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HomeMy WebLinkAboutB06-0196 Structural Column Repair Submittal #17 04/15/10. 135 De arty ' 'Of , P orl TRANSMITTAL FORN64, Revision Submittals: WY 1. "Field Set" of approved plans MUST accompany revisions. 2. No further inspections will be performed until the revisions are approved & the permit is re- issued. 3. Fees for reviewing revisions are $55.00 per hour (2 hour minimum), and are due upon issuance. Permit #(s) information applies to: Attention: 1 ?19- ( pResponse toi:orrection Letter _attached copy of correction letter () Deferred Submittal ( ) Other Project Street dress: (Number) (Street) (Suite #) Building /Complex Name: Contact Info lion: Company: Com ny Address: /'� City: � � Sta�,�,.: Zip: Contact Name: Contact Phone: E -Mail i Revised/ADDITIONAL Valuations (Labor & Materials) (DO NOT include original valuation) Building: $ 4(/ Plumbing: i $ Electrical: Mechanical: $ i Total: $ /� / List of Changes: Date Re 31VA �O NMOI 10Z 9 j ddd 01- Jan -10 4 , Rio - O m . APR 15 2010 TOWN OF VAIL STRUCTURAL CALCULATIONS r��za COLUMN FIXES (PACKAGE 8 - S9.01 G) PLAN CHECK FOUR SEASONS HOTELS and RESORTS Vail, Colorado for HILL GLAZIER ARCHITECTS 925 Alma Street Palo Alto, CA 94301 NISHICIAN 1200 Fo: San Francis( NM Job No. 7083 April 13, 2010 Punching Shear Check U @ 15.9/A7 detail 2/S9.01G @ d/2 from column face h 17 in 8.5" slab +8.5" cap d 2 = Vu = Mux = M uy = C,= C2 = X= y= b fc= as = YVX YvY 15.5 i n -102 k -4.6 k -ft -115 k -ft 16 24 23.75 in 39.5 in 87 in 5000 psi 30 0.462 0.341 -55 k -in -1380 k -in used for purpose of calculating yvx, yvy section affected by openings deducted 4/7/2010 0 d/2 from column face Item Side 1 Side 2 Side 3 Side 4 Side 5 Side 6 E X2 -3.875 -15.75 -3.875 0 0 0 Vu /b Y2 -19.75 0 19.75 0 0 0 -55.2 L 23.75 39.5 23.75 0 0 0 3.6573E +10 d 13.5 15.5 15.5 0 0 0 - 434.8146552 Ld 368.13 612.25 368.13 0.00 0.00 0.00 1348.50 Ldx - 1426.48 - 9642.94 - 1426.48 0.00 0.00 0.00 - 12495.91 Ldy - 7270.47 0.001 7270.471 0.001 0.001 0.001 0.00 b 1349 X -9.27 Y3 0.00 X2 - X3 5.39 -6.48 5.39 9.27 9.27 9.27 8 Y2-Y -19.75 0.00 19.75 0.00 0.00 0.00 Vu /b Ld 7370 12258 7370 0 0 0 -55.2 dL 17304 79605 17304 0 01 0 3.6573E +10 Parallel to X Y X Y Y Y - 434.8146552 Ixx // X 143592 0 143592 0 0 0 -0.048 Ixx // Y 168266 91863 168266 0 0 0 lyy // X 35375 117599 35375 0 0 0 lyy // Y 