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HomeMy WebLinkAboutB06-0196 Column Structural Repairs Submittal #2 022610TRANSMITTAL FORM Revision Submittals: lj - 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: evisions Response to Correction Letter _attached copy of correction letter ( ) Deferred Submittal ( ) Other a , Project Street Ac dress j V L Description / List of Changes: (Number) (Street) (Suite Z:>i'.f l r Building/Complex Name: 1,C/97- v -gvL L 6 4ei l3 A6 Contact Informat/i~on- Company: 7 / rL/ ?~~~/'I•~YarD is~l I~ Il, k aIZ) Com ny Address: C~'jtl~ City: ✓ ~ State: ZZip: ,04 rZWATX, Contact Name: 6z- Yr7 Contact Phone: 1770- 47t- 66~ Sq. 61 A E-Mail Revised/ADDITIONAL Valuations (Labor & Materials) (DO NOT include original valuation) Building: Plumbing: $ Electrical: Mechanical: $ Total: $ A- FEB 2 R 2010 TOWN OF VAIL 0 1 -Jan-1 0 (use additional sheet if necessary) Date Received: 1 1 1 1 1 STRUCTURAL CALCULATIONS FOR COLUMN FIXES FOUR SEASONS HOTELS and RESORTS Vail, Colorado for HILL GLAZIER ARCHITECTS 925 Alma Street Palo Alto, CA 94301 by NISHKIAN MENNINGER "6"'. 1200 Folsom Street 7 San Francisco, CA 94114 NM Job No. 7083 February 17, 2010 'R~OCo- 0 t Cl (v FEB 2 6 2010 TOWN OF VAiL This calculation for the punching shear repair using drop panel at the following location: M.I ' 1. Grid 3/?'-/5at level 5, detail 6/S9.01A 2. Grid 13/A5 at level 6, detail 3/S9.01A~ 3. Grid C1/CB at level 4, detail 2/S9.01AV 4. Spreadsheet verification/ hand calculation for repair at Grid A2/11 at level 5 .~i 1.1 Punching Shear Check 3/A~@ L5 @ d/2 from column edge h1= 7 in panel thickness h2 = 8.5 in slab thickness d1= 14 in effective depth Vu = 303 k Mux = 68 k-ft 816 k-in Muy = 23 k-ft 276 k-in c1= 24 column dimension parallel to x c2= 24 column dimension parallel to y x = 38 in y = 38 in bo 152 in f'c = 5000 psi concrete strength yvx 0.400 , Vy 0.400 E i i E , -1 _ F 7 Item Side 1 Side 2 Side 3 Side 4 x2 -19 0 19 0 Y2 0 19 0 -19 L 38 38 38 38 d 14 14 14 14 Ld 532.00 532.00 532.00 532.00 2128.00 Ldx2 -10108.00 0.00 10108.00 0.00 0.00 Ldy2 0.00 10108.00 0.00 -10108.00 0.00 X3 Y3 0.00 0.00 x2-x3 -19.00 0.00 19.00 0.00 Y2-Y3 0.00 19.00 0.00 -19.00 Ld3/12 8689 8689 8689 8689 dL3/12 64017 64017 64017 64017 Parallel to y X Y X Ixx X 0 192052 0 192052 Ixx Y 72707 264759 72707 264759 lyy X 264759 72707 264759 72707 l yy Y 192052 0 192052 0 Ixx 72707 192052 72707 192052 529517 lyy 192052 72707 192052 72707 529517 Ixy 0 0 0 0 0 Point A Point B Point C Poin x4 = -19.00 19.00 19. 