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Home My WebLink AboutB06-0196 Structural Column Repair Submittal #11 03/31/10Community Development- Department of Comi 75 South Frontage Ro;d Vail ,Coloraoo Developmen TRANSMITTAL FORM ?W50v - 7171,�1— Revision Submittals: 51 /o 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 ( hour minimum), and are due upon issuance. Permit #(s) information applies to: Attention: Project Street (Number) (Street) (Suite BUildingfComplex Name: �' /6J contact lillorl Company: PYADOIA!�O Com any Address: City: State:6D Zip: Oze Contact Name: J� %? ""�� -- - - - -- - -- Contact Phone E lt�6 6 C , Revised ADDi I 10NAL Valuations (Labor & Materials) (DO NOT include original valuation) Building: Plumbing: $ Electrical: Mechanical: $ Total: ��l (� �u�r w �u�� r� �� Description / List ol C nges: r M o / At- bA� 4'17 7 -�� N I ba 5;��Cr74n_!� Alt use additional sheet if necessary) Date Received: D E MAR TOWN OF VA,_ r evision, O Response to Correction Letter attached copy of correction lett Deferred Submittal Other 01-Jan-10 p U ( 0 -0(q(:2 Nishkian Menninger FMAR 3 -29 -10 Vail 4 Seasons 1 2010 OF VAIL Vail 4 Seasons Package 4, S9.01C Plan Check Response 1. See page R1 for horizontal shear design. Half of the panel is used. 2. Moment induced onto the column is mainly due to unbalanced loading and slab span. Part of it may be due to openings if they are close to the column, however this does not affect the drop cap design. 3. An f of 146 psi is used in the revised calculations. See example on R2. 4. An f of 220 psi is used in the revised calculations. See the attached justification on R2. 5. A total load of 125 k is used. See the attached hand check for the loading. 6. Please see the revised calculation. 7. Please see the revised calculation and drawing. 8. An f pc if 185 psi is used in the revised calculations. See the attached justifications. 9. The slab depth was revised to 12" for design. END HORNE ENGINEERING SOLUTIONS,LLC March 19, 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 #4, Rev 36 /IR 10882 Vail, Colorado Dear Eric: have completed my review of the above submittal, calculations dated 3/9/2010, and drawing sheet S9.01 C dated 3/08/2010. This submittal identifies six locations that require repairs that are known at this time, as shown on details 2, 3, 5, 6, 8 & 9 /S9.01C. I have the following comments on the submitted materials above. 1. 2/S9.01 C, etc: Calculations p. 6 show 9 dowels for shear flow calculation, which appear to be for the 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 0.545 factors. Typical all drop panel calculations. IBC 1901.2, 1604.4. 2. 2/S9.01 C: Calculations are unclear if shear stresses induced by slab to column moments are calculated considering reduced moment of inertia due to "ineffective" critical section length caused by adjacent slab openings. IBC 1901.2; ACI 318, 11.12.5, 11.12.6. 3. 3/S9.01 C: Ref. calculations p. 9: Effective press f pr = 125psi has been used for increased punching shear capacity due to prestress compression, outside the perimeter of added drop panel. Please provide justification for f value used. IBC 1901.2; ACI 318, 11.12.2.2. 4. 6/S9.01 C: Ref. calculations p. 19: Effective press f ps = 350psi has been used for increased punching shear capacity due to prestress compression, outside the perimeter of added drop panel. Please provide justification for f ps value used. IBC 1901.2; ACI 318, 11.12.2.2. Project: Four Seasons Hotel, Plan Review of structural fixes Submittal #4, Rev 3611R 10882 Vail, Colorado 112 12600 west 32nd Ave. Suite 400 Wheat Ridge, Colorado 80033 www.HESLLC.com 5. 8/S9.01 C: Loads used for design do not appear to include point loads from steel columns shown on S2.06.3 that support the steel roof structure above, Vu appears to be approximately 40k too small. IBC 1604.2. 6. 8/S9.01 C: Ref. calcs p. 22 & 24: Critical section for punching shear was taken at 'd' away from face of column and edge of drop panel instead of 'd/2' as required by code. IBC 1901.2; ACI 318, 11.12.1.2. 7. 8/S9.01 C: Ref. calculations p. 26: It appears panel dimensions 'Lx' and 'Ly' include length of drop panel omitted due to conflict with perimeter stud wall. IBC 1901.2, 1604.4. 8. 8/S9.01 C: Ref. calculations p. 24: Effective press f = 375psi has been used for increased punching shear capacity due to prestress compression, outside the perimeter of added drop panel. Please provide justification for f value used. IBC 1901.2; ACI 318, 11.12.2.2. 