10701 25736 10701 0 0 0 Ixx 143592 91863 143592 0 0 0 379047 lyy 35375 25736 35375 0 0 0 96486 Ixy -391991 0 391991 0 0 01 0 v„ max Point A Point B Point C Point D X4 = 8 8 -15.75 -1535 Y4 = 19.75 -19.75 19 -75 - 19.75 Vu /b -0.076 -0.076 -0.076 -0.076 Mux -Vuy -55.2 -55.2 -55.2 -55.2 Iyy(y y3)- IXy(x4 -x3) 1.9056E +06 - 1.9056E +06 1.9056E +06 - 1.9056E +06 IXxlyy -IXy 3.6573E +10 3.6573E +10 3.6573E +10 3.6573E +10 Muy +Vux - 434.8146552 - 434.814655 - 434.814655 - 434.8146552 IXX(X X3) IXY(Y4 - Y3) 6.5448E +06 6.5448E +06 - 2.4575E +06 - 2.4575E +06 v -0.050 -0.048 -0.087 -0.084 v„ max 0.087 V,: 0.247 0.390 0.212 0.212 ksi Vc = (2 +4/(3c) �fc b - Eq. 11 -33 AC1318 -02 Vc = ((x /b +2) Vfc b F Eq. 11 -34 ACI318 -02 Vc = 4Vfc b F Eq. 11 -35 ACI318 -02 [On Punching Shear Check U @ 16.9 A7 detail 2/S9.01G @ d/2 from panel edge h 1 = 8.5 in slab d, = 7.125 i n Vu = - 10100 k Mux = -4.6 k -ft -55 k -in Muy = -115 k -ft -1380 k -in c, = 16 <= column dimension parallel to x c Z = 24 <= column dimension parallel to y X = 33.5 in I used for purpose of calculating yvx, yvy Y = 67 in b 134.125 in section affected by openings deducted Fc = 5000 psi fpc = 0 psi not used as = 30 yvx 0.485 yvy 0.320 V7J2010 6 d/2 from panel edee Item Side 1 Side 2 Side 3 Side 4 Side 5 Side 6 E X2 -8.75 -255 8.75 0 0 0 0.00 Y2 33.5 0 -335 0 0 0 0 L 335 67.125 33.5 0 0 0 22322 d 7.125 7.125 7.125 0 0 0 Y Ld 238.69 478.27 238.69 0.00 0.00 0.00 955.64 Ldx - 2088.52 - 12195.77 - 2088.52 0.00 0.00 0.00 - 16372.80 Ldy 7996.03 0.00 - 7996.03 0.00 0.00 0.00 0.00 bpd 956 X3 -17.13 Y3 0.00 X2 - X3 8.38 -8.37 8.38 17.13 17.13 17.13 -2530 Y2 - Y3 33.50 O.DO -33.50 0.00 0.00 0.00 Vu /bpd Ld /12 1010 2023 1010 0 0 0 -55.2 dL /12 22322 179579 22322 0 0 0 8.1556E +10 Parallel to X Y X Y X X 367.5461323 Ixx // X 267867 0 267867 0 0 0 -0.097 Ixx // Y 291199 181603 291199 0 0 0 l yy // X 40105 215086 40105 0 0 0 lyy // Y 16773 33483 16773 0 0 0 Ixx 267867 181603 267867 b 0 0 717337 lyy 40105 33483 40105 0 0 0 113693 Ixy 67029 0 -67029 0 0 0 0 v„ max 0.134 �v,: 0.247 Vc = (2 +4 /pc) �fc bpd *- Eq. 11 -33 ACI318 -02 0.191 Vc = (a /b, +2) Vf c bpd F Eq. 11 - 34 ACI318 - 02 0.212 Vc = 4Vfc b,d F Eq. 11 -35 ACI318 -02 O 0.191 ksi O Point A Point B Point C Point D X4 = -25 -50 -2530 8 8' Y4 = 3336 -33.56 33.56 -33.56 Vu /bpd -0.107 -0.107 -0.107 -0.107 Mux -Vuy -55.2 -55.2 -55.2 -55.2 