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Home My WebLink AboutB06-0196 Column Structural Repairs Submittal #6 031010Department of Community Development TRANSMITTAL FORM. Revision Submittals: 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. Revisions ( ) esponse to Correction Letter _attached copy of correction letter ( ) Deferred Submittal ( ) Other Project Street dres Description List of Changes: (Number) (Street) ( ) Building/Complex Name: Contact Inf rmation: /t n/C/ f A Company: O S/b -7 r Com any Address: D _ J { v City: VA-1 State: Contact Name: - Contact Phone: ~ /p (p E-Mail /µ+A'« Oun4P hYO&L,We- Revised ADDITIONAL Valuations (Labor & Materials) (DO NOT include original valuation) Building: $ _ Plumbing: $ Electrical: Mechanical: Tota l: $ $ _ $ .Date Received: rr= D LS v I MAR 10 2010 01-Jan-10 (use additional sheet if necessary) dab- o ia(, MAR 1 0 2010 OF STRUCTURAL CALCULATIONS FOR COLUMN FIXES (PACKAGE 2 - S9. 01A) FOUR SEASONS HOTELS and RESORTS Vail, Colorado for HILL GLAZIER ARCHITECTS 925 Alma Street Palo Alto. CA 94301 by NISHKIAN MENNINGER 1200 Folsom Street San Francisco, CA 94103 NM Job No. 7083 March 9, 2010 1 This calculation contains the punching shear design using drop panel at the following locations: 1. C1/CB at Level 4; Detail 2/S9.01A 2. 13/A5 at Level 6; Detail 3/S9,01A 3. 3/A9.9 at Level 5; Detail 6/S9.01A 1 4. Spreadsheet verification/ hand calculation for repair at A2/11 at L5 le- Punching Shear Check C1/CB @L4 d/2 from column edge h1= 10 in panel thickness h2 = 8.5 in slab thickness d1= 17 in effective depth Vu = -79.749 k Mux = -22.096 k-ft -265 k-in Muy = 17.545 k-ft 211 k-in c1= 16 column dimension parallel to x c2 = 24 column dimension parallel to y x = 24.5 in y = 26.5 in bo 51 in f'c = 5000 psi concrete strength yvx 0.409 ;Ivy 0.391 r t j F V ;jet j E Item Side 1 Side 2 X2 4.25 16.5 Y2 20.5 7.25 L 24.5 26.5 d 17 17 Ld 416.50 450.50 867.00 Ldx2 1770.13 7433.25 9203.38 Ldy2 8538.25 3266.13 11804.38 X3 10.62 V. 13.62 x2-x3 -6.37 5.88 Y2-Y3 6.88 -6.37 Ld3/12 10031 10850 dL3/12 20834 26364 Parallel to X Y Ixx X 19742 18252 Ixx Y 50607 55466 lyy X 47739 52814 lyy Y 16875 15601 Ixx 19742 55466 75208 lyy 47739 15601 63340 Ixy -18252 -16875 -35127 Point A Point B Point C x4 = -8.00 16.50 16.50 Y4 = 2050 20.50 -6.00 Vu/bod -0.092 -0.092 -0.092 Mux-Vuy3 820.6 820.6 820.6 lyY(y4-y3)-IXY(x4-x3) -2.1781E+05 6.4280E+05 -1.0357E+06 Ixxlyy-lxy2 3.5298E+09 3.5298E+09 3.5298E+09 Muy+Vux3 -636.0112721 -636.0112721 -636.0112721 Ixx(x4 x3)-IxY(Y4-y3) -1.1582E+06 6.8443E+05 -2.4644E+05 vu -0.194 0.017 -0.208 v, max 0.208 ¢v, 0.247 Vc = (2+4/pc) ~fc bod - Eq. 11-33 AC1318-02 0.460 Vc = (20d/bo+2) Vf'c bad F- Eq. 11-34 AC1318-02 0.212 Vc = 4Vfc