.61 10.83 -35.16 62 5 9.98 20 101 . - 13.48 . 5.54 7.77 0.02 6-1 6 -1.64 48.98 . 73 21 . 87 -24 22.37 -1.08 7.61 0.00 6-1 11 2.95 8.52 81 10 . 02 -30 . -17.63 16.22 4.74 4.97 0.00 7-1 1 -4.60 . 98 38 . 59 -6 94.42 1.77 -13.47 0.06 0.00 7-1 6 -2.46 . 32 9 . 99 36 2.13 -25.34 -1.70 -13.54 0.00 7-1 11 3.36 . 05 7 . 81 -15 -3.31 16.17 -5.46 8.30 0.00 8-1 1 7.77 . 14 72 . 21 12 232.20 60.82 48.10 29.10 0.10 1 8 6 _g gg . 50 36 . 46 36 -126.60 42.51 -41.34 16.23 0.01 8-1 11 -1.55 . - 52 33 . 16 -36 -98.98 -57.11 77.33 -14.08 0.01 8-2 1 -8.59 . - 68 85 . 13 -10 358.40 -1.43 1.86 -0.86 0.14 8-2 6 11.35 . 78 19 . 52 38 -158.00 57.43 23.45 -1.70 0.00 8.2 11 25.77 32 6 . - -15.29 . -20.45 2.50 -6.34 3.49 8.35 0.01 07 0 9-1 1 6 . 10.79 -36.31 -11.79 34.28 -8.54 22.67 8.40 96 8 . 13 0 9-1 91 11 15.57 -49.90 0.11 25.01 . 6 51 2 5.20 05 7 . 3.12 . 0.20 101 1 -12.49 2.65 -3.16 5.95 18 4 . 65 1 . -5.59 0.20 0.18 10-1 6 0.86 6.79 6.76 27 1 . 81 -14 . -34.77 12.07 -4.50 0.05 10-1 11 20.67 13.64 . - 10 38 . 94 -6 -36.87 33.72 -16.79 0.22 11-1 1 -25.03 102.10 10 116 . - 42 -5 . 330.50 -31.10 -11.47 -16.14 0.21 11-1 6 5.77 . 91 20 . 86 69 23.53 -30.55 2.51 -14.19 0.01 11-1 11 4.88 . 43 3 . 65 -19 -110.40 -36.38 97.93 -10.22 0.07 12-1 1 -63.02 . 68 64 . 55 19 302.10 -3.28 57.93 -0.56 0.27 12-1 6 2.75 . 26 7 . 45 0 -133.70 -55.42 45.71 -14.76 0.05 12-1 11 47.41 85 0 . 66 -23 . -23.86 -57.05 -75.43 9.06 -17.78 0.05 12-2 1 6 . - 27 15 . 99.33 -13.40 311.10 -50.62 66.38 -15.65 0.21 00 0 12.2 11 . -11.64 7.60 19.07 -4.47 -2.28 -7.82 -1.33 32 26 . 04 0 12-2 1 59.78 1.49 -42.04 -90.01 55.28 -77.69 . 57 25 . 10 0 13-1 6 1.28 89.11 -14.58 273.00 49.69 22.93 . 40 47 . 01 0 13-1 11 -6.00 18.45 63.63 23.60 99.79 -6.55 . 26 27 . 02 0 13-1 14-1 1 -39.05 -7.62 -38.93 -95.17 -53.25 42.17 99 7 . - 82 -16 . 0.07 14-1 6 16.57 78.43 -9.67 209.40 -33.07 51 4 . 44 5 . .50 1 .00 0 14-1 11 0.85 25.44 35.83 -49.88 29 28 . 67 -48 . -13.98 -26.45 0.01 15.1 1 11.54 10.93 -61.63 00 22 . 50 360 . 46.29 22.10 25.56 0.20 15.1 6 -8.67 52.03 13 12 . 72 23 . -108.80 40.05 54.31 16.37 0.04 15-1 11 33.39 . - . Vail's Front Door Garage Lid Design Strip Forces M Mi Min M Min M Min M ID Section ( Min M I.P. Shear Kips) ( Min M Axial Kips) Min M Vertical Ki s ( Min M Bending kip-ft) ( 1 n Torsion kip-ft) 52 4 Dphm. Bending f 57 -1 Twist (kip- t 89 -0 Deflection inches 0.00 1-1 1 1.91 1.89 -6.11 -4.5 . - 07 . 33 1 . 09 0 0.00 1-1 6 0.08 3.50 -0.41 8.32 0. 34 1 . -1 30 . 71 0 0.00 1-1 11 -1.09 1.85 3.30 -0.01 . 29 . 50 36 . 31 -0 0.05 2-1 1 -4.98 6.07 -30.16 -49.68 30. . 32 17 . 20 -0 0.03 1 2 6 2.30 -6.96 -1.51 27.47 5.08 65 . 28 20 . 98 -0 0.00 2-1 11 -4.98 -9.32 33.54 -55.13 39. 23 9 . 48 1 . 32 9 0.00 3-1 1 -2.73 5.05 -15.81 5.02 1 . . 34 10 . 41 0 02 0 3-1 6 3.68 34.17 1.82 76.25 0.88 2 . - 91 5 . 36 -13 . 0.00 3-1 11 9.42 8.20 12.83 -0.51 -36.9 37 . 21 -66 . 52 49 0.01 4-1 1 16.79 21.22 -46.57 -21.71 92. . 25 12 . 48 2 04 0 4-1 6 0.25 45.26 -0.78 102.50 5.09 5 . - 75 7 . 44 -9 . 0.00 4-1 11 5.96 3.29 17.27 7.02 -18.7 10 4 . 30 180 . -0 83 0.00 5-1 1 -1.34 1.77 -67.43 -128.40 . 8 66 . 25 70 . 15 0 0.01 5-1 6 0.61 -1.29 -6.56 37.94 14. 3 . 65 3 . 47 -1 0.01 5-1 11 -1.34 10.40 44.10 -62.16 7.8 3 . - 52 -1 . 55 -2 0.00 6-1 1 2.23 6.46 -20.77 5.79 -2.9 1 . 11 3 . 4 68 0.01 6-1 6 -0.51 28.83 3.27 59.90 8.1 1 . 73 -2 . 80 12 0.01 6-1 11 3.79 14.96 36.87 -43.51 37.7 . 10 90 . 57 8 00 0 7-1 1 -10.51 22.06 -51.35 -36.85 29.50 50 . 23 -6 . 91 0 . 0.00 7-1 6 -0.66 21.27 -4.06 58.50 2. . 40 2 . 77 -14 00 0 7-1 11 2.56 9.01 32.81 0.49 -26.75 04 . - 17 06 . 07 20 . 0.00 8-1 1 24.48 22.19 -49.78 -10.17 40. 18 . - 42 14 . 23 9 0.03 81 6 -2.57 23.94 3.65 74.81 19. . 10 141 . 59 57 02 0 8-1 11 -9.76 -124.00 115.80 -409.30 140.60 . - 20 264 . 16 -27 . 03 0 8-2 1 -33.94 -115.50 -112.80 -335.80 -147.70 4 . 39 3 . 09 -0 . 04 0 8-2 6 5.97 24.10 -2.00 100.70 0.1 80 . 00 105 . 50 -19 . 0.01 8-2 11 93.70 -41.25 128.10 -493.50 185. 36 . 44 1 . 72 2 0.00 9-1 1 3.17 -4.83 -6.45 0.34 -1. 99 . 65 9 . 74 2 0.02 9-1 6 4.66 -11.36 -4.04 10.16 -1. . 45 6 . 93 2 04 0 9-1 11 6.18 -15.48 -0.83 ' 8.92 0.28 78 0 . 10 2 . 98 0 . 0.07 10-1 1 -3.85 0.85 -0.85 1.91 . 46 . 01 -2 . 03 0 0.06 10-1 6 0.73 2.24 1.87 1.27 0. 00 . 37 36 . 21 -11 0.17 10-1 11 64.97 40.91 -0.10 -53.86 -109. 91 . 02 21 . 12 -8 0.13 11.1 1 -15.54 80.54 753.37 -38.09 -19. 42 . 55 -6 . 44 -5 0.09 11-1 6 2.28 70.19 -4.50 197.10 -10. 66 . 1 28 . 86 -4 0.01 11.1 11 3.35 12.80 41.96 14.31 -10. 70 1 . 50 354 . 00 -34 0.21 12-1 1 -217.00 43.74 -58.53 -204.30 . -12 44 . -23.55 . 50 -2 0.08 12-1 6 3.92 12.80 2.64 65.23 -5. 0 90 127 . 92 -62 15 0 12-1 11 149.80 10.57 6.34 -482.00 -207.6 50 . 31 26 . 05 -61 . 0.15 12.2 1 -2.42 -87.24 -77.95 -207.00 -247. 11 . 04 20 . 18 -4 0.07 12-2 6 5.00 33.21 -3.59 101.90 -14. 45 . 24 60 . 12 2 00 0 12-2 11 -36.66 23.75 60.19 -13.90 4. 80 . - 60 257 . 65 89 . 0.12 13-1 1 193.10 -23.80 -74.45 -211.30 184. . - 74 14 . 44 16 06 0 13-1 6 0.82 57.28 -9.38 175.50 31.95 4 . 52 1 . 45 16 . 00 0 13-1 11 1.26 11.32 39.17 14.22 7 34.4 40 . - 184 10 . 64 -87 . 08 0 14.1 1 -148.90 37.29 68.41 213.50 -175. 26 21 . 14 5 . 81 -10 . 0.04 14-1 6 10.65 50.42 -6.22 134.60 . - . 94 17 . 77 -12 01 0 14-1 11 7.23 51.70 57.61 -94.56 -26.69 70 . -4 26 . 96 -5 . 00 0 15-1 1 2.63 3.40 -19.64 8.84 -10. . 03 10 . 57 7 . 06 0 15.1 6 -1.82 16.97 6.30 116.00 13.75 20 8 . - 167 10 . 97 56 . 12 0 15-1 11 105.60 -50.43 78.30 -392.40 . 13 . . . Vail's Front Door Garage Lid Design Strip Forces ID Section ( Max V I.P. Shear Kips) ( Max V Axial Kips) ( Max V Vertical Kips) ( Max V Bending kip-ft) Max V Torsion (kip-ft) 60 2 Max V Dphm. Bending f -0 89 Max V Twist (kip- t 50 -0 Max V Deflection inches 0.00 1.1 1 1.11 1.08 -3.60 -2.64 . - . 1 33 . 09 0 0.00 1.1 6 0.08 3.50 -0.41 8.32 0.07 18 . -1 95 . 16 1 0.00 1-1 11 -1.66 2.76 4.81 0.06 2. . 51 17 . 19 -0 03 0 21 1 -2.30 2.64 -17.40 -28.45 17.76 . 32 17 . 20 -0 . 0.03 2.1 6 -2.30 -6.96 -1.51 27.47 5.08 . 28 20 . 98 -0 00 0 2-1 11 -4.98 79.32 33.54 -55.13 39.65 . 1 48 . 32 9 . 00 0 3-1 1 -2.73 5.05 -15.81 5.02 19.23 46 . 34 -34 . 57 0 . 0.07 3-1 6 10.08 113.80 5.94 251.80 1. . 64 12 . 47 -33 00 0 3-1 11 20.46 18.58 27.38 0.55 -88.51 . 92 20 . 05 15 . 00 0 4-1 1 5.85 6.92 -14.52 -6.42 26.28 4 . - 60 12 . 60 2 . 0.05 4-1 6 1.27 48.20 -0.76 108.20 5.4 6 . - 12 25 . 59 -36 0.01 4-1 11 19.41 10.61 56.72 25.57 -71.7 . 42 87 . 49 -0 00 0 5-1 1 0.61 -1.68 -39.20 -74.83 50.17 . 25 70 . 15 0 . 01 0 5-1 6 0.61 -1.29 -6.56 37.94 14.66 . 65 3 . 47 -1 . 01 0 5.1 11 -1.34 10.40 44.10 -62.16 7.83 . - 52 1 . 55 -2 . 00 0 6-1 1 2.23 6.46 -20.77 5.79 -2.93 . - 54 5 . 77 7 . 02 0 6-1 6 -1.64 48.98 5.62 101.20 13.48 . 73 2 . 80 12 . 01 0 6.1 11 3.79 14.96 36.87 -43.51 37.71 . - 74 4 . 97 4 . 00 0 7-1 1 -4.60 10.81 -30.02 -17.63 16.22 . 23 6 . 91 0 . 00 0 7-1 6 -0.66 21.27 -4.06 58.50 2.50 . - 76 2 . 67 -17 . 00 0 7-1 11 3.28 11.01 40.73 0.95 -32.18 . - 46 5 . 30 8 . 00 0 8-1 1 7.77 7.05 15.81 -3.31 16.17 . - 10 48 . 10 29 . 10 0 8-1 6 -9.99 72.14 12.21 232.20 60.82 . 10 141 . 59 57 . 02 0 8-1 11 -9.76 -124.00 115.80 -409.30 140.60 7 . - 33 77 . 08 -14 . 01 0 8-2 1 -8.59 -33.52 -36.16 -98.98 57.11 8 . 52 4 . 41 2 . 04 0 8-2 6 7.71 25.76 -1.51 106.20 4.9 0 . 00 105 . 50 -19 . 01 0 8-2 11 93.70 -41.25 128.10 -493.50 185.8 6 . 44 1 . 72 2 . 00 0 9-1 1 3.17 -4.83 -6.45 0.34 -1.3 9 . 65 9 . 74 2 . 02 0 9-1 6 4.66 -11.36 -4.04 10.16 -1.9 . 59 3 . 09 8 . 11 0 9-1 11 13.77 -45.35 0.40 22.35 -0.30 8 . 10 2 . 98 0 . 07 0 10-1 1 -3.85 0.85 -0.85 1.91 0.7 . 5 59 . 20 0 . 18 0 10-1 6 0.86 6.79 6.76 4.18 1.65 . - 05 33 . 76 -9 . 15 0 10.1 11 59.01 37.09 0.33 -49.78 -98.77 . 52 13 . 22 -5 . 08 0 11-1 1 -9.99 51.78 -34.31 -24.49 -12.80 3 . 29 9 . 33 -14 . 18 0 11-1 6 5.01 92.72 -3.92 264.80 -27.6 55 . - 51 2 . 19 -14 . 01 0 11-1 11 4.88 20.91 69.86 23.53 -30. 38 . 97 93 . 22 -10 . 0.07 12.1 1 -63.02 3.43 -19.65 -110.40 -36. 28 . 57 93 . 56 -0 27 0 12.1 6 2.75 64.68 19.55 302.10 -3. . - 10 125 . 91 -61 . 15 0 12-1 11 147.60 10.27 6.49 -476.00 -204.40 43 . 9 06 . 78 -17 . 05 0 12.2 1 -0.85 -23.66 -23.86 -75. 1 . 04 20 . -4 18 . 07 0 12-2 6 5.00 33.21 -3.59 t 14.1 45 . 60 -24 . 12 2 . 0.00 12.2 11 -36.66 23.75 60.19 4. 28 . 69 -77 . 32 26 0.04 13-1 1 59.78 1.49 -42.04 55. . 74 14 . 44 16 06 0 13-1 6 0.82 57.28 -9.38 175.50 31.95 79 . 55 -6 . 40 47 . 01 0 13-1 11 -6.00 18.45 63.63 23.60 99. 5 . 17 42 . 26 -27 . 02 0 14-1 1 -39.05 -7.62 -38.93 -95.17 -53.2 26 . 14 5 . 81 -10 . 04 0 14-1 6 10.65 50.42 -6.22 134.60 -21. 9 . 94 17 . 77 -12 . 01 0 14-1 11 7.23 51.70 57.61 -94.56 -26.6 0 . 26 4 . -5 96 . 00 0 15.1 1 2.63 3.40 -19.64 8.84 -10.7 29 6 . - 10 22 . 56 25 . 20 0 15-1 6 -8.67 52.03 22.00 360.50 4 . 20 8 . - 10 167 . 97 56 . 12 0 15-1 11 105.60 -50.43 78.30 -392.40 . 13 . . . Vail's Front Door Garage Lid Design Strip Forces Min V I.P. Min V Min V Min V Min V Min V Min V Min V Shear Axial Vertical Bending Torsion Dphm. Twist (kip- Deflection ID Section (Kips) (Kips) (Kips) (kip-ft) (kip-ft) Bending ft inches 1-1 j 1.91 1.89 -6.11 -4.51 -4.52 -1.57 -0.89 0.00 1-1 6 0.13 6.00 -0.71 14.16 0.13 2.31 0.16 0.01 1-1 j 1 -0.96 1.61 2.84 0.02 1.24 -1.14 0.66 0.00 2-1 1 -4.98 6.07 -30.16 -49.68 30.29 36.50 -0.31 0.05 2-1 6 -4.98 -10.70 -2.65 47.43 8.72 31.52 -0.34 0.06 2-1 11 -2.30 -5.92 19.44 -32.04 23.03 13.15 -0.57 0.00 3_1 1 -11.05 16.67 -51.29 16.70 69.23 5.92 33.59 0.01 3-1 6 3.68 34.17 1.82 76.25 0.88 -10.34 0.41 0.02 3-1 11 6.53 5.49 8.61 -0.28 -24.94 477 -9.03 0.00 4-1 1 16.79 21.22 -46.57 -21.71 92.37 -66.21 52.49 0.01 41 6 -2.34 148.00 -2.90 337.60 16.95 -43.97 8.37 0.15 4-1 11 5.96 3.29 17.27 7.02 -18.75 7.75 -9.44 0.00 5-1 1 _1.34 1.77 -67.43 -128.40 84.10 180.30 -0.83 0.00 5-1 6 -1.34 1.77 -11.22 65.66 25.41 135.60 0.25 0.02 5-1 11 61 0 4.17 25.44 -35.68 4.04 -3.56 -0.86 0.01 . 43 2 62 -4 00 0 6_1 1 161 10.83 -35.16 9.98 -5.41 . - . . 6-1 6 -0.51 28.83 3.27 59.90 8.11 3.11 4.68 0.01 6-1 11 2.95 8.52 21.73 -24.87 22.37 -1.08 7.61 0.00 7-1 1 -10.51 22.06 -51.35 -36.85 29.50 10.90 8.57 0.00 7-1 6 -2.46 38.98 -6.59 94.42 1.77 -13.47 -0.06 0.00 7-1 11 2.16 5.99 23.78 1.37 -16.29 -1.10 -8.71 0.00 8-1 1 24.48 22.19 -49.78 -10.17 40.04 -17.06 20.07 0.00 8-1 6 -2.57 23.94 3.65 74.81 19.18 14.42 9.23 0.03 8-1 11 -1.55 -36.50 36.46 -126.60 42.51 -41.34 16.23 0.01 8-2 1 -33.94 -115.50 -112.80 -335.80 -147.70 264.20 -27.16 0.03 8-2 6 10.30 84.69 -10.42 355.20 -4.33 1.19 -2.36 0.14 8-2 11 25.77 -19.78 38.52 -158.00 57.43 23.45 -1.70 0.00 9.1 1 6.32 -15.29 -20.45 2.50 -6.34 3.49 8.35 0.01 9.1 6 10.79 -36.31 -11.79 34.28 -8.54 22.67 8.40 0.07 9.1 11 9.19 -23.07 -1.31 13.37 0.35 9.15 4.37 0.06 10-1 1 -12.49 2.65 -3.16 5.95 2.51 7.05 3.12 0.20 10-1 6 0.73 2.24 1.87 1.27 0.46 -2.01 0.03 0.06 11 30.59 20.00 -1.99 -21.60 -51.90 17.61 -6.92 0.08 1 -15.54 80.54 -53.37 -38.09 -19.91 21.02 -8.12 0.13 r 6 3.54 109.20 -7.00 306.60 -16.21 -10.18 -8.46 0.14 i- 11 3.35 12.80 41.96 14.31 -10.66 1.28 -4.86 0.01 12-1 1 -217.00 43.74 -58.53 -204.30 -121.70 354.50 -34.00 0.21 12-1 6 3.92 12.80 2.64 65.23 -5.44 -23.55 -2.50 0.08 12-1 11 51.11 7.75 0.21 -143.70 -60.72 50.41 -16.44 0.05 12-2 1 -2.42 -87.24 -77.95 -207.00 -247.50 26.31 -61.05 0.15 12.2 6 15.27 99.33 -13.40 311.10 -50.62 66.38 -15.65 0.21 12-2 11 -11.64 7.60 19.07 -4.47 -2.28 -7.82 -1.33 0.00 13.1 1 193.10 -23.80 -74.45 -211.30 184.80 -257.60 89.65 0.12 13-1 6 -2.26 89.65 -20.01 272.20 98.18 38.38 50.47 0.12 13-1 11 -1.26 11.32 39.17 14.22 34.44 1.52 16.45 0.00 14-1 1 -148.90 -37.29 -68.41 -213.50 -175.40 184.10 -87.64 0.08 14-1 6 27.06 80.93 -13.91 199.60 -75.89 -0.39 -38.69 0.09 14-1 11 0.85 25.44 35.83 -49.88 4.51 5.44 1.50 0.00 15-1 1 11.54 10.93 -61.63 28.29 -48.67 -13.98 -26.45 0.01 15-1 6 -1.82 16.97 6.30 116.00 13.75 -10.03 7.57 0.06 15-1 11 33039 -12.13 23.72 -108.80 40.05 54.31 16.37 0.04 Vail's Front Door Garage Lid Design Strip Forces ID Section Max P I.P. Shear (Kips) Max P Axial (Kips) Max P Vertical (Kips) Max P Bending (kip-ft) Max P Torsion Max P Dphm. Bending Max P Twist (kip- ft Max P Deflection inches 1-1 1 1.91 1.89 -6.11 -4.51 -4.52 -1.57 -0.89 0.00 1-1 6 0.13 6.00 -0.71 14.16 0.13 2.31 0.16 0.01 1-1 11 -1.66 2.76 4.81 0.06 2.18 -1.95 1.16 0.00 2-1 1 -4.98 6.07 -30.16 -49.68 30.29 36.50 -0.31 0.05 2-1 6 -2.30 -6.96 -1.51 27.47 5.08 -0.20 0.03 2-1 11 -2.30 -5.92 19.44 -32.04 23.03 13.15 -0.57 0.00 3-1 1 -11.05 16.67 -51.29 16.70 69.23 5.92 33.59 0.01 3-1 6 10.08 113.80 5.94 251.80 1.46 -34.34 0.57 0.07 3-1 11 20.46 18.58 27.38 0.55 -88.51 12.64 -33.47 0.00 4-1 1 16.79 21.22 -46.57 -21.71 92.37 -66.21 52.49 0.01 4-1 6 -1.73 149.80 -2.89 341.00 17.15 -44.18 8.44 0.15 4-1 .11 19.41 10.61 56.72 25.57 -71.76 25.12 -36.59 0.01 5-1 1 -1.75 2.73 -57.38 -109.40 71.53 162.70 -0.71 0.00 5-1 6 -1.75 2.59 -9.59 55.81 21.48 120.50 0.22 0.02 5-1 11 -1.34 10.40 44.10 -62.16 7.83 -3.65 -1.47 0.01 6-1 1 3.61 10.83 -35.16 9.98 -5.41 -2.43 -4.62 0.00 6-1 6 -1.64 48.98 5.62 101.20 13.48 5.54 7.77 0.02 6-1 11 3.79 14.96 36.87 -43.51 37.71 -2.73 12.80 0.01 7-1 1 -10.51 22.06 -51.35 -36.85 29.50 10.90 8.57 0.00 7-1 6 -2.46 38.98 -6.59 94.42 1.77 -13.47 -0.06 0.00 7-1 11 3.28 11.01 40.73 0.95 -32.18 -2.76 -17.67 0.00 8-1 .1 24.48 22.19 -49.78 -10.17 40.04 -17.06 20.07 0.00 8-1 6 -9.99 72.14 12.21 232.20 60.82 48.10 29.10 0.10 8-1 11 -1.55 -36.50 36.46 -126.60 42.51 -41.34 16.23 0.01 8-2 1 -8.59 -33.52 -36.16 -98.98 -57.11 77.33 -14.08 0.01 8-2 6 11.35 85.68 -10.13 358.40 -1.43 1.86 -0.86 0.14 8-2 11 25.77 -19.78 38.52 -158.00 57.43 23.45 -1.70 0.00 9-1 1 3.17 -4.83 -6.45 0.34 -1.36 1.44 2.72 0.00 9-1 6 4.66 -11.36 -4.04 10.16 -1.99 9.65 2.74 0.02 9-1 11 6.18 -15.48 -0.83 8.92 0.28 6.45 2.93 0.04 10-1 1 -12.49 2.65 -3.16 5.95 2.51 7.05 3.12 0.20 10-1 6 0.86 6.79 6.76 4.18 1.65 -5.59 0.20 0.18 10-1 11 64.97 40.91 -0.10 -53.86 -109.00 36.37 -11.21 0.17 11-1 1 -28.36 119.30 -49.54 -15.10 -41.14 38.22 -18.53 0.25 11-1 6 5.77 116.10 -5.42 330.50 -31.10 -11.47 -16.14 0.21 11-1 11 4.88 20.91 69.86 23.53 -30.55 2.51 -14.19 0.01 12-1 1 -207.50 44.05 -57.70 -189.40 -114.40 341.60 -31.56 0.20 12-1 6 2.75 64.68 19.55 302.10 -3.28 -57.93 -0.56 0.27 12-1 11 73.75 11.29 0.70 -208.00 -86.21 71.11 -22.96 0.07 12-2 1 -0.85 -23.66 -23.86 -57.05 -75.43 9.06 -17.78 0.05 12-2 6 15.27 99.33 -13.40 311.10 -50.62 66.38 -15.65 0.21 12-2 11 -36.66 23.75 60.19 -13.90 4.45 -24.60 2.12 0.00 13-1 1 77.38 7.08 -57.57 -110.10 69.87 -101.50 32.56 0.06 13-1 6 -2.26 89.65 -20.01 272.20 98.18 38.38 50.47 0.12 13-1 11 -6.00 18.45 63.63 23.60 99.79 -6.55 47.40 0.01 14-1 1 -49.31 -5.87 -53.23 -118.60 -68.58 52.81 -34.93 0.03 14-1 6 27.06 80.93 -13.91 199.60 -75.89 -0.39 -38.69 0.09 14-1 11 7.23 51.70 57.61 -94.56 -26.69 17.94 -12.77 0.01 15-1 1 11.54 10.93 -6163 * 28.29 -48.67 -13.98 -26.45 0.01 15-1 6 -8.67 52.03 22.00 360.50 46.29 -22.10 25.56 0.20 15-1 11 33.39 -12.13 E23. 7 2 -108.80 40.05 54.31 16.37 0.04 Vail's Front Door Garage Lid Design Strip Forces D ection Min P I.P. Shear (Kips) Min P Axial (Kips) Min P Vertical Ki s Min P Bending (kip-ft) Min P Torsion (kip-ft) Min P Dphm. Bending Min P Twist (kip- ft Min P Deflection inches 1-1 1 1.11 1.08 -3.60 -2.64 -2.60 -0.89 -0.50 0.00 1-1 6 0.08 3.50 -0.41 8.32 0.07 1.33 0.09 0.00 1-1 11 -0.96 1.61 2.84 0.02 1.24 -1.14 0.66 0.00 2-1 1 -2.30 2.64 -17.40 -28.45 17.76 17.51 -0.19 0.03 2-1 6 -3.58 -10.83 -2.35 42.73 7.91 26.94 -0.31 0.05 2-1 11 -4.98 -9.32 33.54 -55.13 39.65 20.28 -0.98 0.00 3-1 1 -2.73 5.05 -15.81 5.02 19.23 1.48 9.32 0.00 3-1 6 3.68 34.17 1.82 76.25 0.88 -10.34 0.41 0.02 3-1 11 6.53 5.49 8.61 -0.28 -24.94 4.17 -9.03 0.00 4-1 1 5.85 6.92 -14.52 -6.42 26.28 -20.92 15.05 0.00 4-1 6 0.25 45.26 -0.78 102.50 5.09 -12.25 2.48 0.04 4-1 11 5.96 3.29 17.27 7.02 -18.75 7.75 -9.44 0.00 5-1 1 1.30 -3.28 -55.94 -106.50 71.12 116.90 -0.70 0.00 5-1 6 1.30 -2.65 -9.28 54.35 21.20 95.42 0.21 0.02 5-1 11 0.61 4.17 25.44 -35.68 4.04 -3.56 -0.86 0.01 6-1 1 2.23 6.46 -20.77 5.79 -2.93 -1.52 -2.55 0.00 6-1 6 -0.51 28.83 3.27 59.90 8.11 3.11 4.68 0.01 6-1 11 2.95 8.52 21.73 -24.87 22.37 -1.08 7.61 0.00 7-1 1 -4.60 10.81 -30.02 -17.63 16.22 4.74 4.97 0.00 7-1 6 -0.66 21.27 -4.06 58.50 2.50 -6.23 0.91 0.00 7-1 11 2.16 5.99 23.78 1.37 -16.29 -1.10 -8.71 0.00 8-1 1 7.77 7.05 -15.81 -3.31 16.17 -5.46 8.30 0.00 8-1 6 -2.57 23.94 3.65 74.81 19.18 14.42 9.23 0.03 8-1 11 -9.76 -124.00 115.80 -409.30 140.60 -141.10 57.59 0.02 8-2 1 -33.94 -115.50 -112.80 -335.80 -147.70 264.20 -27.16 0.03 8-2 6 5.97 24.10 -2.00 100.70 0.14 3.39 -0.09 0.04 8-2 11 93.70 -41.25 128.10 -493.50 185.80 105.00 -19.50 0.01 9-1 1 6.32 -15.29 -20.45 2.50 -6.34 3.49 8.35 0.01 9-1 6 10.79 -36.31 -11.79 34.28 -8.54 22.67 8.40 0.07 9-1 11 15.57 -49.90 0.11 25.01 -0.26 5.20 8.96 0.13 10-1 1 -3.85 0.85 -0.85 1.91 0.78 2.10 0.98 0.07 10-1 6 0.73 2.24 1.87 1.27 0.46 -2.01 0.03 0.06 10-1 11 20.67 13.64 -1.27 -14.81 -34.77 12.07 -4.50 0.05 11-1 1 -9.99 51.78 -34.31 -24.49 -12.80 13.52 -5.22 0.08 11-1 6 2.28 70.19 -4.50 197.10 -10.42 -6.55 -5.44 0.09 11-1 11 3.35 12.80 41.96 14.31 -10.66 1.28 -4.86 0.01 12-1 1 -78.88 2.91 -21.04 -135.30 -48.56 119.40 -14.29 0.08 12-1 6 3.92 12.80 2.64 65.23 -5.44 -23.55 -2.50 0.08 12-1 11 47.41 7.26 0.45 -133.70 -55.42 45.71 -14.76 0.05 12-2 1 -2.42 -87.24 -77.95 -207.00 -247.50 26.31 -61.05 0.15 12-2 6 5.00 33.21 -3.59 101.90 -14.11 20.04 -4.18 0.07 12-2 11 -11.64 7.60 19.07 -4.47 -2.28 -7.82 -1.33 0.00 13-1 1 182.50 -27.15 -65.13 -199.20 176.10 -243.30 85.90 0.11 13-1 6 0.82 57.28 -9.38 175.50 31.95 14.74 16.44 0.06 13-1 11 -1.26 11.32 39.17 14.22 34.44 -1.52 16.45 0.00 14-1 1 -142.80 -38.34 -59.83 -199.40 -166.20 177.70 -83.04 0.08 14-1 6 10.65 50.42 -6.22 134.60 -21.26 5.14 -10.81 0.04 14-1 11 0.85 25.44 35.83 -49.88 4.51 5.44 1.50 0.00 15-1 1 2.63 3.40 -19.64 8.84 -10.70 -4.26 -5.96 0.00 15-1 6 -1.82 16.97 6.30 116.00 13.75 -10.03 7.57 0.06 15-1 11 105.60 -50.43 78.30 -392.40 138.20 167.10 56.97 0.12 Vail's Front Door Garage Lid Design Strip Forces ID Section 1-1 1 1-1 6 1-1 11 2-1 1 2-1 6 2-1 11 3-1 1 3-1 6 3-1 11 4-1 1 4-1 6 4-1 11 5-1 1 5-1 6 5-1 11 6-1 1 6-1 6 6-1 11 7-1 1 7-1 6 7-1 11 8-1 1 8-1 6 8-1 11 8-2 1 8-2 6 8-2 11 9-1 1 9-1 6 9-1 11 10-1 1 10-1 6 10-1 11 11-1 1 11-1 6 11-1 11 12-1 1 12-1 6 12-1 11 12-2 1 12-2 6 12-2 11 13-1 1 13-1 6 13-1 11 14-1 1 14-1 6 14-1 11 15-1 1 15-1 6 15-1 11 Vail's Front Door Garage Lid Design Strip Forces ID Section Max M I.P. Shear (Kips) Max M Axial (Kips) Max M Vertical (Kips) Max M Bending ki -ft Max M Torsion (kip-ft) Max M Dphm. Bending Max M Twist (kip- ft Max M Deflection inches 15-2 1 -44.32 -14.30 -20.96 -116.50 -21.54 73.22 -7.43 0.04 15-2 6 -13.95 42.85 -12.42 273.70 14.44 -54.75 7.57 0.22 15-2 11 49.83 -6.76 18.65 -93.00 24.77 82.47 3.53 0.04 16-1 1 11.03 -42.51 -73.66 -305.30 26.00 -59.20 -12.31 0.00 16-1 6 2.01 78.20 -20.15 331.50 -11.92 -9.78 -6.26 0.10 16-1 11 -1.06 8.06 43.00 1.32 4.70 -6.02 8.58 0.01 17-1 1 38.18 45.17 -15.03 5.86 21.19 -58.28 4.43 0.17 17-1 6 -5.26 -4.38 18.45 102.40 8.68 8.87 4.57 0.05 17-1 11 8.74 -56.58 59.91 -297.60 27.37 36.71 -14.64 0.00 18-1 1 3.06 4.96 -13.49 -3.06 -4.52 -5.25 1.06 0.00 18-1 6 -0.21 111.60 8.06 155.50 -13.94 6.97 -7.94 0.18 18-1 11 -8.03 -9.46 10.08 -39.68 -3.38 -15.41 -0.93 0.04 19-1 1 -5.33 2.54 9.76 -157.50 -8.16 40.97 -14.07 0.03 19-1 6 17.88 231.00 12.15 667.50 -76.03 -61.10 -35.10 0.20 19-1 11 -8.04 -68.58 87.38 -260.80 40.28 -26.67 53.12 0.01 19-2 1 -1.18 -48.65 -29.91 -118.20 -7.15 20.63 -8.94 0.00 19-2 6 -2.96 -11.11 -16.18 -25.28 -13.46 -7.40 -5.98 0.01 19-2 11 2.03 14.36 38.87 70.22 -28.31 37.76 -10.11 0.11 20-1 1 1.21 -44.51 -54.82 -223.10 17.30 9.61 4.13 0.00 20-1 6 2.33 51.85 -19.27 148.10 13.65 -7.79 7.43 0.03 20-1 11 0.25 14.49 30.24 -50.44 -11.22 -2.24 -7.88 0.00 21-1 1 -17.28 -4.83 -142.10 -56.68 59.40 -27.17 19.03 0.00 21-1 6 -8.06 10.38 -0.88 0.36 16.64 8.66 -0.23 0.00 21-1 11 -2.65 2.11 1.10 -0.41 -3.94 -3.92 -0.36 0.00 22-1 1 -24.01 26.70 -85.79 15.29 2.15 17.69 -10.05 0.01 22-1 6 -17.17 250.70 2.59 380.20 55.40 -4.67 42.00 0.09 22-1 11 4.18 19.99 49.03 -21.95 -12.54 13.36 3.57 0.00 23-1 1 -1.21 36.59 -37.74 -94.32 -23.00 -35.64 7.56 0.00 23-1 6 1.41 179.40 40.23 637.70 -24.35 3.01 -9.48 0.19 23-1 11 -12.67 4.09 63.60 -206.30 -8.30 -35.11 4.35 0.03 24-1 1 -1.09 -14.28 0.99 -130.50 22.85 -9.57 25.24 0.03 24-1 6 12.91 126.10 -58.69 209.80 59.15 0.33 29.52 0.07 24-1 11 -3.91 -1.80 58.25 -85.92 -16.16 -15.47 -3.02 0.00 25-1 1 4.64 22.83 -50.67 -15.90 9.44 30.27 -12.45 0.00 25-1 6 -31.99 101.10 98.59 523.30 114.80 9.27 59.52 0.14 25-1 11 21.57 -69.21 34.78 -202.30 61.34 55.54 21.75 0.00 25-2 1 -26.72 -51.53 -60.04 -257.90 -46.91 28.68 -27.35 0.00 25-2 6 -0.57 48.38 -5.18 419.30 12.78 16.89 4.82 0.12 25-2 11 51.53 -25.30 53.92 -162.20 56.99 72.48 15.57 0.01 25-3 1 -17.86 -38.68 -25.69 -94.68 -63.82 12.09 -20.13 0.01 25-3 6 8.27 6.05 -23.48 13.04 -7.16 -10.11 -3.74 0.06 25-3 11 3.41 49.19 3.27 19.51 16.15 9.01 0.12 26-1 1 -7.61 -138.00 20.56 149.80 70.37 -18.33 0.12 26-1 6 -24.06 -79.92 26.67 121.80 -38.26 -505.60 0.09 26-1 11 -27.24 -1.55 37.73 -1.28 18.19 -291.40 A 0.01 27-1 1 5.33 -0.08 -23.36 -61.10 -38.06 5.47 0.00 27-1 6 -5.47 34.92 5.12 355.00 22.00 16.13 l 0.17 27-1 11 -19.27 18.31 28.17 149.90 -3.58 -12.38 3.30 0.04 27-2 1 31.99 28.69 -25.22 -150.10 41.12 6.86 31.03 0.04 27-2 6 -2.18 -0.83 -33.44 405.90 43.89 -69.48 22.03 0.19 27-2 E 11 -36.02 47.01 50.16 779.04 -108.20 -23.30 -49.61 0.10 27-3 1 9.84 -2.86 -7.96 -72.16 2.41 -6.96 5.72 0.02 Vail's Front Door Garage Lid Design Strip Forces ID Section Min M I.P. Shear (Kips) Min M Axial (Kips) Min M Vertical (Kips) IMinM Bending (kip-ft) Min M Torsion (kip-ft) Min M Dphm. Bending Min M Twist (kip- ft Min M Deflection I(inches) 15-2 1 -138.80 -60.24 -77.47 -443.50 -68.14 228.20 -23.66 0.12 15-2 6 -4.55 7.42 -0.90 66.53 2.21 -18.76 1.25 0.06 15-2 11 183.10 22.19 52.69 -149.10 107.70 305.40 27.61 0.16 16-1 1 24.81 -99.79 -130.40 -588.90 49.35 -129.10 -23.21 0.00 16-1 6 1.04 54.01 -9.71 206.30 -6.65 -5.83 -3.49 0.07 16-1 11 -1.02 8.10 41.96 0.09 5.53 -6.45 9.09 0.01 17-1 1 27.45 19.12 -32.32 -44.44 7.45 -48.01 -2.95 0.08 17-1 6 -5.07 -22.54 23.46 61.45 19.95 12.38 10.47 0.09 17-1 11 20.12 -126.80 106.50 -572.70 65.29 76.06 -22.67 0.00 18-1 1 10.41 14.77 -37.16 -9.12 -20.82 -16.34 1.18 0.00 18-1 6 1.00 34.86 3.42 51.89 -7.81 2.03 -4.20 0.06 18-1 11 -19.02 -27.54 30.49 -124.30 -15.18 -34.54 -7.42 0.14 19-1 1 -67.09 85.27 42.61 -250.60 -9.64 127.90 -39.39 0.11 19-1 6 5.94 94.54 3.60 274.50 -26.38 -20.72 -11.86 0.07 19-1 11 -24.16 -198.00 231.50 -704.40 60.10 -54.81 115.90 0.02 19-2 1 -7.08 -135.00 -80.73 -314.20 -14.46 61.20 -21.28 0.00 19-2 6 -7.60 -27.29 -48.18 -58.98 -44.08 -23.67 -19.31 0.04 19-2 11 0.44 4.73 13.48 24.56 -5.87 12.23 -1.32 0.04 20-1 1 46.54 -130.90 -108.50 -502.10 79.84 -45.90 25.44 0.00 20-1 6 4.70 34.80 -24.81 89.08 47.02 0.39 24.95 0.02 20-1 11 -1.00 29.08 46.87 -81.83 8.19 -12.28 -1.89 0.00 21-1 1 -33.38 -1.23 -234.70 -96.64 108.90 -67.29 29.32 0.00 21-1 6 -3.35 5.12 -0.72 0.06 11.93 4.47 -0.16 0.00 21-1 11 -7.03 5.47 1.90 -0.73 -7.30 -11.38 -0.62 0.00 22-1 1 -9.90 11.13 -34.66 6.13 4.65 7.92 -2.35 0.00 22-1 6 -6.66 103.40 0.98 156.50 21.90 -3.73 16.41 0.04 22-1 11 16.67 47.51 114.60 -55.54 -18.38 32.75 13.02 0.00 23-1 1 -5.30 90.00 -92.96 -243.70 -36.48 -87.67 29.65 0.01 23-1 6 0.42 65.50 14.72 233.60 -6.00 3.43 -2.25 0.08 23-1 11 -12.59 -9.29 176.40 -518.50 -4.67 -69.35 17.98 0.06 24-1 1 -9.63 -53.39 2.87 -320.70 59.79 -23.92 64.14 0.04 24-1 6 5.15 81.59 -22.92 124.70 29.66 3.56 14.95 0.05 24-1 11 -5.36 6.04 104.00 -144.90 -47.54 -22.93 -14.84 0.01 25-1 1 9.25 56.14 -132.70 -35.27 64.73 74.01 -12.55 0.01 25-1 6 -13.06 42.68 40.38 220.00 53.72 9.50 27.77 0.06 25-1 11 48.22 -168.60 90.49 -510.60 143.90 142.60 49.76 0.01 25-2 1 -70.82 -126.50 -162.00 -644.50 -124.40 79.82 -71.25 0.01 25-2 6 -0.46 20.82 0.28 176.90 -2.80 4.38 -2.33 0.05 25-2 11 145.10 -37.83 124.90 -303.50 162.60 173.30 52.65 0.04 25-3 1 -43.26 -73.57 -49.81 -190.20 -142.70 28.55 -50.02 0.02 25-3 6 5.41 7.19 -24.94 2.34 -13.56 -14.59 -7.75 0.06 25-3 11 1.81 22.54 3.24 11.64 21.50 2.06 18.31 0.06 26-1 1 0.31 -86.73 6.07 67.98 40.67 -60.83 2.98 0.06 26-1 6 -14.36 -50.01 11.80 64.11 -19.04 -320.20 3.38 0.05 26-1 11 -41.14 0.65 70.54 -3.11 29.78 -503.10 3.22 0.01 27-1 1 14.37 -0.80 -58.67 -160.10 -99.15 15.63 -25.47 0.01 27-1 6 -0.97 12.49 5.98 135.80 6.60 7.46 3.76 0.06 27-1 11 -40.16 33.75 82.37 -415.10 -10.50 -20.27 4.29 0.10 27-2 1 67.26 53.55 -63.52 -441.70 108.60 41.26 76.60 0.10 27-2 6 0.60 2.11 -9.75 163.90 13.60 -21.45 7.14 0.07 27-2 11 -46.14 7.61 55.29 -184.60 -106.20 -45.76 -43.83 0.05 27-3 1 5.95 21.59 -4.71 -124.10 -5.52 -5.64 5.35 0.09 Vail's Front Door Garage Lid Design Strip Forces ID Section Max V I.P. Shear (Kips) Max V Axial (Kips) Max V Vertical Ki s Max V Bending (kip-ft) Max V Torsion (kip-ft) Max V Dphm. Bending Max V Twist (kip- ft Max V Deflection inches 15-2 1 -44.32 -14.30 -20.96 -116.50 -21.54 73.22 -7.43 0.04 15-2 6 -6.84 6.03 -0.42 68.19 5.70 -24.72 3.14 0.06 15-2 11 183.10 22.19 52.69 -149.10 107.70 305.40 27.61 0.16 16-1 1 11.03 -42.51 -73.66 -305.30 26.00 -59.20 -12.31 0.00 16-1 6 1.04 54.01 -9.71 206.30 -6.65 -5.83 -3.49 0.07 16-1 11 -1.24 9.44 50.02 1.26 5.63 -7.12 10.14 0.01 17-1 1 38.18 45.17 -15.03 5.86 21.19 -58.28 4.43 0.17 17-1 6 -6.20 -23.48 27.41 83.39 21.81 14.28 11.45 0.10 17-1 11 20.12 -126.80 106.50 -572.70 65.29 76.06 -22.67 0.00 18-1 1 3.30 5.04 -13.18 -3.15 -5.03 -5.37 1.11 0.00 18-1 6 0.19 110.40 8.30 155.20 -14.76 6.84 -8.30 0.18 18-1 11 -19.02 -27.54 30.49 -124.30 -15.18 -34.54 -7.42 0.14 19-1 1 -67.09 85.27 42.61 -250.60 -9.64 127.90 -39.39 0.11 19-1 6 16.86 207.50 12.38 599.80 -66.70 -57.16 -30.77 0.18 19-1 11 -24.16 -198.00 231.50 -704.40 60.10 -54.81 115.90 0.02 19-2 1 4.18 -48.65 -29.91 -118.20 -7.15 20.63 -8.94 0.00 19-2 6 -2.96 -11.11 -16.18 -25.28 -13.46 -7.40 -5.98 0.01 19-2 11 2.03 14.36 38.87 70.22 -28.31 37.76 -10.11 0.11 20-1 1 1.21 -44.51 -54.82 -223.10 17.30 9.61 4.13 0.00 20-1 6 1.50 33.33 -12.39 95.19 8.77 -5.01 4.78 0.02 20-1 11 0.39 22.54 47.04 -78.46 -17.45 -3.48 -12.26 0.00 21-1 1 -17.28 -4.83 -142.10 -56.68 59.40 -27.17 19.03 0.00 21-1 6 -2.97 4.35 -0.61 0.09 10.51 4.04 -0.14 0.00 21-1 11 -7.03 5.47 1.90 -0.73 -7.30 -11.38 -0.62 0.00 22-1 1 -9.90 11.13 -34.66 6.13 4.65 7.92 -2.35 0.00 22-1 6 -15.88 229.50 3.20 347.90 52.31 -1.27 39.84 0.08 22-1 11 16.67 47.51 114.60 -55.54 -18.38 32.75 13.02 0.00 23-1 1 -1.21 36.59 -37.74 -94.32 -23.00 -35.64 7.56 0.00 23-1 6 1.41 179.40 40.23 637.70 -24.35 3.01 -9.48 0.19 23-1 11 -12.59 -9.29 176.40 -518.50 -4.67 -69.35 17.98 0.06 24-1 1 -9.26 -48.63 3.20 -277.20 52.18 -20.74 55.72 0.03 24-1 6 5.15 81.59 -22.92 124.70 29.66 3.56 14.95 0.05 24-1 11 -5.36 6.04 104.00 -144.90 -47.54 -22.93 -14.84 0.01 25-1 1 4.64 22.83 -50.67 -15.90 9.44 30.27 -12.45 0.00 25-1 6 -31.99 101.10 98.59 523.30 114.80 9.27 59.52 0.14 25-1 11 48.22 -168.60 90.49 -510.60 143.90 142.60 49.76 0.01 25-2 1 -26.72 -51.53 -60.04 -257.90 -46.91 28.68 -27.35 0.00 25-2 6 -1.17 26.54 0.98 234.50 -3.15 7.09 -2.99 0.06 25-2 11 145.10 -37.83 124.90 -303.50 162.60 173.30 52.65 0.04 25-3 1 -17.86 -38.68 -25.69 -94.68 -63.82 12.09 -20.13 0.01 25-3 6 5.32 3.89 -15.09 8.38 -4.60 -6.50 -2.41 0.04 25-3 11 2.82 35.07 5.04 18.10 33.44 3.20 28.49 0.10 26-1 1 -7.61 -138.00 20.56 149.80 70.37 -18.33 3.49 0.12 26-1 6 -24.06 -79.92 26.67 121.80 -38.26 -505.60 4.80 0.09 26-1 11 -41.14 0.65 70.54 -3.11 29.78 -503.10 3.22 0.01 27-1 1 5.33 -0.08 -23.36 -61.10 -38.06 5.47 -10.63 0.00 27-1 6 -1.50 19.42 9.29 211.20 10.27 11.60 5.84 0.10 27-1 11 -40.16 33.75 82.37 -415.10 -10.50 -20.27 4.29 0.10 27-2 1 31.99 28.69 -25.22 -150.10 41.12 6.86 31.03 0.04 27-2 6 0.60 2.11 -9.75 163.90 13.60 -21.45 7.14 0.07 27-2 11 -45.91 48.64 62.00 -118.60 -130.90 -33.10 -59.00 0.11 27-3 1 2.67 22.55 -2.06 -100.10 -6.32 -3.32 3.44 0.08 Vail's Front Door Garage Lid Design Strip Forces ID Section Min V I.P. Shear (Kips) Min V Axial (Kips) Min V Vertical (Kips) I Min V Bending (kip-ft) Min V Torsion (kip-ft) Min V Dphm. Bending Min V Twist (kip- ft Min V Deflection inches 15-2 1 -138.80 -60.24 -77.47 -443.50 -68.14 228.20 -23.66 0.12 15-2 6 -12.57 43.68 -12.71 272.70 12.35 -51.18 6.44 0.22 15-2 11 49.83 -6.76 18.65 -93.00 24.77 82.47 3.53 0.04 16-1 1 24.81 -99.79 -130.40 -588.90 49.35 -129.10 -23.21 0.00 16-1 6 2.01 78.20 -20.15 331.50 -11.92 -9.78 -6.26 0.10 16-1 11 -0.72 5.80 30.26 0.18 3.98 -4.61 6.50 0.00 17-1 1 27.45 19.12 -32.32 -44.44 7.45 -48.01 -2.95 0.08 17-1 6 -3.38 -2.81 11.86 65.84 5.58 5.71 2.94 0.03 17-1 11 8.74 -56.58 59.91 -297.60 27.37 36.71 -14.64 0.00 18-1 1 10.26 14.72 -37.34 -9.06 -20.51 -16.27 1.14 0.00 18-1 6 0.33 36.79 3.01 52.27 -6.43 2.25 -3.60 0.06 18-1 11 -8.03 -9.46 10.08 -39.68 -3.38 -15.41 -0.93 0.04 19-1 1 -5.33 2.54 9.76 -157.50 -8.16 40.97 -14.07 0.03 19-1 6 7.63 133.70 3.21 387.30 -41.93 -27.28 -19.06 0.10 19-1 11 -8.04 -68.58 87.38 -260.80 40.28 -26.67 53.12 0.01 19-2 1 -7.08 -135.00 -80.73 -314.20 -14.46 61.20 -21.28 0.00 19-2 6 -7.60 -27.29 -48.18 -58.98 -44.08 -23.67 -19.31 0.04 19-2 11 0.44 4.73 13.48 24.56 -5.87 12.23 -1.32 0.04 20-1 1 46.54 -130.90 -108.50 -502.10 79.84 -45.90 25.44 0.00 20-1 6 5.20 45.91 -28.94 120.80 49.94 -1.29 26.54 0.02 20-1 11 0.25 14.49 30.24 -50.44 -11.22 -2.24 -7.88 0.00 21-1 1 -33.38 -1.23 -234.70 -96.64 108.90 -67.29 29.32 0.00 21-1 6 -4.61 6.77 -0.96 0.14 16.35 6.28 -0.22 0.00 21-1 11 -2.65 2.11 1.10 -0.41 -3.94 -3.92 -0.36 0.00 22-1 1 -24.01 26.70 -85.79 15.29 2.15 17.69 -10.05 0.01 22-1 6 -8.81 138.80 -0.03 210.30 27.04 -9.40 20.01 0.05 22-1 11 4.18 19.99 49.03 -21.95 -12.54 13.36 3.57 0.00 23-1 1 -5.30 90.00 -92.96 -243.70 -36.48 -87.67 29.65 0.01 23-1 6 0.42 65.50 14.72 233.60 -6.00 3.43 -2.25 0.08 23-1 11 -12.67 4.09 63.60 -206.30 -8.30 -35.11 4.35 0.03 24-1 1 -1.69 -22.21 -1.54 -203.00 35.54 --14.88 39.26 0.04 24-1 6 12.91 126.10 -58.69 209.80 59.15 0.33 29.52 0.07 24-1 11 -3.91 -1.80 58.25 -85.92 -16.16 -15.47 -3.02 0.00 25-1 1 9.25 56.14 -132.70 -35.27 64.73 74.01 -12.55 0.01 25-1 6 -13.06 42.68 40.38 220.00 53.72 9.50 27.77 0.06 25-1 11 21.57 -69.21 34.78 -202.30 61.34 55.54 21.75 0.00 25-2 1 -70.82 -126.50 -162.00 -644.50 -124.40 79.82 -71.25 0.01 25-2 6 -0.15 44.96 -5.60 384.80 12.99 15.27 5.22 0.11 25-2 11 51.53 -25.30 53.92 -162.20 56.99 72.48 15.57 0.01 25-3 1 -43.26 -73.57 -49.81 -190.20 -142.70 28.55 -50.02 0.02 25-3 6 7.19 8.48 -29.97 5.14 -15.10 -16.75 -8.55 0.07 25-3 11 2.81 41.67 2.19 15.63 8.99 8.33 11.99 0.10 26-1 1 0.31 -86.73 6.07 67.98 40.67 -60.83 2.98 0.06 26-1 6 -14.36 -50.01 11.80 64.11 -19.04 -320.20 3.38 0.05 26-1 11 -27.24 -1.55 37.73 -1.28 18.19 -291.40 2.35 0.01 27-1 1 14.37 -0.80 -58.67 -160.10 -99.15 15.63 -25.47 0.01 27-1 6 -5.15 30.75 3.13 309.70 19.80 13.64 10.96 0.15 27-1 11 -19.27 18.31 28.17 -149.90 -3.58 -12.38 3.30 0.04 27-2 1 67.26 53.55 -63.52 -441.70 108.60 41.26 76.60 0.10 27-2 6 -2.18 -0.83 -33.44 405.90 43.89 -69.48 22.03 0.19 27-2 11 -29.66 4.89 35.54 -118.70 -68.26 -29.41 -28.17 0.03 27-3 1 15.31 -4.45 -12.38 -112.20 3.74 -10.82 8.89 0.04 Vail's Front Door Garage Lid Design Strip Forces ID Section Max P I.P. Shear (Kips) Max P Axial (Kips) Max P Vertical (Kips) Max P Bending (kip-ft) Max P Torsion (kip-ft) Max P Dphm. Bending Max P Twist (kip- ft Max P Deflection inches 15-2 1 -44.32 -14.30 -20.96 -116.50 -21.54 73.22 -7.43 0.04 15-2 6 -12.57 43.68 -12.71 272.70 12.35 -51.18 6.44 0.22 15-2 11 166.50 24.45 46.47 -118.20 99.48 277.90 26.43 0.15 16-1 1 11.03 -42.51 -73.66 -305.30 26.00 -59.20 -12.31 0.00 16-1 6 1.63 84.01 -15.10 320.90 -10.34 -9.07 -5.43 0.10 16-1 11 -1.24 9.44 50.02 1.26 5.63 -7.12 10.14 0.01 17-1 1 44.07 49.27 -21.96 -3.66 22.79 -68.57 3.80 0.18 17-1 6 -5.08 -2.73 16.45 93.69 6.61 8.28 3.49 0.05 17-1 11 8.74 -56.58 59.91 -297.60 27.37 36.71 -14.64 0.00 18-1 1 10.41 14.77 -37.16 -9.12 -20.82 -16.34 1.18 0.00 18-1 6 -0.21 111.60 8.06 155.50 -13.94 6.97 -7.94 0.18 18-1 11 -10.24 -7.61 14.82 -52.97 -5.81 -19.12 -2.41 0.07 19-1 1 -67.64 88.29 41.90 -209.20 -8.65 121.80 -35.23 0.10 19-1 6 17.88 231.00 12.15 667.50 -76.03 -61.10 -35.10 0.20 19-1 11 -8.04 -68.58 87.38 -260.80 40.28 -26.67 53.12 0.01 19-2 1 -1.18 -48.65 -29.91 -118.20 -7.15 20.63 -8.94 0.00 19-2 6 -2.96 -11.11 -16.18 -25.28 -13.46 -7.40 -5.98 0.01 19-2 11 2.03 14.36 38.87 70.22 -28.31 37.76 -10.11 0.11 20-1 1 1.21 -44.51 -54.82 -223.10 17.30 9.61 4.13 0.00 20-1 6 2.33 51.85 -19.27 148.10 13.65 -7.79 7.43 0.03 20-1 11 -1.00 29.08 46.87 -81.83 8.19 -12.28 -1.89 0.00 21-1 1 -27.62 0.38 -187.40 -77.75 89.11 -58.24 22.98 0.00 21-1 6 -8.29 10.84 -0.94 0.34 17.49 8.92 -0.24 0.00 21-1 11 -7.03 5.47 1.90 -0.73 -7.30 -11.38 -0.62 0.00 22-1 1 -24.01 26.70 -85.79 15.29 2.15 17.69 -10.05 0.01 22-1 6 -17.17 250.70 2.59 380.20 55.40 -4.67 42.00 0.09 22-1 11 16.67 47.51 114.60 -55.54 -18.38 32.75 13.02 0.00 23-1 1 -5.30 90.00 -92.96 -243.70 -36.48 -87.67 29.65 0.01 23-1 6 1.41 179.40 40.23 637.70 -24.35 3.01 -9.48 0.19 23-1 11 -19.74 7.53 88.63 -280.80 -13.59 -53.58 5.80 0.05 24-1 1 -1.09 -14.28 -0.99 -130.50 22.85 -9.57 25.24 0.03 24-1 6 8.01 126.90 -35.66 193.90 46.14 5.54 23.26 0.07 24-1 11 -4.31 6.74 89.77 -123.40 -43.52 -18.99 -14.06 0.01 25-1 1 9.25 56.14 -132.70 -35.27 64.73 74.01 -12.55 0.01 25-1 6 -31.99 101.10 98.59 523.30 114.80 9.27 59.52 0.14 25-1 11 21.57 -69.21 34.78 -202.30 61.34 55.54 21.75 0.00 25-2 1 -26.72 -51.53 -60.04 -257.90 -46.91 28.68 -27.35 0.00 25-2 6 -0.57 48.38 -5.18 419.30 12.78 16.89 4.82 0.12 25-2 11 51.53 -25.30 53.92 -162.20 56.99 72.48 15.57 0.01 25-3 1 -17.86 -38.68 -25.69 -94.68 -63.82 12.09 -20.13 0.01 25-3 6 7.19 8.48 -29.97 5.14 -15.10 -16.75 -8.55 0.07 25-3 11 3.41 49.19 3.27 19.51 16.15 9.01 18.09 0.12 26-1 1 0.31 -86.73 6.07 67.98 40.67 -60.83 2.98 0.06 26-1 6 -14.36 -50.01 11.80 64.11 -19.04 -320.20 3.38 0.05 26-1 11 -32.06 1.17 57.97 -2.68 23.72 -406.00 2.44 0.01 27-1 1 6.50 0.29 -28.90 -74.33 -43.58 6.83 -11.70 0.00 27-1 6 -5.47 34.92 5.12 355.00 22.00 16.13 12.21 0.17 27-1 11 -40.16 33.75 82.37 -415.10 -10.50 -20.27 4.29 0.10 27-2 1 67.26 53.55 -63.52 -441.70 108.60 41.26 76.60 0.10 27-2 6 1.76 4.07 -9.91 195.10 12.05 -18.77 6.41 0.08 27-2 11 , -41.27 48.73 57.36 -102.40 1 -129.50 -25.40 -59.16 0.11 27-3 1 2.67 1 22.55 -2.06 -100.10 -6.32 -3.32 3.44 0.08 Vail's Front Door Garage Lid Design Strip Forces D ection Min P I.P. Shear (Kips) Min P Axial (Kips) Min P Vertical (Kips) Min P Bending I(kip-ft) Min P Torsion (kip-ft) Min P Dphm. Bending Min P Twist (kip - ft Min P Deflection inches 15-2 1 -138.80 -60.24 -77.47 -443.50 -68.14 228.20 -23.66 0.12 15-2 6 -6.84 6.03 -0.42 68.19 5.70 -24.72 3.14 0.06 15-2 11 77.52 -10.52 29.01 -144.70 38.53 128.30 5.49 0.06 16-1 1 24.81 -99.79 -130.40 -588.90 49.35 -129.10 -23.21 0.00 16-1 6 1.04 54.01 -9.71 206.30 -6.65 -5.83 -3.49 0.07 16-1 11 -0.72 5.80 30.26 0.18 3.98 -4.61 6.50 0.00 17-1 1 17.65 12.29 -20.78 -28.57 4.79 -30.86 -1.90 0.05 17-1 6 -5.18 -23.53 24.66 66.68 21.19 12.73 11.11 0.10 17-1 11 20.12 -126.80 106.50 -572.70 65.29 76.06 -22.67 0.00 18-1 1 3.06 4.96 -13.49 -3.06 -4.52 -5.25 1.06 0.00 18-1 6 1.00 34.86 3.42 51.89 -7.81 2.03 -4.20 0.06 18-1 11 -17.69 -28.65 27.64 -116.40 -13.72 -32.31 -6.54 0.13 19-1 1 -4.41 -2.50 10.94 -226.40 -9.81 51.12 -21.00 0.04 19-1 6 5.94 94.54 3.60 274.50 -26.38 -20.72 -11.86 0.07 19-1 11 -24.16 -198.00 231.50 -704.40 60.10 -54.81 115.90 0.02 19-2 1 -7.08 -135.00 -80.73 -314.20 -14.46 61.20 -21.28 0.00 19-2 6 -7.60 -27.29 -48.18 -58.98 -44.08 -23.67 -19.31 0.04 19-2 11 0.44 4.73 13.48 24.56 -5.87 12.23 -1.32 0.04 20-1 1 46.54 -130.90 -108.50 -502.10 79.84 -45.90 25.44 0.00 20-1 6 1.50 33.33 -12.39 95.19 8.77 -5.01 4.78 0.02 20-1 11 0.25 14.49 30.24 -50.44 -11.22 -2.24 -7.88 0.00 21-1 1 -26.88 -7.51 -221.10 -88.16 92.40 -42.26 29.60 0.00 21-1 6 -2.97 4.35 -0.61 0.09 10.51 4.04 -0.14 0.00 21-1 11 -2.65 2.11 1.10 -0.41 -3.94 -3.92 -0.36 0.00 22-1 1 -9.90 11.13 -34.66 6.13 4.65 7.92 -2.35 0.00 22-1 6 -6.66 103.40 0.98 156.50 21.90 -3.73 16.41 0.04 22-1 11 4.18 19.99 49.03 -21.95 -12.54 13.36 3.57 0.00 23-1 1 -1.21 36.59 -37.74 -94.32 -23.00 -35.64 7.56 0.00 23-1 6 0.42 65.50 14.72 233.60 -6.00 3.43 -2.25 0.08 23-1 11 -8.34 -11.35 161.40 -473.80 -1.49 -58.27 17.11 0.05 24-1 1 -9.63 -53.39 2.87 -320.70 59.79 -23.92 64.14 0.04 24-1 6 5.15 81.59 -22.92 124.70 29.66 3.56 14.95 0.05 24-1 11 -5.65 -2.97 82.00 -121.70 -22.87 -22.04 -4.31 0.01 25-1 1 4.64 22.83 -50.67 -15.90 9.44 30.27 -12.45 0.00 25-1 6 -13.06 42.68 40.38 220.00 53.72 9.50 27.77 0.06 25-1 11 48.22 -168.60 90.49 -510.60 143.90 142.60 49.76 0.01 25-2 1 -70.82 -126.50 -162.00 -644.50 -124.40 79.82 -71.25 0.01 25-2 6 -0.46 20.82 0.28 176.90 -2.80 4.38 -2.33 0.05 25-2 11 80.16 -39.35 83.87 -252.40 88.64 112.70 24.22 0.02 25-3 1 -43.26 -73.57 -49.81 -190.20 -142.70 28.55 -50.02 0.02 25-3 6 5.32 3.89 -15.09 8.38 -4.60 -6.50 -2.41 0.04 25-3 11 1.81 22.54 3.24 11.64 21.50 2.06 18.31 0.06 26-1 1 -7.61 -138.00 20.56 149.80 70.37 -18.33 3.49 0.12 26-1 6 -24.06 -79.92 26.67 121.80 -38.26 -505.60 4.80 0.09 26-1 11 -42.37 -2.41 58.69 -1.99 28.30 -453.40 3.65 0.01 27-1 1 13.67 -1.02 -55.34 -152.20 -95.83 14.81 -24.83 0.01 27-1 6 -0.97 12.49 5.98 135.80 6.60 7.46 3.76 0.06 27-1 11 -19.27 18.31 28.17 -149.90 -3.58 -12.38 3.30 0.04 27-2 1 31.99 28.69 -25.22 -150.10 41.12 6.86 31.03 0.04 27-2 6 -2.88 -2.01 -33.34 387.20 44.83 -71.09 22.46 0.18 27-2 11 -37.40 4.74 43.28 -145.70 -70.70 -42.25 -27.91 0.03 27-3 1 15.31 -4.45 -12.38 -112.20 3.74 -10.82 8.89 0.04 Vail's Front Door Garage Lid Design Strip Forces ID Section 15-2 1 15-2 6 15-2 11 16-1 1 16-1 6 16-1 11 17-1 1 17-1 6 17-1 11 18-1 1 18-1 6 18-1 11 19-1 1 19-1 6 19-1 11 19-2 1 19-2 6 19-2 11 20-1 1 20-1 6 20-1 11 21-1 1 21-1 6 21-1 11 22-1 1 22-1 6 22-1 11 23-1 1 23-1 6 23-1 11 24-1 1 24-1 6 24-1 11 25-1 1 25-1 6 25-1 11 25-2 1 25-2 6 25-2 11 25-3 1 25-3 6 25-3 11 26-1 1 26-1 6 26-1 11 27-1 1 27-1 6 27-1 11 27-2 1 27-2 6 27-2 11 27-3 1 Vail's Front Door Garage Lid Design Strip Forces ID Section Max M I.P. Shear (Kips) Max M Axial (Kips) Max M Vertical (Kips) Max M Bending (kip-ft) Max M Torsion (kip-ft) Max M Dphm. Bending Max Twist (kMip- ft Max M Deflection inches 27-3 6 7.33 -12.50 -13.10 9.55 -6.61 -3.85 -4.06 0.06 27-3 11 -0.76 -2.60 3.12 29.23 -34.42 -9.80 -26.98 0.08 28-1 1 39.23 53.89 -107.70 34.92 12.64 -27.06 4.43 0.00 28-1 6 -13.99 157.00 96.59 292.80 -8.49 -8.54 -5.61 0.04 28-1 11 53.04 -85.17 63.04 -247.50 8.22 14.19 -44.55 0.00 29-1 1 20.08 17.44 -93.49 30.50 62.95 -76.45 39.98 0.01 29-1 6 5.84 122.50 34.11 411.50 0.08 18.67 1.38 0.10 29-1 11 5.76 -97.43 82.46 -458.80 7.33 14.66 1.35 0.00 30-1 1 -0.25 -72.49 -106.30 -408.70 101.30 44.59 50.58 0.01 30-1 6 12.42 157.00 -62.53 779.10 -24.50 -21.84 -13.42 0.20 30-1 11 7.92 -87.60 117.20 -462.90 -7.99 27.97 -14.26 0.01 31-1 1 -32.54 65.37 -94.13 -196.90 58.37 43.92 38.52 0.05 31-1 6 11.95 87.58 15.10 572.70 99.12 10.72 53.65 0.31 31-1 11 95.02 13.40 50.09 -121.70 103.80 104.40 45.25 0.13 31-2 1 -37.98 -3.23 -5.04 -108.50 -5.78 26.26 -6.03 0.12 31-2 6 -0.93 35.68 -27.05 101.50 -45.46 -28.33 -24.20 0.18 31-2 11 5.51 54.39 16.37 171.50 39.00 -1.99 44.22 0.15 32-1 1 -59.52 2.89 -17.22 -27.57 -11.98 95.88 5.08 0.07 32-1 6 4.83 38.75 16.71 140.60 -59.83 -21.30 -34.34 0.08 32-1 11 11.18 -31.02 77.73 -225.20 -64.03 17.52 -34.90 0.00 32-2 1 -5.52 -61.22 -58.40 -177.50 8.01 13.44 5.42 0.00 32-2 6 5.46 1.75 -17.25 -2.55 -18.87 -0.11 -9.73 0.00 32-2 11 -5.90 6.74 21.38 13.01 -52.08 12.81 -32.32 0.00 33-1 1 11.22 36.33 -163.20 86.90 81.47 -25.37 24.63 0.01 33-1 6 -7.25 185.50 52.44 601.20 -33.97 -25.92 -17.04 0.12 33-1 11 -19.08 -149.30 151.70 -684.80 -62.92 7.25 -38.67 0.00 34-1 1 42.84 -134.10 -156.50 -731.80 -38.71 -49.34 -26.24 0.01 34-1 6 -0.17 48.37 -25.56 470.70 57.80 55.12 29.12 0.28 34-1 11 -42.81 105.00 52.87 94.51 -11.22 -67.47 -7,88 0.27 35-1 1 90.36 110.40 30.28 -29.50 -543.90 248.60 -1.75 0.17 35-1 6 5.77 --8.38 4.25 13.46 -28.14 309.60 3.84 0.26 35-1 11 0.25 -47.23 13.96 69.06 163.60 351.60 36.51 024 36-1 1 -19.63 28.40 -41.58 -173.40 -74.58 -55.06 -30.42 0.02 36-1 6 -4.48 84.11 -11.32 283.60 -94.71 76.71 -49.10 0.18 36-1 11 -120.10 51.70 43.93 -7.40 -64.47 -145.60 -24.67 0.11 37-1 1 18.07 80.88 -30.19 59.60 50.02 -14.09 83.32 0.13 37-1 6 11.61 31.68 54.52 54.33 -11.26 19.57 -7.06 0.07 37-1 11 -12.98 -32.26 73.45 -137.70 50.69 -38.49 43.81 0.00 37-2 1 0.49 -40.98 -95.13 -132.10 40.46 -25.87 2.86 0.00 37-2 6 -3.35 25.85 -10.58 47.17 18.18 -4.59 8.43 0.01 37-2 11 -0.66 15.24 29.22 11.91 25.67 -12.15 25.63 0.00 38-1 1 29.44 -30.09 42.18 74.35 -81.91 -43.00 -22.27 0.00 38-1 6 -15.71 16.30 -44.02 60.26 -9.57 -24.67 -5.43 0.02 38-1 11 21.82 -31.83 45.03 -155.50 -2.20 56.02 -11.81 0.00 38-2 1 -16.22 -25.59 -60.41 -232.40 -9.29 29.97 -2.48 0.00 38-2 6 -10.62 92.97 -32.92 275.30 11.07 -11.58 6.73 0.06 38-2 11 16.10 23.66 73.61 39.60 -38.90 2.78 -21.03 0.01 39-1 1 -1.46 7.83 -5.76 0.41 5.59 1.46 3.28 0.00 39-1 6 -0.17 12.20 2.72 13.69 3.63 -1.30 1.96 0.00 39-1 11 0.36 0.73 10.56 -9.68 -3.64 -0.77 3.07 0.00 40-1 1 -1.04 -2.46 -7.04 -0.84 6.76 -13.28 1.18 0.00 40-1 6 -2.35 -6.43 0.9311 21.80 -8.62 -27.28 0.40 0.01 Vail's Front Door Garage Lid Design Strip Forces ID Section Min M I.P. Shear (Kips) Min M Axial (Kips) Min M Vertical (Kips) I Min M Bending (kip-ft) Min M Torsion (kip-ft) Min M Dphm. Bending Min M Twist (kip- ft Min M Deflection inches 27-3 6 7.57 -12.30 -9.55 4.53 -7.48 -1.53 -4.72 0.08 27-3 11 4.88 -5.03 -1.70 16.91 -42.19 -5.37 -26.11 0.08 28-1 1 25.22 34.64 -69.25 22.45 8.13 -17.40 2.85 0.00 28-1 6 0.85 94.43 44.84 179.50 -37.96 -10.49 -22.41 0.02 28-1 11 125.70 -174.50 129.40 -509.50 62.76 11.23 -66.41 0.02 29-1 1 8.32 7.54 -39.07 11.41 34.35 -33.19 19.53 0.00 29-1 6 3.35 49.38 17.60 163.90 0.97 6.03 1.12 0.04 29-1 11 0.80 -223.90 204.10 -1086.00 -4.67 -0.30 -12.58 0.00 30-1 1 20.13 -175.40 -242.00 -997.70 157.80 12.91 78.24 0.01 30-1 6 3.63 67.88 -22.12 329.80 17.84 -28.59 8.40 0.09 30-1 11 -34.80 -177.20 250.00 -983.50 -41.47 0.11 -35.75 0.02 31-1 1 -90.64 146.10 -202.90 -362.50 98.42 84.50 73.39 0.10 31-1 6 3.00 47.21 7.99 299.50 72.41 -7.06 38.61 0.17 31-1 11 169.40 5.88 99.75 -284.00 204.30 179.20 91.02 0.21 31-2 1 -69.81 -32.25 -6.32 -246.90 1.98 50.37 -0.65 0.19 31-2 6 .1.52 10.85 -32.19 50.64 -41.44 -34.76 -22.56 0.14 31-2 11 2.33 32.13 13.60 100.60 31.04 0.35 30.68 0.09 32-1 1 -92.59 4.49 -26.79 -42.89 -18.64 149.10 7.90 0.11 32-1 6 3.04 19.92 9.75 81.28 -37.77 -12.74 -21.69 0.05 32-1 11 18.68 -48.61 130.30 -373.80 -105.60 28.92 -57.49 0.00 32-2 1 -9.13 -99.82 -97.50 -294.90 13.94 22.21 9.39 0.00 32-2 6 .6.18 0.55 -20.35 -4.40 -22.12 0.25 -11.41 0.00 32-2 11 -3.66 3.87 12.60 7.71 -31.15 7.80 -19.33 0.00 33-1 1 1.68 16.94 -80.01 32.55 71.58 -10.63 27.40 0.01 33-1 6 -2.29 88.03 29.42 290.90 -18.37 -20.67 -9.75 0.06 33-1 11 -61.73 -278.00 287.10 -1346.00 -135.90 -35.31 -81.64 0.01 34-1 1 123.40 -241.50 -342.50 -1404.00 -180.90 -143.10 -95.38 0.02 34-1 6 1.53 24.04 -17.96 259.90 8.84 25.98 4.68 0.16 34-1 11 -27.52 67.49 33.99 60.76 -7.21 -43.37 -5.07 0.17 35-1 1 135.50 204.30 46.35 -60.13 -887.00 245.00 -1.15 0.27 35-1 6 •3.71 -5.38 2.73 8.66 -18.09 199.00 2.47 0.17 35-1 11 2.74 -31.45 7.79 43.66 101.90 228.20 22.98 0.15 36-1 1 -42.99 45.57 -71.37 -303.60 -132.60 -89.47 -53.67 0.03 36-1 6 -2.92 49.09 -6.30 165.40 -57.04 43.60 -29.62 0.11 36-1 11 -140.00 57.43 50.93 -17.25 -80.65 -163.60 -32.88 0.13 37-1 1 10.61 48.85 -18.03 35.78 36.18 -6.44 55.99 0.08 37-1 6 6.07 18.12 33.06 30.88 -5.85 12.37 -3.74 0.04 37-1 11 -19.73 -53.13 122.80 -228.60 83.88 -63.08 72.79 0.01 37-2 1 3.12 -67.37 -158.40 -220.10 67.62 -42.43 4.83 0.00 37-2 6 -2.34 15.20 -6.38 27.99 10.68 -2.70 4.95 0.01 37-2 11 -0.60 9.01 17.44 7.10 15.10 -7.47 15.15 0.00 38-1 1 18.50 -18.03 25.21 44.29 -49.07 -26.77 -13.43 0.00 38-1 6 -9.77 9.92 -26.28 35.70 -3.90 -14.65 -2.27 0.01 38-1 11 33.71 -52.56 75.03 -260.70 -6.96 91.96 -20.77 0.00 38-2 1 -24.86 -42.84 -101.60 -392.70 -12.11 46.70 -2.71 0.01 38-2 6 -6.02 55.30 -19.41 162.00 4.99 -6.80 3.17 0.04 38-2 11 9.24 13.88 43.53 23.67 -24.66 1.60 -13.26 0.00 39-1 1 -0.91 4.56 -3.36 0.23 3.24 0.92 1.90 0.00 39-1 6 -0.14 7.12 1.58 7.98 2.10 -0.74 1.13 0.00 39-1 11 0.57 1.15 18.15 -16.63 -6.28 -1.43 5.29 0.00 40-1 1 -1.23 -4.25 -12.17 -1.47 11.65 -23.55 2.03 0.00 40-1 6 -1.64 -3.69 0.55 12.61 -5.05 -15.98 0.24 0.01 Vail's Front Door Garage Lid Design Strip Forces ID Section Max V I.P. Shear (Kips) Max V Axial (Kips) Max V Vertical (Kips) Max V Bending (kip-ft) Max V Torsion (kip-ft) Max V Dphm. Bending Max V Twist (kip- ft Max V Deflection inches 27-3 6 4.71 -8.04 -8.42 6.14 -4.25 -2.48 -2.61 0.04 27-3 11 -0.76 -2.60 3.12 29.23 -34.42 -9.80 -26.98 0.08 28-1 1 25.22 34.64 -69.25 22.45 8.13 -17.40 2.85 0.00 28-1 6 -13.99 157.00 96.59 292.80 -8.49 -8.54 -5.61 0.04 28-1 11 125.70 -174.50 129.40 -509.50 62.76 11.23 -66.41 0.02 29-1 1 8.32 7.54 -39.07 11.41 34.35 -33.19 19.53 0.00 29-1 6 5.84 122.50 34.11 411.50 0.08 18.67 1.38 0.10 29-1 11 0.80 -223.90 204.10 -1086.00 -4.67 -0.30 -12.58 0.00 30-1 1 -0.25 -72.49 -106.30 -408.70 101.30 44.59 50.58 0.01 30-1 6 3.63 67.88 -22.12 329.80 17.84 -28.59 8.40 0.09 30-1 11 -34.80 -177.20 250.00 -983.50 -41.47 0.11 -35.75 0.02 31-1 1 -32.54 65.37 -94.13 -196.90 58.37 43.92 38.52 0.05 31-1 6 11.82 84.11 15.73 550.10 89.97 14.01 48.92 0.29 31-1 11 169.40 5.88 99.75 -284.00 204.30 179.20 91.02 0.21 31-2 1 -57.15 -31.18 -4.64 -210.70 3.90 41.62 1.36 0.15 31-2 6 -0.60 22.94 -17.39 65.25 -29.22 .