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B06-0196 Structural Column Repair Submittal #10 03/31/10
Department of Community Development �t w 75 South Frontage Road .,� Vail Co.lortig0 t - 1•SiR 3a7E„Q LL Wel. De eleprneni r j -aee. a°a,..`a�'•.r_ .... «.�'t�.._ r AK, - �F- TRANSMITTAL I#ORM 1 'i7 Vt- Revision Submittals: / d 1. "Field Set' of approved plans MUST accompany revisions. 2. No further inspections will be performed until the revisions re approved & the permit is re- issued. 3. Fees for reviewing revisions are $55.00 per hour (2 hour n�inirnUrn), and are due upon issuance. P ermit #(s) information applies to: Attention: K evisions e sponse to Correction Letter _attached copy of correction letter O Deferred Submittal Other • Project StregtAddre Descriptipn List of Changes: (Number) (Street) (Suite #) Building /Complex Name: 71 4 - t 3 Contact nna ion g4gv 3 /Z D inf S�6 7 Company: //������ O `/ur✓• 7. ��, Lo �/ Company Address: 3 City: State: 6 6 Zip: Contact Name: Contact Phone: / l ei/ - & E - Mail -`N�i► �j 7 G 0 0 Revised ADDIT OVAL Valuations (Labor & Materials) — (DO NOT include original valuation) l fr� Building: - --- - - -_ -- $.__ _ (use addition I sheet i necessary) Plumbing: Date Recei� ed: Electrical: $ Mechanical: $_ -- - Tot al - , ... ....... ........ . - MAR 311010 CQ U/hj✓ ��/z �l3�hi'1 � . l `0 $ TOWN O F VAI L � d fob —oi�� 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 #3, Rev 34/1R 10867 Vail, Colorado Dear Eric: MAR 3 1 2010 TOWN OF VAIL I have completed my review of the above submittal, calculations dated 315/2010, and drawing sheet S9.01 B dated 3/05/2010. This submittal identifies seven locations that require repairs that are known at this time, as shown on details 2, 3, 5, 6, 7, 8 & 9/S9.01 B. I have the following comments on the submitted materials above. 2/59.01 B: Loading shown on the drawings does not match calculations p. 17. Please verify loads shown on the drawings and used in calculations reflect the analysis results from the correct slab location, typical all repair details. iBC 1604.2. 2. 2/S9.01 B: Stair opening appears to affect south edge of critical section due to straight line drawn from south -east corner of stairway opening to center of column. Calculations p. 17 & 19 only neglect shear area from the west side in direct contact with the opening. IBC 1901.2; ACI 318, 11.12.5, 11.12.6. 3. 2,6/S9.01 B, etc: Calculations are unclear if shear stresses induced by slab to column moments are calculated considering non - rectangular shape of critical section. IBC 1901.2; ACI 318, 11.12.5, 11.12.6. 4. 3/S9.01 B, etc: Calculations p. 6 show 9 and 11 dowels for shear flow ralri ilatjnn 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 0.6 factors. Typical all drop panel calculations. IBC 1901.2, 1604.4. Project: Four Seasons Hotel, Plan Review of structural fixes Submittal #R3, Rev 34IIR 10867 Vail, Colorado 1 12 i 2600 West 32nd Ave. Suite 400 Wheat Ridge, Colorado 80033 www.HSSLLC,com 5. 5/S9.01 B: Drop panel 6" thick does not allow for 8 *db minimum hook development length. IBC 1901.2; ACI 318, 12.5. 6. 5/S9.01 B: Moment loading shown on the drawings does not match calculations p. 22. Please verify loads shown on the drawings and used in calculations reflect the analysis results at each location, typical all repair details. IBC 1604.2. 7. 6/S9.01 B, etc: 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. 8. 6/S9.01 B: Extent of drop panel north of the column is not defined. IBC 1901.4. 9. 7/S9.01 B: Slab opening east of the column, and north of the slab edge appears to affect critical section due to straight lines drawn from the far east corner of the opening to column centerline; value for b in calculations p. 37 appears too large. IBC 1901.2; ACI 318, 11.12.5, 11.12.6. 10. 7 &8 /S9.01 B: Ref. calculations p. 35 & 40: Effective press f ps = 250psi 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. 11. 8/S9.01 B: 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 50k too small. IBC 1604.2. 12. 8/S9.01 B: Extent of drop panel north -west of the column is not defined. IBC 1901.4. 13. 8/S9.01 B: Ref. calculations p. 36: Slab and drop panel thickness used in calculations do not match the drawings. IBC 1604.2. 14. 9/S9.01 B: Calculations p. 12 -13 appear to assume a 8.5" drop panel (h =17 ") is provided while the drawings specify 7" drop panel. IBC 1604.2. Please contact me with any questions. Sincerely, James P. Horne, PE, SE President & Principal Engineer 311912010 Project: Four Seasons Hotel, Plan Review of structural fixes Submittal #3, Rev 34(IR 10867 Vail, Colorado t 2600 West 32nd Ave. Suite 400 Wheat Ridge, Colorado 80033 www.HESLLC.com 212 Nishkian Menninger Vail 4 Seasons Vail 4 Seasons Package 3. 59.01 B Plan Check Response 3 -29 -10 1. Loading at this location is slightly revised. The new loading is revised in the calculation and drawing. 2. The affect from the stair opening at the southwest of the column is considered. A sketch showing the layout of critical section lines at d/2 from column face and panel edge is attached for your information. 3. The shear stress induced by column moments is calculated by the contribution of the polar moment of inertia from each critical section line shown on the sketch. 4. See page 49 for explanation. 5. Drop panel is revised to T' thick. 6. Loading at this location is slightly revised. The new loading is revised in the calculation and drawing. 7. The shear stress induced by column moments is calculated by the contribution of the polar moment of inertia from each critical section line shown on the sketch. 8. Extent of drop panel is added. 