00 7 y4 = 19.00 19.00 -19.00 - 19 . Vu/bod 0.142 0.142 0.142 , ' . Mux-Vuy3 816.0 816.0 816.0 816.0 lyy(y4-y3)-Ixy( 1.0061E+07 1.0061E+07 -1.0061E+07 -1.0061E+07 Ixxlyy-Ixy2 2.8039E+11 2.8039E+11 2.8039E+11 2.8039E+11 Muy+Vux3 276 276 276 276 Ixx(x4-x3)-Ixy( -1.0061E+07 1.0061E+07 1.0061E+07 -1.0061E+07 V,, 0.158 0.150 0.127 0.135 v, max 0.158 Div, 0.318 Vc = (2+4/(3c) ~fc bod Eq. 11-33 AC1318-02 0.301 Vc = (40d/b,+2) Vf'c bod E- Eq. 11-34 AC1318-02 0.212 Vc = 4Vf'c bod F Eq. 11-35 AC1318-02 ~v~ 0.212 ksi OK q.°' Punching Shear Check 3/A~@ L5 1 @ d/2 from panel edge h2 = 8.5 in dz = 7 in ' Vu = 303 k Mux = 68 k-ft 816 k-in ' Muy = 23 k-ft 276 k-in cl = 24 1 cz = 24 X = 103 in y = 103 in bo 412 in f'c = 5000 psi vx 0.400 ' YW 0.400 } I f 36 c fi' ! l Item Side 1 Side 2 Side 3 Side 4 E x2 -51.5 0 51.5 0 Y2 0 51.5 fl -51.5 L 103, 103 103 103 d 7 7 7 7 Ld 721.00 721.00 721.00 721.00 2884.00 Ldx2 -37131.50 0.00 37131.50 0.00 0.00 Ldy, 0.00 37131.50 0.00 -37131.50 0.00 X3 Y3 0.00 0.00 x2-x3 -51.50 0.00 51.50 0.00 Y2-y3 0.00 51.50 0.00 -51.50 Ld3/12 2944 2944 2944 2944 dL3/12 637424 637424 637424 637424 Parallel to y X Y X Ixx X 0 1912272 0 1912272 Ixx Y 640368 2552640 640368 2552640 lyy X 2552640 640368 2552640 640368 Iyy Y 1912272 0 1912272 0 Ixx 640368 1912272 640368 1912272 5105281 lyy 1912272 640368 1912272 640368 5105281 Ixy 0 0 0 0 0 Point A Point B Point C Point D x4 = -51.5 51.5 51.5 -51.5 Y4 = 51.5 51.5 -51.5 -51.5 Vu/bod 0.105 0.105 0.105 0.105 Mux-Vuy3 816.0 816.0 816.0 816.0 IYY(Y4-Y3)-IxY( 2.6292E+08 2.6292E+08 -2.6292E+08 -2.6292E+08 Ixxlyy-Ixy2 2.6064E+13 2.6064E+13 2.6064E+13 2.6064E+13 Muy+Vux3 276 276 276 276 Ixx(x4-X3)-Ixy( -2.6292E+08 2.6292E+08 2.6292E+08 -2.6292E+08 V, 0.109 0.107 0.101 0.103 v, max 0.109 ~v, 0.318 Vc = (2+4/pc) ~f'c bad - Eq. 11-33 AC1318-02 0.142 Vc = (40d/bo+2) Vf'c bod E- Eq. 11-34 AC1318-02 0.212 Vc = 4Vf'c bod Eq. 11-35 AC1318-02 ~v~ 0.142 ksi OK check horizontal shear 3/A/@ L5 Vu = 303 k M ux = 68 k-ft Muy = 23 k-ft panel size Lx = 8 panel dimension in x Ly = 8 panel dimension in y x-d i r: Vxx 2.88 k Qxx 2352 in3 Qxx = Ayx Ixx 29791 in4 qxx 24.15 k/in VQ/1 As #5 @ 6 in dowels 0.31 in2 bar area Vu 144.89 for 6 in strip # of bars 15 Emb min 7 in minimum embedment for bars emb prov 6 embedment provided for bars, max value = 7 µ 1.0 ~Vn 179.4 k OK Vn = Af fy µ - Eq.11-25 AC1318-02 y-d i r Vyy 8.50 k-ft Qyy 2352 in3 lyy 29791 in4 qyy 24.59 k/in Vu 147.6 for 6 in strip # of bars 15 ~Vn 179.4 k OK Vn = Af fy µ E- Eq.11-25 AC1318-02 Punching Shear Check 13/A5 @ L6 @ d/2 from