-18.21 -15.55 0.12 31-2 11 3.62 49.98 21.16 156.50 48.29 0.54 47.73 0.15 32-1 1 -59.52 2.89 -17.22 -27.57 -11.98 95.88 5.08 0.07 32-1 6 4.83 38.75 16.71 140.60 -59.83 -21.30 -34.34 0.08 32-1 11 18.68 -48.61 130.30 -373.80 -105.60 28.92 -57.49 0.00 32-2 1 -5.52 -61.22 -58.40 -177.50 8.01 13.44 5.42 0.00 32-2 6 3.97 0.35 -13.08 -2.83 -14.22 0.16 -7.33 0.00 32-2 11 -5.90 6.74 21.38 13.01 -52.08 12.81 -32.32 0.00 33-1 1 1.68 16.94 -80.01 32.55 71.58 -10.63 27.40 0.01 33-1 6 -7.25 185.50 52.44 601.20 -33.97 -25.92 -17.04 0.12 33-1 11 -61.73 -278.00 287.10 -1346.00 -135.90 -35.31 -81.64 0.01 34-1 1 42.84 -134.10 -156.50 -731.80 -38.71 -49.34 -26.24 0.01 34-1 6 1.53 24.04 -17.96 259.90 8.84 25.98 4.68 0.16 34-1 ,11 -47.93 118.30 60.10 86.19 25.16 :101.10 11.58 0.29 35-1 1 140.60 171.70 47.10 -45.89 -846.10 386.80 -2.73 0.26 35-1 6 5.77 -8.38 4.25 13.46 -28.14 309.60 3.84 0.26 35-1 11 0.25 -47.23 13.96 69.06 163.60 351.60 36.51 0.24 36-1 1 -19.63 28.40 -41.58 -173.40 -74.58 -55.06 -30.42 0.02 36-1 6 -2.92 49.09 -6.30 165.40 -57.04 43.60 -29.62 0.11 36-1 11 -150.10 64.01 54.84 -11.10 -81.75 -180.70 -31.72 0.13 37-1 1 10.61 48.85 -18.03 35.78 36.18 -6.44 55.99 0.08 37-1 6 11.61 31.68 54.52 54.33 -11.26 19.57 -7.06 0.07 37-1 11 -19.73 -53.13 122.80 -228.60 83.88 -63.08 72.79 0.01 37-2 1 0.49 -40.98 -95.13 -132.10 40.46 -25.87 2.86 0.00 37-2 6 -2.34 15.20 -6.38 27.99 10.68 -2.70 4.95 0.01 37-2 11 -0.66 15.24 29.22 11.91 25.67 -12.15 25.63 0.00 38-1 1 29.44 -30.09 42.18 74.35 -81.91 -43.00 -22.27 0.00 38-1 6 -9.77 9.92 -26.28 35.70 -3.90 -14.65 -2.27 0.01 38-1 11 33.71 -52.56 75.03 -260.70 -6.96 91.96 -20.77 0.00 38-2 1 -16.22 -25.59 -60.41 -232.40 -9.29 29.97 -2.48 0.00 38-2 6 -6.02 55.30 -19.41 162.00 4.99 -6.80 3.17 0.04 38-2 11 16.10 23.66 73.61 39.60 -38.90 2.78 -21.03 0.01 39-1 1 -0.91 4.56 -3.36 0.23 3.24 0.92 1.90 0.00 39-1 6 -0.17 12.20 2.72 13.69 3.63 -1.30 1.96 0.00 39-1 11 0.57 1.15 18.15 -16.63 -6.28 -1.43 5.29 0.00 40-1 -1.04 -2.46 -7.04 -0.84 6.76 -13.28 1.18 0.00 40-1 +6 --2.351 -6.43 0.93 21.80 -8.62 -27.28 0.40 0.01 Vail's Front Door Garage Lid Design Strip Forces D ection Min V I.P. Shear (Kips) Min V Axial (Kips) Min V Vertical Ki s Min V Bending (kip-ft) Min V Torsion (kip-ft) Min V Dphm. Bending Min V Twist (kip- ft Min V Deflection inches 27-3 6 7.33 -12.50 -13.10 9.55 -6.61 -3.85 -4.06 0.06 27-3 11 4.88 -5.03 -1.70 16.91 -42.19 -5.37 -26.11 0.08 28-1 1 45.95 53.48 -120.40 33.92 66.40 -16.80 32.12 0.00 28-1 6 0.85 94.43 44.84 179.50 -37.96 -10.49 -22.41 0.02 28-1 11 53.04 -85.17 63.04 -247.50 8.22 14.19 -44.55 0.00 29-1 1 20.08 17.44 -93.49 30.50 62.95 -76.45 39.98 0.01 29-1 6 3.35 49.38 17.60 163.90 0.97 6.03 1.12 0.04 29-1 11 5.76 -97.43 82.46 -458.80 7.33 14.66 1.35 0.00 30-1 1 20.13 -175.40 -242.00 -997.70 157.80 12.91 78.24 0.01 30-1 6 12.42 157.00 -62.53 779.10 -24.50 -21.84 -13.42 0.20 30-1 11 7.92 -87.60 117.20 -462.90 -7.99 27.97 -14.26 0.01 31-1 1 -90.64 146.10 -202.90 -362.50 98.42 84.50 73.39 0.10 31-1 6 3.21 52.99 6.95 337.10 87.66 -12.54 46.49 0.19 31-1 11 95.02 13.40 50.09 -121.70 103.80 104.40 45.25 0.13 31-2 1 -59.08 -5.03 -7.85 -168.80 -8.99 40.84 -9.37 0.19 31-2 6 1.33 18.49 -37.98 72.39 -51.18 -40.84 -27.74 0.18 31-2 11 4.73 43.68 11.83 138.00 28.65 -2.10 33.99 0.12 32-1 1 -95.86 12.43 -28.67 -38.29 -14.50 155.10 11.97 0.11 32-1 6 3.04 19.92 9.75 81.28 -37.77 -12.74 -21.69 0.05 32-1 11 11.18 -31.02 77.73 -225.20 -64.03 17.52 -34.90 0.00 32-2 1 -9.13 -99.82 -97.50 -294.90 13.94 22.21 9.39 0.00 32-2 6 6.79 1.87 -21.62 -3.49 723.61 -0.05 -12.17 0.00 32-2 11 -3.66 3.87 12.60 7.71 -31.15 7.80 -19.33 0.00 33-1 1 11.22 36.33 -163.20 86.90 81.47 -25.37 24.63 0.01 33-1 6 -2.29 88.03 29.42 290.90 -18.37 -20.67 -9.75 0.06 33-1 11 -19.08 -149.30 151.70 -684.80 -62.92 7.25 -38.67 0.00 34-1 1 123.40 -241.50 -342.50 -1404.00 -180.90 -143.10 -95.38 0.02 34-1 6 2.37 37.40 -•27.94 404.30 13.75 40.41 7.28 0.25 34-1 11 -27.52 67.49 33.99 60.76 -7.21 -43.37 -5.07 0.17 35-1 1 90.36 110.40 30.28 -29.50 -543.90 248.60 -1.75 0.17 35-1 6 -3.29 6.06 2.70 8.74 25.75 209.20 3.18 0.21 35-1 11 2.74 -31.45 7.79 43.66 101.90 228.20 22.98 0.15 36-1 1 -42.99 45.57 -71.37 -303.60 -132.60 -89.47 -53.67 0.03 36-1 6 -4.48 84.11 -11.32 283.60 -94.71 76.71 -49.10 0.18 36-1 11 -89.99 36.92 32.74 -11.09 -51.84 -105.20 -21.14 0.08 37-1 1 18.07 80.88 -30.19 59.60 50.02 -14.09 83.32 0.13 37-1 6 6.07 18.12 33.06 30.88 -5.85 12.37 -3.74 0.04 37-1 11 -12.98 -32.26 73.45 -137.70 50.69 -38.49 43.81 0.00 37-2 1 3.12 -67.37 -158.40 -220.10 67.62 -42.43 4.83 0.00 37-2 6 -3.35 25.85 -10.58 47.17 18.18 -4.59 8.43 0.01 37-2 11 -0.60 9.01 17.44 7.10 15.10 -7.47 15.15 0.00 38-1 1 18.50 -18.03 25.21 44.29 -49.07 -26.77 -13.43 0.00 38-1 6 -15.71 16.30 -44.02 60.26 -9.57 -24.67 -5.43 0.02 38-1 11 21.82 -31.83 45.03 -155.50 -2.20 56.02 -11.81 0.00 38-2 1 -24.86 -42.84 -101.60 -392.70 -12.11 46.70 -2.71 0.01 38-2 6 -10.62 92.97 -32.92 275.30 11.07 -11.58 6.73 0.06 38-2 11 9.24 13.88 43.53 23.67 -24.66 1.60 -13.26 0.00 39-1 1 -1.46 7.83 -5.76 0.41 5.59 1.46 3.28 0.00 39-1 6 -0.14 7.12 1.58 7.98 2.10 -0.74 1.13 0.00 39-1 11 0.36 0.73 10.56 -9.68 -3.64 -0.77 3.07 0.00 40-1 1 -1.23 -4.25 -12.17 -1.47 11.65 -23.55 2.03 0.00 40-1 6 -1.64 -3.69 0.55 12.61 -5.0.51 -15.98 0.24 0.01 Vail's Front Door Garage Lid Design Strip Forces ID Section Max P I.P. Shear (Kips) Max P Axial (Kips) Max P Vertical (Kips) Max P Bending (kip-ft) Max P Torsion (kip-ft) Max P Dphm. Bending Max P Twist (kip ft Max P Deflection inches 27-3 6 4.71 -8.04 -8.42 6.14 -4.25 -2.48 -2.61 0.04 27-3 11 -0.49 -1.67 2.01 18.79 -22.13 -6.30 -17.35 0.05 28-1 1 39.23 5189 -107.70 34.92 12.64 -27.06 4.43 0.00 28-1 6 -13.99 157.00 96.59 292.80 -8.49 -8.54 -5.61 0.04 28-1 11 53.04 -85.17 63.04 -247.50 8.22 14.19 -44.55 0.00 29-1 1 20.08 17.44 -93.49 30.50 62.95 -76.45 39.98 0.01 29-1 6 5.84 122.50 34.11 411.50 0.08 18.67 1.38 0.10 29-1 11 5.76 -97.43 82.46 -458.80 7.33 14.66 1.35 0.00 30-1 1 -0.25 -72.49 -106.30 -408.70 101.30 44.59 50.58 0.01 30-1 6 12.42 157.00 -62.53 779.10 -24.50 -21.84 -13.42 0.20 30-1 11 7.92 -87.60 117.20 -462.90 -7.99 27.97 -14.26 0.01 31-1 1 -90.64 146.10 -202.90 -362.50 98.42 84.50 73.39 0.10 31-1 6 11.95 87.58 15.10 572.70 99.12 10.72 53.65 0.31 31-1 11 147.80 20.84 77.93 -189.30 161.40 162.40 70.39 0.20 31-2 1 -45.00 -0.73 -5.66 -120.90 -8.01 30.85 -7.99 0.14 31-2 6 -0.93 35.68 -27.05 101.50 -45.46 -28.33 -24.20 0.18 31-2 11 5.51 54.39 16.37 171.50 39.00 -1.99 44.22 0.15 32-1 1 -95.86 12.43 -28.67 -38.29 -14.50 155.10 11.97 0.11 32-1 6 4.83 38.75 16.71 140.60 -59.83 -21.30 -34.34 0.08 32-1 11 11.18 -31.02 77.73 -225.20 -64.03 17.52 -34.90 0.00 32-2 1 -5.52 -61.22 -58.40 -177.50 8.01 13.44 5.42 0.00 32-2 6 6.35 2.02 -20.13 -2.91 -22.12 -0.10 -11.40 0.00 32-2 11 -5.90 6.74 21.38 13.01 -52.08 12.81 -32.32 0.00 33-1 1 11.22 36.33 -163.20 86.90 81.47 -25.37 24.63 0.01 33-1 6 -7.25 185.50 52.44 601.20 -33.97 -25.92 -17.04 0.12 33-1 11 -19.08 -149.30 151.70 -684.80 -62.92 7.25 -38.67 0.00 34-1 1 42.84 -134.10 -156.50 -731.80 -38.71 -49.34 -26.24 0.01 34-1 6 -0.17 48.37 -25.56 470.70 57.80 55.12 29.12 0.28 34-1 11 -47.93 118.30 60.10 86.19 25.16 -101.10 11.58 0.29 35-1 1 135.50 204.30 46.35 -60.13 -887.00 245.00 -1.15 0.27 35-1 6 -2.59 6.13 3.41 .10.74 -30.49 249.00 3.75 0.24 35-1 11 2.74 -31.45 7.79 43.66 101.90 228.20 22.98 0.15 36-1 1 -42.99 45.57 -71.37 -303.60 -132.60 -89.47 -53.67 0.03 36-1 6 -4.48 84.11 -11.32 283.60 -94.71 76.71 -49.10 0.18 36-1 11 -150.10 64.01 54.84 -11.10 -81.75 -180.70 -31.72 0.13 37-1 1 18.07 80.88 -30.19 59.60 50.02 -14.09 83.32 0.13 37-1 6 11.61 31.68 54.52 54.33 -11.26 19.57 -7.06 0.07 37-1 11 -12.98 -32.26 73.45 -137.70 50.69 -38.49 43.81 0.00 37-2 1 0.49 -40.98 -95.13 -132.10 40.46 -25.87 2.86 0.00 37-2 6 -3.35 25.85 -10.58 47.17 18.18 -4.59 8.43 0.01 37-2 11 -0.66 15.24 29.22 11.91 25.67 -12.15 25.63 0.00 38-1 1 18.50 -18.03 25.21 44.29 -49.07 -26.77 -13.43 0.00 38-1 6 -15.71 16.30 -44.02 60.26 -9.57 -24.67 -5.43 0.02 38-1 11 21.82 -31.83 45.03 -155.50 -2.20 56.02 -11.81 0.00 38-2 1 -16.22 -25.59 -60.41 -232.40 -9.29 29.97 -2.48 0.00 38-2 6 -10.62 92.97 -32.92 275.30 11.07 -11.58 6.73 0.06 38-2 11 16.10 23.66 73.61 39.60 -38.90 2.78 -21.03 0.01 39-1 1 -1.46 7.83 -5.76 0.41 5.59 1.46 3.28 0.00 39-1 6 -0.17 12.20 2.72 13.69 3.63 -1.30 1.96 0.00 39-1 11 0.57 1.15 18.15 -16.63 -6.28 -1.43 5.29 0.00 40-1 1 -1.04 -2.46 -7.04 -0.84 6.76 -13.28 1.18 0.00 40-1 6 -1.64 -3.69 0.55 12.61 -5.05 -15.98 0.24 0.01 Vail's Front Door Garage Lid Design Strip Forces ID Section Min P I.P. Shear (Kips) Min P Axial (Kips) Min P Vertical Kos) Min P Bending (kip-ft) Min P Torsion (kip-ft) Min P Dphm. Bending Min P Twist (kip- ft Min P Deflection inches 27-3 6 9.14 -14.98 -12.35 6.58 -8.90 -2.35 -5.59 0.09 27-3 11 4.72 -5.59 -1.03 23.18 -49.56 -7.47 -31.89 0.10 28-1 1 25.22 34.64 -69.25 22.45 8.13 -17.40 2.85 0.00 28-1 6 0.85 94.43 44.84 179.50 -37.96 -10.49 -22.41 0.02 28-1 11 125.70 -174.50 129.40 -509.50 62.76 11.23 -66.41 0.02 29-1 1 8.32 7.54 -39.07 11.41 34.35 -33.19 19.53 0.00 29-1 6 3.35 49.38 17.60 163.90 0.97 6.03 1.12 0.04 29-1 11 0.80 -223.90 204.10 -1086.00 -4.67 -0.30 -12.58 0.00 30-1 1 20.13 -175.40 -242.00 -997.70 157.80 12.91 78.24 0.01 30-1 6 3.63 67.88 -22.12 329.80 17.84 -28.59 8.40 0.09 30-1 11 -34.80 -177.20 250.00 -983.50 -41.47 0.11 -35.75 0.02 31-1 1 -32.54 65.37 -94.13 -196.90 58.37 43.92 38.52 0.05 31-1 6 3.00 47.21 7.99 299.50 72.41 -7.06 38.61 0.17 31-1 11 137.70 1.41 83.06 -243.40 169.70 144.40 75.94 0.16 31-2 1 -65.60 -33.75 -5.95 -239.40 3.31 47.61 0.53 0.17 31-2 6 1.52 10.85 -32.19 50.64 -41.44 -34.76 -22.56 0.14 31-2 11 2.33 32.13 13.60 100.60 31.04 0.35 30.68 0.09 32-1 1 -59.52 2.89 -17.22 -27.57 -11.98 95.88 5.08 0.07 32-1 6 3.04 19.92 9.75 81.28 -37.77 -12.74 -21.69 0.05 32-1 11 18.68 -48.61 130.30 -373.80 -105.60 28.92 -57.49 0.00 32-2 1 -9.13 -99.82 -97.50 -294.90 13.94 22.21 9.39 0.00 32-2 6 4.71 0.11 -15.56 -3.80 716.70 0.25 -8.62 0.00 32-2 11 -3.66 3.87 12.60 7.71 -31.15 7.80 -19.33 0.00 33-1 1 1.68 16.94 -80.01 32.55 71.58 -10.63 27.40 0.01 33-1 6 -2.29 88.03 29.42 290.90 -1837 -20.67 -9.75 0.06 33-1 11 -61.73 -278.00 287.10 -1346.00 -135.90 -35.31 -81.64 0.01 34-1 1 123.40 -241.50 -342.50 -1404.00 -180.90 -143.10 -95.38 0.02 34-1 6 1.53 24.04 -17.96 259.90 8.84 25.98 4.68 0.16 34-1 11 -27.52 67.49 33.99 60.76 -7.21 -43.37 -5.07 0.17 35-1 1 90.36 110.40 30.28 -29.50 -543.90 248.60 -1.75 0.17 35-1 6 4.60 -8.49 3.06 10.13 -20.24 243.20 2.88 0.20 35-1 11 4.26 -48.92 12.12 67.92 158.50 355.00 35.75 0.24 36-1 1 -19.63 28.40 -41.58 -173.40 -74.58 -55.06 -30.42 0.02 36-1 6 -2.92 49.09 -6.30 165.40 -57.04 43.60 -29.62 0.11 36-1 11 -89.99 36.92 32.74 -11.09 -51.84 -105.20 -21.14 0.08 37-1 1 10.61 48.85 -18.03 35.78 36.18 -6.44 55.99 0.08 37-1 6 6.07 18.12 33.06 30.88 -5.85 12.37 -3.74 0.04 37-1 11 -19.73 -53.13 122.80 -228.60 83.88 -63.08 72.79 0.01 37-2 1 3.12 -67.37 -158.40 -220.10 67.62 -42.43 4.83 0.00 37-2 6 -2.34 15.20 -6.38 27.99 10.68 -2.70 4.95 0.01 37-2 11 7.60 9.01 17.44 7.10 15.10 7.47 15.15 0.00 38-1 1 29.44 -30.09 42.18 74.35 -81.91 -43.00 -22.27 0.00 38-1 6 -9.77 9.92 -26.28 35.70 -3.90 -14.65 -2.27 0.01 38-1 11 33.71 -52.56 75.03 -260.70 -6.96 91.96 -20.77 0.00 38-2 1 -24.86 -42.84 -101.60 -392.70 -12.11 46.70 -2.71 0.01 38-2 6 -6.02 55.30 -19.41 162.00 4.99 -6.80 3.17 0.04 38-2 11 9.24 13.88 43.53 23.67 -24.66 1.60 -13.26 0.00 39-1 1 -0.91 4.56 -3.36 0.23 3.24 0.92 1.90 0.00 39-1 6 -0.14 7.12 1.58 7.98 2.10 -0.74 1.13 0.00 39-1 11 0.36 0.73 10.56 -9.68 -3.64 -0.77 3.07 0.00 40-1 1 -1.23 -4.25 -12.17 -1.47 11.65 23.55 2.03 0.00 40-1 6 -2.35 -6.43 0.93 21.80 -8.62 -27.28 0.40 0.01 Vail's Front Door Garage Lid Design Strip Forces ID Section 27-3 6 27-3 11 28-1 1 28-1 6 28-1 11 29-1 1 29-1 6 29-1 11 30-1 1 30-1 6 30-1 11 31-1 1 31-1 6 31-1 11 31-2 1 31-2 6 31-2 11 32-1 1 32-1 6 32-1 11 32-2 1 32-2 6 32-2 11 33-1 1 33-1 6 33-1 11 34-1 1 34-1 6 34-1 11 35-1 1 35-1 6 35-1 11 36-1 1 36-1 6 36-1 11 37-1 1 37-1 6 37-1 11 37-2 1 37-2 6 37-2 11 38-1 1 38-1 6 38-1 11 38-2 1 38-2 6 38-2 11 39-1 1 39-1 6 39-1 11 40-1 1 40-1 6 Vail's Front Door Garage Lid Design Strip Forces ID Section Max M I.P Shear (Kips) . Max M Axial (Kips) Max M Vertical (Kips) Max M Bending (kip-ft) Max M Torsion (kip-ft) Max M Max M Dphm. Twist (kip Bending ft Max M - Deflection inches 40-1 11 0.00 -0.01 -1.83 -0.92 1.05 -0.20 -0.25 0.00 41-1 1 -9.63 1.00 -1.28 3.96 3.89 -2.01 0.28 0.00 41-1 6 -5.90 2.24 4.75 4.93 7.95 -5.06 0.08 0.00 41-1 11 -3.03 -1.65 -10.54 3.20 -50.41 2.87 0.43 0.00 42-1 1 2.01 26.21 -38.44 17.21 -10.76 -0.08 -5.66 0.01 42-1 6 3.22 76.37 10.61 150.50 3.72 13.68 0.78 0.05 42-1 11 -1.58 0.09 35.81 -51.92 -1.28 -5.69 14.98 0.00 43-1 1 -41.67 0.52 -18.16 8.41 -35.86 3.17 -2.00 0.01 43-1 6 -38.59 5.58 -1.22 28.88 14.98 -29.87 -0.35 0.04 43-1 11 -27.60 21.71 4.66 14.58 -112.90 -135.60 -1.68 0.06 44-1 1 29.62 8.29 -32.19 16.66 105.20 -101.00 1.53 0.02 44-1 6 24.6.1 14.43 -22.01 90.40 -84.00 -85.64 :0.94 0.09 44-1 11 -4.44 35.39 -5.47 108.50 139.30 -162.80 -4.65 0.14 45-1 1 2.72 -2.15 -12.35 5.43 19.26 -9.04 -1.27 0.01 45-1 6 -5.30 -8.39 4.44 30.72 -5.64 -8.34 -1.79 0.04 45-1 11 -5.89 -3.52 3.16 -21.60 -64.13 -39.19 -1.82 0.01 45-2 1 0.97 -9.31 -7.11 -8.04 12.30 39.48 -1.12 0.01 45-2 6 9.73 -11.09 -0.23 19.16 -1.00 -11.02 0.78 0.02 45-2 11 3.20 -7.07 8.46 -24.81 -19.98 -13.04 0.72 0.00 46-1 1 -5.66 2.06 -10.21 -19.00 -9.77 -52.24 -0.82 0.02 46-1 6 -3.00 -41.02 -6.34 71.92 -41.90 -319.10 -3.19 0.14 46-1 11 13.14 2.09 19.02 -60.23 66.90 -162.50 •3.37 0.03 47-1 1 -7.90 16.21 -10.38 3.07 -66.24 59.24 -3.11 0.07 47-1 6 -22.11 -3.84 7.50 98.12 -51.77 -188.90 -4.31 0.19 47-1 11 -20.69 4.39 75.57 -148.00 1060.00 -84.15 8.43 0.04 47-2 1 -17.60 -15.48 -17.05 -47.51 -14.35 -41.66 -1.52 0.04 47-2 6 -20.58 -270.80 -12.10 146.50 -34.72 384.10 -8.30 0.37 47-2 11 -3.50 -81.12 12.84 -10.41 -4.42 127.60 1.75 0.09 47-3 1 1.09 -9.45 -2.03 -9.80 13.03 32.65 2.06 0.07 47-3 6 2.56 52.04 0.69 -13.34 1.05 -92.88 1.01 0.06 47-3 11 3.39 5.42 3.35 -14.04 -21.71 -54.28 =1.16 0.05 47-4 1 13.12 -48.38 -10.52 -10.81 -12.18 6.27 -1.16 0.06 47-4 6 25.81 -230.10 3.80 100.70 5.42 424.60 0.61 0.29 47-4 11 -14.29 17.69 -18.38 -27.07 -396.00 -171.90 -37.01 0.07 48-1 1 -1.05 -13.40 -31.98 -94.15 81.27 -6.05 11.58 0.00 48-1 6 35.85 -67.39 -19.66 58.52 85.42 -87.73 27.04 0.13 48-1 11 42.55 -111.90 22.75 14.83 52.14 -566.90 12.41 0.17 48-2 1 -55.01 -128.50 -24.12 12.52 0.99 -692.80 4.86 0.17 48-2 6 -53.99 -125.30 6.70 73.42 -50.01 -651.50 -13.65 0.19 48-2 11 -13.48 -14.80 24.76 -39.66 -39.69 -73.86 -9.03 0.06 48-3 1 -21.00 17.62 -19.19 -35.20 -34.66 195.30 -8.83 0.06 48-3 6 -28.45 17.96 -5.57 18.06 -0.84 281.80 -4.49 0.07 48-3 11 -17.35 22.49 14.87 -42.47 -27.22 113.30 5.99 0.04 48-4 1 -7.01 6.71 -15.47 -19.12 44.09 -108.20 4.60 0.04 48-4 6 37.60 -49.57 -13.94 54.67 12.85 -455.30 10.65 0.11 48-4 11 77.29 -105.20 31.72 -45.27 -176.60 -1254.00 9.72 0.08 48-5 1 -75.17 -82.27 -22.09 -15.21 -69.80 -218.00 -10.18 0.07 48-5 6 -47.64 -52.67 0.16 30.05 -49.32 -359.40 -18.54 0.07 48-5 11 -26.63 25.24 15.96 -40.61 -84.21 83.58 -1.53 0.02 48-6 1 30.85 41.57 -26.03 -65.02 53.96 240.10 0.41 0.02 48-6 6 7.22 -7.26 -8.72 35.59 27.77 -139.70 4.93 0.07 48-6 11 -57.75 49.37 11.46 -14.41 60.69 -620.90 2.16 0.06 Vail's Front Door Garage Lid Design Strip Forces ID Section Min M I.P. Shear (Kips) Min M Axial (Kips) Min M Vertical (Kips) Min M Bending (kip-ft) Min M Torsion (kip-ft) Min M Dphm. Bending Min M Twist (kip- ft Min M Deflection inches 40-1 11 0.00 -0.06 -3.19 -1.60 1.81 -0.38 -0.42 0.01 41-1 1 -3.84 0.29 -0.16 1.09 1.09 -0.79 0.07 0.00 41-1 6 -2.65 0.64 1.39 1.23 2.21 -2.13 0.02 0.00 41-1 11 -1.46 -0.71 -3.33 0.97 -14.99 0.55 0.15 0.00 42-1 1 0.98 15.39 -22.61 10.09 -6.30 0.10 -3.33 0.00 42-1 6 1.67 44.77 6.24 88.41 2.05 8.01 0.41 0.03 42-1 11 -2.94 0.07 61.01 -88.51 -2.31 -9.89 25.71 0.00 43-1 1 -14.32 0.18 -5.02 2.31 -10.15 1.46 -0.57 0.00 43-1 6 -13.53 1.70 -0.87 8.76 3.72 -8.94 -0.13 0.01 43-1 11 -10.60 6.62 -0.08 7.69 -34.92 -43.22 -0.49 0.02 44-1 1 6.70 2.42 -9.26 4.81 30.20 -28.66 0.45 0.01 44-1 6 . 5.17 4.37 -7.14 27.41 -23.89 -27.67 -0.28 0.03 44-1 11 -3.99 10.78 -3.54 38.04 41.12 -53.22 -1.39 0.04 45-1 1 0.71 -1.19 -7.03 3.19 10.60 -0.72 -0.73 0.00 45-1 6 -4.16 -5.53 2.55 17.76 -3.32 -3.03 -1.04 0.02 45-1 11 . -7.54 -3.95 5.79 -37.82 -109.10 -67.52 -3.09 0.02 45-2 1 4.43 -13.08 -12.34 -14.12 20.97 63.18 -1.91 0.02 45-2 6 2.96 -8.46 -0.14 11.15 -0.35 -9.15 , 0.46 0.01 45-2 11 13.75 -8.72 15.36 -44.41 -33.87 1.32 1.23 0.00 46-1 1 -10.72 5.91 -42.24 -82.55 -44.47 -174.80 -2.91 0.08 46-1 6 -4.24 -11.89 -1.45 17.77 -10.79 -106.60 -0.83 0.04 46-1 11 . 53.97 2.29 71.87 -217.10 241.40 -454.40 -10.30 0.10 47-1 1 -5.73 28.99 -29.75 -23.36 -139.40 114.50 -6.18 0.14 47-1 6 -9.72 -0.22 2.70 24.55 -15.30 -62.03 -1.20 0.05 47-1 11 -60.03 13.74 248.20 -507.30 3427.00 -278.80 29.15 0.13 47-2 1 -19.96 -63.02 -70.20 -197.30 -91.00 -63.67 -6.78 0.16 47-2 6 -14.12 -80.86 -3.21 38.64 -9.15 63.91 -2.34 0.10 47-2 11 -41.47 -207.80 47.84 -64.88 -2.74 185.00 3.03 0.28 47-3 1 53.61 -24.44 -15.44 -57.67 26.76 5.65 5.43 0.26 47-3 6 6.91 162.30 1.67 -32.16 1.21 -242.00 2.19 0.24 47-3 11 -38.56 7.09 19.50 -63.73 -63.71 -177.10 -5.13 0.21 47-4 1 71.97 -174.00 -41.55 -37.41 -54.64 142.60 -6.49 0.24 47-4 6 9.02 -62.80 0.71 23.66 -1.43 43.11 -0.38 0.08 47-4 11 0.98 32.59 -14.65 -93.10 -1019.00 -661.70 -82.76 0.20 48-1 1 5.59 -16.92 -58.45 -182.50 155.80 26.61 23.99 0.00 48-1 6 11.00 -31.19 -9.36 35.26 34.22 -30.32 9.70 0.06 48-1 11 32.38 -53.62 27.78 -16.76 17.45 -233.30 5.43 0.11 48-2 1 -46.00 -63.80 -28.37 -22.40 8.60 -289.90 2.89 0.12 48-2 6 -21.54 -52.22 2.07 34.96 -16.19 -231.00 -4.27 0.09 48-2 11 -53.05 -24.56 46.92 -77.13 -112.70 -184.10 -27.62 0.13 48-3 1 -35.21 80.84 -31.44 -73.13 -111.50 684.80 -27.29 0.11 48-3 6 -36.73 99.90 -5.04 -8.99 -11.78 880.00 -7.94 0.07 48-3 11 -43.65 90.75 23.71 -84.97 3.49 525.90 21.76 0.07 48-4 1 4.32 19.56 -29.43 -37.90 125.90 -257.70 19.17 0.09 48-4 6 10.61 -20.28 -6.10 24.97 -5.04 -165.80 2.15 0.05 48-4 11 67.30 -69.59 40.29 -81.57 -248.10 -650.90 11.19 0.05 48-5 1 -50.82 -49.85 -29.37 -47.69 -39.14 5.87 -5.43 0.04 48-5 6 -12.72 -18.75 -2.73 14.67 -12.25 -87.30 -5.43 0.03 48-5 11 -92.07 72.91 34.53 -97.81 -194.60 242.60 -13.12 0.03 48-6 1 60.29 152.90 -50.02 -142.70 78.45 907.20 -6.12 0.02 48-6 6 2.85 58.51 -10.70 21.92 40.92 161.20 5.18 0.04 48-6 11 -33.64 2.75 17.69 -25.09 25.99 -658.40 0.21 0.07 Vail's Front Door Garage Lid Design Strip Forces ID Section Max V I.P. Shear (Kips) Max V Axial (Kips) Max V Vertical (Kips) Max V Bending (kip-ft) Max V Torsion (kip-ft) Max V Dphm. Bending Max V Twist (kip- ft Max V Deflection inches 40-1 11 0.00 -0.01 -1.83 -0.92 1.05 -0.20 -0.25 0.00 41-1 1 -3.84 0.29 -0.16 1.09 1.09 -0.79 0.07 0.00 41-1 6 -5.90 2.24 4.75 4.93 7.95 -5.06 0.08 0.00 41-1 11 -1.46 -0.71 -3.33 0.97 -14.99 0.55 0.15 0.00 42-1 1 0.98 15.39 -22.61 10.09 -6.30 0.10 -3.33 0.00 42-1 6 3.22 76.37 10.61 150.50 3.72 13.68 0.78 0.05 42-1 11 -2.94 0.07 61.01 -88.51 -2.31 -9.89 25.71 0.00 43-1 1 -14.32 0.18 -5.02 2.31 -10.15 1.46 -0.57 0.00 43-1 6 -13.53 1.70 -0.87 8.76 3.72 -8.94 -0.13 0.01 43-1 11 -25.04 19.75 4.78 12.12 -102.70 -122.90 -1.54 0.06 44-1 1 6.70 2.42 -9.26 4.81 30.20 -28.66 0.45 0.01 44-1 6 5.17 4.37 -7.14 27.41 -23.89 -27.67 -0.28 0.03 44-1 11 -3.99 10.78 -3.54 38.04 41.12 -53.22 -1.39 0.04 45-1 1 0.71 -1.19 -7.03 3.19 10.60 -0.72 -0.73 0.00 45-1 6 -5.30 -8.39 4.44 30.72 -5.64 -8.34 -1.79 0.04 45-1 11 -7.54 -3.95 5.79 -37.82 -109.10 -67.52 -3.09 0.02 45-2 1 0.97 -9.31 -7.11 -8.04 12.30 39.48 -1.12 0.01 45-2 6 4.20 -9.25 -0.02 12.58 0.07 -9.92 0.55 0.01 45-2 11 13.75 -8.72 15.36 -44.41 -33.87 1.32 1.23 0.00 46-1 1 -5.66 2.06 -10.21 -19.00 -9.77 -52.24 -0.82 0.02 46-1 6 -4.24 -11.89 -1.45 17.77 -10.79 -106.60 -0.83 0.04 46-1 11 53.97 2.29 71.87 -217.10 241.40 -454.40 -10.30 0.10 47-1 1 -5.08 10.42 -6.67 1.97 -42.59 38.08 -2.00 0.05 47-1 6 -22.11 -3.84 7.50 98.12 -51.77 -188.90 -4.31 0.19 47-1 11 -60.03 13.74 248.20 -507.30 3427.00 -278.80 29.15 0.13 47-2 1 -17.60 -15.48 -17.05 -47.51 -14.35 -41.66 -1.52 0.04 47-2 6 -14.12 -80.86 -3.21 38.64 -9.15 63.91 -2.34 0.10 47-2 11 -40.46 -216.20 48.56 -64.58 -1.95 219.10 3.63 0.29 47-3 1 -1.80 -13.89 -1.75 -9.91 24.97 32.88 3.90 0.08 47-3 6 6.91 162.30 1.67 -32.16 1.21 -242.00 2.19 0.24 47-3 11 -40.73 6.29 19.61 -62.84 -56.59 -159.30 -4.26 0.21 47-4 1 13.12 -48.38 -10.52 -10.81 -12.18 6.27 -1.16 0.06 47-4 6 23.24 -223.90 4.06 99.90 6.30 397.80 0.58 0.28 47-4 11 2.93 26.45 -8.01 -88.90 -940.70 -649.60 -83.64 0.18 48-1 1 -1.05 -13.40 -31.98 -94.15 81.27 -6.05 11.58 0.00 48-1 6 11.00 -31.19 -9.36 35.26 34.22 -30.32 9.70 0.06 48-1 11 34.44 -63.09 29.37 -14.62 23.87 -280.90 6.71 0.13 48-2 1 -31.51 -48.33 -19.37 -13.20 4.72 -225.60 2.15 0.08 48-2 6 -53.99 -125.30 6.70 73.42 -50.01 -651.50 -13.65 0.19 48-2 11 -53.05 -24.56 46.92 -77.13 -112.70 -184.10 -27.62 0.13 48-3 1 -21.00 17.62 -19.19 -35.20 -34.66 195.30 -8.83 0.06 48-3 6 -20.62 16.35 -3.82 10.99 -1.37 229.40 -3.38 0.05 48-3 11 -43.65 90.75 23.71 -84.97 3.49 525.90 21.76 0.07 48-4 1 -7.01 6.71 -15.47 -19.12 44.09 -108.20 4.60 0.04 48-4 6 10.61 -20.28 -6.10 24.97 -5.04 -165.80 2.15 0.05 48-4 11 91.72 -120.10 40.35 -62.75 -229.80 -1393.00 12.11 0.09 48-5 1 -32.67 -32.04 -18.88 -30.66 -25.16 3.77 -3.49 0.03 48-5 6 -43.41 -46.42 1.07 25.16 -45.24 -330.30 -16.73 0.06 48-5 11 -92.07 72.91 34.53 -97.81 -194.60 242.60 -13.12 0.03 48-6 1 30.85 41.57 -26.03 -65.02 53.96 240.10 0.41 0.02 48-6 6 4.64 -4.67 -5.61 22.88 17.85 -89.81 3.17 0.04 48-6 11 -33.64 2.75 17.69 -25.09 25.99 -658.40 0.21 0.07 Vail's Front Door Garage Lid Design Strip Forces ID Section Min V I.P. Shear (Kips) Min V Axial (Kips) Min V Min V Vertical Bending (Kips) (kip-ft) Min V Torsion (kip-ft) Min V Dphm. Bending Min V Twist (kip- ft Min V Deflection inches 40-1 11 0.00 -0.06 -3.19 -1.60 1.81 -0.38 -0.42 0.01 41-1 1 -9.63 1.00 -1.28 3.96 3.89 -2.01 0.28 0.00 41-1 6 -2.65 0.64 1.39 1.23 2.21 -2.13 0.02 0.00 41-1 11 -3.03 -1.65 -10.54 3.20 -50.41 2.8 7 0.43 0.00 42-1 1 2.01 26.21 -38.44 17.21 -10.76 -0.08 -5.66 0.01 42-1 6 1.67 44.77 6.24 88.41 2.05 8.01 0.41 0.03 42-1 11 -1.58 0.09 35.81 -51.92 -1.28 -5.69 14.98 0.00 43-1 1 -41.67 0.52 -18.16 8.41 -35.86 3.17 -2.00 0.01 43-1 6 -21.04 2.64 -1.35 13.63 5.79 -13.90 -0.20 0.02 43-1 11 -14.87 9.88 -0.29 11.78 -51.88 -64.28 -0.73 0.03 44-1 1 29.62 8.29 -32.19 16.66 105.20 -101.00 1.53 0.02 44.-1 6 24.61 14.43 -22.01 90.40 -84.00 -85.64 -0.94 0.09 44-1 11 -6.20 16.77 -5.51 59.18 63.97 -82.79 -2.16 0.06 45-1 1 2.72 -2.15 -12.35 5.43 19.26 -9.04 -1.27 0.01 45-1 6 -4.16 -5.53 2.55 17.76 -3.32 -3.03 -1.04 0.02 45,1 11 -5.89 -3.52 3.16 -21.60 -64.13 -39.19 -1.82 0.01 45-2 1 4.43 -13.08 -12.34 -14.12 20.97 63.18 -1.91 0.02 45-2 6 3.36 -12.36 -0.33 15.92 -0.96 -13.45 0.63 0.01 45-2 11 3.20 -7.07 8.46 -24.81 -19.98 -13.04 0.72 0.00 46-1 1 -10.72 5.91 -42.24 -82.55 -44.47 -174.80 -2.91 0.08 46-1 6 -3.00 -41.02 -6.34 71.92 -41.90 -319.10 -3.19 0.14 46-1 11 13.14 2.09 19.02 -60.23 66.90 -162.50 -3.37 0.03 47-1 1 -7.42 32.46 -31.97 -22.70 -153.60 127.20 -6.85 0.16 47-1 6 -9.72 -0.22 2.70 24.55 -15.30 -62.03 -1.20 0.05 47-1 11 -20.69 4.39 75.57 -148.00 1060.00 -84.15 8.43 0.04 47-2 1 -19.96 -63.02 -70.20 -197.30 -91.00 -63.67 -6.78 0.16 47-2 6 -20.58 -270.80 -12.10 146.50 -34.72 384.10 -8.30 0.37 47-2 11 -5.19 -67.12 11.63 -10.92 -5.75 70.78 0.76 0.08 47`3 1 55.34 -21.77 -15.61 -57.60 19.60 5.51 4.32 0.26 47-3 6 2.56 52.04 0.69 -13.34 1.05 -92.88 1.01 0.06 47=3 11 7.00 6.77 3.16 -15.52 -33.56 -83.91 -2.60 0.06 47-4 1 71.97 -174.00 -41.55 -37.41 -54.64 142.60 -6.49 0.24 47-4 6 13.31 -73.22 0.27 25.01 -2.89 87.78 -0.34 0.10 47-4 11 -17.54 27.92 -29.45 -34.07 -526.20 -191.90 -35.54 0.10 48-1 1 5.59 -16.92 -58.45 -182.50 155.80 26.61 23.99 0.00 48-1 6 35.85 -67.39 -19.66 58.52 85.42 -87.73 27.04 0.13 48-1 11 22.14 -40.56 18.88 -9.40 15.35 -180.60 4.32 0.08 48-2 1 -49.01 -75.18 -30.13 -20.53 7.34 -351.00 3.34 0.13 48-2 6 -21.54 -52.22 2.07 34.96 -16.19 -231.00 -4.27 0.09 48-2 11 -13.48 -14.80 24.76 -39.66 -39.69 -73.86 -9.03 0.06 48-3 1 -35.21 80.84 -31.44 -73.13 -111.50 684.80 -27.29 0.11 48-3 6 -41.43 100.90 -6.09 -4.74 -11.46 911.40 -8.60 0.09 48-3 11 -17.35 22.49 14.87 -42.47 -27.22 113.30 5.99 0.04 48-4 1 4.32 19.56 -29.43 -37.90 125.90 -257.70 19.17 0.09 48-4 6 37.60 -49.57 -13.94 54.67 12.85 -455.30 10.65 0.11 48-4 11 43.27 -44.74 25.90 -52.44 -159.50 -418.50 7.19 0.03 48-5 1 -50.82 -49.85 -29.37 -47.69 -39.14 5.87 -5.43 0.04 48-5 6 -19.79 -29.16 -4.24 22.82 -19.05 -135.80 -8.45 0.05 48-5 11 -26.63 25.24 15.96 -40.61 -84.21 83.58 -1.53 0.02 48-6 1 60.29 152.90 -50.02 -142.70 78.45 907.20 -6.12 0.02 48-6 6 4.39 56.96 -12.56 29.55 46.87 131.20 6.23 0.06 48-6 11 -21.62 1.76 11.37 -16.13 16.71 -423.20 0.13 0.05 Vail's Front Door Garage Lid Design Strip Forces ID Section Max P I.P. Shear (Kips) Max P Axial (Kips) Max P Vertical (Kips) Max P Bending (kip-ft) Max P Torsion (kip-ft) Max P Dphm. Bending Max P Twist (kip- ft Max P Deflection inches 40-1 11 0.00 0.00 -2.01 -1.00 1.13 -0.23 -0.28 0.00 41-1 1 -9.63 1.00 -1.28 3.96 3.89 -2.01 0.28 0.00 41-1 6 -5.43 2.26 4.69 4.85 7.86 -4.69 0.08 0.00 41-1 11 -1.46 -0.71 -3.33 0.97 -14.99 0.55 0.15 0.00 42-1 1 2.01 26.21 -38.44 17.21 -10.76 -0.08 -5.66 0.01 42-1 6 3.22 76.37 10.61 150.50 3.72 13.68 0.78 0.05 42-1 11 -2.45 0.14 55.71 -80.77 -1.99 -8.85 23.31 0.00 43-1 1 -41.67 0.52 -18.16 8.41 -35.86 3.17 -2.00 0.01 43-1 6 -38.59 5.58 -1.22 28.88 14.98 -29.87 -0.35 0.04 43-1 11 -27.60 21.71 4.66 14.58 -112.90 -135.60 -1.68 0.06 44-1 1 29.62 8.29 -32.19 16.66 105.20 -101.00 1.53 0.02 44-1 6 24.61 14.43 -22.01 90.40 -84.00 -85.64 -0.94 0.09 44-1 11 -4.44 35.39 -5.47 108.50 139.30 -162.80 -4.65 0.14 45-1 1 0.71 -1.19 -7.03 3.19 10.60 -0.72 -0.73 0.00 45-1 6 -4.16 -5.53 2.55 17.76 -3.32 -3.03 -1.04 0.02 45-1 11 -5.57 -2.77 4.74 -30.62 -87.74 -54.45 -2.49 0.02 45-2 1 0.97 -9.31 -7.11 -8.04 12.30 39.48 -1.12 0.01 45-2 6 8.74 -8.27 -0.18 15.44 -0.89 -7.97 0.62 0.01 45-2 11 12.68 -6.36 12.54 -36.15 -27.20 5.67 0.99 0.00 46-1 1 -9.91 5.92 -41.63 -81.34 -43.79 -173.80 -2.88 0.08 46-1 6 -4.24 -11.89 -1.45 17.77 -10.79 -106.60 -0.83 0.04 46-1 11 21.04 3.64 27.90 -88.67 98.58 -237.50 -5.02 0.05 47-1 1 -7.42 32.46 -31.97 -22.70 -153.60 127.20 -6.85 0.16 47-1 6 -13.73 1.27 3.16 25.98 -15.48 -99.58 -1.23 0.05 47-1 11 -60.03 13.74 248.20 507.30 3427.00 -278.80 29.15 0.13 47-2 1 -17.60 -15.48 -17.05 -47.51 -14.35 -41.66 -1.52 0.04 47-2 6 -14.12 -80.86 -3.21 38.64 -9.15 63.91 -2.34 0.10 47-2 11 -5.19 -67.12 11.63 -10.92 -5.75 70.78 0.76 0.08 47-3 1 1.09 -9.45 -2.03 -9.80 13.03 32.65 2.06 0.07 47-3 6 6.91 162.30 1.67 -32.16 1.21 -242.00 2.19 0.24 47-3 11 5.27 8.44 5.20 -21.84 -33.77 -84.44 -1.80 0.08 47-4 1 13.12 -48.38 -10.52 -10.81 -12.18 6.27 -1.16 0.06 47-4 6 9.02 -62.80 0.71 23.66 -1.43 43.11 -0.38 0.08 47-4 11 3.79 32.83 -15.16 -88.29 -965.00 -616.40 -69.53 0.19 48-1 1 5.94 -12.45 -47.79 -151.10 128.80 28.63 20.13 0.00 48-1 6 11.00 -31.19 -9.36 35.26 34.22 -30.32 9.70 0.06 48-1 11 22.14 -40.56 18.88 -9.40 15.35 -180.60 4.32 0.08 48-2 1 -31.51 -48.33 -19.37 -13.20 4.72 -225.60 2.15 0.08 48-2 6 -21.54 -52.22 2.07 34.96 -16.19 -231.00 -4.27 0.09 48-2 11 -13.48 -14.80 24.76 -39.66 -39.69 -73.86 -9.03 0.06 48-3 1 -35.21 80.84 -31.44 -73.13 -111.50 684.80 -27.29 0.11 48-3 6 -41.43 100.90 -6.09 -4.74 -11.46 911.40 -8.60 0.09 48-3 11 -43.65 90.75 23.71 -84.97 3.49 525.90 21.76 0.07 48-4 1 4.32 19.56 -29.43 -37.90 125.90 -257.70 19.17 0.09 48-4 6 10.61 -20.28 -6.10 24.97 -5.04 -165.80 2.15 0.05 48-4 11 43.27 -44.74 25.90 -52.44 -159.50 -418.50 7.19 0.03 48-5 1 -32.67 -32.04 -18.88 -30.66 -25.16 3.77 -3.49 0.03 48-5 6 -12.72 -18.75 -2.73 14.67 -12.25 -87.30 -5.43 0.03 48-5 11 -92.07 72.91 34.53 -97.81 -194.60 242.60 -13.12 0.03 48-6 1 60.29 152.90 -50.02 -142.70 78.45 907.20 -6.12 0.02 48-6 6 3.20 59.75 -11.20 23.23 42.43 163.10 5.45 0.05 48-6 11 -59.89 50.36 12.02 -14.99 63.18 -654.20 2.24 0.06 Vail's Front Door Garage Lid Design Strip Forces ID Section Min P I.P. Shear (Kips) Min P Min P Min P Min P Axial Vertical Bending Torsion (Kips) (Kips) I(kip-ft) (kip-ft) Min P Dphm. Bendin Min P Twist (kip- ft Min P Deflection inches 40-1 11 0.00 -0.07 -3.09 -1.54 1.76 -0.36 -0.40 0.00 41-1 1 -3.84 0.29 -0.16 1.09 1.09 -0.79 0.07 0.00 41-1 6 -3.43 0.62 1.49 1.35 2.37 -2.76 0.03 0.00 41-1 11 -3.03 -1.65 -10.54 3.20 -50.41 2.87 0.43 0.00 42-1 1 n QA 1 f; AQ -99 Al in no _a qn n 1 n _q III n nn 42-1 6 1.67 44.77 6.24 88.41 2.05 8.01 0.41 0.03 42-1 11 -2.41 0.04 49.08 -71.21 -1.88 -8.00 20.72 0.00 43-1 1 -14.32 0.18 -5.02 2.31 -10.15 1.46 -0.57 0.00 43-1 6 -13.53 1.70 -0.87 8.76 3.72 -8.94 -0.13 0.01 43-1 11 -10.60 6.62 -0.08 7.69 -34.92 -43.22 -0.49 0.02 44-1 1 6.70 2.42 -9.26 4.81 30.20 -28.66 0.45 0.01 44-1 6 5.17 4.37 -7.14 27.41 -23.89 -27.67 -0.28 0.03 44-1 11 -3.99 10.78 -3.54 38.04 41.12 -53.22 -1.39 0.04 45-1 1 2.72 -2.15 -12.35 5.43 19.26 -9.04 -1.27 0.01 45-1 6 -6.46 -8.61 3.97 27.63 -5.17 -4.71 -1.62 0.04 45-1 11 -9.16 -5.47 4.91 -33.60 -99.75 -60.96 -2.83 0.02 45-2 1 1.51 -14.48 -11.06 -12.51 19.13 61.41 -1.75 0.02 45-2 6 4.60 -13.15 -0.21 17.35 -0.54 -14.23 0.72 0.02 45-2 11 4.97 -11.00 13.16 -38.59 -31.09 -20.29 1.12 0.00 46-1 1 -7.03 2.04 -11.22 -21.02 -10.91 -53.94 -0.87 0.02 46-1 6 -3.00 -41.02 -6.34 71.92 -41.90 -319.10 -3.19 0.14 46-1 11 49.22 1.36 . 66.55 -200.10 222.40 -409.40 -9.30 O.a9 47-1 1 -5.08 10.42 -6.67 1.97 -42.59 38.08 -2.00 0.05 47-1 6 -19.70 -4.74 7.23 97.26 -51.67 -166.40 -4.30 0.19 47-1 11 -20.69 4.39 75.57 -148.00 1060.00 -84.15 8.43 0.04 47-2 1 -19.96 -63.02 -70.20 -197.30 -91.00 -63.67 -6.78 0.16 47-2 6 -20.58 -270.80 -12.10 146.50 -34.72 384.10 -8.30 0.37 47-2 11 -40.46 -216.20 48.56 -64.58 -1.95 219.10 3.63 0.29 47-3 1 53.61 -24.44 -15.44 -57.67 26.76 5.65 5.43 0.26 47-3 6 2.56 52.04 0.69 -13.34 1.05 -92.88 1.01 0.06 47-3 11 -39.69 5.28 18.38 -59.05 -56.47 -159.00 -4.74 0.20 47-4 1 71.97 -174.00 -41.55 -37.41 -54.64 142.60 -6.49 0.24 47-4 6 25.81 -230.10 3.80 100.70 5.42 424.60 0.61 0.29 47-4 11 -18.98 17.28 -17.53 -35.09 -485.80 -247.20 -59.05 0.08 48-1 1 -1.63 -20.85 -49.75 -146.40 126.40 -9.41 18.01 0.00 48-1 6 35.85 -67.39 -19.66 58.52 85.42 -87.73 27.04 0.13 48-1 11 48.69 -119.80 28.10 10.42 53.40 -598.50 13.08 0.19 48-2 1 -63.71 -137.80 -29.52 7.00 3.32 -731.40 5.31 0.19 48-2 6 -53.99 -125.30 6.70 73.42 -50.01 -651.50 -13.65 0.19 48-2 11 -53.05 -24.56 46.92 -77.13 -112.70 -184.10 -27.62 0.13 48-3 1 -21.00 17.62 -19.19 -35.20 -34.66 195.30 -8.83 0.06 48-3 6 -20.62 16.35 -3.82 10.99 -1.37 229.40 -3.38 0.05 48-3 11 -17.35 22.49 14.87 -42.47 -27.22 113.30 5.99 0.04 48-4 1 -7.01 6.71 -15.47 -19.12 44.09 -108.20 4.60 0.04 48-4 6 37.60 -49.57 -13.94 54.67 12.85 -455.30 10.65 0.11 48-4 11 91.72 -120.10 40.35 -62.75 -229.80 -1393.00 12.11 0.09 48-5 1 -86.06 -92.96 -28.39 -25.43 -78.19 -216.70 -11.34 0.08 48-5 6 -47.64 -52.67 0.16 30.05 -49.32 -359.40 -18.54 0.07 48-5 11 -26.63 25.24 15.96 -40.61 -84.21 83.58 -1.53 0.02 48-6 1 30.85 41.57 -26.03 -65.02 53.96 240.10 0.41 0.02 48-6 6 6.64 -9.32 -7.87 33.40 25.25 -142.90 4.48 0.06 48-6 11 -30.08 1.10 16.77 -24.12 21.83 -602.70 0.07 0.07 Vail's Front Door Garage Lid Design Strip Forces ID Section 40-1 11 41-1 1 41-1 6 41-1 11 42-1 1 42-1 6 42-1 11 43-1 1 43-1 6 43-1 11 44-1 1 44-1 6 44-1 11 45-1 1 45-1 6 45-1 11 45-2 1 45-2 6 45-2 11 46-1 1 46-1 6 46-1 11 47-1 1 47-1 6 47-1 11 47-2 1 47-2 6 47-2 11 47-3 1 47-3 6 47-3 11 47-4 1 47-4 6 47-4 11 48-1 1 48-1 6 48-1 11 48-2 1 48-2 6 48-2 11 48-3 1 48-3 6 48-3 11 48-4 1 48-4 6 48-4 11 48-5 1 48-5 6 48-5 11 48-6 1 48-6 6 48-6 11 Vail's Front Door Garage Lid Design Strip Forces ID Section Max M I.P Shear (Kips) . Max M Axial (Kips) Max M Vertical (Kips) Max M Bending (kip-ft) Max M Torsion (kip-ft) Max M Dphm. Bending Max M Twist (kip- ft Max M Deflection inches 49-1 1 -17.18 -1.57 -2.26 -6.49 -1.02 28.02 -0.77 0.02 49-1 6 -26.25 -27.75 -4.71 5.32 -1.28 -4.35 -1.39 0.13 49-1 11 -0.26 -51.09 -0.17 13.51 -2.49 27.17 -1.26 0.18 49-2 1 -0.41 -73.38 -4.69 10.68 -1.86 29.99 -0.23 0.19 49-2 6 34.12 -82.34 0.91 17.52 -1.46 43.35 0.17 0.21 49-2 11 -12.70 -35.66 5.62 14.36 189.70 80.58 154.10 0.20 50-1 1 -4.45 -1.01 -4.00 -11.53 -4.61 3.98 -3.23 0.03 50-1 6 -1.65 6.32 -1.38 21.70 -5.59 -9.99 -2.80 0.14 50-1 11 2.54 3.04 2.73 -5.04 1.32 1.77 1.08 0.04 51-1 1 -1.81 0.66 -4.65 -16.89 -2.72 0.79 -0.94 0.03 51-1 6 8.10 -4.42 -3.13 41.92 -0.70 18.31 -2.66 021 51-1 11 -3.06 3.69 3.48 -2.43 -1.46 -0.07 -0.79 0.07 52-1 1 12.31 10.19 -42.79 -42.34 -19.89 42.19 -13.83 0.01 52-1 6 -5.60 209.80 3.05 563.80 -9.53 38.51 -9.77 0.19 52-1 11 -2.51 -27.85 82.10 -385.60 19.33 -1.20 9.82 0.00 52-2 1 0.73 -31.32 -79.14 -378.20 -2.78 -3.88 -2.37 0.00 52-2 6 4.76 203.00 -3.40 519.40 31.45 -2.24 11.15 0.15 52-2 11 -2.06 -11.41 82.94 -170.10 -136.80 26.75 43.99 0.00 53-1 1 9.90 21.41 -75.17 -186.60 -73.53 -14.14 -17.46 0.01 53-1 6 45.11 341.30 46.76 929.70 16.31 -27.04 -2.18 0.26 53-1 11 -4.72 -41.95 129.20 -530.20 47.55 -2.41 17.97 0.00 53-2 1 1.08 -45.16 -114.90 -520.80 -16.19 1.36 -7.25 0.00 53-2 6 -31.38 231.00 -32.65 739.50 77.16 -23.11 43.33 0.20 53-2 11 24.55 -39.69 148.40 -409.90 -225.30 64.42 -94.90 0.00 53-3 1 -31.94 -82.76 -111.90 -368.10 57.06 65.08 14.15 0.00 53-3 6 30.44 7.57 -27.01 390.00 -101.60 -88.68 -61.00 0.04 53-3 11 -5.25 -66.02 139.60 -377.50 3.11 -26.85 4.73 0.00 53-4 1 -2.61 -60.16 -148.80 -379.40 91.08 -9.07 41.60 0.00 53-4 6 21.13 124.90 -44.06 439.50 9.42 -9.50: -7.09 0.09 53-4 11 -5.13 -116.20 118.50 -271.10 -113.50 -4.91 15.58 0.01 53-5 1 -1.73 -118.90 -205.90 -720.10 -174.10 41.31 13.33 0.01 53-5 6 65.93 248.30 -22.00 835.40 -9.72 182.70 -23.98 0.28 53-5 11 45.36 37.19 192.00 -668.40 110.90 -77.69 -3.05 0.02 53-6 1 79.94 -99.17 -58.50 -302.00 -220.50 -37.88 -120.30 0.01 53-6 6 94.07 -91.19 -57.39 -222.00 -202.40 107.30 -80.23 0.00 53-6 11 -40.64 -5.58 -72.10 -62.56 -73.40 7.82 -29.78 0.00 54-1 1 0.74 -12.78 -13.66 -31.49 21.86 -9.79 5.10 0.06 54-1 6 1.47 -24.58 -7.51 68.35 -7.67 -1177.00 3.92 0.26 54-1 11 -0.91 -21.61 8.21 -25.07 -68.60 -57.52 -5.32 0.05 54-2 1 -18.73 -40.75 -5.32 -0.88 1.68 158.10 -1.96 0.05 54-2 6 -33.94 -114.40 4.53 42.12 -38.92 607.00 0.30 0.16 54-2 11 -20.58 -134.60 2.95 29.10 -47.23 824.30 3.26 0.15 54-3 1 8.58 0.48 -13.17 8.30 67.97 8.25 43.31 0.15 54-3 6 -26.56 -5.15 6.19 16.23 53.39 -50.23 26.95 0.11 54-3 11 -10.74 -27.32 8.45 -51.29 -26.09 -6.06 -18.85 0.04 55-1 1 9.23 0.85 -8.37 3.47 -172.30 31.11 0.56 0.01 55-1 6 -38.74 9.14 -5.35 50.51 -102.10 68.24 -14.97 0.09 55-1 11 -63.44 23.55 20.11 -27.21 -7.86 -202.10 -1.18 0.06 55-2 1 71.41 45.90 -9.71 -33.37 -70.07 -31.47 2.57 0.07 55-2 6 18.71 6.78 -22.46 74.18 -167.90 133.30 0.29 0.15 55-2 11 -2.63 3.26 22.04 -31.98 1.00 34.41 1.48 0.01 56-1 1 6.53 -0.85 -9.65 -10.51 48.15 -3.96 7.50 0.00 Vail's Front Door Garage Lid Design Strip Forces ID Section Min M I.P. Shear (Kips) Min M Axial (Kips) Min M Vertical (Kips) Min M Bending (kip-ft) Min M Torsion (kip-ft) Min M Dphm. Bending Min M Twist (kip- ft Min M Deflection inches 49-1 1 -54.02 -4.29 -8.11 -22.89 -3.24 87.16 -2.86 0.07 49-1 6 -8.66 -9.20 -1.41 1.52 -0.32 -1.12 -0.39 0.04 49-1 11 -1.01 -17.02 -0.34 4.68 -0.84 8.47 -0.32 0.06 49-2 1 -0.53 -24.47 -1.23 3.62 -0.48 10.22 -0.04 0.06 49-2 6 9.56 -27.52 0.12 5.53 -0.39 13.55 0.04 0.07 49-2 11 -3.86 -12.31 1.59 7.80 53.16 24.94 42.90 0.06 50-1 1 -13.49 -1.91 -13.53 -41.03 -11.83 15.58 -8.71 0.08 50-1 6 -0.70 2.33 -0.55 6.90 -1.85 -3.00 -0.92 0.04 50-1 11 9.46 6.71 9.86 -22.29 2.04 10.29 2.10 0.14 51-1 1 -5.26 -1.00 -15.18 -56.87 -10.71 1.01 -4.03 0.10 51-1 6 2.53 -0.72 -0.98 13.64 -0.16 6.72 -0.81 0.07 51-1 11 -7.02 12.83 11.65 -14.27 -1.67 0.31 -1.09 0.22 52-1 1 51.45 29.85 -136.90 -140.30 -103.00 122.60 -68.55 0.04 52-1 6 -2.16 64.94 1.29 179.70 -0.76 9.97 -1.79 0.06 52-1 11 -8.13 -83.64 265.00 -1246.00 85.19 -17.35 42.29 0.01 52-2 1 5.59 -95.04 -255.60 -1225.00 -29.42 -25.41 -17.78 0.00 52-2 6 2.18 63.65 -1.32 164.80 2.52 -2.85 -0.29 0.05 52-2 11 -9.89 -13.61 244.00 -509.00 -350.70 79.29 142.30 0.01 53-1 1 7.44 71.35 -251.80 -592.00 -70.36 2.17 15.74 0.03 53-1 6 13.37 112.10 15.68 287.60 22.24 -0.20 5.78 0.08 53-1 11 -6.94 -160.30 409.00 -1731.00 26.81 20.00 3.81 0.01 53-2 1 -0.54 -164.90 -378.90 -1715.00 21.96 . 20.43 7.29 0.01 53-2 6 -5.59 62.97 -8.80 191.10 24.68 4.63 15.97 0.05 53-2 11 62.08 -111.50 454.70 -1151.00 -538.20 158.10 -248.40 0.02 53-3 1 -95.52 -270.00 -255.20 -1049.00 143.60 192.20 41.48 0.00 53-3 6 6.52 32.33 -5.59 210.10 -41.07 -43.95 -25.08 0.03 53-3 11 -4.11 -167.30 299.20 -861.70 -50.36 -57.21 -21.24 0.00 53-4 1 -3.99 -142.30 -348.50 -892.40 217.20 -10.08 102.00 0.01 53-4 6 1.72 24.49 -8.89 146.40 14.60 • -3.58 1.68 0.03 53-4 11 6.22 -165.70 330.40 -459.50 -254.00 -38.51 13.53 0.03 53-5 1 -4.66 -226.50 -393.20 -1478.00 -323.10 - 31.73 35.55 0.02 53-5 6 37.57 149.90 -9.20 498.10 1.27 111.70 -9.19 0.17 53-5 11 74.74 61.51 312.70 -1084.00 166.30 -124.30 -10.37 0.04 53-6 1 131.40 -161.80 -94.15 -491.30 -367.60 -58.56 -200.80 0.02 53-6 6 155.10 -149.40 -92.58 -362.90 -337.10 179.10 -134.30 0.01 53-6 11 -67.26 -9.15 -117.30 -102.40 -122.00 13.78 -50.20 0.00 54-1 1 -6.34 -36.19 -55.75 -134.40 47.93 -54.52 15.88 0.19 54-1 6 0.19 -10.75 -1.81 14.97 -1.27 -352.80 1.36 0.08 54-1 11 6.66 -55.85 36.97 -111.00 -216.30 -170.80 -17.33 0.17 54-2 1 -63.38 -92.44 -23.18 -19.63 -16.41 573.80 -6.75 0.17 54-2 6 -9.06 -48.03 2.43 13.04 -5.57 160.80 0.41 0.05 54-2 11 -4.10 -54.92 2.16 5.76 -6.20 236.90 1.30 0.05 54-3 1 2.76 -10.95 -3.33 0.52 24.92 2.48 15.97 0.05 54-3 6 -8.55 -14.58 3.58 -10.38 18.43 -17.47 8.83 0.04 54-3 11 -27.75 -69.21 23.44 -135.10 -63.33 -17.19 -45.18 0.09 55-1 1 4.19 0.08 -5.93 1.96 -89.86 14.49 0.27 0.00 55-1 6 -19.79 5.86 -4.08 29.97 -62.84 33.66 -9.32 0.05 55-1 11 -122.60 37.88 36.59 -57.47 -8.53 -375.10 -1.52 0.10 55-2 1 134.40 83.93 -16.75 -66.55 -149.30 -34.18 3.86 0.10 55-2 6 8.89 1.79 -12.92 42.03 -105.50 65.53 0.13 0.09 55-2 11 -6.53 9.95 40.30 -56.42 -15.17 79.86 2.37 0.01 56-1 1 9.81 -1.06 -16.12 -16.85 78.73 -5.66 12.06 0.00 Vail's Front Door Garage Lid Design Strip Forces ID 1 Section Max V I.P. Shear (Kips) Max V Axial (Kips) Max V Vertical (Kips) Max V Bending I(kip-ft) Max V Torsion (kip-ft) Max V Dphm. Bending Max V Twist (kip- ft Max V Deflection inches 49-1 1 -17.18 -1.57 -2.26 -6.49 -1.02 28.02 -0.77 0.02 49-1 6 -8.66 -9.20 -1.41 1.52 -0.32 -1.12 -0.39 0.04 49-1 11 -0.15 -46.35 -0.05 12.13 -2.24 24.54 -1.17 0.16 49-2 1 -0.53 -24.47 -1.23 3.62 -0.48 10.22 -0.04 0.06 49-2 6 34.12 -82.34 0.91 17.52 -1.46 43.35 0.17 0.21 49-2 11 -12.70 -35.66 5.62 14.36 189.70 80.58 154.10 0.20 50-1 1 -4.45 -1.01 -4.00 -11.53 -4.61 3.98 -3.23 0.03 50-1 6 -0.70 2.33 -0.55 6.90 -1.85 -3.00 -0.92 0.04 50-1 11 9.46 6.71 9.86 -22.29 2.04 10.29 2.10 0.14 51-1 1 -1.81 0.66 -4.65 -16.89 -2.72 0.79 -0.94 0.03 51-1 6 2.53 -0.72 -0.98 13.64 -0.16 6.72 -0.81 0.07 51-1 . 11 -7.02 12.83 11.65 -14.27 -1.67 0.31 -1.09 0.22 52-1 1 12.31 10.19 -42.79 -42.34 -19.89 42.19 -13.83 0.01 52-1 6 -5.60 209.80 3.05 563.80 -9.53 38.51 -9.77 0.19 52-1 11 -8.13 -83.64 265.00 -1246.00 85.19 -17.35 42.29 0.01 52-2. 1 0.73 -31.32 -79.14 -378.20 -2.78 -3.88 -2.37 0.00 52-2 6 2.32 64.94 -0.62 167.60 -3.20 -5.04 -3.28 0.05 52-2 11 -9.89 -13.61 244.00 -509.00 -350.70 79.29 142.30 0.01 53-1 1 9.90 21.41 -75.17 -186.60 -73.53 -14.14 -17.46 0.01 53-1 6 45.11 341.30 46.76 929.70 16.31 -27.04 -2.18 0.26 53-1 11 -6.94 -160.30 409.00 -1731.00 26.81 20.00 3.81 0.01 53-2. 1 1.08 -45.16 -114.90 -520.80 -16.19 1.36 -7.25 0.00 53-2 6 -5.59 62.97 -8.80 191.10 24.68 4.63 15.97 0.05 53-2 11 62.08 -111.50 454.70 -1151.00 -538.20 158.10 -248.40 0.02 53-3 1 -31.94 -82:76 -111.90 -368.10 57.06 65.08 14.15 0.00 53-3 6 6.52 32.33 -5.59 210.10 -41.07 -43.95 -25.08 0.03 53-3 11 -4.11 -167.30 299.20 -861.70 -50.36 -57.21 -21.24 0.00 53-4 1 -2.61 -60.16 -148.80 -379.40 91.08 -9.07 41.60 0.00 53-4 ' 6 1.72 24.49 -8.89 146.40 14.60 -3.58 1.68 0.03 53-4 11 6.22 -165.70 330.40 -459.50 -254.00 -38.51 13.53 0.03 53-5, 1 -1.73 -118.90 -205.90 -720.10 -174.10 41.31 13.33 0.01 53-5 6 37.57 149.90 -9.20 498.10 1.27 111.70 -9.19 0.17 53-5 11 74.74 61.51 312.70 -1084.00 166.30 -124.30 -10.37 0.04 53-6 1 79.94 -99.17 -58.50 -302.00 -220.50 -37.88 -120.30 0.01 53-6 6 94.07 -91.19 -57.39 -222.00 -202.40 107.30 -80.23 0.00 53-6 11 -40.64 -5.58 -72.10 -62.56 -73.40 7.82 -29.78 0.00 54-1 1 0.74 -12.78 -13.66 -31.49 21.86 -9.79 5.10 0.06 54-1 6 0.19 -10.75 -1.81 14.97 -1.27 -352.80 1.36 0.08 54-1 11 6.66 -55.85 36.97 -111.00 -216.30 -170.80 -17.33 0.17 54-2 1 -18.73 -40.75 -5.32 -0.88 1.68 158.10 -1.96 0.05 54-2 6 -29.89 -108.10 5.47 37.14 -33.42 527.00 0.44 0.14 54-2 11 -16.99 -126.50 4.43 20.42 -39.27 721.00 3.06 0.13 54-3 1 2.76 -10.95 -3.33 0.52 24.92 2.48 15.97 0.05 54-3 6 -26.58 -10.10 6.71 10.38 53.69 -50.63 26.93 0.11 54-3 11 -27.75 -69.21 23.44 -135.10 -63.33 -17.19 -45.18 0.09 55-1 1 4.19 0.08 -5.93 1.96 -89.86 14.49 0.27 0.00 55-1 6 -32.14 7.19 -3.99 40.52 -81.15 57.02 -11.87 0.07 55-1 11 -122.60 37.88 36.59 -57.47 -8.53 -375.10 -1.52 0.10 55-2 1 71.41 45.90 -9.71 -33.37 -70.07 -31.47 2.57 0.07 55-2 6 8.89 1.79 -12.92 42.03 -105.50 65.53 0.13 0.09 55-2 11 -6.53 9.95 40.30 -56.42 -15.17 79.86 2.37 0.01 561 1 6.53 -0.85 -9.65 -10.51 48.15 -3.96 7.50 0.00 Vail's Front Door Garage Lid Design Strip Forces ID Section Min V I.P. Shear (Kips) Min V Axial (Kips) Min V Vertical (Kips) Min V Bending (kip-ft) Min V Torsion (kip-ft) Min V Dphm. Bending Min V Twist (kip- ft Min V Deflection inches 49-1 1 -54.02 -4.29 -8.11 -22.89 -3.24 87.16 -2.86 0.07 49-1 6 -26.25 -27.75 -4.71 5.32 -1.28 -4.35 -1.39 0.13 49-1 11 -1.19 -24.93 -0.54 7.00 -1.25 12.85 -0.47 0.09 49-2 1 -0.41 -73.38 -4.69 10.68 -1.86 29.99 -0.23 0.19 49-2 6 9.56 -27.52 0.12 5.53 -0.39 13.55 0.04 0.07 49-2 11 -3.86 -12.31 1.59 7.80 53.16 24.94 42.90 0.06 50-1 1 -13.49 -1.91 -13.53 -41.03 -11.83 15.58 -8.71 0.08 50-1 6 -1.65 6.32 -1.38 21.70 -5.59 -9.99 -2.80 0.14 50-1 11 2.54 3.04 2.73 -5.04 1.32 1.77 1.08 0.04 51-1 1 -5.26 -1.00 -15.18 -56.87 -10.71 1.01 -4.03 0.10 51-1 6 8.10 -4.42 -3.13 41.92 -0.70 18.31 -2.66 0.21 51-1 11 -3.06 3.69 3.48 -2.43 -1.46 -0.07 -0.79 0.07 52-1 1 51.45 29.85 -136.90 -140.30 -103.00 122.60 -68.55 0.04 52-1 6 -2.16 64.94 1.29 179.70 -0.76 9.97 -1.79 0.06 52-1 11 -2.51 -27.85 82.10 -385.60 19.33 -1.20 9.82 0.00 52-2 1 5.59 -95.04 -255.60 .-1225.00 -29.42 -25.41 -17.78 0.00 52-2 6 4.67 202.20 -3.82 517.70 34.89 -0.92 12.94 0.15 52-2 11 -2.06 -11.41 82.94 -170.10 -136.80 26.75 43.99 0.00 53-1 1 7.44 71.35 -251.80 -592.00 -70.36 2.17 15.74 0.03 53-1 6 13.37 112.10 15.68 287.60 22.24 -0.20 5.78 0.08 53-1 11 -4.72 -41.95 129.20 -530.20 47.55 -2.41 17.97 0.00 53-2 1 -0.54 -164.90 -378.90 .