9. 9/S9.01 C: Calculations assume 13" slab however plan S2.05.1 specifies 12" slab. IBC 1604.2. Please contact me with any questions. on o : •' P. Hog ; s� Sincerely, �4 James P. Home, PE, SE s SfONAIL President & Principal Engineer 311912010 Project Four Seasons Hotel, Plan Review of structural fixes Submittal #4, Rev 3611R 10882 Vail, Colorado 212 12600 West 32nd Ave. Suite 400 Wheat Ridge, Colorado 80033 www.HESLLC.com Is F"&- ( -01g c0 D � D MAR 3 1 2010 OF VAIL STRUCTURAL CALCULATIONS FOR COLUMN FIXES (PACKAGE 4 - S9.01 C) PLAN CHECK FOUR SEASONS HOTELS and RESORTS Vail, Colorado for HILL GLAZIER ARCHITECTS 925 Alma Street Palo Alto, CA 94301 by NISHKIAN MENNINGE 1200 Folsom Street San Francisco, CA 9410: NM Job No. 7083 March 29, 2010 WL- N c t� N i C =R SHEET NO. CONSULTING AND STRUCTURAL ENGINEERS CALCULATED BY 1200 Folsom Street, San Francisco, CA 94103 Tel: (415) 541 -9477 Fax: (415) 543 -5071 CHECKED BY_ OF (-� i".q�K' { i i x I NO. NISNKIAN MENNINGER SHEET NO. OF CONSULTING AND STRUCTURAL ENGINEERS DA CALCULATED BY 1200 Folsom Street, San Francisco, CA 94103 Tel: (415) 541 -9477 Fax: (415) 543 -5071 CHECKED BY DA F" C'j-(-Cc.0 - Zad I I IL Punching Shear Che6 hi = h = d= Vu = Mux = Muy = c 1 = c = X = y= b fc= M = YVX YW U @ 14 / A8.2 @ d/2 from column face 8.5 slab 7 in drop cap 14 in -202.2 k -93 k -ft -8.9 k -ft 20 24 34 in 38 in 126 in 5000 psi 40 0.413 0.387 detail 2159 -01C -1116 k -in -107 k -in <= panel dimension in x <= panel dimension in y rev. 3 29 1fl 1 r @ d/2 from column face Side 3 Side 4 Side 5 Side 6 v Item Side 1 Side 2 6.75 17 11.375 - 11.375 xz -17 0 -13.5 19 19 0 -19 -19 Yz 38 7 20.5 38 11.25 11.25 L 14 14 14 14 14 14 d 532.00 98.00 287.00 532.00 157.50 157.50 1764.00 Ld 9044.00 - 1323.00 1937.25 9044.00 1791.56 - 1791.56 614.25 Ldx - 0.00 1862.00 5453.00 0.00 - 2992.50 - 2992.50 1330.00 Ldy2 bod 1449 X3 0.35 Y3 0.75 -13.85 6.40 16.65 11.03 -11.72 -17.35 xz X3 -0.75 18.25 18.25 -0.75 -19.75 -19.75 Y2-Y3 Ld3 /12 8689 1601 4688 8689 2573 2573 dL3 /12 64017 400 10051 64017 1661 1661 Parallel to Y X 32626 � 95547 Y 302 X 61460 X 61460 Ixx // X 302 73009 34627 110286 73009 65693 65693 Ixx //Y l //X 232818 20795 26501 220221 23384 25879 lyy //Y 160111 18794 11762 147514 19150 21646 61460 397111 73009 32626 95547 73009 61460 Ixx 160111 20795 26501 147514 23384 25879 404184 l 6959 -24762 33524 -6679 -34307 36474 11208 Ixy Point B Point C Point D -17 17 17 -17 _ xa 19 7-0.140 19 -19 -19 Ya = Vu /bod -0.140 -0.140 -0.140 Mux -VuY3 -963.5 -963.5 -963.5 -963.5 IYY(Y y IxY(x4 x 7.5692E +06 7.1881E +06 - 8.1709E +06 - 7.7898E +06 IxxIYY -IxY2 1.6038E +11 1.6038E +11 1.6038E +11 1.6038E +11 -177.2089286 - 177.2089286 - 177.2089286 - 177.2089286 MuY +Vux3 Ixx(x x IxY(Y4 Y3) - 7.0937E +06 6.4081E +06 6.8340E +06 - 6.6678E +06 -0.161 -0.155 -0.116 -0.123 V v„ max 0.161 Vc = (2 +4 /pc) Nif'c b , Eq. 11 -33 ACI318 -02 OvC 0 0.342 Vc = (a /b +2) Vf'c b F Eq. 11 -34 ACI318 -02 0.212 Vc = 4Vf'c b <- Eq. 11 -35 ACI318 -02 �v 0.212 ksi Ox Y Punching Shear Check h, _ h 2 = d d 2 = Vu = M ux = Muy = C , _ C2 = X = y= b fc= as = YVX yvy L7 @14/A8.2 @ d/2 from panel edge 8.5 8.5 in 7 in 7 -202.2 k -93 k -ft -8.9 k -ft 20 24 87 in 91 in 313 in 5000 psi 40 0.405 0.395 detail 2IS9.01C -1116 k -in -107 k -in used for purpose of calculating yvx, yvy section affected by openings deducted a -en. 3 -29 -10 @ d/2 from panel edge Side 3 Side 4 Side 5 Side 6 � Item Side 1 Side 2 33.525 17.525 43.5 28.625 - 28.625 X2 -43.5 - 45-5 45.5 0 -45.5 -45.5 Y2 0 91 19.75 51.75 91 29.75 29.75 L d 7 7 138.25 7 362.25 7 637.00 7 208.25 7 208.25 2191.00 Ld 637.00 4648.66 6384.66 27739.50 5961.16 - 5961.16 1736.00 Ldx2 27709.50 - 6290.38 16482.38 O.OD 9475.38 - 9475.38 DO 38 17 LdY2 0.00 bod X3 0.79 Y3 1.74 -44.29 -34.42 16.83 42.71 27.83 -29.42 X2-X3 -1.74 43.76 43.76 -1.74 -47.24 -47. Ys Y7-Y3 Yz 2601 565 1479 2601 850 850 dL3/12 439583 4494 80844 439583 15360 X 15360 Parallel to y X 264687 X 693546 1938 464821 464821 Ixx X 1938 444123 269745 775870 444123 481031 481031 Ixx //Y 1691858 168823 184963 1604037 177532 196425 Iyy //X Iyy //Y 1249673 163764 102639 1161853 161322 180215 464821 2776120 I xx 444123 264687 693546 444123 1161853 464821 177532 196425 3139269 IxX 1249673 168823 184963 266806 -47456 - 273836 289427 75960 Ixy 49217 - 208198 Point A B Point C Point D . Point -435 43.5 