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HomeMy WebLinkAboutB06-0196 Column Structural Repairs Submittal #7 031010jar 'k a _ Department of Community Development 75 South Frontage }toad Vail, Colorado 8~5y' rTe(= 970=479 2' Faic =970%~~`J 24 ' ItVeb vailgtso'y 3/iiI.712 TRANSMITTAL FORM ir7x 3/0~~`b 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: ~ol Attention: isions ( Response to correction Letter .attached copy of correction letter (_)Deferred Submittal Other Project StreehAhidress: Description /List of Changes: /7 (Number) (Street) (Suite Building/Complex Name: C/~' G/~' ~Q ~"Iv/• -~vv5 `~hN Contact Inf rmation: /1/ Company: 004 Com any Address: c„ City ~'t-~ ate: Zip- - Contact Name: _ Contact Phone: (GV ' E-Mail 2 ZC(~Lno il'(0ovillt, Revised ADDITIONAL Valuations (Labor & Materials) (DO NOT include original valuation) Building: $ Plumbing: $ _ El t i l ec r ca : Mechanical. $ Total: -.~C-;~. ey ~ 3 $ o U I • lVgw ro~~ Akt, Date Received: MAR 1 C 2010 TOWN OF VAIL X4 01-Jan-'10 N(o -0 1 q(e-') MAR 1 n 'taro VAI L STRUCTURAL CALCULATIONS FOR COLUMN FIXES (PACKAGE 4 - S9.01 C) 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 This Calculation contains the punching shear repair design using drop panel at the following location: 1. 14/A8.2 at Level 7; Detail 2/S9.01C 2. B1/BC at Level 6; Detail 3/S9.01C 3. 3/A12 at Level 5; Detail 5/S9.01C 4. C3/CB at Level 4; Detail 6/S9.01C 5. C1/CB at Level 6; Detail 8/S9.01C 6. 3.4/A2 at Level 5; Detail 2/S9.01C 7. Spreadsheet verification/ hand calculation for repair at A2/11 at L5 Punching Shear Check 14IA8-2 @ i? 7 @ d/2 fT©m column edge h = 15.5 in d = 14 in Vu = -201.473 k M ux = -10-399 k-ft -125 k-i n Muy = -66.77 k-ft -801 k-in ci = 2D cz = 24 X= 34 in Y= 38 in bo 126 in f'c = 5000 psi yvx Y"Y Item Side 1 Side 2 Side 3 Side 4 Side 5 Side 6 X2 -17 -13.5 6.75 17 11.375 -11.375 Y2 0 19 19 0 -19 -19 L 38 7 20.5 38 11.25 11.25 d 14 14 14 14 14 14 Ld 532.00 98.00 287.00 532.00 157.50 157.50 1764.00 Ldx2 -9044.00 -1323.00 1937.25 9044.00 1791.56 -1791.56 614.25 Ldy2 0.00 1862.00 5453.00 0.00 -2992.50 -2992.50 1330.00 X3 Y3 0.35 0.75 X2-X3 -17.35 -13.85 6.40 16.65 11.03 -11.72 Y2-Y3 -0.75 18.25 18.25 -0.75 -19.75 -19.75 Ld3/12 8689 1601 4688 8689 2573 2573 dL3/12 64017 400 10051 64017 1661 1661 Parallel to y X X y X X Ixx X 302 32626 95547 302 61460 61460 Ixx Y 73009 34627 110286 73009 65693 65693 Iw X 232818 20795 26501 220221 23384 25879 lyyY 160111 18794 11762 147514 19150 21646 Ixx 73009 32626 95547 73009 61460 61460 397111 Iyy 160111 20795 26501 147514 23384 25879 404184 Ixy 6959 -24762 33524 -6679 -34307 36474, 11208 Point A Point B Point C Point D x4 = -17 17 17 -17 y4= 19 19 -19 -19 Vu/bod -0.114 -0.114 -0.114 -0.114 M ux-Vuy3 27.1 27.1 27.1 27.1 IYy(Y4-Y3)-IXy(X4-X3) 7.5692E+06 7.1881E+06 -8.1709E+06 -7.7898E+06 Ixxlyy-lxy2 1.6038E+11 1.6038E+11 1.6038E+11 1.6038E+11 Muy+Vux3 -871.3957768 -871.3957768 -871.3957768 -871.3957768 Ixx(xa-X3)-Ixy(y4-y3) -7.0937E+06 6.4081E+06 6.8340E+06 -6.6678E+06 V, -0.129 -0.100 -0.100 -0.129 V, max 0.129 ¢v, 0.283 Vc = (2+4/pc) N/f'c bod Eq. 11-33 ACI318-02 0.283 Vc = (30d/bo+2) Vf'c bod E- Eq. 11-34 ACI318-02 0.212 _ 4v`'- E Eq. 11-35 ACI318-02 Ovc 0.212 ksi OK h= d= Punching Shear Check Vu = Mux = Muy = C1 = CZ = X= y= bo f' c = YVX ~ n, 14/A8.2 @ U @ d/2 from panel edge 8.5 in 7 in -201.473 k -10.399 k-ft -66.77 k-ft 20 24 87 in 91 in 313 in 5000 psi 0.405 0.395 I . L,-1i 1-/ -125 k-in -801 k-in 4-7 ✓ n I~ Ii i q- I/ ■ Item Side 1 Side 2 Side 3 Side 4 Side 5 Side 6 X2 -43.5 -33.625 17.625 43.5 28.625 -28.625 Y2 0 45.5 45.5 0 -45.5 -45.5 L 91 19.75 51.75 91 29.75 29.75 d 7 7 7 7 7 7 Ld 637.00 138.25 362.25 637.00 208.25 208.25 2191.00 Ldx2 -27709.50 -4648.66 6384.66 27709.50 5961.16 -5961.16 1736.00 Ldy2 0.00 6290.38 16482.38 0.00 -9475.38 -9475.38 3822.00 X3 Y3 0.79 1.74 X2-X3 -44.29 -34.42 16.83 42.71 27.83 -29.42 Y2-Y3 -1.74 43.76 