-1715.00 21.96 " 20.43 7.29 0.01 53-2 6 -31.38 231.00 -32.65 739.50 77.16 -23.11 43.33 0.20 53-2 11 24.55 -39.69 148.40 -409.90 -225.30 64.42 -94.90 0.00 53-3 1 -95.52 -270.00 -255.20 -1049.00 143.60 192.20 41.48 0.00 53-3 6 30.44 7.57 -27.01 390.00 -101.60 -88.68 -61.00 0.04 53-3 11 -5.25 -66.02 139.60 -377.50 3.11 -26.85 4.73 0.00 53-4 1 -3.99 -142.30 -348.50 -892.40 217.20 -10.08 102.00 0.01 53-4 6 21.13 124.90 -44.06 439.50 9.42 -9.50 -7.09 0.09 53-4 11 -5.13 -116.20 118.50 -271.10 -113.50 -4.91 15.58 0.01 53-5 1 -4.66 -226.50 -393.20 -1478.00 -323.10 31.73 35.55 0.02 53-5 6 65.93 248.30 -22.00 835.40 -9.72 182.70 -23.98 0.28 53-5 11 45.36 37.19 192.00 -668.40 110.90 -77.69 -3.05 0.02 53-6 1 131.40 -161.80 -94.15 -491.30 -367.60 -58.56 -200.80 0.02 53-6 6 155.10 -149.40 -92.58 -362.90 -337.10 179.10 -134.30 0.01 53-6 11 -67.26 -9.15 -117.30 -102.40 -122.00 13.78 -50.20 0.00 54-1 1 -6.34 -36.19 -55.75 -134.40 47.93 -54.52 15.88 0.19 54-1 6 1.47 -24.58 -7.51 68.35 -7.67 -1177.00 3.92 0.26 54-1 11 -0.91 -21.61 8.21 -25.07 -68.60 -57.52 -5.32 0.05 54-2 1 -63.38 -92.44 -23.18 -19.63 -16.41 573.80 -6.75 0.17 54-2 6 -15.82 -58.62 0.86 21.33 -14.73 294.00 0.17 0.08 54-2 11 -10.09 -68.40 -0.31 20.23 -19.46 408.90 1.64 0.08 54-3 1 8.58 0.48 -13.17 8.30 67.97 8.25 43.31 0.15 54-3 6 -8.51 -6.32 2.71 -0.62 17.93 -16.81 8.86 0.04 54-3 11 -10.74 -27.32 8.45 -51.29 -26.09 -6.06 -18.85 0.04 55-1 1 6.51 0.12 -9.23 3.05 -139.80 22.55 0.41 0.01 55-1 6 -30.78 9.12 -6.35 46.62 -97.76 52.37 -14.49 0.08 55-1 11 -63.44 23.55 20.11 -27.21 -7.86 -202.10 -1.18 0.06 55-2 1 134.40 83.93 -16.75 -66.55 -149.30 -34.18 3.86 0.10 55-2 6 18.71 6.78 -22.46 74.18 -167.90 133.30 0.29 0.15 55-2 11 -2.63 3.26 22.04 -31.98 1.00 34.41 1.48 0.01 56-1 1 9.81 -1.06 -16.12 -16.85 78.73 -5.66 12.06 0.00 Vail's Front Door Garage Lid Design Strip Forces ID Section Max P I.P. Shear (Kips) Max P Axial (Kips) Max P Vertical (Kips) I Max P Bending (kip-ft) Max P Torsion (kip-ft) Max P Dphm. Bending Max P Twist (kip- ft I Max P Deflection (inches) 49-1 1 -17.18 -1.57 -2.26 -6.49 -1.02 28.02 -0.77 0.02 49-1 6 -8.66 -9.20 -1.41 1.52 -0.32 -1.12 -0.39 0.04 49-1 11 -1.01 -17.02 -0.34 4.68 -0.84 8.47 -0.32 0.06 49-2 1 -0.53 -24.47 -1.23 3.62 -0.48 10.22 -0.04 0.06 49-2 6 9.56 -27.52 0.12 5.53 -0.39 13.55 0.04 0.07 49-2 11, -3.86 -12.31 1.59 7.80 53.16 24.94 42.90 0.06 50-1 1 -4.45 -1.01 -4.00 -11.53 -4.61 3.98 -3.23 0.03 50-1 6 -1.62 6.44 -1.36 21.42 -5.52 -9.72 -2.77 0.13 50-1 11 9.37 6.81 9.74 -22.02 2.02 10.34 2.08 0.13 51-1 1 -2.49 1.19 -6.91 -25.00 -3.93 0.72 -1.35 0.05 51-1 6 3.82 -0.46 -1.47 20.21 -0.22 10.25 -1.19 0.10 51-1 11 -6.92 13.09 11.50 -14.10 -1.66 0.02 -1.07 0.21 52-1 1 51.45 29.85 -136.90 -140.30 -103.00 122.60 -68.55 0.04 52-1 6 -5.60 209.80 3.05 563.80 -9.53 38.51 -9.77 0.19 52-1 11 -2.51 -27.85 82.10 -385.60 19.33 -1.20 9.82 0.00 52-2 1 0.73 -31.32 -79.14 -378.20 -2.78 -3.88 -2.37 0.00 52-2 6 4.76 203.00 -3.40 519.40 31.45 -2.24 11.15 0.15 52-2 11 -2.87 -6.43 113.70 -242.10 -193.40 44.43 47.24 0.01 53-1 1 7.44 71.35 -251.80 -592.00 -70.36 2.17 15.74 0.03 53-1 6 45.11 341.30 46.76 929.70 16.31 -27.04 -2.18 0.26 53-1 11 -4.72 -41.95 129.20 -530.20 47.55 -2.41 17.97 0.00 53-2 1 1.08 -45.16 .-114.90 -520.80 -16.19 1.36 -7.25 0.00 53-2 6 -31.38 231.00 -32.65 739.50 77.16 -23.11 43.33 0.20 53-2 11 24.55 -39.69 148.40 -409.90 -225.30 64.42 -94.90 0.00 53-3 1 -31.94 -82.76 -111.90 -368.10 57.06 65.08 14.15 0.00 53-3 6 10.14 50.29 -8.69 326.80 -63.89 -68.37 -39.02 0.04 53-3 11 -5.25 -66.02 139.60 -377.50 3.11 -26.85 4.73 0.00 53-4 1 -2.61 -60.16 -148.80 -379.40 91.08 -9.07 41.60 0.00 53-4 6 21.13 124.90 -44.06 439.50 9.42 -9.50 -7.09 0.09 53-4 11 -5.13 -116.20 118.50 -271.10 -113.50 -4.91 15.58 0.01 53-5 1 -1.73 -118.90 •-205.90 -720.10 -174.10 41.31 13.33 0.01 53-5 6 65.93 248.30 -22.00 835.40 -9.72 182.70 -23.98 0.28 53-5 11 74.74 61.51 312.70 -1084.00 166.30 -124.30 -10.37 0.04 53-6 1 79.94 -99.17 -58.50 -302.00 -220.50 -37.88 -120.30 0.01 53-6 6 94.07 -91.19 -57.39 -222.00 -202.40 107.30 -80.23 0.00 53-6 11 -40.64 -5.58 -72.10 -62.56 -73.40 7.82 -29.78 0.00 54-1 1 0.74 -12.78 -13.66 -31.49 21.86 -9.79 5.10 0.06 54-1 6 0.19 -10.75 -1.81 14.97 -1.27 -352.80 1.36 0.08 54-1 11 -0.91 -21.61 8.21 -25.07 -68.60 -57.52 -5.32 0.05 54-2 1 -17.89 -35.06 -5.74 -1.87 -1.20 168.30 -2.12 0.05 54-2 6 -9.74 -41.73 1.29 13.45 -7.94 178.00 0.23 0.05 54-2 11 -5.55 -48.26 0.72 10.17 -10.04 252.70 1.15 0.05 54-3 1 4.45 0.56 -7.05 5.27 37.27 4.29 23.74 0.08 54-3 6 -13.20 -1.58 3.34 8.78 27.39 -25.48 13.81 0.06 54-3 11 -10.74 -27.32 8.45 -51.29 -26.09 -6.06 -18.85 0.04 55-1 1 9.23 0.85 -8.37 3.47 -172.30 31.11 0.56 0.01 55-1 6 -38.74 9.14 -5.35 50.51 -102.10 68.24 -14.97 0.09 55-1 11 -122.60 37.88 36.59 -57.47 -8.53 -375.10 -1.52 0.10 55-2 1 134.40 83.93 -16.75 -66.55 -149.30 -34.18 3.86 0.10 55-2 6 18.71 6.78 -22.46 74.18 -167.90 133.30 0.29 0.15 55-2 11 -6.53 9.95 40.30 -56.42 -15.17 79.86 2.37 0.01 56-1 1 7.63 -0.78 -12.91 -13.35 62.68 -4.34 9.56 0.00 Vail's Front Door Garage Lid Design Strip Forces ID Section Min P I.P. Shear (Kips) Min P Axial (Kips) Min P Vertical (Kips) I Min P Bending (kip-ft) Min P Torsion (kip-ft) Min P Dphm. Bending Min P Twist (kip- ft I Min P Deflection (inches) 49-1 1 -54.02 -4.29 -8.11 -22.89 -3.24 87.16 -2.86 0.07 49-1 6 -26.25 -27.75 -4.71 5.32 -1.28 -4.35 -1.39 0.13 49-1 11 -0.26 -51.09 -0.17 13.51 -2.49 27.17 -1.26 0.18 49-2 1 -0.41 -73.38 -4.69 10.68 -1.86 29.99 -0.23 0.19 49-2 6 34.12 -82.34 0.91 17.52 -1.46 43.35 0.17 0.21 49-2 11 -12.70 -35.66 5.62 14.36 189.70 80.58 154.10 0.20 50-1 1 -13.49 -1.91 -13.53 -41.03 -11.83 15.58 -8.71 0.08 50-1 6 -0.75 2.11 -0.58 7.35 -1.96 -3.46 -0.98 0.05 50-1 11 2.69 2.88 2.93 -5.50 1.34 1.67 1.13 0.05 51-1 1 -4.86 -1.32 -13.82 -52.01 -9.99 1.05 -3.78 0.09 51-1 6 7.33 -4.57 -2.84 37.98 -0.67 16.19 -2.43 0.19 51-1 11 -3.22 3.25 3.73 -2.72 -1.47 0.40 -0.81 0.07 52-1 1 12.31 10.19 -42.79 -42.34 -19.89 42.19 -13.83 0.01 52-1 6 -2.16 64.94 1.29 179.70 -0.76 9.97 -1.79 0.06 52-1 11 -8.13 -83.64 265.00 -1246.00 85.19 -17.35 42.29 0.01 52-2 1 5.59 -95.04 -255.60 -1225.00 -29.42 -25.41 -17.78 0.00 52-2 6 2.18 63.65 -1.32 164.80 2.52 -2.85 -0.29 0.05 52-2 11 -2.38 -22.73 98.27 -192.60 -156.20 23.93 65.17 0.00 53-1 1 9.90 21.41 -75.17 -186.60 -73.53 -14.14 -17.46 0.01 53-1 6 13.37 112.10 15.68 287.60 22.24 -0.20 5.78 0.08 53-1 11 -6.94 -160.30 409.00 -1731.00 26.81 20.00 3.81 0.01 53-2 1 -0.54 -164.90 -378.90 -1715.00 21.96 20.43 7.29 0.01 53-2 6 -5.59 62.97 -8.80 191.10 24.68 4.63 15.97 0.05 53-2 11 62.08 -111.50 454.70 -1151.00 -538.20 158.10 -248.40 0.02 53-3 1 -95.52 -270.00 -255.20 -1049.00 143.60 . 192.20 41.48 0.00 53-3 6 28.26 -3.21 -25.15 320.00 -87.90 -74.03 -52.64 0.03 53-3 11 -4.11 -167.30 299.20 -861.70 -50.36 -57.21 -21.24 0.00 53-4 1 -3.99 -142.30 -348.50 -892.40 217.20 -10.08 102.00 0.01 53-4 6 1.72 :24.49 -8.89 146.40 14.60 -3.58 1.68 0.03 53-4 11 -7.97 -180.70 184.30 -421.70 -176.50 -7.63 24.24 0.01 53-5 1 -4.66 -226.50 -393.20 -1478.00 -323.10 31.73 35.55 . 0.02 53-5 6 37.57 149.90 -9.20 498.10 1.27 111.70 -9.19 0.17 53-5 11 45.36 37.19 192.00 -668.40 110.90 -77.69 -3.05 0.02 53-6 1 131.40 -161.80 -94.15 -491.30 -367.60 -58.56 -200.80 0.02 53-6 6 155.10 -149.40 -92.58 -362.90 -337.10 179.10 -134.30 0.01 53-6 11 -67.26 -9.15 -117.30 -102.40 -122.00 13.78 -50.20 0.00 54-1 1 -6.34 -36.19 -55.75 -134.40 47.93 -54.52 15.88 0.19 54-1 6 1.47 -24.58 -7.51 68.35 -7.67 -1177.00 3.92 0.26 54-1 11 6.66 -55.85 36.97 -111.00 -216.30 -170.80 -17.33 0.17 54-2 1 -63.89 -95.86 -22.93 -19.03 -14.68 567.60 -6.65 0.17 54-2 6 -33.54 -118.20 5.22 41.87 -37.50 596.70 0.41 0.16 54-2 11 -19.71 -138.60 3.81 26.46 -44.92 814.80 3.35 0.15 54-3 1 2.76 -10.95 -3.33 0.52 24.92 2.48 15.97 0.05 54-3 6 -8.55 -14.58 3.58 -10.38 18.43 -17.47 8.83 0.04 54-3 11 -27.75 -69.21 23.44 -135.10 -63.33 -17.19 -45.18 0.09 55-1 1 4.19 0.08 -5.93 1.96 -89.86 14.49 0.27 0.00 55-1 6 -19.79 5.86 -4.08 29.97 -62.84 33.66 -9.32 0.05 55-1 11 -63.44 23.55 20.11 -27.21 -7.86 -202.10 -1.18 0.06 55-2 1 71.41 45.90 -9.71 -33.37 -70.07 -31.47 2.57 0.07 55-2 6 8.89 1.79 -12.92 42.03 -105.50 65.53 0.13 0.09 55-2 11 -2.63 3.26 22.04 -31.98 1.00 34.41 1.48 0.01 56-1 1 10.15 -1.32 -15.01 -16.34 74.90 -6.17 11.66 0.00 Vail's Front Door Garage Lid Design Strip Forces ID Section 49-1 1 49-1 6 49-1 11 49-2 1 49-2 6 49-2 11 50-1 1 50-1 6 50-1 11 51-1 1 51-1 6 51-1 11 52-1 1 52-1 6 52-1 11 52-2 1 52-2 6 52-2 11 53-1 1 53-1 6 53-1 11 53-2 1 53-2 6 53-2 11 53-3 1 53-3 6 53-3 11 53-4 1 53-4 6 53-4 11 53-5 1 53-5 6 53-5 11 53-6 1 53-6 6 53-6 11 54-1 1 54-1 6 54-1 11 54-2 1 54-2 6 54-2 11 54-3 1 54-3 6 54-3 11 55-1 1 55-1 6 55-1 11 55-2 1 55-2 6 55-2 11 56-1 1 Vail's Front Door Garage Lid Design Strip Forces ID Section Max M I.P. Shear (Kips) Max M Axial (Kips) Max M Vertical (Kips) Max M Bending ki -ft Max M Torsion (kip-ft) Max M Dphm. Bending Max M Twist (kip- ft Max M Deflection inches 56-1 6 26.03 -1.18 -4.21 16.93 22.20 11.93 10.17 0.02 56-1 11 45.68 -4.27 2.54 13.84 11.87 91.85 2.79 0.03 57-1 1 -43.62 -13.55 -2.39 11.37 -59.60 67.59 -15.43 0.03 57-1 6 -26.51 -1.10 8.32 14.16 -98.04 26.62 -19.93 0.02 57-1 11 -10.58 2.40 11.61 -12.74 -92.65 -4.00 -11.87 0.00 58-1 1 -25.84 -77.11 3.82 42.40 12.88 26.66 8.21 0.17 58-1 6 26.66 -55.12 17.04 28.57 -9.26 -255.80 9.54 0.13 58-1 11 33.18 -2.11 9.40 -25.41 -7.20 -47.13 0.84 0.02 59-1 1 -4.46 23.97 -28.25 -31.69 -0.06 -94.60 -16.02 0.05 59-1 6 -28.02 29.51 -8.98 -0.40 -31.15 -242.00 -0.16 0.06 59-1 11 111.80 -55.84 -10.81 32.86 -108.70 339.40 -12.47 0.13 60-1 1 55.75 10.22 -28.31 4.62 -179.90 -3.63 -26.51 0.10 60-1 6 5.38 -23.58 -3.88 18.87 1.32 -3.09 1.14 0.22 60-1 11 8.81 -5.21 4.34 -5.33 -1.56 9.86 -0.61 0.09 61-1 1 41.17 11.66 4.47 -19.17 -101.00 -14.10 -38.08 0.06 61-1 6 16.68 -23.26 -2.68 20.64 0.86 3.06 0.73 0.20 61-1 11 -5.80 -3.75 6.21 -7.01 2.20 -3.21 0.90 0.08 62-1 1 -16.04 2.91 8.32 -8.02 61.28 7.71 1.84 0.02 62-1 6 -7.88 11.50 1.14 2.17 37.51 -14.71 -2.59 0.05 62-1 11 7.71 23.16 0.22 -12.79 0.70 214.80 0.38 0.03 63-1 1 18.87 16.50 35.07 -25.65 -40.85 -23.81 -40.40 0.05 63-1 6 11.51 7.41 -3.99 7.06 2.12 13.36 1.42 0.13 63-1 11 -36.21 10.14 2.26 3.07 6.21 -33.13 2.91 0.12 64-1 1 23.78 5.20 -112.40 -130.10 316.90 -44.15 11.12 0.02 64-1 6 7.32 24.49 -2.42 1.96 -2.56 -4.59 -1.66 0.03 64-1 11 -10.00 30.39 0.42 5.27 -6.63 5.50 020 0.05 65-1 1 42.36 -19.44 -9.82 -24.02 -24.87 2.37 -5.71 0.02 65-1 6 4.37 -57.02 -0.93 27.75 -6.47 98.29 -4.46 0.09 65-1 11 -37.68 -9.16 6.40 -10.19 16.81 -26.96 2.98 0.04 66-1 1 6.26 -9.59 -8.22 -18.52 -3.39 -13.81 -1.04 0.04 66-1 6 14.17 -36.46 1.37 22.12 1.21 3.42 0.95 0.17 66-1 11 2.68 -8.28 9.60 -15.17 2.11 3.82 0.09 0.06 67-1 1 1.14 -6.82 -12.17 -25.03 6.57 -8.96 0.88 0.04 67-1 6 17.52 -34.93 2.60 22.22 2.94 -24.79 1.37 0.16 67-1 11 15.99 -7.76 7.45 -13.44 -5.84 15.67 -2.14 0.06 68-1 1 -49.13 0.97 -11.23 -24.68 46.37 39.73 3.85 0.02 68-1 6 34.53 4.94 7.43 20.89 3.59 -109.00 0.79 0.07 68-1 11 60.70 -5.98 15.55 -31.99 27.66 40.26 -4.58 0.03 69-1 1 84.31 41.11 5.63 30.40 12.22 -79.76 1.67 0.11 69-1 6 41.81 31.79 6.38 1.07 32.84 76.12 9.34 0.07 69-1 11 -49.05 13.98 160.00 -137.40 -720.40 -12.64 0.44 0.02 70-1 1 7.85 -18.52 -15.21 21.11 4.15 0.33 -0.32 0.18 70-1 6 -3.97 -41.89 9.64 7.02 -1.31 11.29 -0.08 0.15 70-1 11 -12.64 -16.36 11.32 -32.83 1.69 -10.31 0.87 0.04 71-1 1 -109.70 -8.39 0.09 28.84 -17.82 120.60 -1.96 0.16 71-1 6 -60.63 -23.01 9.27 9.58 -7.04 -102.90 -2.67 0.13 71-1 11 19.63 -9.51 9.59 -32.38 -0.69 1.74 -1.21 0.04 72-1 1 -10.72 -24.76 4.87 12.25 18.69 43.76 1.97 0.07 72-1 6 -1.15 27.92 9.86 1.95 6.75 -31.61 -2.19 0.07 72-1 11 23.13 50.73 -6.00 -4.91 -17.99 -42.47 -1.81 0.02 73-1 1 76.04 -4.38 10.45 10.42 -119.00 -176.70 -14.07 0.05 73-1 6 -19.00 1 1.- 23.53 2.07 0.34 -21.93 244.90 -6.75 0.05 Vail's Front Door Garage Lid Design Strip Forces ID Section Min M I.P. Shear (Kips) Min M Axial (Kips) Ve Mik Ki Min M Bending ki -ft Min M Torsion ki -ft Min M Dphm. Bendin Min M Twist (kip- Min M Deflection inches 56-1 6 16.71 -1.20 10.17 14.45 6.99 6.52 0.02 56-1 11 29.36 -2.75 l. 8.90 7.63 59.04 1.79 0.02 57-1 1 -28.04 -8.71 -1.54 7.31 -38.31 43.45 -9.92 0.02 57-1 6 -16.80 -1.15 5.11 8.46 -60.88 15.13 -12.56 0.01 57-1 11 -16.65 4.29 19.36 -20.57 -151.70 -4.97 -18.94 0.00 58-1 1 -8.57 -23.74 3.13 18.04 5.44 -2.92 2.86 0.06 58-1 6 10.68 -12.73 6.48 5.94 -3.06 -116.10 3.61 0.04 58-1 11 93.02 -11.56 31.81 -77.92 -15.53 -137.60 3.26 0.05 59-1 1 57.53 68.76 -51.89 -102.50 93.36 -322.70 -39.98 0.15 59-1 6 -18.89 91.79 -16.42 -10.68 -39.45 -498.80 4.15 0.09 59-1 11 40.31 -38.72 -3.87 15.02 -41.00 159.70 -4.92 0.06 60-1 1 96.56 12.56 -40.05 -7.56 -273.20 -7.01 -40.67 0.17 60-1 6 1.20 -10.33 -0.69 7.59 -0.07 -0.46 0.08 0.09 60-1 11 19.61 -7.00 11.70 -18.29 -4.61 21.30 -1.62 0.19 61-1 1 100.20 25.35 1.70 -56.48 -232.30 -32.93 -80.45 0.17 61-1 6 6.62 -10.24 -0.48 8.96 0.42 0.89 0.29 0.08 61-1 11 -14.41 -3.81 14.30 -19.97 7.57 -10.26 2.66 0.18 62-1 1 -45.63 6.61 23.24 -26.65 180.60 12.38 5.63 0.06 62-1 6 -4.71 9.04 0.09 -0.57 23.66 -5.42 -0.54 0.03 62-1 11 14.87 43.64 3.41 -29.96 -19.68 395.50 1.59 0.06 63-1 1 33.85 37.87 82.45 -78.99 -61.56 -58.86 -72.06 0.12 63-1 6 5.72 1.05 -1.15 3.96 0.99 4.72 0.63 0.06 63-1 11 -19.10 1.51 2.77 -2.43 4.35 -16.82 2.19 0.07 64-1 1 41.04 23.26 -320.90 -381.00 891.60 -95.09 62.68 0.05 64-1 6 8.49 51.49 -7.19 0.14 -5.58 -10.22 -4.84 0.05 64-1 11 -4.78 14.55 1.22 0.05 -2.49 6.47 1.10 0.03 65-1 1 101.90 -49.35 -24.66 -60.04 -51.53 4.46 -11.58 0.06 65-1 6 2.13 -22.81 -0.34 12.31 -2.34 41.01 -1.71 0.04 65-1 11 -91.31 -22.39 16.07 -25.44 31.28 -69.28 4.78 0.09 66-1 1 14.85 -22.83 -19.10 -42.93 -10.34 -32.87 -2.36 0.09 66-1 6 5.71 -15.37 0.52 10.84 -0.20 1.65 0.19 0.07 66-1 11 8.44 -18.29 18.39 -29.64 3.41 11.17 -0.16 0.15 67-1 1 2.19 -16.39 -30.94 -62.20 15.58 -20.04 1.64 0.09 67-1 6 6.81 -14.85 0.66 10.56 1.69 -10.25 0.61 0.07 67-1 11 40.89 -17.94 14.99 -28.07 -9.95 41.92 -4.26 0.15 68-1 1 -118.90 3.33 -22.72 -54.02 103.40 95.00 7.90 0.04 68-1 6 13.45 1.25 3.05 9.52 0.59 -45.63 0.28 0.03 68-1 11 146.00 -15.06 38.42 -80.15 73.20 96.76 -9.27 0.07 69-1 1 29.93 13.40 1.59 9.63 4.37 -23.04 0.91 0.04 69-1 6 21.01 13.48 3.72 -0.08 17.60 48.32 5.51 0.04 69-1 11 -108.80 43.51 392.90 -338.40 -1778.00 -29.01 1.39 0.05 70-1 1 1.50 -10.31 -5.28 5.45 0.59 3.74 0.01 0.07 70-1 6 -2.27 -18.67 2.88 3.77 -0.43 5.01 0.14 0.06 70-1 11 -33.71 -40.20 28.44 -86.46 3.02 -27.21 1.34 0.11 71-1 1 -40.33 -9.85 0.11 11.02 -3.95 44.80 -0.02 0.07 71-1 6 -20.05 -13.35 3.47 3.28 -0.78 -37.59 -0.03 0.05 71-1 11 28.01 -24.18 25.24 -85.54 -2.27 -17.78 -4.29 0.11 72-1 1 -6.89 -15.92 3.13 7.87 12.02 28.13 1.27 0.04 72-1 6 6.35 13.36 5.09 -1.86 4.73 -11.97 -0.42 0.03 72-1 11 29.11 98.64 -8.73 -15.18 -35.63 -98.10 -4.67 0.06 73-1 1 28.55 -11.69 4.70 5.96 -59.15 -76.91 -6.92 0.04 73-1 6 -11.68 51.81 2.16 -4.50 -25.65 336.30 -7.80 0.04 Vail's Front Door Garage Lid Design Strip Forces ID Section Max V I.P. Shear (Kips) Max V Axial (Kips) Max V Vertical Ki s Max V Bending (kip-ft) Max V Torsion (kip-ft) Max V Dphm. Bending Max V Twist (kip- ft Max V Deflection inches 56-1 6 16.71 -1.20 -2.74 10.17 14.45 6.99 6.52 0.02 56-1 11 47.19 -3.13 3.43 12.58 11.06 96.59 2.72 0.03 57-1 1 -28.04 -8.71 -1.54 7.31 -38.31 43.45 -9.92 0.02 57-1 6 -26.51 -1.10 8.32 14.16 -98.04 26.62 -19.93 0.02 57-1 11 -16.65 4.29 19.36 -20.57 -151.70 -4.97 -18.94 0.00 58-1 1 -13.33 -36.92 4.86 28.06 8.46 -4.54 4.45 0.09 58-1 6 27.35 -53.23 17.41 27.88 -8.97 -267.30 9.75 0.13 58-1 11 93.02 -11.56 31.81 -77.92 -15.53 -137.60 3.26 0.05 59-1 1 -4.46 23.97 -28.25 -31.69 -0.06 -94.60 -16.02 0.05 59-1 6 -18.85 23.23 -6.76 -0.62 -21.47 -180.50 0.17 0.04 59-1 11 40.31 -38.72 -3.87 15.02 -41.00 159.70 -4.92 0.06 60-1 1 40.25 6.79 -18.35 2.51 -128.70 -2.42 -20.65 0.07 60-1 6 1.20 -10.33 -0.69 7.59 -0.07 -0.46 0.08 0.09 60-1 11 20.27 -7.29 11.93 -18.18 -4.50 22.08 -1.59 0.20 61-1 1 46.92 12.37 7.15 -22.50 -114.00 -15.64 -44.73 0.07 61-1 6 9.68 -14.63 -0.21 13.55 0.40 0.83 0.30 0.12 61-1 11 -15.01 -3.76 14.45 -19.45 7.72 -10.47 2.73 0.18 62-1 1 -44.36 4.99 23.92 -25.71 181.50 9.50 5.67 0.06 62-1 6 -8.46 11.88 1.22 2.16 40.97 -17.57 -3.25 0.05 62-1 11 9.64 22.37 5.74 -27.60 -3.89 215.50 4.51 0.04 63-1 1 33.85 37.87 82.45 -78.99 -61.56 -58.86 -72.06 0.12 63-1 6 8.85 0.22 -1.06 6.11 1.44 5.88 0.93 0.08 63-1 11 -37.70 8.92 2.91 1.06 6.94 -34.73 3.29 0.13 64-1 1 23.78 5.20 -112.40 -130.10 316.90 -44.15 11.12 0.02 64-1 6 5.03 19.37 -2.29 1.19 -2.19 -3.43 -1.63 0.02 64-1 11 -4.78 14.55 1.22 0.05 -2.49 6.47 1.10 0.03 65-1 1 42.36 -19.44 -9.82 -24.02 -24.87 2.37 -5.71 0.02 65-1 6 2.13 -22.81 -0.34 12.31 -2.34 41.01 -1.71 0.04 65-1 11 -91.31 -22.39 16.07 -25.44 31.28 -69.28 4.78 0.09 66-1 1 6.26 -9.59 -8.22 -18.52 -3.39 -13.81 -1.04 0.04 66-1 6 13.44 -35.01 1.41 21.82 1.25 3.48 0.97 0.16 66-1 11 8.44 -18.29 18.39 -29.64 3.41 11.17 -0.16 0.15 67-1 1 1.14 -6.82 -12.17 -25.03 6.57 -8.96 0.88 0.04 67-1 6 16.74 -33.66 2.64 21.87 2.88 -23.78 1.35 0.15 67-1 11 40.89 -17.94 14.99 -28.07 -9.95 41.92 -4.26 0.15 68-1 1 -49.13 0.97 -11.23 -24.68 46.37 39.73 3.85 0.02 68-1 6 34.53 4.94 7.43 20.89 3.59 -109.00 0.79 0.07 68-1 11 146.00 -15.06 38.42 -80.15 73.20 96.76 -9.27 0.07 69-1 1 81.02 38.54 5.68 29.76 12.63 -77.90 1.79 0.10 69-1 6 45.32 33.36 7.04 0.86 36.18 83.77 10.40 0.07 69-1 11 -108.80 43.51 392.90 -338.40 -1778.00 -29.01 1.39 0.05 70-1 1 1.50 -10.31 -5.28 5.45 0.59 3.74 0.01 0.07 70-1 6 -3.97 -41.89 9.64 7.02 -1.31 11.29 -0.08 0.15 70-1 11 -33.71 -40.20 28.44 -86.46 3.02 -27.21 1.34 0.11 71-1 1 -54.23 -13.95 0.70 16.75 -6.63 60.92 -0.27 0.09 71-1 6 -60.63 -23.01 9.27 9.58 -7.04 -102.90 -2.67 0.13 71-1 11 28.01 -24.18 25.24 -85.54 -2.27 -17.78 -4.29 0.11 72-1 1 -10.72 -24.76 4.87 12.25 18.69 43.76 1.97 0.07 72-1 6 -1.12 29.29 10.25 1.44 7.27 -33.13 -2.16 0.07 72-1 11 19.22 44.07 -4.44 -5.36 -15.09 -37.94 -1.60 0.02 73-1 1 76.04 -4.38 10.45 10.42 -119.00 -176.70 -14.07 0.05 73-1 6 -15.29 55.91 2.48 -4.37 -29.43 379.20 -9.00 0.05 Vail's Front Door Garage Lid Design Strip Forces ID Section Min V I.P. Shear (Kips) Min V Axial (Kips) Min V Vertical (Kips) I Min V Bending (kip-ft) Min V Torsion (kip-ft) Min V Dphm. Bending Min V Twist (kip- ft I Min V Deflection (inches) 56-1 6 25.99 -1.86 -4.26 15.82 22.47 10.87 10.14 0.02 56-1 11 29.36 -2.75 1.63 8.90 7.63 59.04 1.79 0.02 57-1 1 -45.27 -12.87 -3.00 10.76 -59.80 74.92 -15.63 0.03 57-1 6 -16.80 -1.15 5.11 8.46 -60.88 15.13 -12.56 0.01 57-1 11 -10.58 2.40 11.61 -12.74 -92.65 -4.00 -11.87 0.00 58-1 1 -22.98 -69.20 2.78 36.38 11.07 27.63 7.26 0.15 58-1 6 9.52 -15.89 5.86 7.09 -3.54 -96.77 3.26 0.04 58-1 11 33.18 -2.11 9.40 -25.41 -7.20 -47.13 0.84 0.02 59-1 1 57.53 68.76 -51.89 -102.50 93.36 -322.70 -39.98 0.15 59-1 6 -24.39 95.56 -17.75 -10.55 -45.26 -535.70 3.95 0.10 59-1 11 111.80 -55.84 -10.81 32.86 -108.70 339.40 -12.47 0.13 60-1 1 105.90 14.61 -46.03 -6.29 -303.90 -7.73 -44.19 0.19 60-1 6 5.38 -23.58 -3.88 18.87 1.32 -3.09 1.14 0.22 60-1 11 7.70 -4.72 3.95 -5.50 -1.74 8.56 -0.67 0.08 61-1 1 96.76 24.92 0.09 -54.48 -224.40 -32.00 -76.46 0.16 61-1 6 14.84 -20.63 -2.85 17.89 0.87 3.10 0.73 0.18 61-1 11 -4.80 -3.84 5.96 -7.86 1.94 -2.86 0.78 0.07 62-1 1 -18.15 5.61 7.19 -9.60 59.72 12.50 1.78 0.02 62-1 6 -3.75 8.42 -0.06 -0.55 17.89 -0.65 0.55 0.02 62-1 11 13.71 44.11 0.10 -21.07 -16.92 395.10 -0.89 0.06 63-1 1 18.87 16.50 35.07 -25.65 -40.85 -23.81 -40.40 0.05 63-1 6 9.64 7.91 -4.04 5.77 1.85 12.66 1.23 0.12 63-1 11 -16.61 3.55 1.69 0.93 3.13 -14.14 1.56 0.06 64-1 1 41.04 23.26 -320.90 -381.00 891.60 -95.09 62.68 0.05 64-1 6 9.86 54.57 -7.27 0.60 -5.80 -10.91 -4.86 0.05 64-1 11 -10.00 30.39 0.42 5.27 -6.63 5.50 0.20 0.05 65-1 1 101.90 -49.35 -24.66 -60.04 -51.53 4.46 -11.58 0.06 65-1 6 4.37 -57.02 -0.93 27.75 -6.47 98.29 -4.46 0.09 65-1 11 -37.68 -9.16 6.40 -10.19 16.81 -26.96 2.98 0.04 66-1 1 14.85 -22.83 -19.10 -42.93 -10.34 -32.87 -2.36 0.09 66-1 6 6.93 -17.79 0.44 11.34 -0.26 1.55 0.17 0.08 66-1 11 2.68 -8.28 9.60 -15.17 2.11 3.82 0.09 0.06 67-1 1 2.19 -16.39 -30.94 -62.20 15.58 -20.04 1.64 0.09 67-1 6 8.12 -16.95 0.59 11.14 1.78 -11.94 0.64 0.08 67-1 11 15.99 -7.76 7.45 -13.44 -5.84 15.67 -2.14 0.06 68-1 1 -118.90 3.33 -22.72 -54.02 103.40 95.00 7.90 0.04 68-1 6 13.45 1.25 3.05 9.52 0.59 -45.63 0.28 0.03 68-1 11 60.70 -5.98 15.55 -31.99 27.66 40.26 -4.58 0.03 69-1 1 35.41 17.69 1.50 10.70 3.69 -26.15 0.71 0.05 69-1 6 15.17 10.85 2.62 0.28 12.02 35.58 3.74 0.03 69-1 11 -49.05 13.98 160.00 -137.40 -720.40 -12.64 0.44 0.02 70-1 1 7.85 -18.52 -15.21 21.11 4.15 0.33 -0.32 0.18 70-1 6 -2.27 -18.67 2.88 3.77 -0.43 5.01 0.14 0.06 70-1 11 -12.64 -16.36 11.32 -32.83 1.69 -10.31 0.87 0.04 71-1 1 -48.82 -11.21 -0.42 11.41 -3.45 53.56 0.23 0.08 71-1 6 -20.05 -13.35 3.47 3.28 -0.78 -37.59 -0.03 0.05 71-1 11 19.63 -9.51 9.59 -32.38 -0.69 1.74 -1.21 0.04 72-1 1 -28.89 -24.05 2.07 9.03 26.45 68.67 2.30 0.08 72-1 6 6.30 11.07 4.44 -1.02 3.87 -9.44 -0.46 0.03 72-1 11 31.45 102.60 -9.66 -14.91 -37.37 -100.80 -4.79 0.06 73-1 1 28.55 -11.69 4.70 5.96 -59.15 -76.91 -6.92 0.04 73-1 6 -12.97 16.70 1.53 0.13 -15.64 173.50 -4.75 0.03 Vail's Front Door Garage Lid Design Strip Forces ID Section Max P I.P. Shear (Kips) Max P Axial (Kips) Max P Vertical (Kips) I Max P Bending (kip-ft) Max P Torsion (ki -ft Max P Dphm. Bending Max P Twist (kip- ft I Max P Deflection (inches) 56-1 6 20.46 -0.78 -3.30 13.54 17.39 9.60 7.99 0.02 56-1 11 37.40 -2.21 2.89 9.62 8.52 76.91 2.12 0.03 57-1 1 -28.04 -8.71 -1.54 7.31 -38.31 43.45 -9.92 0.02 57-1 6 -20.91 -0.72 6.62 11.34 -77.74 21.58 -15.74 0.01 57-1 11 -16.65 4.29 19.36 -20.57 -151.70 -4.97 -18.94 0.00 58-1 1 -12.17 -21.91 3.64 19.10 8.31 -16.38 3.25 0.05 58-1 6 10.68 -12.73 6.48 5.94 -3.06 -116.10 3.61 0.04 58-1 11 40.83 3.16 10.29 -30.16 -9.02 -54.86 0.54 0.02 59-1 1 57.53 68.76 -51.89 -102.50 93.36 -322.70 -39.98 0.15 59-1 6 -24.39 95.56 -17.75 -10.55 -45.26 -535.70 3.95 0.10 59-1 11 40.31 -38.72 -3.87 15.02 -41.00 159.70 -4.92 0.06 60-1 1 105.90 14.61 -46.03 -6.29 -303.90 -7.73 -44.19 0.19 60-1 6 1.20 -10.33 -0.69 7.59 -0.07 -0.46 0.08 0.09 60-1 11 7.70 -4.72 3.95 -5.50 -1.74 8.56 -0.67 0.08 61-1 1 100.20 25.35 1.70 -56.48 -232.30 -32.93 -80.45 0.17 61-1 6 6.62 -10.24 -0.48 8.96 0.42 0.89 0.29 0.08 61-1 11 -14.01 -2.42 12.61 -16.32 7.23 -9.73 2.55 0.17 62-1 1 -41.55 7.27 19.79 -24.93 159.20 12.69 4.98 0.06 62-1 6 -8.89 13.44 1.16 2.05 42.58 -15.87 -2.71 0.06 62-1 11 15.42 46.85 2.15 -28.15 -18.51 423.40 0.67 0.07 63-1 1 33.85 37.87 82.45 -78.99 -61.56 -58.86 -72.06 0.12 63-1 6 9.64 7.91 -4.04 5.77 1.85 12.66 1.23 0.12 63-1 11 -36.21 10.14 2.26 3.07 6.21 -33.13 2.91 0.12 64-1 1 31.69 25.09 -305.00 -367.10 841.80 -81.92 62.56 0.04 64-1 6 9.86 54.57 -7.27 0.60 -5.80 -10.91 -4.86 0.05 64-1 11 -10.66 32.14 0.70 4.86 -6.86 6.78 0.51 0.06 65-1 1 42.36 -19.44 -9.82 -24.02 -24.87 2.37 -5.71 0.02 65-1 6 2.13 -22.81 -0.34 12.31 -2.34 41.01 -1.71 0.04 65-1 11 -37.68 -9.16 6.40 -10.19 16.81 -26.96 2.98 0.04 66-1 1 6.26 -9.59 -8.22 -18.52 -3.39 -13.81 -1.04 0.04 66-1 6 5.71 -15.37 0.52 10.84 -0.20 1.65 0.19 0.07 66-1 11 2.68 -8.28 9.60 -15.17 2.11 3.82 0.09 0.06 67-1 1 1.14 -6.82 -12.17 -25.03 6.57 -8.96 0.88 0.04 67-1 6 6.81 -14.85 0.66 10.56 1.69 -10.25 0.61 0.07 67-1 11 15.99 -7.76 7.45 -13.44 -5.84 15.67 -2.14 0.06 68-1 1 -109.00 3.51 -19.11 -47.36 90.85 87.74 6.37 0.04 68-1 6 30.88 5.06 6.55 18.36 3.74 -98.63 0.76 0.06 68-1 11 60.70 -5.98 15.55 -31.99 27.66 40.26 -4.58 0.03 69-1 1 84.31 41.11 5.63 30.40 12.22 -79.76 1.67 0.11 69-1 6 45.32 33.36 7.04 0.86 36.18 83.77 10.40 0.07 69-1 11 -108.80 43.51 392.90 -338.40 -1778.00 -29.01 1.39 0.05 70-1 1 1.50 -10.31 -5.28 5.45 0.59 3.74 0.01 0.07 70-1 6 -2.27 -18.67 2.88 3.77 -0.43 5.01 0.14 0.06 70-1 11 -12.64 -16.36 11.32 -32.83 1.69 -10.31 0.87 0.04 71-1 1 -96.26 -5.11 0.05 25.17 -16.50 105.70 -1.96 0.14 71-1 6 -20.05 -13.35 3.47 3.28 -0.78 -37.59 -0.03 0.05 71-1 11 19.63 -9.51 9.59 -32.38 -0.69 1.74 -1.21 0.04 72-1 1 -6.89 -15.92 3.13 7.87 12.02 28.13 1.27 0.04 72-1 6 -1.12 29.29 10.25 1.44 7.27 -33.13 -2.16 0.07 72-1 11 31.45 102.60 -9.66 -14.91 -37.37 -100.80 -4.79 0.06 73-1 1 66.53 -0.48 8.89 8.43 -99.28 -151.00 -11.76 0.04 73-1 6 -15.29 55.91 2.48 -4.37 -29.43 379.20 -9.00 0.05 Vail's Front Door Garage Lid Design Strip Forces ID Section Min P I.P. Shear (Kips) Min P Axial (Kips) Min P Vertical (Kips) I Min P Bending (kip-ft) Min P Torsion (kip-ft) Min P Dphm. Bending Min P Twist (kip- ft Min P Deflection inches 56-1 6 25.99 -1.86 -4.26 15.82 22.47 10.87 10.14 0.02 56-1 11 45.68 -4.27 2.54 13.84 11.87 91.85 2.79 0.03 57-1 57-1 1 6 -43.62 -26.14 -13.55 -1.79 -2.39 7.95 11.37 13.16 -59.60 -94.71 67.59 23.53 -15.43 -19.53 0.03 0.02 57-1 11 -10.58 2.40 11.61 -12.74 -92.65 -4.00 -11.87 0.00 58-1 1 -23.68 -78.21 3.51 41.76 11.16 34.74 7.98 0.17 58-1 6 26.66 -55.12 17.04 28.57 -9.26 -255.80 9.54 0.13. 58-1 11 88.43 -14.72 31.28 -75.07 -14.44 -132.90 3.44 0.05 59-1 59-1 1 6 -4.46 -18.85 23.97 23.23 -28.25 -6.76 -31.69 -0.62 -0.06 -21.47 -94.60 -180.50 -16.02 0.17 0.05 0.04 59-1 11 62.71 -60.23 -6.03 23.36 -63.78 248.40 -7.65 0.09 60-1 60-1 1 6 40.25 5.38 6.79 -23.58 -18.35 -3.88 2.51 18.87 -128.70 1.32 -2.42 -3.09 -20.65 1.14 0.07 0.22 60-1 61-1 11 1 11.97 41.17 -7.35 11.66 6.14 4.47 -8.55 -19.17 -2.70 -101.00 13.32 -14.10 -1.05 -38.08 0.12 0.06 61-1 6 16.68 -23.26 -2.68 20.64 0.86 3.06 0.73 0.20 61-1 11 -6.48 -6.06 9.03 -13.09 2.76 -4.10 1.09 0.10 62-1 1 -22.84 1.83 14.07 -10.90 96.87 7.20 2.92 0.03 62-1 6 -3.03 5.81 0.06 -0.37 15.21 -3.49 -0.35 0.02 62-1 11 6.79 17.81 2.34 -15.81 -1.25 168.40 1.91 0.03 63-1 1 18.87 16.50 35.07 -25.65 -40.85 -23.81 -40.40 0.05 63-1 6 8.85 0.22 -1.06 6.11 1.44 5.88 0.93 0.08 63-1 11 -19.10 1.51 2.77 -2.43 4.35 -16.82 2.19 0.07 64-1 1 39.37 2.13 -138.90 -153.20 400.00 -66.09 11.31 0.03 64-1 6 5.03 19.37 -2.29 1.19 -2.19 -3.43 -1.63 0.02 64-1 11 -3.67 11.63 0.76 0.74 -2.10 4.32 0.59 0.02 65-1 65-1 65-1 1 6 11 101.90 4.37 -91.31 -49.35 -57.02 -22.39 -24.66 -0.93 16.07 -60.04 27.75 -25.44 -51.53 -6.47 31.28 4.46 98.29 -69.28 -11.58 -4.46 4.78 0.06 0.09 0.09 66-1 1 14.85 -22.83 -19.10 -42.93 -10.34 -32.87 -2.36 0.09 66-1 66-1 6 11 14.17 8.44 -36.46 -18.29 1.37 18.39 22.12 -29.64 1.21 3.41 3.42 11.17 0.95 -0.16 0.17 0.15 67-1 1 2.19 -16.39 -30.94 -62.20 15.58 -20.04 1.64 0.09 67-1 6 17.52 -34.93 2.60 22.22 2.94 -24.79 1.37 0.16 67-1 68-1 11 1 40.89 -65.68 -17.94 0.66 14.99 -17.25 -28.07 -35.78 -9.95 67.28 41.92 51.83 -4.26 6.40 0.15 0.03 68-1 68-1 6 11 19.54 146.00 1.04 -15.06 4.51 38.42 13.75 -80.15 0.35 73.20 -62.94 96.76 0.33 -9.27 0.04 0.07 69-1 69-1 69-1 70-1 1 6 11 1 29.93 15.17 -49.05 7.85 13.40 10.85 13.98 -18.52 1.59 2.62 160.00 -15.21 9.63 0.28 -137.40 21.11 4.37 12.02 -720.40 4.15 -23.04 35.58 -12.64 0.33 0.91 3.74 0.44 -0.32 0.04 0.03 0.02 0.18 70-1 6 -3.97 -41.89 9.64 7.02 -1.31 11.29 -0.08 0.15 70-1 71-1 11 1 -33.71 -62.73 -40.20 -15.31 28.44 0.17 -86.46 17.14 3.02 -6.14 -27.21 69.69 1.34 -0.03 0.11 0.10 71-1 6 -60.63 -23.01 9.27 9.58 -7.04 -102.90 -2.67 0.13 71-1 11 28.01 -24.18 25.24 -85.54 -2.27 -17.78 -4.29 0.11 72-1 72-1 1 6 -31.18 6.30 -29.35 11.07 3.12 4.44 11.66 -1.02 30.46 3.87 78.05 -9.44 2.72 -0.46 0.10 0.03 72-1 11 19.22 44.07 -4.44 -5.36 -15.09 -37.94 -1.60 0.02 73-1 1 44.41 -18.18 7.31 9.27 -92.00 -119.60 -10.77 0.06 73-1 6 -12.97 16.70 1.53 0.13 -15.64 173.50 -4.75 0.03 Vail's Front Door Garage Lid Design Strip Forces ID Section 56-1 6 56-1 11 57-1 1 57-1 6 57-1 11 58-1 1 58-1 6 58-1 11 59-1 1 59-1 6 59-1 11 60-1 1 60-1 6 60-1 11 61-1 1 61-1 6 61-1 11 62-1 1 62-1 6 62-1 11 63-1 1 63-1 6 63-1 11 64-1 1 64-1 6 64-1 11 65-1 1 65-1 6 65-1 11 66-1 1 66-1 6 66-1 11 67-1 1 67-1 6 67-1 11 68-1 1 68-1 6 68-1 11 69-1 1 69-1 6 69-1 11 70-1 1 70-1 6 70-1 11 71-1 1 71-1 6 71-1 11 72-1 1 72-1 6 72-1 11 73-1 1 73-1 6 Vail's Front Door Garage Lid Design Strip Forces ID Section Max M I.P. Shear (Kips) Max M Axial (Kips) Max M Vertical (Kips) Max M Bending (kip-ft) Max M Torsion (kip-ft) Max M Dphm. Bending Max M Twist (kip- ft Max M Deflection inches 73-1 11 -39.20 12.39 1.41 -10.90 12.77 115.80 0.31 0.03 73-2 1 30.22 -21.74 -6.06 -9.91 12.44 21.72 2.38 0.03 73-2 6 14.20 -102.20 -4.50 21.19 21.41 19.66 9.21 0.09 73-2 11 -15.47 -113.00 1.78 15.13 22.04 -126.30 6.30 0.09 73-3 1 -19.07 -66.10 5.17 25.69 -5.00 -191.90 0.69 0.09 73-3 6 -48.23 -25.92 3.03 12.83 0.53 -88.19 0.49 0.06 73-3 11 -71.12 52.01 9.55 -21.92 9.23 -97.35 2.17 0.01 74-1 1 5.20 31.68 -38.75 -43.74 -19.32 -12.49 -19.14 0.05 74-1 6 -14.86 201.80 -7.78 431.30 9.38 -42.78 10.17 0.12 74-1 11 -1.04 18.49 52.31 -144.50 -2.77 24.94 5.80 0.02 75-1 1 119.70 -7.64 41.34 58.28 -151.50 -67.69 2.22 0.11 75-1 6 8.37 -11.83 0.91 0.02 7.27 32.69 0.65 0.04 75-1 11 -15.59 -11.54 0.80 -3.23 13.66 1.93 1.97 0.03 76-1 1 -5.65 -8.48 -3.85 -1.78 -3.21 7.54 -2.07 0.06 76-1 6 -7.78 -39.47 0.34 17.00 -12.50 -6.86 -7.72 0.16 76-1 11 -5.27 -18.86 5.59 -5.37 -3.33 -9.46 -1.60 0.07 77-1 1 -66.34 -20.77 -15.73 -33.95 -19.88 54.29 -3.36 0.03 77-1 6 -39.70 -62.93 -26.96 32.51 -30.49 -31.45 -9.86 0.12 77-1 11 79.68 -74.96 -18.77 101.00 -43.77 287.50 -9.01 0.15 77-2 1 -66.43 -52.78 27.14 103.60 55.21 136.80 4.67 0.14 77-2 6 22.05 -32.80 25.60 7.89 11.40 -119.30 4.04 0.10 77-2 11 83.47 16.01 18.03 -56.01 10.36 -50.58 -0.09 0.02 78-1 1 49.57 -9.21 -9.94 -23.20 4.01 -23.99 1.19 0.04 78-1 6 33.05 -56.84 -15.49 14.79 8.00 26.01 2.83 0.12 78-1 11 -51.96 -84.30 -10.49 56.00 24.59 -148.80 1.15 0.15 78-2 1 30.92 -51.51 14.06 56.25 -60.86 -51.98 -13.47 0.15 78-2 6 -41.91 -14.77 15.98 7.43 -28.90 63.24 -9.44 0.13 78-2 11 -92.78 33.29 14.33 -41.90 -20.87 60.82 -3.60 0.05 79-1 1 2.19 -10.44 -6.00 -11.11 0.47 -3.56 0.30 0.05 79-1 6 -1.52 -37.91 -5.46 10.04 -0.25 -1.73 0.05 0.16 79-1 11 -13.93 -34.48 3.47 10.05 0.33 -18.43 -0.12 0.19 80-1 1 -37.17 -15.08 -8.71 -16.21 -8.07 56.57 0.05 0.03 80-1 6 -40.17 -90.45 -11.73 18.05 1.20 118.90 1.60 0.13 80-1 11 14.92 -106.40 -5.85 38.54 -11.55 208.30 2.59 0.15 81-1 1 7.34 -1.72 -102.40 -98.61 17.14 4.73 4.61 0.01 81-1 6 -20.43 156.70 32.01 541.30 3.96 -20.07 -50.27 0.10 81-1 11 -29.98 -77.36 144.90 -254.00 -25.23 -8.08 -14.94 0.00 81-2 1 20.24 -34.75 -99.44 -311.50 -113.50 -55.18 -43.29 0.01 81-2 6 -15.47 149.20 -75.26 434.90 -70.71 216.70 -31.44 0.08 81-2 11 -12.40 -20.59 95.17 -205.90 79.71 -42.79 25.90 0.01 81-3 1 -13.76 -59.62 -85.47 -327.90 -30.33 -1.71 -23.48 0.00 81-3 6 9.44 47.72 -11.91 160.50 73.17 102.20 45.98 0.03 81-3 11 -1.21 -3.04 38.80 -51.62 51.51 -26.19 24.42 0.01 81-4 1 5.33 -45.47 -42.76 -120.90 10.18 -8.04 8.26 0.00 81-4 6 2.21 16.33 -25.40 38.07 -1.35 -4.21 -0.81 0.01 81-4 11 6.16 10.23 24.58 10.43 -24.97 4.68 -13.26 0.00 82-1 1 37.54 -23.75 14.43 19.73 -35.55 18.63 3.56 0.09 82-1 6 -1.00 -11.19 0.58 -1.13 3.70 25.56 1.91 0.03 82-1 11 -42.56 -14.11 -0.10 -3.90 11.82 -49.44 0.46 0.03 83-1 1 11.14 -31.25 -3.04 7.40 1.58 -17.27 0.66 0.14 83-1 6 4.08 -35.17 4.68 8.73 4.19 0.25 3.61 0.13 83-1 11 -,IT 34 1 7.19 -16.46 3.70 -2.04 0.68 0.04 Vail's Front Door Garage Lid Design Strip Forces ID Section Min M I.P. Shear (Kips) Min M Axial (Kips) Min M Vertical (Kips) Min M Bending (kip-ft) Min M Torsion (kip-ft) Min M Dphm. Bending Min M Twist (kip- ft Min M Deflection inches 73-1 11 -65.75 40.92 0.68 -20.29 29.84 284.50 2.34 0.06 73-2 1 75.30 -49.85 -13.67 -22.89 35.82 37.81 7.44 0.07 73-2 6 0.94 -38.55 -1.73 10.08 8.69 24.31 3.33 0.04 73-2 11 -18.62 -36.07 2.60 1.93 7.14 -52.39 2.65 0.04 73-3 1 -5.43 -3.01 2.73 8.54 -3.79 -52.55 0.84 0.03 73-3 6 -18.99 13.16 0.65 3.56 2.99 -8.11 0.81 0.02 73-3 11 -153.50 54.97 20.35 -39.79 -1.74 -266.90 -0.39 0.04 74-1 1 13.90 73.64 -86.18 -100.20 -18.01 -19.03 -26.12 0.08 74-1 6 -7.77 85.95 -0.75 189.90 -3.52 -18.91 1.17 0.06 74-1 11 -1.61 28.76 81.37 -224.80 -4.31 38.79 9.01 0.04 75-1 1 48.56 -3.11 17.70 22.64 -62.99 -27.85 1.66 0.04 75-1 6 18.44 -24.70 2.86 -0.88 17.11 64.06 1.50 0.09 75-1 11 -38.96 -29.96 1.80 -7.45 34.31 3.56 4.35 0.07 76-1 1 -15.49 -19.61 -8.76 -2.96 -9.29 20.79 -5.44 0.16 76-1 6 -3.03 -16.86 0.24 6.79 -4.44 -2.40 -2.71 0.06 76-1 11 -12.42 -36.49 11.05 -9.83 -8.24 -23.34 -3.92 0.14 77-1 1 -157.70 -48.65 -41.49 -93.00 -43.97 108.70 -6.62 0.06 77-1 6 -19.21 -27.07 -9.74 13.23 -14.18 -7.89 -4.48 0.04 77-1 11 27.55 -33.28 -5.98 35.82 -18.52 111.50 -3.77 0.06 77-2 1 -23.47 -21.28 10.14 38.17 25.34 42.68 2.08 0.05 77-2 6 1179 16.18 15.95 1.76 11.02 -88.24 3.14 0.05 77-2 11 205.60 36.07 44.70 -137.70 17.70 -108.70 -0.45 0.06 78-1 1 123.70 -18.65 -23.80 -57.02 7.68 -44.02 1.97 0.09 78-1 6 12.94 -24.19 -6.45 6.62 4.28 5.19 1.57 0.05 78-1 11 -20.40 -33.99 -4.41 23.63 11.08 -63.07 0.91 0.06 78-2 1 6.80 -19.52 5.92 20.76 -22.09 -12.24 -4.98 0.06 78-2 6 -32.39 -5.77 9.89 -1.08 79.30 41.78 -7.84 0.08 78-2 11 -231.70 72.88 32.65 -90.12 -37.93 107.80 -2.40 0.12. 79-1 1 7.87 -28.57 -14.26 -28.16 0.38 -9.99 -0.17 0.13 79-1 6 -0.03 -14.27 -2.00 4.53 0.29 -1.56 0.32 0.06 79-1 11 -3.45 -12.61 2.05 2.96 0.50 -5.97 0.09 0.07 80-1 1 -93.39 -52.55 -25.80 -48.49 -32.35 147.30 -2.21 0.09 80-1 6 -10.26 727.61 -3.94 6.13 0.55 39.55 0.89 0.04 80-1 11 17.44 -31.35 -1.49 12.20 -4.89 87.67 0.90 0.05 81-1 1 21.02 -2.03 -250.20 -252.70 50.85 13.80 17.26 0.02 81-1 6 -5.09 61.03 15.58 215.40 -7.40 -12.31 -22.21 0.04 81-1 11 -55.62 -172.50 340.80 -571.20 -22.09 -19.82 -5.92 0.01 81-2 1 29.15 -90.66 -224.60 -742.30 -217.20 -84.07 -72.91 0.01 81-2 6 -8.56 66.96 -32.61 203.70 -40.54 112.90 -17.73 0.04 81-2 11 -39.07 -5.86 185.90 -329.20 159.30 -97.64 56.69 0.03 81-3 1 -20.51 -130.50 -153.80 -657.40 -45.58 -8.93 -36.33 0.00 81-3 6 6.07 30.68 -7.66 103.20 47.04 65.71 29.56 0.02 81-3 11 -1.89 -4.73 60.36 -80.29 80.13 -40.74 37.98 0.01 81-4 1 8.30 -70.74 -66.52 -188.10 15.83 -12.51 12.84 0.00 81-4 6 1.37 6.08 16.10 17.74 -1.00 -2.83 -0.60 0.00 81-4 11 3.54 5.58 13.38 6.02 -14.81 2.52 -7.82 0.00 82-1 1 14.75 -9.83 5.28 6.90 -14.16 9.36 1.36 0.03 82-1 6 -1.56 -17.41 0.89 -1.76 5.75 39.75 2.96 0.04 82-1 11 -76.46 -26.51 4.37 -17.05 12.17 -88.73 1.01 0.05 83-1 1 3.19 -16.78 -2.46 0.75 0.45 -4.92 0.31 0.07 83-1 6 1.00 -15.65 1.55 3.64 1.50 -0.21 1.31 0.05 83-1 11 7.48 -19.32 17.50 -41.43 8.83 -6.92 1.95 0.10 Vail's Front Door Garage Lid Design Strip Forces ID Section Max V I.P. Shear (Kips) Max V Axial (Kips) Max V Vertical Ki s Max V Bending (kip-ft) Max V Torsion (kip-ft) Max V Dphm. Bending Max V Twist (kip- ft Max V Deflection inches 73-1 11 -60.98 19.28 2.19 -16.96 19.87 180.20 0.48 0.05 73-2 1 30.22 -21.74 -6.06 -9.91 12.44 21.72 2.38 0.03 73-2 6 0.94 -38.55 -1.73 10.08 8.69 24.31 3.33 0.04 73-2 11 -28.96 -56.11 4.04 2.99 11.11 -81.49 4.12 0.06 73-3 1 -19.07 -66.10 5.17 25.69 -5.00 -191.90 0.69 0.09 73-3 6 -48.23 -25.92 3.03 12.83 0.53 -88.19 0.49 0.06 73-3 11 -153.50 54.97 20.35 -39.79 -1.74 -266.90 -0.39 0.04 74-1 1 5.20 31.68 -38.75 -43.74 -19.32 -12.49 -19.14 0.05 74-1 6 -7.77 85.95 -0.75 189.90 -3.52 -18.91 1.17 0.06 74-1 11 5.59 66.24 108.40 -224.20 -15.64 65.46 -0.92 0.05 75-1 1 119.70 -7.64 41.34 58.28 -151.50 -67.69 2.22 0.11 75-1 6 18.44 -24.70 2.86 -0.88 17.11 64.06 1.50 0.09 75-1 11 -38.96 -29.96 1.80 -7.45 34.31 3.56 4.35 0.07 76-1 1 -5.65 -8.48 -3.85 -1.78 -3.21 7.54 -2.07 0.06 76-1 6 -4.59 -23.04 0.56 9.43 -6.34 -3.45 -3.81 0.09 76-1 11 -12.79 -38.11 .11.33 -9.76 -8.51 -23.97 -4.07 0.15 77-1 1 -66.34 -20.77 -15.73 -33.95 -19.88 54.29 -3.36 0.03 77-1 6 -19.21 -27.07 -9.74 13.23 -14.18 -7.89 -4.48 0.04 77-1 11 27.55 -33.28 -5.98 35.82 -18.52 111.50 -3.77 0.06 77-2 1 -66.43 -52.78 27.14 103.60 55.21 136.80 4.67 0.14 77-2 6 23.85 -35.15 28.58 7.64 13.02 -135.40 4.50 0.10 77-2 11 205.60 36.07 .44.70 -137.70 17.70 -108.70 -0.45 0.06 78-1 1 49.57 -9.21 -9.94 -23.20 4.01 -23.99 1.19 0.04 78-1 6 12.94 -24.19 -6.45 6.62 4.28 5.19 1.57 0.05 78-1 11 -20.40 -33.99 -4.41 23.63 11.08 -63.07 0.91 0.06 78-2 1 30.92 -51.51 14.06 56.25 -60.86 -51.98 -13.47 0.15 78-2 6 -47.86 -15.23 17.44 7.12 -32.72 69.99 -10.99 0.14 78-2 11 -231.70 72.88 32.65 -90.12 -37.93 107.80 -2.40 0.12 79-1 1 2.19 -10.44 -6.00 -11.11 0.47 -3.56 0.30 0.05: 79-1 6 -0.03 -14.27 -2.00 4.53 0.29 -1.56 0.32 0.06 79-1 11 -13.93 -34.48 3.47 10.05 0.33 -18.43 -0.12 0.19 80-1 1 -37.17 -15.08 -8.71 -16.21 -8.07 56.57 0.05 0.03 80-1 6 -10.26 -27.61 -3.94 6.13 0.55 39.55 0.89 0.04 80-1 11 21.89 -36.89 -1.25 14.03 -6.77 105.70 0.66 0.06 81-1 1 7.34 -1.72 -102.40 -98.61 17.14 4.73 4.61 0.01 81-1 6 -20.43 156.70 32.01 541.30 3.96 -20.07 -50.27 0.10 81-1 11 -55.62 -172.50 340.80 -571.20 -22.09 -19.82 -5.92 0.01 81-2 1 20.24 -34.75 -99.44 -311.50 -113.50 -55.18 -43.29 0.01 81-2 6 -8.56 66.96 -32.61 203.70 -40.54 112.90 -17.73 0.04 81-2 11 -39.07 -5.86 185.90 -329.20 159.30 -97.64 56.69 0.03 81-3 1 -13.76 -59.62 -85.47 -327.90 -30.33 -1.71 -23.48 0.00 81-3 6 6.07 30.68 -7.66 103.20 47.04 65.71 29.56 0.02 81-3 11 -1.89 -4.73 60.36 -80.29 80.13 -40.74 37.98 0.01 81-4 1 5.33 -45.47 -42.76 -120.90 10.18 -8.04 8.26 0.00 81-4 6 1.37 6.08 -16.10 17.74 -1.00 -2.83 -0.60 0.00 81-4 11 6.16 10.23 24.58 10.43 -24.97 4.68 -13.26 0.00 82-1 1 37.54 -23.75 14.43 19.73 -35.55 18.63 3.56 0.09 82-1 6 -1.57 -13.16 0.96 -1.17 2.54 30.36 2.03 0.03 82-1 11 -76.46 -26.51 4.37 -17.05 12.17 -88.73 1.01 0.05 83-1 1 2.75 -14.42 -2.05 0.82 0.31 -4.17 0.31 0.06 83-1 6 4.08 -35.17 4.68 8.73 4.19 0.25 3.61 0.13 83-1 11 -7.48 -19.32 17.50 -41.43 8.83 -6.92 1.95 0.10 Vail's Front Door Garage Lid Design Strip Forces ID Section Min V I.P. Shear (Kips) Min V Axial (Kips) Min V Vertical (Kips) I Min V Bending (kip-ft) Min V Torsion (kip-ft) Min V Dphm. Bending Min V Twist (kip- ft Min V Deflection inches 73-1 11 -52.69 36.79 0.21 -16.66 25.59 245.90 2.24 0.05 73-2 1 75.30 -49.85 -13.67 -22.89 35.82 37.81 7.44 0.07 73-2 6 14.20 -102.20 -4.50 21.19 21.41 19.66 9.21 0.09 73-2 11 -9.26 -101.00 0.91 14.49 19.66 -108.80 5.41 0.08 73-3 1 -5.43 -3.01 2.73 8.54 -3.79 -52.55 0.84 0.03 73-3 6 -18.99 13.16 0.65 3.56 2.99 -8.11 0.81 0.02 73-3 11 -71.12 52.01 9.55 -21.92 9.23 -97.35 2.17 0.01 74-1 1 13.90 73.64 -86.18 -100.20 -18.01 -19.03 -26.12 0.08 74-1 6 -14.86 201.80 -7.78 431.30 9.38 -42.78 10.17 0.12 74-1 11 -1.04 18.49 52.31 -144.50 -2.77 24.94 5.80 0.02 75-1 1 48.56 -3.11 17.70 22.64 -62.99 -27.85 1.66 0.04 75-1 6 8.37 -11.83 0.91 0.02 7.27 32.69 0.65 0.04 75-1 11 -15.59 -11.54 0.80 -3.23 13.66 1.93 1.97 0.03 76-1 1 -15.49 -19.61 -8.76 -2.96 -9.29 20.79 -5.44 0.16 76-1 6 -3.15 -20.05 0.05 7.92 -5.02 -2.69 -3.11 0.08 76-1 11 -4.67 -16.16 5.12 -5.49 -2.89 -8.42 -1.35 0.06 77-1 1 -157.70 -48.65 -41.49 -93.00 -43.97 108.70 -6.62 0.06 77-1 6 -39.70 -62.93 -26.96 32.51 -30.49 -31.45 -9.86 0.12 77-1 11 79.68 -74.96 -18.77 101.00 -43.77 287.50 -9.01 0.15 77-2 1 -23.47 -21.28 10.14 38.17 25.34 42.68 2.08 0.05 77-2 6 10.79 -12.27 10.99 2.18 8.32 -61.37 2.38 0.04 77-2 11 83.47 16.01 18.03 -56.01 10.36 -50.58 -0.09 0.02 78-1 1 123.70 -18.65 -23.80 -57.02 7.68 -44.02 1.97 0.09 78-1 6 33.05 -56.84 -15.49 14.79 8.00 26.01 2.83 0.12 78-1 11 -51.96 -84.30 -10.49 56.00 24.59 -148.80 1.15 0.15 78-2 1 6.80 -19.52 5.92 20.76 -22.09 -12.24 -4.98 0.06 78-2 6 -22.46 -5.00 7.45 -0.56 -12.94 30.54 -5.25 0.05 78-2 11 -92.78 33.29 14.33 -41.90 -20.87 60.82 -3.60 0.05 79-1 1 7.87 -28.57 -14.26 -28.16 0.38 -9.99 -0.17 : 0.13 79-1 6 -1.52 -37.91 -5.46 10.04 -0.25 -1.73 0.05 0.16 79-1 11 -3.45 -12.61 2.05 2.96 0.50 -5.97 0.09 0.07 80-1 1 -93.39 -52.55 -25.80 -48.49 -32.35 147.30 -2.21 0.09 80-1 6 -40.17 -90.45 -11.73 18.05 1.20 118.90 1.60 0.13 80-1 11 12.25 -103.10 -5.99 37.44 -10.42 197.50 2.73 0.14 81-1 1 21.02 -2.03 -250.20 -252.70 50.85 13.80 17.26 0.02 81-1 6 -5.09 61.03 15.58 215.40 -7.40 -12.31 -22.21 0.04 81-1 11 -29.98 -77.36 144.90 -254.00 -25.23 -8.08 -14.94 0.00 81-2 1 29.15 -90.66 -224.60 -742.30 -217.20 -84.07 -72.91 0.01 81-2 6 -15.47 149.20 -75.26 434.90 -70.71 216.70 -31.44 0.08 81-2 11 -12.40 -20.59 95.17 -205.90 79.71 -42.79 25.90 0.01 81-3 1 -20.51 -130.50 -153.80 -657.40 -45.58 -8.93 -36.33 0.00 81-3 6 10.55 37.80 -20.63 141.80 85.25 106.90 51.79 0.02 81-3 11 -1.21 -3.04 38.80 -51.62 51.51 -26.19 24.42 0.01 81-4 1 9.20 -67.96 -70.32 -187.40 17.58 -13.94 14.01 0.00 81-4 6 2.21 16.33 -25.40 38.07 -1.35 -4.21 -0.81 0.01 81-4 11 3.54 5.58 13.38 6.02 -14.81 2.52 -7.82 0.00 82-1 1 14.75 -9.83 5.28 6.90 -14.16 9.36 1.36 0.03 82-1 6 -1.06 -24.89 -1.30 -1.63 21.51 56.38 5.21 0.07 82-1 11 -42.56 -14.11 -0.10 -3.90 11.82 -49.44 0.46 0.03 83-1 1 11.40 -32.66 -3.29 7.36 1.66 -17.73 0.66 0.15 83-1 6 1.00 -15.65 1.55 3.64 1.50 -0.21 1.31 0.05 83-1 11 -2.21 -8.64 7.19 -16.46 3.70 -2.04 _ 0.68 0.04 Vail's Front Door Garage Lid Design Strip Forces ID Section Max P I.P. Shear (Kips) Max P Axial (Kips) Max P Vertical (Kips) Max P Bending I(kip-ft) Max P Torsion (kip-ft) Max P Dphm. Bending Max P Twist (kip- ft Max P Deflection I(inches) 73-1 11 -65.75 40.92 0.68 -20.29 29.84 284.50 2.34 0.06 73-2 1 30.22 -21.74 -6.06 -9.91 12.44 21.72 2.38 0.03 73-2 6 0.94 -38.55 -1.73 10.08 8.69 24.31 3.33 0.04 73-2 11 -18.62 -36.07 2.60 1.93 7.14 -52.39 2.65 0.04 73-3 1 -8.14 -1.51 3.19 9.59 -4.60 -56.27 0.85 0.04 73-3 6 -29.53 20.47 1.01 5.54 4.66 -12.61 1.26 0.04 73-3 11 -110.60 80.91 14.85 -34.09 14.35 -151.40 3.38 0.02 74-1 1 13.90 73.64 -86.18 -100.20 -18.01 -19.03 -26.12 0.08 74-1 6 -14.86 201.80 -7.78 431.30 9.38 -42.78 10.17 0.12 74-1 11 5.59 66.24 108.40 -224.20 -15.64 65.46 -0.92 0.05 75-1 1 48.56 -3.11 17.70 22.64 -62.99 -27.85 1.66 0.04 75-1 6 7.63 -9.88 0.95 -0.31 7.04 27.48 0.87 0.04 75-1 11 -15.59 -11.54 0.80 -3.23 13.66 1.93 1.97 0.03 76-1 1 -5.65 -8.48 -3.85 -1.78 -3.21 7.54 -2.07 0.06 76-1 6 -3.03 -16.86 0.24 6.79 -4.44 -2.40 -2.71 0.06 76-1 11 -4.67 -16.16 5.12 -5.49 -2.89 -8.42 -1.35 0.06 77-1 1 -66.34 -20.77 -15.73 -33.95 -19.88 54.29 -3.36 0.03 77-1 6 -19.21 -27.07 -9.74 13.23 -14.18 -7.89 -4.48 0.04 77-1 11 27.55 -33.28 -5.98 35.82 -18.52 111.50 -3.77 0.06 77-2 1 -23.47 -21.28 10.14 38.17 25.34 42.68 2.08 0.05 77-2 6 10.79 -12.27 10.99 2.18 8.32 -61.37 2.38 0.04 77-2 11 205.60 36.07 44.70 -137.70 17.70 -108.70 -0.45 0.06 78-1 1 49.57 -9.21 -9.94 -23.20 4.01 -23.99 1.19 0.04 78-1 6 12.94 -24.19 -6.45 6.62 4.28 5.19 1.57 0.05 78-1 11 -20.40 -33.99 -4.41 23.63 11.08 -63.07 0.91 0.06 78-2 1 6.80 -19.52 5.92 20.76 -22.09 -12.24 -4.98 0.06 78-2 6 -22.46 -5.00 7.45 -0.56 -12.94 30.54 -5.25 0.05 78-2 11 -231.70 72.88 32.65 -90.12 -37.93 107.80 -2.40 0.12 79-1 1 2.19 -10.44 -6.00 -11.11 0.47 -3.56 : 0.30 0.05 79-1 6 -0.03 -14.27 -2.00 4.53 0.29 -1.56 0.32 0.06 79-1 11 3.45 -12.61 2.05 2.96 0.50 -5.97 0.09 0.07 80-1 1 -37.17 -15.08 -8.71 -16.21 -8.07 56.57 0.05 0.03 80-1 6 -10.26 -27.61 -3.94 6.13 0.55 39.55 0.89 0.04 80-1 11 17.44 -31.35 -1.49 12.20 -4.89 87.67 0.90 0.05 81-1 1 18.57 -1.46 -216.10 -219.80 45.14 12.23 15.73 0.02 81-1 6 -20.43 156.70 32.01 541.30 3.96 -20.07 -50.27 0.10 81-1 11 -29.98 -77.36 144.90 -254.00 -25.23 -8.08 -14.94 0.00 81-2 1 20.24 -34.75 -99.44 -311.50 -113.50 -55.18 -43.29 0.01 81-2 6 -15.47 149.20 -75.26 434.90 -70.71 216.70 -31.44 0.08 81-2 11 -34.94 1.01 154.20 -260.50 132.70 -83.38 48.05 0.02 81-3 1 -13.76 -59.62 -85.47 -327.90 -30.33 -1.71 -23.48 0.00 81-3 6 9.44 47.72 -11.91 160.50 73.17 102.20 45.98 0.03 81-3 11 -1.41 -1.14 45.45 -52.87 71.09 -35.50 33.54 0.01 81-4 1 5.33 -45.47 -42.76 -120.90 10.18 -8.04 8.26 0.00 81-4 6 2.21 16.33 -25.40 38.07 -1.35 -4.21 -0.81 0.01 81-4 11 6.16 10.23 24.58 10.43 -24.97 4.68 -13.26 0.00 82-1 1 14.75 -9.83 5.28 6.90 -14.16 9.36 1.36 0.03 82-1 6 -1.00 -11.19 0.58 -1.13 3.70 25.56 1.91 0.03 82-1 11 -34.32 -11.94 0.34 -4.38 8.52 -39.33 0.36 0.02 83-1 1 2.75 -14.42 -2.05 0.82 0.31 -4.17 0.31 0.06 83-1 6 1.00 -15.65 1.55 3.64 1.50 -0.21 1.31 0.05 83-1 11, -2.21 -8.64 7.19 -16.46 3.70 -2.04 0.68 0.04 Vail's Front Door Garage Lid Design Strip Forces ID 73-1 73-2 Section 11 1 Min P I.P. Shear (Kips) ( -39.20 75.30 Min P Axial Kips) ( 12.39 -49.85 Min P Vertical Kips) ( 1.41 -13.67 Min P Bending kip-ft) ( -10.90 -22.89 Min P Torsion kip-ft) 12.77 35.82 Min P Dphm. Bending f 115.80 37.81 66 19 Min P Twist (kip- t 0.31 7.44 21 9 Min P Deflection inches 0.03 0.07 0.09 73-2 6 14.20 -102.20 -4.50 21.19 21.41 4 . 30 126 . 30 6 0.09 73.2 11 -15.47 -113.00 1.78 15.13 22.0 . - 70 189 . 68 0 0.08 73-3 1 -17.44 -66.99 4.90 25.06 -4.52 7 . - 48 -85 . 22 0 0.06 73-3 6 -41.90 -30.31 2.81 11.65 -0.4 82 . 50 234 . 12 -1 0.03 73-3 11 -129.80 37.63 17.17 -32.49 -4. 32 . - 49 -12 . 14 -19 0.05 74.1 1 5.20 31.68 -38.75 -43.74 -19. . 91 18 . 17 1 0.06 74-1 6 -7.77 85.95 -0.75 189.90 -3.52 77 2 . - 94 24 . 80 5 0.02 741 11 -1.04 18.49 52.31 -144.50 . - 1 50 . 69 -67 . 22 2 0.11 75-1 1 119.70 -7.64 41.34 58.28 . -15 4 . 18 67 . 1 36 0.09 75-1 6 18.88 -25.87 2.83 -0.68 17.2 31 . 56 3 . 4 35 0.07 75-1 11 -38.96 -29.96 1.80 -7.45 34. 29 9 . 79 20 . 44 -5 0.16 76.1 1 -15.49 -19.61 -8.76 -2.96 . - . 86 6 . 72 -7 0.16 76-1 6 -7.78 -39.47 0.34 17.00 -12.50 51 8 . - 97 -23 . 07 4 0.15 76-1 11 12.79 -38.11 11.33 -9.76 . 7 . 70 108 . 62 -6 0.06 77.1 1 -157.70 -48.65 -41.49 -93.00 -43.9 49 . 45 -31 . 86 -9 0.12 77.1 6 -39.70 -62.93 -26.96 32.51 -30. . 50 287 . 01 -9 0.15 77-1 11 79.68 -74.96 -18.77 101.00 -43.77 1 . 80 136 . 67 4 0.14 77-2 1 -66.43 -52.78 27.14 10160 55.2 02 3 . 40 -135 . 4 50 0.10 77.2 6 23.85 -35.15 28.58 7.64 1 . . 58 50 . 09 -0 0.02 77-2 11 83.47 16.01 18.03 -56.01 10.36 . - 02 44 . 97 1 0.09 78.1 1 123.70 -18.65 -23.80 -57.02 7.68 00 . - 01 26 . 2 83 0.12 78-1 6 33.05 -56.84 -15.49 14.79 8. 9 . 80 148 . 