9. The design is checked as a edge column to account for the affect of the stair opening and the opening north of the column. The affect of the openings at the east and west of the column is also considered. A sketch showing the layout of critical section lines at d/2 from column face and panel edge is attached for your information. 10. Please see page 50 for F PC calculation and justification. Any prestressing within d/4 from an edge is neglected. 11. A 20k Point load is added to the punching shear design. 12. Extent of drop panel is added. 13. Slab and drop panel thickness in the calculation is revised to match drawing. 14. Panel thickness is revised to match drawing. F� 0(0-otj ( MAR 3 1 2010 TOWN OF VAIL STRUCTURAL CALCULATIONS FOR COLUMN FIXES (PACKAGE 3 - S9. 01B) PLAN CHECK FOUR SEASONS HOTELS and RESORTS Vail, Colorado for HILL GLAZIER ARCHITECTS 925 Alma Street Palo Alto, CA 94301 by NISHKIAN MENNLNGER 1200 Folsom Street San Francisco, CA 94103 NM Job No. 7083 March 29, 2010 7 ��a ;` �¢ _ h SS O N e� EN This calculation contains the design for the structural repair for punching shear at the following column locations:- 1. 15/A5 at Level 8, Detail 2/S9.01B 2. 13/A5 at Level 7, Detail 3 /S9.01B 3. 7/A8 at Level 2, Detail 5/S9.01 B 4. 8/A8 at Level 2, Detail 5 /S9.01B 5. 10.6/A9.9 at Level 8, Detail 6 /S9.01B 6. 10.6/A9.9 at Level 4, Detail 7/S9.01B 7. C3 /CB at Level 6, Detail 8 /S9.01B S. 11.6 /A10 at Level 8, Detail 9/S9.01B I�; 2 i l- ol ol it \ 10 = I I I L- - - - - - - -- —�— Q I u� /(9 —,� I_ r Punching Shear Che6 h1 h2 = d= Vu = Mux = Muy = Ca = C2 = X= y= b fc= US = ?vx YW L8 @ 15/A5 @ d/2 from column face 10 slab 7 in drop cap 15.5 in -166 k 28 k -ft III k -ft 24 16 28.47 in 23.03 i n 103 in 5000 psi 20 0.375 0.426 detail 2/S9.018 336 k -in 1332 k -in <= panel dimension in x <= panel dimension in y <= average <= average N r Item Side 1 Side 2 Side 3 Side 4 Side 5 Side 6 E X2 -19.75 -3.875 19.75 7.125 0 0 -4.97 Y2 4.5625 15.75 -3.875 -15.75 0 0 6924 L 22.3125 31.75 23.75 25.1875 0 0 -0.104 d 15.5 15.5 15.5 15.5 0 0 0 Ld 345.84 492.13 368.13 390.41 0.00 0.00 1596.50 Ldx - 6830.41 - 1906.98 7270.47 2781.64 0.00 0.00 1314.71 Ldy 1577.911 7750.97 - 1426.48 -6148.901 0.001 0.001 1753.50 b X 0.82 Y3 1.10 1597 X2 -20.57 -4.70 18.93 6.30 -0.82 -0.82 X = Y2 3.46 14.65 -4.97 -16.85 -1.10 -1.10 15.75 Ld /12 6924 9853 7370 7816 0 0 -0.104 dL /12 14348 41341 17304 20640 0 0 518.3 Parallel to Y X Y X 7.1348E +06 5.2001E +06 - 3.9263E +06 Ixx // X 4150 105645 9105 110823 0 0 8.7807E +10 Ixx // Y 25422 156839 33779 139279 0 0 1195.299302 lyy // X 167657 62058 156541 43959 0 0 V, lyy // Y 146385 10864 131867 15503 0 0 Ixx 25422 105645 33779 110823 0 0 275670 lyy 146385 62058 131867 43959 0 0 384268 Ixy 1 -24648 -33878 -34651 -41449 0 0 - 134627 V, max Point A Point B Point C Point D Point E Point F X = -19.75 12 19.75 19.75 5.4375 -19.75 Y4 = 15.75 15.75 8 -15.75 - 15.75 - 6.5625 Vu /b -0.104 -0.104 -0.104 -0.104 -0.104 -0.104 Mux -Vuy 518.3 518.3 518.3 518.3 518.3 518.3 lyy(y y IXy(x -x 2.8604E +06 7.1348E +06 5.2001E +06 - 3.9263E +06 - 5.8531E +06 - 5.7136E +06 Ixxlyy -IXy 8.7807E +10 8.7807E +10 8.7807E +10 8.7807E +10 8.7807E +10 8.7807E +10 M uy +Vux 1195.299302 1195.299302 1195.299302 1195.299302 1195.2993 1195.299302 Ixx(X x IXy(y4 -y - 3.6990E +06 5.0535E +06 6.1466E +06 2.9492E +06 - 9.9630E +05 - 6.7028E +06 V, -0.076 -0.117 -0.128 -0.130 -0.111 -0.078 V, max 0.130 ¢v, 0.424 Vc = (2 +4/(3c) vf'c b E- Eq. 11 -33 ACI318 -02 0.266 Vc = (a /b +2) Vf c b F Eq. 11 -34 AC1318 -02 0.212 Vc = 4Vf'c b F- Eq. 11 -35 AC1318 -02 �v� 0.212 ksi OK 1 0. Punching Shear Che6 h1 Vu = Mux = Muy = c1 c Z = X = y= b f' c = as = yvx YvY L8 @ 15 /A5 @ d/2 from panel edge 10 slab 8.5 in -166 k 28 k -ft 111 k -ft 24 16 67.25 i n 52.25 i n 239 in 5000 psi 20 0.370 0.431 detail 2/S9.01B 336 k -in 1332 k -in <= panel dimension in x <= panel dimension in y <= average <= average DO p h Item Side 1 Side 2 Side 3 Side 4 Side 5 Side 6 E X2 40.25 - 14.125 46.25 5.125 0 0 42.25 Y2 15.125 42.25 - 29.125 -42.25 0 0 -0.082 L 54.25 52.25 50.25 82.25 0 0 -991.0 d 8.5 8.5 8.5 8.5 0 0 - 1.7363E +07 Ld 461.13 444.13 427.13 699.13 0.00 0.00 2031.50 Ldx - 18560.28 - 6273.27 19754.53 3583.02 0.00 0.00 - 1496.00 LdY 6974.52 18764.28 - 12440.02 - 29538.03 0.00 0.00 - 16239.25 b X3 -0.74 Y3 -7.99 2032 X2 -39.51 -13.39 46.99 5.86 0.74 0.74 X4 = Y2 23.12 50.24 -21.13 -34.26 7.99 7.99 42.25 Ld /12 2776 2674 2572 4209 0 0 -0.082 dL /12 113093 101041 89876 394135 0 0 -991.0 Parallel to Y x y X 1.3034E +08 9.6636E +07 - 1.7363E +07 Ixx // X 246460 1121163 190724 820418 0 0 `4.2193E +12 Ixx // Y 362330 1224878 283173 1218763 0 0 1454.242678 IYY // X 835835 183326 1035421 422364 0 0 v„ IYY // Y 719966 79611 942973 24019 0 0 Ixx 362330 •1121163 283173 820418 0 0 2587083 IYY 719966 183326 942973 422364 0 0 2268629 Ixy 1 - 421240 - 298760 - 424085 - 140377 01 0 - 1284461 V U "' U. 111 vc 0.424 0.144 0.212 Ov, 0.144 ksi Vc = (2 +4 /pc) Nlf'c b Eq. 11 -33 ACI318 -02 Vc = (a /b +2) df c b E- Eq. 11 -34 ACI318 -02 Vc = 4Vf'c b E- Eq. 11 -35 ACI318 -02 ©K Point A Point B Point C Point D Point E Point F X4 = -40.25 12 46.25 46.25 -36 -40.25 Y4 = 42.25 42.25 8 -42.25 -42.25 -12 Vu /b -0.082 -0.082 -0.082 -0.082 -0.082 -0.082 Mux -VuY -991.0 -991.0 -991.0 -991.0 -991.0 -991.0 IYY(Y4 - Y3) - IXY(x4 - x3) 6.3231E +07 1.3034E +08 9.6636E +07 - 1.7363E +07 - 1.2301E +08 - 5.9842E +07 IXXW -IxY 4.2193E +12 4.2193E +12 4.2193E +12 4.2193E +12 `4.2193E +12 4.2193E +12 M uY +Vux 1454.242678 1454.242678 1454.242678 1454.242678 1454.24268 1454.242678 Ixx(x x IxY(Y -Y - 3.7689E +07 9.7486E +07 1.4210E +08 7.7557E +07 - 1.3523E +08 - 1.0737E +08 v„ -0.082 -0.108 -0.111 -0.092 -0.051 -0.061 V U "' U. 111 vc 0.424 0.144 0.212 Ov, 0.144 