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Home My WebLink AboutB06-0196 Structural Column Repair Submittal #9 03/29/09." Department of Community development Y - 75 South Frontage Load r - Vail- ,CO.l,or' o Te 970 =�4 x Web: �k Development i?veinr;L'`x�ortrto ' _ � L.r 'k �.-, � �:f o-rx.+we� 4 "w'} x 's� ��K ^` b* t } "Y^ .°�t •syc+'%� .:. �S TRANSMITTAL FORM -�� Revision Submittals: `a 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 { () Othet j i PFoject Street i N b St Description / List of Cha ?ZAJ j & 0& 3�> 1C ( um er) ( reef) � ((Butte #) Building /Complex Name: Contact lnf rmation-y,�:� � Company: V yigL Company Address: ✓� c / / Vpw City: Lh S8��o _ Zip: �Zd Contact Name: ez- Z Contact Phone: ! X' 411 / - 6 0 E -Mail Revised ADDiTiONAL' valuations (Labor & Materials) (DO NOT include original valuation) Building: $ �� Plumbing: S Electrical: $ Mechanical: $ Total: $ Pe� (Af IL I)C- U7A o T. �� bJ�Ca/lu�s (use additional sheet if necessary) Date Received: MAR 2 TOWN OF VAIL 0l- Jan -10 HORNE ENGINEERING SOLUTIONS, LLC March 18, 2010 Eric Pendley, Building Official SAFEbuilt Colorado, Inc. 1286 Chambers Avenue, #101 Eagle, Colorado 81631 Office: (877) 462 -1955 Cell: (970) 977 -6270 RE: Four Seasons Hotel, Plan Review of structural slab fixes Submittal #2, Rev 3311R 10849 Vail, Colorado Dear Eric: D t r i..V i I have completed my review of the above submittal, calculations dated 2/17/2010, and drawing sheet S9.01A dated 2/26/2010. 1 have also reviewed revised calculations and drawings dated 3/9/2010. This submittal identifies three locations that require repairs that are known at this time, as shown on details 2, 3 & 6/S9.01A. have the following comments on the submitted materials above. 2/S9.01A: Ref. calculations p. 5: Effective press f,,- = 350psi has been used for increased punching shear capacity due to prestress compression, outside the perimeter of added drop p 1901.2; ACI 318, 11.12.2.: 2 3 n 5 Project 2/S9.01 A: Ref. calculations p. 6: It appears panel dimensions 'Lx' an y include length of d op panel omitted due to conflict with pen eter stud wall. IBC 1901.2, 1604.4. Lx & Ly is revised to show stop short of exterior wall 3 /S9.01A: talculations p. I & 9 do not account or reduction in shear area due to adjacent openings per ACI method of usin s:attached ht lines drawn from the column centroid. IBC 1901.2; ACI 318, 11.12.5. see calc. p. R7a, R8, R10 conring reduction for openings. 