bod F Eq. 11-35 AC1318-02 ~v~ 0.212 ksi OK Punching Shear Check C1/CB @L4 @ d/2 from panel edge h2 = 8.5 in d2 = 7 in Vu = -79.749 k Mux = -22.096 k-ft -265 k-in Muy = 17.545 k-ft 211 k-in c1= 16 C2 = 24 X = 70.5 in y = 69.5 in bo 140 in f'c = 5000 psi fpc = 350 psi yvx 0.398 yvy 0.402 1 4 1 Item Side 1 Side 2 E x2 18.25 53.5 Y2 57.5 22.75 L 70.5 69.5 d 7 7 Ld 493.50 486.50 980.00 Ldx2 9006.38 26027.75 35034.13 Ldy2 28376.25 11067.88 39444.13 x3 35.75 Y; 40.25 x2-x3 -17.50 17.75 Y2-Y3 17.25 -17.50 Ld3/12 2015 1987 dL3/12 204402 195826 Parallel to X Y Ixx X 146862 148975 Ixx Y 353279 346788 lyy X 357536 351106 lyy Y 151119 153293 Ixx 146862 346788 493651 lyy 357536 153293 510829 Ixy -148975 -151119 -300094 Point A Point B Point C x4 = -17 53.5 53.5 Y4 = 57.5 57.5 -12 Vu/bod -0.081 -0.081 -0.081 Mux-Vuy3 2944.7 2944.7 2944.7 IYY(Y4-Y3)-Ixy(x4-x3) -7.0175E+06 1.4139E+07 -2.1363E+07 Ixxlyy-Ixy2 1.6211E+11 1.6211E+11 1.6211E+11 Muy+Vux3 -2640.4155 -2640.41555 -2640.4155 Ixx(x4-x3)-Ixy(y4-y3) -2.0863E+07 1.3940E+07 -6.9169E+06 V, -0.269 0.112 -0.281 v, max 0.281 pp 2.500 < 3.5 2.500 (3p~fc 0.177 ksi 0.3fpc 0.105 Vc = bp~F'C + 0.3fpc, where Vp = 0 (Eq.11-36 AC1318-02) 0, 0.282 ksi OK 4 check horizontal shear CI/CS @ L4 Vu = 79.749 k Mux = 22.096 k-ft M uy = 17.545 k-ft (3x = 0.5 portion of Vu to be designed in X-direction by column perimeter, min 0.5 Py = 0.6 portion of Vu to be designed in Y-direction by column perimeter, min 0.5 hS = 8.5 in slab thickness hP = 10 in panel thickness panel size Lx = 5.58 panel dimension in x Ly = 5.50 panel dimension in y Check X-dir: Vx 39.87 k Vxx 3.14 k Qxx 2805 in3 Qxx = Ayx Ixx 34824 in' qxx 3.46 k/in VQ/1 As #5 @ 8 in dowels 0.31 in2 bar area Vux 27.72 for 8 in strip # of bars 7 Emb min 6.8 in minimum embedment for bars emb prov 6.8 in embedment provided for bars, max value = µ 1.0 11.7.4.3 AC1318-02 #nx 97.7 k OK Vn = Af fy µ Eq.11-25 AC1318-02 Check Y-dir: Vy 47.85 k Vyy 4.02 k-ft Qyy 2847 in3 lyy 35351 in4 qyy 4.18 k/in Vuy 33.4 for 8 in strip # of bars 7 #ny 97.7 k OK Vn = Af fy µ Eq.11-25 AC1318-02 6.8 I Punching Shear Check 131,A(5 @ L6 @ d/2 from column edge h1= 7 in panel thickness h2 = 8.5 in slab thickness d1= 14 in effective depth Vu = 169.005 k Mux = 10.501 k-ft 126 k-in Muy = 48.164 k-ft 578 k-in c1= 24 column dimension parallel to x c2= 16 column dimension parallel to y x = 38 in Y= 30 in bo 136 in f c = 5000 psi concrete strength yvx 0.372 y YVN 0.429 1 31 3 Item Side 1 Side 2 Side 3 Side 4 x2 -19 0 19 0 Y2 0 15 0 -15 L 30 38 30 38 d 14 14 14 14 Ld 420.00 532.00 420.00 532.00 1904.00 Ldx2 -7980.00 0.00 7980.00 0.00 0.00 Ldy2 0.00 7980.00 0.00 -7980.00 0.00 x3 0.00 Y3 0.00 x2-x3 -19.00 0.00 19.00 0.00 Y2-Y3 0.00 15.00 0.00 -15.00 