43.5 -43.5 Xa _ 455 45.5 -45.5 -45.5 Ya = Y4 = -0.114 -0.114 -0.114 -0.114 -763.3 -763.3 -763.3 -763.3 M ux -V uY IYY(Y Y IXY(X4 X 1.4073E +08 1.3412E +08 - 1.5156E +08 - 1.4495E +08 8.7092E +12 8.7092E +12 8.7092E +12 8.7092E +12 IxXIYY -IxY - 267.0095847 - 267.0095847 - 267.0095847 - 267.0395847 MuY +Vux3 IxX(x4- X3)- IXY(Y4 -Y3) - 1.2628E +08 1.1524E +08 1.2215E +08 - 1.1937E +08 -0.120 -0.117 -0.107 -0.110 v u v„ max 0.120 Vc = (2 +4 /pc) Nif'c b F Eq. 11 -33 ACI318 -02 �v 0.283 Vc = (a /bp +2) Jf'c b F Eq. 11 -34 ACI318 -02 0.154 0.212 Vc = 4Vf c b E- Eq. 11 -35 AC1318 -02 �v 0.154 ksi OK pre stressed force not used � r check horizontal shear L7 @ 1 4/A8. 2 detail, 2/S9.O1C rev. 3129/2030 Vu = 202.2 k (sign not applicable) M ux = 93 k -ft M uy = 8.9 k -ft Rx = 0.545 <= portion of Vu to be designed in X- direction by column perimeter, min 0.5 R = 0.5 <= portion of Vu to be designed in Y- direction by column perimeter, min 0.5 h = 8.5 in <= slab thickness h = 7 in <= panel thickness P panel size Lx = 6.67 <= panel dimension i-n x L = 7.00 <= panel dimension in y 20" Check X -dir: �24 Vx 110.20 k Vxx 1.33 k Qxx 2499 in' <= Qxx = AyT Ixx 26067 in' qxx 10.69 k /in <= VQ/I As #5 @ 8 in <= dowels 0.31 in <= bar area Vux 85.54 for 8 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 5 in <= embedment provided for bars, max value = 6.8 4 1.0 <= 4, 11.7.4.3 AC1318 -02 #nx 102.6 k OK Vn = A f µ Eq.11 -25 ACI318 -02 Check Y -dir: V 101.10 k V 13.29 k -ft QYy 2381 in' l 24838 in' qyy 10.97 On 87.7 for 8 in strip Vuy # of bars 10 OVny 102.6 k OK Vn = A, f [ Eq.11 -25 ACI318 -02 0 side 2 BC sid� 3 i A � r I I B z I -d- _ aD I � co 3S SE`4 I rev. 3 -29 -10 L6 @ $I / BC detail 3/S9.01C Punching Shear Check @ d/2 from column face h1= 18.5 10" slab +8.5" cap h2 = in d 1= 17 in d = 17 Vu = -71.2 k Mux = -59.1 k -ft -709 k -in Muy = 33.3 k -ft 400 k -in c1= 15 C2 = 24 33 i used for purpose of calculating yvx, yvy X = y = 31.25 in affected by openings deducted b 82.25 in section f c = 5000 psi as = 30 Yvx 0.393 ry 0.407 rev. 3 -29 -10 @ d /2from column face Point A 4.31 Item Side 1 -9.91 Side 2 Side 3 Xz 1080 -16.5 0 0 Yz Y 5 Mux Vuy3 20.5 L -3.9 -3.9 31.25 9949 23 d 8447 17 0 17 Ld 0 531.25 706.6110181 706.6110181 391.00 LdX - 6.6175E +05 - 8765.63 0.00 Ldy2 -0.078 -0.089 2656.25 8015.50 X3 -4.31 Y3 9.91 4.31 X2- -12.19 Y2-Y3 -4.91 10.59 Ld3 /12 12794 9417 dL3 /12 43233 17237 Parallel to Y X Ixx // X 12786 43883 Ixx // y 68814 70536 I // X 134944 33923 l // y 78916 7270 Ixx 68814 43883 lyy 78916 33923 Ixy 31766 17861 Side 4 Side 5 Side 6 16 -5 -14 0 125 -15 0 16 12 0 17 7.5 0 272.00 90.00 0.00 4488.00 - 1260.00 0.00 3400.00 - 1350.00 0.00 b 20.81 2.59 6551 5803 y 1830 14184 130167 117813 14184 117813 14684 -9.69 Point A 4.31 -24.91 -9.91 422 16.5 16.5 0 1080 -8.5 0 Y -0.055 Y 55828 Mux Vuy3 0 57330 -3.9 -3.9 0 9949 - 3.3524E +06 0 8447 3.6644E +10 0 57330 Muy +Vux3 0 8447 706.6110181 706.6110181 0 21716 - 6.6175E +05 0 V max Point A Point B Point C Point D -16.5 -165 16.5 16.5 _ Xa 205 -8.5 20.'5 45 Ya Vu /bod -0.055 -0.055 -0.055 -0.055 Mux Vuy3 -3.9 -3.9 -3.9 -3.9 IYy(Y Y IXY(Xq X 3.5815E +06 - 3.3524E +06 7.4263E +05 - 3.0830E +06 IXXIYy -IXY2 3.6644E +10 3.6644E +10 3.6644E +10 3.6644E +10 Muy +Vux3 706.6110181 706.6110181 706.6110181 706.6110181 lxx(x4 x IXY(Y -Y3) - 3.1565E +06 - 6.6175E +05 2.9224E +06 4.2988E +06 -0.031 -0.050 -0.078 -0.089 V , V max U.U87 0.247 0.435 0.212 Ov , 0.212 ksi Vc = (2+4 �f'c b F- Eq. 11 -33 ACI318 -02 Vc = (a /b +2) Vf'c b F- Eq. 11 -34 ACI318 -02 Vc = 4Vf'c b E- Eq. 11 -35 ACI318 -02 OK r 0.00 1284.25 0.00 - 5537.63 0.00 12721.75 1284 4.31 -9.91 0 0 y 0 0 0 0 0 184210 0 239100 0 86027 Punching Shear Check h1 h 2 = d 1 = d 2 = Vu = Mux = Muy = c = C2 = X= y= b f' c = fpc = as = yvx YW L6 @ BI / BC @ d/2 from panel edge 10 slab 8.5 in slab 8.7 in 7.2 -71.2 k -59.1 k -ft 33.3 k -ft 16 24 33 in 31.25 in 233.75 in 5000 psi 146 psi 30 0.393 0.407 detail 3/59.01C -709 k -in 400 k -in <= column dimension parallel to x <= column dimension parallel to y used for purpose of calculating yvx, yvy section affected by openings deducted rev. 3 -29 -10 @ d/2 from panel edge Side 2 Side 3 Side 4 Side 5 Side 6 Item Side 1 -47.5 -39.75 8.125 48.25 - 27.25 X2 19.75 51.5 51.5 34 -13.5 Y2 L 63 - 5 15.5 80.25 35 39.5 d 7.2 7.2 8.7 8.7 7 Ld 457.20 111.60 698.18 304.50 276.50 Ldx - 21717.00 - 4436.10 5672.67 14692.13 - 7534.63 Ldy2 9029.70 5747.40 