ksi Vc = (2 +4 /pc) Nlf'c b Eq. 11 -33 ACI318 -02 Vc = (a /b +2) df c b E- Eq. 11 -34 ACI318 -02 Vc = 4Vf'c b E- Eq. 11 -35 ACI318 -02 ©K Check horizontal shear L8 15 /A5 Vu = 166 k (sign not applicable) Mux = 28 k -ft M uy = 111 k -ft R = 0'.6 <= 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 s = 10 in <= slab thickness h = 7 in <= panel thickness panel size Lx = 6.85 <= panel dimension in x 50.88 for Ly = 4.12 <= panel dimension in y Check X -dir: Vx 83.00 k Vxx 16.20 k Qxx 1730 in <= Qxx = Ayx Ixx 20242 in' qxx 8.48 k1 in <= VQ/1 As #5 @ 6 in <= dowels 0.31 in <= bar area Vux 50.88 for 6 in strip // Y # of bars 8 (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 OVnx 82.1 k OK Vn = A f µ +— Eq.11 -25 AC1318 -02 Check Y -dir: Vy 99.60 k Vyy 6.80 k -ft QYY 2877 in lyy 33654 in qyy 9.10 On Vuy 54.6 for 6 in strip # of bars ' 13 OVny 133.3 k OK Vn = A vf f µ +— Eq.11 -25 AC1318 -02 VA A k I L ----------- - - - - - - - i i, Punching Shear Check P 13/A5 detail 3 /S9.fl10 @ d/2 from column face h 7 in <= panel thickness h = 8.5 in <= slab thickness d 14 in <= effective depth Vu = -180.6 k Mux = 116.6 k -ft 1399 k -in Muy = 41.4 k -ft 497 k -in c 24 <= column dimension parallel to x c 16 <= column dimension parallel to y X = 38 in y = 30 in b 136 in f = 5000 psi <= concrete strength yvx 0.372 yvy 0.429 A 4 38 0 B 24 i � o m IF C rp Item Side 1 Side 2 Side 3 Side 4 X4 = X2 -19 0 19 0 15.00 Y2 0 15 0 -15 -0.095 L 30 38 30 38 1399.2 d 14 14 14 14 - 6.7298E +06 Ld 420.00 532.00 420.00 532.00 1904.00 Ldx - 7980.00 0.00 7980.00 0.00 0.00 Ldy 0.00 7980.00 0.00 - 7980.00 0.00 X 0.00 Y3 0.00 x -x -19.00 0.00 19.00 0.00 X4 = Y2-Y3 0.00 15.00 0.00 -15.00 15.00 Ld 6860 8689 6860 8689 -0.095 dL 31500 64017 31500 64017 1399.2 Parallel to Y X Y X - 6.7298E +06 Ixx//X 0 119700 0 119700 Muy +Vux Ixx // Y 38360 192407 38360 192407 - 6.0063E +06 IYy // X 189980 72707 189980 72707 -0.079 lyy // Y 151620 0 151620 0 Ixx 38360 119700 38360 119700 316120 I 151620 72707 151620 72707 448653 Ixy 01 01 01 01 0 v, max 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 /b -0.095 -0.095 -0.095 -0.095 Mux -Vuy 1399.2 1399.2 1399.2 1399.2 lyy(y y -Ixy( 6.7298E +06 6.7298E +06 - 6.7298E +06 - 6.7298E +06 Ixxlyy -Ixy 1.4183E +11 1.4183E +11 1.4183E +11 1.4183E +11 Muy +Vux 496.8 496.8 496.8 496.8 Ixx(x x -Ixy( - 6.0063E +06 6.0063E +06 6.0063E +06 - 6.0063E +06 v -0.061 -0.079 -0.129 -0.111 v, max I 0.129] ksi V, 0.424 0.324 0.212 0.212 ksi Vc = (2 +4 /pc) �fc b F- Eq. 11 -33 AC1318 -02 Vc = (40d /b +2) Vf'c b <- Eq. 11 -34 AC1318 -02 Vc = 4Vfc b E- Eq. 11 -35 AC1318 -02 OK Punching Shear Check h2 = d = Vu = Mux = Muy = cl = c = X = Y = b fc= vx YVY A L7 .13/A5 @ d/2 from panel edge 8.5 in 7 in -180.6 k 116.6 k -ft 1399 k -in 41.4 k -ft 497 k -in 24 16 Cap dimension: 91 in Lx= 84 in 83 in Ly= 76 in 348 in 5000 psi 0.389 0.411 91 84 drop cap M 00 C VIA Item Side 1 Side 2 Side 3 Side 4 Y- x -45.5 0 45.5 0 41.50 Y2 0 41.5 0 -41.5 -0.074 L 83 91 83 91 1399.2 d 7 7 7 7 - 1.37E +08 Ld 581.00 637.00 581.00 637.00 2436.00 Ldx - 26435.50 0.00 26435.50 0.00 0.00 Ldy 0.00 26435.50 0.00 - 26435.50 0.00 X 0.00 Y3 0.00 x -x3 -45.50 0.00 45.50 0.00 X4 = Y2 0.00 41.50 0.00 -41.50 41.50 Ld 2372 2601 2372 2601 -0.074 dL /12 333542 439583 333542 439583 1399.2 Parallel to Y X Y X - 1.37E +08 Ixx // X 0 1097073 0 1097073 Muy +Vux Ixx // Y 335915 1539257 335915 1539257 - 1.3040E +08 lyy //X 1538730 442184 1538730 442184 -0.069 lyy // Y 1202815 0 1202815 0 Ixx 335915 1097073 335915 1097073 2865976 lyy 1202815 442184 1202815 442184 3289999 Ixy DI 01 01 01 0 v, max Point A Point B Point C Point D X4 = -45.50 45.50 45.50 -45.50 Y4 = 41.50 41.50 -41.50 -41.50 Vu /b -0.074 -0.074 -0.074 -0.074 M ux -Vuy 1399.2 1399.2 1399.2 1399.2 lyy(y4 y -Ixy( 1.3653E +08 1.3653E +08 - 1.365E +08 - 1.37E +08 IXxlyy -Ixy 9.4291E +12 9.4291E +12 9.4291E +12 9.4291E +12 Muy +Vux 496.8 496.8 496.8 496.8 IXx(x4 X -Ixy( - 1.3040E +08 1.3040E +08 1.3040E +08 - 1.3040E +08 V, -0.063 -0.069 -0.085 -0.079 v, max 0.085 ksi V, 0.424 0.149 0.212 0.149 ksi Vc = (2 +4/(3c) �f c b F- Eq. 11 -33 AC1318 -02 Vc = (40d /b +2) Vf c b F Eq. 11 -34 AC1318 -02 Vc = 4Vfc b <- Eq. 11 -35 AC1318 -02 OK i3 Check horizontal shear U 13/A5 Vu = 180.6 k (sign not applicable) M ux = 116.6 k -ft M uy = 41.4 k -ft (3x = 0.6 <= 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 h = 7 in <= panel thickness panel size Lx = 7.00 <= panel dimension in x Ly = 6.33 <= panel dimension in y Check X -dir: Vx 90.30 k Vyy Vxx 5.91 k 2499 in' Qxx 2260 in <= Qxx = Ayx Ixx 23572 in' 85.1 for 7 in strip qxx 9.22 On <= VQ/I As #5 @ 7 in <= dowels 0.31 in <= bar area Vux 64.57 for 7 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 �Vnx 102.6 k OK Vn = A� f µ <— Eq.11 -25 A0318 -02 Check Y -dir: Vy 108.36 k Vyy 18.42 k -ft Qyy 2499 in' lyy 26067 in' qyy 12.15 k /in Vuy 85.1 for 7 in strip # of bars 12 �Vny 123.1 k OK Vn = A f µ +- Eq.11 -25 AC1318 -02 u O M OO d iV? Punching Shear Check L2 7/A8 detail 5/S9.O1B @ d/2 from column face h = 7 in <= panel thickness h 2 = 10 in <= slab thickness d 15.5 in <= effective depth Vu= -158.6 k Mux = 142 k -ft 1704 k -in Muy = - 132.75 k -ft -1593 k -in Cl = 16 <= column dimension parallel to x c 2 = 24 <= column dimension parallel to y X = 31.5 in y = 39.5 in b 142 in f - 5000 psi <= concrete strength yvx 0.427 rry 0.373 M 31.5 16 N B 0 C H Item Side 1 Side 2 Side 3 Side 4 E x -15.75 0 15.75 0 19.75 yZ 0 19.75 0 -19.75 -0.072 L 39.5 31.5 39.5 31.5 1704.0 d 15.5 15.5 15.5 15.5 - 7.9799E +06 Ld 612.25 488.25 612.25 488.25 2201.00 Ldx - 9642.94 0.00 9642.94 0.00 0.00 Ldy 0.00 9642.94 0.00 - 9642.94 0.00 x 0.00 Y3 0.00 x -15.75 0.00 15.75 0.00 X4 = Y2-Y3 0.00 19.75 0.00 -19.75 19.75 Ld /12 12258 9775 12258 9775 -0.072 dL 79605 40372 79605 40372 1704.0 Parallel to y X Y X - 7.9799E +06 Ixx // X 0 190448 0 190448 Muy +Vux Ixx // Y 91863 240595 91863 240595 - 8.8928E +06 lyy // X 243739 50147 243739 50147 -0.023 lyy // Y 151876 0 151876 0 Ixx 91863 190448 91863 190448 564622 lyy 151876 50147 151876 50147 404047 Ixy 01 0 0 0 0 v, max Point A Point B Point C Point D X4 = -15.75 15.75 15.75 -15.75 Y4 = 19.75 19.75 -19.75 -19.75 Vu /b -0.072 -0.072 -0.072 -0.072 M ux -V uy 1704.0 1704.0. 