43.76 -1.74 -47.24 -47.24 Ld3/12 2601 565 1479 2601 850 850 dL3/12 439583 4494 80844 439583 15360 15360 Parallel to y X X Y X X IxxX 1938 264687 693546 1938 464821 464821 Ixx Y 444123 269745 775870 444123 481031 481031 lyy X 1691858 168823 184963 1604037 177532 196425 lyy Y 1249673 163764 102639 1161853 161322 180215 Ixx 444123 264687 693546 444123 464821 464821 2776120 lyy 1249673 168823 184963 1161853 177532 196425 3139269 Ixy 49217 -208198 266806 -47456 -273836 289427 75960 Point A Point B Point C Point D x4 = -43.5 43.5 43.5 -43.5 Y4 = 45.5 45.5 -45.5 -45.5 Vu/bod -0.092 -0.092 -0.092 -0.092 Mux-Vuy3 226.7 226.7 226.7 226.7 IYY(y4-y3)-Ixy(x4-X3) 1.4073E+08 1.3412E+08 -1.5156E+08 -1.4495E+08 Ixxlyy-Ixy2 8.7092E+12 8.7092E+12 8.7092E+12 8.7092E+12 Muy+Vux3 -960.8735591 -960.8735591 -960.8735591 -960.8735591 Ixx(x4-x3)-Ixy(y4-y3) -1.2628E+08 1.1524E+08 1.2215E+08 -1.1937E+08 V, -0.096 -0.086 -0.088 -0.099 v„ max 0.099 ~v, 0.283 Vc = (2+4/pc) ~fc bod Eq. 11-33 AC1318-02 0.142 Vc = (30d/bo+2) Vf'c bod F Eq. 11-34 AC1318-02 0.212 Vc - -W c E- Eq. 11-35 ACI318-02 Svc 0.142 ksi Ok r t check horizontal shear 14JA8.2 @ L7 Vu = 201.473 k Mux = 10.399 k-ft M uy = 66.77 k-ft (3x = 0.5 portion of Vu to be designed in X-direction by column perimeter, min 0.5 (3y = 0.545 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 = 6.67 panel dimension in x Ly = 7.00 panel dimension in y Check X-dir: Vx 100.74 k Vxx 10.01 k Qxx 2499 in3 Qxx = Ayx Ixx 26067 in4 qxx 10.62 k/in VQ/1 As #5 @ 8 in dowels 0.31 inz bar area Vux 84.94 for 8 in strip # of bars 9 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 ~Vnx 92.3 k OK Vn = A~f fy V Eq.11-25 AC1318-02 Check Y-dir: Vy 109.80 k Vyy 1.49 k-ft Qyy 2381 in3 lyy 24838 in4 qyy 10.67 On Vuy 85.4 for 8 in strip # of bars 9 #ny 92.3 k OK Vn = A,f fy µ F- Eq.11-25 AC1318-02 6.8 I Punching Shear Check h1= h2 = d1= Vu= Mux = M uy = C,= c2 = X= Y= bo f'c = yvx YvY B1/BC @ L6 @ d/2 from column edge 10 in panel thickness 10 in slab thickness 18.5 in effective depth -88.906 k 41.219 k-ft -47.55 k-ft 16 24 34.5 in 27.25 in 72.75 in 5000 psi 0.372 0.429 495 k-i n -571 k-in column dimension parallel to x column dimension parallel to y concrete strength a B Item Side 1 Side 2 Side 3 Y x2 -17.25 0 17.25. Y2 7.625 21.25 15.75 L 27.25 34.5 11 d 18.5 18.5 18.5 Ld 504.13 638.25 203.50 1345.88 Ldx2 -8696.16 0.00 3510.38 -5185.78 Ldy2 3843.95 13562.81 3205.13 20611.89 X3 Y3 -3.85 15.31 x2-X3 -13.40 3.85 21.10 Y2-y3 -7.69 5.94 0.44 Ld3/12 14378 18203 5804 dL3/12 31195 63306 2052 Parallel to y X Y Ixx X 29811 22483 39 Ixx Y 75384 103993 7894 lyy X 136052 90986 98483 lyy Y 90479 9476 90627 Ixx 75384 22483 7894 105762 lyy 90479 90986 90627 272091 Ixy 51935 14596 1869 1 1 68400 Point A Point B Point C Point D x4 = -17.3 17.3 17.3 -17.3 Y4 = 21.3 21.3 10.3 -6.0 Vu/bod -0.066 -0.066 -0.066 -0.066 Mux-Vuy3 1856.2 1856.2 1856.2 1856.2 lyy(y4-y3)-Ixy( 2.5312E+06 1.7145E+05 -2.8216E+06 -4.8832E+06 Ixxlyy-Ixy2 2.4098E+10 2.4098E+10 2.4098E+10 2.4098E+10 Muy+Vux3 -228.036933 -228.036933 -228.036933 -228.036933 Ixx(x4 X3)-Ixy( -1.8228E+06 1.8259E+06 2.5783E+06 4.1051E+04 V, -0.001 -0.054 -0.136 -0.206 V, max 0.206 ~v,: 0.247 Vc = (2+4/pc) ~fc bod Eq. 11-33 AC1318-02 0.511 Vc = (30d/bo+2) Vf'c bod F Eq. 11-34 AC1318-02 0.212 Vc = 4Vf'c bod E- Eq. 11-35 AC1318-02 ~v~ 0.212 ksi OK Punching Shear Check h1= h2 = d1= d2 = Vu = Mux = Muy = c1= c2 = X= y= bo f' c = fpc = as = yvx YW L. `J ~,j B1&BC @ L6 @ d/2 from panel edge 10 8.5 in 8.5 in 7 -88.906 k 41.219 k-ft -4755 k-ft 495 k-in -571 k-in 16 24 95.75 in 44 in 194.25 in 5000 psi 125 psi 30 0.311 0.496 rk P~ , 2:i 1 1 1 1 1 10 Item Side 1 Side 2 Side 3 Side 4 Side 5 Side 6 X2 -47.5 -39.75 8.125 48.25 0 0 Y2 19.75 51.5 51.5 34 0 0 L 63.5 15.5 80.25 35 0 0 d 7 7 8.5 8.5 0 0 Ld 444.50 108.50 682.13 297.50 0.00 0.00 1532.63 Ldx2 -21113.75 -4312.88 5542.27 14354.38 0.00 0.00 -5529.98 Ldy2 8778.88 5587.75 