15 1 0.15 78-1 11 -51.96 -84.30 -10.49 56.00 24.5 86 0 . - 98 -51 . 47 -13 0.15 78-2 1 30.92 -51.51 14.06 56.25 . -6 2 . 99 69 . 99 -10 0.14 78-2 6 -47.86 -15.23 17.44 7.12 -32.7 87 0 . 82 60 . 60 -3 0.05 78-2 11 -92.78 33.29 14.33 -41.90 . -2 38 . 99 -9 . 17 -0 0.13 79-1 1 7.87 -28.57 -14.26 -28.16 0. 25 . : 73 -1 . 05 0 0.16 79-1 6 -1.52 -37.91 -5.46 10.04 0. 33 0 . 43 -18 . 12 -0 0.19 79.1 11 -13.93 34.48 3.47 10.05 . 35 32 . . 30 147 . 21 -2 0.09 80-1 1 -93.39 -52.55 -25.80 -48.49 . - 20 1 . 90 118 . 60 1 0.13 80-1 6 -40.17 -90.45 -11.73 18.05 . 55 . 30 208 . 59 2 0.15 80-1 11 14.92 -106.40 -5.85 38.54 -11. 66 6 . 36 7 . 18 7 0.01 81.1 1 11.42 -2.68 -159.40 -153.40 2 . 40 7 . 31 -12 . 21 -22 0.04 81.1 6 -5.09 61.03 15.58 215.40 . - 2 09 . 82 -19 . 92 -5 0.01 81-1 11 -55.62 -172.50 340.80 -571.20 . -2 20 7 . 07 -84 . 91 -72 0.01 81.2 1 29.15 -90.66 -224.60 -742.30 . -21 54 . 90 112 . 73 -17 0.04 81.2 6 78.56 66.96 -32.61 203.70 -40. 00 4 . 56 -66 . 29 40 0.02 81-2 11 -19.28 -32.03 148.00 -320.30 . 12 58 45 . 93 -8 . 33 -36 0.00 81-3 1 -20.51 -130.50 -153.80 -657.40 . - 57 69 . 03 85 . 94 41 0.02 81-3 6 8.53 27.58 -18.08 107.40 . 13 80 . 74 -40 . 98 37 0.01 81-3 11 -1.89 -4.73 60.36 -80.29 . 83 5 . 51 -12 . 84 12 0.00 81-4 1 8.30 -70.74 -66.52 -188.10 1 . 00 1 . 83 -2 . 60 -0 0.00 81.4 6 1.37 6.08 -16.10 17.74 . - 81 4 . 52 2 . 82 -7 0.00 81-4 11 3.54 5.58 13.38 6.02 . -1 55 5 . 18 63 . 56 3 0.09 82.1 1 37.54 -23.75 14.43 19.73 . -3 82 . 59 26 . 29 5 0.07 82.1 6 -1.40 -26.08 -1.06 -1.66 20. 16 4 . 79 -94 . 07 1 0.06 82.1 1 1 -81.40 81 4.10 16.76 1 . 1 66 . 73 -17 . 66 0 0.15 83.1 1 11.40 -32.6 6 -3.2 9 7.36 . 4 19 . 25 0 . 61 3 0.13 83-1 6 4.08 -35.1 7 4.6 8 8.73 . 83 . 92 -6 . 95 1 0.10 83.1 1 1 -7.48 -19.3 2 17.5 0 -41.43 8. . . Vail's Front Door Garage Lid Design Strip Forces ID Section 73-1 11 73-2 1 73-2 6 73-2 11 73-3 k 1 73-3 6 73-3 11 74-1 1 74-1 6 74-1 11 75-1 1 75-1 6 75-1 11 76-1 1 76-1 6 76-1 11 77-1 1 77-1 6 77-1 11 77-2 1 77-2 6 77-2 11 78-1 1 78-1 6 78-1 11 78-2 1 78-2 6 78-2 11 79-1 1 79-1 6 79-1 11 80-1 1 80-1 6 80-1 11 81-1 1 81-1 6 81-1 11 81-2 1 81-2 6 81 2 11 81-3 1 81-3 6 81-3 11 81-4 1 81-4 6 81-4 11 82-1 1 82-1 6 82-1 11 83-1 1 83-1 6 83-1 11 Vail's Front Door Garage Lid Design Strip Forces ID Section Max M I.P. Shear (Kips Max M Axial (Kips) Max M Vertical (Kips) Max M Bending (kip-ft) Max M Torsion (kip-ft) Max M Dphm. Bending Max M Twist (kip- ft Max M Deflection inches 84-1 1 -11.65 -28.82 -15.98 -20.53 -5.39 -7.62 0.25 0.09 84-1 6 0.07 -90.24 -30.40 95.87 31.05 -35.86 0.56 0.23 84-1 11 14.92 -11.39 30.24 -61.69 15.40 -4.22 1.33 0.08 85-1 1 7.08 -45.56 4.98 30.04 34.03 89.54 8.06 0.13 85-1 6 67.77 6.64 9.05 28.12 29.69 -7.57 7.70 0.11 85-1 11 68.98 53.90 16.98 -43.83 -2.73 -13.42 -0.91 0.02 86-1 1 70.92 86.31 -21.17 -77.89 -11.71 -34.22 -0.68 0.02 86-1 6 29.49 57.55 -5.79 -1.53 0.00 95.36 4.01 0.05 86-1 11 -4.03 17.93 1.39 9.05 28.55 -7.31 7.65 0.16 87-1 1 71.63 26.25 -19.90 -104.90 -7.04 81.33 -52.25 0.05 87-1 6 58.58 17.89 -30.37 18.79 17.20 162.60 0.08 0.15 87-1 11 -27.73 -44.09 -19.39 94.57 -97.09 -65.12 -118.40 0.21 88-1 1 13.17 -12.81 -20.82 -40.31 =5.14 -10.39 -1.29 0.09 88-1 6 9.72 -41.78 -3.91 16.67 6.30 10.78 2.37 0.24 88-1 11 -3.45 -31.98 5.89 9.12 0.74 4.85 -2.00 0.24 89-1 1 -25.79 -11.46 -22.47 .-42.56 8.85 17.12 0.73 0.09 89-1 6 -8.65 -33.34 -7.72 7.81 -7.35 -9.85 -2.46 0.18 89-1 11 18.05 -38.11 2.58 15.32 -6.07 13.80 -5.76 0.25 90-1 1 -57.13 39.55 -10.42 -75.63 -26.46 -69.50 -19.65 0.05 90-1 6 -24.58 11.03 -8.44 -1.39 -2.81 -34.46 -1.84 0.10 90-1 11 -2.15 -36.97 -3.29 53.07 -118.60 12.27 -94.56 0.23 91-1 1 27.31 -8.94 -11.76 -28.08 -14.33 -7.94 -5.82 0.03 91-1 6 5.27 -46.11 -1.92 36.13 -17.33 95.33 -10.42 0.12 91-1 11 -54.90 -8.29 11.13 -23.58 -2.46 -68.05 1.18 0.03 92-1 1 -36.71 -13.58 -16.34 -45.89 5.47 25.02 1.06 0.04 92-1 6 -0.68 -75.36 -4.82 57.44 1.34 -36.26 0.39 0.21 92-1 11 46.66 11.69 14.30 -34.82 -2.46 38.07 -0.82 0.06 93-1 1 -62.69 23.08 -5.02 -21.81 8.79 27.95 2.47 0.01 93-1 6 -10.84 -27.46 1.11 16.47 -3.95 25.91 0.25 0.12 93-1 11 112.50 8.66 7.61 -18.63 5.18 88.55 -0.73 0.03 94-1 1 18.60 -3.11 -33.12 6.12 45.12 -11.49 35.10 0.00 94-1 6 -38.82 1.05 14.68 96.50 444.50 59.13 60.46 0.01 94-1 11 -24.91 -32.96 63.62 -107.50 179.40 -454.40 -1.18 0.00 94-2 1 -20.06 -21.69 -97.11 -221.50 -33.59 -341.40 39.23 0.01 94-2 6 5.03 -147.30 10.67 369.60 4.87 -339.20 -2.60 0.15 94-2 11 27.19 -48.03 92.07 -224.10 22.52 -506.00 -37.29 0.01 95-1 1 27.96 -40.57 -1.03 34.50 -3.90 -51.22 -5.63 0.14 95-1 6 -45.68 -44.27 0.88 18.61 16.67 32.01 -0.38 0.16 95-1 11 -65.02 -1.08 24.27 -41.71 -5.42 -41.37 2.27 0.05 96-1 1 -122.00 -177.10 -9.57 97.48 -105.40 525.30 -16.11 0.32 96-1 6 -106.00 -200.30 20.89 93.62 -135.00 415.70 -21.43 0.33 96-1 11 -82.31 -117.50 32.35 -30.19 -102.40 280.90 -6.60 0.20 97-1 1 26.11 -37.48 51.16 10.00 21.15 354.40 -94.72 0.00 97-1 6 11.71 135.90 -32.30 606.80 13.82 172.80 13.02 0.23 97-1 11 -2.72 8.67 83.51 -281.20 -116.30 89.53 -46.86 0.03 98-1 1 120.90 -54.48 -29.09 -44.85 89.29 595.80 4.06 0.16 98-1 6 86.70 -107.20 -17.25 46.74 131.70 817.30 19.36 0.23 98-1 11 15.84 -92.42 15.38 29.32 189.80 366.40 25.86 0.19 99-1 1 47.83 8.30 -34.74 -78.17 -61.87 -40.02 -9.51 0.06 99-1 6 -1.92 -53.95 10.94 59.72 3.56 96.58 1.86 0.19 99-1 11 -39.22 -7.57 23.15 -58.00 18.54 -53.52 6.37 0.03 100-1 1 -58.92 5.14 -17.95 -42.27 6.20 44.13 4.69 0.05 Vail's Front Door Garage Lid Design Strip Forces ID Section Min M I.P. Shear (Kips) Min M Axial (Kips) Min M Vertical (Kips) Min M Bending (kip-ft) Min M Torsion (kip-ft) Min M Dphm. Bending Min M Twist (kip- ft Min M Deflection inches 84-1 1 -2.65 -79.19 -50.73 -63.86 8.05 -21.74 2.15 0.19 84-1 6 -4.20 -30.87 -6.11 26.69 6.33 -22.37 0.58 0.08 84-1 11 33.54 -40.07 92.65 -167.60 15.02 0.34 3.66 0.19 85-1 1 -1.89 -2.44 -1.88 4.09 32.59 26.87 6.21 0.06 85-1 6 28.41 33.46 3.16 10.72 12.33 -44.30 3.18 0.04 85-1 11 167.80 86.31 36.82 -90.74 3.12 12.22 -1.42 0.07 86-1 1 128.60 170.10 -34.31 -131.10 -25.04 -43.68 -6.29 0.03 86-1 6 47.15 122.90 -8.79 -7.96 -1.47 206.60 6.30 0.08 86-1 11 -15.49 40.81 0.82 4.61 29.91 6.59 7.56 0.12 87-1 1 143.50 61.53 -41.50 -236.20 81.54 172.30 -17.60 0.10 87-1 6 27.36 6.16 -17.48 9.59 0.68 83.88 -3.37 0.09 87-1 11 -13.99 -21.86 -10.99 54.32 -87.41 -36.87 -91.78 0.11 88-1 1 34.69 -25.19 -44.59 -77.62 -8.92 -28.78 -0.89 0.20 88-1 6 3.76 -23.46 -5.59 9.50 1.57 4.31 -0.51 0.14 88-1 11 -4.07 -36.28 7.99 -1.15 3.54 5.67 0.13 0.23 89-1 1 -5175 -27.83 -51.32 -82.21 19.56 37.97 2.49 0.19 89-1 6 -8.17 -26.06 -7.04 4.58 -5.81 -7.67 -2.38 0.14 89-1 11 23.32 -44.06 10.97 -3.63 -2.28 16.15 -5.32 0.24 90-1 1 -108.60 77.25 -20.30 -142.60 -38.34 -140.90 -28.44 0.12 90-1 6 -42.18 30.76 -13.96 -5.71 -7.84 -80.47 -4.67 0.18 90-1 11 14.59 -23.22 -2.75 32.45 -119.00 -4.92 -93.79 0.20 91-1 1 67.72 -18.81 -27.81 -66.16 -32.22 -25.35 -13.02 0.07 91-1 6 2.46 -21.27 -0.79 15.26 -7.87 42.50 -4.85 0.05 91-1 11 -117.00 -19.65 26.75 -57.47 -1.83 -138.90 5.47 0.05 92-1 1 -77.21 -28.66 -39.06 -110.50 7.15 51.50 1.42 0.10 92-1 6 0.01 -33.43 -2.25 23.47 -0.11 -16.90 -0.15 0.09 92-1 11 91.37 18.75 33.69 -81.72 -5.91 73.30 -1.45 0.13 93-1 1 -145.90 57.17 -15.97 -61.69 22.90 59.93 6.74 0.04 93-1 6 -3.33 -12.53 ,-0.37 6.02 0.79 13.61 0.84 0.05 93-1 11 229.90 9.70 14.54 -37.71 2.29 189.40 -2.98 0.07 94-1 1 9.81 -1.63 -19.40 3.51 26.19 -9.82 21.35 0.00 94-1 6 -22.58 0.41 7.72 56.78 263.70 12.98 36.76 0.01 94-1 11 -46.33 -52.30 106.60 -182.20 306.90 -683.40 -0.54 0.00 94-2 1 -37.09 -36.94 -163.40 -373.40 -59.79 -516.50 63.46 0.02 94-2 6 7.22 -88.49 6.35 220.70 2.51 -229.80 -1.86 0.09 94-2 11 36.52 -78.14 155.00 -377.70 40.03 -855.80 -60.37 0.01 95-1 1 25.15 -60.78 -12.27 20.45 -0.60 -57.54 -5.64 0.15 95-1 6 -23.59 -10.55 5.37 7.92 6.73 22.14 0.27 0.08 95-1 11 -130.30 -29.12 83.36 -107.50 -12.99 -97.39 4.58 0.10 96-1 1 -54.65 -102.70 -4.04 58.31 -70.13 343.50 -10.65 0.18 96-1 6 -55.24 -116.30 13.27 50.36 -83.02 286.30 -12.19 0.19 96-1 11 -95.51 -140.50 44.01 -50.28 -133.50 307.40 -9.48 0.24 97-1 1 33.98 -36.42 51.41 -35.17 78.04 406.90 -82.36 0.00 97-1 6 7.74 80.39 -18.34 378.00 5.35 102.00 6.14 0.15 97-1 11 -5.11 14.77 135.80 -453.60 -183.50 145.60 -73.23 0.04 98-1 1 208.60 -73.74 -49.55 -86.95 151.80 1181.00 3.03 0.27 98-1 6 55.74 -68.91 -11.09 30.05 84.65 525.40 12.45 0.15 98-1 11 9.71 -70.63 14.65 13.48 170.10 434.20 22.04 0.16 99-1 1 94.00 19.92 -56.85 -127.90 -103.40 -95.88 -15.06 0.11 99-1 6 -1.48 -29.73 6.98 36.70 1.43 54.53 0.47 0.11 99-1 11 -66.43 -13.98 39.57 -99.36 31.91 -89.19 10.59 0.05 100-1 1 -114.00 10.48 -41.94 -85.89 12.66 85.00 8.31 0.10 Vail's Front Door Garage Lid Design Strip Forces ID Section Max V I.P. Shear (Kips) Max V Axial (Kips) Max V - Vertical Ki s Max V Bending (kip-ft) Max V Torsion (kip-ft) Max V Dphm. Bending Max V Twist (kip- ft Max V Deflection inches 84-1 1 -11.65 -28.82 -15.98 -20.53 -5.39 -7.62 0.25 0.09 84-1 6 -5.77 -34.09 -4.91 26.72 7.10 -28.05 0.73 0.09 84-1 11 33.54 -40.07 92.65 -167.60 15.02 0.34 3.66 0.19 85-1 1 7.08 -45.56 4.98 30.04 34.03 89.54 8.06 0.13 85-1 6 62.92 5.50 9.83 23.10 25.93 -5.28 6.61 0.10 85-1 11 167.80 86.31 36.82 -90.74 3.12 12.22 -1.42 0.07 86-1 1 70.92 86.31 -21.17 -77.89 -11.71 -34.22 -0.68 0.02 86-1 6 29.49 57.55 -5.79 -1.53 0.00 95.36 4.01 0.05 86-1 11 -3.93 16.61 1.82 6.58 25.62 -5.99 6.87 0.14 87-1 1 71.63 26.25 -19.90 -104.90 -7.04 81.33 -52.25 0.05 87-1 6 24.93 4.13 -15.72 9.77 1.28 70.83 -2.79 0.08 87-1 11 -13.99 -21.86 -10.99 54.32 -87.41 -36.87 -91.78 0.11 88-1 1 13.17 -12.81 -20.82 -40.31 -5.14 -10.39 -1.29 0.09 88-1 6 8.51 -36.35 -2.85 13.44 5.46 9.56 2.22 0.20 88-1 11 -4.08 -41.59 9.46 -0.36 3.88 7.13 -0.01 0.27 89-1 1 -25.79 -11.46 -22.47 -42.56 8.85 17.12 0.73 0.09 89-1 6 -8.52 -44.24 -5.34 5.79 -10.37 -13.38 -3.04 0.20 89-1 11 27.13 -50.32 11.88 -1.95 -3.22 19.35 -6.21 0.27 90-1 1 -57.13 39.55 -10.42 -75.63 -26.46 -69.50 -19.65 0.05 90-1 6 -24.58 11.03 -8.44 -1.39 -2.81 -34.46 -1.84 0.10 90-1 11 -1.38 -23.77 -2.11 34.12 -76.23 7.89 -60.79 0.15 91-1 1 27.31 -8.94 -11.76 -28.08 -14.33 -7.94 -5.82 0.03 91-1 6 2.46 -21.27 -0.79 15.26 -7.87 42.50 -4.85 0.05 91-1 11 -117.00 -19.65 26.75 -57.47 -1.83 -138.90 5.47 0.05 92-1 1 -36.71 -13.58 -16.34 -45.89 5.47 25.02 1.06 0.04 92-1 6 0.01 -33.43 -2.25 23.47 -0.11 -16.90 -0.15 0.09 92-1 11 91.37 18.75 33.69 -81.72 -5.91 73.30 -1.45 0.13 93-1 1 -62.69 23.08 -5.02 -21.81 8.79 27.95 2.47 0.01 93-1 6 -10.42 -27.63 1.27 15.75 -3.97 26.22 0.32 0.12 93-1 11 229.90 9.70 14.54 -37.71 2.29 189.40 -2.98 0.07 94-1 1 9.81 -•1.63 -19.40 3.51 26.19 -9.82 21.35 0.00 94-1 6 -38.82 1.05 14.68 96.50 444.50 59.13 60.46 0.01 94-1 11 -46.33 -52.30 106.60 -182.20 306.90 -683.40 -0.54 0.00 94-2 1 -20.06 -21.69 -97.11 -221.50 -33.59 -341.40 39.23 0.01 94-2 6 5.03 -147.30 10.67 369.60 4.87 -339.20 -2.60 0.15 94-2 11 36.52 -78.14 155.00 -377.70 40.03 -855.80 -60.37 0.01 95-1 1 20.65 -27.33 0.35 25.52 -3.60 -36.43 -4.28 0.10 95-1 6 -36.70 -16.42 8.35 12.32 10.47 34.45 0.42 0.12 95-1 11 -130.30 -29.12 83.36 -107.50 -12.99 -97.39 4.58 0.10 96-1 1 -54.65 -102.70 -4.04 58.31 -70.13 343.50 -10.65 0.18 96-1 6 -106.00 -200.30 20.89 93.62 -135.00 415.70 -21.43 0.33 96-1 11 -111.00 -169.20 52.11 -47.01 -176.50 394.10 -16.46 0.30 97-1 1 33.39 -45.29 62.18 2.46 37.87 441.60 -112.40 0.00 97-1 6 7.74 80.39 -18.34 378.00 5.35 102.00 6.14 0.15 97-1 11 -5.11 14.77 135.80 -453.60 -183.50 145.60 -73.23 0.04 98-1 1 120.90 -54.48 -29.09 -44.85 89.29 595.80 4.06 0.16 98-1 6 55.74 -68.91 -11.09 30.05 84.65 525.40 12.45 0.15 98-1 11 13.10 -90.44 17.95 19.76 210.80 512.70 27.59 0.20 99-1 1 47.83 8.30 -34.74 -78.17 -61.87 -40.02 -9.51 0.06 99-1 6 -1.92 -53.95 10.94 59.72 3.56 96.58 1.86 0.19 99-1 11 -66.43 -13.98 39.57 -99.36 31.91 -89.19 10.59 0.05 100-1 1 -58.92 5.14 -17.95 -42.27 6.20 44.13 4.69 0.05 Garage Lid Design Strip Forces Vail's Front Door ID Section Min P I.P. Shear (Kips) ( Min P Axial Kips) Mir Vei Ki 84.1 1 -4.35 -80.66 84-1 6 0.07 -90.24 84.1 11 33.54 -40.07 85-1 1 7.87 -48.11 - 85-1 6 61.11 1.58 85-1 11 68.98 53.90 70.92 86.31 6-1 6 29.49 57.55 -2.59 11.52 71.63 26.25 V 24.93 4.13 -27.73 09 -44. 34.69 -25.19 9.75 -4331 88-1 1 -4.81 -43.13 89-1 1 -53.75 -27.83 89-1 6 -10.71 -51.99 89.1 11 27.19 -52.23 90.1 1 -57.13 39.55 90.1 6 -24.58 11.03 90.1 11 -2.15 -36.97 91-1 1 67.72 -18.81 91.1 6 5.27 -46.11 91-1 11 -117.00 -19.65 92-1 1 -77.21 -28.66 92.1 6 -0.68 -75.36 92-1 11 53.38 11.58 93-1 1 -62.69 23.08 931 6 -10.42 -27.63 93-1 11 192.40 6.82 94 1 1 18.60 -3.11 94-1 6 -22.58 0.41 941 11 -46.33 -52.30 94.2 1 -37.09 -36.94 94.2 6 5.03 -147.30 94-2 11 36.52 -78.14 95.1 1 31.14 -69.47 95-1 6 -43.51 -44.77 95-1 11 -124.90 -30.12 96-1 1 -122.00 -177.10 96-1 6 -106.00 -200.30 96-1 11 -111.00 -169.20 97-1 1 33.39 -45.29 97-1 97-1 6 11 7.74 -2.72 80.39 8.67 98-1 1 188.10 -84.74 98-1 6 86.70 -107.20 98-1 11 15.84 -92.42 99-1 1 47.83 8.30 99.1 99.1 6 11 -1.92 -66.43 95 13.98 100-1 1 .58.92 5.14 P Min P Min P Min P. Min P Min P -tical Bending Torsion Dphm. Twist (kip- Deflection )s (kip-ft) (kip-ft) Bendin ft inches 55 -50 -62.45 8.30 -22.19 2.25 0.20 . 40 -30 95.87 31.05 -35.86 0.56 0.23 . 65 92 -167.60 15.02 0.34 3.66 0.19 . 04 3 27.60 38.28 93.04 9.23 0.13 . 11 9 23.67 25.79 -0.40 6.62 0.10 . 98 16 -43.83 -2.73 -13.42 -0.91 - 0.0- . 17 -21 -77.89 -11.71 -34.22 -0.68 0.02 . _5 79 -1.53 0.00 95.36 4.01 0.05 . 89 0 5.82 18.36 -4.70 4.92 0.11 . 90 -19 -104.90 -7.04 81.33 -52.25 0.05 . 72 -15 9.77 1.28 70.83 -2.79 0.08 . 719 39 94.57 -97.09 -65.12 -118.40 0.21 . 59 -44 -77.62 -8.92 -28.78 -0.89 0.20 . 43 -4 16.63 6.10 10.92 2.17 0.25 . 25 9 0.81 3.70 6.71 -0.30 0.28 . 32 -51 -82.21 19.56 37.97 2.49 0.19 . _7 27 7.41 -12.09 -15.66 -3.67 0.24 . 53 11 -0.35 -3.58 19.10 -6.55 0.29 . 42 -10 -75.63 -26.46 -69.50 -19.65 0.05 . -1.39 -2.81 -34.46 -1.84 0.10 53.07 -118.60 12.27 -94.56 0.23 -66.16 -32.22 -25.35 -13.02 0.07 A 36.13 -17.33 95.33 -10.42 0.12. 7526 -57.47 -1:83 -138.90 5.47 0.05 . 06 -39 -110.50 7.15 51.50 1.42 0.10 . 82 -4 57.44 1.34 -36.26 0.39 0.21 . 17 09 -42.36 -2.96 42.70 -1.14 0.07 . 02 -5 -21.81 8.79 27.95 2.47 0.01 . 27 1 15.75 -3.97 26.22 0.32 0.12 . 01 12 -31.50 0.56 159.90 -2.73 0.06 . 12 -33 6.12 45.12 -11.49 35.10 0.00 . 72 7 56.78 263.70 12.98 36.76 0.01 . 60 106 -182.20 306.90 -683.40 -0.54 0.00 . 40 -163 -373.40 -59.79 -516.50 63.46 0.02 . 67 10 369.60 4.87 -339.20 -2.60 0.15 . 00 155 -377.70 40.03 -855.80 -60.37 0.01 . 49 -12 27.84 -1.44 -68.51 -6.85 0.18 . 45 0 18.37 16.60 29.76 -0.30 0.16 . 59 82 -105.70 -12.80 -94.09 4.46 0.09 . _9 57 97.48 -105.40 525.30 -16.11 0.32 . 20.89 93.62 -135.00 415.70 -21.43 0.33 52.11 -47.01 -176.50 394.10 -16.46 0.30 62.18 2.46 37.87 441.60 -112.40 0.00 34 -18 378.00 5.35 102.00 6.14 0.15 . 83.51 -281.20 -116.30 89.53 -46.86 0.03 -45.25 -69.76 138.90 926.80 6.31 0.25 -17.25 46.74 131.70 817.30 19.36 0.23 15.38 29.32 189.80 366.40 25.86 0.19 -34.74 -78.17 -61.87 -40.02 -9.51 0.06 94 10 59.72 3.56 96.58 1.86 0.19 . 39.57 -99.36 31.91 -89.19 10.59 0.05 -17.95 -42.27 6.20 44.13 4.69 0.05 Vail's Front Door Garage Lid Design Strip Forces ID Section 84-1 1 84-1 6 84-1 11 85-1 1 85-1 6 85-1 11 86-1 1 86-1 6 86-1 11 87-1 1 87-1 6 87-1 11 88-1 1 88-1 6 88-1 11 89-1 1 89-1 6 89-1 11 90-1 1 90-1 6 90-1 11 91-1 1 91-1 6 91-1 11 92-1 1 92-1 6 92-1 11 93-1 1 93-1 6 93-1 11 4-- 1 94-1 6 94-1 11 94-2 1 94-2 6 94-2 11 95-1 1 95-1 6 95-1 11 96-1 1 96-1 6 96-1 11 97-1 1 97-1 6 97-1 11 98-1 1 98-1 6 98-1 11 99-1 1 99-1 6 99-1 11 100-1 1 Vail's Front Door Garage Lid . Design Strip Forces ID 100-1 100-1 100-2 Section 6 11 1 Max M I.P. Shear (Kips) 8.05 26.01 -13.59 Max M Axial (Kips) -22.45 2.79 28.83 Max M Vertical (Kips) 2.13 12.95 -33.13 Max M Bending (kip-ft) 31.99 -33.16 -78.49 Max M Torsion (kip-ft) -7.05 -5.66 20.84 Max M Dphm. Bending -22.15 21.74 -162.30 21 83 Max M Twist (kip- ft -5.82 -2.92 0.08 -4 03 Max M Deflection inches 0.18 0.04 0.03 10 0 100-2 6 15.76 -16.67 6.32 64.93 -33.82 . 27 11 . 95 9 . 02 0 100-2 11 4.27 -0.34 22.68 9.67 53.21 . - 59 51 . 39 5 . 02 0 101-1 1 -63.03 16.45 -6.01 -21.58 8.76 . 03 6 . -2 82 . 07 0 101-1 6 1.05 -6.82 1.26 8.93 -3.97 . 87 30 . 22 -3 . 02 0 101-1 11 45.17 3.06 2.65 -10.02 -11.75 . 10 360 . 31 20 . 16 0 102-1 1 104.50 -35.17 7.65 73.53 51.48 . - 00 271 . 22 12 . 09 0 102-1 6 78.17 -26.02 38.44 11.11 69.60 . - 83 49 . 29 2 . 02 0 102-1 11 28.49 1.58 55.30 -126.60 77.18 . - 50 188 . 15 -0 . 01 0 103-1 1 25.02 25.59 -31.85 -67.20 -81.77 0 . 12 9 . 17 -0 . 03 0 103-1 6 11.97 -1.25 -7.59 43.80 5.8 . - 54 39 . 76 7 . 00 0 103-1 11 0.57 -6.33 12.58 2.85 2.00 . - . . Vail's Front Door Garage Lid Design Strip Forces ID Section Min M I.P. Shear (Kips) Min M Axial (Kips) Min M Vertical (Kips) Min M Bending (kip-ft) Min M Torsion (kip-ft) Min M Dphm. Bending Min M Twist (kip- ft Min M Deflection inches 100-1 6 3.83 -13.55 1.14 19.55 -3.82 -10.83 -3.15 0.10 100-1 11 44.55 4.12 22.28 -57.24 -9.99 36.89 -5.26 0.06 100-2 1 -23.87 42.42 -57.02 -134.00 34.61 -234.20 -0.50 0.06 100-2 6 9.39 -7.31 3.54 37.18 -20.29 0.58 -2.39 0.06 100-2 11 3.12 0.06 13.11 5.60 30.67 -6.06 5.66 0.01 101-1 1 -117.20 37.85 -11.10 -41.00 18.17 90.39 10.42 0.03 101-1 6 0.68 -4.38 0.81 5.74 -2.55 3.88 -1.81 0.04 101-1 11 74.73 3.28 3.90 -16.10 -21.71 54.71 -5.85 0.03 102-1 1 60.61 -23.88 5.78 46.54 27.15 -246.90 11.99 0.10 102-1 6 57.57 -20.93 29.76 5.74 49.24 -242.80 8.71 0.07 102-1 11 47.01 1.61 93.34 -211.00 135.90 -82.91 4.70 0.03 103-1 1 42.11 38.73 -53.99 -112.60 -137.20 290.10 0.14 0.02 103-1 6 7.53 1.07 -4.61 24.67 4.07 6.08 0.14 0.02 103-1 11 1.07 -2.99 7.14 1.62 1.67 -19.40 4.52 0.00 Vail's Front Door Garage Lid Design Strip Forces ID 1 Section Max V I.P. Shear (Kips) Max V Axial (Kips) Max V Vertical (Kips) I Max V Bending (kip-ft) Max V Torsion (kip-ft) Max V Dphm. Bending Max V Twist (kip- ft Max V Deflection inches 100-1 6 8.05 -22.45 2.13 31.99 -7.05 -22.15 -5.82 0.18 100-1 11 44.55 4.12 22.28 -57.24 -9.99 36.89 -5.26 0.06 100-2 1 73.59 28.83 -33.13 -78.49 20.84 -162.30 0.08 0.03 100-2 6 15.76 -16.67 6.32 64.93 -33.82 21.83 -4.03 0.10 100-2 11 4.27 -0.34 22.68 9.67 53.21 -11.27 9.95 0.02 101-1 1 -63.03 16.45 -6.01 -21.58 8.76 51.59 5.39 0.02 101-1 6 1.05 -6.82 1.26 8.93 -3.97 6.03 -2.82 0.07 101-1 11 70.26 4.76 4.12 -15.59 -18.28 48.02 -5.00 0.03 102-1 1 94.29 -37.15 8.99 72.40 42.23 -384.10 18.65 0.15 102-1 6 83.26 -27.76 41.26 10.98 74.21 -296.60 13.02 0.09 102-1 11 47.01 1.61 93.34 -211.00 135.90 -82.91 4.70 0.03 103-1 1 25.02 25.59 -31.85 -67.20 -81.77 188.50 -0.15 0.01 103-1 6 7.53 1.07 -4.61 24.67 4:07 6.08 0.14 0.02 103-1 11 0.57 -6.33 12.58 2.85 2.00 -39.54 7.76 0.00 Vail's Front Door Garage Lid Design Strip Forces ID Section Min V I.P. Shear (Kips) Min V Axial (Kips) Min V Vertical (Kips) Min V Bending (kip-ft) Min V Torsion (kip-ft) Min V Dphm. Bending Min V Twist (kip- ft Min V Deflection inches 100-1 6 3.83 -13.55 1.14 19.55 -3.82 -10.83 -3.15 0.10 100-1 11 26.01 2.79 12.95 -33.16 -5.66 21.74 -2.92 0.04 100-2 1 -23.87 42.42 -57.02 -134.00 34.61 -234.20 -0.50 0.06 100-2 6 9.39 -7.31 3.54 37.18 -20.29 0.58 -2.39 0.06 100-2 11 3.12 0.06 13.11 5.60 30.67 -6.06 5.66 0.01 101-1 1 -117.20 37.85 -11.10 -41.00 18.17 90.39 10.42 0.03 101-1 6 0.68 -4.38 0.81 5.74 -2.55 3.88 -1.81 0.04 101-1 11 45.17 3.06 2.65 -10.02 -11.75 30.87 -3.22 0.02 102-1 1 84.29 -27.21 5.72 58.01 42.43 -277.70 16.31 0.13 102-1 6 49.10 -18.02 25.08 5.95 41.57 -200.10 7.37 0.06 102-1 11 , 28.49 1.58 55.30 -126.60 77.18 -49.83 2.29 0.02 103-1 1 42.11 38.73 -53.99 -112.60 -137.20 290.10 0.14 0.02 103-1 6 11.97 -1.25 -7.59 43.80 5.80 -9.12 0.17 0.03 103-1 11 1.07 -2.99 7.14 1.62 1.67 -19.40 4.52 0.00 Vail's Front Door Garage Lid Design Strip Forces Max P I.P. Max P Max P Max P Max P Max P Max P Max P Shear Axial Vertical Bending Torsion Dphm. Twist (kip- Deflection ID Section (Kips) (Kips) (Kips) (kip-ft) (kip-ft) Bending ft inches 100-1 6 3.83 -13.55 1.14 19.55 -3.82 -10.83 -3.15 0.10 100-1 11 40.46 4.34 20.14 -51.58 -8.81 33.81 -4.54 0.06 100-2 1 -21.14 44.84 -51.53 -122.10 32.42 -252.50 0.12 0.05 100-2 6 9.39 -7.31 3.54 37.18 -20.29 0.58 -2.39 0.06 100-2 11 4.12 0.27 14.73 6.28 34.57 -6.67 6.37 0.01 101-1 1 -117.20 37.85 -11.10 -41.00 18.17 90.39 10.42 0.03 101-1 6 -0.25 1.21 0.93 6.32 -4.72 2.23 -3.48 0.05 101-1 11 70.26 4.76 4.12 -15.59 -18.28 48.02 -5.00 0.03 102-1 1 60.61 -23.88 5.78 46.54 27.15 -246.90 11.99 0.10 102-1 6 49.10 -18.02 25.08 5.95 41.57 -200.10 7.37 0.06 102-1 11 34.31 2.59 63.83 -148.50 90.18 -62.99 2.61 0.02 103-1 1 38.92 39.81 -49.54 -104.50 -127.20 293.20 -0.23 0.02 103-1 6 8.84 1.87 -5.33 27.37 4.58 9.04 0.18 0.02 103-1 11 1.07 -2.99 7.14 1.62 1.67 -19.40 4.52 0.00 Vail's Front Door Garage Lid Design Strip Forces ID Section Min P I.P. Shear (Kips) Min P Axial (Kips) Min P Vertical (Kips) I Min P Bending (kip-ft) Min P Torsion (kip-ft) Min P Dphm. Bending Min P Twist (kip ft Min P Deflection inches 100-1 6 8.05 -22.45 2.13 31.99 -7.05 -22.15 -5.82 0.18 100-1 11 26.01 2.79 12.95 -33.16 -5.66 21.74 -2.92 0.04 100-2 1 -13.59 28.83 -33.13 -78.49 20.84 -162.30 0.08 0.03 100-2 6 15.76 -16.67 6.32 64.93 -33.82 21.83 -4.03 0.10 100-2 11 3.68 -0.46 21.71 9.26 50.87 -10.90 9.53 0.02 101-1 1 -63.03 16.45 -6.01 -21.58 8.76 51.59 5.39 0.02 101-1 6 1.05 -6.82 1.26 8.93 -3.97 6.03 -2.82 0.07 101-1 11 59.68 2.26 3.02 -12.75 -17.79 44.42 -4.77 0.03 102-1 1 94.29 -37.15 8.99 72.40 42.23 -384.10 18.65 0.15 102-1 6 76.37 -28.03 39.01 9.26 64.66 -311.30 11.47 0.09 102-1 11 43.52 1.00 88.23 -197.80 128.10 -75.01 4.52 0.03 103-1 1 25.02 25.59 -31.85 -67.20 -81.77 188.50 -0.15 0.01 103-1 6 11.18 -1.73 -7.16 42.18 5.49 -10.89 0.15 0.03 103-1 11 0.57 -6.33 19 .58 2.85 2.00 -39.54 7.76 0.00 Vail's Front Door Garage Lid Design Strip Forces ID Section 100-1 6 100-1 11 100-2 1 100-2 6 100-2 11 101-1 1 101-1 6 101-1 11 102-1 1 102-1 6 102-1 11 103-1 1 103-1 6 103-1 11 Vail's Front Door, Garage Lid All Dead Load Combination Column Reactions ID 1 Std. Fr (Kips) 6.6 Std. Fs (Kips) -3.1 Std. Fz (Kips) 146.5 Std. Mr (kip-ft) -31.3 Std. Ms (kip-ft) -67.9 2 8.8 -3.3 203.8 -33.2 -88 1 3 -0.5 -2.9 188.1 -29.0 . 5.2 4 -1.8 7.6 285.5 75.8 18.4 5 -4.1 13.2 341.6 132.1 40.6 6 -4.2 379.3 -42.5 17.0 7 -0.3 -7.6 343.9 -76.3 2.9 8 5.2 0.9 284.0 8.7 -52.3 9 4.8 -12.0 577.6 -120.3 -47.7 10 1.0 10.8 463.2 107.7 -9.6 11 -1.2 -10.4 193.1 -103.7 12.1 12 -2.5 14.3 547.9 142.8 25 4 13 -9.3 1.9 435.1 18.6 . 92.8 14 -0.5 12.0 270.7 119.7 4.6 15 -2.3 -2.7 216.3 -26.9 22.7 ueaa Loaa uomomati on Wall Reactions ID Std. Fr (Kips ) Std. Fs (Kips ) Std. Fz (Kips ) Std. Mr (kip-ft) Std. Ms (kip-ft) Std. Mz (kip-ft) 1 -2 .5 0 .0 85 .9 0.0 213.9 0 0 22 -0 .3 0 .0 7 .9 0.1 -12.4 . 0 0 23 0. 6 0: 0 14. 3 0.0 -14.4 . 0 0 28 -0. 1 0. 0 6. 2 0.0 1.4 . 0 0 29 -8. 5 0. 0 46. 5 0.0 -163.6 . 0 0 72 -2. 1 0. 0 98. 6 -1.9 -228.5 . 0 0 73 5. 6 0. 0 56. 4 0.0 -39.1 . 0 0 74 -5. 3 -3. 3 766. 5 -596.1 -20120.0 . -80 3 75 -3. 4 0. 0 6. 4 0.0 -19.7 . 0 0 79 -14. 7 0. 0 -40. 7 0.0 961.0 . 0 0 81 -3. 2 0. 0 42. 4 0.0 159.4 . 0 0 82 0. 0 0. 0 7. 8 0.0 9.3 . 0 0 90 0. 4 0. 0 1. 3 0.0 -4.4 . 0 0 97 -10. 4 0. 0 46. 6 0.0 18.5 . 0 0 100 0. 6 0. 0 21. 4 0.0 -13.1 . 0 0 118 3.1 0. 0 101. 9 0.0 558.6 . 0 0 125 3.2 0. 0 -19.8 0.0 -95.1 . 0 0 131 4.0 0.0 -9.5 0.0 -4.7 . 0 0 132 -3.4 0.0 11.7 0.0 9.6 . 0 0 157 4.8 0.0 806.9 -0.2 95.8 . 0 2 158 3.4 0.0 0.4 0.0 -48.2 . 0 0 169 1.5 - 0.0 -35.8 0.0 125.4 . 0 0 171 -2.8 0.0 -6.6 0.0 -5.0 . 0 0 178 0.6 0.0 56.6 0.3 185.3 . 0 0 221 10.9 0.0 11.9 0.0 -144.8 . O! 235 3.6 0.0 17.3 0.0 -66.5 N 241 5.2 0.0 19.4 0.0 79.0 0 0 246 -3.0 0.0 48.6 0.0 -169.2 . 0 0 267 8.1 0.0 16.1 0.0 100.6 . 0 0 273 2.2 0.0 1.3 0.0 -3.4 . 0 0 274 -2.9 0.0 46.0 0.0 243.1 . 0 0 264 6.3 0.0 -17.2 0.0 -292.2 . 0 0 269 2.5 0.0 267.3 0.0 -683.7 . 0 0 293 1.6 0.0 4.0 0.0 3.7 . 0 0 294 4.2 0.0 33.5 0.0 47.0 . 0 0 296 1.1 0.0 0.4 0.0 -1.1 . 0 0 301 9.9 0.0 52.0 0.0 -6.0 . 0 0 315 -3.1 0.0 -5.6 0.0 -36.3 . 0 0 333 3.4 0.0 111.1 0.0 179.5 . 0 0 334 5.7 0.0 -101.4 0.0 -409.6 . 0 0 344 -0.2 0.0 1.1 0.0 0.6 . 0 0 349 -0.1 0.0 2.6 0.0 -0.3 . 0 0 354 7.0 0.0 -117.2 0.0 -345.3 . 0 0 360 1.2 0.0 21.9 0.0 1.9 . 0 0 371 8.4 0.0 -176.7 0.0 322.9 . 0 0 375 -1.4 0.0 243.6 0.0 -230.3 . 0 0 385 16.3 0.0 17.4 0.0 16.4 . 0 0 390 0.9 0.0 79.7 0.0 -10.8 . 0 0 410 12.2 0.0 12.9 0.0 12.8 . 0 0 412 -0.8 0.0 26.9 0.0 -11.5 . 0 0 415 8.3 0.1 133.0 -10.9 -400.3 . -0 9 426 3.7 0.0 20.0 0.0 •14.0 . 0 0 428 40.9 0.0 106.7 0.0 897.5 . 0 0 460 3.1 0.0 26.7 -0.5 -163.3 . 0 0 474 -2.4 0.0 -156.3 0.0 2004.0 . 0 0 475 7.4 0.0 -122.3 0.0 362.9 . 0 0 4 11.4 0.0 207.2 0.0 -312.8 . 0 0 4991 1 -1.1 0.0 1.1 0.0 92.1 . 0 0 496 -5.0 0.0 -59.6 0.0 -382.7 . 0 0 498 -3.9 0.0 -31.2 0.0 -125.4 . 0 0 502 -2.1 0.0 36.3 0.0 174.3 . 0 0 513 0.4 0.0 4.4 0.0 0.7 . 0 0 516 0.6 0.0 3.8 0.0 2.8 . 0 0 519 1 9.7 0.0 75.3 0.0 -297.3 . 0 0 553 0.1 0.0 2.1 0.0 0.3 . 0 0 554 -0.2 0.0 1.2 0.0 0.5 . 0.0 Service L oad Combination Wall Reactio ns _ ID Std. Fr (Kips) Std. Fs (Kips) Std. Fz (Kips) Std. Mr (kip-ft ) Std. Ms (kip-f t) Std. Mz (kip-ft) 1 -1. 7 0. 0 104.3 0. 0 256. 3 0.0 22 -0. 7 0. 0 9.6 0. 2 -15. 1 0.0 23 0. 6 0. 0 17.3 0. 0 -17. 2 0.0 28 -0. 2 0. 0 7.6 0. 0 1. 7 0.0 29 -10. 5 0. 0 89.3 07 0 156. 4 0.0 72 -3. 5 0. 0 119.6 -2. 3 -275. 3 0.1 73 6. 2 0. 0 62.0 0. 0 19. 3 0.0 74 -7. 9 -5. 6 1268.0 -1119. 0 -25650. 0 -130.9 75 -4. 1 0. 0 7.8 0. 0 -24. 3 0.0 79 -31. 5 0. 0 -100.7 0. 0 2195. 0 0.0 81 -4. 3 0. 0 51.7 0. 0 194. 2 0.0 82 0. 0 0.0 9. 4 0.0 11. 4 0.0 90 0.2 0.0 3. 6 0.0 -8. 8 0.0 9 7 -19.2 0.0 101. 8 0.0 -0. 9 0.0 10 0 1.4 0.0 43. 7 0.0 -29.7 0.0 11 8 4.6 0.0 123. 2 0.0 673.8 0.0 12 5 3.1 0.0 -23. 6 0.0 -114.1 0.0 13 1 6.3 0.0 -21.2 0.0 -10.0 0.0 13 2 -6.6 0.0 27.6 0.0 21.1 0.0 157 10.7 0.0 968.9 -C.3 84.3 -0.4 158 6.5 0.0 0.9 0.0 -57.2 0.0 169 -1.0 0.0 -69.7 0.0 273.3 0.0 171 0.0 -14.5 0.0 -9.2 0.0 178 -4.1 0.0 62.7 0.6 312.0 0.0 221 17.8 0.0 13.3 0.0 -188.3 0.0 235 4.4 0.0 20.6 0.0 -77.8 0.0 _ 241 6.4 0.0 23.1 0.0 92.3 0.0 246 -3.4 0.0 57.7 0.0 -199.1 0.0 267 9.9 0.0 18.9 0.0 117.0 0.0 273 2.5 0.0 1.6 0.0 -4.0 0.0 274 -3.7 0.0 55.6 0.0 290.2 0.0 264 4.2 0.0 -43.1 0.0 -567.0 0.0 289 10.2 0.0 433.0 0.0 -1376.0 0.0 293 1.9 0.0 4.8 0.0 4.2 0.0 294 8.0 0.0 62.8 0.0 84.5 0.0 296 2.4 0.0 0.5 0.0 -1.4 0.0 301 18.5 0.0 66.6 0.0 18.3 0.0 315 -4.0 0.0 -6.7 0.0 -44.2 0.0 333 6.6 0.0 182.2 0.0 285.9 0.0 334 6.9 0.0 •166.0 0.0 -686.4 0.0 344 -0.2 0.0 1.3 0.0 0.7 0.0 349 0.0 0.0 3.1 0.0 -0.3 0.0 354 13.8 0.0 -136.1 0.0 -399.1 0.0 360 2.0 0.0 26.7 0.0 2.7 0.0 371 10.0 0.0 -283.9 0.0 530.3 0.0 375 -1.8 0.0 390.8 -0.1 -369.0 0.0 385 28.8 0.0 24.8 0.0 15.8 0.0 390 2.2 0.0 97.9 0.0 21.4 0.0 410 18.3 0.0 19.1 0.0 42.4 0.0 412 -1.0 0.0 40.6 0.0 -15.7 0.0 415 13.7 0.1 151.1 -13.7 -428.2 -1.2 426 6.0 0.0 24.0 0.0 -16.8 0.0 428 51.6 0.0 125.8 0.0 1039.0 0.0 460 3.7 0.0 31.9 -0.5 -195.3 0.0 474 0.0 -181.6 0.0 2345.0 0.0 475 11.0 0.0 -145.4 0.011 429.411 0.0 485 13.4 0.0 244.6 0.0 -367.6 0.0 491 -1.1 0.0 1.4 0.0 109.5 0.0 496 -6.1 0.0 -68.5 0.0 -441.5 0.0 498 -2.4 0.0 -37.0 0.0 -148.7 0.0 502 -1.5 0.0 43.2 0.0 207.6 0.0 513 -0.2 0.0 5.2 0.0 0.8 0.0 516 0.9 0.0 4.7 0.0 3.1 0.0 519 22.9 - 0.0 93.1 0.0 -366.7 0.0 553 0.2 0.0 2.6 0.0 0.3 0.0 554 -0.3 0.0 1.4 0.0 0.6 0.0 D 0 (D N a r C7 m m o' 73 v v j..i ov" 21 85.il ~ ~ m V D n-3 v ogv$n rna~ m~ m o ~ a m N n1 £ ~ c L1J N O C ~ Q f o I' I w o~ r .u s mwc x 3~m D ~ m T ~ 3 ' N N 3 m m ^ N \ J 3 n W O• n /n 3 VJ m m 3 W g N rn 3 N m 3 m O (D (n' (n v,m orn n~~ 3 0 \IJ v 3 « c m o o rn• S \V ~c~ u c 3cN VJ o' m oa'/P1~ 3 CO S m a O o m N o \ / 3 3 N ~ o V n ~ o rn Yl. - o 3 _ ' A m o ITV J - ~mZ m O VJ 3 ~ T N ~ V m 3 rn cn cn O O O N I (n O W -l z D r u~m o m o v, D ~ m - c c 3' 3 m n /1• 3:i.y ,tea' m ~ o m Z Z m n - 3 C c n y O O Z O a S. S. o ~"m r 3 m m ~ 3 0 N m o n x m m 3 0 \V m l / m D O w O w m m ~ o m o m ~ m m 3 0 m 0 N 0 v vi T 0 0 0 0 0 N c0~ 0 (D m 0 v 0 0 N Cn O W -l z D r 0 N O O Vail's Front Door, Garage Lid Design Strip Reinforcement Design ID Section Status As T. (sq. in.) T. Control As B. (sq. in.) B. Control As V Density. V. Control As V Spcg. V. Spcg. Control 1-1 1 OK 0.8045 10.5.1 0 0 infinite 1-1 6 OK 0 1.018 10.5.1 0 infinite 1-1 11 OK 0.8045 10.5.1 1.018 10.5.1 0 infinite 2-1 1 OK 5.093 7.12 0 0 infinite 2-1 6 OK 0 5.093 7.12 0 infinite 2-1 11 OK 5.093 7.12 0 0 infinite 3-1 1 OK 0.01894 10.6.4 3.73 10.5.1 0.0212 11.3 1234 11.3 3-1 6 OK 0 3.73 10.5.1 0 infinite 3-1 11 OK 3.73 10.5.1 3.73 10.5.1 0.0212 11.3 5.815 11.3 4-1 1 OK 4.894 10.5.1 0 0.0212 11.3 12.72 11.3 4-1 6 OK 0 4.894 10.5.1 0 infinite 4-1 11 OK 0 4.894 10.5.1 0.0212 11.3 12.72 1 1.3 5-1 1 OK 8.529 10.6.4 0 0 infinite 5-1 6 OK 0 8.091 7.12 0 infinite 5-1 11 OK 8.091 7.12 0 0 infinite 6-1 1 OK 0.01524 10.6.4 2.255 10.5.1 0.0159 11.3 12.24 11.3 6-1 6 OK 0 2.255 10.5.1 0 infinite 6-1 11 OK 2.255 10.5.1 0 0.0159 11.3 12.72 11.3 7-1 1 OK 3.121 10.5.1 0.0137 10.6.4 0.0152 11.3 24 11.3 7-1 6 OK 0 3.273 10.5.1 0 infinite 7-1 11 OK 0.09532 10.2 3.273 10.5.1 0.0159 11.3 17.78 11.3 8-1 1 OK 2.158 10.5.1 0.0227 10.2 0.0212 '11.3 12.28 11.3 8-1 6 OK 0 3.433 10.6.4 0 infinite 8-1 11 OK 3.828 10.6.4 0 0.0416 11.3 12.72 11.3 8-2 1 OK 5.6 10.5.1 0 0.055 11.3 12.72 11.3 8-2 6 OK 0 5.586 10.5.1 0 infinite 8-2 11 OK 7.353 10.6.4 0 0.0515 11.3 12.72 11.3 9-1 1 OK 0 5.28 7.12 0 infinite 9-1 6 OK 0 5.28 7.12 0 infinite 9-1 11 OK 0 5.28 7.12 0 infinite 10-1 1 OK 0 2.068 10.5.1 0 infinite 10-1 6 OK 0 2.068 10.5.1 0 infinite 10-1 11 OK 2.068 10.5.1 0 0 infinite 11-1 1 OK 3.667 10.5.1 0.374 10.2 0.0212 11.3 11.02 11.3 11-1 6 OK 0 4.72 10.6. 0 infinite 11-1 11 OK 0.006042 10.6.4 3.667 10.5. 0.0212 11.3 12.61 11.3 12-1 1 OK 5.321 10.6.4 0 0.0212 11.3 12.72 11.3 12-1 6 OK 0 5.195 10.5.1 0 infinite 12-1 11 OK 7.492 10.6.4 0 0 infinite 12-2 1 OK 2.268 10.5.1 0 0.0212 11.3 12.72 11.3 12-2 6 OK 0 4.258 10.6.4 0 infinite 12-2 11 OK 2.268 10.5.1 0.0111 10.6.4 0.0212 11.3 12.48 11.3 13-1 1 OK 3.713 10.6.4 0 0.0212 11.3 12.72 11.3 13-1 6 OK 0 4.088 10.6.4 0 infinite 13-1 11 OK 0 3.667 10.5.1 0.0212 11.3 12.72 11.3 14-1 1 OK 3.667 10.5.1 0 0.0212 11.3 12.72 11.3 14-1 6 OK 0 3.667 10.5.1 0 infinite 14-1 11 OK 3.667 10.5.1 0 0.0212 11.3 12.72 11.3 15-1 1 OK 0 5 10.5.1 0.02121 11.3 12.72 11.3 15-1 6 OK 0 5 10.5.1 0 infinite 15-1 11 OK 5.79 -TO-. 6-4 0 0.0212 11.3 12.72 11.3 15-2 1 OK 6.199 10.6.4 0 0.0212 11.3 12.72 11.3 15-2 6 OK 0 5 10.5.1 0 infinite 15-2 - 11 OK 5 10.5.1 0 0.0212 11.3 12.72 11.3 16-1 1 OK 7.544 10.6.4 0 0.0533 11.3 12.72 11.3 16-1 6 OK 0 4.557 10.5.1 0 infinite 16-1 11 OK 0.1064 10.2 4.557 10.5.1 0.0212 11.3 10.78 11.3 17-1 1 OK 3.667 10.5.1 3.667 10.5.1 0 infinite 17-1 6 OK 0 3.667 10.5.1 0 infinite 17-1 11 OK 6.557 10.6.4 0 0.0331 11.3 12.72 11.3 18-I r-1 OK 2.158 10.5.1 0.0132 10.6.4 0.0212 11.3 12.32 11.3 18-1 6 OK 0 3.245 10.6.4 0 infinite 18-1 11 OK 2.158 10.5.1 0 0 infinite 19-1 1 OK 3.845 10.6.4 0 0.0159 11.3 18.72 11.3 19-1 6 OK 0 6.017 10.2 0 infinite 19-1 11 OK 3.951 10.6.4 0 0.0898 11.3 9.359 11.3 19-2 1 OK 2.755 10.6.4 0 0.0247 11.3 12.72 11.3 19-2 6 OK 3.107 10.5.1 0 0.0159 11.3 12.72 11.3 19-2 11 OK 0 6.531 10.5.1 0 infinite 20-1 1 OK 5.639 10.6.4 0 0.0347 11.3 12.72 11.3 20-1 6 OK 0 3.667 10.5.1 0 infinite 20-1 11 OK 3.667 10.5.1 0 0.0212 11.3 12.72 11.3 21-1 1 OK 2.733 7.12 0 0.1399 11.3 6.906 11.3 21-1 6 OK 0.0523 10.6.4 2.733 7.12 0 infinite 21-1 11 OK 2.733 7.12 0 0 infinite 22-1 1 OK 0.1133 10.2 2.382 10.5.1 0.0178 11.3 13.88 11.3 22-1 6 OK 0 4.929 10.6.4 0 infinite 22-1 11 OK 2.382 10.5. 0.0371 10.6.4 0.0334 11.3 17113 11.3 23-1 1 OK 6.169 10.6.4 0 0.0318 11.3 12.72 11.3 23-1 6 OK 0 7.82 10.6.4 0.0318 11.3 12.72 11.3 23-1 11 OK 7.828 10.6.4 0 0.0643 11.3 12.72 11.3 24-1 1 OK 3.654 10.6.4 0 0 infinite 24-1 6 OK 0 4.014 10.6.4 0.0212 11.3 12.72 113 24-1 11 OK 2.593 10.6.4 0 0.0329 11.3 12.72 11.3 25-1 1 OK 5 10.5.1 0 0.0318 11.3 12.72 11.3 25-1 6 OK 0 6.521 10.6.4 0.0318 11.3 12.72 11.3 25-1 11 OK 5.455 10.6.4 0 0.0318 11.3 12.72 11.3 25-2 1 OK 7.53 10.6.4 0 0.0528 11.3 12.72 11.3 25-2 6 OK 0 5.321 10.6.4 0 infinite 25-2 11 OK 5.182 10.6.4 0 0.0318 11.3 12.72 11.3 25-3 1 OK 3.771 10.5.1 0 0 infinite 25-3 6 OK 0.01207 10.2 2.33 10.5.1 0.0159 11.3 6.631 11.3 25-3 11 OK 0.3095 10.2 6.439 10.5.1 0 infinite 26-1 1 OK 0 7.465 7.12 0 infinite 26-1 6 OK 0 7.465 7.12 0 infinite 26-1 11 OK 7.465 7.12 0 0 infinite 27-1 1 OK 4.884 10.5.1 0 0.0212 11.3 12.72 11.3 27-1 6 OK 0 4.884 10.5.1 0 infinite 27-1 11 OK 7.339 10.6.4 0 0.0212 11.3 12.72 11.3 27-2 1 OK 7.776 10.6.4 0 0.0318 11.3 12.72 11.3 27-2 6 OK 0 5 10.5.1 0 infinite 27-2 11 OK 5 10.5.1 0 0.0318 11.3 12.72 11.3 27-3 1 OK 3.771 10.5.1 0 0 infinite 27-3 6 OK 0 2.33 10.5.1 0 infinite 27-3 11 OK 0 6.439 10.5.1 0 infinite 28-1 1 OK 0.3637 10.2 1.889 10.5.1 0.0694 11.3 6.621 11.3 28-1 6 OK 0 3.966 10.6.4 0.0212 11.3 20.72 11.3 28-1 11 OK 4.415 10.6.4 0 0.0301 11.3 12.72 11.3 29-1 1 OK 0 4.529 10.5.1 0.0318 11.3 12.72 11.3 29-1 6 OK 0 5.765 10.6.4 0 infinite 29-1 11 OK 10.9 10.6.4 0 0.0869 11.3 12.72 11.3 30-1 1 OK 10.54 10.6.4 0 0.1201 11.3 12.72 11.3 30-1 6 OK 0 8.951 10.6.4 0.0318 113 12.72 11.3 30-1 11 OK 10.55 10.6.4 0 0.1265 11.3 12.72 11.3 31-1 1 OK 8.444 10.6.4 0 0.1088 11.3 12.72 11.3 31-1 6 OK 0 7.031 10.6.4 0 infinite 31-1 11 OK 5.567 10.6.4 0 0.0318 11.3 12.72 11.3 31-2 1 OK 4.569 10.5.1 0 0 infinite 31-2 6 OK 0 2.823 10.5.1 0.0212 11.3 12.72 11.3 31-2 11 OK 0 3.467 10.6.4 0 infinite 32-1 1 OK 3.218 10.5.1 0 0.0159 11.3 13.72 11.3 32-1 6 OK 0 3.218 10.5.1 0 infinite 32-1 11 OK 4.212 10.6.4 0 0.0601 11.3 13.72 11.3 32-2 1 OK 2.418 10.6.4 0 0.0336 11.3 13.72 11.3 32-2 6 OK 1.866 10.5.1 0 0 infinite 32-2 11 OK 0 1.866 10.5.1 0 infinite 33-1 1 OK 0 3.992 10.5.1 0.0555 11.3 12.72 11.3 33-1 6 OK 0 7.944 10.6.4 0.0318 11.3 12.72 11.3 33-1 11 OK • 12.8 10.6.4 0 0.1573 11.3 12.72 11•.3 34-1 1 OK 14.38 10.6.4 0 0.2039 11.3 6.359 11.3 34-1 6 OK 0 5.951 10.6.4 0 infinite 34-1 11 OK 0.3211 10.6.4 4.833 10.5.1 0.0318 11.3 11.38 113 35-1 1 OK 7.106 10.6.4 0 0 infinite 35-1 6 OK 0 4.265 7.12 0 infinite 35-1 11 OK 0 2.333 7.12 0 infinite 36-1 1 OK 6.662 10.6.4 0 0.0212 11.3 12.72 11.3 36-1 6 OK 0 5 10.5.1 0 infinite 36-1 11 OK 5 10.5.1 0.1374 10.6.4 0.0212 11.3 11.31 11.3 37-1 1 OK 0.1564 10.6.4 7.167 10.5.1 _ 0 infinite 37-1 6 OK 0 3.056 10.5.1 0.0159 11.3 13.72 11.3 37-1 11 OK 2.363 10.6.4 0 0.0577 11.3 13.72 11.3 37-2 1 OK 2.095 10.6.4 0 0.0806 11.3 13.72 11.3 37-2 6 OK 0 1.868 10.5.1 0 infinite 37-2 11 OK 0.04805 10.2 1.868 10.5.1 0.0159 11.3 11.95 11.3 38-1 1 OK 0 2.337 10.5.1 0.0213 11.3 12.72 11.3 38-1 6 OK 0 2.667 10.5.1 0.0212 11.3 12.72 11.3 38-1 11 OK 3.568 10.6.4 0 0.0212 11.3 12.72 11.3 38-2 1 OK 5.596 10.6.4 0 0.03 11.3 12.72 11.3 38-2 6 OK 0 4.1 10.6.4 0.0212 11.3 12.72 11.3 38-2 11 OK 0 3.455 10.5.1 0.0212 11.3 12.72 11.3 39-1 1 OK 0.06946 10.21 1.062 10.5.1 0 infinite 39-1 6 OK 0 1.062 10.5.1 0 infinite 39-1 11 OK 1.062 10.5.1 0 0.0106 11.3 7.718 11.3 40-1 1 OK 4.525 7.12 0 0 infinite 40-1 6 OK 0 4.525 7.12 0 infinite 40-1 11 OK 3.585 7.12 0 0 infinite 41-1 1 OK 0 2.309 7.12 0 infinite 41-1 6 OK 0 2.332 7.12 0 infinite 41-1 11 OK 0 2.354 7.12 0 infinite 42-1 1 OK 0.03766 10.6.4 2.713 10.5.1 0.0212 11.3 9.233 11.3 42-1 6 OK 0 338 10.6.4 0 infinite 42-1 11 OK 2.713 10.5.1 0 0.0212 11.3 9.718 11.3 43-1 1 OK 0 6.485 7.12 0 infinite 43-1 6 OK 0 6.481 7.12 0 infinite 43-1 11 OK 0 6.477 7.12 0 infinite 44-1 1 OK 0 8.479 7.12 0 infinite 44-1 6 OK 0 8.585 7.12 0 infinite 44-1 11 OK 0 8.692 7.12 0 infinite 45-1 11 1 OK 0 4.5 7.12 0 infinite 45-1 6 OK 0 4.228 7.12 0 infinite 45-1 11 OK 3.956 7.12 0 0 infinite 45-2 1 OK 3.885 7.12 0 0 infinite 45-2 6 OK 0 3.666 7.12 0 infinite 45-2 11 OK 3.447 7.12 0 0 infinite 46-1 1 OK 6.659 7.12 0 0 infinite 46-1 6 OK 0 7.042 7.12 0 infinite 46-1 11 OK 10.24 10.6.4 0 0 infinite 47-1 1 OK 8.812 7.12 8.812 7.12 0 infinite 47-1 6 OK 0 8.811 7.12 0 infinite 47-1 11 OK 19.87 10.2 0 0.3186 11.3 3.063 11.3 47-2 1 OK 9.164 10.6.4 0 0 infinite 47-2 6 OK 0 7.23 7.12 0 infinite 47-2 11 OK 6.921 7.12 0 0 infinite 47-3 1 OK 6.814 7.12 0 0 infinite 47-3 6 OK 6.68 7.12 0 0 infinite 47-3 11 OK 6.546 7.12 0 0 infinite 47-4 1 OK 6.6 7.12 0 0 infinite 47-4 6 OK 0 6.6 7.12 0 infinite 47-4 11 10.92 7.12 0 0 infinite 48-1 1 7.677 10.6.4 0 0 infinite 48-1 6 0 5.5 7.12 0 infinite 48-1 11 g 5.5 7.12 5.5 7.12 0 infinite 48-2 1 5.5 7.12 5.5 7.12 0 infinite 48-2 6 0 5.5 7.12 0 infinite 48-2 11 OK 5.5 7.12 0 0 infinite 48-3 1 OK F 5.897 10.6.4 0 0 infinite 48-3 6 OK 5.5 7.12 5.922 10.6.4 0 infinite 48-3 11 OK 6.358 10.6.4 0 0 infinite 48-4 1 OK 5.5 7.12 0 0 infinite 48-4 6 OK 0 5.5 7.12 0 infinite 48-4 11 OK 5.5 7.12 0.0988 10.3.5 0 infinite 48-5 1 OK 5.5 7.12 0 0 infinite 48-5 6 OK 0 5.5 7.12 0 infinite 48-5 11 OK 6.532 10.6.4 0 0 infinite 48-6 1 OK 8.498 10.6.4 0 0 infinite 48-6 6 OK 0 5.573 7.12 0 infinite 48-6 11 OK 5.573 7.12 0 0 infinite 49-1 1 OK 1.49 7.12 0 0 infinite 49-1 6 OK 0 1.636 7.12 0 infinite 49-1 11 OK 0 1.782 7.12 0 infinite 49-2 1 OK 0 1.825 7.12 0 infinite 49-2 6 OK 0 1.975 7.12 0 infinite 49-2 11 OK 0 4.695 7.12 0 infinite 50-1 1 OK 2 10.5.1 0 0.0106 11.3 6.718 11.3 50-1 6 OK 0 2 10.5.1 0 1 1 infinite 50-1 11 OK 2 10.5.1 0 0.0106 11.3 6.718 11.3 51-1 1 OK 2.071 10.6.4 0 0.0106 11.3 6.718 11.3 51-1 6 OK 0 2 10.5.1 0 infinite 51-1 11 OK 2 10.5.1 0 0.0106 11.3 6.718 11.3 52-1 1 OK 5.846 10.5.1 0 0.0575 11.3 12.72 11.3 52-1 6 OK 0 7.313 10.6.4 0 infinite 52-1 11 OK 13.91 10.6.4 0 0.1399 11.3 12.72 11.3 52-2 1 OK 13.43 10.6.4 0 0.1318 11.3 12.72 11.3 52-2 6 OK 0 6.956 10.6.4 0 infinite 52-2 11 OK 5.961 10.5.1 0 0.0398 11.3 18.72 11.3 53-1 1 OK 9.348 10.6.4 0 0.1256 11.3 12.72 11.3 53-1 6 OK 0 11.15 10.2 0.0318 11.3 12.72 11.3 53-1 11 OK 17.39 10.6.4 2.561 10.2 0.261 11.3 6.359 11.3 53-2 1 OK 17.19 10.6.4 2.355 10.2 0.2359 11.3 6.359 11.3 53-2 6 OK 0 8.625 10.6.4 0 infinite 53-2 11 OK 12.77 10.6.4 0 0.2973 11.3 6.359 11.3 53-3 1 OK 9.212 10.6.4 0 0.1291 11.3 12.72 11.3 53-3 6 OK 0 5.557 10.6.4 0 infinite 53-3 11 OK 8.619 10.6.4 0 0.1679 11.3 12.72 11.3 53-4 1 OK 9.427 10.6.4 0 0.2087 11.3 6.359 11.3 53-4 6 OK 0 5.913 10.6.4 0.0318 11.3 12.72 11.3 53-4 11 OK 4.871 10.6.4 0 0.1892 11.3 6.359 11.3 53-5 1 OK 15.57 10.6.4 0 0.1675 11.3 12.72 11.3 53-5 6 OK 0 10.29 10.6.4 0 infinite 53-5 11 OK 15.41 10.6.4 0 0.1419 11.3 12.72 11.3 53-6 1 OK 4.571 10.6.4 0 0.0318 11.3 12.72 11.3 53-6 6 OK 3.367 10.6.4 0 0.0318 113 12.72 11.3 53-6 ' 11 OK 3.232 10.5.1 0 0.0318 11.3 12.72 11,3 54-1 1 OK 7.519 10.6.4 0 0 infinite 54-1 6 OK 0 7.786 7.12 0 infinite 54-1 11 OK 8.089 7.12 0 0 infinite 54-2 1 OK 7.847 7.12 0 0 infinite 54-2 6 OK 0 7.847 7.12 0 infinite 54-2 11 OK 0 7.847 7.12 0 infinite 54-3 1 OK 0 1.713 10.5.1 0 infinite. 54-3 6 OK 1.713 10.5.1 1.713 10.5.1 0 infinite 54-3 ' 11 OK 1.713 10.5.1 0 0 infinite 55-1 1 OK 0 6.417 7.12 0 infinite 55-1 6 OK 0 _ 6.412 7.12 0 infinite 55-1 11 OK 6.407 7.12 0 0 infinite 55-2 1 OK 6.76 7.12 0 0 infinite 55-2 6 OK 0 6.76 7.12 0 infinite 55-2 11 OK 6.76 7.12 0 0 infinite 56-1 1 OK 2.271 7.12 0 0 infinite 56-1 6 OK 0 2.274 7.12 0 infinite 56-1 11 OK C 2.276 7.12 0 infinite 57-1 1 OK 0 1.962 7.12 0 infinite 57-1 6 OK 0 1.962 7.12 0 infinite 57-1 11 OK 1.962 7.12 0 0 infinite 58-1 1 OK 0 4.328 7.12 0 infinite 58-1 6 OK 0 4.328 7.12 0 infinite 58-1 11 OK 4.539 10.6.4 0 0 infinite 59-1 1 OK 6.46 7.12 0.0359 10.2 0 infinite 59-1 6 OK 3.039 7.12 0.1847 10.6.4 0 infinite 59-1 11 OK 0 3.039 7.12 0 infinite 60-1 1 OK 1.831 7.12 1.831 7.12 0 infinite 60-1 6 OK 0 1.024 7.12 0 infinite 60-1 11 OK 1.024 7.12 0 0 infinite 61-1 1 OK 2.37 7,121 0 0 infinite 61-1 6 OK 0 1.224 7.12 0 infinite 61-1 11 OK 1.224 7.12 0 0 infinite 62-1 1 OK 3.023 7.12 0 0 infinite 62-1 6 OK 3.223 7.12 3.223 7.12 0 infinite 62-1 11 OK 3.424 7.12 0 0 infinite 63-1 1 OK 2.592 7.12 0 0 infinite 63-1 6 OK 0 1.235 7.12 0 infinite 63-1 11 OK 1.235 7.12 1.235 7.12 0 infinite 64-1 1 OK 4.258 7.12 0 0.0738 11.3 20.06 11.3 64-1 6 OK 0.3534 10.2 1.993 10.6.4 0 infinite 64-1 11 OK 0.1003 10.2 1.34 7.12 0 infinite 65-1 1 OK 2.689 10.6.4 0 0 infinite 65-1 6 OK 0 2361 7.12 0 infinite 65-1 11 OK 2.361 7.12 0 0 infinite 66-1 1 OK 1.504 10.6.4 0 0 infinite 66-1 6 OK 0 0.8331 10.6.4 0 infinite 66-1 11 OK 1.21 10.6.4 0 0 infinite 67-1 1 OK 2.263 10.2 0 0.0345 11.3 3.063 11.3 67-1 6 OK 0 0.9537 7.12 0 infinite 67-1 11 OK 1.239 10.6.4 0 0 infinite 68-1 1 OK 2.979 10.6.4 0 0 infinite 68-1 6 OK 0 2.605 7.12 0 infinite 68-1 11 OK 3.809 10.6.4 0 0 infinite 69-1 1 OK 0 -2.704 7.12 0 infinite 69-1 6 OK 2.504 7.12 2.504 7.12 0 infinite 69-1 11 OK 14.02 10.2 0 0.979 11.3 1.531 11.3 70-1 1 OK 0 1.956 7.12 0 infinite 70-1 6 OK 0 1.956 7.12 0 infinite 70-1 11 OK 3.246 10.6.4 0 0 infinite 71-1 1 OK 0 2.251 7.12 0 infinite 71-1 6 OK 0 2.251 7.12 0 infinite 71-1 11 OK 3.524 10.6.4 0 0 infinite 72-1 1 OK 0 1.003 7.12 0 infinite 72-1 6 OK 1.003 7.12 1.003 7.12 0 infinite 72-1 11 OK 2304 10.2 0.1293 10.6.4 0.0363 11.3 2.907 11.3 73-1 1 OK 0 2.739 7.12 0 infinite 73-1 6 OK 2.649 7.12 2.649 7.12 0 infinite 73-1 11 OK 2.559 7.12 0 0 infinite 73-2 1 OK 2.586 7.12 0 0 infinite 73-2 6 OK 0 2.586 7.12 0 infinite 73-2 11 OK 0 2.586 7.12 0 infinite 73-3 1 OK 0 2.586 7.12 0 infinite 73-3 6 OK 0 2.586 7.12 0 infinite 73-3 11 OK 3.224 10.6.4 0 0 infinite 74-1 1 OK 2.764 10.5.1 0 0.0159 11.3 21.72 11.3 74-1 6 OK 0 4.281 10.6.4 0 infinite 74-1 11 OK 3.202 10.6.4 0 0.0186 11.3 21.72 11.3 75-1 1 OK 0 1077 10.6.4 0 infinite 75-1 6 OK 2.447 7.12 2.447 7.12 0 infinite 75-1 11 OK 2.31 7.12 0 0 infinite 76-1 1 OK 1.555 7.12 0 0 infinite 76-1 6 OK 0 1.555 7.12 0 infinite 76-1 11 OK 1.555 7.12 0 0 infinite 77-1 1 OK 4.459 10.6.4 0 0 infinite 77-1 6 OK 0 3.868 7.12 0 infinite 77-1 11 OK 0 4.465 10.6.4 0 infinite 77-2 1 OK 0 4.628 10.6.4 0 infinite 77-2 6 OK 0 3.663 7.12 0 infinite 77-2 11 OK 6.253 10.6.4 0 0 infinite 78-1 1 OK 3.194 10.6.4 0 0 infinite 78-1 6 OK 0 3.009 7.12 0 infinite 78-1 11 OK 0 3.009 7.12 0 infinite 78-2 1 OK 0 3.009 7.12 0 infinite 78-2 6 OK 3.009 7.12 3.009 7.12 0 infinite 78-2 11 OK 4.911 10.6.4 0 0 infinite 79-1 1 OK 1.429 7.12 0 0 infinite 79-1 6 OK 0 1.429 7.12 0 infinite 79-1 11 OK 0 1.429 7.12 0 infinite 80-1 1 OK 2.822 7.12 0 0 infinite 80-1 6 OK 0 2.822 7.12 0 infinite 80-1 11 OK 0 2.822 7.12 0 infinite 81-1 1 OK 5.154 10.5.1 0 0.0819 11.3 12.72 11.3 81-1 6 OK 0 8.339 10.6.4 0 infinite 81-1 11 OK 5.694 10.6.4 0 0.1526 11.3 12.72 11.3 81-2 1 OK 8.298 10.6.4 0 0.1325 11.3 6.359 11.3 81-2 6 OK 0 6.719 10.6.4 0.0373 11.3 12.72 11.3 81-2 11 OK 5.296 10.6.4 0 0.1 11.3 12.72 11.3 81-3 1 OK 7.194 10.6.4 0 0.0734 11.3 12.72 113 81-3 6 OK 0 3.796 10.5.1 0 infinite 81-3 11 OK 3.373 10.5.1 0 0.0212 11.3 12.72 11.3 81-4 1 OK 2.277 10.6.4 0 0.0212 11.3 12.72 11.3 81-4 6 OK 0 2.158 10.5.1 0 infinite 81-4 11 OK 0 2.158 10.5.1 0 infinite 82-1 1 OK 0 2.491. 7.12 0 infinite 82-1 6 OK 2.329 7.12 0 0 infinite 82-1 11 OK 2.168 7.12 0 0 infinite 83-1 1 OK 0 1.499 7.12 0 infinite 83-1 6 OK 0 1.499 7.12 0 infinite 83-1 11 OK 1.896 10.6.4 0 0 infinite 84-1 1 OK 2.592 10.6.4 0 0 infinite 84-1 6 OK 0 3.417 10.6.4 0 infinite 84-1 11 OK 6.152 10.2 0 0.0918 11.3 3.063 11.3 85-1 1 OK 0 1.712 7.12 0 infinite 85-1 6 OK 0 1.927 10.6.4 0 infinite 85-1 11 OK 4.48 10.2 0 0.0619 11.3 3.063 11.3 86-1 1 OK 7.037 10.6.4 0 0 infinite 86-1 6 OK 2.966 10.6.4 0.4757 10.2 0 infinite 86-1 11 OK 0 1 1 2.253 7.12 0 infinite 87-1 1 OK 5,524 7.12 0 0 infinite 87-1 6 OK 0 2.501 7.12 0 infinite 87-1 11 OK 0 5.524 7.12 0 infinite 88-1 1 OK 2.76 10.6.4 0 0.0478 11.3 3.063 11.3 88-1 6 OK 0 1.323 7.12 0 infinite 88-1 11 OK 1.323 7.12 1.323 7.12 0- infinite 89-1 1 OK 2.976 10.6.4 0 0.0532 11.3 3.063 11.3 89-1 6 OK 0 1.472 7.12 0 infinite 89-1 11 OK 1.472 7.12 1.472 7.12 0 infinite 90-1 1 OK 3.24 7.12 0 0 infinite 90-1 6 OK 1.467 7.12 0.03 10.6.4 0 infinite 90-1 11 OK 0 3.24 7.12 0 infinite 91-1 1 OK 3.402 10.6.4 0 0 infinite 91-1 6 OK 0 2.466 7.12 0 infinite 91-1 11 OK 2.691 10.6.4 0 0 infinite 92-1 1 OK 4.231 10.6.4 0 0 infinite 92-1 6 OK 0 2.384 10.6.4 0 infinite 92-1 11 OK 3.844 10.6.4 0 0 infinite 93-1 1 OK 3.248 10.6.4 0 0 infinite 93-1 6 OK 0 1.928 7.12 0 infinite 93-1 11 OK 2.311 10.6.4 0 0 infinite 94-1 1 OK 0 6.384 7.12 0 infinite 94-1 6 OK 0 7.229 7.12 0 infinite 94-1 11 OK 8.456 7.12 0 0 infinite 94-2 1 OK 10.7 10.6.4 0 0 infinite 94-2 6 OK 0 9.838 10.6.4 0 infinite 94-2 11 OK 10.48 10.6.4 0 0 infinite 95-1 1 OK 0 1.405 10.6.4 0 infinite 95-1 6 OK 0 1.32 7.12 0 infinite 95-1 11 OK 4.014 10.2 0 0.1699 11.3 3.063 11.3 96-1 1 OK 0 5.445 7.12 0 infinite 96-1 6 OK 0 5.445 7.12 0 infinite 96-1 11 OK 5.445 7.12 0 0 infinite 97-1 1 OK 4.59 10.5.1 4.59 10.5.1 0.0109 11.3 20.72 11.3 97-1 6 OK 0 7.708 10.6.4 0 infinite 97-1 11 OK 8.071 10.6.4 0 0.0318 11.3 12.72 11.3 98-1 1 OK 6.765 7.12 0 0 infinite 98-1 6 OK 0 6.765 7.12 0 infinite 98-1 11 OK 0 6.765 7.12 0 infinite 99-1 1 OK 5.929 10.6.4 0 0 infinite 99-1 6 OK 0 3.069 10.6.4 0 infinite 99-1 11 OK 4.328 10.6.4 0 0 infinite 00-1 1 OK 3.458 10.2 0 0.053 11.3 3.063 11.3 00-1 6 OK 0 1.637 10.6.4 0 infinite 00-1 11 OK 2.581 10.6.4 0 0 infinite 00-2 1 OK 7.761 10.6.4 0 0 infinite 00-2 6 OK 0 5.394 7.12 0 infinite 00-2 11 OK 0 4.657 7.12 0 infinite 01-1 1 OK 2.3 10.6.4 0 0 infinite 01-1 6 OK 0 1.384 7.12 0 infinite 01-1 11 OK 1.384 7.12 0 0 infinite 02-1 1 OK 0 6.765 7.12 0 infinite 02-1 6 OK 0 6.765 7.12 0 infinite 02-1 11 OK 10.38 10.6.4 0 0 infinite 03-1 1 OK 6.753 10.6.4 0 0 infinite 03-1 6 OK 0 5.356 7.12 0 infinite 03-1 11 OK 01 1 3.859 7.12 0 infinite 0 (D co' 7 c C 3 3 m N m @ gp 7 m 5. ~5' a c c H cn v m z o z m y o 3 ~ H ~ m y o g 3 0 11/ m 3 o V J N m N rF £ ~ YL a ~ o m' 3 ~ m - m `8 = o S o m _ N 0 N - z m 3 3 m 0 rn N n N 0 m 0 N 0 0 0 N v 0 N 0 z 3 0 N 0 n 0 v 0 z 3 n 0 0 N 1 1 O w z D r N mp A. m ='8 3 V/ N m ~ 3 H m c m m' - ~ c a V J ~mC v+ d 2 m 3 ~ w ?mm .