1704.0 1704.0 IYY(Y4-Y3)-Ixy( 7.9799E +06 7.9799E +06 - 7.9799E +06 - 7.9799E +06 Ixxlyy -Ixy 2.2813E +11 2.2813E +11 2.2813E +11 2.2813E +11 Muy +Vux -1593 -1593 -1593 -1593 Ixx(x4 x -Ixy( - 8.8928E +06 8.8928E +06 8.8928E +06 - 8.8928E +06 V, -0.070 -0.023 -0.074 -0.121 v, max I 0.1211 ksi V, 0.247 0.338 0.212 0.212 ksi Vc = (2 +4 /pc) �fc b <-- Eq. 11 -33 AC1318 -02 Vc = (40d /b +2) Vfc b <-- Eq. 11 -34 AC1318 -02 Vc = 4Vf'c b E- Eq. 11 -35 AC1318 -02 OK 1- 7 Punching Shear Check L2 7/A8 @ d/2 from panel edge h2 = 10 in d Z = 8.5 in Vu = -158.6 k Mux = 142 k -ft 1704 k -in Muy = - 132.75 k -ft -1593 k -in c 1 = 16 c 24 Cap dimension: X = 92.5 in Lx= 84 in y = 84.5 in Ly= 76 in b 354 in f c = 5000 psi yvx 0.389 yvy 0.411 A 84 drop cap Ln D C N Item Side 1 Side 2 Side 3 Side 4 X4 = X2 -46.25 0 46.25 0 42.25 Y2 0 42.25 0 - 42.25 -0.053 L 84.5 92.5 84.5 92.5 1704.0 d 8.5 8.5 8.5 8.5 - 1.78E +08 Ld 718.25 786.25 718.25 786.25 3009.00 Ldx - 33219.06 0.00 33219.06 0.00 0.00 Ldy 0.00 33219.06 0.00 - 33219.06 0.00 X 0.00 Y3 0.00 X2 -X3 -46.25 0.00 46.25 0.00 X4 = Y2-Y3 0.00 42.25 0.00 -42.25 42.25 Ld 4324 4734 4324 4734 -0.053 dL 427374 560613 427374 560613 1704.0 Parallel to Y X Y X - 1.78E +08 Ixx // X 0 1403505 0 1403505 Muy +Vux Ixx // Y 431698 1968852 431698 1968852 - 1.6976E +08 lyy // X 1968080 565347 1968080 565347 -0.038 lyy // Y 1536382 0 1536382 0 Ixx 431698 1403505 431698 1403505 3670407 lyy 1536382 565347 1536382 565347 4203456 IXy 01 0 01 01 0 I v, max 1 Point A Point B Point C Point D X4 = -46.25 46.25 46.25 -46.25 Y4 = 42.25 42.25 -42.25 -42.25 Vu /b -0.053 -0.053 -0.053 -0.053 M ux -V uy 1704.0 1704.0 1704.0 1704.0 lyy(y y3 ) - Ixy( 1.7760E +08 1.7760E +08 - 1.776E +08 - 1.78E +08 Ixxlyy -Ixy 1.5428E +13 1.5428E +13 1.5428E +13 1.5428E +13 Muy +Vux -1593 -1593 -1593 -1593 Ixx(x x 3 ) - Ixy( - 1.6976E +08 1.6976E +08 1.6976E +08 - 1.6976E +08 V, -0.052 -0.038 -0.053 -0.068 I v, max 1 0.068 ksi V, 0.247 0.157 0.212 0.157 ksi Vc = (2 +4/(3c) Nif'c b F- Eq. 11 -33 AC1318 -02 Vc = (40d /b +2) Vf'c b E- Eq. 11 -34 AC1318 -02 Vc = 4dfc b F Eq. 11 -35 AC1318 -02 OK 9 Check horizontal shear L2 WA8 Vu = 158.6 k (sign not applicable) M ux = 142 k -ft M uy = 132 -75 k -ft Px = 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 = 6.33 <= panel dimension in x Ly = 7.00 <= panel dimension in y Check X -dir: Vx 95.16 k Vxx 20.97 k Qxx 2940 in <= Qxx = Ayx Ixx 34391 in" qxx 9.93 k /in <= VQ/1 As #5 @ 8 in <= dowels 0.31 in' <= bar area Vux 79.42 for 8 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 �Vnx 102.6 k OK Vn = A f 4 +— Eq.11 -25 AC1318 -02 Check Y -dir: Vy 79.30 k Vyy 20.29 k -ft Qyy 2659 in lyy 31099 in qyy 8.51 k /in Vuy 68.1 for 8 in strip # of bars 9 OVny 92.3 k OK Vn = A f µ +-- Eq.11 - 25 AC1318 - 02 ZD Punching Shear Check L2 8/A8 detail 5/59.018 @ d/2 from column face h = 7 in <= panel thickness h 2 = 10 in <= slab thickness d = 15.5 in <= effective depth Vu= -169.1 k Mux = 143 k -ft 1716 k -in Muy = 133.25 k -ft 1599 k -in c1 = 16 <= column dimension parallel to x c2 = 24 <= column dimension parallel to y X = 31.5 in y = 39.5 in b 142 in f - 5000 psi <= concrete strength jvx 0.427 , 0.373 A 4 31.5 16 IZT N B 0 v C 1z Item Side 1 Side 2 Side 3 Side 4 E X2 -15.75 0 15.75 0 19.75 Y2 0 19.75 0 -19.75 -0.072 L 39.5 31.5 39.5 31.5 1716.0 d 15.5 15.5 15.5 15.5 - 7.9799E +06 Ld 612.25 488.25 612.25 488.25 2201.00 Ldx - 9642.94 0.00 9642.94 0.00 0.00 Ldy 0.00 9642.94 0.00 - 9642.94 0.00 X3 0.00 Y3 0.00 X2-X3 -15.75 0.00 15.75 0.00 X4 = Y2 -Y3 0.00 19.75 0.00 -19.75 19.75 Ld 12258 9775 12258 9775 -0.072 dL /12 79605 40372 79605 40372 1716.0 Parallel to Y X Y X - 7.9799E +06 Ixx // X 0 190448 0 190448 Muy +Vux Ixx // Y 91863 240595 91863 240595 - 8.8928E +06 lyy // X 243739 50147 243739 50147 -0.070 lyy // Y 151876 0 151876 0 Ixx 91863 190448 91863 190448 564622 lyy 151876 50147 151876 50147 404047 Ixy 01 01 01 01 0 v, max Point A Point B Point C Point D X4 = -15.75 15.75 15.75 -15.75 Y4 = 19.75 19.75 -19.75 -19.75 Vu /b -0.072 -0.072 -0.072 -0.072 Mux -Vuy 1716.0 1716.0 1716.0 1716.0 lyy(y -y -Ixy( 7.9799E +06 7.9799E +06 - 7.9799E +06 - 7.9799E +06 Ixxlyy -Ixy 2.2813E +11 2.2813E +11 2.2813E +11 2.2813E +11 Muy +Vux 1599 1599 1599 1599 Ixx(x -x -Ixy( - 8.8928E +06 8.89.28E +06 8.8928E +06 - 8.8928E +06 V, -0.023 -0.070 -0.121 -0.075 v, max 0. 12 11 ksi o v� 0.247 0.338 0.212 0.212 ksi Vc = (2 +4 /pc) �fc b F- Eq. 11 -33 AC1318 -02 Vc = (40d /b +2) Vfc b E- Eq. 11 -34 AC1318 -02 Vc = 4Vf c b E- Eq. 11 -35 ACI318 -02 OK ZZ Punching Shear Check h2 = d = Vu = Mux = M uy = C = C2= X = Y= b fc= yvx yvY A L2 8/A8 @ d/2 from panel edge 10 in 8.5 in -159.1 k 143 k -ft 133.25 k -ft 16 24 92.5 in 84.5 in 354 in 5000 psi 0.389 0.411 1716 k -in 1599 k -in Cap dimension: Lx= Ly= 84 in 76 in 92.5 84 drop cap Q0 Ln 00 C Z37 Item Side 1 Side 2 Side 3 Side 4 X4 = X2 -46.25 0 46.25 0 42.25 Y2 0 42.25 0 -42.25 -0.053 L 84.5 92.5 84.5 92.5 1716.0 d 8.5 8.5 8.5 8.5 - 1.78E +08 Ld 718.25 786.25 718.25 786.25 3009.00 Ldx - 33219.06 0.00 33219.06 0.00 0.00 Ldy 0.00 33219.06 0.00 - 33219.06 0.00 X3 Y3 w WO X2 - X3 -46.25 0.00 46.25 0.00 X4 = Y2 0.00 42.25 0.00 -42.25 42.25 Ld 4324 4734 4324 4734 -0.053 dL 427374 560613 427374 