35956.01 10353.00 - 3732.75 b X 3 -7.21 Y3 31.04 -32.54 15.33 55.46 -20.04 -40.29 X2 -11.29 20.46 20.46 2.96 -44.54 Y2-Y3 Ld3/12 1975 482 4404 1921 1129 dL3 /12 153629 2234 374691 31084 35951 Parallel to Y 58233 X 46736 X 292384 Y 2676 x 548420 Ixx // X Ixx // Y 213837 49453 671479 35681 585500 l //X 897789 120888 543268 969572 148128 lyy //Y 742185 118172 164173 936567 111049 Ixx 213837 46736 292384 35681 548420 l 742185 120888 543268 936567 148128 Ixy 207894 -74316 219093 50058 246782 Point A Point B Point C Point D - 47.5 48.25 48.25 -47.5 X4 513 51.5 16.5 -12 Y4 _ Vu /bod -0.045 -0.045 -0.045 -0.045 M ux -Vuy3 1500.5 1500.5 1500.5 1500.5 IYY(Y4-Y3)- Ixy(x4 x 7.7146E +07 1.4956E +07 - 7.2231E +07 - 8.1035E +07 Ixxlyy -Ixy 2.4106E +12 2.4106E +12 2.4106E +12 2.4106E +12 Muy +Vux3 912:9145646 912.9145646 912.9145646 912.9145646 Ixx(x4 X - Ixy(y -y3) - 5.9104E +07 4.9769E +07 7.2502E +07 - 1.7861E +07 -0.017 -0.049 -0.074 -0.062 V u v„ max 0.074 3.5 => 2.617 Pp pp 2.617 0.183 < ksi Vf'c = 70.7 => 70 0.044 Vc = bp�F'C + 0.3fpc, where Vp = 0 (Eq.11 -36 ACI318 -02) 0.3fpc Oc 0.170 ksi OK L5735 3.936 ' 1571 7.21 -31.04 0 0 0 0 0 0 0 1137058 0 2491036 0 649510 check horizontal shear L6 BC detail3 /S9.01C rev. 312912010 Vu = 71.2 k (sign not applicable) M ux = 59.1 k -ft M uy = 33.3 k -ft (3x = 0.5 <= portion of Vu to be designed in X- direction by column perimeter, min 0.5 R = 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 = 7.33 <= panel dimension in x L = 4.00 <= panel dimension in y Check X -dir: Vx 35.60 k Vxx 4.54 k Qxx 2040 in <= Qxx = AyT Ixx 25327 in' qxx 3.23 k /in <= VQ/I As #5 @ 10 in <= dowels 0.31 in <= bar area Vux 32.33 for 10 in strip # of bars 5 (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 <= µ, 11.7.4.3 AC1318 -02 �Vnx 66.7 k OK Vn = A f µ F— Eq.11 -25 ACI318 -02 Check Y -dir: V 71.20 k V 14.78 k -ft Qyy 3738 in' I 46411 in' qyy 6.93 k /in 69.3 for 10 in strip Vuy # of bars 9 �Vny 120.0 k OK Vn = A f µ E— Eq.11 -25 AC1318 -02 Punching Shear Check h 1 = h 2 = d 1 = Vu = M ux = Muy = c 1 = C2 = X = Y = b fc= yvx yvY L5 @ 3/Al-, detail 5/S9.01C rev. 3 -29 -10 @ d/2 from column face 7 in <= panel thickness 8.5 in <= slab thickness 14 in <= effective depth -157.8 k -48.8 k -ft -586 On 72.1 k -ft 865 k -in 16 <= column dimension parallel to x 24 <= column dimension parallel to y 30 in 38 in 136 in 5000 psi 0.429 0.372 A 16 N M- <= concrete strength 30 FIE m C 4/7 frnm rnli try) n far'a Item Side 1 Side 2 Side 3 Side 4 E X2 -15 0 15 0 19.00 Y2 0 19 0 -19 -0.083 L 38 30 38 30 -585.6 d 14 14 14 14 - 6.0063E +06 Ld 532.00 420.00 532.00 420.00 1904.00 Ldx - 7980.00 0.00 7980.00 0.00 0.00 Ldy O.D01 7980.00 0.00 -7980.001 0.00 X 0.00 Y3 0.00 X2 -15.00 0.00 15.00 0.00 X4 = Y2 -y3 0.00 19.00 0.00 -19.00 19.00 Ld 8689 6860 8689 6860 -0.083 dL /12 64017 31500 64017 31500 -585.6 Parallel to Y X Y X - 6.0063E +06 Ixx // X 0 151620 0 151620 Muy +Vux Ixx // Y 72707 189980 72707 189980 - 6.7298E +06 lyy // X 192407 38360 192407 38360 -0.109 lyy // Y 119700 0 119700 0 Ixx 72707 151620 72707 151620 448653 lyy 119700 38360 119700 38360 316120 Ixy 01 01 01 0 0 v„ max 0.109 Svc. 0,247 Vc = (2 +4 /pc) �fc b <- Eq. 11 -33 AC1318 -02 0.324 Vc = (40d /b +2) Vf'c b E- Eq. 11 -34 AC1318 -( 0.212 Vc = 4Vf'c b E- Eq. 11 -35 AC1318 -02 Ov, 0.212 ksi OK 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 /b -0.083 -0.083 -0.083 -0.083 Mux -Vuy -585.6 -585.6 -585.6 -585.6 lyy(y -y -Ixy( 6.0063E +06 6.0063E +06 - 6.0063E +06 - 6.0063E +06 Ixxlyy -lxy 1.4183E +11 1.4183E +11 1.4183E +11 1.4183E +11 Muy +Vux 865.2 865.2 865.2 865.2 Ixx(x4 x -Ixy( - 6.7298E +06 6.7298E +06 6.7298E +06 - 6.7298E +06 V, -0.078 -0.109 -0.088 -0.057 v„ max 0.109 Svc. 0,247 Vc = (2 +4 /pc) �fc b <- Eq. 11 -33 AC1318 -02 0.324 Vc = (40d /b +2) Vf'c b E- Eq. 11 -34 AC1318 -( 0.212 Vc = 4Vf'c b E- Eq. 11 -35 AC1318 -02 Ov, 0.212 ksi OK Punching Shear Check L5 @ 3/Al2 @ d/2 from panel edge h2 = 8.5 in d = 7 in Vu = -157.8 k Mux = -48.8 k -ft -586 k -in Muy = 72.1 k -ft 865 k -in c = 16 c = 24 X = 83 in y = 93 in b 348 in f = 5000 psi yvx 0.411 YVY 0.389 A 83 rev. 3 -29 -10 B rn C 76 It 00 0 ❑/L rrom Paiiei Item curt Side 1 Side 2 Side 3 0.00 x 2 -41.5 0 41.5 -45.50 45.50 Y2-Y3 p 45.5 0 -0.065 -0.065 Y2 L 91 83 91 M -585.6 d. 7 7 7 333542 - 1.3040E +08 Ld 637.00 581.00 637.00 X Muy +Vux3 Ldx - 26435.50 0.00 26435.50 1202815 - 1.3653E +08 Ldy 0.00 26435.50 0.00 1538730 -0.073 )2 x 0.00 Y3 0.00 