~.J y O g 3 0 m` `mom' nm 3 N m 3 u N u ~1I o H ^ 3 0 1..L. N m N o 3 D o m N O N O TZ N <.J m N o 3 m mm m N \V N m 0 m 3 - S' ~ o O m ~ o CD 0 N 3 CD o N m° r--1- N u D m 3 0 N O N 0 U) 93 7 U) C 9 3 N W 7 Q N Q O Cfl O O O N I Cn O W I ?I Z D r a ~nmpo ° 3 ti CD w ~ 3 3 /n . 3 N „ in _ S c H V J ~?c v z ~ m m 3 w T~c N303 m 3 0 o o ' m 3 o D N n ^ 3 o Y1 \mU m N o 3 ~ mm a o W mO m N O 3 U1 ' p N a _ W m p 3 m m \V m a m ~1 O p p(n\ J CD O ~}J\ O N (V D ~1 P1' p 'Q ~ V Co D m 2 3 0 N 0 n N 0 (D N CD W C 3 n) ,71 T O D 0 O O Cn O O O N I (n O w I ~l Z D r n 0 N O O G) ~ m p p ~ ~ N m m m 8 3 \/^V ~,ma 3 V~ me sc" VJ ~ c d Z m m~a 3 ~ « 3 m S 3 ° o. i1J 0 5 m m 3 ° W m c N o ° { n m m p ^ 3 ~ LL D N c4 v , ~ W N N m m m 3 p N W m 3 _ m W O ~ \ J p rT1 ° \rnrn~V p \V 'n e--1• ° n m 3 ° m p D N (D 7 Cn C 3 m 0 0 0 N I 0 w I T Z D r n a N mop m 3 f. m d 3 3 V/ u, m $ 3 y ~ 2 m C ~ n C v, m H 3 ~ H o 3 0 ~ p \ m - 3 gD O UNi ~ • o m ~ N N 1 `V ~ Q N w m N 3 N O V N ~ - m rn o N 3 m o p ~1 v O a 't on o ~ o ~ 0 NI N V D m 3 O N O N CD Ul 7 (n C N O N I O w 71 Z D r 0 N O O O N m O g m .3 S' _ N m ~ 3 3 V/ ~m83 3 c ~ m m o 3 N n4" g 3 0 a Al c~ ~ 1LI 3 p m - 3 m o / £ c/~ m N ' / N o ~ 3 I m ~ 3 N O a r-+ D \D g m °rs Q N 3 m m m 3 °0 N N o rF N m ~ O 3 ~ ~~~JJJ o Np o ~ A. 0 o \V N m O r-+ V1 O T U n 1 +o 3 3 0 N 0 n O m c0 c 3 3 O (D D (D 0 O N I O c Tl Z D C) a O N O O m 0 m V V m d m v H Nm$3 \JJ F cn ~ c V J mmz 3 ~ N g3o < ~ 3 n ~ p m - 3 a V £ N r 3 ~ m ° CY _ N 3 N V mm ~ m m cn m V 3 N T N .mJ ti o \V N ,p cu m_ v m /Tl /71 0 ~J a O V N V 03 D m r--f- 0 T v 00 D o 3 V N V D N 0 <D N L 3 m 0 N I 0 w -l z D r Vail's Front Door - 5500.02_S103_FINAL.cpt - 1/10/2006 Calc Log Calculating Everything Out-of-Date Active Calculation Options: The structure is automatically stabilized in the X and Y directions. Supports above slab included in self-dead loading. 6 zero-tension iterations are used to eliminate tension in area springs Creep Factor of 3.35 used in ECR calculations. Shrinkage strain of 0.0004 used in ECR calculations. ACI 318-02 is used in design. none is used for live load reduction calculations. Assembling Stiffness Matrix 25330 Degrees of Freedom Stiffness Matrix Size: 54804 kilobytes= Triangularizing Stiffness Matrix Creating Self-Dead Loading. Creating Balance Loading. Prepping Design Strips Solving for Self-Dead Loading. Solving for Self-Dead Loading - Pattern: Full Pattern. Total Loads: (0,0,-2550) Kips Total Reactions: (-1.08e-11,-1.33e-11,2550) Kips Load-Reaction Tolerance: (-1.08e-11,-1.33e-11,1.28e-9) Kips Solving for Balance Loading. Balance Loading - Pattern: Full Pattern has No Loads. Solving for Temporary Construction (At Stressing) Loading Temporary Construction (At Stressing) Loading - Pattern: Full Pattern has No LoadE Solving for Other Dead Loading. Solving for Other Dead Loading - Pattern: Full Pattern. Total Loads: (0,0,-5260) Kips Total Reactions: (-2.88e-11,2.19e-12,5260) Kips Load-Reaction Tolerance: (-2.88e-11,2.19e-12,2.55e-9) Kips Solving for Live Loading. Solving for Live Loading - Pattern: Full Pattern. Total Loads: (0,0,-3860) Kips Total Reactions: (-1.07e-12,-2.44e-11,3860) Kips Load-Reaction Tolerance: (-1.07e-12,-2.44e-11,8.85e-10) Kips Solving for Hyperstatic Loading. Solving for All Dead LC. Solving for Dead + Balance LC. Solving for Initial Service LC. Solving for Service LC. Solving for Long-Term Service LC. Solving for Factored Dead LC. Solving for Factored Dead + Live LC. Solving for Long-Term Deflection LC. Calculating Minimum Design - Pass " Calculating Initial Service Design -Pass 1 Calculating Service Design - Pass 1 Calculating Long Term Service Design - Pass 1 Calculating Strength Design - Pass 1 Calculating Ductility Design - Pass 1 Calculating Minimum Design - Pass, Calculating Initial Service Design - Pass 2 Calculating Service Design - Pass 2 Calculating Long Term Service Design - Pass 2 Calculating Strength Design - Pass 2 Calculating Ductility Design - Pass 2 Calculating Minimum Design - Final Design Check Calculating Initial Service Design - Final Design Check Calculating Service Design - Final Design Check Calculating Long Term Service Design - Final Design Check Calculating Strength Design - Final Design Check Calc Log - 1 Vail's Front Door - 5500.02_S103_FINAL.cpt - 1/10/2006 Calc Log (2) Calculating Ductility Design - Final Design Check This analysis has been completed successfully, check above for any warnings or errors. Calc Log - 2 Monroe & Newell Engineers, Inc. JOB SHEET NO. OF CALCULATED BY DATE _ CHECKED BY DATE SCALE CONCRETE BEAM SCHEDULE MARK WIDTH (in.) DEPTH (in.) BOT. BARS TOP BARS STIRRUPS REMARKS CB1 12 8 3 9 3 #g 12'(2)#4@6"o.c.Ea. End (2)#4@14"o.c. Remain. - C62 18 18 749 549 (4)#4@12"o.c. Place T&B Bars in two layers C63 18 30 q.~g 4 9 10-(2)#4@9"o.c.Ea. End (2)#4@12"o.c. Remain. CB4 18 36 449 449 (2)#4@10"o.c. CB5 18 56 449 449 (2)#4@14"o.c. use 744@8"o.c. Ea. Vert. Face, Skin Reinf. C86 18 90 1049 849 16'(6)#4@8"o.c.Ea. End Place T&B Bars in two layers (6)#4@16"o.c. Remain. use 12-#6@7"o.c. Ea. Vert. Face, Skin Reinf. CB7 24 30 1049 1049 10-(8)#4@7o.c.Ea. End " Place T&B Bars in. two layers (6)#4@12 o.c. Remain. CB8 24 30 6 #9 879 14-(2)#4@8"o.c.Ea. End " (2)#4@10 o.c. Remain. CB9 24 30 649 649 10-(4)#4@8"o.c.Ea. End (2)#4@10"o.c. Remain. CB10 24 30 4-#9 4g 18-(4)#4@10"o.c.Ea. End " (2)#4@12 o.c. Remain. C611 24 36 7~jg 7-#9 14-(4)#4@6"o.c-Ea. End (2)#4@12"o.c. Remain. CB12 36 30 13-#9 18-#9 15-(8)#4@5"o.c.Ea. End " Place Top Bars in tvio layers (6)#4@12 o.c. Remain. use 5-(8)#4@10"o.c. Ea. Side of Bin Conn. CB13 36 30 1249 1649 20-(8)#4@7%.c.Ea. End " Place Top Bars in two layers o.c. Remain. (4)#4@12 CB14 36 30 9-79 11-#9 16-(8)#4@7"o.c.Ea. End " ( (4)#4@10 o.c. Remain. C815 36 30 949 949 14-(4)#4@9"o.c.Ea. End " (4)314@14 o.c. Remain. CB16 36 36 1249 1549 21-(8)#4@6"o.c.Ea. End Place T&B Bars in two layers (4)#4@12"o.c. Remain. CB17 36 36 11-#9 1049 21-(4)#4@8"o.c.Ea. End (4)#4@12"o.c. Remain. CB18 18 48 549 449 (2)#4@12"o.c. use 7-#4@7"o.c. Ea. Vert.. Face, Skin Reinf. CB19 24 46 649 449 (4)#4@14"o.c. use 6-#4@7"o.c. Ea. Vert. Face, Skin Reinf. CB20 18 42 649 549 I 10-(4)#4@8"o.c.Ea. End " use 6-#4@6"o.c. Ea. Vert. Face, Skin Reinf. o.c. Remain. (4)#4@12 CB21 24 24 649 649 (2)#4@9"o.c. CB22 18 30 8-49 449 (2)#4@126-(4)#"o4@6"o..c Re.RemainEnd . Place Bot. Bars in two layers NOTES: 1) RE: SHEETS S001, S002 AND S003 FOR TYPICAL SECTIONS AND DETAILS 2) ALL BARS ARE CONTINUOUS THROUGHOUT CONCRETE BEAMS 3) STIRRUPS ARE READ AS FOLLOWS: QTY-(NO. OF VERT. LEGS)#BAR SIZE@SPACING Monroe & Newell Engineers, Inc. PRODUCT 204-1 (Sinale Sheets) 20S-1 IPaddedl JOB SSA Ll Z-- SHEET NO. OF CALCULATED BY DATE d CHECKED BY DATE SCALE Monroe & Newell Engineers, Inc. JOB SHEET NO. Z OF CALCULATED BY DATE CHECKED BY SCALE A_3 Oi.p DATE Monroe & Newell Engineers, Inc. JOB 5 ..5 pv - v z SHEET NO. 3 OF CALCULATED BY DATE CHECKED BY DATE 3jq~q"- Monroe & Newell Engineers, Inc. A PRODUCT 204-1 (Single Sheets) 205-1(Padded) JOB '5S-0 U _ v - z-SHEET NO. r OF CALCULATED BY DATE CHECKED BY DATE Monroe & Newell Engineers, Inc. Suu z JOB ,3- v SHEET NO. --f OF_ CALCULATED BY iJ DATE CHECKED BY SCALE DATE 3 ~ Q N d (F. Monroe & Newell Engineers, Inc. PRODUCT 204-1 (Single Sheets) 205-1 (Padded) JOB 3,5 C'WJ - c~'~- SHEET NO. 4 OF CALCULATED BY DATE CHECKED BY DATE SCALE A Monroe & Newell Engineers, Inc. JOB SSVU.c)Z- SHEET NO. y OF CALCULATED BY DATE YJ .4'j a S CHECKED BY SCALE DATE f Ora ~(c = 2,~ 'i , , . . Z) JVV. Co' ca V(5i- r ...cJ.t FD vszT /"are F.,z Scram ft Ei- G13 ~K xy _ G.O. _ i_.. C.0 3 C~ Glz = ~St:" _ yet v.x. 6~0, viz. _)"-4,fo 5/c~ PRODUCT 204-1 (Single Sheds) 2059 (Padded) Monroe & Newell Engineers, Inc. JOB (1 I y - U SHEET NO. 1 OF CALCULATED BY. CHECKED BY SCALE DATE DATE w7 Scar3 e '4 K D i 2 - a z ? zr5d' G.S./z2f TJ~ G./fief DL fZ ?rt- ru>.. - G-1 rttt LL o t3 PRODUCT 204-1 Gnele Sheelsl 205-1 IM MI Title : Job # Dsgnr: Date: 8:31AM, 10 JAN 06 Description Scope : 7-Rev : 560100 L [User: KW-060365, Ver5.6.1, 25-Od-2002 Concrete Rectangular & Tee Beam Design Page 1 (c)1983-2002 ENERCALC Enoineerina Software cr'oroiects'.5500.02\enercalc\moved walls.ecw: Description Beam I 'General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements span 18.7U tt f'c b,000 psi Depth 30.000 in Fy 60,000 psi Width 18.000 in Concrete Wt. 150.0 pcf Flange @ Both Sides Seismic Zone 0 Flange Thickness 8.000 in Web Spacing 10.000 ft End Fixity Pinned-Pinned Tee beam weight calc'd using Web Spacing Width Live Load acts with Short Term Reinforcing Rebar @ Center of Beam... Rebar @ Left End of Beam... Rebar @ Right End of Beam... Count Size 'd' from Top Count ,Size 'd' from Top Count Size 'd' from Top #1 4 9 28.00in #1 in #1 in Uniform Loads .Dead Load Live Load Short Term Start End 500 k 1.000 k k 0.000 ft 18.700 ft St:117mary Beam Design OTC Span = 18.70ft, Width= 18.00in Depth = 30,00in 'T' Beam with Flange= 8.00in thick @ Both Sides, Web spat= 10.00ft j Maximum Moment: Mu 436.13 k-ft Maximum Deflection -0.1981 in Allowable Moment : Mn`phi 493.72 k-ft Maximum Shear: Vu 70.15 k Max Reaction @ Left 64.63 k Allowable Shear: Vn*phi 105.46 k Max Reaction @ Right 64.63 k I Shear Stirrups... Stirrup Area @ Section 0.440 in2 j Region 0.000 3.117 6.233 9.350 12.467 15.583 18.700 ft Max. Spacing 14.000 14.000 14.000 14.000 14.000 14.000 14.000 in Max Vu 70.154 62.691 31.345 30.599 30.599 61.944 69.407 k Bending & Shear Force Summary Bending... Mn*Phi Mu, Eq. 9-1 Mu, Eq. 9-2 Mu, Eq. 9-3 @ Center 493.72 k-ft 436.13 k-ft 327.10 k-ft 232.60 k-ft @ Left End 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft @ Right End 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear... Vn*Phi Vu, Eq. 9-1 Vu, Eq. 9-2 Vu, Eq. 9-2 @ Left End 105.46 k 70.15 k 52.62 k 37.41 k @ Right End 105.46 k 69.41 k 52.06 k 37.02 k Deflection Deflections.:. upwarc uownwaro DL + [Bm Wt] 0.0000 in at 0.0000 ft -0.1464 in at 9.3500ft DL + LL + [Bm Wt] 0.0000 in at 0.0000 ft -0.1981 in at 9.3500ft DL + LL + ST + [Bm Wt] 0.0000 in at 0.0000 ft -0.1981 in at 9.3500ft Reactions... _(a Left (i3) Right DL + [Bm Wt]] 55.282 k 55.282 k DL + LL + [Bm Wt] 64.632 k 64.632 k DL + LL + ST + [Bm Wt] 64.632 k 64.632 k Title : Dsgnr: Description Scope : Job # Date: 8:31 AM, 10 JAN 06 User: KW-060365,Ver 5.6.1, 25-Oct-2002 Concrete Rectangular & Tee Beam Design Page 2 (c)1983-2002 FNERCALC Enoineenno.Software c:lprojects15500.021enercalc`,moved walls.ecw: Description Beam I Section Analysis Evaluate Moment Capacity... Center Left End Right End X : Neutral Axis 1.255 in 0.000 in 0.000 in a = beta * Xneutral 1.004 in 0.000 in 0.000 in Compression in Concrete 76.806 k 0.000 k 0.000 k Sum [Steel comp. forces] 0.000 k 0.000 k 0.000 k Tension in Reinforcing -240.000 k 0.000 k 0.000 k Find Max As for Ductile Failure... X-Balanced 16.571 in 0.000 in 0.0000 in Xmax = Xbal * 0.75 12.429 in 0.000 in 0.000 in a-max = beta * Xbal 13.257 in 0.000 in 0.000 in Compression in Concrete 2,056.029 k 0.000 k 0.000 k Sum [Steel Comp Forces] 0.000 k 0.000 k 0.000 k Total Compressive Force 2,056.029 k 0.000 k 0.000 k AS Max = Tot Force / Fy 34.267 in2 0.000 in2 0.000 in2 Actual Tension As 4.000 OK 0.000 OK 0.000 OK Additional Deflection Calcs Neutral Axis 4.875 in Mcr 153.07 k-ft (gross 65,699.98 in4 Ms:Max DL + LL 302.15 k-ft Icracked 17,557.35 in4 R1 = (Ms:DL+LL)/Mcr 0.507 Elastic Modulus 4,030.5 ksi Ms:Max DL+LL+ST 302.15 k-ft Fr = 7.5 * fc^.5 530.330 psi R2 = (Ms:DL+LL+ST)/Mcr 0.507 Z:Cracking 129.430 ksi keff... Ms(DL+L L) 23,816.560 in4 I:eff... Ms(DL+LL+ST) 23,816.560 in4 Eff. Flange Width 56.10 in ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor u./5u Ub 1y21.2.7 "1.4" Factor 1.400 ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Fa ctor 0.900 UBC 1921.2.7 "0.9" Factor 0.900 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.300 ....seismic = ST * : 1.100 Title : Job # Dsgnr: Date: 8:31AM, 10 JAN 06 Description Scope : Rave 5n"0100 User: KW-060365,Ver 5.6.1, 25-Oct-2002 Concrete Rectangular& Tee Beam Design Page 1 (c)1983-2002 ENERCALC Enaineerino Software c:\oroiects\5500 07enerca1c\moved wall=__ecw: Description Beam II General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Span 20.00 tt t'c 5,000 psi Depth 30.000 in Fy 60,000 psi Width 24.000 in Concrete Wt. 150.0 pcf Flange @ One Side Seismic Zone 0 Flange Thickness 8.000 in Web Spacing 18.700 ft End Fixity Pinned-Pinned Tee beam weight calc'd using Web Spacing Width Live Load acts with Short Term Reinforcing Rebar @ Center of Beam... Rebar @ Left End of Beam... Rebar @ Right End of Beam... Count Size 'd' from Top Count Size 'd' from Top Count Size 'd' from Top ##1 6 9 28.00in #1 in #1 in Uniform Loads Dead Load Live Load Short Term Start End #1 2.300 k 0.500 k k 0.000 ft 10.000 ft #2 0.600 k 0:100 k k 10.000 ft 20.000 ft _ Concentrated Loads Dead Load Live Load Short Term Location #1 55300 k 9.400 k k 10.000 ft - Summary _ - Beam Design OK Span = 20.00ft, Width= 24.00in Dept h = 30.00in 'T' Beam with Fla nge= 8.00in thick @ One Side, Web spec= 18.70ft Maximum Moment: Mu 704.95 k-ft Maximum Deflection 0.2875 in Allowable Moment : Mn`phi 728.18 k-ft Maximum Shear: Vu 87.35 k Max Reaction @ Left 70.95 k Allowable Shear: Vn'phi 125.66 k Max Reaction @ Right 60.45 k Shear Stirrups... Stirrup Area @ Section 0.440 in2 Region 0.000 3.333 6.667 10.000 13.333 16.667 20.000 ft Max. Spacing 14.000 14.000 14.000 14.000 14.000 14.000 14.000 in Max Vu 87.350 81.312 60.181 60.181 64.941 75.791 78.890 k Bending & Shear Force Summary Bending... Mn`Phi ' Mu, Eq. 9-1 @ Center 728.18 k-ft 704.95 k-ft @ Left End 0.00 k-ft 0.00 k-ft @ Right End 0.00 k-ft 0.00 k-ft Shear... Vn*Phi Vu, Eq. 9-1 Left End 125.66 k 87.35 k @ Right End 125.66 k 78.89 k Deflection Deflections... DL + [Bm Wt] DL + LL + [Bm Wt] DL + LL + ST + [Bm Wt] Reactions... DL + [Bm Wt]] DL + LL + [Bm Wt] DL + LL + ST + [Bm Wt] uowarc 0.0000 in at 0.0000 ft 0.0000 in at 0.0000 ft 0.0000 in at 0.0000 ft (5) Left 62.250 k 70.950 k 70.950 k Mu, Eq. 9-2 Mu, Eq. 9-3 528.71 k-ft 385.42 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft Vu, Eq. 9-2 Vu, Eq. 9-3 65.51 k 47.91 k 59.17 k 43.66 k Uv WnwdrU -0.2408 in at 9.9200ft -0.2875 in at 9.9200ft -0.2875 in at 9.9200 ft Cd Right 53.750 k 60.450 k 60.450 k Title : Job # Dsgnr: Date: 8:31AM, 10 JAN 06 Description Scope : User: KW-060365, Concrete Rectangular & Tee Bears Design Page 2 L (c)198%?002 EN ENERCALCCALC Enoineeriineerina Softy.-are c:\oroier.1s15500 07AenPralCAfnOVed viallsecw Description Beam If Section Analysis Evaluate Moment Capacity... Center Left End Riaht End X : Neutral Axis 2.405 in 0.000 in 0.000 in a = beta " Xneutral 1.924 in 0.000 in 0.000 in Compression in Concrete 196.248 k 0.000 k 0.000 k Sum [Steel comp. forces] 0.000 k 0.000 k 0.000 k Tension in Reinforcing -360.000 k 0.000 k 0.000 k Find Max As for Ductile Failure... X-Balanced 16.571 in 0.000 in 0.0000 in Xmax = Xbal ' 0.75 12.429 in 0.000 in 0.000 in a-max = beta.` Xbal 13.257 in 0.000 in 0.000 in Compression in Concrete 1,694.171 k 0.000 k 0.000 k Sum [Steel Comp Forces] 0.000 k 0.000 k 0.000 k Total Compressive Force 1,694.171 k 0.000 k 0.000 k AS Max = Tot Force / Fy 28.236 in2 0.000 in2 0.000 in2 Actual Tension As 6.000 OK 0.000 OK • 0.000 OK - - LAdditional Deflection Calcs - Neutral Axis 6.500 in Mcr 183.78 k-ft (gross 70,693.33 in4 Ms:Max DL + LL 490.25 k-ft Icracked 23,983.50 in4 R1 = (Ms:DL+LL)/Mcr 0.375 Elastic Modulus 4,030.5 ksi Ms:Max DL+LL+ST 490.25 k-ft Fr = 7.5 ` fc^.5 530.330 psi R2 = (Ms:DL+LL+ST)/Mcr 0.375 Z:Cracking ' 144.786 ksi Leff... Ms(DL+LL) 26,444.093 in4 Leff... Ms(DL+LL+ST) 26,444.093 in4 Eff. Flange Width 44.00 in I ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1.400 ACi y-2 Group Factor 0.750 UBC 1921.2.7 1.4° Factor 1.400 ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor 0.900 UBC 1921.2.7 "0.9" Factor 0.900 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor 1300 ....seismic ST ` : 1.100 ti (D Cf) S U c Cl) 7 L1 D N 7 U) C O CD N (n (D T m II 7 v / C: U C N Z O (D N C . m r N N Q 7 N O V) ~1J Q' D (D N N (D (U O VJ m N O 7 (n O 7 N ZJ _O 7 CO C TJ U O C) O 7 (1) r (D c U 0 ;A 0 0 7 0 CO N U O U N 7 !n S t N N D U O N N W w n) 0 n 0 c 3 7 O D 00 (D C) 0 c 3 7 0 CD O TJ O 7 U) T7 J lfl n O 7 N ti O 7 UJ ~J rv c cu N f' 7 (D V) 7 O O .7 O r (D U) U 7 t N c (D m D m co (1) v c0 O 7 ti D co n) U) O N O W cl (D n u v N 5-X! to O 0 U1 A Monroe & Newell Engineers, Inc. r IC/. '1 z f3 13 . zz ~ r3 3 z~ s /ZI n S .0,5. 67 21- JOB • C.) \ SHEET NO. OF CALCULATED BY DATE CHECKED BY DATE SCALE RnmlCT 9114-1 Ninnle Ch,,t i P05-1 IPaAMI Monroe & Newell Engineers, Inc. , JOB 5-00-U~ SHEET NO. OF CALCULATED BY DATE CHECKED BY DATE SCALE et sr?Z- 11-`x' - ~ ~ 3_9 ! /j.51 wI i.SGGJ too 4 (Z fT2f L w,-_ 3 x3 IZA~ 5-Lb ?.e IGru ,S P2.5 ~ re. c~ h o { L~G~ S Z /z, = ZZ - C-4. 4 1- L i Monroe & Newell Engineers, Inc. A JOB (L20 SHEET NO. CALCULATED BY CHECKED BY OF DATE DATE SCALE 1.11 r PL. .O N - n b ,4r?-~~ r~ - N.~ RTa4 _ Lc. = tL.+L.~>sf r. S fZy s~ ti.-= = o.-rr_ _ UyhC _ L. G'~1( ✓L/ a 17-2 EA p Ll~ Z 4 v5: 46 /~Q v I aq DL _ u, 5 ~L Monroe & Newell X06 Engineers, Inc. SHEET NO. of A CALCULATED BY DATE CHECKED BY DATE SCALE PRODUCT 204-1 (Single Sheets) 205-1 (Padded) PRODUCT 204-1 (Single Sheets) 205 4 (Padded) Monroe & Newell JOB Engineers, Inc. SHEET NO. OF_ A CALCULATED BY DATE CHECKED BY DATE SCALE KJ Sta f Q r PRODUCT 204-1 (Singte Sheep) 2051 (Padded) Title : Dsgnr: Description Job # Date: 8:31 AM, 10 JAN 06 Scope : User: KW-060305, Ver 5.6.1, 25-Oct-2002 lc11983-2nn9 FNFRCAI_.C Engineering Software Description Beam A & B Multi-Span Voncrete Seam Page 1 c:\oroiects\5500.02\enercalc\moved walls ecw General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Fy 60,000.0 psi Spans Considered Continuous Over Supports ACI Dead Load Factor 1.40 fc 5,000.0 psi Stirrup Fy 40,000.0 psi ACI Live Load Factor 1.70 L concrete Member Information Description Beam A Beam B Span ftl 17.80 11.20 Beam Width in 18.00 18.00 Beam Depth inl 30.00 30.00 End Fixity I Pin-Pin Pin-Pin Reinforcing Center Area' 3.44in2 1.00in2 Bar Depths 28.00in 28.00in Left Areal 2.00in2 4.14in2 Bar Depth; 2,00in 2.00in Right Areal, 4.14in2 2.00in2 BarDeoth,; 2.00in 2.00in Loads Using Live Load This Span Dead Load k/ft Live Load k/ft Yes 9.200 1.800 Yes 9.700 1.900 d Results Beam OK Beam OK Mmax @ Cntr k-ft 410.34 75.70 @ X = ftl 7.12 8.21 Mn * Phi k-ff 411.11 124.10 Max @ Left End k-ft 0.00 -489.29 Mn * Phi k-ft 244.45 489.30 Max @ Right End k-ft! -489.29 0.00 Mn * Phi k-ft 489.30 244.45 I • Bending OK Bending OK Shear @ Left k,i 114.38 137.82 Shear @ Right ki 169.35 50.45 Reactions & Defle ctions. uL (4) Lett k 66.02 177.28 LL @ Left k 12.92 34.70 Total @ Left k 78.93 211.98 DL @ Right kj 177.28 29.11 LL @ Right k 34.70 5.71 Total @ Right kl 211.98 34.81 Max. Deflection inj -0.237 0.044 @ X = ft 7.95 2.54 Inertia : Effective in4j 14,149.64 6,106.36 Shear Stirrups Stirrup Rebar Area in2i 0.400 Spacing @ Left in! 14.00 Spacing @ .2*L inii 14.00 Spacing @ .4*L inl Not Req'd Spacing @ .6*L in: 14.00 Spacing @ .8*L in! 7.32 Spacing @ Right in: 5.23 0.400 9.94 9.94 14.00 Not Req'd Not Req'd Not Req'd Title : Job # Dsgnr: Date: 8:31 AM, 10 JAN 06 Description Scope : U r:Z1N-Oo0365,Ver5.6.1,25-0c,2002 Multi-Span Concrete BeaE'i'9 Page 2 (c)1983-2002 ENERCALC Fmmnearing Software c:\orojects\5500.021enercalclmoved walls.ecw: Description Beam A & B Query Values Location ft, 0.00 0.00 Moment k-fti -0.0 -489.3 Shear k; 114.4 137.8 Deflection in! 0.0000 0.0000 Title : Job # Dsgnr: Date: 8:31 AM, 10 JAN 06 Description Scope : User: Kw-(Z365, V'er 5.6.1, 25-Oct-2002 Concrete Rectangular & Tee Beam Design Page 1 (c11 B83-2002 FNFr.CAI r: Fnnineerinn Software - canrni=rts\5500-02\enercale\moved wahs.eav Description Beam C General Information Span ,9.00 ft Depth 30.000 in Width 40.000 in Flange @ Both Sides Flange Thickness 8.000 in Web Spacing 20.000 ft Tee beam weight calc'd u sing Effective Width Reinforcing Calculations are designed to ACI 318-95 and 1997 UBC Requirements fc 5,000 psi Fy 60,000 psi Concrete Wt. 150.0 pcf Seismic Zone 0 End Fixity Pinned-Pinned Live Load acts with Short Term Rebar @ Center of Beam... Rebar @ Left End of Beam... Rebar @ Right End of Beam... Count Size 'd' from Top Count Size 'd' from Top Count Size 'd' from Top #1 26 9 26.00in #1 in #1 in Uniform Loads Dead Load Live Load Short Term Start End #1 3.580 k 0.800 k k 10.500 ft 38.900 ft Concentrated Loads ueaa Load Live Load Short Term Location #1 66.020 k 12.920 k k 10.500 fl #2 66.020 k 12.920 k k 33.000 fl #3 26.400 k 4.800 k k 11.400 fl u 7mary Beam Design OK Span = 39.00ft, Width= 40-00in Dep th = 30.00in 'T' Beam with Fla nge= 8.00in thick @ Both Sides, Web spac= 20.00ft Maximum Moment: Mu 2,756.98 k-ft Maximum Deflection 1.6548 in i Allowable Moment: Mn'phi 2,846.45 k-ft j Maximum Shear: Vu 287.97 k Max Reaction @ Left 174.41 k Allowable Shear: Vn'phi 329.02 k Max Reaction @ Right 212.84 k Shear Stirrups... ' Stirrup Area @ Section 1.000 in2 Region 0.000 6.500 13.000 19.500 26.000 32.500 39.000 ft Max. Spacing 10.983 12.147 Not Req'd 13.000 13.000 13.000 6.500 in Max Vu 245.749 234.181 41.719 41.719 75.076 134.177 287.970 k Bending & Shear Force Summary Bending... Mn*Phi @ Center 2,846.45 k-ft @ Left End 0.00 k-ft @ Right End 0.00 k-ft Shear... Vn*Phi @ Left End 245.75 k @ Right End 329.02 k Deflection Mu, Eq. 9-1 Mu, Eq. 9-2 Mu, Eq. 9-3 2,756.98 k-ft 2,067.74 k-ft 1,481.76 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft Vu, Eq. 9 Vu, Eq. 9-2 Vu, Eq. 9-2 245.75 k 184.31 k 132.67 k 287.97 k 215.98 k 153.94 k Deflections... Uoward DL + [Bm Wt] 0.0000 in at 0.0000 ft DL + LL + [Bm Wt] 0.0000 in at 0.0000 ft DL + LL + ST + [Bm Wt] 0.0000 in at 0.0000 ft Reactions... Ca Left CcD, Right DL + [Bm Wt]] 151.253 k 182.634 k DL + LL + [Bm Wt] 174.409 k 212.838 k DL + LL + ST + [Bm Wt] 174.409 k 212.838 k uownwaro -1.4206 in at 19.3440ft -1.6548 in at 19.3440ft -1.6548 in at 19.3440ft Title : Job # Dsgnr: Date: 8:31AM, 10 JAN 06 Description Scope : User: KW-050365,Ver 25-Oct-2002 Concrete Rectangular & Tee Beam Design Page 2 (c)1983-2002 ENERCALC Engineering Software c\Droiectsl5500.02\enercalclmoved wallsecw Description Beam C Section Analysis Evaluate Moment Capacity... X : Neutral Axis a = beta * Xneutral Compression in Concrete Sum [Steel comp. forces] Tension in Reinforcing Find Max As for Ductile Failure... X-Balanced Xmax = Xbal * 0.75 a-max = beta * Xbal Compression in Concrete Sum [Steel Comp Forces] Total Compressive Force AS Max = Tot Force / Fy Actual Tension As Additional Deflection Calcs Center Left End Right End 3.920 in 0.000 in 0.000 in 3.136 in 0.000 in 0.000 in 533.120 k 0.000 k 0.000 k 0.000 k 0.000 k 0.000 k -1,560.000 k 0.000 k 0.000 k 15.388 in 0.000 in 0.0000 in 11.541 in 0.000 in 0.000 in 12.310 in 0.000 in 0.000 in 4,187.551 k 0.000 k 0.000 k 0.000 k 0.000 k 0.000 k 4,187.551 k 0.000 k 0.000 k 69.793 in2 0.000 in2 0.000 in2 26.000 OK 0.000 OK 0.000 OK Neutral Axis 7.b6U in Mcr 336.30 k-ft (gross 142538.20 in4 Ms:Max DL + LL 1,911.58 k-ft Icracked 80,451.85 in4 R1 = (Ms:DL+LL)/Mcr 0.176 Elastic Modulus 4,030.5 ksi Ms:Max DL+LL+ST 1,910.85 k-ft Fr = 7,5 * fc^.5 530.330 psi R2 = (Ms:DL+LL+ST)/Mcr 0.176 Z:Cracking 176.311 ksi I:eff... Ms(DL+LL) 80,789.925 in4 Z:cracking > 175: No Good! I:eff... Ms(DL+LL+ST) 80,790.312 in4 Eff. Flange Width 117.00 in ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor 0.750 UBC 19ci.t.i "-1.4° Factor 1.400 ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor 0.900 UBC 1921.2.7 "0.9" Factor 0.900 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.300 ....seismic = ST * : 1.100 Title : Job # Dsgnr: Date: 8:31AM, 10 JAN 06 Description Scope : Rev: 560100 User: KW-060365, Ver5.6.1, 25-Oct-2002 Concrete Rectangular & Tee Beam Design Page 1 (c)1983-2002 ENERCALC Enqineerinq Software cdpr~,ects15500.02\enercalc\moved walls.ecw Description Beam D General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Span 13.75 ft fc 5,000 psi Depth 18.000 in Fy 60,000 psi Width 18.000 in Concrete Wt. 150.0 pcf Flange @ Both Sides Seismic Zone 0 Flange Thickness 8.000 in Web Spacing 8.800 ft End Fixity Pinned-Finned Tee beam weight calc'd using Web Spacing Width Live Load acts with Short Term Reinforcing Rebar @ Center of Beam... Rebar @ Left End of Beam... Rebar @ Right End of Beam... Count Size 'd' from Top Count Size 'd' from Top Count Size 'd' from Top #1 4 9 16.00 in #1 in #1 in Uniform Loads Dead Load Live Load Short Term Start End #1 4.240 k 0.940 k k 0.000 ft 13.750 ft Summary - - -Beam Design OK ~ Span = 13.75ft, Width= 18.00in Depth = 18.00in 'T' Beam with Flange= 8.00in thick @ Both Sides, Web spac= 8.80ft Maximum Moment : Mu 213.37 k-ft Maximum Deflection -0.2328 in Allowable Moment : Mn"phi 274.81 k-ft Maximum Shear: Vu 50.15 k Max Reaction @ Left 42.95 k Allowable Shear: Vn`phi 79.50 k Max Reaction @ Right 42.95 k Shear Stirrups... Stirrup Area @ Section 0.440 in2 Region 0.000 2.292 4.583 6.875 9.167 11.458 13.750 ft Max. Spacing 8.000 8.000 L 8.000 8.000 8.000 8.000 8.000 in MaxVU 50.153 41.712 20.856 20.359 20.359 41.215 49.657 k Bending & Shear Force Summary Bending... Mn*Phi Mu, Eq. 9-1 Mu, Eq. 9-2 Mu, Eq. 9-3 @-Center 274.81 k-ft 213.37 k-ft 160.03 k-ft 112.89 k-ft @ Left End 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft @ Right End 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear... Vn*Phi Vu, Eq. 9-1 Vu, Eq. 9-2 Vu, Eq. 9-2 @ Left End 79.50 k 50.15 k 37.61 k 26.53 k @ Right End 79.50 k 49.66 k 37.24 k 26.27 k Deflection Deflections... upward uownwaro DL + [Bm Wt] 0.0000 in at 13.7500 ft -0.1903 in at 6.8750ft DL + LL + iBm Wtl 0.0000 in at 13.7500 ft -0.2328 in at 6.8750ft DL + LL + ST + [Bm Wt] 0.0000 in at 13.7500 ft -0.2328 in at 6.8750ft Reactions... Ca) Left (d) Right DL + [Bm Wt]] 36.489 k 36.489 k DL + LL + [Bm Wt] 42.952 k 42.952 k DL + LL + ST + [Bm Wt] 42.952 k 42.952 k Title : Job # Dsgnr: Date: 8:31AM, 10 JAN 06 Description Scope : User. KW-0o0365, Ver5.6.1, 25-Oct-2002 Concrete Rectangular & Tee Beam Design Page 2 (0)1983-2002 ENERCALC Engineering Software r~!,nroi=rts~.5500 02\anerratc\moved walls.ecvr Description Beam D Section Analysis Evaluate Moment Capacity... Center Left End X : Neutral Axis 1.710 in 0.000 in a = beta * Xneutral 1.368 in 0.000 in Compression in Concrete 104.652 k 0.000 k Sum [Steel comp. forces] 0.000 k 0.000 k Tension in Reinforcing -240.000 k 0.000 k Find Max As for Ductile Failure... X-Balanced 9.469 in 0.000 in Xmax = Xbal * 0.75 7.102 in 0.000 in a-max = beta Xbal 7.576 in 0.000 in Compression in Concrete 996.061 k 0.000 k Sum [Steel Comp Forces] 0.000 k 0.000 k Total Compressive Force 996.061 k 0.000 k AS Max = Tot Force / Fy 16.601 in2 0.000 in2 Actual Tension As 4.000 OK 0.000 OK Additional Deflection Calcs Neutral Axis 4.080 in Mcr Igross 12,694.12 in4 Ms:Max DL + LL Icracked 5,023.18 in4 R1 = (Ms:DL+LL)/Mcr Elastic Modulus 4,030.5 ksi Ms:Max DL+LL+ST Fr = 7.5 . fc^.5 530.330 psi R2 = (Ms:DL+LL+ST)/Mcr Z:Cracking • 122.697 ksi I:eff... Ms(DL+LL) Leff... Ms(DL+LL+ST) Right End 0.000 in 0.000 in 0.000 k 0.000 k 0.000 k 0.0000 in 0.000 in 0.000 in 0.000 k 0.000 k 0.000 k 0.000 in2 0.000 OK 51.83 k-ft 147.65 k-ft 0.351 147.65 k-ft 0.351 5,355.058 in4 5,355.058 in4 Eff. Flange Width . 41.25 in ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor 0.750 UBC 1921.2.7 1.4" Factor 1.400 ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor 0.900 UBC 1921.2.7 "0.9" Factor 0.900 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.300 ..:.seismic = ST * : 1.100 Title : Job # Dsgnr: Date: 8:31AM, 10 JAN 06 Description Scope : Rev: 560100 User: KW-060365,Ver 5.61, 25-Oct-2002 Concrete Rectangular & Tee Beam Design Page 1 (c)1983-2002 ENERCALC Enoineerine Software c:loroiedst5500.025enerca~~\moved walls.esw. Description Beam E General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Span 13.75 ft fc 5,000 psi Depth 18.000 in Fy 60,000 psi Width 18.000 in Concrete Wt. 150.0 pcf Flange @ Both Sides Seismic Zone 0 Flange Thickness 8.000 in Web Spacing 8.800 ft End Fixity Pinned-Pinned Tee beam weight calc'd using Web Spacing Width Live Load acts with Short Term j Reinforcing Rebar @ Center of Beam... Rebar @ Left End of Beam... Rebar @ Right End of Beam... Count Size 'd' from Top Count Size 'd' from Top Count Size 'd' from Top #1 3 9 16.00in #1 in #1 in Uniform Loads Dead Load Live Load Short Term Start End #1 3.780 k 0.840 k k 0.000 ft 13.750 ft Summary - - Beam Design OK Span = 13.75ft, Width= 18 .00in Depth = 18.00in 'T' Beam with Flange= 8.00in thick @ Both Sides, Web spac= 8.80ft Maximum Moment: Mu 194.13 k-ft Maximum Deflection -0.2544 in Allowable Moment : Mn`phi 208.35 k-ft i Maximum Shear: Vu 45.63 k Max Reaction @ Left 39.10 k Allowable Shear: Vn'phi 55.02 k Max Reaction @ Right 39.10 k Shear Stirrups... Stirrup Area @ Section 0.200 in2 Region 0.000 2.292 4.583 6.875 9.167 11.458 13.750 ft Max. Spacing 8.000 8.000 8.000 8.000 8.000 8.000 8.000 in Max Vu 45.632 37.951 18.975 18.524 18.524 37.499 45.180 k Bending & Shear Force Summary Bending... Mn'Phi @ Center 208.35 k-fl @ Left End 0.00 k-ft @ Right End 0.00 k-ft Shear... Vn*Phi @ Left End 55.02 k @ Right End 55.02 k Deflection Deflections... DL + [Bm Wt] DL + LL + [Bm Wt] DL + LL + ST + [Bm Wt] Reactions... DL + [Bm Wt]] DL + LL + [Bm Wt] DL + LL + ST + [Bm Wt] Mu, Eq. 9-1 194.13 k-ft 0.00 k-ft 0.00 k-ft Vu, Eq. 9-1 45.63 k 45.18 k Mu, Eq. 9-2 Mu, Eq. 9-3 145.60 k-ft 103.10 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft Vu, Eq. 9-2 Vu, Eq. 9-3 34.22 k 24.24 k 33.88 k 24.00 k Upwdru 0.0000 in at 13.7500 ft 0.0000 in at 13.7500 ft 0.0000 in at 13.7500 ft _(c'D Left @ Rioht 33.327 k 33.327 k 39.102 k 39.102 k 39.102 k 39.102 k uownwaro -0.2028 in at 6.8750ft -0.2544 in at 6.8750ft -0.2544 in at 6.8750ft Title : Job # Dsgnr: Date: 8:31 AM, 10 JAN 06 Description Scope : Rev: 560100 Page 2 User KW-060365. Ver 5.6.1, 25-Oct-2002 Concrete Rectangular & Tee Dears Design (c)'1983-2002 ENERcAi R Fnoi--mo Software r. \orojectsi5500.021enercalc`,moved walls.ecv.' Description Beam E Section Analysis Evaluate Moment Capacity... X : Neutral Axis a = beta * Xneutral Compression in Concrete Sum [Steel comp. forces] Tension in Reinforcing Find Max As for Ductile Failure... X-Balanced Xmax = Xbal * 0.75 a-max = beta * Xbal Compression in Concrete Sum [Steel Comp Forces] Total Compressive Force AS Max = Tot Force / Fy Actual Tension As Additional Deflection Calcs Center Left End Right End 1.280 in 0.000 in 0.000 in 1.024 in 0.000 in 0.000 in 78.336 k 0.000 k 0.000 k 0A00 k 0.000 k 0.000 k -180.000 k 0.000 k 0.000 k 9.469 in 0.000 in 7.102 in 0.000 in 7.576 in 0.000 in 996.061 k 0.000 k 0.000 k 0.000 k 996.061 k 0.000 k 16.601 in2 0.000 in2 3.000 OK 0.000 OK Neutral Axis 3.505 In nncr Igross 12,694.12 in4 Ms:Max DL + LL Icracked 3,960.49 in4 R1 = (Ms:DL+LL)/Mcr Elastic Modulus 4,030.5 ksi Ms:Max DL+LL+ST Fr = 7.5 * fc^.5 530.330 psi R2 = (Ms:DL+LL+ST)/Mcr Z:Cracking ' 157.639 ksi Leff Ms(DL+LL) Z:cracking > 145 : Interior Only ! I:eff Ms(DL+LL+ST) Eff. Flange Width 41.25 in ACI Factors (per ACI , applied internally to entered loads) ACI 9-1 & 9-2 DL 1.400 Aui j-z Croup Factor 0.750 ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor 0.900 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.300 ....seismic= ST' : 1.100 0.0000 in 0.000 in 0.000 in 0.000 k 0.000 k 0.000 k 0.000 in2 0.000 OK 51.83 k-ft 134.41 k-ft 0.386 134.41 k-ft 0.386 4,461.305 in4 4,461.305 in4 UBC 1921.2.7 1.4" Factor '1.4UU UBC 1921.2.7 "0.9" Factor 0.900 Title : Job # Dsgnr: Date: 8:31 AM, 10 JAN 06 Description Scope : NV oouiuu Page 1 NV KW-060365,Ver 5.6.1, 25-0ct-2002 Concrete Rectangular & tee Beam Design lc11983-2002 FNERCALC Fngineerinn Software c:lnroieris!5500.02\enercald.moved walls.ecw: Description Beam F General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements span G5.5u IL r c 5,OuO psi Depth 48.000 in Fy 60,000 psi Width 18.000 in Concrete Wt. 150.0 pcf Flange @ One Side Seismic Zone 0 Flange Thickness 8.000 in Web Spacing 7.500 ft End Fixity Pinned-Pinned Tee beam wei ht calc'd usin Effective Width Live Load acts w ith Short Term g g j Reinforcing Rebar @ Center of Beam... Rebar @ Left End of Beam... Rebar @ Right End of Beam... Count Size 'd' from Top Count Size 'd' from Top Count Size 'd' from Top #1 8 9 44.00in #1 in #1 in _ Uniform Loads Dead Load Live Load Short Term Start End #1 2.000 k 2.000 k k 0.000 ft 25.500 ft #2 1.400 k 0.400 k k 0.000 ft 25.500 ft #3 0.400 k k k 0.000 ft 25.500 ft Concentrated Loads Deae Load uve Load Short Term Location #1 36.500 k 6.500 k k 8.800 ft #2 33.300 k 6.540 k k 18.800 ft summary - G#: Beam Design Span = 25.50ft, Width= 18.00in Dep th = 48.00in 'T' Beam with Fla nge= 8.00in thick @ One Side, Web spac= 7.50ft Maximum Moment: Mu 1,347.79 k-ft Maximum Deflection -0.2939 in j Allowable Moment : Mn*phi 1,534.24 k-ft Maximum Shear: Vu 162.26 k Max Reaction @ Left 130.53 k Allowable Shear: Vn'phi 162.26 k Max Reaction @ Right 136.16 k Shear Stirrups... Stirrup Area @ Section 0.400 in2 Region 0.000 4.250 8.500 12.750 17.000 21.250 25.500 ft Max. Spacing 14.976 16.834 22.000 22.000 22.000 14.850 13.385 in Max Vu 155.141 148.527 102.222 51.435 51.435 155.648 162.263 k Bending & Shear Force Summary Bending... Mn*Phi Mu, Eq. 9-1 Mu, Eq. 9-2 Mu, Eq. 9-3 Center 1,534.24 k-ft 1,347.79 k-ft 1,010.84 k ft 597.92 k ft @ Left End 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft @ Right End 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear... Vn*Phi Vu, Eq. 9-1 Vu, Eq. 9-2 Vu, Eq. 9-2 @ Left End 155.14 k 155.14 k 116.36k 69.10 k @ Right End 162.26 k 162.26 k 121.70 k 72.70 k Deflection Deriecdons... Upward Downward DL + [Bm Wt] 0.0000 in at 25.5000 ft -0.1826 in at 12.7500ft DL + LL + [Bm Wt] 0.0000 in at 25.5000 ft -0.2939 in at 12.7500 ft DL + LL + ST + [Bm Wt] 0.0000 in at 25.5000 ft -0.2939 in at 12.7500ft Reactions... (a) Left Cod Right DL + [Bm Wt]] 93.933 k 98.426 k DL + LL + [Bm Wt] 130.534 k 136.165 k DL + LL + ST + [Bm Wt] 130.534 k 136.165 k Title : Job # Dsgnr: Date: 8:31 AM, 10 JAN 06 Description Scope : User KW-060365, Ver5.6.1, 25-Oct-2002 Concrete Rectangular ~ Tee Beam Design Page 2 !1,11983-2002 ENERCAI C Fnnm-i- Software C:\prolects\5500.02\enercalc\moved walls.ecw: Description Beam F Section Analysis Evaluate Moment Capacity... X : Neutral Axis a = beta ` Xneutral Compression in Concrete Sum [Steel comp. forces] Tension in Reinforcing Find Max As for Ductile Failure... X-Balanced Xmax = Xbal ' 0.75 a-max = beta ' Xbal Compression in Concrete Sum [Steel Comp Forces] Total Compressive Force AS Max = Tot Force / Fy Actual Tension As Additional Deflection Calcs Center Left End Riaht End 3.245 in 0.000 in 0.000 in 2.596 in 0.000 in 0.000 in 198.594 k 0.000 k 0.000 k 0.000 k 0.000 k 0.000 k -480.000 k 0.000 k 0.000 k 26.041 in 0.000 in 0.0000 in 19.531 in 0.000 in 0.000 in 20.833 in 0.000 in 0.000 in 2,062.273 k 0.000 k 0.000 k 0.000 k 0.000 k 0.000 k 2,062.273 k 0.000 k 0.000 k 34.371 in2 0.000 in2 0.000 in2 8.000 OK 0.000 OK 0.000 OK Neutral Axis a.62u to Mcr Igross 232989.48 in4 Ms:Max DL + LL Icracked 80,909.05 in4 R1 = (Ms:DL+LL)/Mcr Elastic Modulus 4,030.5 ksi Ms:Max DL+LL+ST Fr = 7.5 ` fc^.5 530.330 psi R2 = (Ms:DL+LL+ST)/Mcr Z:Cracking 165.174 ksi I:eff... Ms(DL+LL) Z:cracking > 145 : Interior Only ! I:eff... Ms(DL+LL+ST) Eff. Flange Width 43.50 in ACI Factors (pe r ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor 0.750 ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor 0.900 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.300 ....seismic = ST 1.100 370.12 k-tt 910.01 k-ft 0.407 909.82 k-ft 0.407 91,140.946 in4 91,147.314 in4 UBC 1921.2.7 "1.4" Factor UBC 1921.2.7 "0.9" Factor 1.400 0.900 Title : Job # Dsgnr: Date: 8:31AM, 10 JAN 06 Description Scope : User:KW-060365,Ver 5.6.1, 25-0c'-2002 Concrete Rectangular & Tee Bearn .Design Page 1 (c)1983-2002 ENERCALC Enoineenne Software e\oroiects,5500.02\enercalc\moved walls ecw: Description Beam H General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Span 21.80 ft f c o,vUU psl Depth 30.000 in Fy 60,000 psi Width 18.000 in Concrete Wt. 150.0 pcf Flange @ One Side Flange Thickness 8.000 in Seismic Zone 0 Web Spacing 18.000 ft End Fixity Pinned-Pinned Tee beam weight calc'd u sing Web Spacing Width Live Load acts wi th Short Term Reinforcing Rebar @ Center of Beam... Rebar. @ Left End of Beam... Rebar @ Right End of Beam... Count Size 'd' from Top Count Size 'd' from Top Count Size 'd' from Top #1 4 9 28.00 in #1 in #1 in LGoncentrated Loads _ Dead Load Live Load Short Term Location #1 23.900 k 18.800 k k 11.800 ft - - Summary + Beam Design ©K Span = 21.80ft, Width= 18.00in Depth = 30.00in 'T' Beam with Flange= 8.00in thick @ One Side, Web spac= 18.00ft Maximum Moment: Mu 467.92 k-ft Maximum Deflection -0.2737 in Allowable Moment : Mn"phi 489.94 k-ft Maximum Shear: Vu 52.01 k Max Reaction @ Left 34.71 k Allowable Shear: Vnsphi 105.46 k Max Reaction @ Right 38.24 k Shear Stirrups... Stirrup Area @ Section 0.440 in 2 Region 0.000 3.633 7.267 10.900 14.533 18.167 21.800 ft Max. Spacing 14.000 14.000 14.000 14.000 14.000 14.000 14.000 in j Max Vu 46.778 44.238 37.123 37.123 42.356 49.470 52.0111 k j Bending & Shear Force Summary Bending... Mn*Pni Mu, Eq. 9-1 Mu, Eq. 9-2 Mu, Eq. 9-3 @ Center 489.94 k-ft 467.92 k-ft 350.94 k-ft 189.86 k-ft @ Left End 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft @ Right End 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear... Vn*Phi Vu, Eq. 9-1 Vu, Eq. 9-2 Vu, Eq. 9-3 @ Left End 105.46 k 46.78 k 35.08 k 20.65 k @ Right End 105.46 k 52.01 k 39.01 k 22.31 k Deflection Deflections... l;uwelu Downwara DL + [Bm Wt] 0.0000 in at 0.0000 ft -0.1335 in at 11.0744ft DL + LL + [ B m Wt] 0.0000 in at 0.0000 ft -0.2737 in, at 11.0744ft DL + LL + ST + [Bm Wt] 0.0000 in at 0.0000 ft -0.2723 in at 11.0744ft Reactions... 5) Left Cc~ Right DL + [Bm Wt]] 26.087 k 28.060 k DL + LL + [Bm Wt] 34.711 k 38.237 k DL + LL + ST + [Bm Wt] 34.711 k 38.237 k Title : Job # Dsgnr: Date: 8:31AM, 10 JAN 06 Description Scope : Rev: 560100 UserKW-060365,Ver5.6.1,25-oa-2002 Concrete Rectangular & Tee Beam Design Page 2 (c)1983-2002 ENERCAI Fnoineerin0 Snftware cilorciects\5500.02\enercalclmoved walls.ecw Description Beam H Section Analysis Evaluate Moment Capacity... Center Left End Right End X : Neutral Axis 1.770 in 0.000 in 0.000 in a = beta " Xneutral 1.416 in 0.000 in 0.000 in Compression in Concrete 108.324 k 0.000 k 0.000 k Sum [Steel comp. forces] 0.000 k 0.000 k 0.000 k Tension in Reinforcing -240.000 k 0.000 k 0.000 k Find Max As for Ductile Failure... X-Balanced 16.571 in 0.000 in 0.0000 in Xmax = Xbal ' 0.75 12.429 in 0.000 in 0.000 in a-max = beta Xbal 13.257 in 0.000 in 0.000 in Compression in Concrete 1,501.829 k 0.000 k 0.000' k Sum [Steel Comp Forces] 0.000 k 0.000 k 0.000 k Total Compressive Force 1,501.829 k 0.000 k 0.000 k AS Max = Tot Force / Fy 25.030 in2 0.000 in2 0.000 in2 Actual Tension As 4.000 OK 0.000 OK 0.000 OK LAdditional Deflection Calcs Neutral Axis 5.685 in Mcr 143.39 k-ft (gross 57,381.00 in4 tvls:Max DL + LL 312.48 k-ft Icracked 16,769.06 in4 R1 = (Ms:DL+LL)/Mcr 0.459 Elastic Modulus 4,030.5 ksi Ms:Max DL+LL+ST 309.79 k-ft Fr = 7.5 ` fc^.5 530.330 psi R2 = (Ms:DL+LL+ST)/Mcr 0.463 Z:Cracking 138.711 ksi I:eff... Ms(DL+LL) 20,693.334 in4 I:eff... Ms(DL+LL+ST) 20,796.276 in4 Eff. Flange Width 39.80 in ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group ractor 0.150 UBu faL1.z / 1.4" Factor 1.400 ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor 0.900 UBC 1921.2.7 "0.9" Factor 0.900 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.300 ....seismic = ST * : 1.100 Title : Job # Dsgnr: Date: 8:31AM, 10 JAN 06 Description Scope : userKV cso3s5,Ver5.o.1,25-Oct-2002 L oncre e Rectangular & Tee Beam Design Page 1 (c)1983-2002 ENERCALC Enaineering Software c:\oroiects'.5500.02\enerealc%moved walls.ecw Description Beam G LGeneral Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Span 18.80 ft fc 5,000 psi Depth 30.000 in Fy 60,000 psi Width 18.000 in Concrete Wt. 150.0 pcf Flange @ Both Sides Seismic Zone 0 Flange Thickness 8.000 in Web Spacing 8.000 ft End Fixity Pinned-Pinned Tee beam weight calc'd using Web Spacing Width Live Load acts with Short Term Reinforcing Rebar @ Center of Beam... Rebar @ Left End of Beam... Rebar @ Right End of Beam... Count Size 'd' from Top Count Size 'd' from Top Count Size 'd' from Top _ #1 3 _ 9 28.00in #1 in #1 in Uniform Loads Dead Load Live Load Short Term Start End #1 1.330 k 2.000 k k 0.000 ft 18.800 ft Summa l Beam Design OK Span = 18.80ft. Width= 18.00in Depth = 30.00in 'T' Beam with Fla nge= 8.00in thick @ Both Sides, Web spat= 8.00ft Maximum Moment : Mu 307.47 k-f`. Maximum Deflection 0.0860 in Allowable Moment : Mn*phi 371.86 k-ft Maximum Shear : Vu 49.20 k Max Reaction @ Left 42.70 k Allowable Shear: Vn"phi 105.46 k Max Reaction @ Right 42.70 k Shear Stirrups... Stirrup Area @ Section 0.440 in2 Region 0.000 3.133 6.267 9.400 12.533 15.667 18.800 ft Max. Spacing 14.000 14.000 Not Req'd Not Req'd Not Req'd 14.000 14.000 in Max Vu 49.195 43.962 21.981 21.458 21.458 43.438 48.672 k Bending & Shear Force Summary Bending... Mn*Phi Mu, Eq. 9-1 Mu, Eq. 9-2 Mu, Eq. 9-3 @ Center 371.86 k-ft 307.47 k-ft 230.60 k-ft 101.09 k-ft @ Left End 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft @ Right End 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear... Vn*Phi Vu, Eq. 9-1 Vu, Eq. 9-2 Vu, Eq. 9-3 @ Left End 105.46 k 49.20 k 36.90 k 16.18 k @ Right End 105.46 k 48.67 k 36.50 k 16.00 k Deflection Deflections... Uowaro ~Uwnwdl U DL + [Bm Wt] 0.0000 in at 18.8000 ft -0.0269 in at 9.4000ft DL + LL + [Bm Wt] 0.0000 in at 18.8000 ft -0.0860 in at 9.4000ft DL + LL + ST + [Bm Wt] 0.0000 in at 18.8000 ft -0.0860 in at 9.40002 Reactions... _ as Left as Right DL + [Bm Wt]] 23.899 k 23.899 k DL + LL + [Bm Wt] 42.699 k 42.699 k DL + LL + ST + [Bm Wt] 42.699 k 42.699 k Title : Job # Dsgnr: Date: 8:31 AM, 10 JAN 06 Description Scope : User KW-060365, Ver 5.6.1, 25-Oct-2002 Concrete Rectangular & Tee Beam Design Page 2 (c)? 583-2002 ENERCALC Enoineerina Software c:\oroiects\5500.02'~enercalc\mnved wak ecw. Description Beam G Section Analysis Evaluate Moment Capacity... Center Left End Right End X : Neutral Axis 0.935 in 0.000 in 0.000 in a = beta * Xneutral 0.748 in 0.000 in 0.000 in Compression in Concrete 57.222 k 0.000 k 0.000 k Sum [Steel comp. forces] 0.000 k 0.000 k 0.000 k Tension in Reinforcing -180.000 k 0.000 k 0.000 k Find Max As for Ductile Failure... X-Balanced 16.571 in 0.000 in 0.0000 in Xmax = Xbal ` 0.75 12.429 in 0.000 in 0.000 in a-max = beta ` Xbal 13.257 in 0.000 in 0.000 in Compression in Concrete 2,066.229 k 0.000 k 0.000 k Sum [Steel Comp Forces] 0.000 k 0.000 k 0.000 k Total Compressive Force 2,066.229 k 0.000 k 0.000 k AS Max = Tot Force / Fy 34.437 in2 0.000 in2 0.000 in2 Actual Tension As - 3.000 OK 0.000 OK 0.000 OK Additional Deflection Calcs - - - - Neutral Axis 4.265 in Mcr 153.22 k-ft Igross 65,831.09 in4 Ms:Max DL + LL 200.69 k-ft Icracked 13,618.65 in4 R1 = (Ms:DL+LL)/Mcr 0.763 Elastic Modulus 4,030.5 ksi Ms:Max DL+LL+ST 200.69 k-ft Fr = 7.5 * fc^.5 530.330 psi R2 = (Ms:DL+LL+ST)/Mcr 0.763 Z:Cracking - 122.915 ksi I:eff... Ms(DL+LL) 36,852.282 in4 I:eff... Ms(DL+LL+ST) 36,852.282 in4 Eft. Flange Width 56.40 in ACI Factors (per ACI, applied internally to entered loads) ACi 9-1 & 9-2 DL 1.40u ACI 9-2 Group Factor 0.750 UBC iaz1.z.i -1.4" Factor 1.400 ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor 0.900 UBC 1921.2.7 "0.9" Factor 0.900 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.300 ....seismic = ST * . 