35129.44 10115.00 0.00 bod 1533 X3 -3.61 Y3 38.89 x2-x3 -43.89 -36.14 11.73 51.86 3.61 3.61 Y2-Y3 -19.14 12.61 12.61 -4.89 -38.89 -38.89 Ld3/12 1815 443 4107 1791 0 0 dL3/12 149361 2172 366077 30370 0 0 Parallel to y X X Y Y X Ixx X 162919 17240 108384 7128 0 0 IxxY 314095 19855 478569 39289 0 0 lyyX 1007502 144341 464091 832219 0 0 lyy Y 856326 141726 93906 800058 0 0 Ixx 314095 17240 108384 39289 0 0 479008 lyy 856326 144341 464091 800058 0 0 2264816 Ixy 373512, -49430 100886 -75515 0 0 349453 Point A Point B Point C Point D X4 = -47.5 48.25 48.25 -47.5 Y4= 51.5 51.5 16.5 -12 Vu/bod -0.058 -0.058 -0.058 -0.058 Mux-Vuy3 3952.6 3952.6 3952.6 3952.6 IYY(Y4-Y3)-IXy(X4-X3) 4.3887E+07 1.0427E+07 -6.8842E+07 -9.9929E+07 Ixxlyy-Ixy2 9.6275E+11 9.6275E+11 9.6275E+11 9.6275E+11 Muy+Vux3 -249.8112938 -249.8112938 -249.8112938 -249.8112938 Ixx(x4-x3)-Ixy(y4 y3) -2.5429E+07 2.0436E+07 3.2666E+07 -3.2392E+06 vu -0.005 -0.042 -0.142 -0.186 v„ max 0.186 pp 2.813 < 3.5 2.813 Rp~fc 0.197 ksi Vf'c = 70.7 70 0.3fpc 0.038 Vc = bp-'F'C + 0.3fpc, where Vp = 0 (Eq.11-36 AC1318-02) ova 0.234 ksi OK check horizontal shear B1/BC @L6 Vu= 88.906 k M ux = 41.219 k-ft M uy = 47.55 k-ft Px = 0.5 portion of Vu to be designed in X-direction by column perimeter, min 0.5 Ry = 0.69 portion of Vu to be designed in Y-direction by column perimeter, min 0.5 hS = 10 in slab thickness hP = 10 in panel thickness panel size Lx = 7.33 panel dimension in x Ly = 4.00 panel dimension in y Check X-dir: Vx 44.45 k Vxx 6.49 k Qxx 1800 in3 Qxx = Ayx Ixx 24000 in4 qxx 3.82 k/in VQ/1 As #5 @ 8 in dowels 0.31 in' bar area Vux 30.56 for 8 in strip # of bars 4 Emb min 6.8 in minimum embedment for bars emb prov 6.8 in embedment provided for bars, max value = 6.8 µ 1.0 11.7.4.3 AC1318-02 ~Vnx 55.8 k OK Vn = Af fy µ Eq.11-25 AC1318-02 Check Y-dir: Vy 61.35 k Vyy 10.30 k-ft Qyy 1800 in3 lyy 24000 in4 qyy 5.37 k/in Vuy 43.0 for 8 in strip # of bars 4 #ny 55.8 k OK Vn = Af fy µ Eq.11-25 AC1318-02 /Z Punching Shear Check h1= h2 = d1= Vu = Mux = M uy = c1= c2 = X= y= bo f' c = yvx Yvy 3,/A12 @ t5 @ d/2 from column edge 7 in panel thickness 8.5 in slab thickness 14 in effective depth -157.8 k 72.1 k-ft -48.8 k-ft 16 24 30 in 38 in 136 in 5000 psi 0.429 0.372 A 865 k-in -586 k-in column dimension parallel to x column dimension parallel to y concrete strength 30 16 N D B 00 M C P3 i i Item Side 1 Side 2 Side 3 Side 4 1 x2 -15 0 15 0 Y2 0 19 0 -19 L 38 30 38 30 d 14 14 14 14 Ld 532.00 420.00 532.00 420.00 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 Y3 0.00 0.00 X2-X3 -15.00 0.00 15.00 0.00 Y2-Y3 0.00 19.00 0.00 -19.00 Ld3/12 8689 6860 8689 6860 dL3/12 64017 31500 64017 31500 Parallel to y X Y X Ixx X 0 151620 0 151620 Ixx Y 72707 189980 72707 189980 lyy X 192407 38360 192407 38360 lyy Y 119700 0 119700 0 Ixx 72707 151620 72707 151620 448653 lyy 119700 38360 119700 38360 316120 Ixy 0 0 0 0 0 Point A Point B Point C Point D x4 = -15.00 15.00 15.00 -15.00 Y4 = 19.00 19.00 -19.00 -19.00 Vu/bod -0.083 -0.083 -0.083 -0.083 Mux-Vuy3 865.2 865.2 865.2 865.2 lyy(y4-y3)-Ixy( 6.0063E+06 6.0063E+06 -6.0063E+06 -6.0063E+06 Ixxlyy-Ixy2 1.4183E+11 1.4183E+11 1.4183E+11 1.4183E+11 Muy+Vux3 -585.6 -585.6 -585.6 -585.6 Ixx(x4-x3)-Ixy( -6.7298E+06 6.7298E+06 6.7298E+06 -6.7298E+06 V, -0.078 -0.057 -0.088 -0.109 v, max 0.109 ¢v, 0.247 Vc = (2+4/(3c) ~fc bod Eq. 11-33 AC1318-02 0.324 Vc = (40d/bo+2) dfc bod F Eq. 11-34 AC1318-02 0.212 Vc = 4Vf'c bod F Eq. 11-35 AC1318-02 Svc 0.212 ksi OK /4- Punching Shear Check h2 = d2 = 3/A12 @ L5 @ d/2 from panel edge 8.5 in 7 in Vu = -157.8 k Mux = 72.1 k-ft 865 k-in Muy = -48.8 k-ft -586 k-in c1= 16 C2 = 24 X = 83 in y = 91 in bo 348 in f'c = 5000 psi yvx 0.411 YVY 0.389 A 83 - B 76 rn C 15 Item Side 1 Side 2 Side 3 Side 4 x2 -41.5 0 41.5 0 Y2 0 45.5 0 -45.5 L 91 83 91 83 d 7 7 7 7 Ld 637.00 581.00 637.00 581.00 2436.00 Ldx2 -26435.50 0.00 26435.50 0.00 0.00 Ldy2 0.00 26435.50 0.00 -26435.50 0.00 X3 Y3 0.00 0.00 X2-X3 -41.50 0.00 41.50 0.00 Y2-Y3 0.00 45.50 0.00 -45.50 Ld3/12 2601 2372 2601 2372 dL3/12 439583 333542 439583 333542 Parallel to y X Y X Ixx X 0 1202815 0 1202815 Ixx Y 442184 1538730 442184 1538730 lyyX 1539257 335915 1539257 335915 lyy Y 1097073 0 1097073 0 Ixx 442184 1202815 442184 1202815 3289999 lyy 1097073 335915 1097073 335915 2865976 Ixy 0 0 0 0 0 Point A Point B Point C Point D x4 = -41.50 41.50 41.50 -41.50 Y4 = 45.50 45.50 -45.50 -45.50 Vu/bod -0.065 -0.065 -0.065 -0.065 Mux-Vuy3 865.2 865.2 865.2 865.2 lyy(y4-y3)-Ixy( 1.3040E+08 1.3040E+08 -1.3040E+08 -1.3040E+08 Ixxlyy-Ixy2 9.4291E+12 9.4291E+12 9.4291E+12 9.4291E+12 Muy+Vux3 -585.6 -585.6 -585.6 -585.6 Ixx(x4-x3)-Ixy( -1.3653E+08 1.3653E+08 1.3653E+08 -1.3653E+08 V, -0.063 -0.057 -0.066 -0.073 v„ max 0.073 ¢v, 0.247 Vc = (2+4/(3c) ~fc bod F- Eq. 11-33 AC1318-02 0.149 Vc = (40d/bo+2) Vfc bod F Eq. 11-34 AC1318-02 0.212 Vc = 4df c bod F Eq. 11-35 AC1318-02 ~v~ 0.149 ksi OK rG check horizontal shear 3/A12 @L5 Vu = 157.8 k M ux = 72.1 k-ft M uy = 48.8 k-ft (3x = 0.5 portion of Vu to be designed in X-direction by column perimeter, min 0.5 Ry = 0.6 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 = 6.33 panel dimension in x Ly = 7.00 panel dimension in y Check X-dir: Vx 78.90 k Vxx 7.71 k Qxx 2499 in3 Qxx = Ayx Ixx 26067 in4 qxx 8.30 k/in VQ/1 As #5 @ 8 in dowels 0.31 in2 bar area Vux 66.42 for 8 in strip # of bars 9 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 OVnx 92.3 k OK Vn = A~f fy µ - Eq.11-25 AC1318-02 Check Y-dir: Vy 94.68 k Vyy 10.30 k-ft Qyy 2261 in3 lyy 23583 in4 qyy 10.06 On Vuy 80.5 for 8 in strip # of bars 8 #ny 82.1 k OK Vn = Avf fy µ Eq.11-25 AC1318-02 6.8 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i Punching Shear Check C3jC8 @L4 @ d/2 from column edge h1= 10 in panel thickness h2 = 8.5 in slab thickness d1= 17 in effective depth Vu = -78.884 k Mux = -8.528 k-ft -102 k-in Muy = -63.28 k-ft -759 k-in c1= 16 column dimension parallel to x c2= 24 column dimension parallel to y x = 33 in y = 26.5 in bo 59.5 in f'c = 5000 psi concrete strength yvx 0.374 YVY 0.427 f ~ ~k arV P 17 !8 1 Item Side 1 Side 2 E X2 0 -16.5 Y2 20.5 7.25 L 33 26.5 d 17 17 Ld 561.00 450.50 1011.50 Ldxz 0.00 -7433.25 -7433.25 LdY2 11500.50 3266.13 14766.63 x3 -7.35 Y; 14.60 x2-x3 7.35 -9.15 Y2-Y3 5.90 -7.35 Ld3/12 13511 10850 dL3/12 50911 26364 Parallel to X Y Ixx X 19537 24329 Ixx Y 83958 61542 lyy X 94718 74941 lyy Y 30296 37727 Ixx 19537 61542 81079 lyy 94718 37727 132445 Ixy 24329 30296 54625 Point A Point B Point C x4 = -16.50 16.50 -16.50 Y4 = 20.50 20.50 -6.00 Vu/bod -0.078 -0.078 -0.078 Mux-Vuy3 1049.3 1049.3 1049.3 Iyy(y4-y3)-Ixy(x4 X3) 1.2815E+06 -5.2114E+05 -2.2283E+06 Ixxlyy-Ixyz 7.7546E+09 7.7546E+09 7.7546E+09 Muy+Vux3 -179.6620336 -179.6620336 -179.6620336 Ixx(x4-x3)-Ixy(y4-y3) -1.0643E+06 1.6113E+06 3.8323E+05 V, -0.024 -0.088 -0.187 v, max 0.187 ~v, 0.247 Vc = (2+4/(3c) ~fc bod - Eq. 11-33 AC1318-02 0.409 Vc = (20d/bo+2) Vf'c bod F Eq. 11-34 AC1318-02 0.212 Vc = 4Vfc bod Eq. 11-35 AC1318-02 0.212 ksi OK 1 !1 Punching Shear Check h2 = d2 = Vu = Mux = M uy = C1 = c2 = X= Y= bo f' c = fpc = yvx YvY ( F. ENAa~.e. ~a V ` V CA L C3/CB @L4 @ d/2 from panel edge 8.5 in 7 in -78.884 k -8.528 k-ft -63.28 k-ft 16 24 74 in 69.5 in 143.5 in 5000 psi 350 psi 0.392 0.408 r -102 k-in -759 k-in r~ 1171-) 4- Item Side 1 Side 2 41 X2 -16.5 -53.5 Y2 57.5 22.75 L 74 69.5 d 7 7 Ld 518.00 486.50 1004.50 Ldx2 -8547.00 -26027.75 -34574.75 Ldy2 29785.00 11067.88 40852.88 x3 -34.42 Y3 40.67 x2-x3 17.92 -19.08 Y2-Y3 16.83 -17.92 Ld3/12 2115 1987 dL3/12 236381 195826 Parallel to X Y Ixx X 146725 156226 Ixx Y 385221 354038 lyy X 404837 374924 lyy Y 166341 177111 Ixx 146725 354038 500764 lyy 404837 177111 581948 Ixy 156226 166341 322566 Point A Point B Point C x4 = -53.5 20.5 -53.5 Y4 = 57.5 57.5 -12 Vu/bod -0.079 -0.079 -0.079 Mux-Vuy3 3105.9 3105.9 