Iyy(y y I -X 3.8155E +06 - 3.8155E +06 3.8155E +06 - 3.8155E+06 Ixxlyy -Ixy 8.1556E +10 8.1556E +10 8.1556E +10 8.1556E +10 Muy +Vux 367.5461323 367.5461323 367.5461323 367.5461323 Ixx(X4 - 6.0021E+06 - 6.0021E +06 1.8029E +07 1.8029E +07 V, -0.099 -0.097 -0.134 -0.132 v„ max 0.134 �v,: 0.247 Vc = (2 +4 /pc) �fc bpd *- Eq. 11 -33 ACI318 -02 0.191 Vc = (a /b, +2) Vf c bpd F Eq. 11 - 34 ACI318 - 02 0.212 Vc = 4Vfc b,d F Eq. 11 -35 ACI318 -02 O 0.191 ksi O check horizontal shear U @ 16.9 A detail 2/S9.01G 4M,01a Vu = 102.00 k (sign not applicable) M ux = 4.6 k -ft M uy = 115 k -ft (3x = 1 <= portion of Vu to be designed in X- direction by column perimeter, min 0.5 py = 05 <= portion of Vu to be designed in Y- direction by column perimeter, min 0.5 h = 8.5 in <= slab thickness h 8.5 in <= panel thickness panel size Lx = 2.50 <= panel dimension in x 30 Ly = 5.00 <= panel dimension in y 48 Check X-dir: Vx 102.00 k Vxx 46.00 k Qxx 2168 in' <= Qxx = Ayx Ixx 24565 in qxx 13.06 k /in <= VQ/1 As #5 @ 7 in <= dowels X -dir 7 in y-dir 0.31 in <= bar area Vux 91.41 for 7 in strip # of bars 8 (Ly -cover /spacing) +1 Emb min 6.8 in <= #5 Ldh w /2" cover (reduction when not fully developed) emb prov 6.5 in <= embedment provided for bars, max value = 6.8 9 1.0 <= µ, 11.7.4.3 ACI318 -02 OVnx 106.7 k OK Vn = A f µ <-- Eq.11 -25 ACI318 -02 Check Y -dir: Vy 51.00 k Vyy 0.92 k -ft Qyy 1084 in lyy 12283 in qyy 4.58 k /in Vuy 32.1 for 7 in strip # of bars 4 �Vny 53.3 k OK Vn = A, f f lt Eq.11 -25 AC1318 -02 Punching Shear Check L6 @ B6 /BE detail 2/S9.01G @ d/2 from column face h 18 -5 in 10" slab +8.5" cap d = 17 in Vu = -68.44 k Mux = 8.38 k -ft M uy = -41.26 k -ft c 1 = 16 c Z = 24 X = 28.5 i n Y = 26.5 in b 55 in fc = 5000 psi as = 20 yvx 0.391 yvy 0.409 101 k -in -495 k -in used for purpose of calculating yvx, yvy section affected by openings deducted 4/12/2010 (7a d/2 from column face Item Side 1 Side 2 Side 3 Side 4 Side 5 Side 6 E X2 -16.5 -2.25 0 0 0 0 Vu /b Y2 7.25 20.5 0 0 0 0 1066.7 L 26.5 28.5 0 0 0 0 5.2409E+09 d 17 17 0 0 0 0 Ld 450.50 484.50 0.00 0.00 0.00 0.00 935.00 Ldx - 7433.25 - 1090.13 0.00 0.00 0.00 0.00 - 8523.38 LdY 3266.13 9932.25 0.00 0.00 0.00 0.00 13198.38 b 935 X3 -9.12 Y 14.12 X2 - X3 -7.38 6.87 9.12 9.12 9.12 9.12 -16.5 Y -Y -6.87 6.38 -14.12 -14.12 -14.12 -14.12 Vu /b Ld /12 10850 11668 0 0 0 0 1066.7 dL 26364 32795 0 0 01 0 