1.100 Title : Job # Dsgnr: Date: 8:31AM, 10 JAN 06 Description Scope : User: cw-0e0365,ver5.6.1,25-Oci-2002 Concrete Rectangular ~ Tee Beam Design; Page 1 (c?1983-2002 ENERCALC Enoineerinq Software c\ Draiectsl,5500.02\enercaic'moved walls.ecw: Description Beam i General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Span 11.00 ft f'c 5,(100 psi Depth 18.000 in Fy 60,000 psi Width 12.000 in Concrete Wt. 150.0 pcf Flange @ One Side Seismic Zone 0 Flange Thickness 8.000 in Web Spacing 10.000 ft End Fixity Pinned-Pinned Tee beam weight calc'd using Web Spacing Width Live Load acts with Short Term Reinforcing Rebar @ Center of Beam... Rebar @ Left End of Beam... Rebar @ Right End of Beam... Count Size 'd' from Top Count Size 'd' from Top Count Size 'd' from Top #1 2 9 16.00in #1 in #1 in ~ Uniform Loacis - - - - Dead Load Live Load Short Term Start End #1 1.200 k 1.750 k k 0.000 ft 11.000 ft Summary - Beam Design OK Span = 11.00ft, Width= 12.00in Depth = 18.00in 'T' Beam with Flange= 8.00in thick @ One Side, Web spat= 10.00ft Maximum Moment: Mu 84.70 k-ft Maximum Deflection -0.0791 in Allowable Moment: Mn=phi 137.93 k-ft Maximum Shear: Vu 23.41 k Max Reaction @ Left 19.94 k Allowable Shear : Vn*phi 67.96 k Max Reaction @ Right 19.94 k 1 Shear Stirrups... Stirrup Area @ Section 0.440 in2 Region 0.000 1.833 3.667 5.500 7.333 9.1167 11.000 ft Max. Spacing 8.000 8.000 Not Req'd Not Req'd Not Req'd 8.000 8.000 in Max Vu 23.408 20.698 10.349 10.102 10.102 20.451 23.162 k Bending & Shear Force Summary Bending... Mn*Phi @ Center 137.93 k-ft @ Left End 0.00 k-ft @ Right End 0.00 k-ft Shear... Vn*Phi @ Left End 67.96 k @ Right End 67.96 k Deflection Defiections... DL + [Bm Wt] DL + LL + [Bm Wtl DL + LL'+ ST + [Bm Wt] Reactions... DL + [Bm Wt]] DL + LL + [Bm Wt] DL+LL+ST+[BmWt] Mu, Eq. 9-1 Mu, Eq. 9-2 Mu, Eq. 9-3 84.70 k-ft 63.52 k-ft 25.52 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft Vu, Eq. 9-1 Vu, Eq. 9-2 Vu, Eq. 9-2 23.41 k 17.56 k 7.05 k 23.16 k 17.37 k 6.98 k U pwa rp 0.0000 in at 0.0000 ft 0.0000 in at 0.0000 ft 0.0000 in at 0.0000 ft CcD Left CD Right 10.312 k 10.312 k 19.937 k 19.937 k 19.937 k 19.937 k Downward -0.0195 in at 5.5000ft -0.0791 in at 5.5000ft -0.0791 in at 5.5000ft Title : Job # Dsgnr: Date: 8:31 AM. 10 JAN 06 Description Scope : Rev: 560100 - - - User.KW-0o"0365,Ver 5.6.1, 25-0ct-2002 Concrete ~eC$ n Lt~+E"&''~~ Beam-Design Page 2 (c)1983-2002 ENERCALC Enaineerino Sofiware c'~pr6iects\5500.02\enercalc\movea walls.ecw Description Beam i Section Analysis Evaluate Moment Capacity... X : Neutral Axis a = beta ` Xneutral Compression in Concrete Sum [Steel comp. forces] Tension in Reinforcing Find Max As for Ductile Failure... X-Balanced Xmax = Xbal ' 0.75 a-max = beta Xba! Compression in Concrete Sum [Steel Comp Forces] Total Compressive Force AS Max = Tot Force / Fy Actual Tension As Additional Deflection Calcs Neutral Axis Igross Icracked Elastic Modulus Fr = 7.5 ` fc^.5 Z:Cracking Center Left End Right End 1.530 in 0.000 in 0.000 in 1.224 in 0.000 in 0.000 in 62.424 k 0.000 k 0.000 k 0.000 k 0.000 k 0.000 k -120.000 k 0.000 k 0.000 k 9.469 in 0.000 in 0.0000 in 7.102 in 0.000 in 0.000 in 7.576 in 0.000 in 0.000 in 555.380 k 0.000 k 0.000 k 0.000 k 0.000 k 0.000 k 555.380 k 0.000 k 0.000 k 9.256 in2 0.000 in2 0.000 in2 2.000 OK 0.000 OK 0.000 OK 3.895 in 7,864.49 in4 2,561.65 in4 4,030.5 ksi 530.330 psi 98.765 ksi Eff. Flange Width 23.00 in ACI Factors (per AC! , applied internally to entered loads) ACI 9-1 & 9-2 DL i.4uu AGt 9-2 Group Factor ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor ....seismic = ST 1.100 Mcf Ms:Max DL + LL R1 = (Ms:DL+LL)/Mcr Ms:Max DL+LL+ST R2 = (Ms:DL+LL+ST)/Mcr Leff... Ms(DL+LL) I:eff... Ms(DL+LL+ST) 33.27 k-tt 54.83 k-ft 0.607 54.83 k-ft 0.607 3,746.286 in4 3,746.286 in4 0.u ubu 1&21.2.7 1.4" Factor 1.400 0.900 UBC 1921.2.7 "0.9" Factor 0.900 1.300 Title : Job # Dsgnr: Date: 8:31 AM, 10 JAN 06 Description Scope : Rev: 560100 User: KW-060365, Ver5.6.1, 25-Oct-2002 Concrete Rectangular & Tee Beam Design Page 1 (c)1983-2002 ENERCALC Enoineerinn Wiw2re r. ~nr .c~,5500.02'.enercalclmoved wallaecvr description Beam J `General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Span 20.00 ft fc 5,000 psi Depth 18.000 in Fy 60,000 psi Width 12.000 in Concrete Wt. 150.0 pcf Flange @ One Side Seismic Zone 0 Flange Thickness 8.000 in Web Spacing 11.000 ft End Fixity Pinned-Pinned Tee beam weight calc'd using Web Spacing Width Live Load acts with Short Term Reinforcing Rebar @ Center of Beam... Rebar @ Left End of Beam... Rebar @ Right End of Beam... Count Size 'd' from Top Count Size 'd' from Top Count Size 'd' from Top #1 3 9 16.00in #1 in #1 in Concentrated Loads Dead Load Live Load Short Term Location #1 10.300 k 9.700 k k 10.000 ft Summary Beam Design OK I Span = 20.00ft, Width= 12.00in Depth = 18.00in 'T' Beam with Flange= 8.00in thick @ One Side, Web spat= 11.00ft Maximum Moment : Mu 205.30 k-f Allowable Moment : Mn"phi 206.23 k-ft- Maximum Deflection 0.5346 in Maximum Shear: Vu 24.31 k Max Reaction @ Left 17.25 k Allowable Shear: Vn'phi 67.96 k Max Reaction @ Right 17.25 k Shear Stirrups... Stirrup Area @ Section 0.440 in 2 Region 0.000 3.333 6.667 10.000 13333 16.667 20.000 ft Max. Spacing 8.000 8.000 8.000 8.000 8.000 8.000 8.000 in Max Vu 24.306 22.276 18.865 18.784 18.784 22.195 24.225 k Bending & Shear Force Summary Sending... Mn'Phi Mu, Eq 9-1 Mu, Eq 9-2 Mu, Eq. 9-3 @ Center 206.23 k-ft 205.30 k-ft 153.97 k-ft 78.97 k-ft @ Left End 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft @ Right End 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear... Vn*Phi Vu, Eq. 9-1 Vu, Eq. 9-2 Vu, Eq. 9-3 @ Left End 67.96 k 24.31 k 18.23 k 10.32 k @ Right End 67.96 k 24.22 k 18.17 k 10.27 k Deflection Deflections... Ugwc+iu DL + [Bm Wt] 0.0000 in at 0.0000 ft DL + LL + [Bm Alt] 0.0000 in at 0.0000 ft DL + LL + ST + [Bm Wt] 0.0000 in at 0.0000 ft Reactions... (aD. Left (aD, Right DL + [Bm Wt]] 12.400 k 12.400 k DL + LL + [Bm Wt] 17.250 k 17.250 k DL + LL + ST + [Bm Wt] 17.250 k 17.250 k uownwaro -0.3342 in at 10.0000ft -0.5346 in at 10.0000ft -0.5346 in at 10.0000ft Title : Job # Dsgnr: Date: 8:31AM, 10 JAN 06 Description Scope : User KW-O""0305, VerS."6.1:25-Oct-2002 Concrete Rectangular Beam SOS Page 2 ign (c'1983-2002 rNERCALC Enoneerinq software _ c~iorolects'.5500.02'>nercalclmovzd walls.ea+~ Description Beam J Section Analysis Evaluate Moment Capacity... Center Left End Right End X : Neutral Axis 1.650 in 0.000 in 0 000 in a = beta * Xneutral 1.320 in 0.000 in . 0.000 in Compression in Concrete 67.320 k 0.000 k 0.000 k Sum [Steel comp. forces] 0.000 k 0.000 k 0.000 k Tension in Reinforcing -180.000 k 0.000 k 0.000 k Find Max As for Ductile Failure... X-Balanced 9.469 in 0.000 in 0.0000 in Xmax = Xbal * 0.75 7.102 in 0.000 in 0.000 in a-max = beta * Xbal 7.576 in 0.000 in 0.000 in Compression in Concrete 772.702 k 0.000 k 0 000 k Sum [Steel Comp Forces] 0.000 k 0.000 k . 0.000 k Total Compressive Force 772.702 k 0.000 k 0.000 k AS Max = Tot Force / Fy 12.878 in2 0.000 in2 0.000 in2 Actual Tension As 3.000 OK 0.000 OK 0.000 OK rAdditional Deflection Calcs Neutral Axis 4.025 in Mcr 35.68 k-ft (gross 8,983.21 in4 Ms:Max DL + LL 136 25 k-ft Icracked 3,790.90 in4 R1 = (Ms:DL+LL)/Mcr . 0.262 Elastic Modulus 4,030.5 ksi Ms:Max DL+LL+ST 136.25 k-ft Fr = 7.5 * fc^.5 530.330 psi R2 = (Ms:DL+LL+S T)/Mcr 0.262 Z:Cracking •144.490 ksi I:eff... Ms(DL+LL) 3,884.126 in4 keff... Ms(DL+LL+S'i) 3,884.126 in4 Eff. Flange Width 32.00 in ACI Factors (per ACI, applied internally to entered loads) ALi 9-,i & 9-2 DL 1.400 ACi 9-/_ Group r-acior 0.750 UBC 1aci.z.T 1.4" ractor 1.400 ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor 0.900 UBC 1921.2.7 "0.9" Factor 0.900 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.300 ....seismic = ST ' : 1.100 Title : Job # Dsgnr: Date: 8:31 AM, 10 JAN 06 Description Scope : User: -200365,Verl.b. no-ine nr2 Concrete Rectangular & Tee Beare Design Page 1 (c)19833-20022 ENERCALC Eno- Software c'~nrol~c~s`5~00.02ienercalc.meved wall=_.ecw: Description Beam K General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Span 20.00 ft fc 0,000 psi Depth Width 18.000 in 12.000 in Fy 60,000 psi Flange @ One Side Concrete Wt. 150.0 pcf Flange Thickness 8.000 in Seismic Zone 0 Web Spacing 6.500 ft End Fixity Pinned-Pinned Tee beam weight calc'd using Web Spacing Width Live Load acts with Short Term Reinforcing Rebar @ Center of Beam.;. Rebar @ Left End of Beam... Rebar @ Right End of Beam... Count Size 'd' from Top Count Size 'd' from Top Count Size 'd' from Top #1 2 9 16.00in #1 _ in #1 in 1 Uniform Loads Dead Load Live Load Short Term Start End #1 0.100 k 0.570 k k 0.000 ft 20.000 ft Summary Beare Design OK Span = 20.00ft, Width= 12. 00in Depth = 18.001n 'T' Beam with Flange= 8.00in thick @ One Side, Web spat= 6.50ft Maximum Moment : Mu 90.45 k-ft Allowable Moment: Mn!phi 139.59 k-ft Maximum Deflection -0.2531 in Maximum Shear: Vu 15.77 k Max Reaction @ Left 11.70 k I Allowable Shear : Vn*phi 67.96 k Max Reaction @ Right 11.70 k Shear Stirrups... Stirrup Area @ Section 0.440 in2 Region Max. Spacing 0.000 3.333 8.000 8.000 6.667 10.000 13.333 16.667 20.000 ft Not Req'd Not Req'd Not Req'd 8.000 8 000 in Max Vu 15.774 12.156 . 6.078 5.934 5.934 12.012 15.630 k Bending & Shear Force Summary Bending... Mn"Phi Mu, Eq 9-1 Mu, Eq. 9-2 Mu Eq. 9-3 @ Center 139.59 k-ft 90.45 k-ft 67.84 k-ft , 27 00 k-ft @ Left End 0.00 k-ft 0.00 k-ft 0.00 k-ft . 0 00 k-ft @ Right End 0.00 k-ft 0.00 k-ft 0.00 k-ft . 0.00 k-ft Shear... Vn'Phi Vu, Eq. 9-1 Vu, Eq. 9-2 Vu, Eq. 9-3 @ Left End 67.96 k 15.77 k 11.83 k 4 71 k @ Right End 67.96 k 15.63 k 11.72 k . 4.67 k Deflection Defieutions... uuward DL + [Bm Wt] 0.0000 in at 0.0000 ft DL + LL + [Bm Wt] 0.0000 in at 0.0000 ft DL + LL + ST + [Bm Wt] 0.0000 in at 0.0000 ft Reactions... Left (d) Right DL + [Bm Wt]] 6.000 k 6.000 k DL + LL + [Bm Wt] 11.700 k 11.700 k DL + LL + ST + [Bm Wt] 11.700 k 11.700 k Guwnwara -0.0597 in at 10.0000 ft -0.2531 in at 10.0000ft -0.2531 in at 10.0000ft Title : Job # Dsgnr: Date: 8:31 AM, 10 JAN 06 Description Scope : User: KtN-060365, Ver 5.6.1, 25-0c-2002 (cI1983-2002 ENERCALC En,gi.rI- S,ft-are Description Beam K Section Analysis e 2 Concrete Rectangular & Tee Beam Design nraiemq%550002=,~ ai Page Evaluate Moment Capacity... X : Neutral Axis a = beta * Xneutral Compression in Concrete Sum [Steel comp. forces] Tension in Reinforcing Find Max As for Ductile Failure... X-Balanced Xmax = Xbal * 0.75 a-max = beta ' Xbal Compression in Concrete Sum [Steel Comp Forces] Total Compressive Force AS Max = Tot Force / Fy Actual Tension As Additional Deflection Cales Neutral Axis Igross Icracked Elastic Modulus Fr = 7.5 ' fc^.5 Z:Cracking Eff. Flange Width Center Left End Right End 1.100 in 0.000 in 0.000 in 0.880 in 0.000 in 0.000 in 44.880 k 0.000 k 0.000 k 0.000 k 0.000 k 0.000 k -120.000 k 0.000 k 0.000 k 9.469 in 0.000 in 0.0000 in 7.102 in 0.000 in 0.000 in 7.576 in 0.000 in 0.000 in 772.702 k 0.000 k 0.000 k 0.000 k 0.000 k 0.000 k 772.702 k 0.000 k 0.000 k 12.878 in2 0.000 in2 0.000 in2 2.000 OK 0.000 OK 0.000 OK 3.375 in Mcr 35.68 k-ft 8,983.21 in4 Ms:Max DL + LL 58.50 k-ft 2,703.73 in4 R1 = (Ms:DL+LU/Mcr 0.610 4,030.5 ksi MS:Max DL+LL+ST 58.50 k-ft 530.330 psi R2 = (Ms:DL+LL+ST)/Mcr 0.610 101.039 ksi Leff... Ms(DL+LL) 4,128.137 in4 I:eff... Ms(DL+LL+ST) 4,128.137 in4 32.00 in ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor 0.750 UBC 1921.2.7 "1.4" Factor 1.400 ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor 0.900 UBC 1921.2.7 "0.9" Factor 0.900 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.300 ....seismic = ST * : 1.100 Title : Job # Dsgnr: Date: 8:31AM, 10 JAN 06 Description Scope : User: KkV-050365, Ve-5.25-0c`:-2002 Concrete Rectangular & Tee Beam Design Page 1 (cA983-2002 FNERCALC Enaineerin9 Software cAornf, rs'.5500 ^2\eneroaiclmoveo walls.ec. I. Description Beam L General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements - - - Span 22.00 ft rc 5,000 si Depth 30.000 in, p Fy 60 000 psi Width 36.000 in Flange @ Both Sides , Concrete Wt. 150.0 pcf Flange Thickness 8.000 in Seismic Zone 0 Web Spacing 13.000 ft End Fixity Pinned-Pinned Tee beam weight calc'd using Effective Width Live Load acts with Short Term Reinforcing Rebar @ Center of Beam... Rebar @ Left End of Beam... Rebar @ Right End of Beam... Count Size 'd' from Top Count Size 'd' from Top Count Size 'd' from Top _ #1 12 9 28.00in #1 in #1 in - Uniform Loads Dead Load Live Load Short Term Start End #1 2.970 k 0.660 k Concentrated Loads k 0.000 ft 22.000 ft - Dead Load Live Load Short Term Location #1 94.000 k 36.500 k k 8.020 ft SCdR7171aiy - Beam Design OK:' Span = 22.00ft, Width= 36.00in Depth = 30.00in 'T' Beam with Flange= 8.00in thick @ Both Sides, Web spat= 13.00ft I Maximum Moment : Mu 1,389.08 k-ft Allowable Moment: Mntphi 1;437.63 k -ft Maximum Deflection -0.3775 in Maximum Shear : Vu 185.83 k Max Reaction @ Left 137.98 k Allowable Shear: Vn'phi 185.83 k Max Reaction @ Right 102.63 k Shear Stirrups... Stirrup Area @ Section 0.400 in2 Region 0.000 3.667 Max. Spacing 8.834 10.358 7.333 11.000 14.667 18.333 22.000 ft 13 333 13 333 13 333 13 333 Max Vu 185.826 176.315 . . . . 13.333 in 149.685 96.590 96.590 123.220 132.730 k Bending & Shear Force-Summary Bending... Mn*Phl Mu, E 9-1 @ Center 1,437.63 k-ft 1,389.08 k-ft @ Left End 0.00 k-ft 0.00 k-ft @ Right End 0.00 k-ft 0.00 k-ft Shear... Vn*Phi Vu, Eq. 9-1 @ Left End 185.83 k 185.83 k @ Right End 164.01 k 132.73 k Deflection Deflections... UD wa rd DL + [Bm Wt] 0.0000 in at 0.0000 ft DL + LL + [Bm Wt] 0.0000 in at 0.0000 ft DL + LL + ST + [Bm Wt] 0.0000 in at 0.0000 ft Reactions... Pc~_Left DL + [Bm Wt]] 107.528 k DL + LL + [Bm Wt] 137.982 k DL + LL + ST + [Bm Wt] 137.982 k Mu, Eq. 9-2 Mu, Eq. 9-3 1,041.81 k-ft 649.59 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft Vu, Eq. 9-2 Vu, Eq. 9-2 139.37 k 87.83 k 99.55 k 64.56 k Downward -0.2808 in at 10.4720ft -0.3772 in at 10.4720ft -0.3775 in at 10.4720ft (a Right 82.062 k 102.628 k 102.628 k Title : Job # Dsgnr: Date: 8:31AM, 10 JAN 06 Description Scope : Rev: 560100 User: KW-060365, ver 5.6.1, 25-Oct-2002 Concrete Rectangular & Tee Seam Design Page 2 (c)1983-2002 ENERCALC Enoineerino Software c:\orojectsl5500.021enercalclmoved wall<_.ecw: Description Beam L Section Analysis Evaluate Moment Capacity... Center Left End Right End X : Neutral Axis 3.205 in 0.000 in 0.000 in a = beta ` Xneutal 2.564 in 0.000 in 0.000 in Compression in Concrete 392.292 k 0.000 k 0.000 k Sum [Steel comp. forces] 0.000 k 0,000 k 0.000 k Tension in Reinforcing -720.000 k 0.000 k 0.000 k Find Max As for Ductile Failure... X-Balanced 16.571 in 0.000 in 0.0000 in Xmax = Xbal 0.75 12.429 in 0.000 in 0.000 in a-max = beta ` Xbal 13.257 in 0.000 in 0.000 in Compression in Concrete 2,541.257 k 0.000 k 0.000 k Sum [Steel Comp Forces] 0.000 k 0.000 k 0.000 k Total Compressive Force 2,541.257 k 0.000 k 0.000 k AS Max = Tot Force / Fy 42.354 in2 0.000 in2 0.000 in2 Actual Tension As 12.000 OK 0.000 OK 0.000 OK Additional Deflection Caics Neutral Axis 7.355 in Mcr 275.67 k-ft ]gross 106040.00 in4 Ms:Max DL + LL 935.84 k-ft Icracked 45,553.39 in4 R1 = (Ms:DL+LL)/Mcr 0.295 Elastic Modulus 4,030.5 ksi Ms:Max DL+LL+ST 944.12 k-ft Fr = 7.5 ` fc^.5 530.330 psi R2 = (Ms:DL+LL+ST)/Mcr 0.292 Z.-Cracking 131.912 ksi I:eff... Ms(DL+L L) 47,099.385 in4 I:eff... Ms(DL+LL+ST) 47,059.066 in4 Eff. Flange Width ACI Factors (per ACI, applied ini ACI 9-1 & 9-2 DL 1.4UU ACI 9-1 & 9-2 LL 1.700 ACI 9-1 & 9-2 ST 1.700 ....seismic = ST 1.100 66.00 in ernally to entered loads) ACI 9-2 Group Factor 0.750 UbL; 1 yL1.z. % 1.4" ractor 1.4UU ACI 9-3 Dead Load Factor 0.900 UBC 1921.2.7 "0.9" Factor 0.900 ACI 9-3 Short Term Factor 1.300 Title : Job # Dsgnr: Date: 8:31AM, 10 JAN 06 Description Scope : Rev 5E01D0 # User KW-060365,Ver 5.61 25-Oct-2002 Concrete Rectangular& See Beam Design r\nrniec!5"5500.02\enercalc\mevedwailse1w (c)1983-2002 ENERCAi C. Fnnineerino Software Description Beam M General Information Calculations are designed to ACI 318-95 and 1997 U Requirements 14.UU tt To 5,000 psi Span Depth 30.000 in Fy 60,000 psi Width 18.000 in Concrete Wt. 150.0 pcf Flange @ Both Sides Seismic Zone 0 Flange Thickness 8.000 in End Fixity Pinned-Pinned Web Spacing 6.670 ft Live Load acts with Short Term W dtn Tee beam weight calc d using Web Spacing Reinforcing Rebar @ Center of Beam... Rebar @ Left End of Beam... Rebar @ Right End of Beam... ' ' Count Size 'd' from Top Count Size 'd' from Top from Top d Count Size #1 2 9 28.00in #1 in #1 in Uniform Loads Live Load Short Term End Start k 0.950 k k 0.000 ft 14.000 ft 77ar JC~ - Beam Design GK ~ , , Width= 18 00ft = 14 00in Depth = 30.00in 'T' Beam with Flan ge= 8.00in thick @ Both Si des, Web spac= 6.67ft , . Span , Maximum Moment: Mu 227.51 k-ft Maximum Deflection -0.0289 in Allowable Moment: Mn'phi 248.73 k ft Maximum Shear : Vu 43.68 k Max Reaction @ Left 45.01 k Allowable Shear: Vn'phi 105.46 k Max Reaction @ Right 45.01 k Shear Stirrups... Stirrup Area @ Section 0.440 in2 a 333 667 2 333 0 9 00 7 11.667 14.000 ft Region Max. Spacing . 0.000 Re 'd 14.000 14.000 Not q . Not Re 'd Not Req'd q 14.000 14.000 in 163 k 163 43 43 nnax Vu 43.683 43.683 21.841 21.321 21.321 . . - LBending & Shear Force Summary Bending... Mn"Phi @ Center 248.73 k-fi @ Left End 0.00 k-ft @ Right End 0.00 Ot Shear... Vn*Phi @ Left End 105.46 k @ Right End 105.46 k j Deflection Deflections... DL + [Bm Wt] DL + LL + [Bm Wt] DL + LL + ST + [Bm Wt] Reactions... DL + [Bm Wt]] DL + LL + [Bm Wt] DL + LL + ST + [Bm Wt] Mu, Eq. 9-1 Mu, Eq. 9-2 227.51 k-ft 170.64 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft Vu, Eq. 9-1 Vu, Eq. 9-2 43.68 k 32.76 k 43.16 k 32.37 k _ upward . 0.0000 in at 14.0000 ft 0.0000 in at 14.0000 ft 0.0000 in at 14.0000 ft (a Left 0) Right 38.356 k 38.356 k 45.006 k 45.006 k 45.006 k 45.006 k Mu, Eq 9-3 120.82 k-ft 0.00 k-ft 0.00 k-ft Vu, Eq. 9-3 23.20 k 22.92 k V owrlwd I u -0.0200 in at 7.0000ft -0.0289 in at 7,0000ft -0.0289 in at 7.0000ft Title : Job # Dsgnr: Date: 8:31AM, 10 JAN 06 Description Scope : - Page Rav' S60 i 00 Rectangular p p ~q UserKW060365 Ver5.61 250ct-2002 Concrete & Tee Beam Design c:\croieM\5~nn02\enercalc\movedwalls.ecw: rnllg93-2002 ENERCALC Engineering Software Description Beam M F Section Analysis Evaluate Moment Capacity... Center Left End Riaht End 000 in 0 X : Neutral Axis * 0.840 in 672 in 0 0.000 in 0.000 in . 0.000 in Xneutral a = beta . 408 k 51 0.000 k 0.000 k Compression in Concrete . 000 k 0 0.000 k 0.000 k Sum [Steel comp. forces] . Tension in Reinforcing . Find Max As for Ductile Failure... 000 in 0 0.0000 in X-Balanced * 16.571 in 429 in 12 . 0.000 in 0.000 in 0.75 Xmax = Xbal a-max = beta " Xbal . 13.257 in 0.000 in 0.000 in ' Compression in Concrete 1,576.629 k 0.000 k 000 k 0 0.000 k 0.000 k Sum [Steel- Comp Forces] 0.000 k . 000 k 0 0.000 k Total Compressive Force 1,576.629 k . AS Max = Tot Force / Fy 26.277 in2 0.000 in2 0.000 in2 000 OK 0 Actual Tension As 2.000 OK 0.000 OK . - lcs j Additional Deflection Ca _ Neutral Axis 4.055 in Mcr 144.95 k-ft 52 k-ft 157 Igross 58,662.36 in4 30 in4 184 9 Ms:Max DL + LL R1 = (N1s:DL+LL)/Mcr . 0.920 Icracked Elastic Modulus . , 4,030.5 ksi Ms:Max DL+LL+ST 157.52 k-ft Fr = 7.5 * fc^.5 530.330 psi R2 = (Ms:DL+LL+ST)/Mcr 0.920 543 in4 738 47 Z:Cracking 164.206 ksi I:eff... Ms(DL+LL) Ms(DL+LL+ST) I:eft . , 47,738.543 in4 Z:cracking > 145 : Interior Only ! Eff. Flange Width 42.00 in ACE Factors (per ACI, applied internally to entered loads) AU I y 1 & 9-2 DL 1.400 ACI 9-2 Group Factor 0.750 UBc iaz1.2 7 "1.4" Factor i.40u 900 0 " " ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor 0.900 . Factor 0.9 UBC 1921:2.7 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.300 ....seismic = ST * : 1.100 000 k 0.000 k 0.000 k -120 Title : Job # Dsgnr: Date: 8:31AM, 10 JAN 06 Description Scope : Rev: 560100 rage User: Kw-060365,Ve-561, 25-Oct-2002 Concrete Rectangular & Tee Beam Design c:la-oiects,-0002,enercalc`,movedwal1ser',a, (c)1983-2002 ENFRCAI C. Enaineerina Software Description Beam N Calculations are designed to ACI 318-95 and 1997 UBC Requirements General Information Span 8.0/- a fc 5,000 psi Depth 18.000 in Fy 60,000 psi Width 18.000 in Concrete Wt. 150.0 pcf Flange @ Both Sides Seismic Zone 0 Flange Thickness 8.000 in End Fixity Pinned Pinned Web Spacing 0.000 ft Live Load acts with Short.Term Beam Weight Added Internally Reinforcing Rebar @ Center of Beam... Rebar @ Leff End of Beam... Rebar @ Right End of Beam... ' ' Count Size 'd' from Top from Top d Count Size 'd' from Top Count Size #1 1 9 16.00in #1 n in #1 Uniform Loads Dead Load Live Load Short Term Start End _.-'Y k 0.620 k k 0.000 ft 8.020 it Stfnl;T; `y Beam Design OK Span = 8.02ft, Width= 18.00in Depth = 18.00in 'T' B eam with Flange= 8.00in thick @ Both Sides; Web spac= 0.00ft Maximum Moment: Mu 43.79 k-ft Maximum Deflection -0.0055 in Allowable Moment : Mn*phi• 71.52 k ft 14.68 k Maximum Shear: Vu Max Reaction @ Left 15.07 k 07 k 15 Allowable Shear: Vn`phi 34.65 k . Max Reaction @ Right Shear Stirrups... Stirrup Area @ Section 0.440 in2 337 000 1 0 2.673 4.010 5.347 6.683 8.020 ft ' ' . . Region Spacing Not Req'd Not Req'd Max d in d Not Req Not Req'd Not Req'd Not Req'd Not Req . u Max . Bending & Shear Force Summary Bending... Mn'Pni Mu, Eq. 9-1 @ Center 71.52 k-ft 43.79 k-ft @ Left End 0.00 k-ft 0.00 k-ft @ Right End 0.00 k-ft 0.00 k-ft Shear... Vn'Phi Vu, Eq. 9-1 @ Left End 34.65 k 14.68 k @ Right End 34.65 k _ 14.50 k D flection 677 14.677 7.338 7.164 7.164 14.502 _ 14.502 k 14 V _ e Deflections... Uuvvaro DL + [Bm Wt] 0.0000 in at 0.0000 ft DL + LL + [Bm Wtj 0.0000 in at 0.0000 ft DL + LL + ST + [Bm Wt] 0.0000 in at 0.0000 ft Mu, Eq. 9-2 _ 32.84 k-ft 0.00 k-ft 0.00 k-ft Vu, Eq. 9-2 11.01 k 10.88 k Mu, Eq. 9-3 22.70 k-ft 0.00 k-ft 0.00 k-ft Vu, Eq. 9-2 7.61 k 7.52 k -0.0046 in at 4.0100 ft -0.0055 in at 4.0100ft -0.0055 in at 4.0100ft Reactions... C~ Left Cad Rion - DL + [Bm Wt]j 12.581 k 12.581 k DL + LL + [Bm Wt] 15.068 k 15.068 k DL + LL + ST + [Bm Wt] 15.068 k 15.068 k Title : Job # Dsgnr: Date: 8:31AM, 10 JAN 06 Description Scope : Rev: 560100 Page 2 User: KW-060365, Ver 5.6.1, 25-Oct-20021, eke ROCfangr.larx TeE'eRTi ®2SItl (c)1963-2002 ENERC'Al C Engineering Software ci\proje is\5500 02\enercalc\moved walis ec,* Description Beam N Section Analysis Center 0.245 in 0.196 in 14.994 k 0.000 k -60.000 k Left End 0.000 in 0.000 in 0.000 k 0.000 k 0.000 k Right End 0.000 in 0.000 in 0.000 k 0.000 k 0.000 k Evaluate Moment Capacity... X : Neutral Axis a = beta' Xneutral Compression in Concrete Sum [Steel comp. forces] Tension in Reinforcing Find Max As for Ductile Failure... X-Balanced Xmax = Xbal 0.75 a-max = beta ` Xbal Compression in Concrete Sum [Steel Comp Forces] Total Compressive Force AS Max = Tot Force / Fy Actual Tension As Additional Deflection Calcs Neutral Axis (gross Icracked Elastic Modulus Fr = 7.5 ' f c^.5 Z:Cracking 9.469 in 0.000 in 7.102 in 0.000 in 7.576 in 0.000 in 1,738.580 k 0.000 k 0.000 k 0.000 k 1,738.580 k 0.000 k 28.976 in2 0.000 in2 1.000 OK 0.000 OK 1.695 in 15,680.57 in4 1,589.23 in4 4.030.5 ksi 530.330 psi 132.833 ksi Mgr Ms:Max DL + LL R1 = (Ms:DL+LL)/Mcr Ms:Max DL+LL+ST R2 = (Ms:DL+LL+ST)/Mcr I:eff... Ms(DL+LL) keff... Ms(DL+LL+ST) Eff. Flange Width 72.00 in ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor 0.75u ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor 0.900 ACI 9-1 & 9-2 ST 1700 ACI 9-3 Short Term Factor 1.300 ....seismic = 5T 1.100 0.0000 in 0.000 in 0.000 in 0.000 k 0.000 k 0.000 k 0.000 in2 0.000 OK 58.44 K-ft 30.21 k-ft 1.935 30.21 k-ft 1.935 15,680.571 in4 15,680.571 in4 UBC 1921.2.7 "1.4" Factor 1.400 UBC 1921.2.7 "0.9" Factor 0.900 Monroe & Newell JOB O-L• Engineers, Inc. SHEET NO. p OF CALCULATED BY DATE CHECKED BY DATE SCALE rL~ s Dim k 3i 4- G-0 y _t.ic Title : Job # Dsgnr: Date: 2:48PM, 15 DEC 05 Description Scope : User: RN-060365, Ver 5-6.1 , 25-Oct-2002 COt1Cf'~' @ ReCfan 1.1E+3F' & jet B~c1R1 Q2Sf n Page 1 ((')1983 ?002 ENERCALC Engineering Software c:\oroiects15500 02.ecw:Calcula:iors Description concrete beam 0 -elev 8208 grids 33/M.1 - 0 j General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Span 17.00 ft r c 4,uOG psi Depth 24.000 in Fy 60 000 psi Width Flange @ Both Sides 24.000 in , Concrete Wt. 145.0 pcf Flange Thickness 8.000 in Seismic Zone 1 Web Spacing 8.000 ft End Fixity Pinned-Pinned Tee beam weight calc'd using Depth * Width Live Load acts with Short Term Relnrorcm Rebar @ Center of Beam... Rebar @ Left End of Beam... Rebar @ Right End of Beam... Count Size 'd' from Top Count Size • 'd' from Top Count Size 'd' from Top #1 6 9 20.00in #1 5 6 2.00 in #1 5 6 2.00 in Uniform Loads Dead Load Live Load Short Term Start End - 300 k 1.530 k k 0.000 ft 17.000 ft Su IF7)3r y - Beam Design OK Span = 17.00ft, Width= 24 .00in Depth = 24.00in 'T' Beam with Flange= 8.00in thick @ Both Sides, Web spat= 8.00ft Maximum Moment: Mu 430.03 k-ft Allowable Moment: Mn'phi 511.70 k-ft Maximum Deflection 0.3555 in Maximum Shear: Vu 99.57 k Max Reaction @ Left 79.98 k Allowable Shear: Vn'phi 99.57 k Max Reaction @ Right 79,98 k Shear Stirrups... Stirrup Area @ Section 0.440 in2 i Region 0.000 2.833 I 5.667 8.500 11.333 14.167 17 000 ft Max. Spacing 9.358 10.000 . 10.000 10.000 10.000 10.000 9 519 in Max Vu 99.565 67.996 . 33.998 33.188 33,188 67.186 98.756 k LBending & Shear Force Summary Bending... Mn*Phi Mu, Eq. 9-1 Mu, Eq. 9-2 Mu, Eq. 9-3 @ Center 511.70 k-ft 430.03 k-ft 322.52 k-ft 256.20 k-ft @ Left End 10.05 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft @ Right End 10.05 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear... Vn*Phi Vu, Eq. 9-1 Vu, Eq. 9-2 Vu, Eq. 9-3 @ Left End 99.57 k 99.57 k 74.67 k 59.32 k @ Right End 98.76 k 98.76 k 74.07 k 58.84 k Deflection Detlections... Uoward DL + [Bm Wt] 0.0000 in at 0.0000 ft DL + LL + [Bm Wt] 0.0000 in at 0.0000 ft DL + LL + ST + FBm Wtl 0.0000 in at 0.0000 ft Reactions... (a) Left DL + [Bm Wt]] 66.980 k DL + LL + [Bm Wt] 79.985 k DL + LL + ST + [Bm Wt) 79.985 k Downward -0.2855 in at 8.5000ft -0.3555 in at 8.5000ft -0.3555 in at 8.5000ft a Riaht 66.980 k 79.985 k 79.985 k Title : Job # Dsgnr: Date: 2:48PM, 15 DEC 05 Description Scope : ( C)1983-200 060365, er5.l:. 25-Oct-2002 Concrete Rectangular ~ Tee Beam Design Page 2 (c)19E3 2002 ENER ENERCAI- Fnnineering ng Software c:\oroiects\5500.02 ecv., Calculations Description concrete beam o -elev 8208 grids 33/M.1 - v Section Analysis Evaluate Moment Capacity... Center Left End Right End X : Neutral Axis a = beta * Xneutral 2.440 in 1.345 in 1.345 in Compression in Concrete 2.074 in 169.238 k 1.143 in 93.289 k 1.143 in 93 289 k Sum [Steel comp. forces) 0.000 k 0.000 k . 0 000 k Tension in Reinforcing -360.000 k -93.210 k . -93.210 k Find Max As for Ductile Failure... X-Balanced Xmax = Xbal * 0 75 11.837 in 1.184 in 1.1837 in . a-max = beta * Xbal 8.878 in 10.061 in 0.888 in 1.006 in 0.888 in 1 006 in Compression in Concrete 1,308.462 k 61.575 k . 61 575 k Sum [Steel Comp Forces] 0.000 k 0.000 k . 0 000 k Total Compressive Force 1,308.462 k 61.575 k . 61.575 k AS Max = Tot Force / Fy 21.808 in2 1.026 in2 1 026 in2 Actual Tension As 6.000 OK 0.000 OK . 0.000 OK Additional Deflection Calcs Neutral Axis 5.280 in Mcr 108 30 k -ft Igross Icracked 38,853.82 in4 Ms:Max DL + LL . 339.94 k-ft Elastic Modulus 12,960.64 in4 3 605 0 ksi R1 = (MS:DL+LL)/Mcr 0.319 Fr = 7.5 * i cA.5 , . 474.342 psi Ms:Max DL+LL+ST 339.94 k-ft R2 = (Ms:DL+LL+ST)/Mcr 0 319 Z:Cracking Z:cracking > 175 : No Good! 232.768 ksi I:eff... Ms(DL+LL) . 13,797.838 in4 Eff. Flange Width 51.00 in I:eff... Ms(DL+LL+ST) 13,797.838 in4 ACl Factors (per ACI, applied internally to entered loads) - ACI 9-1 & 9-2 DL 1.200 ACI 9-2 Group Factor 0.50 Z UBC 1921.2.7 "1.4" Factor 1 406 ACI 9-1 & 9-2 LL 1.600 ACI 9-3 Dead Load Factor 0.900 . UBC 1921.2.7 "0.9" Factor 0 900 ACI 9-1 & 9-2 ST 1.600 ACI 9-3 Short Term Factor 1.300 . ....seismic = ST * : 1.100 Title : Dsgnr: Description Scope : User: 02.1,2 lc11983-22002 EN ENERCALCCALC Engineering So Soft are Concrete Rectangular & Tee Beam Design Description concrete beam N -elev 8208 @ grids 33/ M.1 to u Job # Date: 2:48PM, 15 DEC 05 Page 1 c:\o rolects\5500.02. ecw: Ca Icu I a ti on s General Information Calculations are designed to ACI 318-95 and 1997 UBC Re uirements q span 8.00 tt T 'C 4,Ovu psi - Depth 18.000 in Fy 60 000 psi Width 12.000 in , Concrete Wt. 145.0 pcf Seismic Zone 1 End Fixity Pinned-Pinned Beam Weight Added Internally Live Load acts with Short Term Reinforcing Rebar @ Center of Beam... Rebar @ Left End of Beam... Rebar @ Right End of Beam... Count Size 'd' from Top Count Size 'd' from Top Count Size 'd' from Top #1 3 5 15.00in #1 3 5 2.00 in #1 3 5 2.00 in Uniform Loads Dead Load Live Load Short Term Start End. 325 k 0.700 k k 0.000 ft 8.000 ft Summary Beam Design OK Span = 8.00ft, Width= 12.00in Depth = 18.00in Maximum Moment: Mu 42.97 k-ft Allowable Moment: Mn*phi 59.83 k-ft Maximum Deflection 0.0342 in Maximum Shear: Vu 20.62 k Max Reaction @ Left 16.97 k Allowable Shear: Vn*phi 64.23 k Max Reaction @ Right 16.97 k Shear Stirrups... Stirrup Area @ Section 0.440 in2 Region 0.000 1.333 2.667 4.000 5.333 6.667 8 000 ft Max. Spacing 7.500 7.500 Max V . Not Req'd Not Req'd Not Req'd 7.500 7.500 in u 20.625 20.625 7.219 7.047 7.047 20.453 20.453 k Bending & Shear Force Summary Bending... Mn'Phi Mu, Eq. 9-1 Mu, Eq. 9-2~ Mu Eq. 9-3 @ Center 59.83 k-ft , 42.97 k-ft 32.23 k-ft 25 51 k-ft @ Left End 4.98 k-ft . 0.00 k-ft 0.00 k-ft 0 00 k-ft @ Right End 4.98 k-ft . 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear... Vn*Phi Vu, Eq. 9-1 Vu, Eq. 9-2 Vu, Eq. 9-3 @ Left End 64.23 k 20.62 k 15.47 k 12 24 k @ Right End 64.23 k . 20.45 k 15.34 k 12.14 k Deflection Deflections... Upward Downward DL + [Bm Wt] 0.0000 in at 0.0000 ft -0.0196 in at 4 0000ft DL + LL + [Bm Wt] 0.0000 in . at 0.0000 ft -0.0342 in, at 4 0000ft DL + LL + ST + [Bm Wt] 0.0000 in . at 0,0000 ft -0.0342 in at 4.0000ft Reactions... (c~ Left (d) Right DL + [Bm Wt]] 14.170 k 14.170 k DL + LL + [Bm Wt] 16.970 k 16.970 k DL + LL + ST + [Bm Wt] 16.970 k 16.970 k Title : Dsgnr: Description Scope : (()19833--220022 ENF ENFRCALC Engineeringeering Sntrvare KW-06036.5, ""..1,2502 Concrete Rectangular & Tee Beam Design Description concrete beam P -elev 8208 L grids 33/ M.1 to u Section Analysis Evaluate Moment Capacity... Center Left End X : Neutral Axis a = beta " Xneutral 1.605 in 1.290 in Compression in Concrete 1.364 in 1.097 in Sum [Steel comp. forces' 55.661 k 44.737 k Tension in Reinforcing 0.000 k 5 0.000 k Find Max As for Ductile Failure... - 5 .800 k 44.532 k X-Balanced Xmax = Xbal ' 0 75 8.878 in 1.184 in . a-max = beta " Xbal 6.658 in 7 546 0.888 in Compression in Concrete . 230 905 k 1.006 in Sum [Steel Comp Forces . 30.787 k Total Compressive Force 0.000 k 0.000 k AS Max = Tot Force / Fy 230.905 k 30.787 k Actual Tension As 3.848 in2 0.513 in2 0.930 OK 0.000 OK Additional Deflection Calcs • Neutral Axis Igross 3.750 in Mcr cracked I cracked in4 Ms:Max DL + LL Elastic Modulus 1,157,79 in4 R1 = (Ms:DL+LL)/Mcr Fr = 7 5 5 * fc^ 3,605.0 ksi Ms:Max DL+LL+ST , . racking 474.342 psi R2 = Ms:DL+LL+ST)/Mcr (M Z: cracking > 145: Inferior Only!. 161.945 ksi I:eff s(DL+LL) Eff. Flange Width 1 I:eff Ms(DL+LL+ST) 2.00 in ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & a-.2 UL 1.200 AU 9-2 (group Factor ACI 9-1 & 9-2 LL 1.600 ACI 9-3 Dead Load Factor ACI 9-1 & 9-2 ST 1.600 ACI 9-3 Short Term Factor ....seismic = ST 1.100 Job # Date: 2:48PM, 15 DEC 05 Page 2 c:loroiectst55n0 n?.ecw:Calcutaticn~ Right End 1.290 in 1.097 in 44.737 k 0.000 k -44.532 k 1.1837 in 0.888 in 1.006 in 30.787 k 0.000 k 30.787 k 0.513 in2 0.000 OK 25.61 k-rt 33.94 k-ft 0.755 33.94 k-ft 0.755 3,167.012 in4 3,167.012 in4 0.750 UBC 1921.2.1 "1.4" r-actor 0.900 UBC 1921.2.7 "0.9" Factor 1.300 1.400 0.900 C N a N n. N~ Cl) I Z ul o.. 3 ' ^ m m 1.J. 3 3 U F c~ 3 F 3 z 3 n Monroe & Newell Engineers, Inc. SHEET NO. CALCULATED BY CHECKED BY_ SCALE OF DATE DATE Monroe & Newell Engineers, Inc. JOB ZS 15 D0 9 0z SHEET NO. OF CALCULATED BY -m (h DATE M117- Jos CHECKED BY DATE SCALE Title : Job # Dsgnr: Date: 2:04PM, 14 DEC 05 Description Scope : 6ser:KW-060365,Ver5.6.1,25-Oct-2002 Multi-Span Concrete Beam Page 1 (c11983-20n2 FNFRCAt C Fngineering Softwpr. c:\oroiects\5500.02.ecw:Calculations Description west fdn. wall (H.2 - L.0) General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements j Fy 60,000.0 psi Spans Considered Continuous Over Supports ACI Dead Load Factor 1.20 fc 4,000.0 psi Stirrup Fy 40,000.0 psi ACI Live Load Factor 1.60 Concrete Member Information Description low high Span ft 12.00 10.00 Beam Width in i 12.00 12.00 Beam Depth in 12.00 End Fixity Pin-Pin Pin-Pin to (H*Vo~ Reinforcing Center Area 70in 0.20in2 Bar Depth. In 10.00in Left Areal 0.31in2 .64' `7 f- to" OWTSVOC. fAc4E_ Bar Depth 2.00in OOIn Right • Area, 0.64in2 0.22in2 Bar Depthl 2.00in 2.00in Loads using Live Load Tnis span Dead Load k/ft Live Load k/ft DL @ Left k/ft DL @ Right k/ft Yes Yes 0.050 0.050 LL @ Left k/ft' 1.930 0.828 LL @ Right I k/ft, 0.828 0.250 Start ft 0.000 0.000 End ft 12.000 10.000 Results Beam OK Beam OK Mmax @ Cntr k-ft! 29.58 1.32 @ X = ft 4.64 7.93 Mn * Phi k-ft: 29.86 8.85 Max @ Left End k-ft 0.00 -27.41 Mn * Phi k-ft I 13.61 27.41 Max @ Right End k-ft -27.41 0.00 Mn * Phi k-ft' 27.41 0.00 Bending OK Bending OK Shear @ Left kj 13.20 8.22 Shear @ Right kl 14.24 1.20 Reactions & Deflections UL (a) Lett k j 0.00 0.00 LL @ Left k 8.25 14.04 Total @ Left k, 8.25 14.04 DL @ Right kj 0.00 0.00 LL @ Right k 14.04 0.75 Total @ Right kl 14.04 0.75 Max. Deflection in -0.162 0.031 @ X = ftl 5.36 2.93 Inertia : Effective in4'; 693.70 598.70 Title : Dsgnr: Description Scope Rev: 560100 n User: KW-0"0365,Ver 5.6.1. 25-Oct-2002 Multi-Span Concrete Beam lc11983-2002 FNERCAI_C Engineering Software Description west fdn. wall (H.2 - L.0) Job # Date: 2:04PM, 14 DEC 05 Page 2 cAprger?s\.^:50n n2 ecw,Galcularlnns Shear Stirrups Stirrup Rebar Area mz: O.uuu u.4uu Spacing @ Left in 0.00 5.00 Spacing @ .2"L in Not Req'd Not Req'd Spacing @ .4'L ink Not Req'd Not Req'd Spacing @ .6* L inl Not Req'd Not Req'd Spacing @ .8'L in 0.00 Not Req'd Spacing @ Right it 0.00 Not Req'd Query Values Location ttj u.uu u.uu Moment k-ft! -0.0 -27.4 Shear k 13.2 8.2 Deflection in 0.0000 0.0000 Title : Job # A Dsgnr: Date: 1:58PM, 14 DEC 05 Description Scope User: KW-060365, Ver5."o.1, 25-Oct-2002 Multi-Span Concrete Beam Page 1 L (r119R9-20n2 ENERCALC Engineering Software c:\projects',5500.02.ecw:Calculations Description west garage fdn wall L.0 to M.1 ( wall) i General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Fy 60,000.0 psi Spans Considered Continuous Over Supports ACI Dead Load Factor 1.20 fc 4,000.0 psi Stirrup Fy 40,000.0 psi ACI Live Load Factor 1.60 Concrete Member Information Description low Span ft 20.50 Beam Width in! 1 2 '0 Beam Depth in 14Pin End Fixity n Reinforcing Center Area! 1.50in2 ~ ~ Bar Depth in Left Area 0.20in2 Bar Depth; 2.00in Right Area 0.20in2 Bar Depth 2.00in Loads using Live Luau i nis bpan r r Dead Load k/ft Live Load k/fti DL @ Left k/ftI DL @ Right k/ft LL @ Left k/fti LL @ Right k/fti Start ft~ End ft Yes 0.050 1.378 0.250 0.000 20.500 Results Beam OK Mmax @ Cntr k-ft I 73.46 @ X = ft; 9.16 Mn ' Phi k-ft' 73.55 Max @ Left End k-ft I 0.00 Mn ` Phi k-ft 1 I 10.65 Max @ Right End k-ft i 0.00 Mn' Phi k-ft 10.65 Bending OK Shear @ Left k 17.25 Shear @ Right kl 11.09 Reactions & Deflections DL @ Left kl 0.00 LL @ Left k 11 10.78 Total @ Left k 10.78 DL @ Right k 0.00 LL @ Right k! 6.93 Total @ Right k 6.93 Max. Deflection ink -0.871 @ X = ft~ 9.98 Inertia : Effective in4i 1,094.21 I Title Dsgnr. Description Scope : User: KW-060365,Ver 5.6.1, 25-Oct-2002 Multi-Span Concrete Beam Ic11983-2002 ENERCAI C Fnninaerinn Rnftwar? Description west garage fdn wall L.O to M.1 (12" wall) Job # Date: 1:58PM, 14 DEC 05 13 Page 2 c:\p roi ects15500.02. ecw: Ca I cu lati on s Shear Stirrups 71, Stirrup Rebar Area im u.4uu Spacing @ Left in 6.00 Spacing @ .2*L ini 6.00 Spacing @ .4*L in Not Req'd Spacing @ .6*L inl Not Req'd Spacing @ .8*L In 6.00 Spacing @ Right in 6.00 Query Values Location ft! u.00 Moment k-ftl -0.0 Shear k 17.3 Deflection ink 0.0000 PRODUCT 204-1 (Single Sheets) 205-1 (Padded) Title : Dsgnr: Description Scope : Job # Date: 7.23AM, 22 DEC 05 User: 0.1,Oct Multi-Span Concrete Beam (c)19833--220022 EN ENERCALCCALC Enoinaineerinane S So oftware Description garage/mezzanine wall at grids H.2/29 - 33 Page 1 caornierts1550n n9.ecw'Calculativ- General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Fy 60,000.0 psi Spans Considered Continuous Over Supports ACI Dead Load Factor 1 20 fc 4,000.0 psi . Stirrup Fy 40,000.0 psi ACI Live Load Factor 1.60 LConcrete Member Information Description lower high Span ft 12.00 15.00 Beam Width in l 12.00 12.00 Beam Depth in i 12.00 12.00 End Fixity Pin-Pin Pin-Pin Reinforcing Center Areal 0.14in2 0.20in2 Bar Depth 10.00in 10.00in Left Areal 0.32in2 Bar Depth 2.00in Right Areal 0.32in2 Bar Depth! _ 2.00in Loads Using Love Loao Tnis Span 7 Yes Yes Dead Load k/ft l Live Load k/ft I 0.410 Start ft 1 0.000 0 000 End ft 1 i 0.000 . 7.000 DL @ Left k/ft l DL @ Right k/ft . LL @ Left k/ft 0.410 0.410 LL @ Right k/ftl 0.410 0.050 Start ft! 0.000 7.000 End ft 12.000 15.000 LResults Beam OK Beam OK Mmax @ Cntr k-ftl 5.87 8.64 @ X = ftl 4.24 8.40 Mn * Phi k-ft 6.20 8.85 Max @ Left End k-ft i 0.00 -13.94 Mn * Phi k-ft 0.00 14.01 Max @ Right End k-ft; -13.94 0.00 Mn * Phi k-ft 14.01 0.00 l Bending OK Bending OK Shear @ Left k 2.77 5.44 Shear @ Right kl 5.10 2.10 !Reactions & Defle ctions - UL L Lett kl U.00 U.uU LL @ Left k! 1.73 6.59 Total @ Left kl 1.73 6.59 DL @ Right k 0.00 0.00 LL @ Right k 6.59 1.31 Total @ Right k~ 6.59 1.31 Max. Deflection ini -0.010 -0.028 @X= ft! 4.72 8.20 Inertia : Effective in4l 1,728.00 1,728.00 Title : Dsgnr: Description Scope Rev: 560100 Ver Us8F:N, ('.AlC. 25-Oct-2002 Multi-Span Concrete Beam (cN9 9823--2 20v02 FNFRCaI C Engineering Software Description garage/mezzanine wall at grids H.2129 - 33 Job # 9 Date: 7:23AM, 22 DEC 05 Page 2 c:1p roiects\5500.02. ecw: Ca I cula tion s Shear Stirrups Stirrup Rebar Area in2 u.000 0.400 Spacing @ Left inl Not Req'd Not Req'd Spacing @ .2'L in, Not Req'd Not Req'd Spacing @ .4`L inj Not Req'd Not Req'd Spacing @ .6"1_ in! Not Req'd Not Req'd Spacing @ .8*L in Not Req'd Not Req'd Spacing @ Right inl Not Req'd Not Req'd Query Values Location rt U.UU 0.00 Moment k-ft 0.0 -13.9 Shear ki 2.8 5.4 Deflection in 0.0000 0.0000 Title : Job # Dsgnr: Date: 7:35AM, 22 DEC 05 Description Scope Rev: 560100 User: KW-060365, Ver 5.6.1, 25-Oct-2002 Page 1 (c)1983-2002ENERCALCEnaineerina Software Concrete Rectangular & Tee Beam Design c:\o roi ects`,5500.02. ecw: Calculations Description Garage fdn wall grids H.2/29 to 27 'General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements span 13.00 ft r'c 4,uuu psi Depth 12.000 in Fy 60,000 psi Width 12.000 in Concrete Wt. 145.0 pcf Seismic Zone 1 End Fixity Pinned-Pinned Beam Weight Not Added Live Load acts with Short Term Reinforcing Rebar @ Center of Beam... Rebar @ Left End of Beam... Rebar @ Right End of Beam... Count Size 'd' from Top Count Size 'd' from Top Count Size 'd' from Top #1 1 5 10.00in #1 in #1 in Uniform Loads Dead Load Live Load Short Term Start End #1 k 0.410 k k 0.000 ft 5.000 ft 'Trapezoidal Loads #1 DL @ Left k/ft LL @ Left 0.410 k/ft ST @ Left k/ft Start 5.000 ft DL Ca) Riahl k/ft LL @ Right 0.050 k/ft ST @ Right k/ft End 13.000 ft Summary. Beam Design OK Span = 13.00ft, Width= 12.00in Depth = 12.00in Maximum Moment: Mu 10.96 k-ft Allowable Moment: Mn*phi 13.61 k-ft Maximum Deflection -0. 0328 in i Maximum Shear : Vu 3.25 k Max Reaction @ Left 2.37 k Allowable Shear: Vn-phi 12.91 k Max Reaction @ Right 1.52 k Shear Stirrups... Stirrup Area @ Section 0.440 in2 Region 0.000 2.167 4.333 6.500 8.667 10.833 13.000 ft Max. Spacing Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd in ~ Max Vu 3.246 2.393 0.960 0.960 1.396 2.086 2.334 k Bending & Shear Force Summary Bending... Mn*Phi @ Center 13.61 k-ft @ Left End 0.00 k-ft @ Right End 0.00 k-ft Shear... Vn*Phi @ Left End 12.91k @ Right End 12.91 k Mu, Eq. 9-1 10.96 k-ft 0.00 k-ft 0.00 k-ft Vu, Eq. 9-1 3.25 k 2.33 k Mu, Eq. 9-2 8.22 k-ft 0.00 k-ft 0.00 k-ft Vu, Eq. 9-2 2.43 k 1.75 k Deflection =.7 Deflections... DL + [Bm Wt] DL+LL+[Bm Wt] DL+LL+ST+[Bm Wt] Reactions... DL + [Bm Wt]] DL + LL + [Bm Wt] DL + LL + ST + [Bm Wt] uowaro 0.0000 in at 13.0000 ft 0.0000 in at 13.0000 ft 0.0000 in at 13.0000 ft as Left Ca Right 0.000 k 0.000 k 2.370 k 1.520 k 2.370 k 1.520 k Mu, Eq. 9-3 0.00 k-ft 0.00 k-ft 0.00 k-ft Vu, Eq. 9 0.00 k 0.00 k UUWI IWdf U 0.0000 in at 13.0000ft -0.0328 in at 6.3440ft -0.0328 in at 6.3440ft Title : Dsgnr: Description Scope : Job # Date: 7.35AM, 22 DEC 05 User: 2 FN,Ver5..1,2502 Concrete Rectangular & Tee Bearn Design (c)11983983--2 20002 ENSZCgLC Engineeringeering Software Description Garage fdn wall grids H.2/29 to 27 Section Analysis Evaluate Moment Capacity... Center X : Neutral Axis 0.535 in a = beta * Xneutral 0.455 in Compression in Concrete 18.554 k Sum [Steel comp. forces] 0.000 k Tension in Reinforcing -18.600 k Find Max As for Ductile Failure... X-Balanced 5.918 in Xmax = Xbal * 0.75 4.439 in a-max = beta * Xbal 5.031 in Compression in Concrete 153.937 k Sum [Steel Comp Forces] 0.000 k Total Compressive Force 153.937 k AS Max = Tot Force / Fy 2.566 in2 Actual Tension As 0.310 OK Additional Deflection Calcs N t Page c\nrnlecfs\5500.02.ecw: Calculati Left End Right End 0.000 in 0.000 in 0.000 in 0.000 in 0.000 k 0.000 k 0.000 k 0.000 k 0.000 k 0.000 k 0.000 in 0.000 in 0.000 in 0.000 k 0.000 k 0.000 k 0.000 in2 0.000 OK 0.0000 in 0.000 in 0.000 in 0.000 k 0.000 k 0.000 k 0.000 in2 0.000 OK `zwv 11.38 k-ft 6.85 k-ft 1.662 6.85 k-ft .1.663 1,728.000 in4 1,728.000 in4 eu ral -xis 1.845 In Mcr ]gross Icracked 1,728.00 in4 Ms:Max DL + LL Elastic Modulus 190.97 in4 3,605.0 ksi R1 = (Ms:DL+LL)/Mcr Ms:Max DL+LL+ST Fr = 7.5 * fc^.5 474.342 psi R2 = (Ms:DL+LL+ST)/Mcr Z:Cracking 148.880 ksi I:eff... Ms(DL+LL) Z:cracking > 145 : Interior Only ! Eff Fl Leff... Ms(DL+LL+ST) . ange Width 12.00 in ACI Factors (per ACI , applied internally to entered loads) Au 9-1 & 9-2 DL 1.200 ACI 9-2 Group Factor ACI 9-1 & 9-2 LL 1.600 ACI 9-3 Dead Load Factor ACI 9-1 & 9-2 ST 1.600 ACI 9-3 Short Term Factor ....seismic = ST 1.100 0.750 UBC 1921.2.7 "1.4" Factor 0.900 UBC 1921.2.7 "0.9" Factor 1.300 1.4uu 0.900 Title : Job # Dsgnr: Date: 11:41AM, 3 JAN 06 Description Scope : User: KW-060365, Ver 5.6.1, 25-Oct-2002 Concrete Rectangular & Tee Beam Design Page 1 - (c)1983-2002 ENFRCALC Fnnineerinn Rnftware r.Aoroiects\5500.02.ecw~Calculatinnc Description Conc header at grid M.5/27.5 General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Span 4.uu t1: r'c 4,000 psi Depth 48.000 in Fy 60,000 psi Width 12.000 in r, oncrete AL. 145.0pcf Seismic Zone 0 End Fixity Pinned-Pinned Beam Weight Added Internally Live Load acts with Short Term Reinforcing Rebar @ Center of Beam... Rebar @ Left End of Beam... Rebar @ Right End of Beam... Count Size 'd' from Top Count Size 'd' from Top Count Size 'd' from Top #1 3 9 46.00in #1 in #1 in #2 3 9 2.00 in #2 in #2 in Concentrated Loads Dead Load Live Load Short Term Location #1 200.000 k 50.000 k k 1.000 ft Summary Beam Design OK Span = 4.00ft, Width= 12.00in Depth = 48.00in Maximum Moment : Mu 240.41 k-ft Allowable Moment: Mn*phi 599.52 k-ft Maximum Deflection -0.0011 in Maximum Shear : Vu 241.39 k Max Reaction @ Left 188.66 k j I Allowable Shear: Vn" phi 241.39 k Max Reaction @ Right 63.66 k j Shear Stirrups... Stirrup Area @ Section 0.800 in2 Region 0.000 0.667 1.333 2.000 2.667 3.333 4.000 ft Max. Spacing 10.310 10.310 10.310 10.310 10.310 10.310 10.310 in j Max Vu 241.392 241.392 241.392 241.392 241.392 241.392 241.392 k '-Bending & Shear Force Summary Bending... Mn*Phi Mu, Eq. 9-1 Mu, Eq. 9-2 Mu, Eq 9-3 @ Center 599.52 k-ft 240.41 k-ft 180.31 k-ft 135.43 k-ft @ Left End 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft @ Right End 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear... Vn*Phi Vu, Eq. 9-1 Vu, Eq. 9-2 Vu, Eq. 9-3 @ Left End 241.39 k 241.39 k 181.04 k 136.04 k @ Right End 241.39 k 81.39 k 61.04 k 46.04 k Deflection Deflections... upward vOv vriwdfo DL + [Bm Wt] 0.0000 in at 0.0000 ft -0.0008 in at 1.7600ft DL + LL + [Bm Wt] 0.0000 in at 0.0000 ft -0.0011 in at 1.7600ft DL + LL + ST + [Bm Wt] 0.0000 in at 0.0000 ft -0.0010 in at 1.7600ft Reactions... (a) Left (c Right DL + [Bm Wt]] 151.160 k 51.160 k DL + LL + [Bm Wt] 188.660 k 63.660 k DL + LL + ST + [Bm Wt] 188.660 k 63.660 k Title : Job # Dsgnr: Date: 11:41AM, 3 JAN 06 Description Scope : Rev: 560100 User: KW-060365,Ver 5.6.1, 25-Oct-2002 Concrete Rectangular & Tee Beam Design Page 2 j tc11 98 3-200 2 ENERCALC Enoineerino Software c:\prnlertc\ssnn V ecw~Calculations Description Conc header at grid M.5/27.5 Section Analysis Evaluate Moment Capacity... Center Left End Right End X : Neutral Axis 2.990 in 0.000 in 0.000 in a = beta ' Xneutral 2.541 in 0.000 in 0.000 in Compression in Concrete 103.693 k 0.000 k 0.000 k Sum [Steel comp. forces] 76.218 k 0.000 k 0.000 k Tension in Reinforcing -180.000 k 0.000 k 0.000 k Find Max As for Ductile Failure... X-Balanced 27.224 in 0.000 in 0.0000 in Xmax = Xbal ` 0.75 20.418 in 0.000 in 0.000 in a-max = beta ' Xbal 23.141 in 0.000 in 0.000 in Compression in Concrete 708.109 k 0.000 k 0.000 k Sum [Steel Comp Forces] 169.800 k 0.000 k 0.000 k Total Compressive Force 877.909 k 0.000 k 0.000 k AS Max = Tot Force / Fy 14.632 in2 0.000 in2 0.000 in2 Actual Tension As 3.000 OK 0.000 OK 0.000 OK Additional Deflection Calcs Neutral Axis 10.445 in Mcr 182.15 k-ft Igross 110592.00 in4 Ms:Max DL + LL 185.89 k-ft Icracked 36,787.39 in4 R1 = (Ms:DL+LL)/Mcr 0.980 Elastic Modulus 3,605.0 ksi Ms:Max DL+LL+ST 184.24 k-ft Fr = 7.5' fc^.5 474.342 psi R2 = (Ms. DL+LL+ST)/Mcr 0.989 Z:Cracking 66.395 ksi Leff... Ms(DL+LL) 106220.030 in4 I:eff... Ms(DL+LL+ST) 108104.566 in4 Eff. Flange Width 12.00 in ACI Factors (per ACI , applied internally to entered loads) ACI 9-1 & 9-2 DL 1.200 ACI 9-2 Group Factor 0. /5U UBC 1 yz1.2. 