560613 1716.0 Parallel to Y X Y X - 1.78E +08 IXx // X 0 1403505 0 1403505 Muy +Vux IXx // Y 431698 1968852 431698 1968852 - 1.6976E +08 lyy //X 1968080 565347 1968080 565347 -0.052 lyy // Y 1536382 0 1536382 0 IXx 431698 1403505 431698 1403505 3670407 lyy 1536382 565347 1536382 565347 4203456 Ixy 01 01 01 01 0 v, max Point A Point B Point C Point D X4 = -46.25 46.25 46.25 -46.25 Y4 = 42.25 42.25 -42.25 -42.25 Vu /b -0.053 -0.053 -0.053 -0.053 M ux -V uy 1716.0 1716.0 1716.0 1716.0 lyy(y y3) -IXy( 1.7760E +08 1.7760E +08 - 1.776E +08 - 1.78E +08 Ixxlyy -lxy 1.5428E +13 1.5428E +13 1.5428E +13 1.5428E +13 Muy +Vux 1599 1599 1599 1599 Ixx(x x3) -IXy( - 1.6976E +08 1.6976E +08 1.6976E +08 - 1.6976E +08 V, -0.038 -0.052 -0.068 -0.053 v, max 0.068 ksi V, 0.247 0.157 0.212 �v 0.157 ksi Vc = (2 +4/(3c) �fc bpd *-- 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 2 q- Check horizontal shear L2 8/A8 Vu= 159.1 k (sign not applicable) M ux = 143 k -ft M uy = 133.25 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 = 6.33 <= panel dimension in x Ly = 7.00 <= panel dimension in y Check X -dir: Vx 95.46 k Vxx 21.05 k Qxx 2940 in' <= Qxx = Ayx Ixx 34391 in' qxx 9.96 k /in <= VQ/1 As #5 @ 8 in <= dowels 0.31 in <= bar area Vux 79.68 for 8 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 <_ }.t, 11.7.4.3 A0318 -02 OVnx 102.6 k OK Vn = A f µ <— Eq.11 -25 AC1318 -02 Check Y -dir: Vy 79.55 k Vyy 20.43 k -ft Qyy 2659 in' lyy 31099 in' qyy 8.55 On Vuy 68.4 for 8 in strip # of bars 9 �Vny 92.3 k OK Vn = A f µ <-- Eq.11 -25 AC1318 -02 i i I , I IV I /I " 9 y2 — i I I II I I _ II I I ;cam, - -' - - - - ,n co I I I I I I I i I - - - -- �l CN 2,6 Punching Shear Che6 h1 h = d= Vu = Mux = Muy = c1 c = X = y= b f' c = as = yvx yvy Ls 10.6/A9.9 @ d/2 from column face 8.5 slab 7 in drop cap 14 in -161.9 k 76.8 k -ft 86.4 k -ft 24 16 38 in 24.5 in 100.5 in 5 , 000 psi 40 0.349 0.454 detail 6/59 -01.8 922 k -in 1037 k -in <= panel dimension in x <= panel dimension in y <= average 2- 7 Item S Side 1 Side 2 S Side 3 S Side 4 S Side 5 S Side 6 E E X2 - -19 0 0 0 - -19 0 0 0 0 Y2 7 7.375 15 - -15 - - 10.375 0 0 0 0 L 1 15.25 38 3 38 9 9.25 0 0 0 0 d 1 14 14 1 14 1 14 0 0 0 0 Ld 2 213.50 532.00 5 532.00 1 129.50 0 0.00 0 0.00 1 1407.00 Ldx - - 4056.50 0.00 0 0.00 - - 2460.50 0 0 0 0.0 - 6517.00 Ldy 1 1574.56 7980.00 - - 7980.00 - - 1343.56 0 0.00 0 0.00 2 231.00 b X -4.63 Y3 0.16 XZ x -14.37 4.63 4.63 -14.37 4.63 4.63 Y2 - 7.21 14.84 -15.16 -10.54 -0.16 -0.16 Ld /12 3487 8689 8689 2115 0 0 dL 4138 64017 64017 923 01 0 Parallel to y X X Y Ixx // X 11101 117094 122335 14384 0 0 lxx // Y 18726 189801 195041 17423 0 0 lyy // X 51701 84120 84120 29773 0 0 lyy // Y 44076 11414 11414 26734 0 0 Ixx 18726 117094 122335 17423 0 0 275577 l 44076 84120 84120 26734 0 0 239051 IXy -221201 36558 -373671 196101 01 0 -3319 Point A Point B Point C Point D X4= -19 19 19 -19 Y4= 15 15 -15 -15 Vu /b -0.115 -0.115 -0.115 -0.115 Mux -VuY 948.2 948.2 948.2 948.2 lyy(Y y IXY(X 3.4988E +06 3.6249E +06 - 3.5466E +06 - 3.6727E +06 Ixxlyy -IXY 6.5866E +10 6.5866E +10 6.5866E +10 6.5866E +10 M uY +Vux 1786.695025 1786.695025 1786.695025 1786.695025 Ixx(x X3) IXY(Y -Y3) - 3.9103E +06 6.5616E +06 6.4621E +06 - 4.0099E +06 V, -0.049 -0.178 -0.212 -0.084 v„ max 0.212 �v, 0.424 Vc = (2 +4 /pc) - \ I f'c b <-- Eq. 11 -33 ACI318 -02 0.402 Vc = (a /b +2) Vf'c b F Eq. 11 -34 ACI318 -02 0.212 Vc = 4Vf'c b E- Eq. 11 -35 ACI318 -02 Ov, 0.212 ksi OK Point A Point B Point C Point D X4= -19 19 19 -19 Y4= 15 15 -15 -15 Vu /b -0.115 -0.115 -0.115 -0.115 Mux -VuY 948.2 948.2 948.2 948.2 lyy(Y y IXY(X 3.4988E +06 3.6249E +06 - 3.5466E +06 - 3.6727E +06 Ixxlyy -IXY 6.5866E +10 6.5866E +10 6.5866E +10 6.5866E +10 M uY +Vux 1786.695025 1786.695025 1786.695025 1786.695025 Ixx(x X3) IXY(Y -Y3) - 3.9103E +06 6.5616E +06 6.4621E +06 - 4.0099E +06 V, -0.049 -0.178 -0.212 -0.084 v„ max 0.212 �v, 0.424 Vc = (2 +4 /pc) - \ I f'c b <-- Eq. 11 -33 ACI318 -02 0.402 Vc = (a /b +2) Vf'c b F Eq. 11 -34 ACI318 -02 0.212 Vc = 4Vf'c b E- Eq. 11 -35 ACI318 -02 Ov, 0.212 ksi OK v„ max 0.212 �v, 0.424 Vc = (2 +4 /pc) - \ I f'c b <-- Eq. 11 -33 ACI318 -02 0.402 Vc = (a /b +2) Vf'c b F Eq. 11 -34 ACI318 -02 0.212 Vc = 4Vf'c b E- Eq. 11 -35 ACI318 -02 Ov, 0.212 ksi OK MAO Punching Shear Che6 h 1 = W Vu = Mux = Muy = c 1 = c Z = X = y= b fc= as = YVX YW L8 @ 1.0.5/A9.9 @ d/2 from panel edge 8.5 slab 7 in -161.9 k 76.8 k -ft 86.4 k -ft 24 16 107 i n 80.88 i n 375.6875 in 5000 psi 40 0.367 0.434 detail 6/59.01$ 922 k -in 1037 k -in <= panel dimension in x <= panel dimension in y <= average <= average 21 Item X2 Y2 L d Ld Ldx LdY Side 1 Side 2 Side 3 Side 4 Side 5 Side 6 E -56.5 -10.5 35.5 65.5 4.5 -56.5 Y2-Y3 29.375 59 -5 42.56 - 46.875 -59.5 - 38.3125 -55.83 60.25 92 33.875 25.1875 122 42.375 2630 7 7 7 7 7 7 25.625 421.75 644.00 237.13 176.31 854.00 296.63 2629.81 - 23828.88 - 6762.00 8417.94 11548.47 3843.00 - 16759.31 - 23540.78 12388.91 38318.00 10092.04 - 8264.65 - 50813.00 - 11364.45 - 9643.15 7092767 4745659 - 958267 -0.109 Mux -Vuy J '1 A upu X3 Y3 -8.95 -3.67 v„ max -47.55 - 1.55 44.45 74.45 13.45 -47.55 0.146 X 2 -X Y2-Y3 33.04 63.17 46.23 -43.21 -55.83 -34.65 Ld 1722 2630 968 720 3487 1211 25.625 dL 127582 454235 22675 9321 1059245 44386 Parallel to Ixx //X Ixx //Y l //X lyy //Y Ixx l Ixy Y 460452 589755 1082821 953517 589755 953517 - 662607 X 2569593 3026458 458409 1544 2569593 458409 -629921 Y 506718 530361 492188 468544 530361 468544 487257 Y 329165 339207 987346 977305 339207 977305 - 567182 X 2662208 3724940 1217257 154525 2662208 1217257 - 641388 Y 356045 401642 716225 670627 401642 670627 488645 7092767 4745659 - 958267 v„ max Point A Point B Point C Point D Point E Point F 0.146 -56.5 353 