Ld3/12 6860 8689 6860 8689 dL3/12 31500 64017 31500 64017 Parallel to y X Y X Ixx X 0 119700 0 119700 Ixx Y 38360 192407 38360 192407 lyy X 189980 72707 189980 72707 lyy Y 151620 0 151620 0 Ixx 38360 119700 38360 119700 316120 lyy 151620 72707 151620 72707 448653 Ixy 0 0 0 0 0 Point A Point B Point C Point D x4 = -19.00 19.00 19.00 -19.00 Y4 = 15.00 15.00 -15.00 -15.00 Vu/bod 0.089 0.089 0.089 0.089 Mux-Vuy3 126.0 126.0 126.0 126.0 IYY(Y4-Y3)-Ixy( 6.7298E+06 6.7298E+06 -6.7298E+06 -6.7298E+06 Ixxlyy-Ixy2 1.4183E+11 1.4183E+11 1.4183E+11 1.4183E+11 Muy+Vux3 577.968 577.968 577.968 577.968 Ixx(x4-x3)-Ixy( -6.0063E+06 6.0063E+06 6.0063E+06 -6.0063E+06 V, 0.101 0.080 0.076 0.097 V, max 0.101 V,: 0.424 0.324 0.212 0.212 ksi Vc = (2+4/(3c) ~fc bod - Eq. 11-33 AC1318-02 Vc = (40d/bo+2) Vfc bod F Eq. 11-34 AC1318-02 Vc = 4Vf'c bod Eq. 11-35 AC1318-02 OK I Punching Shear Cf 13J1,h5' @ d/2 from panel edge h = 8.5 in d = 7 in Vu = 169.005 k Mux = 48.164 k-ft M uy = 10.501 k-ft cl = 24 c2 = 16 X = 121 in y = 103 i n bo 264 in f c = yvx YvY 5000 psi 0.381 0.419 A 0--7 ~ 1 578 k-in 126 k-in /0 Item Side 1 Side 2 Side 3 Side 4 Side 5 Side 6 X2 -51.5 -51.5 0 695 69.5 0 Y2 -31.25 29.29 51.5 22.5 -39 -51.5 L 40.5 44.5 121 58 25 121 d 7 7 7 7 7 7 Ld 283.50 311.50 847.00 406.00 175.00 847.00 2870.00 Ldx2 -14600.25 -16042.25 0.00 28217.00 12162.50 0.00 9737.00 Ldy2 -8859.38 9123.84 43620.50 9135.00 -6825.00 -43620.50 2574.46 X3 3.39 Y3 0.90 X2-X3 -54.89 -54.89 -3.39 66.11 66.11 -3.39 Y2-Y3 -32.15 28.39 50.60 21.60 -39.90 -52.40 Ld3/12 1158 1272 3459 1658 715 3459 dL3/12 38751 51404 1033411 113815 9115 1033411 Parallel to y Y X Y Y X IxxX 292978 251119 2168880 189476 278560 2325395 Ixx Y 332886 303795 3205749 304949 288389 3362264 lyy X 894153 991290 1046618 1889765 774610 1046618 lyyY 854244 938614 9749 1774292 764781 9749 Ixx 332886 303795 2168880 304949 288389 2325395 5724294 lyy 854244 938614 1046618 1774292 764781 1046618 6425168 Ixy 500274 -485493 -145413 579815 -461560 150568 138191 Point A Point B Point C Point D X4 = -51.5 69.5 695 -51.5 Y4 = 51.5 51.5 -51.5 -51.5 Vu/bod 0.091 0.091 0.091 0.091 Mux-Vuy3 426.4 426.4 426.4 426.4 Iyy(y4-y3)-IXy(X4-x3 3.3272E+08 3.1600E+08 -3.4580E+08 -3.2907E+08 Ixxlyy-Ixy2 3.6760E+13 3.6760E+13 3.6760E+13 3.6760E+13 Muy+Vux3 699.392378 699.392378 699.392378 699.392378 Ixx(x4-x3)-Ixy(y4-y3 -3.2121E+08 3.7142E+08 3.8566E+08 -3.0698E+08 V, 0.095 0.090 0.087 0.092 v„ max 0.095 V, 0.424 0.162 0.212 ~v~ 0.162 ksi OK check horizontal shear 131A5 @ L6 Vu = 169.005 k Mux = 10.501 k-ft M uy = 48.164 k-ft (3x = 0.6 portion of Vu to be designed in X-direction by column perimeter, min 0.5 Py = 0.5 portion of Vu to be designed in Y-direction by column perimeter, min 0.5 