1.4" Factor 1.400 ACI 9-1 & 9-2 LL 1.600 ACI 9-3 Dead Load Factor 0.900 UBC 1921.2.7 "0.9" Factor 0.900 ACI 9-1 & 9-2 ST 1.600 ACI 9-3 Short Term Factor 1.300 ....seismic = ST 1.100 C i _ I ~ tL..- Title : Dsgnr: Description Scope : User. KW-060365, Ver FN 5..1, 25 02 Concrete Rectangular & Tee Beam Design tr.1t983-2nn7 2nn? ENERC ALC Engineerinq eering Software Description Conc header at grid M.5/27.5 General Information Span 4.UU ft Depth 30.000 in Width 12.000 in I Beam Weight Added Internally Reinforcing Rebar @ Center of Beam... Count Size 'd' from Top #1 3 9 28.00in #2 3 9 2.00 in Concentrated Loads Job # Date: 11:15AM, 3 JAN 06 Page 1 r,\projects\5500.02.ecw:Calculations Calculations are designed to ACI 318-95 and 1997 UBC Requirements t'c 4,uuu psi Fy 60,000 psi Concrete Wt. 145.0 pcf Seismic Zone 0 End Fixity Pinned-Pinned Live Load acts with Short Term Rebar @ Left End of Beam... Count Size 'd' from Top #1 in #2 in uead Load #1 200.000 k Summary Span = 4.00ft, Width= 12.00in Depth = 30.00in Maximum Moment: Mu 240.02 k-ft Allowable Moment: Mn'phi 356.58 k-ft Maximum Shear : Vu 240.87 k Allowable Shear: Vn'phi 15.50 k Shear Stirrups... Stirrup Area @ Section 0.800 in2 Region 0.000 0.667 Max. Spacing 0.000 0.000 Max Vu 240.870 240.870 Shear Ex eels Allowable Maximum Deflection -0.0084 in Max Reaction @ Left 188.22 k Max Reaction @ Right 63.22 k 1.333 2.000 2.667 3.333 4.000 ft 0.000 0.000 3.000 3.000 3.000 in 240.870 80.870 80.870 80.870 80.870 k IL-Bending & Shear Force Summary Bending... Mn^Phi @ Center 356.58 k-ft @ Left End 0.00 k-ft f @ Right End 0.00 k-ft Shear... Vn" Phi @ Left End 15.50 k @ Right End 159.99 k Deflection Deflections... DL + [Bm Wt] DL + LL + [Bm Wt] DL + LL + ST + [Bm Wt] Reactions... DL + [Bm Wt]] DL + LL + [Bm Wt] DL + LL + ST + [Bm Wt] Rebar @ Right End of Beam... Count Size 'd' from Top #1 in #2 in Live Load Short Term Location 50.000 k k 1.000 ft Mu, Eq. 9-1 240.02 k-ft 0.00 k-ft 0.00 k-ft Vu, Eq. 9-1 240.87 k 80.87 k Upward 0.0000 in at 0.0000 ft 0.0000 in at 0.0000 ft 0.0000 in at 0.0000 ft Left 150.725 k 188.225 k 188.225 k Mu, Eq. 9-2 Mu, Eq. 9-3 180.01 k-ft 135.13 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft Vu, Eq. 9-2 Vu, Eq. 9-2 180.65 k 135.65 k 60.65 k 45.65 k Right 50.725 k 63.225 k 63.225 k vownwaru -0.0064 in at 1.7600ft -0.0084 in at 1.7600ft -0.0084 in at 1.7600ft Title : Job # Dsgnr: Date: 11:15AM, 3 JAN 06 Description ; Scope : User: KW-060365, Ver 5.6.1, 25-Oct-2002 Concrete Rectangular & Tee Beam Design Page 2 (c)1983-2002 ENERCALC Enaineerino Software c:\orojects\5500.02.ecw:Calculations Description Conc header at grid M.5/27.5 Section Analysis Evaluate Moment Capacity... Center Left End Right End X : Neutral Axis 2.990 in 0.000 in 0.000 in a = beta ` Xneutral 2.541 in 0.000 in 0.000 in Compression in Concrete 103.693 k 0.000 k 0.000 k Sum [Steel comp. forces] 76.218 k 0.000 k 0.000 k Tension in Reinforcing -180.000 k 0.000 k 0.000 k Find Max As for Ductile Failure... X-Balanced 16.571 in 0.000 in 0.0000 in Xmax = Xbal ' 0.75 12.429 in 0.000 in 0.000 in a-max = beta ' Xbal 14.086 in 0.000 in 0.000 in Compression in Concrete 431.023 k 0.000 k 0.000 k Sum [Steel Comp Forces] 169.800 k 0.000 k 0.000 k Total Compressive Force 600.823 k 0.000 k 0.000 k AS Max = Tot Force / Fy 10.014 in2 0.000 in2 0.000 in2 Actual Tension As 3.000 OK 0.000 OK 0.000 OK Additional Deflection Calcs Neutral Axis 7.680 in Mcr /1.15 k-tt Igross 27,000.00 in4 Ms:Max DL + LL 185.56 k-ft Icracked 12,555.18 in4 R1 = (Ms:DL+LL)/Mcr 0.383 Elastic Modulus 3,605.0 ksi Ms:Max DL+LL+ST 183.90 k-ft Fr = 7.5 ' fc^.5 474.342 psi R2 = (Ms:DL+LL+ST)/Mcr 0.387 Z:Cracking 115.966 ksi l:eff Ms(DL+LL) 13,369.546 in4 Leff Ms(DL+LL+ST) 13,391.765 in4 Eff. Flange Width 12.00 in ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1.200 ACI a-z croup t-actor U./bU UBC 1921.2.7 "1.4" Factor 1.400 ACI 9-1 & 9-2 LL 1.600 ACI 9-3 Dead Load Fa ctor 0.900 UBC 1921.2.7 "0.9" Factor 0.900 ACI 9-1 & 9-2 ST 1.600 ACI 9-3 Short Term Factor 1.300 ....seismic = ST ` : 1.100 ' Title : Job # Dsgnr. Date: 11:17AM, 3 JAN 06 Description Scope Rev: 560100 User: KW-060365,Ver 5.5.1, 25-Oct-2002 Rectangular Concrete Column Page 1 (c)1983-2002 ENERCALC Enaineerino Software cc\oroiects\5500.02.ecw~Calculatinns Description entry cols at man door to garage 'General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Vvidtn 12.000 in rc 4,00 0.0 psi Total Heiaht iz.000 IL Depth 12.000 in Fy 60,000.0 psi Unbraced Length 12.000 ft Rebar: Seismic Zone 1 Eff. Length Factor 1.000 4- # 8 d= 2.000 in LL & ST Loads Act Together Column is BRACED 4- # 8 d= 10.000 in Loads Dead Load Live Load Short Term Eccentricity Axial Loads 250.000k 50.000k k 1.000 in Summary Column is OK 12.00 x 12.00in Column, Rebar: 448 @ 2.00in, 448 @ 10 .00in ACI 9-1 ACI 9-2 ACI 9-3 Applied : Pu : Max Factored 435.00 k 326.25 k 225.00 k Allowable : Pn * Phi @ Design Ecc. 460.35 k 474.49 k 474.49 k M-critical 36.25 k-ft 27.19 k-ft 18.75 k-ft Combined Eccentricity 1.000 in 1.000 in 1.000 in Magnification Factor 1.27 1.00. i 1.00 Design Eccentricity 1.267 in 1.000 in 1.000 in Magnified Design Moment 45.91 k-ft 27.19 k-ft 18.75 k-ft I Po * .80 677.85 k 677.85 k 677.85 k P : Balanced 186.92 k 186.92 k 186.92 k Ecc : Balanced 11.549 in 11.549 in 11.549 in Slenderness perACl318-95 Section 10.12 & 10.13 Actual k Lu / r 40.000 Elastic Modulus 3,605.0 ks i Beta u.u5u ACI Eq. 9-1 ACI Ea. 9-2 ACI Ea. 9-3 Neutral Axis Distance 12.5200 in 13.1250 in 13.1250 in Phi 0.7000 0.7000 0.7000 Max Limit kl/r 34.0000 34.0000 34.0000 Beta = M:sustained/M:max 0.8046 0.8046 1.0000 Cm 0.6000 0.6000 0.6000 El / 1000 2,315.40 2,315.40 2,089.18 Pc : piA2 E I / (k Lu)A2 1,102.05 1,102.05 994.38 alpha: MaxPu / (.75 Pc) 0.5263 0.3947 0.3017 Delta 1.2666 1.0000 1.0000 Ecc: Ecc Loads + Moments 1.000 1.000 1.000 in Design Ecc = Ecc' Delta 1.267 1.000 1.000 in ACI Factors (per ACI, applied interna lly to entered loads) ACI 9-1 & 9-2 DL 1.4u0 Aui 9-2 croup Factor U.iou Obt, 15L"I.Z.7 °1.4" ractor 1.400 ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor 0.900 UBC 1921.2.7 "0.9" Factor 0.900 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.300 ....seismic = ST' : 1.100 Title : Job # Dsgnr: Date: 11:20AM, 3 JAN 06 Description Scope : FRe '6010 0 Page 1 r: KW-060365,Ver 5.6. t, 25-Oct-2002 Combined Footing Design 9R3-200? FNFRCALC Engineering Software c:\oroiects\5500.02.ec,-,,~alculations Description PAD AT GAR. MAN-DOOR COLS General Information Allow JOii bearing Seismic Zone Concrete Wt Short Term Increase Overburden 2u,uuu.u PST 1 145.0 pcf 1.33 0.00 psf Calculations are designed to ACI 318-95 and 1997 UBC Requirements T'c 4,000.0 psi Fy 60,000.0 psi Min As Pct 0.0014 Distance to CL of Rebar 3.50 in Live & Short Term Load Combined Dimensions Footing Size... Column Support Pedestal Sizes Distance Left 2.00 ft #1 : Square Dimension 12.00 in Dist. Betwn Cols 4.00 ft ...Height 12.00 ih Distance Right 2.00 ft #2: Square Dimension 12.00 in Footing Length 8.00 ft ...Height 12.00 in Width 3.00 ft Thickness 18.00 in Loads Vertical Loads... (cry Left Column Cc~ Rlgnt Column Dead Load 150.000 k 35.000 k Live Load 40.000 k 10.000 k Short Term Load k k Summary - Footing Design OK Length = 8.00ft, Width = 3.00ft, Thickness = 18.00in; Dist. Left = 2.00ft, Btwn. = 4.00ft, Dist. Right = 2.00ft Maximum Soil Pressure 19,071.67 psf AllowablE 20,000.00 psf Steel Req'd @ Lef 0.533 in2/ft Max Shear Stres: 100.38 psi Steel Req'd @ Cente 0.572 in2/ft AllowablE 215.03 psi Steel Req'd @ Righ 0.244 in2/ft Min. Overturning Stabilit 999.000:1 Soil Pressures Soil Pressure @ Left Actuai Altowaoie ACI Factored Eccentricity Dead + Live 19,071.7 20,000.0 psf Eq. 9-1 24,473.9 psf 1.207 ft Dead+Live+Short Term 19,071.7 26,600.0 psf Eq. 9-2 18,355.4 psf 1.207 ft Soil Pressure @ Right End Eq. 9-3 13,591.8 psf Dead + Live 946.7 20,000.0 psf Eq. 9-1 1,214.8 psf -1.207 ft Dead+Live+Short Term 946.7 26,600.0 psf Eq. 9-2 911.1 psf -1.207 ft Stability Ratio 999.0 :1 Eq. 9-3 674.7 psf Moment & Shear Summary ( values for moment are given per unit width of footing) Moments... ACI 9-1 ACI a-2 ACI y-3 Mu @ Col #1 25.60 k-fUft 19.20 k-ft/ft 14.16 k-fUft Mu Btwn Cols 27.43 k-ft/ft 20.57 k-ft/ft 15.16 k-ft/ft Mu @ Col #2 2.71 k-ft/ft 2.03 k-ft/ft 1.45 k-ft/ft One Way Shears... Vn : Allow " 0.85 107.517 psi 107.517 psi 107.517 psi Vu @ Col #1 39.876 psi 29.907 psi 22.060 psi Vu Btwn Cols 0.000 psi 0.000 psi 0.000 psi Vu @ Col #2 2.310 psi 1.732 psi 1.197 psi Two Way Shears... Vn : Allow' 0.85 215.035 psi 215.035 psi 215.035 psi Vu @ Col #1 100.376 psi 75.282 psi 65.335 psi Vu @ Col #2 15.299 psi 11.474 psi 8.195 psi Title : Job # Dsgnr: Date: 11:20AM, 3 JAN 06 Description Scope : User. KW-060365, Ver5.6.1, 25-Oct-2002 Combined Footing Design Page 2 (0983-2002 ENERCALC Enaineerino Software cln niecfs15500 07 arw Calrulatinnr Description PAL) AT GAR. MAN-DOUR CULs Reinforcing ( values given per unit width of footing) @ Left Edge of Col #1 Between Columns @ Right Edge of Col #2 Ru/Phi As Req'd Ru/Phi As Req'd Ru/Phi As Req'd ACI 9-1 135.31 psi 0.533 in2/ft 144.94 psi 0.572 in2/ft 14.31 psi 0.244 in2/ft ACI 9-2 101.48 psi 0.397 in2/ft 108.71 psi 0.426 in2/ft 10.74psi 0.244 in2/ft ACI 9-3 74.84 psi 0.292 in2/ft 80.11 psi 0.313 in2/ft 7.65psi 0.244in2/ft ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1.200 ACI 9-2 Group Factor 0.750 UBC 1921.2.i "1.4` Factor -I.zuu ACI 9-1 & 9-2 LL 1.600 ACI 9-3 Dead Load Factor 0.900 UBC 1921.2.7 "0.9" Factor 0.900 ACI 9-1 & 9-2 ST 1.600 ACI 9-3 Short Term Factor 1.300 ....seismic = ST' : 1.100 Title : Dsgnr: Description Scope : User: KW-060365,Ver 5.6.1, 25-Oct-2002 (c)1983-2002 ENERCALC Fngineerinq Software Multi-Span CCCCrB$8 Beam Description S1 12W 12" slab check Job # Date: 2:50PM. 21 DEC 05 Page 1 c:',oroiects',5500.02\enercaiclmnved walis.ecw~ General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements ~ Fy 60,000.0 psi Spans Con sidered Continuous Over Supports ACI Dead Load Factor 1.20 fc 5,000.0 psi Stirrup Fy 60,000.0 psi ACI Live Load Factor 1.60 Concrete Member Information Description left middle right Span ft ' 8.50 20.00 2.00 Beam Width in l 12.00 12.00 12.00 Beam Depth ini 8.00 8.00 8.00 End Fixity Pin-Pin Pin-Pin Pin-Pin Reinforcing Center Area 0.33in2 0.42in2 0.30in2 Bar Depthi 6.50in 6.50in 6.50in Left Area! 0.59in2 0.59in2 0.72in2 Bar Depth 1.50in 1.50in 1.50in Right Areal r D th B 0.59in2 0.72in2 0.58in2 a ep 1.50in 1.50in 1.50in Loads usmg Live Loaa Tnis Span ?>j Yes Yes Yes Dead Load k/ft 0.350 0.350 0.350 Live Load k/ft 0.100 0.100 0.100 Results Beam OK Beam OK Beam OK Mmax @ Cntr k-ft! 0.42 11.74 0.00 @ X = ft: 1.19 9.60 2.00 Mn * Phi k-ftl I 9.34 11.76 8.51 Max @ Left End k-ft; 0.00 -15.05 -19.55 Mn * Phi k-ft i 1625 16.25 19.57 Max @ Right End k-ft -15.05 -19.55 0.00 Mn * Phi k-ft 1-6.25 19.57 15.99 Bending OK Bending OK Bending OK Shear @ Left kj 0.69 5.58 10.35 Shear @ Right kl 4.24 6.02 9.19 Reactions & Deflections DL (tv Lett ki 0.42 5.92 9.88 LL @ Left k' 0.12 1.69 2.82 Total @ Left k 0.54 7.61 12.71 DL @ Right k, 5.92 9.88 -5.55 LL @ Right ki 1.69 2.82 -1.59 Total @ Right k 7.61 12.71 -7.13 Max. Deflection inj 0.089 -1.031 0.018 @ X = ft; 5.67 9.73 0.84 Inertia : Effective in4 122.63 110.88 90.18 Shear Stirrups Stirrup Rebar Area ini 0.000 u.4uu u.4uu Spacing @ Left in! Not Req'd Not Req'd Not Req'd Spacing @ .2*L in, Not Req'd Not Req'd Not Req'd Spacing @ .4*L inj Not Req'd Not Req'd Not Req'd Spacing @ .6*L in Not Req'd Not Req'd Not Req'd Spacing @ .8*L in; Not Req'd Not Req'd Not Req'd Spacing @ Right ini Not Req'd Not Req'd Not Req'd Title : Dsgnr: Description Scope : User: KW-060365, Ver 5.6.1, 25-Oct-2002 Multi-Span Concrete gent' (c)1983-2002 ENERCALC Enaineerino Software Description 8112W 12" slab check Job # Date: 2:50PM, 21 DEC 05 Page 2 c:~oroiects15500.02\enerrainlmnved walls. ecw Query Values ti,.>~.. - . ~ , Location ft 0.00 U.UU U.UU Moment k-fti 0.0 -15.1 -19.5 Shear k' 0.7 5.6 10.4 Deflection in! 0.0000 0.0000 0.0000 Title : Job # Dsgnr: Date: 12:07PM, 5 JAN 06 Description Scope : User: KW-060365, Ver5.6.1, 25-Oct-2002 Rectangular Concrete Column Page 1 (c)1983-2002 ENERCALC Enaineerino Software c:\projects\5500.02.ecvn:Calculations Description 18 x 18 col at bldg 3 over garage General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements vvloth 18.000 in fc O,uuu.u psi i otai I-ieignt 1U.000 ti Depth 18.000 in Fy 60,000.0 psi Unbraced Length 10.000 ft Rebar: Seismic Zone It Eff. Length Factor 1.000 3- # 6 d= 2.000 in LL & ST Loads Act Together Column is BRACED 3- # 6 d = 9.000 in 3 - # 6 d = 16.000 in Loads Dead Load Axial Loads 250.000 k. Summary 18.00 x 18.00in Column, Rebar: 3-; Applied : Pu : Max Factored Allowable : Pn' Phi @ Design Ecc. Live Load 150.000 k #6 @ 2.00in, 346 C ACI 9-1 540.00 k 894.75 k Short Term k 9.00in, 346 @ 16.00in ACI 9-2 405.00 k 894.75 k Column is OK ACI 9-3 225.00 k 894.75 k M-critical 51.30 k-ft 38.47 k-ft 21.37 k-ft Combined Eccentricity 1.140 in 1.140 in 1.140 in Magnification Factor 1.00 1.00 1.00 • Design Eccentricity 1.140 in 1.140 in 1.140 in Magnified Design Moment 51.30 k-ft 38.47 k-ft 21.37 k-ft Po ' .80 1,278.22 k 1,278.22 k 1,278.22 k P : Balanced 540.57 k 540.57 k 540.57 k Ecc : Balanced 7.242 in 7.242 in 7.242 in I LSienderness per AC/ 318-95 Section 10.12`& 10.13 Actual K Lu 1 r 22.222 Elastic Modulus 4,030.5 ksi Beta u.8uu ACI Ea. 9-1 ACI Eq. 9-2 ACI Ea. 9-3 Neutral Axis Distance 20.1000 in 20.1000 in 20.1000 in Phi 0.7000 0.7000 0.7000 Max Limit Or 34.0000 34.0000 34.0000 Beta = M:sustained/M:max 0.5556 0.5556 1.0000 Cm 1.0000 1.0000 1.0000 El / 1000 0.00 0.00 0.00 Pc : pi12 E I / (k Lu)^2 0.00 0.00 0.00 alpha: MaxPu / (.75 Pc) 0.0000 0.0000 0.0000 Delta 1.0000 1.0000 1.0000 Ecc: Ecc Loads + Moments 1.140 1.140 1.140 in Design Ecc = Ecc " Delta 1.140 1.140 1.140 in ACI Factors (per ACI, applied intern ally to entered loads) ' ACI 9-1 &!j-2 DL 1.2uU AGI 9-2 Group Factor 0.750 UBC 1921.2.7 "1.4" Factor 1.4u0 ACI 9-1 & 9-2 LL 1.600 ACI 9-3 Dead Load Factor 0.900 UBC 1921.2.7 "0.9" Factor 0.900 ACI 9-1 & 9-2 ST 1.600 ACI 9-3 Short Term Factor 1.300 ....seismic = ST 1.100 Eccentricity in Title : Job # Dsgnr: Date: 12:20PM, 5 JAN 06 Description Scope User. KW-060365,Ver5.6.1,25-Oct-2002 Rectangular Concrete Column Page 1 (c)l983-2002 ENERCALC Enaineerino Software c:\oroiects\5500.02.ecw:Calculations Description 18 x 18 col at bldg 3 over garage General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements vviam 18.uuu in fc 5,uuu.u psi iota) Helgnt 1U.000 tt Depth 18.000 in Fy 60,000.0 psi Unbraced Length 10.000 ft Rebar: Seismic Zone 1 Eff. Length Factor 1.000 3- # 6 d= 2.000 in LL & ST Loads Act Together Column is BRACED 3- # 6 d= 9.000 in 3 - # 6 d = 16.000 in Loads Dead Load Live Load Short Term Eccentricity Axial Loads 250.000 k 150.000 k k in Summary Column is OK 18.00 x 18.00in Column, Rebar: 346 @ 2.00in, 346 @ 9.00in, 346 @ 16.00in ACI 9-1 ACI 9-2 ACI 9-3 Applied : Pu : Max Factored 540.00 k 405.00 k 225.00 k Allowable : Pn * Phi @ Design Ecc. 894.75 k 894.75 k 894.75 k M-critical 51.30 k-ft 38.47 k-ft 21.37 k-ft Combined Eccentricity 1.140 in 1.140 in 1.140 in Magnification Factor 1.00 1.00 1.00 Design Eccentricity 1.140 in 1.140 in 1.140 in Magnified Design Moment i 51.30 k-ft 38.47 k-ft 21.37 k-ft Po ` .80 1,278.22 k 1,278.22 k 1,278.22 k P : Balanced 540.57 k 540.57 k 540.57 k Ecc : Balanced 7.242 in 7.242 in 7.242 in Slenderness per AC/ 318-95 Section 10.12 & 10.13 Actual K LU / r G2.`2Z2 Clastlc Moauius 4,030.5 ksi beta U.dUU ACI Ea. 9-1 ACI Ea. 9-2 ACI Eo. 9- Neutral Axis Distance 20.1000 in 20.1000 in 20.1000 in Phi 0.7000 0.7000 0.7000 Max Limit kl/r 34.0000 34.0000 34.0000 Beta = M:sustained/M:max 0.5556 0.5556 1.0000 Cm 1.0000 1.0000 1.0000 El / 1000 0.00 0.00 0.00 Pc : pi^2 E I / (k Lu)^2 0.00 0.00 0.00 alpha: MaxPu / (.75 Pc) 0.0000 0.0000 0.0000 Delta 1.0000 1.0000 1.0000 Ecc: Ecc Loads + Moments 1.140 1.140 1.140 in Design Ecc = Ecc' Delta 1.140 1.140 1.140 in ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 5-2 UL 1.[00 Acl a-z Group Factor U. 750 UBG 192 1.2.7 " 1.4" Factor 1.400 ACI 9-1 & 9-2 LL 1.600 ACI 9-3 Dead Load Factor 0.900 UBC 192 1.2.7 "0.9" Factor 0.900 ACI 9-1 & 9-2 ST 1.600 ACI 9-3 Short Term Factor 1.300 ....seismic = ST 1.100 Title : Dsgnr: Description Scope : Rev: 560100 User: KW-060365,Ver5-6.1,25-Oct-2002 Rectangular Concrete Column (c)1983-2002 ENERCALC Engineering Software Description Typical garage col. Job # Date: 10:49AM, 5 JAN 06 Page 1 c\projecrc\.5500.02.ecw: Calcu latione Calculations are designed to ACI 318-95 and 1997 UBC Requirements General Information Width 1u.uuu in t'c 3,uvu.u psi Total Neignt iu.0uu tt Depth 36.000 in Fy 60,000.0 psi Unbraced Length 10.000 ft Rebar: Seismic Zone 1 Eff. Length Factor 1.000 3- # 11 d= 2.000 in LL & ST Loads Act Together Column is BRACED 3- # 11 d= 12.000 in 3- #11 d= 24.000 in 3- #11 d= 34.000 in Loads Dead Load Live Load Short Term Eccentricity L_ in Axial Loads 1,000.000 k 550.000 k Summary Column is OK 18.00'x 36.00in Column, Rebar: 3411 @ 2.00in, 3411 @ 12.00in, 3411 @ 24.00in, 34#11 @ 34.00in ACI 9-1 ACI 9-2 ACI 9-3 Applied : Pu : Max Factored 2,080.00 k 1,560.00 k 900.00 k Allowable : Pn * Phi @ Design Ecc. 2,126.68 k 2,126.68 k 2,126.68 k M-critical 291.20 k-ft 218.40 k-ft 126.00 k-ft Combined Eccentricity 1.680 in 1.6$0 in 1.680 in Magnification Factor 1.00 1.00 1.00 Design Eccentricity 1.680 in 1.680 in 1.680 in Magnified Design Moment 291.20 k-ft 218.40 k-ft 126.00 k-ft Po * .80 3,038.11 k 3,038.11 k 3,038.11 k P : Balanced 1,207.50 k 1,207.50 k 1,207.50 k Ecc : Balanced 17.859 in 17.859 in 17.859 in Slenderness perAC1 318-95 Section 10.12 & 10.13 Actual k Lu / r 11.111 Elastic Modulus 4,usu.5 Ksi Beta 0.800 ACI Eq. 9-1 ACI Ea. 9-2 ACI Eq. 9-3 Neutral Axis Distance 43.1300 in 43.1300 in 43.1300 in - Phi 0.7000 0.7000 0.7000 Max Limit kl/r 34.0000 34.0000 34.0000 Beta = M:sustained/M:max 0.5769 0.5769 1.0000 Cm 1.0000 1.0000 1.0000 El / 1000 0.00 0.00 0.00. PC: pi^2 E I / (k Lu)^2 0.00 0.00 0.00 alpha: MaxPu / (.75 Pc) 0.0000 0.0000 0.0000 Delta 1.0000 1.0000 1.0000 Ecc: Ecc Loads + Moments 1.680 1.680 1.680 in Design Ecc = Ecc * Delta 1.680 1.680 1.680 in ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1.200 ACI 9-2 Group Factor u.75u UBC 1921.2.7 "1.4" Factor 1.4u0 ACI 9-1 & 9-2 LL 1.600 ACI 9-3 Dead Load Factor 0.900 UBC 1921.2.7 "0.9" Factor 0.900 ACI 9-1 & 9-2 ST 1.600 ACI 9-3 Short Term Factor 1.300 ....seismic = ST * : 1.100 Title : Job # Dsgnr: Date: 6:32PM, 3 JAN 06 Description Scope : KW-060365, FNr FNFRCVer5ALC .o.1,25-0 Enqineerici (c)19833-2 naSo Software Concrete Rectangular & Tee Beam Design Page 1 _ c \projects\5500 02.e-:Calculations Description Grade beam at garage slab at grid 30.1/n.8 to m.1 i General Information Calculations are designed to ACI 318 95 d 19 - an 97 UBC Requirements Span 22.uu a Depth 24 000 in f c 4,vuu psi . Width 12.000 in Fy 60,000 psi Concrete Wt. 145.0 pcf Seismic Zone 1 End Fixity Pinned-Pinned Beam Weight Added Internally Live Load acts with Short Term Reinforcing Rebar @ Center of Beam... Rebar @ Left End of Beam... Rebar @ Right End of Beam Count Size 'd' from Top Count Size 'd' from Top Count Size 'd' from Top #1 3 8 2.00in #1 in #1 #2 3 8 20.00 in #2 r in #2 In Uniform Loads in Dead Load Live Load Short Term Start End #1 1.125 k 0.750 k k 0.000 ft 22.000 ft Sum - mary Span = 22.00ft, Width= 12.00in Depth = 24.00in Beam Design OGG~ Maximum Moment : Mu • 196.99 k-ft Allowable Moment: Mn'phi 197.93 k-ft Maximum Deflection -0.6001 in Maximum Shear: Vu 30.66 k Max Reaction @ Left 23 81 k Allowable Shear: Vn"phi 70.68 k . Max Reaction @ Right 23.81 k Shear Stirrups._ Stirrup Area @ Section 0.440 in2 Region 0.000 3.667 Max. Spacing 10.000 10.000 7.333 11.000 14.667 18.333 22.000 ft Not Req'd Not Req'd Not Re 'd ,10 000 Max Vu 30.658 24.068 q . 10.000 in 12.034 11.748 11.748 23.782 30.372 k Bending & Shear Force Summary Bending... Mn*Pm @ Center 197.93 k-ft @ Left End 0.00 k-ft @ Right End 0.00 k-ft Shear... Vn*Phi @ Left End 70.68 k @ Right End 70.68 k Deflection ueTfectlons... DL + [Bm Wt] DL + LL + [Bm Wt] DL+LL+ST+[Bm Wt] Reactions... DL + [Bm Wt]] DL + LL + [Bm Wt] DL+LL+ST+[Bm Wt] Mu, Eq. 9-1 Mu, Eq. 9-2 Mu, Eq 9-3 196.99 k-ft 147.74 k-ft 89.89 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft Vu, Eq. 9-1 Vu, Eq. 9-2 Vu, Eq. 9-3 30.66 k 22.99 k 13.99 k 30.37 k 22.78 k 13.86 k upward 0.0000 in at 0.0000 ft 0.0000 in at 0.0000 ft 0.0000 in at 0.0000 ft Left C@ Right 15.565 k 15.565 k 23.815 k 23.815 k 23.815 k 23.815 k Uowl I VVa l u -0.3314 in at 11.0000ft -0.6001 in at 11.000Oft -0.6001 in at 11.0000ft Title : Job # Dsgnr: Date: 6:32PM, 3 JAN 06 Description Scope : User. KW-060365,Ver 5.6.1, 25-Oct-2002 Concrete Rectangular Tee Beam Design Page 2 (c)1983-2002 ENERCALC Engineering Software c:\projects\5500.02.ecw:Calculatione Description Grade beam at garage slab at grid 30.1/n.8 to m.1 Section Analysis N Evaluate Moment Capacity... Center Left End Right End X : Neutral Axis 2.735 in 0.000 in 0 000 in a = beta' Xneutral 2.325 in 0.000 in . 0 000 in Compression in Concrete 94.850 k 0.000 k . 0 000 k Sum [Steel comp. forces] 47.353 k 0.000 k . 0 000 k Tension in Reinforcing -142.200 k 0.000 k . 0.000 k Find Max As for Ductile Failure... X-Balanced 11.837 in 0.000 in 0 0000 in Xmax = Xbal " 0.75 8.878 in 0.000 in . 0.000 in a-max = beta ' Xbal 10.061 in 0.000 in 0 000 in Compression in Concrete 307.873 k 0.000 k . 0 000 k Sum [Steel Comp Forces] 134.142 k 0.000 k . 0 000 k Total Compressive Force 442.015 k 0.000 k . 0.000 k AS Max = Tot Force / Fy 7.367 in2 0.000 in2 0.000 in2 Actual Tension As 2.370 OK 0.000 OK 0.000 OK Additional Deflection Calcs N eutral Axis 5.770 in Mcr 45.54 K-tt Igross 13,824.00 in4 Ms:Max DL + LL 130 98 k-ft Icracked 4,899.94 in4 R1 = (Ms:DL+LL)/Mcr . 0 348 Elastic Modulus 3,605.0 ksi Ms:Max DL+LL+ST . 130.98 k-ft Fr = 7.5' fc^.5 474.342 psi R2 = (Ms:DL+LL+ST)/Mcr 0.348 Z:Cracking 234.879'ksi Leff... Ms(DL+LL) 5 274.923 in4 Z:cracking > 175 : No Good! Leff... Ms(DL+LL+ST) , 5 274.923 in4 Eff . Flange Width 12.00 in , ACI Factors (per ACI, applied internally to entered loads) HUI a-1 &_u-2 UL 1.400 ACI 9-2 Group Factor 0.750 UBC 19212'7 1 4' Factor 1 400 ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor 0.900 . UBC 1921.2.7 "0.9" Factor 0 900 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.300 . ....seismic = ST' : 1.100 A Monroe & Newell Engineers, Inc. PRODUCT 2041(Single Sheets) 2051 (Padded) JOB SHEET NO. r OF ~ A CALCULATED BY DATE (Z-I ~ I I -jU g- CHECKED BY DATE W'.AI F p atu,~-,t .t, Title : Job # Dsgnr: Date: 8:18AM, 22 DEC 05 Description Scope Rev: So"0100 User: KW-060365 -206 6 er5E Enaineeri2002 (~(~(_Span Concrete Beam (c)1983-2002 FN FNERCAL Enaineerino Snftwa e Page 1 0:lproiects15500.02.ecw Calrularn- Description garage lid lateral loading (nortn south direction) General Information Calculations are designed to ACI 318-95 and 1997 UBC Require---ments Fy 60,000.0 psi Spans Considered Continuous Over Supports ACI Dead Load Factor 1.20 fc 5,000.0 psi Stirrup Fy 40,000.0 Psi ACI Live Load Factor 1.60 C oncrete Member Information Description Span west I east Beam Width ft i 60.00 30.00 44.00 40.00 Beam Depth nl i 8.00 8.00 8.00 8.00 End Fixity n 984.00 984.00 984.00 984.00 l Pin-Pin Pin-Pin Pin-Pin Pin-Pin Reinforcing Center Area 14.26in2 0.20in2 9.54in2 0 15in2 Bar Depth) A ! 99.75in 10.00in 90.00in . 90.00in Left rea Bar Depth 1.29in2 0.39in2 0.59in2 A a 4.00in 4.00in 4.00in Right re Bar Depth! 1.29in2 0.39in2 0.59in2 Loa s - 4.00in 4.00in 4.00in - - Using Live Load i nis Span i Yes Yes Yes Yes " Dead Load k/ft1 Live Load k/ftii 6.600 6.600 6.600 1.520 Point #1 DL k LL k; 179.000 74.000 207.000 @ X ft 35.000 21.000 28.000 0 000 R . L esults Beam OK Beam OK Beam OK Beam OK Mmax @ Cntr k-ft! 5,540.48 0.00 3,475.07 0 00 @ X = * ftl 32.40 0.00 27.87 . 40 00 Mn Phi k-ft l 5,542.25 0.00 3,475.76 . 59.77 Max @ Left End * k-ft i 0.00 -5,643.52 -1,718.65 -2 565 34 Mn Phi k-ft ~ 0.00 5,681.29 1,718.96 , . 2,598.96 Max @ Right End * k-ft -5,643.52 -1,718.65 -2,565.34 0 00 Mn Phi k-ft 5,681.29 1,718.96 2,598.96 . 0.00 Bending OK Bending OK B ending OK Bending OK Shear @ Left k 342.07 324.75 333.51 112 77 Shear @ Right k 577.93 110.45 462.33 . 15.49 R ti eac ons at Deflections DL @ Left k u.U0 LL @ Left k! 213.80 Total @ Left kI 213.80 DL @ Right k 0.00 LL @ Right k ! - 564.17 Total @ Right 0 564.17 Max. Deflection in! -0.001 @ X = ft' 28.40 Inertia : Effective in4;5,175,936.00 Shear Stirrups Stirrup Rebar Area in21 0.40u Spacing @ Left in! Not Req'd Spacing @ .2*L in Not Req'd Spacing @ A*L inl Not Req'd Spacing @ .6*L in Not Req'd Spacing @ .8*L inI Not Req'd Spacing @ Right in! Not Req'd O.Ou 0.00 U.uU 564.17 277.48 359.44 564.17 277.48 359.44 0.00 0.00 0.00 277.48 359.44 -9.68 277.48 359.44 -9.68 0.000 -0.000 0.000 0.00 22.88 15.47 O.Oi85,175, 936.0035,175, 936.00 0.400 0.400 U.4uU Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Title : Job # Dsgnr: Date: 8:18AM, 22 DEC 05 Description Scope Rev: 560100 User: 02 FNLC.1,2002 Multi-Span Concrete Beam Page 2 (c)19833--22002 FNFRCACALC Engineedgineering Sofbuare c 9 n r n i P nts 15500.0 2. e cw: C a l c u I a t i o n. F Description garage lid lateral loading (north south direction) p 5` - - Query Values Location ft U.UU Moment k-ft l -0.0 Shear kI 342.1 Deflection in 0.0000 0.00 U.UU O.Ou -5,643.5 -1,718.6 -2,565.3 324.7 333.5 112.8 0.0000 0.0000 0.0000 4 Monroe & Newell Engineers, Inc. JOB rJ43-0F7 02- SHEET NO. ✓ OF CALCULATED BY J~ -~I4~O DATE CHECKED BY DATE SCALE X23 x ~ZY Zze1- x o; ya /T' . ~3L-i'r Z . : 1- k Ice 0 IL catA HT &V IC F-1 /.h 1- X it ~D V,N v fi•6 Ci~L ~1+%1.b.... . " X Z`~ k ~4 X a4 .t~ 2 - l uo jc 1 p 7 'SO . PRODUCT 204-1 (Single Sheets) 205-1(Padded) Monroe & Newell Engineers, Inc. SCALE JOB SHEET NO. CALCULATED BY Wt CHECKED BY p2 21-s~ p t o~,► wt - i4I iL~F L 7,1 _ Q'i Z mac, F' ~ a 6 828 (av j , Y So sr 7S ~SI,L_X 2 1_ C t s,50 oe*tc. WSw~ 41 t NO , N } . v. A tL too x o ism C) S-- l A 2u - - u ~Jt OF f 4 DATE Z/ L L nATF PRODUCT 204-1 (Single Sheets) 2051 (Padded) Title : Job # Dsgnr: Date: 5:39AM, 20 DEC 05 -7 Description Scope ( User: c)193-2-02Ver5.o. nOct-2002 Concrete Rectangular & Tee Beam Design Page 1 (c)1983-2002 ENE ENERCALC Enainaineerinn SnftwarP r~-iects\5500.02.ecw: Calculation Description Garage lid diaphragm (east-west direction) General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Span u2.uu tt t,c Depth 999.000 in 5,000 psi Width 8.000 in Fy 60,000 psi Concrete Wt. 145.0 pcf Seismic Zone 1 End Fixity Pinned-Pinned Beam Weight Not Added Live Load acts with Short Term Reinforcing Rebar @ Center of Beam... Count Size 'd' from Top #1 8 9 980.00in #2 5 9 12.00 in Uniform Loads Rebar @ Left End of Beam... Count Size 'd' from Top #1 in #2 in Dead Load Live Load Short Term #1 k 14.100 k k #2 k 7.000 k k Concentrated Loads uead Load Live Load #1 k 406.000 k #2 k 21.700 k #3 k 21.700 k Stjn7niary/ Span = 82.00ft, Width= 8.00in Depth = 999.00in Maximum Moment : Mu 29,759.75 k-ft Allowable Moment : Mn*phi 35,020.86 k-ft Maximum Shear : Vu 1,326.04 k Allowable Shear: Vn*phi 1,858.73 k Shear Stirrups... Stirrup Area @ Section 0.44 0 in2 Region 0.000 13.667 Max. Spacing 24.000 24.000 Max Vu 1326.041 1326.041 tseam vesign UK Maximum Deflection -0.0078 in Max Reaction @ Left 828.78 k Max Reaction @ Right 606.42 k 27.333 41.000 54.667 68.333 82.000 ft 24.000 24.000 24.000 24.000 24.000 in 1326:041 1326.041 1326.041 1326.041 1326.041 k Bending &Shear Force Summary Bending... Mn'Phi Mu, Eq. 9-1 Mu, Eq. 9-2 @ Center 35,020.86 k-ft 29,759.75 k-ft 22,319.81 k-ft @ Left End 0.00 k-ft 0.00 k-ft 0.00 k-ft @ Right End 0.00 k-ft 0.09 k-ft 0.06 k-ft Shear... Vn*Phi Vu, Eq. 9-1 Vu, Eq. 9-2 @ Left End 1,858.73 k 1,326.04 k 994.53 k @ Right End 1,858.73 k 970.28 k 727.71 k Deflection Deflections... upwara DL + [Bm Wt] 0.0000 in at 82.0000 ft DL + LL + [Bm Wt] 0.0000 in at 0.0000 ft DL + LL + ST + [Bm Wt] 0.0000 in at 0.0000 ft Reactions... Ca Left CcD Right DL + [Bm Wt]] 0.000 k 0.000 k DL + LL + [Bm Wt] 828.775 k 606.424 k DL + LL + ST + [Bm Wt] 828.775 k 606.424 k Rebar @ Right End of Beam... Count Size 'd' from Top #1 in #2 in Start End 0.000 ft 58.000 ft 58.000 ft 82.000 ft Short Term Location k 32.000 ft k 0.000 ft k 58.000 ft Mu, Eq. 9-3 0.00 k-ft 0.00 k-ft 0.00 k-ft Vu, Eq. 9-3 0.00 k 0.00 k Downward 0.0000 in at 82.0000ft -0.0078 in at 39.6880ft -0.0078 in at 39.6880ft Title : Job # Dsgnr: Date: 5:39AM, 20 DEC 05 Description Scope Rev: 560100 L Ucs7rr: KW-060ENERCA5C61, 2 -Oct-aOSoftwa e Concrete Rectangular & Tee Beam Design Page 2 n \projects\5500.02.ecw:Calculations, Description Garage lid diaphragm (east-west direction) Section Analysis Evaluate Moment Capacity... Center Left End Right End X : Neutral Axis ' 15.125 in 0.000 in 0 000 in a = beta Xneutral 12.100 in 0.000 in . 0 000 in Compression in Concrete 411.400 k 0.000 k . 0 000 k Sum [Steel comp. forces] 68.626 k 0.000 k . 0 000 k Tension in Reinforcing -480.000 k 0.000 k . 0.000 k Find Max As for Ductile Failure... X-Balanced Xmax = Xbal * 0.75 580.000 in 435 000 i 0.000 in 0.0000 in a-max = beta * Xbal . n 464.000 in 0.000 in 0.000 in 0.000 in 0 000 in Compression in Concrete 11832.000 k 0.000 k . 0 000 k Sum [Steel Comp Forces] 278.750 k 0.000 k . 0 000 k Total Compressive Force 12110.750 k 0.000 k . 0.000 k AS Max = Tot Force / Fy 201.846 in2 0.000 in2 0 000 in2 Actual Tension As 8.000 OK 0.000 OK . 0.000 OK Additional Deflection Calcs Neutral Axis 108.090 in Mcr 75 k ft H,... b8 807 Igross Icracked in4 Ms:Max DL + LL , . 18,562.60 k-ft in4 R1 = (Ms:DL+LL)/Mcr 3 168 Elastic Modulus * 4,030.5 ksi Ms:Max DL+LL+ST . 18 562 60 k-ft Fr = 7.5 fc^.5 530.330 psi R2 = (Ms:DL+LL+ST)/Mcr , . 3 168 Z:Cracking Z:cracking > 175: No Good! 286.486 ksi Leff... Ms(DL+LL) . in4 Eff . Flange Width 8.00 in Leff... Ms(DL+LL+ST) in4 ACI Factors (per ACI, applied internally to entered loads) Ali 9-1 & y-2 UL 1.200 ACI 9-2 Group Factor U./bU UBC 1921.2 .7 1.4" Factor 1 400 ACI 9-1 & 9-2 LL 1.600 ACI 9-3 Dead Load Factor 0.900 . UBC 1921.2.7 "0.9" Factor 0 900 ACI 9-1 & 9-2 ST 1.600 ACI 9-3 Short Term Factor 1.300 . ....seismic = ST * : 1.100 i ' 1 t Ar: . Z, PRODUCT 204-1 (Single Sheets) 205-1 (Padded) 1 PRODUCT 204-1 (Single Sheets) 205-1 (Padded) Title : Dsgnr: Description : Scope : User: K5, Ver 5.0.1,25-O2 Multi-Span Concrete Beam (c)1983--20022002 ENERC ALC Fnnineeringring Software Description overall sliding north-south Job # ti Date: 9:06AM, 22 DEC 05 Page c ioroiects15500.02.ec•+• 'alculati General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Fy 60,000.0 psi Spans Considered Continuous Over Supports ACI Dead Load Factor 1.40 fc 3,000.0 psi Stirrup Fy 40,000.0 psi ACI Live Load Factor 1.70 LConcrete Member Information Description west 2 3 east Span ftl 60.00 30.00 44.00 40.00 Beam Width ini 8.00 8.00 8.00 8.00 Beam Depth ini 900.00 900.00 900.00 900.00 End Fixity I Pin-Pin Pin-Pin Pin-Pin Pin-Pin Reinforcing Center Areal 32.00in2 i 0.20in2 3.78in2 0.06in2 Bar Depth 99.75in 10.00in 99.00in 99.00in Left Areal 0.01in2 1.72in2 0.17in2 0.41in2 Bar Dept hl 6.00in 6.00in 6.00in 6.00in Right Area, 1.72in2 0.17in2 0.41in2 Bar Depthl 6.00in 6.00in 6.00in As>0.75Rhob Loads Using Live Loaa I his Span Yes Yes Yes Yes Dead Load k/fti Live Load k/ftj 7.910 7.910 1.520 1.520 Dead Load k/ft Live Load k/ft j 6.390 Start tt 0.000 0.000 0.000 0.000 End ft 0.000 0.000 22.000 0.000 Point #1 DL k LL k1 175.000 74.000 207.000 @ X ft; 35.000 21.000 40.000 0.000 LRessults Beam OK Beam OK Beam OK Beam OK Mmax @ Cntr k-ft 6,328.68 0.00 1,581.31 21.96 @ X = ft 30.80 0.00 18.19 36.00 Mn " Phi k-ft1 ~ 6,353.97 0.00 1,586.82 25.18 Max @ Left End k-ft 0.00 -6,888.47 -668.33 -1,640.87 Mn ' Phi k-ft l 37.54 6,899.08 681.83 1,646.17 Max @ Right End k-ft -6,888.47 -668.33 -1,640.87 0.00 Mn' Phi k-ft i 6,899.08 681.83 1,646.17 0.00 Bending OK Bending OK Bending OK Bending OK Shear @ Left ki 412.56 446.78 245.98 92.70 Shear @ Right kl 691.76 82.43 458.61 10.66 Reactions & Deflections DL @ Left K1 U.UU LL @ Left ki 242.68 Total @ Left k! 242.68 DL @ Right ki 0.00 LL @ Right kl 669.73 Total @ Right kj 669.73 Max. Deflection in! -0.001 @ X = fti 28.00 Inertia : Effective in436,0 00,000.00 0.U0 0.00 0.0U 669.73 193.18 324.30 669.73 193.18 324.30 0.00 0.00 0.00 193.18 324.30 6.27 193.18 324.30 6.27 0.000 -0.000 0.000 0.00 20.83 13.87 0.0086, 0 00, 000.0036, 0 00, 000.00 Title : Dsgnr: Description Scope Rev: 560100 User KW-060365, Ver5.6.1, 25-0a-2002 Multi-Span Concrete Beam (0)1983-2002 ENERCALC Ennine0rinn Softwar? Description overall sliding north-south Shear Stirrups Stirrup Kebar Area Spacing @ Left Spacing @ .2`L Spacing @ .4`L Spacing @ .6'L Spacing @ .8'L Spacing @ Right LQuery Values Location Moment Shear Deflection in2 l 0.400 0.400 0.400 0.400 in k Not Req'd Not Req'd Not Req'd Not Req'd in l Not Req'd Not Req'd Not Req'd Not Req'd in l Not Req'd Not Req'd Not Req'd Not Req'd inl Not Req'd Not Req'd Not Req'd Not Req'd to Not Req'd Not Req'd Not Req'd Not Req'd in Not Req'd Not Req'd Not Req'd Not Req'd fti U.UU 0.00 0.00 0.00 k-ft; -0.0 -6,888.5 -668.3 -1,640.9 k 412.6 446.8 246.0 92.7 in 0.0000 0.0000 0.0000 0.0000 Job # Date: 9:06AM, 22 DEC 05 Page 2 r,lnrniarts.550n n2 ecw:Calculatior~s tZ Monroe & Newell Engineers, Inc. A JOB SSoo' OZ SHEET NO. 3 OF CALCULATED BY VV( / DATE d Z l ~~i CHECKED BY DATE SCALE z ~;4LL 7 -1 7 Tlf- c, P PRODUCT 204-1 (Single Sheets) 205-1(Padded) l? X Lco ,4, 10. W9 i Ldp ~i ; ~ Pt~~ N ~a. s. o CH 1 E5 t Y t~ 3 1.77-1 ~s eQ y a . 73 P~~?f = i:Ct Monroe & Newell SOB ~o . 0 Z ~C Engineers, Inc. SHEET NO. t f F OF A CALCULATED BY DATE 12120 CHECKED BY DATE SCALE _....._r? "..011 ~ `A1tAv::......... 4)v JT. Go f v . . i.. ZuQ...: PRODUCT 204-1 (Single Sheets) 2D51 (Padded) a Monroe & Newell Engineers, Inc. SHEET NO. OF CALCULATED BY DATE CHECKED BY DATE SCALE A concrete Fc Size 0'-0" x 10'-0" x 7'-6" x 7'-6" x 6'-0" x 67-0-x 2 ng Schedule Reir 18-#9 y-49 Bot. Ea. 11-#6 Bot. Ea. Monroe & Newell Engineers, Inc. JOB / JJ '5's--00' U Z SHEET NO. OF CALCULATED BY DATE 28 y: C. Cb CHECKED BY DATE SCALE 5v e c 5 iZ~ ?d2 T ~jTTLVC~ /VDT A/1QX. r 540 L5 T./ a, tl Sl c-- L 4 `fQ ;~y l I - ~J6e FG A ` PRODUCT 204-1 )Single Sheets) 205-1 (Padded) i DL Fz (Kips) LL Fz (Kips) DL+LL DL Mr (kip-ft L X5 DL+LL .9„ DL Ms (ki -ft LL M ` 3 1194.4 18407 24 1 p s (kip-ft FTG (ft ) k 5 897.5 416.3 1313 8 . 56 5 -19.7 4.4 8.9 3 10.00 Q 549.9 397.1 . 947 0 . -54 3 64.9 121.4 7 56.6 128.6 8.50 F 0 4 473 a . 8431 . 1 -174.7 49 7 -99.1 -324 4 -96.9 12 87.2 184.1 7.50 G2 376.7 351 727 8 245 2 . . 9 9.7 22.6 7.50 c7 9 569.5 257.5 . 8220 - . -132.4 34.8 8 -99.7 -380.D -232 1 -79.5 54 0 -8L9j -161.4 7.50 = 545.4 94.1' 425) 44.2 1.8 . 196:0 . 25 4 29? _ 24.7 7.25 10 463.4 -251.5 7147 108.7 145 8 . -9 9 25.2 50.61 7.00 6 392-91 288.9 681.81 -30.11 -80.9; . -111 0 . 231 5.51 4.4 1 6.75 7 344.2 173 7 517 9 . 63.5) 86.61 6.50 . . -70.6 -87.7 -158.3 1 2 -21 71 U 13 436.2 71.7 507 9 17 4 . . 20.5 6.00 0 8 283.2 188.2 . 471 4 . 8 2 2.3 19.7 93.3 15.2 108.5 5.76 U. 14 312.5 58.3 . 370 8 . 108 9 10.0 18.2 -52.3 -33.5 -85.9 5.50 U 11 198.8 37.4 . 236 2 . -109 1 20.1 129.0 3.8 0.6 4.3 5.25 LL 15 21 . . 19.9 129.0 11.5 1 9 13 4 4 7 6.3 35.9 252.2 -26.9 7 4 34 3 . . . 5 . . 22.6 0.7 23.4 4.00 36in_deep_bms.cpt - 12/27/2005 Signs Positive Loads r '~f r Positive Analysis tom: I- 1, 4--~ , r L........... F" r. rr r ~e y El 4 /B Positive Reactions Z+ ' R.t r r # t"ifrfr f • •.r ~r~~r Signs - 1 Title : Job # Dsgnr: Date: 8:30AM, 10 JAN 06 Description Scope User. KW-060365,Ver 5.6.1, 25-Oct-2002 General Footing Analysis & Design Page 1 fcY1983-2002 ENERCALC Enaineerina Software c,ioroiecfs\5500.02\enercalc\moved walls.eca~ Description Col 3 FTG General information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Allowable Soil Bearing 20,000.0 pst Dimensions... Short Term Increase 1.330 Width along X-X Axis 10.000 ft Seismic Zone 0 Length along Y-Y Axis 10.000 ft Footing Thickness 36.25 in Live & Short Term Combined Col Dim. Along X-X Axis 18.00 in fc 5,000.0 psi Col Dim. Along Y-Y Axis 36.00 in Fy 60,000.0 psi Base Pedestal Height 24.000 in Concrete Weight 150.00 pcf Min Steel % 0.0014 Overburden Weight 0.00 psf Rebar Center To Edge Distance 3.50 in Loads Applied Vertical Load... Dead Load 1,194.400 k ...ecc along X-X Axis 0.000 in Live Load 646.300 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 24.100 k-ft Live Load 8.900 k-ft k-ft Short Term k-ft 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 Short Term k k Summary Footing Design OK 10.OOft x 10.00ft Footing, 36.3in Thick, w/ Column Support 18.00 x 36.00in x 24.Oin high Max Soil Pressure Allowable - "X' Ecc, of Resultant "Y' Ecc, of Resultant X-X Min. Stability Ratio Y-Y Min. Stability Ratio DL+LL DL+LL+ST Actual Allowable 19,018.2 19,018.2 psf Max Mu 223.437 k-ft per ft 20,000.0 26,600.0 psf Required Steel Area 1.560 in2 per ft 0.057 in 0.057 in 0 153 in 0.153 in Shear Stresses.... Vu Vn * Phi . 1-Way 89.849 120.208 psi 391.569 1.500 :1 2-Way 234.966 240.416 psi 1,060.316 Footing Design Shear Forces Two-Way Shear One-Way Shears... Vu @ Left Vu @ Right Vu @ Top Vu @ Bottom Moments Mu @ Left Mu @ Right Mu @ Top Mu @ Bottom ACA 9-1 234.97 psi 89.85 psi 89.39 psi 45.13 psi 44.46 psi ACI 9-1 222.49 k-ft 223.44 k-ft 152.09 k-ft 150.23 k-ft AUI 9-2 A~i 9-b Vn ` HN 176.11 psi 102.30 psi 240.42 psi 67.34 psi 39.08 psi 120.21 psi 67.00 psi 38.88 psi 120.21 psi 33.83 psi 19.63 psi 120.21 psi 33.32 psi 19.33 psi 120.21 psi ACI 9-2 ACI 9-3 Ru / Phi As Read 166.76 k-ft 96.87 k-ft 230.5 psi 1.55 in2 per ft 167.47 k-ft 97.28 k-ft 231.5 psi 1.56 in2 per ft 113.99 k-ft 66.22 k-ft 157.6 psi 1.31 in2 per ft 112.60 k-ft 65.40 k-ft 155.6 psi 1.31 in2 per ft Title : Job # Dsgnr: Date: 8:30AM, 10 JAN 06 Description Scope Rev: 560100 User: KW-060365,Ver 5.6.1, 25-Oct-2002 General Footing $ design Page 2 L p - Analysis ~t p~ lrHgR3-7002 ENERCALC Engineering Software c:\oroiects\5500.02\enercaiclmoveA walls.ecv Description Col a FT G Soil Pressure Summary Service Load Soil Pressures Left Right Top Bottom DL + LL 18,820.22 18,927.02 19,018.22 18,729.02 psf DL + LL + ST 18,820.22 18,927.02 19,018.22 18,729.02 psf Factored Load Soil Pressures ACI Eq. 9-1 25,162.16 25,304.94 25,426.88 25,040.22 psf ACI Eq. 9-2 18,859.50 18,966.52 19,057.91 18,768.11 psf ACI Eq. 9-3 11,125.84 11,188.98 11,242.89 11,071.93 psf ACI li d i ACI F , app e nternally to entered loads) dCtOfS (per ACI 9-1 & 9-2 DL 1.200 ACI 9-2 Group Factor ' 0.75u UBC 1921.2.7 1.4" Factor 1.400 ACI 9-1 & 9-2 LL 1.600 ACI 9-3 Dead Load Factor 0.900 UBC 1921.2.7 "0.9" Factor 0.900 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.300 ....seismic = ST ' : 1.100 Title : Dsgnr: Description Scope : Job # Date: 8:30AM, 10 JAN 06 i User: KW-060365,Ver 5.6.1, 25-Oct-2002 General Footing Analysis & Design Page 1 L (c)1c'83-2002 ENERCALC Enaineerinq Software c:\oroiects\5500.021,enercalc\moved walls.eaw Description Col 5 FTG General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Aiiowaoie Joii wearing GU,VUU.U pst Dimensions... Short Term Increase 1.330 Width along X-X Axis 8.500 ft Seismic Zone 0 Length along Y-Y Axis 8.500 ft Footing Thickness 36.00 in Live & Short Term Combined Col Dim. Along X-X Axis 18.00 in fc 5,000.0 psi Col Dim. Along Y-Y Axis 36.00 in Fy 60,000.0 psi Base Pedestal Height 24.000 in Concrete Weight 150.00 pcf Overburden Weight 0.00 psf Min Steel % 0.0014 Rebar Center To Edge Distance 3.50 in Loads Applied Vertical Load... Dead Load 897.500 k ...ecc along X-X Axis 0.000 in Live Load 416.300 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 71.900 k-ft 56.500 k-ft Live Load 56.600 k-ft 64.900 k-ft Short Term . k-ft 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 Short Term k k Summary Footing Design OK 8.50ft x 8.50ft Footing, i 36.Oin Thick, w/ Column Suppo rt 18.00 x 36.00in x 24.Oin high DL+LL DL+LL+8T Actual Allowable Max Soil Pressure 19,908.2 19,908.2 psf Max Mu 155.422 k-ft per ft Allowable 20,000.0 26,600.0 psf Required Steel Area 1.300 in2 per ft j "X Ecc, of Resultant 1.144 in 1.144 in 'Y Ecc, of Resultant 1.081 in 1.081 in Shear Stresses.... Vu Vn `Phi 1-Way 53.346 120.208 psi X-X Min. Stability Ratio 47.179 1.500 :1 2-Way 151.396 240.416 psi i Y-Y Min. Stability Ratio 44.572 Footing Design Shear Forces AG 9-1 ACI 9-2 Hsi e 3 Vn ' Phi Two-Way Shear 151.40 psi 113.44 psi 70.09 psi 240.42 psi One-Way Shears... Vu @ Left 53.35 psi 39,97 psi 24.72 psi 120.21 psi Vu @ Right 46.95 psi ` 35.18 psi 21.72 psi 120.21 psi Vu @ Top -0.06 psi -0.04 psi -0.04 psi 120.21 psi Vu @ Bottom -0.06 psi -0.04 psi -0.04 psi 120.21 psi Moments ACI 9-1 ACI 9-2 ACI 9-3 Ru / Phi Mu @ Left 140.30 k-ft 105.13 k-ft 64.91 k-ft 147.6 psi Mu @ Right 155.42 k-ft 116.46 k-ft 72.00 k-ft 163.5 psi Mu @ Top 95.99 k-ft 71.92 k-ft 44.47 k-ft 101.0 psi Mu @ Bottom 86.46 k-ft 64.79 k-ft 40.00 k-ft 91.0 psi As Reo'd 1.30 in2 per ft 1.30 in2 per ft 0.88 in2 per ft 0.79 in2 per ft Title : Dsgnr: Description Scope : User: KW-060365, Ver 5.6.1, 25-Oct-2002 (c)1983-2002 ENFRCAI C Engineering Software Description Col 5 FTG General Footing Analysis & Design Soil Pressure Summary Service Load Soil Pressures Left Rignt DL + LL 17,397.32 19,908.21 DL + LL + ST 17,397.32 19,908.21 Factored Load Soil Pressures ACI Eq. 9-1 23,026.44 26,349.76 ACI Eq. 9-2 17,254.14 19,744.37 ACI Eq. 9-3 10,805.19 12,364.67 LACI FdCt01'S (per ACI, applied inte rnally to entered loads) ACI 9-1 & 9-2 ut 1.2U0 AU 9-2 Grouo Factor ACI 9-1 & 9-2 LL 1.600 ACI 9-3 Dead Load Factor ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Ter m Factor ....seismic = ST' : 1.100 Job # Date: 8:30AM, 10 JAN 06 Page 2 c:\oroiects'.5500.021enercalclmoved walls.ecw- m.., I op Bottom 19,838.85 17,466.69 psf 19,838.85 17,466.69 psf 26,257.94 23,118.25 psf 19,675.57 17,322.94 psf 12,321.58 10,848.28 psf 0.750 UBC 1 921.2.7 "1.4" Factor 1.400 0.900 UBC 1 921.2.7 "0.9" Factor 0.900 1.300 Title : Dsgnr: Description Scope : User: 0o.1,2502 General Footing Analysis & Design (c)1983-2002 3-2002 FN FNFRCALC~gLC Engineeringeering Software Description Col M2+G1 FTG Job # Date: 8:30AM, 10 JAN 06 Page 1 c:\projectsl5500.02\enercalc\moved walls.ecw General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements ; Ajiuwabia Soli nearing zu,u00.0 psf Dimensions... Short Term Increase 1.330 Width along X-X Axis 7.500 ft Seismic Zone 0 Length along Y-Y Axis 7.500 ft Footing Thickness 36.00 in Live & Short Term Combined Col Dim. Along X-X Axis 18.00 in fc 5,000.0 psi Col Dim. Along Y-Y Axis 36.00 in Fy 60,000.0 psi Base Pedestal Height 24.000 in Concrete Weight 150.00 pcf Overburden Weight 0.00 psf Min Steel % 0.0014 Rebar Center To Edge Distance 3.50 in Loads 'M. Applied Vertical Load... Dead Load Live Load Short Term Load 549.900 k 397.100 k ...ecc along X-X Axis •0.000 in ...ecc along Y-Y Axis 0.000 in Applied Moments... Dead Load Live Load Short Term Applied Shears.. Dead Load Live Load Short Term k Creates Rotation about Y-Y Axis (pressures @ left & right) -96.900 k-ft -87.200 k-ft k-ft Creates Rotation about Y-Y Axis (pressures @ left & right) k k k Creates Rotation about X-X Axis (pressures @ top & bot) -54.300 k-ft -44.800 k-ft k-ft Creates Rotation about X-X Axis (pressures @ top & bot) k k k Summary Footing Design OK I 7.50ft x 7.50ft Footing,' 36.Oin Thick, vv/ Column Support 18.00 x 36.00in x 24.Oin high DL+LL DL+LL+ST Actual ' Allowable Max Soil Pressure 19,927.9. 