X2-X3 Point A 0.00 41.50 0.00 -41.50 41.50 45.50 0.00 -45.50 45.50 Y2-Y3 72601 -45.50 Y4 = Vu /b -0.065 -0.065 Ld3/12 -0.065 2372 2601 2372 -585.6 dL 439583 333542 439583 333542 - 1.3040E +08 Parallel to Y X Y X Muy +Vux3 Ixx // X 0 1202815 0 1202815 - 1.3653E +08 Ixx // Y 442184 1538730 442184 1538730 -0.073 lyy // X 1539257 335915 1539257 335915 lyy // y 1097073 0 1097073 0 Ixx 442184 1202815 442184 1202815 3289999 l 1097073 335915 1097073 335915 2865976 Ixy 0 1 0 0 0 v,, max 0.073 V, 0.247 Vc = (2 +4/(3c) �fc b <- Eq. 11 -33 AC1318 -02 0.149 Vc = (40d /b +2) Vfc b F Eq. 11 -34 ACI318 -02 0.212 Vc = 4Vfc b E- Eq. 11 -35 AC1318 -02 Ov 0.149 ksi OK prestressed force not used 0 Point A Point B Point C Point D -41.50 41.50 41.50 -41.50 X4 = 45.50 45.50 -45.50 -45.50 Y4 = Vu /b -0.065 -0.065 -0.065 -0.065 Mux -Vuy -585.6 -585.6 -585.6 -585.6 l yy ( y4 - -Ixy( 1.3040E +08 1.3040E +08 - 1.3040E +08 - 1.3040E +08 Ixxlyy -Ixy 9.4291E +12 9.4291E +12 9.4291E +12 9.4291E +12 Muy +Vux3 865.2 865.2 865.2 865.2 Ixx(x -x -Ixy( - 1.3653E +08 1.3653E +08 1.3653E +08 - 1.3653E +08 V, -0.063 -0.073 -0.066 -0.057 v,, max 0.073 V, 0.247 Vc = (2 +4/(3c) �fc b <- Eq. 11 -33 AC1318 -02 0.149 Vc = (40d /b +2) Vfc b F Eq. 11 -34 ACI318 -02 0.212 Vc = 4Vfc b E- Eq. 11 -35 AC1318 -02 Ov 0.149 ksi OK prestressed force not used 0 check horizontal shear L5 @ 3f Al2 detail 5/59.010 rev. 3-29-10 Vu = 157.8 k (sign not applicable) M ux = 48.8 k -ft M uy = 72.1 k -ft Rx = 0.6 <= portion of Vu to be designed in X- direction by column perimeter, min 0.5 R y = 0.5 <= portion of Vu to be designed in Y- direction by column perimeter, min 0.5 h 5 = 8.5 in <= slab thickness h = 7 in <= panel thickness panel size Lx = 6.33 <= panel dimension in x L = 7.00 <= panel dimension in y Check X -dir: Vx 94.68 k Vxx 11.39 k Qxx 2499 in <= Qxx = AyT lxx 26067 in qxx 10.17 k /in <= VQ/I As #5 @ 8 in <= dowels 0.31 in <= bar area Vux 81.35 for 8 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 5 in <= embedment provided for bars, max value = 6.8 4 1.0 <= 4, 11.7.4.3 ACI318 -02 #nx 102.6 k OK Vn = A vf f µ <- Eq.11 -25 ACI318 -02 Check Y -dir: V 78.90 k V 6.97 k -ft Q 2260 in l 23572 in' qYY 8.23 k /in Vuy 65.9 for 8 in strip # of bars 9 #ny 92.3 k OK Vn = A„ f µ E-- Eq.11 -25 ACI318 -02 Punching Shear Check L4 @ C3 /CB detail 6 /S9.01C @ d/2 from column face h1= 17.5 in 8.5" SLAB +9" CAP d 2 = 16 in Vu = -77.5 k Mux = 0.6 k -ft Muy = -85.4 k -ft c1= 16 C2 = 24 X = 33 in y = 26.5 in b 59.5 in f'c = SON psi M = 20 1VX 0.374 yVy 0.427 7 k -in -1025 k -in used for purpose of calculating yvx, yvy section affected by openings deducted rev. 3- 29-10 @ d/2 trom column race Side 1 Side 2 Side 3 Side 4 Side 5 Side 6 0 -14.60 Item -9.15 0 -16.5 0 0 0 5.90 -7.35 X 20.5 7.25 0 0 0 0 11264 Y2 L 33 26.5 0 0 0 0 Parallel to d 16 16 0 p p 0 0 Ld 528.00 424.00 0.00 0.00 0. 00 0.00 952.00 LdX 0.00 - 6996.00 0.00 0.00 0.00 0.00 - 6996.00 Ldy 10824.00 3074.00 0.00 0.00 0.00 0.00 13898.00 228981 28514 0 ti a 952 X3 -7.35 7.35 Y3 14.60 -14.60 -14.60 16.5 -9.15 7.35 X2 7.35 0 5.90 -7.35 -14.60 Y2-Y3 y y -0.081 Ld /12 11264 9045 0 dL 47916 24813 0 Parallel to X Y y Ixx // X 18388 22898 0 IXX // Y 77568 56756 0 l // X 87694 69366 0 I // y 28514 35508 0 Ixx 18388 56756 0 l 87694 35508 0 Ixy 228981 28514 0 7.35 7.35 7.35 Point C -14.60 -14.60 -14.60 16.5 0 0 0 20.5 0 0 0 Ya = Vu /bod y y y -0.081 0 0 0 1138.6 0 0 0 - 4.9906E +05 0 0 0 6.6147E +09 0 0 0 Muy +VuX3 0 0 0 75143 0 0 0 123202 0 0 0 51412 v„ max u.cv4 ov 0.247 Vc = (2 +4 /pc) �f'c b <--- Eq. 11 -33 ACI318 -02 0.391 Vc = (a /b +2) Vf'c b E- Eq. 11 -34 ACI318 -02 0.212 Vc = 4 - Vf'c b F Eq. 11 -35 ACI318 -02 �v 0.212 ksi OK Point A Point B Point C Point D -16.5 16.5 -165 -16.5 _ X 20.5 20.5 -6 -6 Ya = Vu /bod -0.081 -0.081 -0.081 -0.081 Mux -Vuy3 1138.6 1138.6 1138.6 1138.6 lyy(y y Ixy(x4 x 1.1975E +06 - 4.9906E +05 - 2.0673E +06 - 2.0673E +06 IXxlyy -IXy2 6.6147E +09 6.6147E +09 6.6147E +09 6.6147E +09 Muy +VuX3 - 455.2726891 - 455.2726891 - 455.2726891 - 455.2726891 Ixx(x x Ixy(y4 y - 9.9105E +05 1.4887E +06 3.7136E +05 3.7136E +05 -0.033 -0.070 -0.204 -0.204 V v„ max u.cv4 ov 0.247 Vc = (2 +4 /pc) �f'c b <--- Eq. 11 -33 ACI318 -02 0.391 Vc = (a /b +2) Vf'c b E- Eq. 11 -34 ACI318 -02 0.212 Vc = 4 - Vf'c b F Eq. 11 -35 ACI318 -02 �v 0.212 ksi OK Punching Shear Check h 1 = d 1 = Vu = Mux = Muy = C = c = X = y= b f' c = fpc = as = YVX Yvy L4 @ C3 /CB @ d/2 from panel edge 