column edge h1= 7 in panel thickness h2 = 8.5 in slab thickness dl = 14 in effective depth Vu = 169.005 k Mux = 10.501 k-ft 126 k-in Muy = 48.164 k-ft 578 k-in cl = 24 column dimension parallel to x c2= 16 column dimension parallel to y x = 38 in y = 30 in bo 136 in f'c = 5000 psi concrete strength yvx 0.372 YVY 0.429 I ~ 1 Item Side 1 Side 2 Side 3 Side 4 X2 -19 0 19 0 Y2 0 15 0 -15 L 30 38 30 38 d 14 14 14 14 Ld 420.00 532.00 420.00 532.00 1904.00 Ldx2 -7980.00 0.00 7980.00 0.00 0.00 Ldy2 0.00 7980.00 0.00 -7980.00 0.00 X3 0.00 Y3 0.00 x2-x3 -19.00 0.00 19.00 0.00 Y2-Y3 0.00 15.00 0.00 -15.00 Ld3/12 6860 8689 6860 8689 dL3/12 31500 64017 31500 64017 Parallel to y X Y X Ixx X 0 119700 0 119700 Ixx Y 38360 192407 38360 192407 lyy X 189980 72707 189980 72707 lyy Y 151620 0 151620 0 Ixx 38360 119700 38360 119700 316120 lyy 151620 72707 151620 72707 448653 Ixy 0 0 0 0 0 Point A Point B Point C Point D x4 = -19.00 19.00 19.00 -19.00 Y4 = 15.00 15.00 -15.00 -15.00 Vu/bod 0.089 0.089 0.089 0.089 Mux-Vuy3 126.0 126.0 126.0 126.0 lyy(y4-y3)-Ixy( 6.7298E+06 6.7298E+06 -6.7298E+06 -6.7298E+06 Ixxlyy-Ixy2 1.4183E+11 1.4183E+11 1.4183E+11 1.4183E+11 Muy+Vux3 577.968 577.968 577.968 577.968 Ixx(x4-x3)-Ixy( -6.0063E+06 6.0063E+06 6.0063E+06 -6.0063E+06 V, 0.101 0.080 0.076 0.097 v, max 0.101 V, 0.424 0.324 0.212 0.212 ksi Vc = (2+4/(3c) ~f c bod Eq. 11-33 AC1318-02 Vc = (40d/bo+2) df'c bod F Eq. 11-34 AC1318-02 Vc = 4Vf'c bod Eq. 11-35 AC1318-02 OK Punching Shear Cf 13/A5 @ d/2 from panel edge h = 8.5 in d = 7 in Vu= 169.005 k Mux = 48.164 k-ft 578 k-in Muy = 10.501 k-ft 126 k-in Cl = 24 c2 = 16 X = 121 in y = 103 in bo 264 in f'c = 5000 psi yvx 0.381 Yvy 0.419 4 ' I I ~ V iC) Item Side 1 Side 2 Side 3 Side 4 Side 5 Side 6 s x2 -51.5 -51.5 0 69.5 69.5 0 Y2 -31.25 29.29 51.5 22.5 -39 -51.5 L 40.5 44.5 121 58 25 121 d 7 7 7 7 7 7 Ld 283.50 311.50 847.00 406.00 175.00 847.00 2870.00 Ldx2 -14600.25 -16042.25 0.00 28217.00 12162.50 0.00 9737.00 Ldy2 -8859.38 9123.84 43620.50 9135.00 -6825.00 -43620.50 2574.46 X3 3.39 Y3 0.90 x2-x3 -54.89 -54.89 -3.39 66.11 66.11 -3.39 Y2-Y3 -32.15 28.39 50.60 21.60 -39.90 -52.40 Ld3/12 1158 1272 3459 1658 715 3459 dL3/12 38751 51404 1033411 113815 9115 1033411 Parallel to y Y X Y Y X IxxX 292978 251119 2168880 189476 278560 2325395 IxxY 332886 303795 3205749 304949 288389 3362264 lyy X 894153 991290 1046618 1889765 774610 1046618 lyyY 854244 938614 9749 1774292 764781 9749 Ixx 332886 303795 2168880 304949 288389 2325395 5724294 lyy 854244 938614 1046618 1774292 764781 1046618 6425168 