19,927.9 psf Max Mu 115.791 k-ft per ft Allowable 20,000.0 26,600.0 psf Required Steel Area 1.069 in2 per ft "X' Ecc, of Resultant 2.269 in 2.269 in "Y' Ecc, of Resultant 1.221 in 1.221 in Shear Stresses.... Vu Vn ' Phi 1-Way 24.392 120.208 psi X-X Min. Stability Ratio 36.844 1.500 :1 2-Way 97.214 240.416 psi Y-Y Min. Stability Ratio 19.833 Footing Design - Shear Forces ACI 9-1 ACI 9-2 ACI 9-3 Vn ' Phi Two-Way Shear 97.21 psi 72.82 psi 37.10 psi 240.42 psi One-Way Shears... Vu @ Left 18.01 psi 13.49 psi 6.88 psi 120.21 psi Vu @ Right 24.39 psi 18.27 psi 9.37 psi 120.21 psi Vu @ Top 0.00 psi 0.00 psi 0.00 psi 120.21 psi Vu @ Bottom 0.00 psi 0.00 psi 0.00 psi 120.21 psi Moments ACI 9-1 ACI 9-2 ACI 9-3 Ru / Phi As Reo'd Mu @ Left 115.79 k-ft 86.73 k-ft 44.29 k-ft 121.8 psi 1.07 in2 per ft Mu @ Right 91.68 k-ft 68.67 k-ft 34.88 k-ft 96.4 psi 0.84 in2 per ft Mu @ Top 54.32 k-ft 40.69 k-ft 20.69 k-ft 57.1 psi 0.55 in2 per ft Mu @ Bottom 62.28 k-ft 46.65 k-ft 23.80 k-ft 65.5 psi 0.57 in2 per ft Title : Dsgnr: Description Scope Rev: 50"0100 User: KW-060365,Ver 5.o".1,25-Oct-2002 General Footing Analysis & Design (c11983-2002 FNFRCAI C Engineering Softwar= Description Col M2+G1 FTG Job # Date: 8:30AM, 10 JAN 06 Page 2 c:lorojectst5500.021enercalcimoved walls.ecw Soil Pressure Summary Service Load Soil Pressures Left Right Top Bottom DL + LL 19,927.87 14,691.24 15,900.13 18,718.98 psf DL + LL + ST 19,927.87 14,691.24 15.900.13 18,718.98 psf Factored Load Soil Pressures ACI Eq. 9-1 27,164.40 20,026.17 21,674.05 25,516.52 psf ACI Eq. 9-2 20,348.44 15,001.30 16,235.70 19,114.03 psf ACI Eq. 9-3 10,595.54 7,811.26 8,454.02 9,952.78 psf ACI FaCtOrS (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1.20u Aui 9-2 Group Factor 0.750 UBC 1921.2.7 "1.4" Factor 1.400 ACI 9-1 & 9-2 LL 1.600 ACI 9-3 Dead Load Factor 0.900 UBC 1921.2.7 "0.9" Factor 0.900 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Ter m Factor 1.300 ....seismic = ST ` : 1.100 Title : Job # Dsgnr: Date: 8:30AM, 10 JAN 06 Description Scope Rev: 50"0100 - - User:KW-06036665,Ver 5.6.1, 25-Oct-2002 Genera{ apfi9n{ Analysis & Design Page 1 (r.11 9R3-2002 ENERCALC Emneenno Software c:\projects\55n0.02\enercalc\moved walls.ecw Description col 9 FTG General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Allowable Soil Bearing LU,VUU.U psr Dimensions... Short Term Increase 1.330 Width along X-X Axis 7.250 ft Seismic Zone 0 Length along Y-Y Axis 7.250 ft Live & Short Term Combined Footing Thickness 24.00 in Col Dim. Along X-X Axis 18.00 in fc 5,000.0 psi Col Dim. Along Y-Y Axis 36.00 in Fy 60,000.0 psi Base Pedestal Height 24.000 in Concrete Weight 150.00 pcf Overburden Weight 0.00 psf Min Steel % 0.0014 Rebar Center To Edge Distance 3.50 in Loads Applied Vertical Load... Dead Load 569.500 k ...ecc along X-X Axis 0.000 in Live Load 257.500 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 -54.000 k-ft -132.400 k-ft Live Load k-ft -99.700 k-ft Short Term k-ft 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 Short Term k k Footing Design OK 7.25ft x 7.25ft Footing, 24.Oin Thick, w/ Column Support 18.00 x 36.00in x 24.Oin high Max Soil Pressure Allowable 'X Ecc, of Resultant "Y' Ecc, of Resultant X-X Min. Stability Ratio Y-Y Min. Stability Ratio DL+LL DL+LL+ST 19,713.7 19,713.7 psf 20,000.0 26,600.0 psf 0.768 in 0.768 in 3.300 in 3.300 in 13.184 1.500 :1 56.665 Actual Allowable Max Mu 89.715 k-ft per ft Required Steel Area 1.001 in2 per ft Shear Stresses.... Vu Vn' Phi 1-Way 107.290 120.208 psi 2-Way 204.153 240.416 psi Footing Design Shear Forces ACI 9-1 ACI 9-2 ACI 9-3 vn ' rni Two-Way Shear 204.15 psi 152.89 psi 95.39 psi 240.42 psi One-Way Shears... Vu @ Left 97.86 psi 73.29 psi 45.72 psi 120.21 psi Vu @ Right 107.29 psi 80.35 psi 50.17 psi 120.21 psi Vu @ Top 22.57 psi 16.90 psi 10.48 psi 120.21 psi Vu @ Bottom 35.80 psi 26.81 psi 16.73 psi 120.21 psi Moments ACI 9-1 ACI 9-2 ACI 9-3 Ru / Phi As Reo'd Mu @ Left 89.72 k-ft 67.19 k-ft 41.93 k-ft 237.2 psi 1.00 in2 per ft Mu @ Right 82.72 k-ft 61.95 k-ft 38.63 k-ft 218.7 psi 0.92 in2 per ft Mu @ Top 38.11 k-ft 28.54 k-ft 17.76 k-ft 100.8 psi 0.56 in2 per ft Mu @ Bottom 56.07 k-ft 41.99 k-ft 26.24 k-ft 148.3 psi 0.82 in2 per ft Title : Dsgnr: Description Scope Rev: 50"0100 KW-060365, General Footing Analysis & Design (c)19833--22002 ENER ENERCALC Enaineennnaineerina Saftware . Description col 9 FTG Job # Date: 8:30AM, 10 JAN 06 Page 2 c:loroiects\5500_n2\enercalc\moved walls-ecw Soil Pressure Summary Service Load Soil Pressures Left Klgnt Top Bottom DL + LL 16,909.55 15,209.11 12,404.97 19,713.70 psf DL + LL + ST 16,909.55 15,209.11 12,404.97 19,713.70 psf Factored Load Soil Pressures ACI Eq. 9-1 22,354.78 20,106.77 16,399.62 26,061.92 psf ACI Eq. 9-2 16,741.75 15,058.18 12,281.86 19,518.07 psf ACI Eq. 9-3 10,551.80 9,490.70 7,740.87 12,301.63 psf ACI Factors (per ACI, applied internally to entered loads) Aui y-1 & 9-2 UL 1.200 ACI 9-2 Group Factor 0.750 UBC 1y21.2 .7 "1.4" Factor s 1M_ 400 ACI 9-1 & 9-2 LL 1.600 ACI 9-3 Dead Load Factor 0.900 UBC 1921.2 . .7 "0.9" Factor 0.900 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.300 ....seismic = ST' : 1.100 Title : Job # Dsgnr: Date: 8:30AM, 10 JAN 06 Description Scope Rev: 560100 User: KW-060365, ver5.6.1, 25-Oct-2002 GDgi alDO~ Analysis & Design Page 1 L(c)1983-2002 ENERCALC Engineering Software J c:\nmi=ctst5.,00.021ener,-i,~\moved walls.em Description col 4 FTG General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Allowable Soil Bearing 20,000.0 psf Dimensions Short Term Increase 1.330 Width along X-X Axis 7.500 ft Seismic Zone 0 Length along Y-Y Axis 7.500 ft Live & Short Term Combined Footing Thickness 24.00 in Col Dim. Along X-X Axis 18.00 in fc 5,000.0 psi Col Dim. Along Y-Y Axis 36.00 in Fy 60,000.0 psi Base Pedestal Height 24.000 in Concrete Weight 150.00 pcf Overburden Weight 0.00 psf Min Steel % 0.0014 • Rebar Center To Edge Distance 3.50 in ' Loads _ Applied Vertical Load... Dead Load 473.400 k ...ecc along X-X Axis 0.000 in Live Load 369.700 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 12.900 k-ft -174.700 k-ft Live Load 9.700 k-ft -149.700 k-ft Short Term k-ft 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 Short Term k k summary Footing Design OK 7.50ft x 7.50ft Footing, 24.Oin Thick, wL Column Support 18.00 x 36.00in x 24.Oin high 1 Max Soil Pressure Allowable "X Ecc, of Resultant "Y' Ecc, of Resultant I, X-X Min. Stability Ratio j Y-Y Min. Stability Ratio Footing Design Shear Forces Two-Way Shear One-Way Shears... Vu @ Left Vu @ Right Vu @ Top Vu @ Bottom Moments Mu @ Left Mu @ Right Mu @ Top Mu @ Bottom DL+LL DL+LL+ST Actual Allowable 19,926.1 19,926.1 psf Max Mu 94.374 k-ft per ft 20,000.0 26,600.0 psf Required Steel Area 1.055 in2 per ft 0.315 in 0.315 in 4.520 in 4.520 in Shear Stresses.... Vu Vn * Phi 1-Way 106.749 120.208 psi 9.957 1.500 :1 2-Way 215.993 240.416 psi 142.919 ACI 9-1 215.99 psi ACI 9-2 161.77 psi ACI 9-3 vn • Phi 79.25 psi 240.42 psi 106.75 psi 102.92 psi 31.84 psi 58.06 psi ACI 9-1 91.39 k-ft 94.37 k-ft 39.09 k-ft 65.31 k-ft 79.95 psi 77.09 psi 23.85 psi 43.48 psi ACI 9-2 68.45 k-ft 70.68 k-ft 29.28 k-ft 48.92 k-ft 39.16 psi 37.73 psi 11.59 psi 21.38 psi ACI 9-3 33.52 k-ft 34.64 k-ft 14.26 k-ft 24.05 k-ft 120.21 psi 120.21 psi 120.21 psi 120.21 psi Ru / Phi 241.6 psi 249.5 psi 103.4 psi 172.7 psi As Reo'd 1.02 in2 per ft 1.05 in2 per ft 0.57 in2 per ft 0.82 in2 per ft Title : Dsgnr: Description Scope : Rev: 560100 User: KW-060365, Ver 5.6.1, 25-0Ct-2002 I (C)1983-2002 ENERCALC Enaineerinn Software Description col 4 FTG General Footing Analysis & Design Soil Pressure Summary Service Load Soil Pressures Left Rignt DL + LL 14,991.02 15,633.87 DL + LL + ST 14,991.02 15,633.87 Factored Load Soil Pressures ACI Eq. 9-1 20,563.02 21,444.80 ACI Eq. 9-2 15,401.12 16,061.55 ACI Eq. 9-3 7,679.74 8,009.06 AC( FaCtOrS (per ACI, applied inte rnally to entered loads) ACI 9-1 & 9-2 DL 1.zuu AGI 9-2 Group Factor ACI 9-1 & 9-2 LL 1.600 ACI 9-3 Dead Load Factor ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor ....seismic = ST' : 1.100 Job # Date: 8:30AM, 10 JAN 06 Page 2 C:\oroiects15500.02\enercaiclmoved walls ecw Top Bottom 10,698.76 19,926.13 psf 10,698.76 19,926.13 psf 14,675.36 27,332.46 psf 10,991.43 20,471.23 psf 5,480.86 10,207.94 psf 0.750 UBC 1921.2.7 "1.4" Factor 1.400 0.900 UBC 1921.2.7 "0.9" Factor 0.900 1.300 Title : Job # Dsgnr: Date: 8:30AM, 10 JAN 06 Description Scope Rev 560100 User: KW-060365,Ver 5.6.1, 25-Oct-2002 Lir 11 gR3_?nn2 ENERCALC E i Gees-a! Footing Analysis & Design Page 1 . nq neerinq Software c:\oroiec ts`,5500.02\enercalc\mved walk -w Description col 12 FTG Leeneral Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Allowable Soil Bearing 20,000.0 psi Dimensions... - .a Short Term Increase 1.330 Width along X-X Axis 7.000 ft Seismic Zone 0 Length along Y-Y Axis 7.000 ft Live & Short Term Combined Footing Thickness 24.00 in Col Dim. Along X-X Axis 18.00 in fc 5,000.0 psi Col Dim. Along Y-Y Axis 36.00 in Fy 60,000.0 psi Base Pedestal Height 24.000 in Concrete Weight 150.00 pcf Overburden Weight 0.00 psf Min Steel % 0.0014 Rebar Center To Edge Distance 3.50 in Loads Applied Vertical Load... Dead Load 548.400 k ...ecc along X-X Axis 0.000 in Live Load 194.100 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 25.400 k-ft 144.200 k-ft Live Load 25.200 k-ft 51.800 k-ft Short Term k-ft 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 Short Term k k Summary Footing Design OK 7.00ft x 7.00ft Footing, 24.Oin Thick, w/ Column Support 18.00 x 36.00in x 24.Oin high ' DL+LL DL+LL+ST Max Soil Pressure 18,909:2 18,909.2 psf Allowable 20,000.0 26,600.0 psf "X Ecc, of Resultant 0.800 in 0.800 in "Y' Ecc, of Resultant 3.101 in 3.101 in X-X Min. Stability Ratio 13.546 1.500 :1 Y-Y Min. Stability Ratio 52.469 Actual Allowable Max Mu 78.096 k-ft per ft Required Steel Area 0.868 in2 per ft Shear Stresses.... Vu Vn * Phi 1-Way 84.546 120.208 psi 2-Way 167.199 240.416 psi Footing Design Shear Forces Two-Way Shear One-Way Shears... Vu @ Left Vu @ Right Vu @ Top Vu @ Bottom Moments Mu @ Left Mu @ Right Mu @ Top Mu @ Bottom AC! 9-1 167.20 psi 84.55 psi 76.32 psi 32.79 psi 20.99 psi ACI 9-1 71.51 k-ft 78.10 k-ft 47.00 k-ft 32.20 k-ft ACI 9-2 125.19 psi 63.30 psi 57.14 psi 24.56 psi 15.72 psi ACI 9-2 53.54 k-ft 58.47 k-ft 35.19 k-ft 24.11 k-ft ACI 9-;5 85.05 psi 43.01 psi 38.79 psi 16.72 psi 10.67 psi ACI 9-3 36.36 k-ft 39.74 k-ft 23.94 k-ft 16.35 k-ft Vn ` Phi 240.42 psi 120.21 psi 120.21 psi 120.21 psi 120.21 psi Ru / Phi 189.1 psi 206.5 psi 124.3 psi 85.1 psi As Read 0.82 in2 per ft 0.87 in2 per ft 0.69 in2 per ft 0.47 in2 per ft Title : Dsgnr. Description Scope Rev: 560100 25-Oct-2002 General Footing Analysis & Design ~trilgft3-2002 ENERCALC Enongineerinong Software Description col 12 FTG Job # Date: 8:30AM, 10 JAN 06 Page 2 c:\Droiectsl5500.02\enercalc\moved w?Ils.ecw: Soil Pressure Summary Service Load Soil Pressures Left Right Top Bottom DL + LL 14,595.48 16,365.74 18,909.18 12,052.04 psf DL + LL + ST 14,595.48 16,365.74 18,909.18 12,052.04 psf Factored Load Soil Pressures ACI Eq. 9-1 19,008.47 21,313.98 24,626.44 15,696.01 psf ACI Eq. 9-2 14,232.98 15,959.27 18,439.54 11,752.71 psf ACI Eq. 9-3 9,751.29 10,934.01 12,633.29 8,052.01 psf AG Factors (per ACI, applied inte rnally to entered loads) AL i 9-1 & y-2 UL 1.200 ACI 9-[ croup Factor 0.750 UBC 1921.2 .7 "1.4" Factor ACI 9-1 & 9-2 LL 1.600 ACI 9-3 Dead Load Factor 0.900 UBC 1921.2 .7 "0.9" Factor ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.300 ....seismic = ST 1.100 1.400 0.900 Title : Dsgnr: Description Scope : User: 06035,Ver5.o.1,25-0 (c)19833--22002 ENERCAI C Engineerringing Software General Footing Analysis 4X g Design Description col 10 FTv Job # Date: 8:30AM, 10 JAN 06 Page 1 c:~.proiects15500.021enercalc%moved walls ecw ueneral Intormation Calculations are designed to ACI 318-95 and 1997 UBC Requirements Allowable Suii nearing 2U,000.0 psf Dimensions... ' Short Term Increase 1.330 Width along X-X Axis 6 750 ft Seismic Zone 0 Length along Y-Y Axis . 6.750 ft Live & Short Term Combined Footing Thickness 24.00 in fc Col Dim. Along X-X Axis 18.00 in 5,000.0 psi Col Dim. Along Y-Y Axis 36.00 in Fy 60,000.0 psi Base Pedestal Height 24.000 in Concrete Weight 150.00 pcf Overburden Weight 0.00 psf Min Steel °0 0.0014 Rebar Center-To Edge Distance 3.50 in Loads Applied Vertical Load... Dead Load Live Load Short Term Load Applied Moments.. Dead Load Live Load Short Term 463.400 k 251.500 k k Creates Rotation about Y-Y Axis (pressures @ left & right) -9.900 k-ft k-ft k-ft Creates Rotation about Y-Y Axis ...ecc along X-X Axis 0.000 in ...ecc along Y-Y Axis 0.000 in Creates Rotation about X-X Axis (pressures @ top & bot) 108.700 k-ft 37.100 k-ft k-ft Creates Rotation about X-X Axis Applied Shears... (pressures @ left & right) (pressures @ top & bot) Dead Load k k Live Load k k Short Term k k stjr:7R)a,y 6.75ft x 6.75ft Fo oting, 24.Oin Thick, w/ Column Support 18.00 x 36 .00in x 24.Oin high Footing Design OK DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 18,864.6 18,864.6 psf Max Mu 73.244 k-ft per ft Allowable 20,000.0 26,600.0 psf Required Steel Area 0.820 in2 per ft "X' Ecc, of Resultant 0.163 in 0.163 in "Y' Ecc, of Resultant 2.397 in 2.397 in Shear Stresses.... Vu Vn * Phi X-X Min. Stability Ratio 16.896 1.500 :1 1-Way 2-Wa y 83.559 165.472 120.208 psi 240.416 psi ~ Y-Y Min. Stability Ratio 248.836 I Footing Design Shear Forces ACI 9-1 Aui a-2 AU y-5 Vn ` FIN Two-Way Shear 165.47 psi 123.89 psi 71.88 psi 240.42 psi One-Way Shears._ Vu @ Left 81.78 psi 61.23 psi 35.54 psi 120.21 psi Vu @ Right 83.56 psi 62.56 psi 36.32 psi 120.21 psi Vu @ Top 16.24 psi 12.16 psi 7.07 psi 120.21 psi Vu @ Bottom 11.27 psi 8.44 psi 4.88 psi 120.21 psi Moments ACI 9-1 ACI 9-2 ACI 9-3 Ru / Phi As Reo'd Mu @ Left 73.24 k-ft 54.84 k-ft 31.82 k-ft 193.7 psi 0.82 in2 per ft Mu @ Right Mu @ Top 71.89 k-ft 42.59 k-ft 53.83 k-ft 31 89 k-ft 31.23 k-ft 18 53 k-ft 190.1 psi 0.82 in2 per ft Mu @ Bottom 31.43 k-ft . 23.54 k-ft . 13.62 k-ft 112.6 psi 83.1 psi 0.62 in2 per ft 0.46 in2 per ft Title : Job # Dsgnr: Date: 8:30AM, 10 JAN 06 Description Scope Rev: 560100 User: KW-050300^5, Ver 5.5.1, 25-Oct-2002 Gf'n@E"a6 ~Q©EnC3 Ana~~lSES ~e DeSign Page 2 /r,119R3-20n2 ENERCALC Enaineerina Software c:\oroiects\5500.02\enercalc\moved wallsecw Description col 1u FTG Sou Pressure Summary Service Load Soil Pressures Left Right i op Bottom DL + LL 16,213.31 15,827.02 18,864.61 13,175.72 psf DL + LL + ST 16,213.31 15,827.02 18,864.61 13,175.72 psf Factored Load Soil Pressures ACI Eq. 9-1 21,690.54 21,173.76 25,237.52 17,626.79 psf ACI Eq. 9-2 16,240.92 15,853.98 18,896.74 13,198.16 psf ACI Eq. 9-3 9,537.19 9,309.97 11,096.77 7,750.39 psf ACI Factors (per ACI, applied inte rnally to entered loads) ACI 9-1 & 9-z uL 1.200 ACI 9-2 Group Factor 0.750 UBC 1921.2 .7 "1.4" Factor 1 400 ACI 9-1 & 9-2 LL 1.600 ACI 9-3 Dead Load Factor 0.900 UBC 19212 . 7 "0.9" Factor 0 900 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.300 . ....seismic = ST * : 1.100 Title : Job # Dsgnr: Date: 8:30AM, 10 JAN 06 Description Scope Rev: ssoloo User. KW-060365, Ver5.6.1, 25-Oct-2002 Gen2ral ~Epry~j~g ~na~ StS ~ ~eS~C n Page 1 L Ic11 983-200 2 ENERCAI C Fnninserinn software y ~ J c:\orojects',5500.02\enercalclmoved walls.ecw Description col 6 FTG General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Allowable Sufi nearing LU,VUU.U psf Dimensions... Short Term Increase 1.330 Width along X-X Axis 6.500 ft Seismic Zone 0 Length along Y-Y Axis 6.500 ft Live & Short Term Combined Footing Thickness 24.00 in Col Dim. Along X-X Axis 18.00 in fc 5,000.0 psi Col Dim. Along Y-Y Axis 36.00 in Fy 60,000.0 psi Base Pedestal Height 24.000 in Concrete Weight 150.00 pcf Overburden Weight 0.00 psf Min Steel % 0.0014 Rebar Center To Edge Distance 3.50 in Loads Applied Vertical Load... Dead Load Live Load Short Term Load Applied Moments.. Dead Load Live Load Short Term 392.900 k 288.900 k k Creates Rotation about Y-Y Axis (pressures @ left & right) 23.100 k-ft 63.500 k-ft k-ft Creates Rotation abouf Y-Y Axis ..ecc along X-X Axis 0.000 in ..ecc along Y-Y Axis 0.000 in Creates Rotation about X-X Axis (pressures @ top & bot) -30.100 k-ft -80.900 k-ft k-ft Creates Rotation about X-X Axis Applied Shears... (pressures @ left & right) (pressures @ top & bot) Dead Load k k Live Load k k Short Term k k Footing Design ©K 6.50ft x 6.50ft Footing, 24.Oin Thick, w/ Column Support 18.00 x 36.00in x 24.Oin high Max Soil Pressure Allowable 'X Ecc, of Resultant "Y' Ecc, of Resultant X-X Min. Stability Ratio Y-Y Min. Stability Ratio DL+LL DL+LL+ST - 18,894.4 18,894.4 psf Max Mu 20,000.0 26,600.0 psf Required Steel Area 1.493 in 1.493 in 1.914 in 1.914 in Shear Stresses.... - 1-Way 20.373 1.500 :1 2-Way 26.114 Actual Allowable 75324 k-ft per ft 0.837 in2 per ft Vu Vn ` Phi 76.948 120.208 psi 155.736 240.416 psi Footing Design Shear Forces Two-Way Shear One-Way Shears... Vu @ Left Vu @ Right Vu @ Top Vu @ Bottom Moments Mu@Left Mu @ Right Mu @ Top Mu @ Bottom AGi u-1 155.74 psi 76.95 psi 62.27 psi -0.06 psi -0.06 psi ACI 9-1 63.03 k-ft 75.32 k-ft 29.62 k-ft 38.13 k-ft A(I 9-2 116.60 psi 57.61 psi 46.62 psi -0.05 psi -0.05 psi ACI 9-2 47.19 k-ft 56.40 k-ft 22.17 k-ft 28.55 k-ft HC..I `J-3 58.88 psi 29.12 psi 23.49 psi -0.05 psi -0.05 psi ACI 9-3 23.79 k-ft 28.51 k-ft 11.17 k-ft 14.44 k-ft Vn ' Fni 240.42 psi 120.21 psi 120.21 psi 120.21 psi 120.21 psi Ru / Phi 166.6 psi 199.2 psi 78.3 psi 100.8 psi As Recd 0.82 in2 per ft 0.84 in2 per ft 0.43 in2 per ft 0.56 in2 per ft Title : Dsgnr: Description Scope : User: KW-060365, Ver 5.6.1, 25-0ct-2002 (c)1983-2002 ENERCALC Enaineerina Saffnrare Description col 6 FTV General Footing Analysis & Design Job # Date: 8:30AM, 10 JAN 06 Page 2 r- \nrojects\5500.021enercalclmoved walls.ecw: ' Soil Pressure Summary Service Load Soil Pressures Left Right Top Bottom DL + LL 14,577.20 18,361.27 14,044.11 18,894.36 psf DL + LL + ST 14,577.20 18,361.27 14,044.11 18,894.36 psf Factored Load Soil Pressures ACI Eq. 9-1 19,913.56 25,082.89 19,185.32 25,811.13 psf ACI Eq. 9-2 14,909.72 18,780.11 14,364.47 19,325.36 psf ACI Eq. 9-3 7,646.94 9,632.00 7,367.29 9,911.65 psf ACI Factors (per ACI, applied inte rnally to entered loads) Ala y-1 & 9-2 L)L 1.200 ACI 9-2 Group ractor 0.750 UBC 1921.2.7 "1.4" Factor • 1.400 ACI 9-1 & 9-2 LL 1.600 ACI 9-3 Dead Load Factor 0.900 UBC 1921.2.7 "0.9" Factor 0.900 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.300 ....seismic = ST ° : 1.100 Title : Dsgnr: Description Scope : User 06eC E2502 General Footing Analysis sis & Design (c)19833--22002 ENER ENERCALALC naineerinoeerinc Software g Y Description col M1+G2 FTG Job # Date: 8:30AM, 10 JAN 06 Page 1 c:lprojects\5500.021enercalc\moved walls.ec,- General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Allowable Son bearing 20,000.0 psf Dimensions... Short Term Increase 1.330 Width along X-X Axis 7.500 ft Seismic Zone 0 Length along Y-Y Axis 7.500 ft Live & Short Term Combined Footing Thickness 24.00 in Col Dim. Along X-X Axis 18.00 in fc 5,000.0 psi Col Dim. Along Y-Y Axis 36.00 in Fy 60,000.0 psi Base Pedestal Height 24.000 in Concrete Weight 150.00 pcf Overburden Weight 0.00 psf Min Steel % 0.0014 Rebar Center To Edge Distance 3.50 in ~OafiS Applied Vertical Load... Dead Load 376.700 k ...ecc along X-X Axis 0.000 in Live Load 351.100 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 -79.500 k-ft -245.200 k-ft Live Load -81.900 k-ft -134.800 k-ft Short Term k-ft 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 Short Term k k can mary Footing Design OK 7.50ft x 7.50ft Footing, 24.Oin Thick , w/ Column Support 18.00 x 36.00in x 24.Oin high DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 18,667.1 18,667.1 psf Max Mu 91.987 k-ft per ft Allowable 20,000.0 26,600.0 psf Required Steel Area 1.027 in2 per ft 'X Ecc, of Resultant 2.596 in 2.596 in "Y' Ecc, of Resultant 6.112 in 6.112 in Shear Stresses.... Vu Vn ' Phi I 1-Way 105.489 120.208 psi X-X Min. Stability Ratio 7.362 1.500 :1 2 Way 189.183 240.416 psi Y-Y Min. Stability Ratio 17.333 Footing Design Shear Forces ACI 9-1 ACI 9-z Vn ' rrn Two-Way Shear 189.18 psi 141.66 psi 63.17 psi 240.42 psi One-Way Shears... Vu @ Left 77.84 psi 58.29 psi 25.85 psi 120.21 psi Vu @ Right 105.49 psi 78.99 psi 35.31 psi 120.21 psi Vu @ Top 23.76 psi 17.79 psi 7.80 psi 120.21 psi Vu @ Bottom 54.84 psi 41.07 psi 18.43 psi 120.21 psi Moments ACI 9-1 ACI 9-2 ACI 9-3 Ru / Phi As Reo'd Mu @ Left 91.99 k-ft 68.88 k-ft 30.80 k-ft 243.2 psi 1.03 in2 per ft Mu @ Right 70.46 k-ft 52.76 k-ft 23.44 k-ft 186.3 psi 0.82 in2 per ft Mu @ Top 30.10 k-ft 22.54 k-ft 9.92 k-ft 79.6 psi 0.44 in2 per ft Mu @ Bottom 61.19 k-ft 45.82 k-ft 20.56 k-ft 161.8 psi 0.82 in2 per ft Title : Dsgnr: Description Scope Rev: 560100 User: EN ver5.6.1, 2002 Genera! Footing Analysis $ Design /d19833--2002 2002 ENERCAI Fnnineeriineering Software Description col M1+G2 FTG Job # Date: 8:30AM, 10 JAN 06 Page 2 c:\proiects\5500.02\enercalc\moved walls.ecw. Soil Pressure Summary Service Load Soil Pressures Left Right 1 op Bottom DL + LL 15,558.13 10,967.20 7,858.22 18,667.11 psf DL + LL + ST 15,558.13 10,967.20 7,858.22 18,667.11 psf Factored Load Soil Pressures ACI Eq. 9-1 21,598.60 15,225.23 10,909.19 25,914.64 psf ACI Eq. 9-2 16,173.61 11,401.06 8,169.09 19,405.58 psf ACI Eq. 9-3 7,387.10 5,207.30 3,731.13 8,863.27 psf ACI Factors (per ACI, applied inte rnally to entered loads) AC;I 9-1 & 9-2 DL i.zuu Ala 9-1 Group ractor 0.750 UBC 1921.2 .7 "1.4" Factor 1.400 ACI 9-1 & 9-2 LL 1.600 ACI 9-3 Dead Load Factor 0.900 UBC 1921.2 .7 "0.9" Factor 0.900 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.300 ....seismic = ST ` : .1.100 Title : Dsgnr: Description Scope : User: KW-060365: Ver 5.6.1, 25-Oct-2002 (c)1983-2002 ENFRCAL C Fmmeering Software Description col 7 FTG General Footing Analysis & Design Job # Date: 8:30AM, 10 JAN 06 Page 1 c:\oroiects\5500.02\enercalc\moved walls erw 'General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Allowable Soil Bearing 20,000.0 psf Dimensions... Short Term Increase 1.330 Width along X-X Axis 6.000 ft Seismic Zone 0 Length along Y-Y Axis 6.000 ft Live & Short Term Combined Footing Thickness 24.00 in Col Dim. Along X-X Axis 18.00 in fc 5,000.0 psi Col Dim. Along Y-Y Axis 36.00 in Fy 60,000.0 psi Base Pedestal Height 24.000 in Concrete Weiaht 150.00 pcf Overburden Weight 0.00 psf Min Steel % Rebar Center To Edge Distance 0.0014 3.50 in Loads Applied Vertical Load... Dead Load 344.200 k ...ecc along X-X Axis 0.000 in Live Load 173.700 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 -70.600 k-ft Live Load -21.700 k-ft -87.700 k-ft Short Term k-ft 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 Short Term k k Summary Footing Design OK 6.00ft x 6.00ft Footing, 24.Oin Thick, w/ Column Support 18.00 x 36.00in x 24.Oin high DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 19,120.8 19,120.8 psf Max Mu 50.244 k -ft per ft Allowable 20,000.0 26,600.0 psf Required Steel Area 0.736 in2 per ft "X' Ecc, of Resultant 0.491 in 0.491 in 'Y Ecc, of Resultant 3.584 in 3.584 in Shear Stresses.... Vu Vn * Phi 1-Way 46.459 120.208 psi 1 X-X Min. Stability Ratio 10.045 1.500 :1 2-Way 104.706 240.416 psi I Y-Y Min. Stability Ratio 73.279 Footing Design Shear Forces ACI 9-1 ACI 9-2 HLi Vn ' Phi Two-Way Shear 104.71 psi 78.35 psi 46.83 psi 240.42 psi One-Way Shears... Vu @ Left 43.00 psi 32.18 psi 19.24 psi 120.21 psi Vu @ Right 46.46 psi 34.76 psi 20.80 psi 120.21 psi Vu @ Top 0.00 psi 0.00 psi 0.00 psi 120.21 psi Vu @ Bottom 0.00 psi 0.00 psi 0.00 psi 120.21 psi Moments ACI 9-1 ACI 9-2 ACI 9-3 Ru / Phi As Read Mu @ Left 50.24 k-ft 37.59 k-ft 22.48 k-ft 132.8 psi 0.74 in2 per ft Mu @ Right 47.13 k-ft 35.26 k-ft 21.07 k-ft 124.6 psi 0.69 in2 per ft Mu @ Top 15.98 k-ft 11.96 k-ft 7.12 k-ft 42.3 psi 0.34 in2 per ft Mu @ Bottom 27.20 k-ft 20.35 k-ft 12.20 k-ft 71.9 psi 0.40 in2 per ft Title : Dsgnr: Description Scope : User: KW-060365, Ver 5.6.1, 25-Oct-2002 (cn983-2002 ENERCALC Enoineerino Software Description col 7 FTG General Footing Analysis & Design Job # Date: 8:30AM, 10 JAN 06 Page 2 \projects;5500.02\enercalc\moved walls.ecw Soil Pressure Summary Service Load Soil Pressures Left Right Top Bottom DL + LL 15,326.39 14,120.83 10,326.39 19,120.83 psf DL + LL + ST 15,326.39 14,120.83 10,326.39 19,120.83 psf Factored Load Soil Pressures ACI Eq. 9-1 20,400.68 18,795.99 13,745.27 25,451.40 psf ACI Eq. 9-2 15,265.38 14,064.62 10,285.28 19,044.72 psf ACI Eq. 9-3 9,238.34 8,511.66 6,224.47 11,525.53 psf ACI Factors per ACI, applied inte rnally to entered loads) ACI 9-1 & 9-2 UL 1.200 ACI 9-2 Group Factor U. /5U UBC 1921.2 .7 "1.4" Factor 1.400 ACI 9-1 & 9-2 LL 1.600 ACI 9-3 Dead Load Factor 0.900 UBC 1921.2 .7 "0.9" Factor 0.900 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Ter m Factor 1.300 ....seismic = ST * : 1.100 Title : Job # Dsgnr: Date: 8:30AM, 10 JAN 06 Description Scope User: KW-0603E Very.^.1,25-0ct-2002 General Footing Analysis & Design Page 1 (c)1983-2002 ENERCALC Enweerinq Software c:11oroiects1,5500.02\enercalc\moved wall- °cw " Description col 13 t=TG LGeneral Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Aliowabie soli bearing zu,uuu.u psr Dimensions... Short Term Increase 1.330 Width along X-X Axis 5.750 ft Seismic Zone 0 Length along Y-Y Axis 5.750 ft Footing Thickness 24.00 in Live & Short Term Combined Col Dim. Along X-X Axis 18.00 in fc 5,000.0 psi Col Dim. Along Y-Y Axis 36.00 in Fy 60,000.0 psi Base Pedestal Height 24.000 in Concrete Weight 150.00 pcf Overburden Weight 0.00 psf Min Steel % 0.0014 Rebar Center To Edge Distance 3.50 in LLoads Applied Vertical Load... _ Dead Load 436.2004 ...ecc along X-X Axis 0.000 in Live Load 71.700 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 93.300 k-ft 17.400 k-ft Live Load 15.200 k-ft 2.300 k-ft Short Term k-ft 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 Short Term k k Surrtmary Footing Design OK j 5.75ft x 5.75ft Footing, 24.Oin Thick, w/ Column Support 18.00 x 36.00in x 24.Oin high DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 19,127.0 19,127.0 psf Max Mu 51.133 k -ft per ft Allowable 20,000.0 26,600.0 psf Required Steel Area 0.749 in2 per ft 'X Ecc, of Resultant 2.508 in 2.508 in "Y' Ecc, of Resultant 455 in 0 0.455 in Shear Stresses.... Vu Vn ° Phi . 1-Way 39.125 120.208 psi X-X Min. Stability Ratio 75.767 1.500 :1 2-Way 86.039 240.416 psi Y-Y Min. Stability Ratio 13.757 Footing Design Shear Forces Aul 9-1 Alui 4-2 HMI e Vn ` Phi Two-Way Shear 86.04 psi 64.37 psi 52.80 psi 240.42 psi One-Way Shears... Vu @ Left 39.12 psi 29.27 psi 24.02 psi 120.21 psi Vu @ Right 25.47 psi 19.06 psi 15.61 psi 120.21 psi Vu @ Top 0.00 psi 0.00 psi 0.00 psi 120.21 psi Vu @ Bottom 0.00 psi 0.00 psi 0.00 psi 120.21 psi Moments ACI 9-1 ACI 9-2 ACI 9-3 Ru / Phi As Req'd Mu @ Left 36.16 k-ft 27.05 k-ft 22.17 k-ft 95.6 psi 0.53 in2 per ft Mu @ Right 51.13 k-ft 38.25 k-ft 31.39 k-ft 135.2 psi 0.75 in2 per ft Mu @ Top 18.93 k-ft 14.16 k-ft 11.62 k-ft 50.0 psi 0.34 in2 per ft Mu @ Bottom 17.66 k-ft 1121 k-ft 10.83 k-ft 46.7 psi 0.34 in2 per ft Title : Dsgnr: Description Scope : User: KW-060365, Ver 5.6.1, 25-Oct-2002 (c)1983-2002 ENERCALC Enoineerina Software Description col 13 FTG !General Footing Analysis & Design Job # Date: 8:30AM, 10 JAN 06 Page 2 c:\oroiects\5500.02\enercalc\moved wail° -v-, Soil Pressure Summary Service Load Soil Pressures Left Right Top Bottom DL + LL 12,278.30 19,126.99 16,324.39 15,080.90 psf DL + LL + ST 12,278.30 19,126.99 16,324.39 15,080.90 psf Factored Load Soil Pressures ACI Eq. 9-1 15,412.24 24,009.01 20,491.07 18,930.18 psf ACI Eq. 9-2 11,530.45 17,961.99 15,330.10 14,162.34 psf ACI Eq. 9-3 9,495.61 14,792.14 12,624.71 11,663.04 psf LAC[ Factors (per ACI, applied inte rnally to entered loads) AUI y-1 & a-Z UL 1.2UU AGI 9-2 Group Factor 0.750 V bu "I yCI .L. % "1.4° Factor • 1.4UU ACI 9-1 & 9-2 LL 1.600 ACI 9-3 Dead Load Factor 0.900 UBC 1921.2.7 "0.9" Factor 0.900 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.300 ....seismic = ST ' : 1.100 Title : Dsgnr: Description Scope : Rev: 560100 User: KW-060365, Ver 5.6.1, 25-Oct-2002 (c)1983-2002 ENERCALC Enqineerinq Software Description col 8 FTG General Footing Analysis & Design Job # Date: 8:30AM, 10 JAN 06 Page 1 r. \orni-ta~r5nn n?\enercalclmoved walls.ecw- LGeneral Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Allowable Soil Bearing 20,000.0 psf Dimensions... Short Term Increase 1.330 Width along X-X Axis 5.500 ft Seismic Zone 0 Length along Y-Y Axis 5.500 ft Footing Thickness 24.00 in Live & Short Term Combined Col Dim. Along X-X Axis 18.00 in fc 5,000.0 psi Col Dim. Along Y-Y Axis 36.00 in Fy 60,000.0 psi Base Pedestal Height 24.000 in Concrete Weight 150.00 pcf Overburden Weight 0.00 psf Min Steel % Rebar Center To Edge Distance 0.0014 3.50 in Loads Applied Vertical Load... Dead Load Live Load Short Term Load 283.200 k 188.200 k ...ecc along X-X Axis 0.000 in ...ecc along Y-Y Axis 0.000 in Applied Moments.. Dead Load Live Load Short Term k Creates Rotation about Y-Y Axis (pressures @ left & right) -52.300 k-ft -33.500 k-ft k-ft Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis (pressures @ top & bot) 8.200 k-ft 10.000 k-ft k-ft Creates Rotation about X-X Axis Applied Shears... (pressures @ left & right) (pressures @ top & bot) Dead Load k k Live Load k k Short Term k k Summary Footing Design OK 5.50ft x 5.50ft Footing, 24 `Oin Thick, w/ Column.Support 18.00 x 36.00in x 24.Oin high DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 19,022.3 19,022.3 psf Max Mu 48.979 k -ft per ft Allowable 20,000.0 26,600.0 psf Required Steel Area 0.717 in2 per ft ' X' Ecc, of Resultant 2.137 in 2.137 in ' "Y' Ecc, of Resultant 0.453 in 0.453 in Shear Stresses.... Vu Vn Phi 1-Way 26.931 120.208 psi X-X Min. Stability Ratio 72.803 1.500 :1 2-Way 86.794 240.416 psi Y-Y Min. Stability Ratio 15.443 Footing Design Shear Forces A,U 9-1 AGI 9-2 +-I 3 Vn ' Phi Two-Way Shear 86.79 psi 64.93 psi 34.43 psi 240.42 psi One-Way Shears... Vu @ Left 18.21 psi 13.63 psi 7.18 psi 120.21 psi Vu @ Right 26.93 psi 20.15 psi 10.69 psi 120.21 psi Vu @ Top 0.00 psi 0.00 psi 0.00 psi 120.21 psi Vu @ Bottom 0.00 psi 0.00 psi 0.00 psi 120.21 psi Moments ACI 9-1 ACI 9-2 ACI 9-3 Ru / Phi As Redd Mu @ Left 48.98 k-ft 36.64 k-ft 19.47 k-ft 129.5 psi 0.72 in2 per ft Mu @ Right 35.96 k-ft 26.90 k-ft 14.23 k-ft 95.1 psi 0.52 in2 per ft Mu @ Top 17.16 k-ft 12.84 k-ft 6.81 k-ft 45.4 psi 0.34 in2 per ft Mu @ Bottom 15.95 k-ft 11.94 k-ft 6.32 k-ft 42.2 psi 0.34 in2 per ft Title : Dsgnr: Description Scope r Rev: 560100 User: 0FNF- CAL'-. ngineaive i-2002 General Footing Analysis & Design lc11983-2002 FNFRCALC EnerinG Software J Description col 8 FTG Soil Pressure Summary Service Load Soii Pressures Left Right DL + LL 19,022.31 12,833.88 DL + LL + ST 19,022.31 12,833.88 Factored Load Soil Pressures ACI Eq. 9-1 25,798.81 17,405.82 ACI Eq. 9-2 19,301.14 13,022.00 ACI Eq. 9-3 10,385.04 7,006.53 LACl Factors (per ACI, applied inte rnally to entered loads) ACI 9-1 & 9-2 DL 1.2uu ACI 9-2 Group Factor ACI 9-1 & 9-2 LL 1.600 ACI 9-3 Dead Load Factor ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor ....seismic = ST 1.100 Job # Date: 8.30AM, 10 JAN 06 Page 2 c:lnmi-W.FFnn')2\enercalclmoved walls.ecw~ Top bottom 16,584.45 15,271.75 psf 16,584.45 15,271.75 psf 22,492.48 20,712.15 psf 16,827.54 15,495.60 psf 9,054.11 8,337.46 psf u. 75u UBG 1921.2 .7 "1.4" Factor 1.400 0.900 UBC 1921.2 .7 "0.9" Factor 0.900 1.300 Title : Dsgnr: Description Scope : User: KW-060365, Ver 5.6.1, 25-Oct-2002 (c)1983-2002 ENERCALC Enoineenno Software 3 Description col 14 FTG General Footing Analysis & Design Job # Date: 8:30AM, 10 JAN 06 Page 1 c:lproiects!5500.02\enercalc\moved walls.ecw General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Aiiowame Son Bearing 20,000.0 psf Dimensions... Short Term increase 1.330 Width along X-X Axis 5.250 ft Seismic Zone 0 Length along Y-Y Axis 5.250 ft Live & Short Term Combined Footing Thickness 24.00 in Col Dim. Along X-X Axis 18.00 in fc 5,000.0 psi Col Dim. Along Y-Y Axis 36.00 in Fy 60,000.0 psi Base Pedestal Height 24.000 in Concrete Weight 150.00 pcf Overburden Weight 0.00 psf Min Steel % 0.0014 Rebar Center To Edge Distance 3.50 in Loads Applied Vertical Load... Dead Load Live Load Short Term Load Applied Moments... Dead Load Live Load Short Term 312.500 k 58.300 k ...ecc along X-X Axis 0.000 in ...ecc along Y-Y Axis 0.000 in k Creates Rotation about Y-Y Axis (pressures @ left & right) 3.800 k-ft 0.600 k-ft k-ft Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis (pressures @ top & bot) 108.900 k-ft 20.100 k-ft k-ft Creates Rotation about X-X Axis Applied Shears... (pressures @ left & right) (pressures @ top & bot) Dead Load k k Live Load k, k Short Term k k Summary Footing Design OK 5.25ft x 5.25ft Footing, 24.Oin Thick, w/ Column Support 18.00 x 36.00in x 24.Oin high DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 19,150.9 19,150.9 psf Max Mu 30.284 k -ft per ft i Allowable 20,000.0 26,600.0 psf Required Steel Area 0.441 in2 per ft "X Ecc, of Resultant 0.139 in 0.139 in "Y' Ecc, of Resultant 4.069 in 4.069 in Shear Stresses.... Vu Vn * Phi 1-Way 8.719 120.208 psi X-X Min. Stability Ratio 7.741 1.500 :1 2-Way 54.850 240.416 psi Y-Y Min. Stability Ratio 226.954 Footing Design Shear Forces Aul a-1 Aui y-2 ACl a-a `yn rnl Two-Way Shear 54.85 psi 41.00 psi 32.83 psi 240.42 psi One-Way Shears... Vu @ Left 8.72 psi 6.52 psi 5.21 psi 120.21 psi Vu @ Right 8.48 psi 6.34 psi 5.07 psi 120.21 psi Vu @ Top 0.00 psi 0.00 psi 0.00 psi 120.21 psi Vu @ Bottom 0.00 psi 0.00 psi 0.00 psi 120.21 psi Moments ACI 9-1 ACI 9-2 ACI 9-3 Ru / Phi As Rec'd Mu @ Left 29.65 k-ft 22.16 k-ft 17.75 k-ft 78.4 psi 0.43 in2 per ft Mu @ Right 30.28 k-ft 22.63 k-ft 18.13 k-ft 80.1 psi 0.44 in2 per ft Mu @ Top 14.53 k-ft 10.86 k-ft 8.71 k-ft 38.4 psi 0.34 in2 per ft Mu @ Bottom 7.04 k-ft 5.26 k-ft 4.20 k-ft 18.6 psi 0.34 in2 per ft Title : Dsgnr: Description Scope : User: KVJ-060365, Ver 5.6.1, 25-Oct-2002 (cM983-2002 FNERCAI. C Fngineering software Description col 14 FTG Soil Pressure Summary Service Load Soii rressures Lett Right DL + LL 13,619.60 13,984.48 DL + LL + ST 13,619.60 13,984.48 Factored Load Soil Pressures ACI Eq. 9-1 17,178.41 17,638.64 ACI Eq. 9-2 12,840.31 13,184.32 ACI Eq. 9-3 10,335.63 10,612.53 ACI Factors (per ACI, applied inte rnally to entered loads) AGI 9-1 & 9-2 DL i.zuu Acl 9-2 Group Factor ACI 9-1 & 9-2 LL 1.600 ACI 9-3 Dead Load Factor ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor ....seismic = ST 1.100 General Footing Analysis & Design Top 19,150.92 19,150.92 24,155.08 18,055.14 14,533.24 Job # Date: 8:30AM, 10 JAN 06 Page 2 c:\oroiects\5500.02\enercalc\moved walls-ecw Bottom 8,453.16 psf 8,453.16 psf 10,661.98 psf 7,969.48 psf 6,414.93 psf 0.750 Ubt- 1yZ1.23 1.4" Factor 1.400 0.900 UBC 1921.2.7 "0.9" Factor 0.900 1.300 Title : Job # Dsgnr: Date: 8:30AM, 10 JAN 06 Description Scope Rev: 560100 User. KW-060365, Ver 5.6.1, 25-Oct-2002 General Footing Anal sis Desi n Page 1 j ld1993-?no2 ENERCALC Enqineerinq Software - y g r \ nrniects15500.02\enercalc\moved walls.ecw Description col 15 F I G General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Aiiowaoie 5oii bearing 20,000.0 psf Dimensions... Short Term Increase 1.330 Width along X-X Axis 4.000 ft Seismic Zone 0 Length along Y-Y Axis 4.000 ft Live & Short Term Combined Footing Thickness 24.00 in Col Dim. Along X-X Axis 18.00 in fc 5,000.0 psi Col Dim. Along Y-Y Axis 36.00 in Fy 60,000.0 psi Base Pedestal Height 24.000 in Concrete Weight 150.00 pcf Overburden Weight 0.00 psf Min Steel % 0.0014 Rebar Center To Edge Distance 3.50 in ' Loads Applied Vertical Load... Dead Load Live Load Short Term Load Applied Moments. Dead Load Live Load Short Term 216.300 k 35.900 k . M 1 ...ecc along X-X Axis 0.000 in ...ecc along Y-Y Axis 0.000 in k Creates Rotation about Y-Y Axis (pressures @ left & right) 22.600 k-ft 0.700 k-ft k-ft Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis (pressures @ top & bot) -26.900 k-ft -7.400 k-ft k-ft Creates Rotation about X-X Axis Applied Shears... (pressures @ left & right) (pressures @ top & bot) Dead Load k k Live Load k k Short Term k k - - stimalary Footing Design t?K~ 4.00ft x 4.00ft Footing, 24.Oin Thick, w/ Column Support 18.00 x 36 .00in x 24.0in high DL+LL DL+LL+ST • Actual Allowable Max Soil Pressure 19,362.5 19,362.5 psf Max Mu 17.292 k-ft per ft Allowable 20,000.0 26,600.0 psf Required Steel Area 0.344 in2 per ft "X Ecc, of Resultant 1.082 in 1.082 in "Y' Ecc, of Resultant 1.593 in 1.593 in Shear Stresses.... Vu Vn ' Phi 1 Way 0.000 120.208 psi i X-X Min. Stability Ratio 15.064 1.500 :1 2-Way 15.581 240.416 psi Y-Y Min. Stability Ratio 22.176 Footing Design Shear Forces Acl 1-4-1 ACI 9-2 AC Vn Phi Two-Way Shear 15.58 psi 11.63 psi 9.52 psi 240.42 psi One-Way Shears... Vu @ Left 0.00 psi 0.00 psi 0.00 psi 120.21 psi Vu @ Right 0.00 psi 0.00 psi 0.00 psi 120.21 psi Vu @ Top 0.00 psi 0.00 psi 0.00 psi 120.21 psi Vu @ Bottom 0.00 psi 0.00 psi 0.00 psi 120.21 psi Moments ACI 9-1 ACI 9-2 ACI 9-3 Ru / Phi As Reo'd Mu @ Left 13.82 k-ft 10.31 k-ft 8.44 k-ft 36.5 psi 0.34 in2 per ft Mu @ Right 17.29 k-ft 12.90 k-ft 10.57 k-ft 45.7 psi 0.34 in2 per ft Mu @ Top 2.01 k-ft 1.50 k-ft 1.23 k-ft 5.3 psi 0.34 in2 per ft Mu @ Bottom 2.96 k-ft 2.21 k-ft 1.81 k-ft 7.8 psi 0.34 in2 per ft Title : Dsgnr: Description Scope : User: KW-060365, Ver 5.6.1, 25-Oct-2002 1c11983-2002 ENERCALC Enaineerina Software Description col 15 FT( General Footing Analysis & Design Job # Date: 8:30AM, 10 JAN 06 Page 2 \~,oiects:5500.02'\enercalclmoved walls.ecw, Soil Pressure Summary Service Load Soil Pressures Left Right Top Bottom DL + LL 13,962.50 18,331.25 12,931.25 19,362.50 psf DL + LL + ST 13,962.50 18,331.25 12,931.25 19,362.50 psf Factored Load Soil Pressures ACI Eq. 9-1 17,531.08 23,016.42 16,236.26 24,311.24 psf ACI Eq. 9-2 13,082.65 17,176.10 12,116.38 18,142.37 psf ACI Eq. 9-3 10,754.39 14,119.36 9,960.09 14,913.66 psf ACI Factors (per ACI, applied inte rnally to entered loads) ACI 9-1 & a-z UL 1.2UU ACI 9-2 Group Factor U150 UBC 1921.2 .7 "1.4" Factor 1.400 ACI 9-1 & 9-2 LL 1.600 ACI 9-3 Dead Load Factor 0.900 UBC 1921.2 .7 "0.9" Factor 0.900 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.300 ....seismic = ST ` : 1.100 Title : Job # Dsgnr: Date: 8:30AM, 10 JAN 06 Description Scope User: KW-060365, Ver5.6.1, 25-Oct-2002 General Footing. Analysis & Design Page 1 - (c)1983-2002 ENERCALC Enaineenna Software c:\projects'.5500.02\enercalc\moved walls.ecw: Description col 11 F -I G General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Allowable Soil Bearing 20,000.0 psf Dimensions... Short Term Increase 1.330 Width along X-X Axis 4.750 ft Seismic Zone 0- Length along Y-Y Axis 4.750 ft Footing Thickness 24.00 in Live & Short Term Combined Col Dim. Along X-X Axis 18.00 in fc 5,000.0 psi Col Dim. Along Y-Y Axis 36.00 in Fy 60,000.0 psi Base Pedestal Height 24.000 in Concrete Weight 150.00 pcf Overburden Weight 0.00 psf Min Steel % Rebar Center To Edge Distance 0.0014 3.50 in Loads Applied Vertical Load... Dead Load 198.800 k .ecc along X-X Axis 0.000 -in Live Load 37.400 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 11.500 k-ft -109.100 k-ft Live Load 1.900 k-ft -19.900 k-ft Short Term k-ft 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 Short Term k k Summary Footing Design OK 4.75ft x 4.75ft Footing, 24.9in Thick, w/ Column Support 18.00 x 36.00in x 24.Oin high DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 18,050.6 18,050.6 psf Max Mu 18.532 k -ft per ft Allowable 20,000.0 26,600.0 psf Required Steel Area 0.344 in2 per ft X Ecc, of Resultant 0.658 in 0.658 in "Y' Ecc, of Resultant 6:336 in 6.336 in Shear Stresses.... Vu Vn * Phi 1-Way 0.000 120.208 psi X-X Min. Stability Ratio 4.498 1.500 :1 2 Way 26.898 240.416 psi Y-Y Min. Stability Ratio 43.303 Footing Design Shear Forces ACI 9-1 ACI 9-2 Auk Vn ° Prif Two-Way Shear 26.90 psi 20.06 psi 16.04 psi 240.42 psi One-Way Shears... Vu @ Left 0.00 psi 0.00 psi 0.00 psi 120.21 psi Vu @ Right 0.00 psi 0.00 psi 0.00 psi 120.21 psi Vu @ Top 0.00 psi 0.00 psi 0.00 psi 120.21 psi Vu @ Bottom 0.00 psi 0.00 psi 0.00 psi 120.21 psi Moments ACI 9-1 ACI 9-2 ACI 9-3 Ru / Phi As Read Mu @ Left 16.56 k-ft 12.35 k-ft 9.87 k-ft 43.8 psi 0.34 in2 per ft Mu @ Right 18.53 k-ft 13.82 k-ft 11.06 k-ft 49.0 psi 0.34 in2 per ft Mu @ Top 1.96 k-ft 1.46 k-ft 1.15 k-ft 5.2 psi 0.34 in2 per ft Mu @ Bottom 8.21 k-ft 6.13 k-ft 4.91 k-ft 21.7 psi 0.34 in2 per ft Title : Job # Dsgnr: Date: 8:30AM, 10 JAN 06 Description Scope Rev: 560100 User: KW-060365, Ver5.6.1, 25-Oct-2002 f.7f2CleraiOalnC Analysis & Design Page 2 (c)1983-2002 ENERCALC Fnni-ring Software c,\orniartcl95n0.02\enpr-alc\moved walls.ecw: Description col 11 FTG LSoil Pressure Summary Service Load Soil Pressures Left kignt Top Bottom DL + LL 10,078.34 11,578.73 3,606.49 18,050.58 psf DL + LL + ST 10,078.34 11,578.73 3,606.49 18,050.58 psf Factored Load Soil Pressures ACI Eq. 9-1 12,711.11 14,603.46 4,548.62 22,765.95 psf ACI Eq. 9-2 9,483.22 10,895.01 3,393.53 16,984.70 psf ACI Eq. 9-3 7,631.88 8,768.06 2,731.04 13,668.91 psf ACI Factors (per ACI, applied inte rnally to entered loads) ACI 9-1 & 9-2 DL 1.200 ACI 9-2 Group Factor 0.750 UBC 1921.2 .7 "1.4" Factor 1 400 ACI 9-1 & 9-2 LL 1.600 ACI 9-3 Dead Load Factor 0.900 UBC 1921.2 . .7 "0.9" Factor 0 900 ACI 9-1 & 9-2 ST 1700 ACI 9-3 Short Term Factor 1.300 . ....seismic = ST 1.100 N S 7 K N 7 d N Q- -0 CD 7 f _ 5 I j i i i I I I I' ii <o i n i l v ,/mil I I m E a N @ a- (D m 3 r-i 3 3 U) L C m rl' m S r rho \ 3 3 V Z n 3 1' %A CiJ 7 Q N CD Q Y) n N N :ZjI N O O <n F~ V^' T~ t~ O N N N SID CD cn c N Z -0 O (D N N r N C (NOD _O 3 ~ N Q J o J N Q D (D N W N N 3 N W N N 3 9 3 N 7 _N O J N W N N 3 0 N 0 w c 0 C 0 r N Cn c a 00 0 0 J N co K N O J- 5 c (n m J o_ N CL N J N O' 0 N _J J N N N D 00 N N W (D 0 C) 0 c J D 0- 0 N C) 0 c N W N O 0 C 7 Z G (D N O J J (L] O O 7 N 0 _ Cn J G N C N V1 j r n N N 0 ~ I ~ Q J tin O 00 J _ N r N J v N N O CJt