5.2409E+09 Parallel to Y X Y Y Y Y IxX // X 21237 19747 0 0 0 0 0.008 lxx // Y 58450 64210 0 0 0 0 lyy // X 61777 67303 0 0 0 0 lyy // Y 24563 22840 0 0 0 0 Ixx 58450 19747 0 0 0 0 78197 lyy 24563 67303 0 0 0 0 91866 Ixy 22840 21237 0 0 0 01 44077 v„ max Point A Point B Point C Point D X4 = -16.5 -16.5 12.8125 0.212 ksi Y4 = -6 20.5 20.5 Vu /b -0.073 -0.073 -0.073 M ux -VuY 1066.7 1066.7 1066.7 IYY(Y Y IXy(X -x - 1.5225E +06 9.1195E +05 - 3.8005E +05 IXXIYY -IXY 5.2409E+09 5.2409E +09 5.2409E +09 M uY +VuX 128.7728182 128.7728182 128.7728182 IXX(X IXY(Y -Y 3.0923E +05 - 8.5880E +05 1.4333E +06 v -0.198 0.008 -0.118 v„ max 0.198 O y 0.247 0.434 0.212 O 0.212 ksi Vc = (2 +4/(3c) �fc b -,- Eq. 11 -33 AC1318 -02 Vc = ((x /b +2) Vfc b E- Eq. 11 -34 ACI318 -02 Vc = 4Vfc b F Eq. 11 -35 ACI318 -02 OK Punching Shear Check h1= d1= Vu = Mux = Muy = c1= C2 = X = y= b fc= fpc = as = YVX YvY L6 @ B66/BOE @ d/2 from panel edge 10 in slab 8.625 i n -64 k 8.38 k -ft -41.26 k -ft 16 24 45.00 in 32.00 in 97.625 in 560© psi 133.5 psi 20 0.360 0.442 detail 9/S9.01G 101 k -in -495 k -in <= column dimension parallel to x <= column dimension parallel to y used for purpose of calculating yvx, yvy section affected by openings deducted used -68.4K 4/13/20110 nR rl M frnm nnnal ariva Item Side 1 Side 2 Side 3 Side 4 Side 5 Side 6 1 X2 9.65623 -3731 0 0 0 0 Vu /b Y2 30.31 9.156 0 0 0 0 1453.7 L 55.31 42.3125 0 0 0 0 4.4465E +10 d 8.625 8.625 0 0 - 0 0 Ld 477.07 364.95 0.00 0.00 0.00 0.00 . 842.02 Ldx 4606.71 - 13617.02 0.00 0.00 0.00 0.00 - 9010.31 LdY 14461.19 _ 3341.441 0.001 0.001 0.001 0.001 17802.63 Dp0 X -10.70 Y 21.14 64L X2 - X3 20.36 -26.61 10.70 10.70 10.70 10.70 -37.31 Y2 - Y3 9.17 -11.99 -21.14 -21.14 -21.14 -21.14 Vu /b Ld /12 2957 2262 0 0 0 0 1453.7 dL 121632 54448 0 0 0 0 4.4465E +10 Parallel to X Y Y Y X X Ixx // X 40113 52437 0 0 0 0 0.062 Ixx // Y 164702 109148 0 0 0 0 IYY // X 322294 315157 0 0 0 0 lyy // Y 197704 258446 0 0 0 0 Ixx 40113 109148 0 0 0 0 149261 lyy 322294 258446 0 0 0 0 580740 Ixy 1 890531 116414 0 0 0 0 205467 v„ max 0.219 V, 0.262 Vc = (2 +4 /pc) �f c b Eq. 11 -33 ACI318 -02 0.211 Vc = (odd /b +2) Vf'c b F Eq. 11 -34 AC1318 -02 0.224 Vc = 4Vfc b F Eq. 11 -35 ACI318 -02 0.213 Vc = RpVF'C + 0.3fpc, where Vp = 0 (Eq.11 -36 ACI318 -02) O 0.213 ksi OK Point A Point B Point C Point D X4 = -37.31 -37.31 18 Y4 = -8.55 30.31 30.31 Vu /b -0.076 -0.076 -0.076 M ux -V uY 1453.7 1453.7 1453.7 IYY(Ya Y3) - 1.1776E+07 1.0793E +07 - 5.7193E +05 IXX,YY -IXY 4.4465E +10 4.4465E +10 4.4465E +10 M uY +Vux 189.7365941 189.7365941 189.7365941 IXX(X4 X3) IXY(Y4 - Y3) 2.1288E +06 - 5.8561E+06 2.3999E +06 V, -0.219 0.062 -0.087 v„ max 0.219 V, 0.262 Vc = (2 +4 /pc) �f c b Eq. 11 -33 ACI318 -02 0.211 Vc = (odd /b +2) Vf'c b F Eq. 11 -34 AC1318 -02 0.224 Vc = 4Vfc b F Eq. 11 -35 ACI318 -02 0.213 Vc = RpVF'C + 0.3fpc, where Vp = 0 (Eq.11 -36 ACI318 -02) O 0.213 ksi OK check horizontal shear L6 @ B61BE detail 2/59.OIG V13120 Vu = 68.44 k (sign not applicable) M ux = 8.4 k -ft Muy = 41.26 k -ft Ox = 1 <= portion of Vu to be designed in X- direction by column perimeter, min 0.5 Ry = 1 <= portion of Vu to be designed in Y- direction by column perimeter, min 0.5 h = 10 in <= slab thickness h = 8.5 in <= panel thickness panel size Lx = 3.75 <= panel dimension in x 45 Ly = 2.67 <= panel dimension in y 32 Check X -dir: Vx 68.44 k Vxx 2.24 k Qxx 1360 in <= Qxx = Ayx Ixx 16884 in qxx 5.69 Vin <= VQ/1 As #5 @ 7 in <= dowels X -dir 7 in y-dir 0.31 in <= bar area Vux 39.85 for 7 in strip # of bars 4 (Ly -cover /spacing) +1 Emb min 6.8 in <_ #5 Ldh w /2" cover (reduction when not fully developed) emb prov 6.5 in <= embedment provided for bars, max value = 6.8 µ 1.0 <= µ, 11.7.4.3 ACI318 -02 #nx 53.3 k OK Vn = A f µ <— Eq.11 -25 ACI318 -02 Check Y -dir: Vy 68.44 k Vyy 15.47 k -ft Qyy 1913 in' lyy 23744 in qyy 6.76 Vin Vuy 47.3 for 7 in strip # of bars 6 OVny 80.0 k OK Vn = A,� f µ +-- Eq.11 -25 AC1318 -02 IT ALL DRAWINGS AND WRIT MATERIAL APPEARING HER-FIN CONST UTE THE ORIGINAL AND UNPUBLISHED WORKS OF THE ENGINEER AND THE SAME WAY MAY NOT BE DUPLICATED, USED OR DISCLOSED WITHOUT THE WRITTEN CONSENT OF THE ENGINEER d ►; ► m N m m >< ca) C.7 G T co M c; z cn CD CO C 0 21 V) > 0 r m m CO Q m C5 n 0 Z: u G5 CO C) GD m M Y4" CLR 7 1 " MAX M 00 m c: : ,C-4 o� of C37 (.n - : P CA r m r-0 -- m M m m - 0 � U C:) - 0 ;:0 r m �2! (z) * c :z -< m m C= - 0 m - 0 --- 4 �M� K P 5 ;0 Fri 0 M C -< >. m m CO M (1) -< m (Z) - n -:: M (D m -Tj p r— m - a M C) c/) m M C) m C> n C> - M m - Tj >< :;a -< M V) - q C> :z m ;;K C:> M (:;I D CD :2�- -< V) - n m 0 r C�l m m C) =::i m ;0 G'> m C7 a 7 �3 C) Q r M - 0 U) Z: ; >< m j-� c) ;V ;:0 c> >< O m C-) K - 0 - 0 M z r 7:0017 X m - c) (J) 9 00 M . ;;" m m ;;a M V) - a