Ixy 500274 -485493 -145413 579815 -461560 150568 138191 Point A Point B Point C Point D x4 = -51.5 69.5 69.5 -51.5 Y4 = 51.5 51.5 -51.5 -51.5 Vu/bpd 0.091 0.091 0.091 0.091 Mux-Vuy3 426.4 426.4 426.4 426.4 lyy(y4-y3)-Ixy(x4-x3 3.3272E+08 3.1600E+08 -3.4580E+08 -3.2907E+08 Ixxlyy-Ixy2 3.6760E+13 3.6760E+13 3.6760E+13 3.6760E+13 Muy+Vux3 699.392378 699.392378 699.392378 699.392378 Ixx(x4-xs)-Ixy(y4-y3 -3.2121E+08 3.7142E+08 3.8566E+08 -3.0698E+08 V, 0.095 0.090 0.087 0.092 v„ max 0.095 vc. 0.424 0.162 0.212 ~v~ 0.162 ksi OK check horizontal shear 13/A5 @ L6 Vu = 169.005 k Mux = 10.501 k-ft M uy = 48.164 k-ft panel size x-d i r: Vxx Qxx I xx qxx As Vu # of bars Emb min emb prov µ ~Vn y-d i r Vyy QYy lyy qyy Vu # of bars ~Vn Lx = Ly = 5.07 k 2352 in3 29791 in4 13.74 k/in #5 @ 8 0.31 inz 109.95 11 7 in 6 1.0 131.5 k 1.31 k-ft 2793 in' 35377 in4 13.45 On 107.6 13 155.4 k 9.5 panel dimension in x 8 panel dimension in y Qxx = Ayx VQ/1 in dowels bar area for 8 in strip minimum embedment for bars embedment provided for bars, max value = 7 OK Vn = Af fy µ - Eq.11-25 AC1318-02 for 8 in strip OK Vn = Af fy µ - Eq.11-25 AC1318-02 iz Punching Shear Check h1= hz = d1= Vu = Mux = Muy = cl = c2 = X= y= bo f' c = C1/CB @L4 d/2 from column edge 10 in panel thickness 8.5 in slab thickness 17 in effective depth -79.749 k -22.096 k-ft -265 k-in 17.545 k-ft 211 k-in 16 column dimension parallel to x 24 column dimension parallel to y 24.5 in 26.5 in 51 in 5000 psi concrete strength yvx 0.409 ;ivy 0.391 l0/ L 1 12j Item Side 1 Side 2 X2 4.25 36.5 Y2 20.5 7.25 L 24.5 26.5 d 17 17 Ld 416.50 450.50 867.00 Ldx2 1770.13 7433.25 9203.38 Ldy2 8538.25 3266.13 11804.38 x3 10.62 Y3 13.62 x2-x3 -6.37 5.88 Y2-Y3 6.88 -6.37 Ld3/12 10031 10850 dL3/12 20834 26364 Parallel to X Y Ixx X 19742 18252 Ixx Y 50607 55466 lyy X 47739 52814 lyy Y 16875 15601 Ixx 19742 55466 75208 lyy 47739 15601 63340 Ixy -18252 -16875 -35127 Point A Point B Point C x4 = -8.00 16.50 16.50 Y4 = 20.50 20.50 -6.00 Vu/bpd -0.092 -0.092 -0.092 Mux-Vuy3 820.6 820.6 820.6 lyy(y4-y3)-Ixy(x4-x3) -2.1781E+05 6.4280E+05 -1.0357E+06 Ixxlyy-Ixyz 3.5298E+09 3.5298E+09 3.5298E+09 Muy+Vux, -636.0112721 -636.0112721 -636.0112721 Ixx(x4-x3)-Ixy(y4-y3) -1.1582E+06 6.8443E+05 -2.4644E+05 V, -0.194 0.017 -0.208 v, max 0.208 ~v, 0.247 Vc = (2+4/pc) `ifc bod ~ Eq. 11-33 AC1318-02 0.460 Vc = (20d/bp+2) Vf'c bod Eq. 11-34 AC1318-02 0.212 Vc = 4Vf'c bpd F Eq. 11-35 AC1318-02 ~v~ 0.212 ksi OK i4- Punching Shear Check C1/CB @L4 @ d/2 from panel edge h2 = 8.5 in d2 = 7 in Vu = -79.749 k