hS = 8.5 in slab thickness hp = 7 in panel thickness panel size Lx = 9.50 panel dimension in x Ly = 8.00 panel dimension in y Check X-dir: Vx 101.40 k Vxx 5.07 k Qxx 2856 in3 Qxx = Ayx Ixx 29791 in4 qxx 10.21 k/in VQ/1 As #5 @ 8 in dowels 0.31 in2 bar area Vux 81.66 for 8 in strip # of bars 11 Emb min 6.8 in minimum embedment for bars emb prov 5 in embedment provided for bars, max value- µ 1.0 ji, 11.7.4.3 AC1318-02 OVnx 112.8 k OK Vn = Af fy µ - Eq.11-25 AC1318-02 Check Y-dir: Vy 84.50 k Vyy 1.31 k-ft Qyy 3392 in3 lyy 35377 in4 qyy 8.23 k/in Vuy 65.8 for 8 in strip # of bars 13 #ny 133.3 k OK Vn = Avf fy µ F- Eq.11-25 AC1318-02 6.8 /Z- Punching Shear Check 3/A9.9 @ L5 @ d/2 from column edge h, = 7 in panel thickness h2 = 8.5 in slab thickness d, = 14 in effective depth Vu = Mux = Muy = C, _ c2 = X= y= bo f'c = yvx Ivy 816 k-in 276 k-in column dimension parallel to x column dimension parallel to y concrete strength 38 24 N 303 k 68 k-ft 23 k-ft 24 24 38 in 38 in 152 in 5000 psi 0.400 0.400 A D B m C 13 Item Side 1 Side 2 Side 3 Side 4 E x2 -19 0 19 0 Y2 0 19 0 -19 L 38 38 38 38 d 14 14 14 14 Ld 532.00 532.D0 532.00 532.00 2128.00 Ldx2 -10108.00 0.00 10108.00 0.00 0.00 Ldy2 0.00 10108.00 0.00 -10108.00 0.00 X3 Y3 0.00 0.00 x2-x3 -19.00 0.00 19.00 0.00 Y2-y3 0.00 19.00 0.00 -19.00 Ld3/12 8689 8689 8689 8689 dL3/12 64017 64017 64017 64017 Parallel to y X Y X Ixx X 0 192052 0 192052 Ixx Y 72707 264759 72707 264759 lyy X 264759 72707 264759 72707 lyy Y 192052 0 192052 0 Ixx 72707 192052 72707 192052 529517 lyy 192052 72707 192052 72707 529517 Ixy 0 0 0 0 0 Point A Point B Point C Point D x4 = -19.00 19.D0 19.00 -19.00 Y4 = 19.00 19.00 -19.00 -19.00 Vu/bod 0.142 0.142 0.142 0.142 Mux-Vuy3 816.0 816.0 816.0 816.0 lyy(y4-y3)-Ixy( 1.0061E+07 1.0061E+07 -1.0061E+07 -1.0061E+07 Ixxlyy-Ixy2 2.8039E+11 2.8039E+11 2.8039E+11 2.8039E+11 Muy+Vux3 276 276 276 276 Ixx(x4 x3)-Ixy( -1.0061E+07 1.0061E+07 1.0061E+07 -1.0061E+07 V, 0.158 0.150 0.127 0.135 vu max 0.158 ~v~ 0.318 Vc = (2+4/(3c) ~fc bod F- Eq. 11-33 AC1318-02 0.301 Vc = (40d/bo+2) dfc bod F Eq. 11-34 AC1318-02 0.212 Vc = 4Vf'c bod F Eq. 11-35 AC1318-02 ~v~ 0.212 ksi OK Punching Shear Check 3/A9.9 @ L5 @ d/2 from panel edge h2 = d2 = Vu = Mux = M uy = C1 = cz = X= bo f' c = yvx YvY 8.5 in 7 in 303 k 68 k-ft 816 k-in 23 k-ft 276 k-in 24 24 103 in 103 in 412 in 5000 psi 0.400 y 0.400 n U I 1 /5 Item Side 1 Side 2 Side 3 Side 4 E X2 -45.5 6 57.5 6 Y2 -9 42.5 -9 -60.5 L 103 103 103 103 d 7 7 7 7 Ld 721.00 721.00 721.00 721.00 2884.00 Ldx2 -32805.50 4326.00 41457.50 4326.00 17304.00 Ldy2 -6489.00 30642.50 -6489.00 -43620.50 -25956.00 X3 6.00 Y3 -9.00 x2-x3 -51.50 0.00 51.50 0.00 Y2-Y3 0.00 51.50 0.00 -51.50 Ld3/12 2944 2944 2944 2944 dL3/12 