C) c-') cz: >- >. - 0 m C V) (- V) V) - T c> V) Z: G-) m � C C) ---q C� 00 M (5 � C:l M r m Q ;0 M m V C5 M -T, ca ---1 ;;0 m M ?' Q - 0 0 Z: cf) M Z: 70 2M (D m ;:0 (n -4 c-- C) m V) m M C) I --q K 71 C) m G') -0 CF) - m - GD 771 <D (=) -0 --;- cn M <= C) C) C) > m > m m - 17 U) m m V) m n m C Z: m = Z: m m r ° m m m m C:) ;:0 m V) C) 0 m ---i m >. M > m 0 00 > M ---i :�u 7 — M m m 00 - 0 - 0 u 1k:- U m r— m >< m ;:0 -j C) C) Z*E 5. -< 0 c Q Z: c� m m M Z: r M ry m - 0 - 0 ;:0 m C) > > V) m m m M M G> >< m -- q Z:5 M ---I G C7 m 3-- - 0 C:) > 0 M < Z: m - 0 M m C> m c> m V) -0 m Z: m M M m m - 0 cn m q i ;0 m m c - 0 CD --4 Z V ) C7 m m m - 0 m C) m m m m m m m > --H C> :z m m ► r m m N m m >< ca) C.7 G T co M c; z cn CD CO 0 0 21 V) > 0 r m m CO Q m C5 n 0 Z: u G5 CO c:) GD m M Y4" CLR 7 1 " MAX M 00 m : ,C-4 CD M E r m m m m ;u m m - i 00 m C5 (:;I D CD :2�- -< r C�l m m m m G'> U) C7 C) r Q r M - 0 U) C) C m V) ;;0 c> >< O m C-) K - 0 M z r 7:0017 X c) 00 M . ;;" V) m ;;a -a - a C) c-') </) >—< M M C) - T c> � C C) m 00 M (5 � C:l M r m Q ;0 M m V C5 M -T, m M 0 cza m >< M r- X G') -0 CF) - 771 <D (=) m --;- cn a 3 - a C) C/) m m C�l m m m Z: m m - 0 m r ° m m c/) m ---i m >. M 00 00 > M m m 00 - 0 - 0 u r— m >< >< 5. -< m m M M ry 70 = ;:0 > > V) m m m M M G> -- q Z:5 M ---I G C7 m 3-- > 0 M < m - 0 M C> c> m M M m - 0 m q m - 0 m V ) m m m m m m m m m > --H C> :z m m m m _ m CD G) c) C5 m :Z r Q:l O m m C= r m m N m m >< ca) C.7 G T co M c; z cn CD CO 0 0 21 V) > 0 r m m CO Q m C5 n 0 Z: u G5 CO c:) GD m M Y4" CLR 7 1 " MAX c_ 00 m r m m N m m >< ca) m m 0 m z cn CD m 00 0 21 V) > 0 r > m m C;l m - a 0 o u M c:) m U) Y4" CLR 1 " MAX Z5 00 : ,C-4 CD M E r m Cyr CD =KOWA ON M-1 m ta m a 'n 0 x n C) C) -7' 0 . 6 m N m p aw IWO >< ca) m m 0 -0 z cn CD c- C) 00 0 21 V) > 0 r > co C> 14 j m 0 o u 0 . 6 m X ---4 m ;0 0 m V) W." m N m p aw IWO >< ca) 4) Z m P z cn CD c- C) 00 M 21 V) > 0 r > co C> 14 j m 0 o u m X ---4 m ;0 0 m V) W." m m N m p aw IWO >< ca) 4) Z M P z cn CD c- C) M 21 00 > 0 C0 m co C> 14 j m z o u 0 c:) m U) 00 m 0 r 0 2: 0 > > r 0 4 > > r > � 8 m 00 0 > 0 > N 0 r u 0 V) m m V) C> u m o r) Z 0 p aw IWO 4) Z M P z cn CD c- C) r" ;a 21 00 -� to Z z C> 14 j 0 z> z z : (*) a m c:) z 00 M E 0 r 0 2: 0 > > r 0 4 > > r > � 8 m 00 0 > 0 > N 0 r u 0 V) m m V) C> u m • < < 1 -< x P 00 CD . 00 21 00 -� ND 4 41 • II II P CD ND 41