8.5 in 7.2 in Vu = -77.5 -71.3 k -0.6 k -ft -85.4 k -ft 16 24 49 in 92 in 184 in 5000 psi .220 psi 20 0.477 0.327 detail 6 /S9.01C deduct load from area of panel) -7 k -i n -1025 k -in <= column dimension parallel to x <= column dimension parallel to y used for purpose of calculating yvx, yvy rev. 3 - -9 -iD @ d/2 from panel edge 6 Side 2 Side 3 Side 4 Item Side 1 X X2 1.5 -24 21 86 37 65.75 Yz L 45 98 41 a d 7.2 7.2 7.2 Ld 324.00 705.60 295.20 Ldxz 486.00 - 16934.40 6199.20 Ldy 27864.00 26107.20 19409. b X3 -7.74 Y3 55.39 9.24 -16.26 28.74 7.74 7.74 X2-X3 30.61 -18.39 10.36 -55.39 -55.39 Y2-Y3 Ld3 /12 1400 3048 1275 0 0 dL3 /12 54675 564715 41353 0 0 Parallel to X Y Y Y X 0 Ixx // X 303580 238627 31684 0 Ixx // Y 359655 806390 74312 0 0 Iyy // X 83716 754398 286399 0 0 lyy // Y 27641 186634 243771 0 0 Ixx 303580 806390 74312 0 0 l 83716 186634 243771 0 0 IXy 91604 211035 87884 0 0 Point A Point B Point C Point D -24 21 -24 -24 xa _ 86 86 -12 -12 Ya Vu /bod -0.054 -0.054 -0.054 -0.054 M ux -Vuy3 3942.1 3942.1 3942.1 3942.1 IYY(Y4- Y3)- IXy(X4-X3) 2.2089E +07 4.5150E +06 - 2.8295E +07 - 2.8295E +07 Ixxlyy -Ixy 4.5636E +11 4.5636E +11 4.5636E +11 4.5636E +11 Muy +Vux3 - 473.19375 - 473.19375 - 473.19375 - 473.19375 IXx(x4- x3)- IXy(y4 -y3) - 3.1215E +07 2.2078E +07 7.0567E +06 7.0567E +06 0.027 -0.028 -0.168 -0.168 v v„ max 0.168 3.5 => 2.283 Pp (3p�fc 2.283 0.160 < ksi Vf'c = 70.7 => 70 0.066 Vc = bpNfF'C + 0.3fpc, where Vp = 0 (Eq.11 -36 ACI318 -02) 0.3fpc 0 0.169 ksi OK I 0.00 1324.80 0.00 - 10249.20 0.00 73380.60 1325 7.74 -55.39 0 0 X 0 0 0 0 0 1184282 0 514120 0 390523 check horizontal shear L4 @ C3 -CB detail 6/59.010 rev. 3-29 Vu = 77.5 k (sign not applicable) M ux = 0.6 k -ft M uy = 85.4 k -ft Rx = 0.65 <= portion of Vu to be designed in X- direction by column perimeter, min 0.5 Ry = 0.5 <= portion of Vu to be designed in Y- direction by column perimeter, min 0.5 h = 8.5 in <= slab thickness hp= 9 in <= panel thickness panel size Lx = 3.50 <= panel dimension in x Ly = 7.30 <= panel dimension in y Check X -dir: Vx 50.38 k Vxx 24.40 k Qxx 3351 in <= Qxx = AYT Ixx 39123 in qxx 6.40 k /in <= VQ/I As #5 @ 10 in <= dowels 0.31 in <= bar area Vux 64.04 for 10 in strip # of bars 9 (Ly -cover /spacing) +1 (reduction when not fully developed) Emb min 6.8 in <_ #5 Ldh w /2" cover emb prov 6.8 in <= embedment provided for bars, max value = 6.8 1,0 <= µ, 11.7.4.3 AC1318 -02 µ (hVnx 125.6 k OK Vn = A f µ f Eq.11 -25 AC1318 -02 Check Y -dir: V 38.75 k V 0.08 k -ft Q 1607 in l 18758 in qyy 3.33 k /in for 10 in strip Vuy 33.3 # of bars 4 �Vny 55.8 k OK Vn = A f µ f--- Eq.11 -25 AC1318 -02 Check for combined stress SRSS: Sq Root [ Vux/# dowel ^2 +Vuy /# dowel ^2 ] 10.94 k/ dowel < 13.95 k/dowel capacity NO. NISNKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS 1200 Folsom Street, San Francisco, CA 94103 Tel: (415) 541 -9477 Fax: (415) 543 -5071 L6 Cyr —Gf3 LOk� f,j c, SHEET NO._ CALCULATED BY CHECKED BY_ OF DA C r JL M o v P-5 COLJM 11 (2 A, sQ >r i? � 4 2aoF DOG YL_ GL AO's iZ Punching Shear Check L6 @ Cl/CB detail 8 /S9.01C @ d/2 from column face h, _ 21 in 10" SLAB +11" CAP d = 19.5 i n Vu = -125 k M ux = -49 -9 k -ft Muy = 107.9 k -ft c 1 = 15 c = 24 X = 24.5 in y = 25 -5 in bo 57 in f c = 5000 psi M = 20 Yvx 0.409 yVy 0.391 -599 k -in 1295 k -in used for purpose of calculating yvx, yvy section affected by openings deducted rev- 3 -29 -10 @ d/2 from column face Point A Point B Point C Side 3 Side 4 Side 5 Side 6 Item Side 1 Side 2 21.25 -6 -12 Y4 Vu /bod -0.120 -0.120 -0.120 -0.120 Mux -Vuy3 4.25 16.5 965.2 965.2 12.25 fl 0 xz IxxIYY -Ixy2 20.5 7.25 7.0526E +09 7.0526E +09 -9 0 0 Yz L Ixx(x4 x Ixy(y4 Y3) 24 - 5 26.5 - 2.2201E +04 - 2.7472E +05 6 0 p d v 19.5 19.5 8.5 0 0 Ld �v� 477.75 516.75 Vc = (a /bp +2) Vf'c bpd F Eq. 11 -34 ACI318 -02 51.00 0.00 0.00 Ldxz 0C 2030.44 8526.38 OK 624.75 0.00 0.00 Ldyz 9793.88 3746.44 - 459.00 0.00 0.00 b X3 10.69 Y3 12.51 5.81 1.56 -10.69 10.69 -6.44 X2-X3 7.99 -5.26 -21.51 -12.51 -12.51 Y2 Ld3 /12 15139 16375 307 0 0 dL3 /12 23897 30241 153 0 0 le Parallel to � � � Y X 0 Ira X 30484 14308 23601 0 lxx // Y 69520 60923 24061 0 0 lyy // X 58881 64029 583 0 0 lyy // Y 19844 17414 123 0 0 Ixx 30484 60923 24061 0 0 lyy 58881 17414 123 0 0 Ixy -24596 -15785 -1706 0 0 0 Point A Point B Point C 0.00 _8 17.25 17.25 17.25 _ X4 21.25 21.25 -6 -12 Y4 Vu /bod -0.120 -0.120 -0.120 -0.120 Mux -Vuy3 965.2 965.2 965.2 965.2 