637424 637424 637424 637424 Parallel to y X Y X Ixx X 0 1912272 0 1912272 Ixx Y 640368 2552640 640368 2552640 lyyX 2552640 640368 2552640 640368 lyy Y 1912272 0 1912272 0 Ixx 640368 1912272 640368 1912272 5105281 lyy 1912272 640368 1912272 640368 5105281 Ixy 0 0 0 0 0 Point A Point B Point C Point D x4 = -45.50 57.50 57.50 -45.50 Y4 = 42.50 42.50 -60.50 -60.50 Vu/bod 0.105 0.105 0.105 0.105 Mux-Vuy3 3543.0 3543.0 3543.0 3543.0 lyy(y4 y3)-Ixy( 2.6292E+08 2.6292E+08 -2.6292E+08 -2.6292E+08 Ixxlyy-Ixy2 2.6064E+13 2.6064E+13 2.6064E+13 2.6064E+13 Muy+Vux3 2094 2094 2094 2094 Ixx(x4-x3)-Ixy( -2.6292E+08 2.6292E+08 2.6292E+08 -2.6292E+08 vu 0.128 0.111 0.082 0.099 vu max 0.128 Ovc 0.318 Vc = (2+4/pc) ~fc bod Eq. 11-33 AC1318-02 0.142 Vc = (40d/bo+2) Vfc bod F Eq. 11-34 AC1318-02 0.212 Vc = 4dfc bod E- Eq. 11-35 AC1318-02 Svc 0.142 ksi OK 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 check horizontal shear 3/A9.9 @ L5 Vu = 303 k Mux = 68 k-ft M uy = 23 k-ft (3x = 0.5 portion of Vu to be designed in X-direction by column perimeter, min 0.5 (3y = 0.5 portion of Vu to be designed in Y-direction by column perimeter, min 0.5 hS = 8.5 in slab thickness hp = 7 in panel thickness panel size Lx = 8.00 panel dimension in x Ly = 8.00 panel dimension in y Check X-dir: Vx 151.50 k Vxx 2.88 k Qxx 2856 in3 Qxx = Ayx Ixx 29791 in4 qxx 14.80 k/in VQ/1 As #5 @ 6 in dowels 0.31 in2 bar area Vux 88.80 for 6 in strip # of bars 15 Emb min 6.8 in minimum embedment for bars emb prov 5 in embedment provided for bars, max value = µ 1.0 11.7.4.3 AC1318-02 #nx 153.9 k OK Vn = A f fy µ F- Eq.11-25 AC1318-02 Check Y-dir: Vy 151.50 k Vyy 8.50 k-ft QYY 2856 in3 lyy 29791 in4 qyy 15.34 k/in Vuy 92.0 for 6 in strip # of bars 15 ~Vny 153.9 k OK Vn = A f fy µ F- Eq.11-25 AC1318-02 6.8 l(O 41- JOB N0. / 53 NISNKIAN MENNINGER CONSULTING AND S-RUCTURAL ENGINEERS 1200 Folsom Street, San Francisco, CA 94103 Tel: (415) 541-9477 Fax: (415) 543-5071 SHEET NO. OF ✓ CALCULATED BY DATE CHECKED BY DATE L yl : _ , 1 ~j e ! X v V l - ~ ~~Z ~ t I 4 ZZ' 5 Q I 1 r I 2,- a. E i I ! L/ ~:..'w-^aA.~ ~f'"1 Ii'i`,--~ I / `j~4"`y rG"-=' L.... Y"~- I ~ t Tq F, T- , TH G N I S H K I A N .a a nr. a c -i CONSULTING AND STRUC-ORAL ENGINEERS a 1200 Folsom Street, San Francisco, CA 94103 l I~~ Tel: (415) 541-9477 Fax: (415) 543-5071 Item Side 1 Side 2 Side 3 X2 -18.5 0 18.5 Y2 3.25 14.5 3.25 L 22.5 37 22.5 d 13 13 13 Ld 292.50 481.00 292.50 1066.00 Ldx2 -5411.25 0.00 5411.25 0.00 Ldyz 950.63 6974.50 950.63 8875.75 / I tee- -7, y _ Gd- 1D O e,3-;, (5;, 1, LL6 ~j x2-x3 -18.50 0.00 18.50 Y2-Y3 -5.08 6.17 -5.08 Ld3/12 4119 6774 4119 dL3/12 12340 54874 12340 Parallel to ; Y X Y Ixx X 7537 18334 7537 Ixx Y 23996 79982 23996 lyy X 116567 61648 