3105.9 Iyy(y4-y3)-IXy(X4-X3) 1.5949E+07 -7.9210E+06 -2.4497E+07 Ixxlyy-Ixy2 1.8737E+11 1.8737E+11 1.8737E+11 M uy+Vux3 1955.81629 1955.816286 1955.81629 Ixx(x4 x3)-Ixy(y4-y3) -1.4983E+07 2.2073E+07 7.4349E+06 V, 0.089 -0.224 -0.270 v, max 0.270 (3p 2.476 < 3.5 2.476 RpJf'c 0.173 ksi ~f'c = 70.7 70 0.3fpc 0.105 Vc = bp~F'C + 0.3fpc, where Vp = 0 (Eq.11-36 AC1318-02) 0, 0.278 ksi OK Zi check horizontal shear C3jCB @L4 Vu = 78.884 k M ux = 8.528 k-ft M uy = 63.28 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 = 5.00 panel dimension in y Check X-dir: Vx 39.44 k Vxx 11.33 k Qxx 2550 in3 Qxx = Ayx Ixx 31658 in4 qxx 4.09 On VQ/1 As #5 @ 8 in dowels 0.31 in2 bar area Vux 32.72 for 8 in strip # of bars 6 Emb min 6.8 in minimum embedment for bars emb prov 6.8 in embedment provided for bars, max value = 6.8 µ 1.0 11.7.4.3 AC1318-02 ~Vnx 83.7 k OK Vn = A,f fy µ Eq.11-25 AC1318-02 Check Y-dir: Vy 47.33 k Vyy 1.71 k-ft Qyy 2847 in3 lyy 35349 in4 qyy 3.95 On Vuy 31.6 for 8 in strip # of bars 7 ~Vny 97.7 k OK Vn = Avf fy µ - Eq.11-25 AC1318-02 Oz- Punching Shear Check h, _ h2 = d, _ Vu = Mux = Muy = C, _ c2 = X= Y= bo f' c = )vx YvY C1/CB @L6 @ d/2 from column edge 10.5 in panel thickness 10 in slab thickness 19 in effective depth -100.9 k -107.9 k-ft 49.9 k-ft 16 24 29 in 37 in 66 in 5000 psi 0.430 0.371 a -1295 k-in 599 k-in column dimension parallel to x column dimension parallel to y concrete strength Gr ~ t 1 F ~~•y 1 1 1 1 1 Item Side 1 Side 2 Y x2 12.5 27 Y2 31 12.5 L 29 37 d 19 19 Ld 551.00 703.00 1254.00 Ldx2 6887.50 18981.00 25868.50 Ldy2 17081.00 8787.50 25868.50 X3 Y3 20.63 20.63 X2-X3 -8.13 6.37 Y2-Y3 10.37 -8.13 Ld3/12 16576 21149 d1-3/12 38616 80201 Parallel to X Y Ixx X 59267 46452 Ixx Y 114459 147801 lyy X 91600 129886 lyy Y 36409 28536 Ixx 59267 147801 207068 lyy 91600 28536 120137 Ixy -46452 -36409 -82861 Point A Point B Point C X4 = -2.00 27.00 27.00 Y4 = 31.00 31.00 -6.00 Vu/bod -0.080 -0.080 -0.080 Mux-Vuy3 786.6 786.6 786.6 IYY(y4-y3)-Ixy( -6.2908E+05 1.7739E+06 -2.6712E+06 IXXlyy-Ixy2 1.8011E+10 1.8011E+10 1.8011E+10 Muy+Vux3 -1482.644697 -1482.644697 -1482.644697 IXx(x4 X3)-Ixy( -3.8263E+06 2.1786E+06 -8.8721E+05 V, -0.209 0.019 -0.158 V, max 0.209 c~v, 0.247 Vc = (2+4/pc) ~fc bod Eq. 11-33 AC1318-02 0.411 Vc = (20d/bo+2) Vfc bod E- Eq. 11-34 AC1318-02 0.212 Vc = 4Vf'c bod F Eq. 11-35 AC1318-02 ~v~ 0.212 ksi OK Z¢ Punching Shear Check h2 = d2 _ Vu = Mux = Muy = c1= c2 = X= Y= bo fc= fpc = yvx YvY C1/CB @L6 @ d/2 from panel edge 10 in 8.5 in -100.9 k -107.9 k-ft 49.9 k-ft 16 24 60.5 in 68.5 in 129 in 5000 psi 375 psi 0.415 0.385 -1295 k-in 599 k-in ra NN I 211,;2, Item Side 1 Side 2 7 X2 22.25 52.5 Y2 56.5 22.25 L 60.5 68.5 d 8.5 8.5 Ld 514.25 582.25 1096.50 Ldx2 11442.06 30568.13 42010.19 Ldy2 29055.13 12955.06 42010.19 x3 38.31 Y3 38.31 X2-X3 -16.06 14.19 Y2-Y3 18.19 -16.06 Ld3/12 3096 3506 dL3/12 156857 227672 Parallel to X Y Ixx X 170097 150232 Ixx Y 330050 381409 lyy X 292640 348368 lyy Y 132687 117190 Ixx 170097 381409 551507 lyy 292640 117190 409830 Ixy -150232 -132687 -282918 Point A Point B Point C x4 = -8 52.5 52.5 Y4 = 56.5 56.5 -12 Vu/bod -0.092 -0.092 -0.092 Mux-Vuy3 2571.0 2571.0 2571.0 IYY(y4-y3)-IXy(X4-x3) -5.6492E+06 1.1467E+07 -1.6606E+07 Ixxlyy-lxy2 1.4598E+11 1.4598E+11 1.4598E+11 Muy+Vux3 -3266.9801 -3266.98014 -3266.9801 Ixx(x4-x3)-Ixy(y4-y3) -2.0396E+07 1.2970E+07 -6.4102E+06 V, -0.309 0.104 -0.269 v, max 0.309 pp 2.818 < 3.5 2.818 (3p~fc 0.197 ksi ~f'c = 70.7 70 0.3fpc 0.113 Vc = bp~F'C + 0.3fpc, where Vp = 0 (Eq.11-36 AC1318-02) 0, 0.310 ksi OK 26 check horizontal shear C1/CB @L6 Vu = 100.9 k Mux = 107.9 k-ft M uy = 49.9 k-ft Rx = 0.5 portion of Vu to be designed in X-direction by column perimeter, min 0.5 (3y = 0.6 portion of Vu to be designed in Y-direction by column perimeter, min 0.5 hs = 10 in slab thickness hp= 10.5 in panel thickness panel size Lx = 4.33 panel dimension in x Ly = 5.00 panel