35.5 65.5 65.5 -56.5 X4 = 59 59.5 25.625 - 34.3125 -593 -59.5 Y4 = Vu /b -0.109 -0.109 -0.109 -0.109 -0.109 -0.109 Mux -Vuy 327.9 327.9 327.9 327.9 327.9 327.9 IYY(Y Y 3 )- IXY(X4-X3) 2.5420E +08 3.4236E +08 1.8161E +08 - 7.4089E +07 - 1.9362E +08 - 3.1053E +08 IXXIYy -IXy 3.2742E +13 3.2742E +13 3.2742E +13 3.2742E +13 3.2742E +13 3.2742E +13 Muy +VuX 2486.048752 2486.048752 2486.048752 2486.048752 2486.04875 2486.048752 IXx(x4 X IXY(Y4 Y 3 ) - 2.7672E +08 3.7581E +08 3.4335E +08 4.9870E +08 4.7456E +08 - 3.9075E +08 -0.099 -0.121 -0.120 -0.126 -0.126 -0.098 V, 1 v„ max 0.11b V, 0.424 Vc = (2 +4 /pc) cif c b +-- Eq. 11 -33 ACI318 -02 0.146 Vc = (a /b +2) Vf'c b F Eq. 11 -34 ACI318 -02 0.212 Vc = 4Vf'c b F- Eq. 11 -35 AC1318 -02 Svc 0.146 ksi OK M Check horizontal shear LS 10- 6/A9.9 Vu = 161.9 k (sign not applicable) Mux = 76.8 k -ft M uy = 86.4 k -ft Rx = 0 -6 <= portion of Vu to be designed in X- direction by column perimeter, min 0.5 p = 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 panel size Lx = 7 -09 <= panel dimension in x Ly = 9.33 <= panel dimension in y Check X -dir: Vx 80.95 k Vxx 12.20 k Qxx 3331 in <= Qxx = Ayx Ixx 34744 in qyx 8.93 k /in <= VQ/1 As #5 @ 7 in <= dowels 0.31 in <= bar area Vux 62.51 for 7 in strip // Y # of bars 16 (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 11 1.0 <= µ, 11.7.4.3 AC1318 -02 OVnx 164.1 k OK Vn = A, f µ <-- Eq.11 -25 ACI318 -02 Check Y -dir: Vy 97.14 k V 8.23 k -ft Q 2529 in lyy 26376 in' qyy 10.10 k /in Vuy 70.7 for 7 in strip # of bars 12 OVny 123.1 k OK Vn = A„f f µ <-- Eq.11 -25 AC1318 -02 ( --D CD TI << (1 9 Y5 �L N oo — I r-- tt � Punching Shear Checl h1 h 2 _ d= Vu = Mux = Muy = c1 c = X= y= b fc= as = YVX YW L4 10.6/A9.9 @ d/2 from column face 8.5 slab 11 in drop cap 18 in -103 k 19.1 k -ft 162.2 k -ft 24 16 41 in 24.5 in 74.25 in 5000 psi 30 0.340 0.463 detail 7/59.01B 229 k -i n 1946 k -in <= panel dimension in x <= panel dimension in y <= average Item Side 1 Side 2 Side 3 Side 4 Side 5 Side 6 E X -21 -21 0 23 21 0 15.63 Y2 4.0625 - 11.6875 -17 -14 4.0625 0 2916 L 7.8125 10.625 42 b 7.8125 0 111132 d 18 18 18 18 18 0 Y Ld 140.63 191.25 756.00 108.00 140.63 0.00 1336.50 Ldx - 2953.13 - 4016.25 0.00 2268.00 2953.13 0.00 - 1748.25 Ldy 571.29 - 2235.23 - 12852.00 -1512.DOI 571.29 0.00 L J - 15456.66 11 1 nr u0u X3 -1.31 Y3 -11.57 117V X2 -X3 -19.69 -19.69 1.31 22.31 22.31 1.31 X = Y2-Y3 15.63 -0.12 -5.43 -2.43 15.63 11.57 8 Ld /12 3797 5164 20412 2916 3797 0 -0.086 dL /12 715 1799 111132 324 7151 0 -962.0 Parallel to Y Y X Y Y - 1.9816E +06 - 2.1929E +06 Ixx // X 34343 3 22331 640 34343 0 Ixx // Y 38856 6966 153875 3880 38856 0 lyy // X 59043 81124 132838 56986 74494 0 V, lyy // Y 54530 74161 1294 53746 69982 0 Ixx 38856 6966 22331 3880 38856 0 110889 lyy 54530 74161 132838 53746 69982 0 385258 Ixy -43275 461 -5375 -5867 49025 o -5031 v„ max Point A Point B Point C Point D 0.492 X = -21 21 21 -21 Y4 = 8 8 -17 -17� Vu /b -0.086 -0.086 -0.086 -0.086 Mux -Vuy -962.0 -962.0 -962.0 -962.0 lyy(y y IXy(X 7.4385E +06 7.6498E +06 - 1.9816E +06 - 2.1929E +06 Ixxlyy -Ixy 4.2695E +10 4.2695E +10 4.2695E +10 4.2695E +10 Muy +Vux 2081.132323 2081.132323 2081.132323 2081.132323 Ixx(x x3)- Ixy(y4 y - 2.0852E +06 2.5721E +06 2.4464E +06 - 2.2110E +06 V, -0.096 -0.203 -0.126 -0.019 v„ max 0.203 o v� 0.424 0.492 0.212 0.212 ksi Vc = (2 +4 /tic) Nlf'c b < Eq. 11 -33 ACI318 -02 Vc = (a /b +2) Vf'c b E- Eq. 11 -34 ACI318 -02 Vc = 4Vf'c b E- Eq. 11 -35 ACI318 -02 OK Punching Shear Check hl .E Vu = Mux = Muy = c 1 = c = X= y= b fc= as = yvx IVY L8 @ 10.6JA9.9 @ d/2 from panel edge 8.5 slab 7 in -103 k 19.1 k -ft 162.2 k -ft 24 16 107 in 45.91 in 210.3125 in 5000 psi 30 0.304 0.504 229 k -i n 1946 k -in <= panel dimension in x <= panel dimension in y <= average <= average Item Side 1 Side 2 Side 3 Side 4 Side 5 Side 6 E X2 -51 -51 0.25 51.5 51.5 33.375 8 Y2 4.25 - 28.625 -59.5 -32.75 4.1875 8 -0.079 L 7.5625 44.0625 102.5 32.5625 7.625 16 - 3803.6 d 7 7 7 7 7 7 - 5.4078E +07 Ld 52.94 308.44 717.50 227.94 53.38 112.00 1412.19 Ldx - 2699.81 - 15730.31 179.38 11738.78 2748.81 3738.00 -25.16 Ldy 224.98 - 8829.02 - 42691.25 - 7464.95 223.511 896.00 - 57640.73 0 0 0 x� -0.02 Y3 -39.15 Tsui x2 -x3 -50.98 -50.98 0.27 51.52 51.52 33.39 X4 = Y2 -Y3 43.40 10.53 -20.35 6.40 43.34 47.15 8 Ld /12 216 1259 2930 931 218 457 -0.079 dL 252 49903 628186 20140 2591 2389 - 3803.6 Parallel to Y Y X Y Y X - 5.4078E +07 Ixx //X 99725 34188 297042 9345 100260 249023 2.1022E +12 Ixx //Y 100194 85350 928158 30417 100737 251869 1948.16003 lyy //X 138067 852871 631167 626020 142134 127730 V, lyy //Y 137598 801708 51 604948 141658 124884 Ixx 100194 85350 297042 30417 100737 249023 862761 lyy 137598 801708 631167 604948 141658 127730 2444810 Ixy - 117141 - 165555 -38991 751901 119175 176349 84118 V, max Point A Point B Point C Point D Point E Point F X4 = -51 49 51.5 51.5 -51 -51 Y4 = 8 8 - 26.9375 -59.5 -59.5 - 15.4375 Vu /b -0.079 -0.079 -0.079 -0.079 -0.079 -0.079 Mux -Vuy - 3803.6 - 3803.6 - 3803.6 - 3803.6 - 3803.6 - 3803.6 1 yy(y y Ixy(x -x 1.1957E +08 1.1116E +08 2.5531E +07 - 5.4078E +07 - 4.5456E +07 6.2269E +07 lxxlyy -Ixy 2.1022E +12 2.1022E +12 2.1022E +12 2.1022E +12 2.1022E +12 2.1022E +12 M uy +V ux 1948.16003 1948.16003 1948.16003 1948.16003 1948.16003 1948.16003 Ixx(x x3)- Ixy(y -y3) - 4.7953E +07 3.8324E +07 4.3419E +07 4.6158E +07 - 4.2275E +07 - 4.5981E +07 V, -0.122 -0.158 -0.113 -0.071 -0.034 -0.092 V, max 0.158 m v, 0.424 0.159 0.212 0.159 ksi Vc = (2 +4 /pc) �f c b <--- Eq. 11 -33 AC1318 -02 Vc = (a /b,, +2) Vf'c b F Eq. 11 -34 ACI318 -02 Vc = 4Vf'c b E- Eq. 11 -35 AC1318 -02 OK : �i� Check horizontal shear L4 10.6/A9.9 Vu= 103 k (sign not applicable) M ux = 162-2 k -ft M