IYY(Y4-Y3)-Ixy(x4 x - 1.1907E +05 9.4362E +05 - 1.1388E +06 - 1.5973E +06 IxxIYY -Ixy2 7.0526E +09 7.0526E +09 7.0526E +09 7.0526E +09 MuY +Vux3 - 42.0678264 - 42.0678264 - 42.0678264 - 42.0678264 Ixx(x4 x Ixy(y4 Y3) - 1.7909E +06 1.1247E +06 - 2.2201E +04 - 2.7472E +05 -0.130 -0.064 -0.183 -0.210 v v, u 0.210 0.247 Vc = (2 +4 /pc) Nif c bpd <- Eq. 11 -33 ACI318 -02 �v� 0.469 Vc = (a /bp +2) Vf'c bpd F Eq. 11 -34 ACI318 -02 0.212 Vc = 4Vf'c b F Eq. 11 -35 ACI318 -02 0C 0.212 ksi OK 0 0.00 1045.50 0.00 11181.56 0.00 13081.31 1046 -10.69 -12.51 0 0 Y 0 0 0 0 0 115469 0 76418 0 -42086 Punching Shear Check h 1 = d 1 = Vu = Mux = Muy = c 1 = c = X = y= b f' c = fpc = as = yvx Yvy L6 @ C1 /c$ @ d/2 from panel edge 10 in 8.7 in -120 k -49.9 k -ft 3137.9 k -ft 15 24 73.5 in 1134 in 227 in 5000 psi psi 20 0.442 0.359 detail 8 /S9.01C deduct force from panel area -599 k -in 1295 k -in <= column dimension parallel to x <= column dimension parallel to y used for purpose of calculating yvx, yvy rev. 3 -30-10 @ d/2 from panel edge Side 3 Side 4 Side 5 Side 6 Item Side 1 Side 2 0 0.00 0 0.00 94467.86 67.75 123982.61 62 -11.5 fl X2 z 92 40 67.25 0 0 Yz L 73.5 104 49.5 0 0 d 8.7 8.7 8.7 0 0 Ld 639.45 904.80 430.65 0.00 0.00 Ldxz 43322.74 56097.60 - 4952.48 0.00 0.00 Ldyz 58829.40 36192.00 28961.21 0.00 0.00 b x3 47.83 Y3 62.78 19.92 14.17 -59.33 -47.83 -47.83 x2 29.22 -22.78 4.47 -62.78 -62.78 Y2-Y3 Ld3/12 4033 5707 2716 0 0 dL3/12 287872 815526 87933 0 0 Parallel to X Y Y Y 0 X 0 Ixx // X 545998 469493 8608 Ixx Y // 837904 1290726 99258 0 0 IYY // X 545535 1002798 1606776 0 0 IYy // Y 253630 181565 1516126 0 0 Ixx 545998 1290726 99258 0 0 I 545535 181565 1516126 0 0 Ixy 372131 - 291965 - 114240 0 0 Point A Point B -11.5 62 2 _ xa 42.5 92 -6 Ya = Vu /bod -0.061 -0.061 61 Mux -Vuy3 6934.7 6934.7 . T-44-45.310132 I Yy ( y4 y Ixy(x -x - 4.7513E +07 6.6032E +07 08 Ixxlyy -Ixyz 4.3417E +12 4.3417E +12 12 Muy +Vux3 - 4445.310132 - 4445.310132 32 Ixx(x4 x3)- IxY(Ya -Y3) - 1.1556E +08 2.8420E +07 07 -0.137 -0.004 60 v v„ max 0.160 3.5 => 2.267 Pp Rp�f'c 2.267 0.159 < ksi Vf'c = 70.7 => 70 0.056 Vc = bpNVC + 0.3fpc, where Vp = 0 (Eq.11 -36 AC1318 -02) 0.3fpc 0 0.161 ksi OK S D 0 0 0 0.00 1974.90 0.00 94467.86 0.00 123982.61 1975 -47.83 -62.78 0 0 X 0 0 0 0 0 1935982 " 0 2243226 0 -34074 check horizontal shear L6 C1 -CB detail 8 /59.01C rev. 3-30-1 Vu = 125 k (sign not applicable) Mux = 49.9 k -ft M uy = 107.9 k -ft Px = 1 <= portion of Vu to be designed in X- direction by column perimeter, min 0.5 R = 1 <= portion of Vu to be designed in Y- direction by column perimeter, min 0.5 h = 10 in <= slab thickness h - 11 in <= panel thickness P panel size Lx = 5.50 <= panel dimension in x Ly = 7.50 <= panel dimension in y Check X -dir: Vx 125.00 k Vxx 19.62 k Qxx 4950 in <= Qxx = AyT Ixx 69458 in qxx 10.31 k /in <= VQ/1 As #5 @ 10 in <= dowels 0.31 in' <= bar area Vux 103.06 for 10 in strip # of bars 9 (Ly -cover /spacing) +1 Emb min 6.8 in <= #5 Ldh w /2" cover (reduction when not fully developed) emb prov 6.8 in <= embedment provided for bars, max value = 6.8 µ 1 <= µ, 11.7.4.3 AC1318 -02 Vnx 125.6 k OK Vn = A,� f li Eq.11 -25 AC1318 -02 c Check Y -dir: V 125.00 k V 6.65 k -ft Q 3630 in' l 50936 in qyy 9.38 On for 10 in strip Vuy 93.8 # of bars 7 OVny 97.7 k OK Vn = A, f,, li Eq.11 -25 AC1318 -02 Punching Shear Check L5 @ 3.4/A2 detail I /S9.01C @ d/2 from column face hz = 19 in 12" SLAB +7" CAP d = 17.5 i n Vu = -492.4 k Mux = 23.3 k -ft M uy = -150.2 k -ft c1= 24 c = 24 X = 42.5 i n y = 42.5 i n bo 170 in f c = 5000 psi as = 20 1w 0.400 Y , y 0.400 2556 k -in -1802 k -in used for purpose of calculating yvx, yvy section affected by openings deducted rev_ 3 -39 -10 @ d/2 from column face Side 3 Side 4 Side 5 Side 6 Item Side 1 Side 2 ® 0 -21.25 0 21.25 X 0 21.25 0 -21.25 0 y z L 42.5 42.5 42.5 42.5 0 d 17.5 17.5 17.5 17 5 0 Ld 743.75 743.75 743.75 743.75 0.00 Ldx - 15804.69 0.00 15804.69 0.00 0.00 Ldyz 0.00 15804.69 0.00 - 15804.69 0.00 b X3 0.00 Y3 0.00 21.25 0.00 0.00 7 -21.25 0.00 X2-X3 0.00 21.25 0.00 -21.25 0.00 Y2'Y3 Ld3 /12 18981 18981 18981 18981 0 dL3 /12 111950 111950 111950 111950 0 Parallel to Y 0 X Y 335850 0 Ixx // X 0 335850 0 Ixx Y // 130931 466781 130931 466781 lyy //X 466781 130931 466781 130931 0 IYy // Y 335850 0 335850 0 0 Ixx 130931 335850 130931 335850 0 l 335850 130931 335850 130931 O 01 0 0 0 Ixy Point A Point B Point C -21.25 21.25 21.25 -21.25 _ xa 21.25 21.25 -21.25 -21.25 Y4 Ya / -0.166 -0.166 -0.166 -0.166 Mux -Vuy3 2556.0 2556.0 2556.0 2556.0 IYY(Y4-Y3)-IXY(x4' x3) 1.9838E +07 1.9838E +07 - 1.9838E +07 - 1.9838E +07 Ixxlyy -Ixy2 8.7154E +11 8.7154E +11 8.7154E +11 8.7154E +11 Muy +Vux3 - 1802.4 - 1802.4 - 1802.4 - 1802.4 Ixx(xa- x3)- Ixy(ya -y3) - 1.9838E +07 1.9838E +07 1.9838E +07 - 1.9838E +07 -0.159 -0.126 -0.172 -0.205 V v max 0.205 Vc = (2 +4 /pc) Nlf'c b E Eq. 11 -33 ACI318 -02 Ov 0.318 /b +2) Vf'c b E- Eq. 11 -34 ACI318 -02 0.215 Vc = (a 0.212 Vc = 4Vf'c b F- Eq. 11 -35 ACI318 -02 0 0.212 ksi OK I 0.00 2975.00 0.00 0.00 0.00 0.00 2975 0.00 0.00 0 0 Y 0 0 0 0 0 933561 0 933561 0 0 r 3 -29-1D L5 @ 3.4/A2 detail 9 /S9.01C Punching Shear Check d/2 from panel edge h 12 h2 = 12 in d 1= 10.5 in d = 10.5 Vu = - 492.4 k Mux = 213 k -ft 2556 k -in Muy = -160.2 k -ft -1802 k -in 24 <= column dimension parallel to x c 1 = 24 <= column dimension parallel to y C2 = 95 in used for purpose of calculating yvx, yvy X = y = 95.5 in affected by openings deducted bD 382 in section f' c = 6000 psi fpc = 177 psi as = 40 y " x 0.400 yVy 0.400 r 3 -29-1D @ d/2 from panel edge Side 3 e 5 Side 6 Item Side 1 Side 2 0 -473 0 47.75 74� X 2 0 X17.75 0 0 Y2 L 95.5 95.5 95.5 0 d 10.5 10.5 10 -5 . 0 Ld 1002.75 1002.75 1002.75 100.00 j Ldx - 47630.63 0.00 47881.31 0.00 Ldy2 0.00 47881.31 0.00 - 4780. b X3 0.06 Y3 0.00 47.69 -0.06 -0.06 -47.56 -0.06 X2 X3 0.00 47.75 0.00 -47.75 0.00 Y2-Y3 Ld3 /12 9213 9213 9213 9213 0 dL3/12 762111 762111 762111 762111 0 Parallel to Y X Y 0 X 2286333 X 0 Ixx // X 0 2286333 0 Ixx //y 771324 3057656 771324 3057656 lyy // X 3039736 771328 3051675 771328 0 l // y 2268412 4 2280351 4 0 Ixx 771324 2286333 771324 2286333 0 lyy 2268412 771328 2280351 771328 0 0 -2993 0 2993 0 Ixy Point A Point B Point C Point D -47.5 48.25 48.25 -47.5 Xq = 51.5 51.5 165 -12 y4 = VU/ bod -0.123 -0.123 -0.123 -0.123 Mux -Vuy3 2556.0 2556.0 2556.0 2556.0 lyy(y y3 )- IXY(Xq X 3.1371E +08 3.1371E +08 1.0051E +08 - 7.3097E +07 Ixxlyy -Ixy 3.7251E +13 3.7251E +13 3.7251E +13 3.7251E +13 Muy +Vux3 - 1833.175 - 1833.175 - 1833.175 - 1833.175 Ixx(x4 x IXY(y -y - 2.9086E +08 2.9468E +08 2.9468E +08 - 2.9086E +08 -0.120 -0.108 -0.114 -0.130 u V„ max 0.130 3.5 => 2.599 RP (3p�f'c 2.599 0.182 < ksi �f'c = 70.7 => 70 Vc = bpNIF'C + 0.3fpc, where Vp = 0 (Eq.11 -36 ACI318 -02) 0.3fpc 0.053 Ovc 0.176 ksi OK y- 0 0.00 4011.00 0.00 250.69 0.00 o.00 4011 -0.06 0.00 0 0 0 0 0 0 0 6115313 0 6091419 0 0 check horizontal shear L5 @ 3.4/ A2 detail 8/59.03C rev. 3 -29 -1 Vu= 492.4 k (sign not applicable) M ux = 213 k -ft M uy = 150.2 k -ft Rx _ 0.5 <= portion of Vu to be designed in X- direction by column perimeter, min 0.5 R _ 0.5 <= portion of Vu to be designed in Y- direction by column perimeter, min 0.5 h = 13 in <= slab thickness h = 7 in <= panel thickness P panel size Lx = 7.00 <= panel dimension in x Ly = 7.00 <= panel dimension in y Check X -dir: Vx 246.20 k Vxx 21.46 k Qxx 3822 in <= Qxx = Ay c� Ixx 56000 in qxx 18.27 k /in <= VQ/I As #5 @ 6 in <= dowels 0.31 in <= bar area Vux 109.61 for 6 in strip # of bars 14 (Ly -cover /spacing) +1 6.8 in <= #5 Ldh w /2" cover (reduction when not fully developed) Emb min emb prov 5 in <= embedment provided for bars, max value = 6.8 µ 1.0 <= µ, 11.7.4.3 ACI318 -02 #nx 143.6 k OK Vn = A f — Eq.11 -25 ACI318 -02 µ E Check Y -dir: V 246.20 k V 30.43 k -ft Q 3822 in' I 56000 in' qyy 18.88 k /in Vuy 113.3 for 6 in strip # of bars 14 #ny 143.6 k OK Vn = A f µ <— Eq.11 -25 AC1318 -02 r r r M A IN co 0) V - 0 m 0 > m > -4 m r m --f m m (A Z I V) Z z r > o 6) Q z -n @ 0 Z 00 0.4 m to 0 m ;o 0 0 m m m 4w 1 NIMO I ,Ww4w- a, "40 Now mmm m oi I v6/ /vj ra :rr AO� - "AR LA m n Z 0 3c z Z 2. z (A 0 r c M M r- :0 d (A Z I V) Z z r o 6) z > r) z z -n @ m to Z 00 0.4 z > 0 r (A Z I 0 > r > rq 0.4 > 0 ALL DRAWINGS AND WRITTEN MATERIAL APPEARING HEREIN CONSTITUTE THE ORIGINAL AND UNPUBLISHED WORKS OF I ENGINEER AND THE SAME WAY MAY NOT BE DUPLICATED, USED OR DISCLOSED WITHOUT THE WRITTEN 'CONSENT OF THE ENGINEER m m u m Z: 9 m CZ) v m —4 • W, _0 U) m m Qo V) m m m U m p) r � z C) > m m u m Z: 9 m CZ) v m —4 • W, M 0 RSE, , U) m m C7 m ra • w W, C - ) — ---i --I =4 CD m 00 m � x 90 > > _0 w M -0 a- - 0 _0 v) CD --A ' (::) _0 m V) c= 0 _ C) m rri I m m :� -< -- -i -- co CZ7 ;V CD ca m >- ---A (Z5 - n C) m C) (.n m C) = (-,> = :)> > 0 0 m ;:a C) r C> >- Q� OD C� m 0 0 0 ;U c- .) 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