116567 lyy Y 100108 0 100108 Ixx 23996 18334 23996 66326 lyy 100108 61648 100108 261864 !xy 27469 0 -27469 0 L: = Ld (y2 - y_)2 .for side of critical section parallel to X-axis Ld' dL' I?x = - = Ld Cv2 - y3)' , for side of critical section parallel to Y-axis 12 12 Ld' dL' Irf = 1 2 - l - Ld (x2 - x3)' for side of critical section parallel to X-axis Ity = Ld (x2 - x.)' ;for side of critical section parallel to Y - JOB SHEET NO. OF CALCULATED BY DATE CHECKED BY LT = Ld (x2 - x3)Lv-, - ya),. for side of critical section parallel to X-aids or Y-axis NISHKIAN Ef*'y Piz CONS'JL71NG AND 57R'JC7-URAL ENGINEERS 1200 Folsom Street, San Francisco, CA 94103 Tel: (415) 541-9477 Fax: (415) 543-5071 JOB fY a _r r' y/; /NO. SHE= NO. OF CALCULATED BY DATE CHECKED BY DA7E Vr y~~ [M a - Y'v(y= - y'~)] [IYT(1.4 -1y3) - kF(X4 - X3)] vt,;=-= - bod Zx7.It~ - Lk y~-[MUY _ VL,(X-- - X:)] [LY(X4 - X:) - IkT(y4 - y=)] Z=~13-~• - Zx~n _ IL = I.ax ; where sides refers to the sides of the critical section for punching shear sides =1 n _ ky _ Ire- ; where sides refers to the sides of the critical section for punching shear sides =1 n _ ky = LxY ; where sides refers to the sides of the critical section for punching shear sides = N I S H K I A N A Er :`~~E CONSULTING AND STRUCTURAL ENGINEERS 1200 Folsom Street, San Francisco, CA 94103 Tel: (415) 541-9477 Fax: (415) 543-5071 t~ N i I ~I ~I O~ c}- i~ N-1 rl\ o~ -E- !J~ 14- ~n1 O a s ~ r JOB -may ~ `lf.'f N~O.f~~'~ SHEET NO. OF CALCULATED BY DATE 21Al- 1 I CHECKED BY DATE n V Viz' I I t N I i 'Z4 4 o liz- a N Q C\-) ~ I y 4-} Mi ~ 1 J M q s ZQS V1 Q 0 g O -4- t I~ M A NISHKIAN rNEP. CONS'JLTINC AND STRUCTURAL ENGINEERS 1200 Folsom Street, San Francisco, CA 94103 Tel: (415) 541-9477 Fax: (415) 543-5071 L JOB r i '~rF r=j SHEET NO. OF CALCULATED BY I DATE r~d CHECKED BY DATE ~ w cv nor} R u' ~ I 1 `n{ J ti q, ~I ~ 7 1 v` I X Q Z ~ J VI 0 E~ 0 ~I ~J t R it O oI o i. ^r ~o N r ~ (fV u l R~ 'V l f s sl a x Q /L X } j x t~ 0 O O ~R N_ N Q ts fv l I> v -L U t 1 1 1 1 1 1 i 1 1 1 Punching Shear Check h1= h2 = d1 Vu = Mux = M uy = c1= C2 = X= by f c = )Nx YvY A2/11 @C5 @ d/2 from column edge 6 in 8.5 in 13 in -104.5 k -143.265 k-ft 11.232 k-ft 24 16 37 in 22.5 in 82 in 5000 psi 0.342 0.461 panel thickness slab thickness effective depth -1719 k-in 135 k-in column dimension parallel to x column dimension parallel to y concrete strength 1 1 1 1 1 1 1 1 Item Side 1 Side 2 Side 3 X2 -18.5 0 18.5 Y2 3.25 14.5 3.25 L 22.5 32 22.5 d 13 13 13 Ld 292.50 481.00 292.50 1066.00 Ldx2 -5411.25 0.00 5411.25 0.00 Ldy2 950.63 6974.50 950.63 8875.75 X3 0.00 Y3 8.33 x2-x3 -18.50 0.00 18.50 Y2-Y3 -5.08 6.17 -5.08 Ld3/12 4119 6774 4119 dL3/12 12340 54874 12340 Parallel to y X Y Ixx X 7537 18334 