dimension in y Check X-dir: Vx 50.45 k Vxx 11.52 k Qxx 3150 in3 Qxx = Ayx Ixx 43076 in4 qxx 4.53 k/in VQ/1 As #5 @ 8 in dowels 0.31 in2 bar area Vux 36.25 for 8 in strip # of bars 6 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 ~Vnx 83.7 k OK Vn = A~f fy µ E- Eq.11-25 AC1318-02 Check Y-dir: Vy 60.54 k Vyy 21.58 k-ft Qyy 2730 in3 lyy 37329 in4 qyy 6.01 k/in Vuy 48.0 for 8 in strip # of bars 5 ~Vny 69.8 k OK Vn = Avf fy µ F- Eq.11-25 AC1318-02 6.8 Z-7 Punching Shear Check h1= h2 = dl = Vu = Mux = M uy = c1= C2 = x= y= bo f'c = wx IVY 3.4/A2 @ L5 @ d/2 from column edge 7 in panel thickness 13 in slab thickness 18.5 in effective depth -520 k 142.924 k-ft -117.302 k-ft 24 24 42.5 in 42.5 in 170 in 5000 psi 0.400 0.400 1715 k-in -1408 k-in column dimension parallel to x column dimension parallel to y concrete strength 42.5 ' B A 24 D ~t m N ~ C ,7 a, Item Side 1 Side 2 Side 3 Side 4 x2 -21.25 0 21.25 0 Y2 0 21.25 0 -21.25 L 42.5 42.5 42.5 42.5 d 18.5 18.5 18.5 18.5 Ld 786.25 786.25 786.25 786.25 3145.00 Ldx2 -16707.81 0.00 16707.81 0.00 0.00 Ldy2 0.00 16707.81 0.00 -16707.81 0.00 X3 Y3 0.00 0.00 x2-x3 -21.25 0.00 21.25 0.00 Y2-Y3 0.00 21.25 0.00 -21.25 Ld3/12 22425 22425 22425 22425 dL3/12 118347 118347 118347 118347 Parallel to y X Y X Ixx X 0 355041 0 355041 Ixx Y 140772 495813 140772 495813 lyy X 495813 140772 495813 140772 lyy Y 355041 0 355041 0 Ixx 140772 355041 140772 355041 991625 lyy 355041 140772 355041 140772 991625 Ixy 0 0 0 0 0 Point A Point B Point C Point D x4 = -21.25 21.25 21.25 -21.25 Y4 = 21.25 21.25 -21.25 -21.25 Vu/bod -0.165 -0.165 -0.165 -0.165 Mux-Vuy3 1715.1 1715.1 1715.1 1715.1 lyy(y4-y3)-Ixy( 2.1072E+07 2.1072E+07 -2.1072E+07 -2.1072E+07 Ixxlyy-Ixy2 9.8332E+11 9.8332E+11 9.8332E+11 9.8332E+11 Muy+Vux3 -1407.624 -1407.624 -1407.624 -1407.624 Ixx(x4-x3)-Ixy( -2.1072E+07 2.1072E+07 2.1072E+07 -2.1072E+07 V, -0.163 -0.139 -0.168 -0.192 v, max 0.192 ¢v~ 0.318 Vc = (2+4/(3c) N c bod Eq. 11-33 AC1318-02 0.337 Vc = (40d/b,,+2) Vf'c bod E- Eq. 11-34 AC1318-02 0.212 Vc = 4Vf'c bod E- Eq. 11-35 AC1318-02 ~v~ 0.212 ksi OK 1 1 1 r Punching Shear Check 3.4/A2 @ L5 @ d/2 from panel edge h2 = 13 in d2 = 11.5 in Vu = -520 k Mux = 142.924 k-ft 1715 k-in Muy = -117.302 k-ft -1408 k-in c1= 24 c2 = 24 X = 95.5 in y = 95.5 in bo 382 in f'c = 5000 psi yvx 0.400 yvy 0.400 A 95.5 D B t.D rn C Item Side 1 Side 2 Side 3 Side 4 Y- x2 -47.75 0 47.75 0 Y2 0 47.75 0 -47.75 L 95.5 95.5 95.5 95.5 d 11.5 11.5 11.5 11.5 Ld 1098.25 1098.25 1098.25 1098.25 4393.00 Ldx2 -52441.44 0.00 52441.44 0.00 0.00 Ldy2 0.00 52441.44 0.00 -52441.44 0.00 X3 Y3 0.00 0.00 X2-X3 -47.75 0.00 47.75 0.00 Y2-Y3 0.00 47.75 0.00 -47.75 Ld3/12 12104 12104 12104 12104 dL3/12 834693 834693 834693 834693 Parallel to y X Y X Ixx X 0 2504079 0 2504079 Ixx Y 846797 3350875 846797 3350875 lyy X 3350875 846797 3350875 846797 lyy Y 2504079 0 2504079 0 Ixx 846797 2504079 846797 2504079 6701750 lyy 2504079 846797 2504079 846797 6701750 Ixy 0 0 0 0 0 Point A Point B Point C Point D x4 = -47.75 47.75 47.75 -47.75 Y4 = 47.75 47.75 -47.75 -47.75 Vu/bod -0.118 -0.118 -0.118 -0.118 M u x-V uy3 1715.1 1715.1 1715.1 1715.1 lyy(y4-y3)-Ixy( 3.2001E+08 3.2001E+08 -3.2001E+08 -3.2001E+08 Ixxlyy-Ixyz 4.4913E+13 4.4913E+13 4.4913E+13 4.4913E+13 Muy+Vux3 -1407.624 -1407.624 -1407.624 -1407.624 Ixx(x4-x3)-Ixy( -3.2001E+08 3.2001E+08 3.2001E+08 -3.2001E+08 V, -0.117 -0.109 -0.119 -0.127 v, max 0.127 ¢v,: 0.318 Vc = (2+4/(3c) ~fc bod E- Eq. 11-33 AC1318-02 0.170 Vc = (40d/bo+2) Vf'c bod F- Eq. 11-34 AC1318-02 0.212 Vc = 4dfc bod F Eq. 11-35 AC1318-02 Svc 0.170 ksi OK s check horizontal shear 3.41A2 @LS Vu = Mux = Muy = Px = Ry = hs = hP = panel size Check X-dir: Vx Vxx Qxx Ixx qxx As Vux # of bars Emb min emb prov µ ~Vnx Check Y-dir: Vy Vyy QYy Iyy qyy Vuy # of bars ~Vny 520 k 142.924 k-ft 117.302 k-ft 0.5 portion of Vu to be designed in X-direction by column perimeter, min 0.5 0.5 portion of Vu to be