uy = 19.1 k -ft Rx = 0.6 <= 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 = 8.5 in <= slab thickness h = 11 in <= panel thickness panel size Lx = 7.96 <= panel dimension in x Ly = 5.63 <= panel dimension in y Check X -dir: Vx 103.00 k Vxx 2.40 k qxx 3156 in' <= qxx = Ayx lxx 41709 in' qxx 7.97 k /in <= VQ/I As #5 @ 8 in <= dowels 0.31 in <= bar area Vux 63.80 for 8 in strip // Y # of bars 8 (Ly -cover /spacing) +1 Emb min 6.8 in <_ #5 Ldh w /2" cover (reduction when not fully developed) emb prov 6.8 in <= embedment provided for bars, max value = 6.8 P 1.0 <= µ, 11.7.4.3 AC1318 -02 �Vnx 111.6 k OK Vn = A f µ +- Eq.11 -25 AC1318 -02 Check Y -dir: Vy 61.80 k Vyy 28.84 k -ft Qyy 4465 in' lyy 59010 in' qyy 6.86 On Vuy 54.9 for 8 in strip # of bars 12 #ny 167.4 k OK Vn = A f µ E— Eq.11 -25 AC1318 -02 t 7t- I i I Punching Shear Che6 h1= h = d= Vu = Mux = M uy = c 1 = c = X = y= b f' c = as = YVX YW L8 11.6/A10 @ d/2 from column face 10 slab 8.5 in drop cap 17 in -132.7 k -130.5 k -ft -24 k -ft 16 24 33 in 21.753 in 76.5 in 5000 psi 40 0.351 0.451 detail 8/59.0113 -1566 k -in -288 k -in <= panel dimension in x <= panel dimension in y <--average Item Side 1 Side 2 Side 3 Side 4 Side 5 Side 6 E X2 -16.5 0 16.5 ov 0.212 ksi Y4 = 20.5 Y2 7.25 20.5 12 0 0 0 -0.102 L 26.5 33 17 0 0 0 294.6 d 17 17 17 2.2744E +06 9.5187E +05 - 3.4731E +06 - 5.9458E +06 Ld 450.50 561.00 289.00 0.00 0.00 0.00 1300.50 Ldx - 7433.25 0.00 4768.50 0.00 0.00 0.00 - 2664.75 Ldy 3266.13 11500.50 3468.00 0.00 0.00 0.00 18234.63 b x -2.05 Y3 14.02 1301 X2 -x3 -14.45 2.05 18.55 Point D Vc = (2 +4 /pc) -slf'c b , Eq. 11 -33 ACI318 -02 X4 = Y2 - Y3 -6.77 6.48 -2.02 ov 0.212 ksi Y4 = 20.5 Ld /12 10850 13511 6960 0 0 0 -0.102 dL /12 26364 50911 6960 0 0 0 294.6 Parallel to Y X Y 2.2744E +06 9.5187E +05 - 3.4731E +06 - 5.9458E +06 Ixx // X 20655 23548 1181 0 0 0 Ixx // Y 57868 87969 15101 0 0 0 lyy // X 131291 66777 113355 0 0 0 V, lyy // Y 94078 2355 99435 0 0 0 Ixx 57868 23548 15101 0 0 0 96517 lyy 94078 66777 99435 0 0 0 260290 Ixy 440821 7447 -108351 0 1 0 1 0 40694 v„ max Point A Point B Point C Point D Vc = (2 +4 /pc) -slf'c b , Eq. 11 -33 ACI318 -02 X4 = -16.5 16 16 16 ov 0.212 ksi Y4 = 20.5 20.5 35 -6 Vu /b -0.102 -0.102 -0.102 -0.102 Mux -Vuy 294.6 294.6 294.6 294.6 IYy(y y3)- IXy(x4 - x3) 2.2744E +06 9.5187E +05 - 3.4731E +06 - 5.9458E +06 IXXIYy -IXy 2.3466E +10 2.3466E +10 2.3466E +10 2.3466E +10 Muy +Vux - 16.09509804 - 16.09509804 - 16.09509804 - 16.09509804 Ixx(x x3)- IXY(y -y - 1.65.84E +06 1.4784E +06 2.1702E +06 2.5568E +06 V, -0.093 -0.097 -0.117 -0.127 v„ max 0.127 ¢v c 0.247 Vc = (2 +4 /pc) -slf'c b , Eq. 11 -33 ACI318 -02 0.577 Vc = (a /b +2) Vf'c b F Eq. 11 -34 ACI318 -02 0.212 Vc = 4Vf'c b E- Eq. 11 -35 ACI318 -02 ov 0.212 ksi OK FILOJ Punching Shear Check L4 @ Cl /CB detail 8 /S9.O1A @ d/2 from panel edge h 10 in slab h = in d 8.5 in d2= vv Vu = -127.7 k� Mux = -330.5 k -ft -1566 k -in p Muy= -24 k -ft -288 k- in ¢... c 16 C2 = 24 X = 69.5 i n y = 56.5 i n b 206.5625 in f'c = 5000 psi fpc = 185 psi as = 20 yvx 0.375 Yvy 0.425 Item Side 1 Side 2 Side 3 Side 4 Side 5 Side 6 s X2 -48.25 -135 21.25 0 0 0 Vu /b Y2 26.125 64.25 33.875 0 0 0 3699.6 L 76.25 69.5 60.8125 0 0 0 1.5427E +12 d 8.5 8.5 8.5 0 01 0 1767.593275 Ld 648.13 590.75 516.91 0.00 0.00 0.00 1755.78 Ldx - 31272.03 - 7975.13 10984.26 0.00 0.00 0.00 - 28262.90 Ldy 16932.271 37955.691 17510.20 0.00 0.00 0.00 72398.15 UOU X -16.10 Y3 41.23 1 /7o X2 -X3 -32.15 2.60 37.35 Point D X4 = -48.25 21.25 Y2-Y3 -15.11 23.02 -7.36 64.25 3.25 -12 Vu /b Ld 3902 3557 3112 Mux -Vuy 3699.6 3699.6 3699.6 dL /12 314020 237789 159300 - 6.9928E +07 - 8.0419E +07 Ixx lyy -lxy 1.5427E +12 Parallel to y X Y 1767.593275 1767.593275 1767.593275 1767.593275 Ixx // X 147958 312938 27994 - 2.0085E +07 V, -0.015 -0.061 Ixx // Y 465880 554284 190407 lyy // X 987962 245330 883394 lyy // Y 670040 3984 720982 Ixx 465880 312938 190407 969224 lyy 670040 245330 720982 1636352 Ixy 1 3148621 35311 - 142068 1 208105 v„ max pp )ip�fc Vp /bd 0.3fpc Ov, 0.157 2.323 0.163 ksi 0.000 0.056 0.164 ksi < 3.5 => 2.323 Vf'c = 70.7 => 70 V 0 k Vc = (pp + 0.3fpc)bd +Vp (Eq.11 -36 ACI318 -02) OK Point A Point B Point C Point D X4 = -48.25 21.25 - 21.25 - 48 -25. Y4 = 64.25 64.25 3.25 -12 Vu /b -0.073 -0.073 -0.073 -0.073 Mux -Vuy 3699.6 3699.6 3699.6 3699.6 Iyy(y y Ixy(x -x 4.4353E +07 2.9890E +07 - 6.9928E +07 - 8.0419E +07 Ixx lyy -lxy 1.5427E +12 1.5427E +12 1.5427E +12 1.5427E +12 M uy +Vux 1767.593275 1767.593275 1767.593275 1767.593275 Ixx(x x Ixy(y -y - 3.5953E +07 3.1408E +07 4.4102E +07 - 2.0085E +07 V, -0.015 -0.061 -0.157 -0.135 v„ max pp )ip�fc Vp /bd 0.3fpc Ov, 0.157 2.323 0.163 ksi 0.000 0.056 0.164 ksi < 3.5 => 2.323 Vf'c = 70.7 => 70 V 0 k Vc = (pp + 0.3fpc)bd +Vp (Eq.11 -36 ACI318 -02) OK 42 Check horizontal shear L6 C3 -CS Vu = 127.7 k (sign not applicable) Mux = 13 ©.5 k -ft Muy = 24 k -ft R = 1 <= portion of Vu to be designed in X- direction by column perimeter, min 0.5 p = 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 = 5.08 <= panel dimension in x Ly = 5.50 <= panel dimension in y Check X -dir: Vx 127.70 k Vxx 4.72 k Qxx 2805 in <= Qxx = Ayx Ixx 34824 in qxx 10.67 k /in <= VQ/1 As #5 @ 7 in <= dowels 0.31 in <= bar area Vux 74.66 for 7 in strip // Y # of bars 9 (Ly -cover /spacing) +1 Emb min 6.8 in <_ #5 Ldh w /2" cover (reduction when not fully developed) emb prov 6.5 in <= embedment provided for bars, max value = 6.8 µ 1.0 <= µ, 11.7.4.3 AC1318 -02 �Vnx 120.0 k OK Vn = A f f µ +— Eq.11 -25 ACI318 -02 Check Y -dir: Vy 127.70 k Vyy 23.73 k -ft Q 2592 in' lyy 32184 in qyy 12.20 On Vuy 85.4 for 7 in strip # of bars 8 #ny 106.7 k OK Vn = A f µ F— Eq.11 -25 AC1318 -02 i FF i z « - ,2 20 � n N I 