3/S9.01A: Calculations p. 7 & 9 show reverse or ux an uy or checks located within and outside the drop panel. IBC 1901.2; ACI 318, 11.12.6. Mux & Muy 3/S9.01 A: Calculations p. 11 show 11 and 13 dowels which appear to be for the revised. entire width of drop panel. Number of dowels should be considered on one side of the column only as loading has been reduced by 0.5 and 0.6 factors, please comment. IBC 1901.2, 1604.4. see explanation on calc. p. R11A Four Seasons Hotel, Plan Review of structural fixes Submittal #2, Rev 33AR 10849 Vail, Colorado 2 anel. Please provide ' ustification for f value used. IBC fpc of 220 psi is used, see attached for justification from post tensioned force per design. 12600 West 32nd Ave. Suite 400 Wheat Ridge, Colorado 80033 www.HESLLC.com revised calc. to show 12" slab. verified from the field no existing opening, see p.R16A 6. 6/S9.01A: Ref. S2.05.1, slab at the area in question is 12° thick, and there appears to be a slab opening south -west of the column that has not been considered. Please review. IBC 1901.2; ACI 318, 11.12.5. 7. 61S9.01A: Calculations p. 16 appear to show more than double the number of dowels applicable to the minimum number of bars available for shear flow check, please comment. IBC 1901.2, 1604.4. 1 Please contact me with any questions. Sincerely, James P. Horne, PE, SE President & Principal Engineer Project: Four Seasons Hotel, Plan Review of structural fixes Submittal #2, Rev 33AR 10849 Vail, Colorado 126DO West 32nd Ave. Suite 400 Wheat Ridge, Colorado 80033 www.HESLLC.com 311812010 2/2 130(0 -ol9b D MAR 2 q 2010 TOWN OF VAIL STRUCTURAL CALCULATIONS 1' COLUMN FIXES (PACKAGE 2 - S9, 01A) Plan Check Revision FOUR SEASONS HOTELS and RESORTS Vail, Colorado for HILL GLAZIER ARCHITECTS 925 Alma Street Palo Alto, CA 94301 by NISHKIAN MENNINGER � S . r� P, NISy''p 1200 Folsom Street '••�� San Francisco, CA 941038 .o? 277 NM Job No. 7083 March 25, 2010 '°x—, Punching Shear Che6 h1 h2 = d= Vu = Mux Muy = c1 C2 = X= y= b fc= as = YVX YW L4 @ Cl /CB @ d/2 from column face 8.5 slab 10 in drop cap 17 in -68.7 k -19.7 k -ft 80.9 k -ft 16 24 31.5 in 265 in 58 in 5000 psi 20 0.379 0.421 detail 2 /S9.01A -236 k -i n 971 k -i n <= panel dimension in x <= panel dimension in y R.� Item Side 1 Side 2 Side 3 Side 4 Side 5 Side 6 16.5 X2 0.75 16.25 0 0 0 0 Vu /b Y2 20.5 7.25 0 0 0 0 756.0 L 31.5 265 0 0 0 0 6.7711E +09 d 17 17 0 fl 01 i 0 432.7487069 Ld 535.50 450.50 0.00 0.00 0.00 0.00 986.00 Ldx 401.63 7320.63 0.00 0.00 0.00 0.00 7722.25 Ldy2 1 10977.75 3266.13 0.00 0.00 0.00 0.00 14243.88 b 986 X3 7.83 Y3 14.45 X2 -7.08 8.42 -7.83 -7.83 -7.83 -7.83 16.5 Y2 - Y3 6.05 -7.20 -14.45 -14.45 -14.45 -14.45 Vu /b Ld /12 12897 10850 0 0 0 0 756.0 dL /12 44279 26364 0 0 0 0 6.7711E +09 Parallel to X Y X X Y X 432.7487069 Ixx // X 19626 23329 0 0 0 0 -0.048 Ixx // Y 76802 60542 0 0 0 0 lyy // X 84033 69138 0 0 0 0 lyy // Y 26857 31924 0 0 0 0 Ixx 19626 60542 0 0 0 0 80168 lyy 84033 31924 0 0 0 0 115957 Ixy -22958 -27290 0 0 0 0 -50249 v„ max 0.143 v� 0.247 Vc = (2 +4 /pc) �f'c b - Eq. 11 -33 ACI318 -02 0.417 Vc = (cx /b +2) Vf'c b F Eq. 11 -34 ACI318 -02 0.212 Vc = 4Vf'c b F Eq. 11 -35 ACI318 -02 Ov 0.212 ksi OK Point A Point B Point C Point D x4= -15 16.5 16.5 -15 Y4 = 20.5 205 -6 -6 Vu /b -0.070 -0.070 -0.070 -0.070 Mux -Vuy 756.0 756.0 756.0 756.0 IYY(Y4 Ixy(x4 x - 4.4528E +05 1.1376E +06 - 1.9353E +06 - 3.5182E +06 Ixxlyy -Ixy 6.7711E +09 6.7711E +09 6.7711E +09 6.7711E +09 Muy +Vux 432.7487069 432.7487069 432.7487069 432.7487069 Ixx(x x Ixy(y -y - 1.5262E +06 9.9910E +05 - 3.3249E +05 - 2.8578E +06 V, -0.047 -0.048 -0.143 -0.142 v„ max 0.143 v� 0.247 Vc = (2 +4 /pc) �f'c b - Eq. 11 -33 ACI318 -02 0.417 Vc = (cx /b +2) Vf'c b F Eq. 11 -34 ACI318 -02 0.212 Vc = 4Vf'c b F Eq. 11 -35 ACI318 -02 Ov 0.212 ksi OK CB GB (� l e--f i , c-f -AWI A)q S C1 q ------- Y ---- 72 ----- d --------------------- B cap L , p I' , I' I� � �co I� 31.5 - - - - - -- - - - - -- - q r i d/2 �n N 16 X4 COLI 42" LEVEL R� X k• Punching Shear Check L4 @ C1 /CB detail 2 /S9.01A @ d/2 from panel edge h 1 = 8.5 in slab h = in d 1 = 7.1 in d = Vu = -68.7 8.2 k 40 sq ft x 0.2 ksf Vu design= -60.5 k (used net force by deducting load within cap) Mux = -19.7 k -ft -236 k -in Muy = 80.9 k -ft 971 k -in c 1 = 16 c = 24 X = 72 in y = 80 in b 163 in f'c = 5000 psi fpc = 220 psi as = 20 yvx 0.413 yvy 0.387 R 5 Item Side 1 Side 2 Side 3 Side 4 Side 5 Side 6 E X2 17.5 53.5 -18 0 0 0 Vu /b Y2 68 28 62 0 0 0 2665.4 L 72 80 11 0 0 0 3.9342E +11 d 7.1 7.1 7.1 0 0 0 - 1011.966871 Ld 511.20 568.00 78.10 0.00 0.00 0.00 1157.30 Ldx 8946.00 30388.00 - 1405.80 0.00 0.00 0.00 37928.20 Ldy 34761.60 15904.00 4842.20 0.00 0.00 0.00 55507.80 b 1157 X3 32.77 Y3 47.96 x x -15.27 20.73 -50.77 -32.77 -32.77 -32.77 53.5 Y2 20.04 -19.96 14.04 -47.96 -47.96 -47.96 Vu /b Ld /12 2147 2386 328 0 0 0 2665.4 dL /12 220838 302933 788 0 0 0 3.9342E +11 Parallel to X Y X Y Y X - 1011.966871 Ixx // X 205233 226364 15388 0 0 0 0.042 Ixx // Y 428219 531684 16504 0 0 0 IYy // X 342231 549337 202449 0 0 0 lyy // Y 119245 244018 201334 0 0 0 Ixx 205233 531684 15388 0 0 0 752305 lyy. 342231 244018 202449 0 0 0 788698 Ixy - 156439 - 235025 -55661 0 0 0 - 447125 v„ max 0.170 (3p 2.371 < 3.5 => 2.371 (3p-,If'c 0.166 ksi Vf'c = 70.7 => 70 Vp /bd 0.000 VP= 0 k 0.3fpc 0.066 Vc = (pp�F'C + 0.3fpc)bd +Vp (Eq.11 -36 AC1318 -02) Ov 0.174 ksi OK Point A Point B Point C Point D X4 = -18.4 53.5 53.5 53.5 Y4 = 68 68 -12 -6 Vu /b -0.052 -0.052 -0.052 -0.052 Mux -Vuy 2665.4 2665.4 2665.4 2665.4 IYy(y y Ixy(x -x - 7.0777E +06 2.5071E +07 - 3.8025E +07 - 3.3293E +07 Ixxlyy -Ixy 3.9342E +11 3.9342E +11 3.9342E +11 3.9342E +11 MuY +Vux - 1011.966871 - 1011.966871 - 1011.966871 - 1011.966871 lxx(x X3) - Ixy(Y -y - 2.9539E +07 2.4552E +07 - 1.1218E +07 - 8.5353E +06 v 1 -0.102 0.042 -0.170 -0.154 v„ max 0.170 (3p 2.371 < 3.5 => 2.371 (3p-,If'c 0.166 ksi Vf'c = 70.7 => 70 Vp /bd 0.000 VP= 0 k 0.3fpc 0.066 Vc = (pp�F'C + 0.3fpc)bd +Vp (Eq.11 -36 AC1318 -02) Ov 0.174 ksi OK check horizontal shear L4 @ C1 /CB detail 2/S9.01A Vu = 68.7 k M ux = 19.7 k -ft M uy = 80.9 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 h = 8.5 in <= slab thickness h = 10 in <= panel thickness panel size Lx = 5.88 <= panel dimension in x Ly = 5.00 <= panel dimension in y Check X -dir: Vx 41.22 k Vxx 13.77 k Qxx 2550 in' <= Qxx = AyY Ixx 31658 in' qxx 4.43 On <= VQ/1 As #5 @ 10 4n <= dowels 0.31 in' <= bar area Vux 44.29 for 10 in strip # of bars 5 Emb min 6.8 in <_ #5 Ldh w /2" cover emb prov 6.8 in <= embedment provided for bars, max value = 6.8 µ 1.0 <= µ, 11.7.4.3 AC1318 -02 �Vnx 69.8 k OK Vn = A f µ <-- Eq.11 -25 AC1318 -02 Check Y -dir. Vy 34.35 k Vyy 3.94 k -ft Q 2996 in' lyy 37198 in' qyy 3.08 On Vuy 30.8 for 10 in strip # of bars 6 #ny 83.7 k OK Vn = A f µ F-- Eq.11 -25 AC1318 -02 R GA � z $ a z � / a tv oo N kA � 6 � 6t h is yti� 0% / / s Oti 09 ON s Punching Shear Check h h 2 = d = d 2 = Vu = Mux = Muy = cl = C2 = X = y= b fc= as = YVX YW L6 @ 13 / AS @ d/2 from column face 17 10 in 15.5 i n 15.5 -155.2 k -7.9 k -ft 35.8 k -ft 24 16 39.5 i n 313 i n 124.3 i n 5000 psi CIE] 0.373 0.427 -95 k -in 670 k -in used for purpose of calculating yvx, yvy section affected by openings deducted /R 7 A I 122.5 1 18 d1 =8.5 ---- 1 -------------------------- - - - - -9 � 1 I� I I 10 to Lo M I O1 1 sid 1 ' I I � 10' THK slob I A 39.� B 1 M L j 1� I I I m N f i pj m 4x16 ' oP oy ----------- ------------- ��----------- 1 `-° -- ----------------- 1 W O sid . 