7537 Ixx Y 23996 79982 23996 lyy X 116567 61648 116567 lyy Y 100108 0 100108 Ixx 23996 18334 23996 66326 lyy 100108 61648 100108 261864 Ixy 27469 0 -27469 0 Point A. Point B Point C Point D x4 = -18.5 18.5 18.5 -18.5 Y4 = 14.5 14.5 -14.5 -14.5 Vu/bod -0.098 -0.098 -0.098 -0.098 Mux-Vuy3 -849.1 -849.1 -849.1 -849 _II IYY(Y4 y3)-Ixy( 1.6167E+06 1.6167E+06 -5.9774E+06 -5.9774E+06 IXXIYy-Ixy2 1.7368E+10 1.7368E+10 1.7368E+10 1.7368E+' O M uy+V ux3 134.784 134.784 134.784 134.76-1 Ixx(x4-xs)-Ixy( -1.2270E+06 1.2270E+06 1.2270E+06 -1.2270E-, OE, V, -0.121 -0.129 -0.002 0.006 v„ max 0.129 ~V,: 0.424 Vc = (2+4/(3c) lifc bod Eq. 11-33 AC1318-02 0.358 Vc = (30d/bo+2) Vfc bod E- Eq. 11-34 AC1318-02 0.212 Vc = 4Vf'c bod Eq. 11-35 AC1318-02 ~v~ 0.212 ksi OK N I S N K I A N L~~L N N [ ~v~ G R CONSULTING AND STRUCTURAL ENGINEERS A 1200 Folsom Street, San Francisco, CA 94103 111~~ Tel: (415) 541-9477 Fax: (415) 543-5071 JOB S~ ✓t NG. ~ v`~~ SHEET NO. OF / CALCULATED BY (/v DATE - J CHECKED BY DATE o4 zz- F~ r IV/ ;ALL 4-' 2 - va Ix x-7) -x, i w V Q , - 1X4-5. ~,5 7' t 4- 4- NISHKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS 1200 Folsom Street, San Francisco, CA 94103 Tel: (415) 541-9477 Fax: (415) 543-5071 JOB \~C~1 ~✓O A, TL NO. SHEET NO. OF CALCULATED BY IJ V DATE CHECKED BY DATE VVY r 7,A c> z~ 71 check horizontal shear A2/AA @ L5 VU = 104.5 k Mux = 143.265 k-ft Muy = 11.232 k-ft panel size Lx = 8 panel dimension in x Ly = 4.33 panel dimension in y x-d i r: Vux = 59.7113 k Vxx 1.40 k Qxx 1545.81 in IXx 16124 in' qxx 5.86 k/in As ##5 @ 6 in dowels 0.31 in2 bar area Vu 35.15 for 6 in strip # of bars 7 Emb min 6.8 in minimum embedment for bars emb prov 5 embedment provided for bars, max value = 6.8 µ 1.0 ~Vn 71.8 k OK Vn = Af fy µ Eq.11-25 AC1318-02 y-d i r Vuy = 52.25 Vyy 33.09 k Qyy 2856 in' lyy 29791 in' qyy 8.18 k/in Vu 49.1 for 6 in strip # of bars 15 OVn 153.9 k OK Vn = Af fy µ Eq.11-25 AC1318-02 AL~_ DRAWINGS AND WRITTEN MATERIAL. APPEARING HEREIN CONSTITUTE CONSTITUTE THE OftlGiI~AE AND UNPUBLISHED ~~lORKS OF THE ENGINEER AND THE SAME W~1Y MAY NOT ~E DIJP~ICATED, USED OR DISCLOSED lN1TNOUT THE WRITTEN CONSENT OF THE ENGINEER z A Z Z _Z Z G7 rn C7 O z c~ Ty z 0 --a c r~ --a rn z G7 Z r~ cn N O O U`i ~ ~ rn V(/ m 0 m ;a { Q Z O r cp cn cn ;p. w r~ ~ 3~ ~ ~ cn ~ -o ~ -a cn ~ c~ g c < ~ ~ ./L1 ~ Z Q m ~ ~ cry -_°n m ~ ~ ~ ~ z m ~ o ~ ~ m ~ ~ ~ ~ rn ~ r ~ ~ ~ rn ~ ~ ~ ~ ~ ~ o.ma z~rn a ~ rn 0 ~ r~ c7 xr z y. ~t ~ cc~ -n r- rn -A cn ~ c7 ~ ~ ~ ~ y ~ -n -n ~ rn rn~ o 0 ~ ° ~ ~ ~ ~ ~ r~n ~ ~ ~ r~ ~ ~ y ~ ~ ~ n o~~ a cn ~ 7" cn ~ ~ ~ ~]'ca ~ ~ ~ z --t ~ as ~ ~ ~ c x ~ ~ r y y m ~ cn ~n ~ ~ ~ ~o o o 0 0 0 0 0 a o0 0 0 0~ ~ ~ ~ rn ? a~ ~ rn o --t ~ T ~ ~ rn O O o 0 o a o 0 0 0 o a o 