9 1L( i . Punching Shear Checi h h 2 = d= Vu = Mux = M uy = c1 C2 = X= y= b f' c = as = YVX YW L8 11.6/A10 @ d/2 from column face 8.5 slab 7 in drop cap 14 in -161.9 k 76.8 k -ft 86.4 k -ft 24 16 38 in 22.125 in 120.25 in 500© psi 40 0.337 0.466 detail 9 /59.OIB 922 k -in 1037 k -in <= panel dimension in x <= panel dimension in y < =average <--average M Item Side 1 Side 2 Side 3 Side 4 Side 5 Side 6 s X2 -19 0 19 19 0 -19 15 Y2 9.125 15 9.125 -8.625 -15 - 10.9375 -0.156 L 11.6875 38 11.75 12.75 38 8.0625 942.8 d 14 14 14 14 14 14 - 5.4637E +06 Ld 163.63 532.00 164.50 178.50 532.00 112.88 1683.50 Ldx - 3108.88 0.00 3125.50 3391.50 0.00 - 2144.63 1263.50 Ldy 1493.08 7990-001 1501.06 - 1539.56 - 7980.00 -1234.571 L J 220.01 1f1]� air. X3 0.75 Y3 0.13 x -x -19.75 -0.75 18.25 18.25 -0.75 -19.75 X4 = Y2-Y3 8.99 14.87 8.99 -8.76 -15.13 -11.07 15 Ld /12 2673 8689 2687 2916 8689 1844 -0.156 dL /12 1863 64017 1893 2418 64017 611 942.8 Parallel to Y X Y Y X Y - 5.4637E +06 Ixx //X 13237 117623 13308 13684 121795 13828 Ixx // Y 17772 190330 17887 19018 194501 16283 lyy // X 68362 73006 59365 64782 73006 46486 v, l //y 63827 300 54786 59448 300 44031 Ixx 17772 117623 17887 19018 121795 16283 310378 lyy 63827 73006 54786 59448 73006 44031 368105 Ixy -29067 -5937 27001 -285221 6041 24675 -5808 v„ max 0.192 �v 0.424 Vc = (2 +4 /pc) �fc b E-- Eq. 11 -33 ACI318 -02 0.353 Vc = (a /b +2) Vf'c b F Eq. 11 -34 ACI318 -02 0.212 Vc = 4df'c b E- Eq. 11 -35 ACI318 -02 Ov, 0.212 ksi OK Point A Point B Point C Point D X4 = -19 19 -19 19 Y4= 15 15 -15 -15 Vu /b -0.156 -0.156 -0.156 -0.156 Mux -Vuy 942.8 942.8 942.8 942.8 lyy(y4 y Ixy(x4 x 5.3587E +06 5.5795E +06 - 5.6844E +06 - 5.4637E +06 Ixxlyy -Ixy 1.1422E +11 1.1422E +11 1.1422E +11 1.1422E +11 Muy +Vux 915.2908524 915.2908524 915.2908524 915.2908524 Ixx(y4- - IXY(Y4-Y3) - 6.0438E +06 5.7506E +06 - 6.2180E +06 5.5764E +06 v, -0.118 -0.162 -0.148 -0.192 v„ max 0.192 �v 0.424 Vc = (2 +4 /pc) �fc b E-- Eq. 11 -33 ACI318 -02 0.353 Vc = (a /b +2) Vf'c b F Eq. 11 -34 ACI318 -02 0.212 Vc = 4df'c b E- Eq. 11 -35 ACI318 -02 Ov, 0.212 ksi OK URI Punching Shear Che6 h l = ME Vu = M ux = M uy = c 1 = C2 = X = y= b fc= as = TVX YW LS @ 11.5/A10 @ d/2 from panel edge 8.5 slab 7 in -161.9 k 76.8 k -ft 86.4 k -ft 24 1:6 91 in 64.28 in 310.5625 in 5000 psi 40 0.359 0.442 detail 9/S9.01'B 922 k -in 1037 k -in <= panel dimension in x <= panel dimension in y <= average d-- Item Side 1 Side 2 Side 3 Side 4 Side 5 Side 6 E X2 -45 -5 U 45.5 45.5 fl -45.5 -41.81 Y2 24 -5625 41.5 24.625 - 23.4375 -41.5 - 29.0625 .1031 L 33.875 91 33.75 36.0625 91 24.875 22425 d 7 7 7 7 7 7 X Ld 237.13 637.00 236.25 252.44 637.00 174.13 2173.94 Ldx - 10789.19 0.00 10749.38 11485.91 0.00 - 7922.69 3523.41 Ldy 5824.38 26435.50 5817.66 - 5916.50 - 26435.50 - 5060.51 665.03 UOU L X 1.62 Y3 0.31 x -x3 -47.12 -1.62 43.88 43.88 -1.62 -47.12 X4 = Y2 -Y3 24.26 41.19 24.32 -23.74 -41.81 -29.37 41.5 Ld 968 2601 965 .1031 2601 711 -0.119 dL 22675 439583 22425 27358 439583 8979 971.1 Parallel to y X Y Y X Y - 1.1285E +08 Ixx // X 139520 1080959 139723 142312 1113307 150183 7.8154E +12 Ixx // Y 163164 1523143 163113 170700 1555491 159873 774.4007949 lyy //X 550148 443857 478263 514429 443857 396311 V, lyy // Y 526504 1673 454873 486040 1673 386621 Ixx 163164 1080959 163113 170700 1113307 159873 2851115 lyy 526504 443857 454873 486040 443857 386621 2741753 Ixy - 271031 -425291 252103 -2630001 43161 240965 -40332 v„ max 0.129 �v, 0.424 Vc = (2 +4 /pc) �fc b *- Eq. 11 -33 ACI318 -02 0.154 Vc = (a /b +2) df'c b E- Eq. 11 -34 AC1318 -02 0.212 Vc = 4Vf'c b F Eq. 11 -35 ACI318 -02 Sv 0.154 ksi OK Point A Point B Point C Point D Point E Point F X4 = -45.5 45.5 45.5 45.5 -455 -45.5 Y4 = 41.5 415 3.25 -413 -41.5 - 6.9375 Vu /b -0.119 -0.119 -0.119 -0.119 -0.119 -0.119 Mux -Vuy 971.1 971.1 971.1 971.1 971.1 971.1 lyy(y y Ixy(x -x 1.1104E +08 1.1471E +08 9.8417E +06 - 1.1285E +08 - 1.1652E +08 - 2.1760E +07 Ixxlyy -Ixy 7.8154E +12 7.8154E +12 7.8154E +12 7.8154E +12 7.8154E +12 7.8154E +12 Muy +Vux 774.4007949 774.4007949 774.4007949 774.4007949 774.400795 774.4007949 Ixx(x x Ixy(y4 y - 1.3269E +08 1.2677E +08 1.2522E +08 1.2342E +08 - 1.3603E +08 - 1.3464E +08 V, -0.108 -0.119 -0.124 -0.129 -0.118 -0.114 v„ max 0.129 �v, 0.424 Vc = (2 +4 /pc) �fc b *- Eq. 11 -33 ACI318 -02 0.154 Vc = (a /b +2) df'c b E- Eq. 11 -34 AC1318 -02 0.212 Vc = 4Vf'c b F Eq. 11 -35 ACI318 -02 Sv 0.154 ksi OK Check horizontal shear L813.6/A1O Vu = 161.9 k (sign not applicable) M ux = 76.8 k -ft M uy = 86.4 k -ft (3x = 0.6 <= 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 panel size Lx = 7.00 <= panel dimension in x Ly = 6.33 <= panel dimension in y Check X -dir: Vx 80.95 k Vxx 12.34 k Qxx 2260 in <= Qxx = Ayx lxx 23572 in" qxx 8.94 k /in <= VQ/1 As #5 @ 7 in <= dowels 0.31 in' <= bar area Vux 62.61 for 7 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 OVnx 102.6 k OK Vn = A f µ <— Eq.11 -25 AC1318 -02 Check Y-dir: Vy 97.14 k V yy 12.13 k -ft Qyy 2499 in' lyy 26067 in' qyy 10.48 On Vuy 73.3 for 7 in strip # of bars 12 OVny 123.1 k OK Vn = A f µ +-- Eq.11 -25 AC1318 -02 iat� JOB 4 f� Z>� S NISHKLAN MENNINGER SHEET NO. CONSULTING AND STRUCTURAL ENGINEERS CALCULATED BY L� 1200 Folsom Street, San Francisco, CA 94103 I � Tel: (415) 541 -9477 Fax: (415) 543 -5071 CHECKED BY � ``' r� r f i I x f ��J I r I f f, I i JF, X J I I k � ``' r� r f i I x f ��J I r I f f, I i JF, X NISHKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS 1200 Folsom Street, San Francisco, CA 94103 Tel: (415) 541 -9477 Fax: (415) 543 -5071 IF C- SSiN���S z6.�K_ t3y.sK JOB V AI Z- l i E�'- 0 /Jl NO. 7V ( S SHEET NO. OF q CALCULATED BY � Ci DATE CHECKED BY 3 7g 41z D ,e &-- - , ) os } rx = 1 6 p5,.