2 C 8 THK slob CD a ; LL � M r I I I C N I I 7 FROM LOWER SOFFIT 1 L — — — — — — — — —} — — 6= 17 -1.5 =15.5 -- ------- — ------------- -------------------------------- ---------- Eb d/2 =7.75 d2 =7 side 2 C A5 LEVEL 6 INI i Item Side 1 Side 2 Side 3 Side 4 Side 5 Side 6 E X2 0 0 -19.75 -19.75 19.75 19.75 Vu /b Y2 15.75 -15.75 9.5 -10.5 8.7 -11.5 -56.3 L 39.5 39.5 12.5 10.5 13.8 8.5 1.8070E +11 d 15.5 15.5 155 15.51 15.51 15.5 686.861786 Ld 612.25 612.25 193.75 162.75 213.90 131.75 1926.65 Ldx 0.00 0.00 - 3826.56 - 3214.31 4224.53 2602.06 - 214.29 Ldy 9642.94 - 9642.94 1840.63 - 1708.88 1860.93 - 1515.13 477.56 b 1581 X -0.11 Y3 0.25 X2-X3 0.11 0.11 -19.64 -19.64 19.86 19.86 19.75 Y2 -Y3 15.50 -16.00 9.25 -10.75 8.45 -11.75 Vu /b Ld /12 12258 12258 3879 3258 4282 2638 -56.3 dL /12 79605 79605 2523 1495 3395 793 1.8070E +11 Parallel to X X Y Y y Y 686.861786 Ixx // X 147134 156694 16585 18800 15281 18183 -0.112 Ixx // Y 238997 248557 22987 23554 22958 21614 lyy //X 91871 91871 81128 67523 92054 55402 lyy // Y 8 8 74726 62770 84377 51971 Ixx 147134 156694 22987 23554 22958 21614 394941 lyy 91871 91871 74726 62770 84377 51971 457585 Ixy 1056 -1089 -35204 34352 35907 -30741 4281 v, max Point A Point B Point C Point D X4 = - 19.75 19.75 39.75 -19.75 Y4 = 15.75 15.75 -15.75 - 15.75 Vu /b -0.098 -0.098 -0.098 -0.098 Mux -Vuy -56.3 -56.3 -56.3 -56.3 IYY(y y Ixy(x x3) 7.1776E +06 7.0085E +06 - 7.4054E +06 - 7.2363E +06 IXXIYY -Ixy 1.8070E +11 1.8070E +11 1.8070E +11 1.8070E +11 MuY +Vux 686.861786 686.861786 686.861786 686.861786 Ixx(x X3)- Ixy(y -Y - 7.8225E +06 7.7776E +06 7.9125E +06 - 7.6877E +06 v 1 -0.086 -0.112 -0.110 -0.085 v, max 0.112 ov 0.424 Vc = (2 +4 /pc) v�f'c b Eq. 11 -33 ACI318 -02 0.371 Vc = (a /b +2) Vf'c b F Eq. 11 -34 ACI318 -02 0.212 Vc = 4Vf'c b F- Eq. 11 -35 ACI318 -02 Sv 0.212 ksi OK Punching Shear Check Lb @ 13 / A5 @ d/2 from panel edge h 10 h = 8.5 in d 8.5 in d = 7 Vu = -155.2 k Mux = -7.9 k -ft -95 k -in Muy= 55.8 k -ft 670 k -in c 1 = 24 <= column dimension parallel to x c = 16 <= column dimension parallel to y X = 122.5 in used for purpose of calculating yvx, yvy y = 99 in I b 391.5 in section affected by openings deducted f' c = 5000 psi fpc = 125 psi use min. M = 40 yvx 0.375 yvy 0.426 Rio P d/2 from panel edee Item Side 1 Side 2 Side 3 Side 4 Side 5 Side 6 E X2 9 9 -52 -52 70 70 Vu /b Y2 50 -50 29 -31 28.5 365 1362.9 L 122.5 122.5 42.5 36 42.5 25.5 3.6885E +13 d 8.5 7 8.5 7 8.5 7 - 499.186827 Ld 1041.25 857.50 361.25 252.00 361.25 178.50 3051.75 Ldx 9371.25 7717.50 - 18785.00 - 13104.00 25287.50 12495.00 22982.25 LdY 52062.50 - 42875.00 10476.25 - 7812.00 10295.63 6515.25 28662.63 X3 7.53 Y3 9.39 b r.7. "j IF] X2 - X3 1.47 1.47 -59.53 -59.53 62.47 62.47 70 Y2 - Y3 40.61 -59.39 19.61 -40.39 19.11 27.11 Vu /b Ld /12 6269 3501 2175 1029 2175 729 1362.9 dL 1302105 1072322 54376 27216 54376 9672 3.6885E +13 Parallel