0 0 0 z c-' o ~ - ~ rn as ~a c ~ ° cmr~~ rn vi ~ ~ ~ ~ ~0 0 o a a o 0 0 0 0 0 0 0 a~ m ~ vi ~ ~ ~ rr1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 r ~ ~ k ~ r "~'I ~ ~ ~ p ~ ~m - - - - - I v v v v U o 0 o m o 0 0 0 o p ~z ~ o ~o ~m m ~ ~ ~ ~q Q g 4 0 q 0 4 O O g q O q -i _ _ ' g 4 q O q q p g 0 0 0 0 ~ cam ~ ~ ~ ~ m ~ ~ ~ ~ z ~ ~q q 6 0 q q q O .p. q 0 q 0 q l ' rn -`n --i o ~ a ~ ~ ~ g ~ ~ z ~ r» ~0 0 0 b q 0 0 0 q q q q m --i ~ ~ ~ m O O g 0 0 q 0 0 0 0 0 0 ~ ~ ~ c q 0 0~ 0 ~q 0~ 0 0 0 0 0 0 0 0 . ~z ~ _ g o 0 0 0 0 0 0 0 0 0 0 0 0 c ~ z ~o g a o o q q o 0 o g o 0 0~ p y ~ ~ ~ z ~ a c ~ z -n g O q 4 0 q O q 0 0 4 g q 0 N r m ~ ~ ~ ~ ~ 6 0 0 0 0 g 0 0 O g 0 0 0 0 ~ c v; c? ~ m g o 0 0 o q o o a o o g o q ~ ~ ~ ~q o o a a g o 0 0 0 0 0 0 0~ m _ ~ c~ ~ ~ -n ~ m c~ ~ ~0 4 g q 0 0 0 0 0 o g q 0 0 ~ ~ a ~ z z 45" 27" 0 ~ cr rn ~Q ~o ~ I rzn m i= ~ r ~ ~ ~ z ~ ~ ~ ~ ~ c r, c7 D ~ ~ s < `G X W GJ ~ X ~ r~ r,- ~ ~ -n fl \ ~ in 'n N ~ O~ ~ m ~ ~ ~ rn ~ -t r r co z m ~ Z rn ~ ~ a~ ~ ~ ~ mm m ~ ~ r as to ;a w ra ~ ~ o -pG C, u-~, ~ m ~ z cn ~ ~ ~ ~ m a -a m rn ~ ~ cr, m m ~ ~ ~ ~ ~ Q ~ c~~ ~ ~ ~ ~ ~ °rn m° ~ ~ ~ cc~ m~ ~tv ~ ~ cn~ ~ ~ m r va Qc ~r -Q rn s ~ mc~ cn ~ ~ ~ ~ ~ ~ z ~ ra r~ ~ ~ ~ ~ m ca rn ~ m ca _ r ~ ~ -a ~ r z ac ~ ~n ~ c ~ ; o -a r cn r ~ ~ ~ m ~ ~ ~ -p ~ Z Z y `[7 c~ia -G cn `Tt ~ ~ ~ r c-~ ~ ~C ~ °~C -o ~ ~ ~ r o _ ~ EE PLAN to as ~ p C7 r m ~ r as cn as ~ m m ~ cn c~ ~ ~ m m ~ m ~ CLR Q - ~ -o cn ~ m n c> ~ 1 MAX z~ N y,~'s-a ~~~j ~x v 3 to u~ ~ -ro ~ rn ~ c~ a ~ ~i - o c~ o ~ p k? ~ O ~ ~7 c7 "rJ ~ m ~ I~1 0 rn~ z~~_ m-ca rn m r cn i. ~ ~ ~ ~ ~ ~ ~ cv -g ~ ~ rn CLR. -G ~ ~ ~ ~ ~ ~ C7 ~ ° o ~ ~ o ~7 m F ° m ~ ~ t~ ~ ~ ~v p o ~ z m t~ rn °~~mz I~'1 cn o0 o a O ~ ~ m G~ ~ a o 0 Z t''~1 ~ ~ ~ ~7 -I ° o ° o t G") C7 ~ ~ m ~ ~ o 0 0 ° ~ C7 m G Z i i ~ o o ° ~ ~ ~ ~ rry m ~ i ~ ~ o , o 0 0 0 ~ ~ m '0 ~ ~ o C7 ~ r ~ G) ° 0 0 0 om~ S r C7 r G Z Z l o o ° o ° m ~ ~ m m a ~ ~ ~ ° Q o c~ TN° i i ~ ° o ° o rn z c z~ i I ~ ° ° ~ O C~ ~ o 4 r _ o m rn m ~ ~ a ~ m i ~ ~ c~ Z ~ ~ ~ z ~ ~ C? m ° ~ rn c, ~ ~ ~ c ~ to =t r' ~ r= rn ~ ~ ~'1 ur z c> p . rn _ c~ r- ~ R7 ~ m ~ z Q ~ ~ m m- ~ m ~ ~ I~"1 to ~ ~ t-, g ~ ca c~ ~ - C7 y 2z ~ o X~ ~ ~ c7 p z ~ + ~ m ~ c~ ~ ~ ~ z ~ ,-+i ~ m C~.~MA ~ ~ ~ rnna r z~ ~-n I ~ p" v~~ C -I V'} tS1 ~ ~ Z ~ ~ ~ ~ -rj C7 -a f~'i ~ ~ : Q ~ tin _ _ ~ i- ~ ~ G> ~ r R~1 -r~ C7 m s 3, r ~ ~ ~ C~J ~ d Q ~ ~ m r~ ~ o ~ m ~ I mm 1U cn m a ip N O "0 tJi T O D X S N m A -1 O m Q C7 co -i m 00 a O,` O -t m F I'f'1 ;a i ( p N - I CQ t77 -n r01 zo mr Ufa Q O ~~~~~~\\\11~1111111~11 m m ~+y co V "t7 0, (n Z C) 'TI t~j r> Z: d nZ a " FOUR SEASONS ~a @ - In y . 00 r ~7V v n' a m n ca wp r) mY n~ CJ 6 -4 Z c to m r 40 w w u°t Vail, Colorado z r Ou (ot Co( u m n (tm fr