designed in Y-direction by column perimeter, min 0.5 13 in slab thickness 7 in panel thickness Lx = 7.00 panel dimension in x Ly = 7.00 panel dimension in y 260.00 k 16.76 k 3822 in3 Qxx = Ayx 56000 in4 18.89 k/in VQ/I #5 @ 6 in dowels 0.31 in2 bar area 113.33 for 6 in strip 13 6.8 in minimum embedment for bars 5 in embedment provided for bars, max value = 1.0 11.7.4.3 AC1318-02 133.3 k OK Vn = Avf fy µ Eq.11-25 AC1318-02 260.00 k 20.42 k-ft 3822 in3 56000 in4 19.14 On 114.8 for 6 in strip 13 133.3 k OK Vn = Af fy µ Eq.11-25 AC1318-02 6.8 -3/ JOB l~ '~~~i 1 I L N0. / 0~ NISHKIAN ENNINGER CONSULTING AND STRUC T URAL 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 I, ~ I -Z t5 (2/ L of t> Y 7H, TF- TH F- NISHKIAhI _ CONSU:TING AND STR'JC-,URAL ENGINEERS 1200 Folsom Street, San Francisco, CA 94103 Tel: (415) 541-9477 Fax: (415) 543-5071 JOB SHEET NO. / OF z CALCULATED BY ~yv DATE ~'~f I CHECKED BY Item Side 1 Side 2 Side 3 s 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 Ldy2 950.63 6974.50 950.63 8875.75 VGA x2-x3 -18.50 0.00 18.50 Y2-Y3 -5.08 6.17 -5.08 Ld3/12 4119 6774 4119 d L3/12 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 Lkx = Ld (y2 - y3)' . for side of critical section parallel to X-axis Ld dL3 Irx = - - Ld `yl - y3)' , for side of critical section parallel to Y-axis 12 12 Ld 3 dL3 Iry = 12 - 12 _ Ld (x2 - x3)' , for side of critical section parallel to X-axis Iry = Ld (x2 - x3)' ; for side of critical section parallel to Y-axis LT = Ld (xl - x_)(y2 -y3), for side of critical section parallel to X-~~is or Y-axis NISHKIAN CONSU'-TING AND STRU URAL ENGINEERS 1200 Folsom Street, San Francisco, CA 94103 Tel: (415) 541-9477 Fax: (415) 543-5071 JOB t-3 V T /~C '1s s SHE=1 NO. OF z _ / Gf CALCULATED BY DATE L) CHECKED BY Item Side 1 Side 2 Side 3 s 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 LdY2 950.63 6974.50 950.63 8875.75 [16t f 0 (a V" b Tf-1t= r- C.~!if'~fr/ -T ! ?`'0 je~ GG~G F 7 f V L11 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 lXX 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 I__-r• = Ld (y2 - y3)2 . for side of critical section parallel to X-axis _ L- d' dL3 1 17 = LdCy2 - y3)2, for side of critical section parallel to Y-axis Ld' dL3 Irf = 1 ~ - L _ Ld (X2 - X3)2. for side of critical section parallel to X-axis 12 it = Ld(X2 for side of critical section parallel to Y-axis Lrti = L-d (X2 - X3)(y2 - y3), for side of critical section parallel to X-axis or Y-axis NISHKIAN`_. CONSULTING AND STRUC-URA- ENGINEERS 1200 Folsom Street, San Francisco, CA 94103 Tel: (415) 541-9477 Fax: (415) 543-5071 JOB NO. SHE, NO. OF / ~7 CALCULATED BY T~' y GATE L/z CHECKED BY Vi yti [ MLx - VL (y= - Y~)] [Its (Y4 - Y3) - I _(X4 - X=)] VU=- - bod Zk~- yPT[ MLY _ VU(X_ - XI)] [Lax(x4 - XS) - 11T(Y4 - Y-)] LkY n _ LT L_kar. . where sides refers to the sides of the critical section for punching shear sides =1 n _ ky _ Y ly-Y , where sides refers to the sides of the critical section for punching shear sides =1 n 11 LkT . where sides refers to the sides of the critical section for punching shear sides = ] ,F '7 r- it 1 / 1 NISHKIAN ;,AE'N~4MWSER CONSULTING AND STRUCTURAL ENGINEERS 1200 Folsom Street, San Francisco, CA 94103 Tel: (415) 541-9477 Fax: (415) 543-5071 E o~ 4 ~I Q, OIN i lC F ~z ~ O ~ If JOB `Y NO. 1'° • SHEET NO. OF C~ CALCULATED BY DATE' CHECKED G~ ~J ts~ ~I 11A ! IS, y U\ RBI ~ o ~ ~ o '6_ 0 QI II ~ CC t v1 0 0 O 7a t NISHKIAN kk WI, R CONSULTING AND STR'JCT'URAL ENGINEERS 1200 Folsom Street, San Francisco, CA 94103 k I~~ Tel: (415) 541-9477 Fax: (415) 543-5071 J06 SHEET NO. OF CALCULATED BY DATE CHECKED BY DATE SCALE w 17~ r R v I 1 1 ~ ~J •4 ~n ;0 ~s i v \~4j ~I _I 1 V. l~ O 0 ft V 0 D ~i t~ d., t~ ;t C" 0 4 t\ E~~ 'V u f O N ~ kC o 1 I b o 0 0 it Q v~ kk r~ 1 I~1 v 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Punching Shear Check h1= h2 = d1= Vu= Mux = M uy = Cl = c2 = X= y= bo f c = yvx yvy A2/11 @L5 @ d/2 from column edge 6 in panel thickness 8.5 in slab thickness 13 in effective depth -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 -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 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 Ldy2 950.63 6974.50 950.63 8875.75 x3 0.00 Ys 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 -849.1 IYY(Y4-Y3)-Ixy( 1.6167E+06 1.6167E+06 -5.9774E+06 -5.9774E+06 IxxlYy-Ixy2 1.7368E+10 1.7368E+10 1.7368E+10 1.7368.E+10 M uY+Vux3 134.784 134.784 134.784 134.784 Ixx(x4-x3)-Ixy( -1.2270E+06 1.2270E+06 1.2270E+06 -1.2270E+06 V, -0.121 -0.129 -0.002 0.006 v, max 0.129 ~v,: 0.424 Vc = (2+4/(3c) Nifc 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 E- Eq. 11-35 AC1318-02 ova 0.212 ksi OK ~0~ NISNKIAN L-'~14t' t Q`~ CONSULTING AND STRUC-URAL ENGINEERS A 1200 Folsom Street, San Francisco, CA 94103 l IUD Tel: (415) 541-9477 Fax: (415) 543-5071 JOB NO.r7y SHEET NO. OF CALCULATED BY 7_1~lv DATE CHECKED BY DATE V44 ®f ZL?; ,cry- j1 ~4- 4- N/!/ ✓ I~ 1 1 1 1 1 1 1 1 1 1 1 1 N1SHKIAN CONSULTING AND STRUCTURAL ENGINEERS 1200 Folsom Street, San Francisco, CA 94103 Tel: (415) 541-9477 Fax: (41S) 543-5071 JOB 4- \ct~tf•✓ ✓%°rL.~ NO✓-~ y SHEET NO. OF CALCULATED BY I v r DATE CHECKED BY DL TE / `71 t7 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 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 in3 Ixx 16124 in4 qxx 5.86 k/in As #5@ 6 in dowels b.31 in' 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 c Vn 71.8 k OK Vn = A f fy µ Eq.11-25 AC1318-02 y-dir Vuy = 52.25 Vyy 33.09 k Qyy 2856 in3 lyy 29791 in4 qyy 8.18 k/in Vu 49.1 for 6 in strip #ofbars 15 ~Vn 153.9 k OK Vn = A,f fy µ Eq.11-25 AC1318-02 ~L~ DRAWIi~GS A~lD WRITTEN MATERIr4~ ~iPPE~Rii~G NEREI~ CONSTITUTE CONSTITUTE THE ORIGINAL AND UNPUQLISHED WORKS OF T}~IE ENGINEER AND THE SAME WAY MAY NOT NE DUPLICATED, USED OR DISCLOSED WITHOUT THE WRITTEN CONSENT OF THE ENGINEER 0 z C~? ~ ~ z m z z z ~ ~ c~ m Q ~ c~ CJ z cn c z ..,a V Y v z Q ~ ~ ~ ~ ~ _ ~ ~ ~ ~ ~ ~ C n r ~ ~ ~ ~ ~ -1 /^"t C L ,t ~ ~ ~J D r 1 ~ r~ ~ x z ~ ~ ~ ~ z rn ~ ~ ~ ~ ~ ~ r O O Ui I"i'1 ~ ~ ~ ~~'k 4 z cn ( o o~ a 0 0 ~ ° ° ' ~ o o a ~ o o p 0 0 0 q J q 0 0 p 0 0 0 0 a 0 0 0 o a 0 0 ~'1,,, p 0 U 4 0' m c~ m ° ~m ~ ~ o rn r ~ ~ o xi tSi rno 0 C~j ~ N zrn ~ L ~ 0 N ~ p ~ F ~ ~ rn S f~ 1"' I i Z l 1 I t7 O t~ t ~ ~ s i'lJ c za r rs `r rn c ~-,-i ~ ~ ~ rn ~ ~ ~ ~ -n rn c~ ~ A r ~ ~ in rr1 ~ ~ y ~ ~ o m ~ ~rn a rn ~ co ~ ~ r~ z -r~ r-- o cn rn ~ ~ rn o m z~ m `n x rn y -i ~ -o can ~ c~ o ~ ~ o o A ~ -n m o ~ ~ ~ ~ ~ o o - ~ ~ 30" 3C ~7 r s ~ T ~ X ~ ~ ~ a7 ~1 ~ y. ° ~ ~ c~ ~ to c~ r' ~ ~ rn ~ r ° ~ -o ~ ems i'-- ~ ~ ~ ~ y y -o m - ~ cn cn ~ ~ ~ ~ -Cif m 2 C+~ b~ ~ ~ o 0 0 0 0 0 0 o a o 0 0 ~ ~ h O ~ E f'S ~ ~ ~ ~7 ~ ~ © o 0 0 0 0 0 0 0 0 0 0 z o c, m z~ cn C7 ~ 2 m ~ ~ ~ Q o 0 0 0 0 0 0 0 0 0 0 0 to ~ ~7 --I ~ Z ~ ~ Z ~~'1 l~TI ~ fJ'i m~ ~ m ~ Q o 0 0 0 0 o a o 0 0 0 0  0 O 0 0 0 0 ( 0 1 m ~ ~ rn~ ~ I'!l ~ °o 0 0 0 00 0 0 oo 0 0 c,ra ~ Q ° ca ° ~ z m ~ ~ Z ~ Z ~ 0 0 0 0 0 0 0 0 0 0 0 0 0 ~ 0 ~ 0~ 0 0 4 C ~ ~ Cm7 Z ~Y -o- - a---e--a---o - ~ - - a - - 0 ---0-&-- - ~ (lj 0 /Jp 0 0 ~ ~ Q ~ r 0 0 0 0 0 ~ o a o ua rn _ ~ ~ ~ m C? ~ ~ ~ 2 ~ o 0 0 o a o 0 o a o 0 0 ~ ~ ~ Z m -pp ~ 0 0 0 0 0 0 0 0 0 0 0 0 ~ ~ ~ ~ O ~ (jj?~ ~ ~ ~ 0 0 C 0 0 0 0 0 0 0 0 0 ~ °z ~ z ~ ~ m o o a o 0 0 0~ 0 0 0 0 0 ~ ~ ~ = 2 ~ ~ ~ ~ ca 0 0 0 0 0 0 0 0 0 0 0 0 ~ ~ ~ -Q ~ ~ ~ °z y rn ca c ~ Y ~ ~ ~ ~ ~ ~ ~ ~ m , { ~ z ~ ~ ~_i ~ ~ ~ ca ~ ~ ~ ca ~ m c a~ Ui o -~i ~ nc ~ Q z V rn ~ i ~ ~c Q~C m C ~ r e na ~ N c i t ~ -n Z m ~ C7 m C7 O F m ~ 7,^u ~ ~ rn m ~ z~ ~ m z ~ ~ mm t37 C.n :P t.r,i P^.J O _ to p ~ ~ r m z ~ ova ~ ~ J cn ca ca m ~ z o co ~ as ~ ~ y - ~ ca - ~ r ~ ~ ~ ~ r ~ ~ rn m m r va c7 ° ~ ~ ~ ~ rn ~ ~ z m ca cn t,., o ~ z ~ ~ ~ ~ a ca ~ ~ ~ m ~ A ~i ' C-} -p 7~' ~ r Z j< ~ t,J? ti.. ~ r''0 --f r C7~ ~ l ~ ~ C1 ~ X ~ m ~ s ~ . 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