to Y X X Y Y X - 499.186827 Ixx // X 1717015 3024773 138888 411145 131895 131168 -0.057 Ixx //Y 3025389 4100597 195439 439390 188446 141569 lyy//X 1310621 1077674 1336792 921313 1466291 706979 lyy // Y 2247 1851 1280242 893068 1409740 696578 Ixx 3025389 3024773 138888 439390 188446 131168 6948055 lyy 2247 1077674 1336792 893068 1409740 706979 5426501 Ixy 62120 -74822 - 421676 605954 431206 302272 905054 v„ max 0.068 pp 2.368 < 3.5 => 2.368 (3p -,If'c 0.166 ksi Vf'c = 70.7 => 70 0.3fpc 0.038 Vc = bp�F'C + 0.3fpc, where Vp = 0 (Eq. 11-36 ACI318 -02) Ov, 0.203 ksi Ox Point A Point B Point C Point D X4 = -52 70 70 -52 Y4 = 50 50 -495 -495 Vu /b -0.062 -0.062 -0.062 -0.062 M ux -Vuy 1362.9 1362.9 1362.9 1362.9 IYY(Y Y IXY(X X 2.7424E +08 1.6382E +08 - 3.7612E +08 - 2.6570E +08 IXXIYY -IxY 3.6885E +13 3.6885E +13 3.6885E +13 3.6885E +13 Muy +Vux - 499.1868272 - 499.1868272 - 499.1868272 - 499.186827 Ixx(x X3)- IXY(Y -Y - 4.5038E +08 3.9729E +08 4.8734E +08 - 3.6032E +08 v„ -0.061 -0.057 -0.064 -0.068 v„ max 0.068 pp 2.368 < 3.5 => 2.368 (3p -,If'c 0.166 ksi Vf'c = 70.7 => 70 0.3fpc 0.038 Vc = bp�F'C + 0.3fpc, where Vp = 0 (Eq. 11-36 ACI318 -02) Ov, 0.203 ksi Ox NISHKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS 1200 Folsom Street, San Francisco, CA 94103 Tel: (415) 541 -9477 Fax: (415) 543 -5071 SHEET NO. CALCULATED BY CHECKED BY OF Ao R i--% 4� 5 "I 'a. r i I 60 N T a L� I �x t4tv)T SH O L/,, = fr,S Pg 5 r/(� /P / qo., 004&6S = rktt Pkvn/L AllbTl-1 (D1A4NP--,J check horizontal shear L& @ 13/A5 R //B Vu = 155.2 k (sign not applicable) M ux = 7.9 k -ft M uy = 55.8 k -ft (3x = 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 h = 10 in <= slab thickness h = 7 in <= panel thickness panel size Lx = 9.50 <= panel dimension in x Ly = 8.00 <= panel dimension in y Check X -dir: Vx 77.60 k Vxx 5.87 k Qxx 3360 in' <= Qxx = Aye Ixx 39304 in' qxx 7.14 k /in <= VQ/1 As #5 @ 10 in <= dowels 0.31 in' <= bar area Vux 71.36 for 10 in strip // Y # of bars 10 (Ly -cover /spacing) +1 Emb min 6.8 in <_ #5 Ldh w /2" cover (reduction when not fully developed) emb prov 5 in <= embedment provided for bars, max value = 6.8 µ 1.0 <= µ, 11.7.4.3 AC1318 -02 #nx 102.6 k OK Vn = A f µ Eq.11 -25 AC1318 -02 Check Y -dir: Vy 93.12 k Vyy 0.99 k -ft Qyy 3990 in lyy 46674 in' qyy 8.05 k /in Vuy 80.5 for 10 in strip # of bars 11 #ny 112.8 k OK Vn = A f µ F— Eq.11 -25 AC1318 -02 check horizontal shear Lrb P 13 /A5 VU = 155.2 k M ux = 7.9 k -ft M uy = 55.8 k -ft (3x = 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 h = 8.5 in <= slab thickness \ �► �O kIH �I rV"A h = 8.5 in <= panel thickness �S panel size Lx = 9.50 <= panel dimension in x Ly = 8.00 <= panel dimension in y Check X -dir: Vx 77.60 k Vxx 5.87 k Qxx 3468 in' <= Qxx = AYT Ixx 39304 in' qxx 7.37 k /in <= VQ/1 As #5 @ 10 in <= dowels 0.31 in' <= bar area Vux 73.65 for 10 in strip # of bars 10 (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 AC1318 -02 �Vnx 133.3 k OK Vn = A, f f 4 E-- Eq.11 -25 AC1318 -02 Check Y -dir: Vy 93.12 k Vyy 0.99 k -ft Qyy 4118 in' lyy 46674 in qyy 8.30 On Vuy 83.0 for 10 in strip # of bars 11 #ny 146.7 k OK Vn = A f 4 F Eq.11 -25 AC1318 -02 9/Z Punching Shear Check L5 @ 3 / A9.9 @ d/2 from column face h 1 = 7 in <= panel thickness h = 12 in <= slab thickness d 1 = 17 in <= effective depth Vu = -334.8 k Mux = -30.8 k -ft -370 k -in Muy = 163.9 k -ft 1847 k -in c 1 = 24 <= column dimension parallel to x c 24 <= column dimension parallel to y X = 41 in y = 41 in b 164 in f'c = 6000 psi <= concrete strength vx 0.400 yvy 0.400 A 4 41 24 N D B C /3 Item Side 1 Side 2 Side 3 Side 4 E X2 -20.5 0 20.5 0 20.50 Y2 0 20.5 0 -20.5 -0.120 L 41 41 41 41 -369.6 d 17 17 17 17 - 1.6701E +07 Ld 697.00 697.00 697.00 697.00 2788.00 Ldx - 14288.50 0.00 14288.50 0.00 0.00 Ldy2 I O.DOl 14288.50 0.00 -14288.501 0.00 X3 Y3 x -x -20.50 0.00 20.50 0.00 X4 = Y2 -Y3 0.00 20.50 0.00 -20.50 20.50 Ld 16786 16786 16786 16786 -0.120 dL 97638 97638 97638 97638 -369.6 Parallel to Y X Y X - 1.6701E +07 Ixx // X 0 292914 0 292914 M uy +V ux Ixx // Y 114424 407338 114424 407338 - 1.6701E +07 lyy //X 407338 114424 407338 114424 -0.142 lyy // Y 292914 0 292914 0 Ixx 114424 292914 114424 292914 814677 lyy 292914 114424 292914 114424 814677 Ixy 0 0 0 0 0 v, max Point A Point B Point C Point D X4 = -20.50 20.50 20.50 -20.50 Y4 = 20.50 20.50 -20.50 -20.50 Vu /b -0.120 -0.120 -0.120 -0.120 Mux -Vuy -369.6 -369.6 -369.6 -369.6 lyy(y -y -Ixy( 1.6701E +07 1.6701E +07 - 1.6701E +07 - 1.6701E +07 Ixxlyy -Ixy 6.6370E +11 6.6370E +11 6.6370E +11 6.6370E +11 M uy +V ux 1846.8 1846.8 1846.8 1846.8 Ixx(x x -Ixy( - 1.6701E +07 1.6701E +07 1.6701E +07 - 1.6701E +07 V, -0.105 -0.142 -0.135 -0.098 v, max I 0.1421 ksi V, 0.318 0.326 0.212 0.212 ksi Vc = (2 +4 /pc) �fc b <-- Eq. 11 -33 AC1318 -02 Vc = (40d /b +2) Vfc b E- Eq. 11 -34 AC1318 -02 Vc = 4Vfc b E- Eq. 11 -35 AC1318 -02 OK f-z 1� Punching Shear Check L5 @ 3 / A9.9 @ d/2 from panel edge h2 = 12 in d = 10.5 in Vu = -334.8 k Mux = -30.8 k -ft Muy = 153.9 k -ft c 24 c = 24 X = 106.5 in y = 106.5 in b 426 in f = 5000 psi yvx 0.400 Ivy 0.400 -370 k -in 1847 k -i n Cap dimension: Lx= 96 in Ly= 96 in 106.5 ` B 96 drop cap rn � D C 9 Item Side 1 Side 2 Side 3 Side 4 E X2 -53.25 0 53.25 0 53.25 Y2 0 53.25 0 -53.25 -0.075 L 106.5 106.5 106.5 106.5 -369.6 d 10.5 10.5 10.5 10.5 - 4.51E +08 Ld 1118.25 1118.25 1118.25 1118.25 4473.00 Ldx - 59546.81 0.00 59546.81 0.00 0.00 Ldy O.DOl 59546.81 0.00 -59546.811 0.00 X3 Y3 X2 -X3 -53.25 0.00 53.25 0.00 X4 = Y2 -Y3 0.00 53.25 0.00 -53.25 53.25 Ld /12 10274 10274 10274 10274 -0.075 dL 1056956 1056956 1056956 1056956 -369.6 Parallel to Y X Y X - 4.51E +08 Ixx // X 0 3170868 0 3170868 M uy +Vux Ixx // Y 1067230 4238098 1067230 4238098 - 4.5136E +08 lyy //X 4238098 1067230 4238098 1067230 -0.080 lyy // Y 3170868 0 3170868 0 Ixx 1067230 3170868 1067230 3170868 8476195 lyy 3170868 1067230 3170868 1067230 8476195 Ixy 0 0 0 0 0 v, max 0.080 ksi O v 0.318 0.158 0.212 0.158 ksi Vc = (2 +4 /pc) �fc b +- Eq. 11 -33 AC1318 -02 Vc = (40d /b +2) Vfc b F Eq. 11 -34 AC1318 -02 Vc = 4Vfc b F Eq. 11 -35 AC1318 -02 OK Point A Point B Point C Point D X4 = -53.25 53.25 53.25 -53.25 Y4 = 53.25 53.25 -53.25 -53.25 Vu /b -0.075 -0.075 -0.075 -0.075 Mux -Vuy -369.6 -369.6 -369.6 -369.6 lyy(y y3) -Ixy 4.5136E +08 4.5136E +08 - 4.514E +08 - 4.51E +08 Ixxlyy -Ixy 7.1846E +13 7.1846E +13 7.1846E +13 7.1846E +13 M uy +Vux 1846.8 1846.8 1846.8 1846.8 Ixx(x x3) -Ixy( - 4.5136E +08 4.5136E +08 4.5136E +08 - 4.5136E +08 V, -0.071 -0.080 -0.079 -0.069 v, max 0.080 ksi O v 0.318 0.158 0.212 0.158 ksi Vc = (2 +4 /pc) �fc b +- Eq. 11 -33 AC1318 -02 Vc = (40d /b +2) Vfc b F Eq. 11 -34 AC1318 -02 Vc = 4Vfc b F Eq. 11 -35 AC1318 -02 OK check horizontal shear L 5 @ 3/A9.9 detail 6/59.01A P ((0 Vu = 334.8 k (sign not applicable) M ux = 30.8 k -ft M uy = 153.9 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 h = 12 in <= slab thickness h = 7 in <= panel thickness panel size Lx = 8.00 <= panel dimension in x Ly = 8.00 <= panel dimension in y Check X -dir: Vx 167.40 k Vxx 19.24 k Qxx 4032 in <= Qxx = Aye Ixx 54872 in' qxx 13.71 k /in <= VQ/1 As #5 @ � <= dowels 0.31 in � <= bar area Vux 109.71 for 8 in strip # of bars 12 (Ly -cover /spacing) +1 Emb min 6.8 in <_ #5 Ldh w /2" cover (reduction when not fully developed) emb prov 5 in <= embedment provided for bars, max value = 6.8 µ 1.0 <= µ, 11.7.4.3 AC1318 -02 �Vnx 123.1 k OK Vn = A f µ E— Eq.11 -25 AC1318 -02 Check Y -dir: Vy 167.40 k Vyy 3.85 k -ft Qyy 4032 in' lyy 54872 in' qyy 12.58 On Vuy 100.7 for 8 in strip # of bars 12 #ny 123.1 k OK Vn = A f µ — Eq.11 -25 AC1318 -02 Li Y t f � w A I 0 , ` - 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