Mux = -22.096 k-ft M uy = 17.545 k-ft c1= 16 c2 = 24 X = 705 in y = 69.5 in bo 140 in f'c = 5000 psi fpc = 350 psi yvx 0.398 vvy 0.402 -265 k-in 211 k-in i" ~ /5 Item Side 1 Side 2 1 x2 18.25 53-5 Y2 57.5 22.75 L 70.5 69.5 d 7 7 Ld 493.50 486.50 980.00 Ldx2 9006.38 26027.75 35034.13 Ldy2 28376.25 11067.88 39444.13 x, 35.75 Y3 40.25 x2-x3 -17.50 17.75 Y2-Y3 17.25 -17.50 Ld3/12 2015 1987 dL3/12 204402 195826 Parallel to X Y Ixx X 146862 148975 Ixx Y 353279 346788 lyy X 357536 351106 lyy Y 151119 153293 Ixx 146862 346788 493651 lyy 357536 153293 510829 Ixy -148975 -151119 -300094 Point A Point B Point C x4 = -17 53.5 53.5 Y4 = 57.5 57.5 -12 Vu/bod -0.081 -0.081 -0.081 Mux-Vuy3 2944.7 2944.7 2944.7 lyy(y4-y3)-Ixy(x4-x3) -7.0175E+06 1.4139E+07 -2.1363E+07 Ixxlyy-Ixy2 1.6211E+11 1.6211E+11 1.6211E+11 Muy+Vux3 -2640.4155 -2640.41555 -2640.4155 Ixx(x4-x3)-Ixy(y4-y3) -2.0863E+07 1.3940E+07 -6.9169E+06 V, -0.269 0.112 -0.281 v, max 0.281 pp 2.500 < 3.5 2.500 Pp.\ifc 0.177 ksi 0.3fpc 0.105 Vc = bp~F'C + 0.3fpc, where Vp = 0 (Eq.11-36 AC1318-02) 0, 0.282 ksi OK check horizontal shear C1/CB @L4 Vu = 79.749 k Mux = 22.096 k-ft M uy = 17.545 k-ft panel size Lx = 5.583 panel. dimension in x Ly = 5.5 panel dimension in y x-d i r: Vxx 3.14 k Qxx 3300 in3 Ixx 34823.94 in4 qxx 7.86 On As #5 @ 8 in dowels 0.31 inz bar area Vu 62.84 for 8 in strip # of bars 7 Emb min 7 in minimum embedment for bars emb prov 7 embedment provided for bars, max value = µ 1.0 ~Vn 97.7 k OK Vn = Af fy µ E- Eq.11-25 AC1318-02 y-dir Vyy 4.02 k-ft Qyy 3350 in3 lyy 35349 in4 qyy 7.94 k/in Vu 63.5 for 8 in strip # of bars 7 7 #n 97.7 k OK Vn = A f fy µ Eq.11-25 AC1318-02 ' N I S H K I A N E H 1 P, CONSULTING AND STRUCTURAL ENGINEERS 1200 Folsom Street, San Francisco, CA 94103 Tel: (415) 541-9477 Fax: (415) 543-5071 JOB ✓ f- 1~ 1~ NO. ! SHEET NO. OF CALCULATED BY Tw DATE CHECKED BY r JOB Z4- Y/4 / L-- NO. / O 3 NISHKIAN ENNINGER CONSULTING AND STRUCTURAL ENGINEERS 1200 Folsom Street, San Francisco, CA 94103 Tel: (415) 541-9477 Fax: (415) 543-5071 SHEET NO. OF CALCULATED BY ~J DATE CHECKED BY DATE ' SCALE l 14(9) 4T ' + / 2 0 -37 fig ~ 22, b G Tu GOC~~-titf.1F~ ~ C ` H /z7f-T 74-,'.-~ a C 6~/) 74 Fj >-1 -Fo TH E-= / l 1/`v ~ +i~ ~-.I` ~.n,~"1'' ~ l~ .~---r ' ~t•( ~ C` t f~1 i' fi ~ _ ,--f ~~..J ~ M 1 NISNKIAN E 0-S CONSULTING AND STRJCTJRAL ENGINEERS s 1200 Folsom Street, San Francisco, CA 94103 Tel: (415) 541-9477 Fax: (415) 543-5071 JOB SHEET NO. OF / CALCULATED BY ~w DATE CHECKED BY DA Item Side 1 Side 2 Side 3 c x2 -18.5 0 18.5 Y2 3.25 14.5 3.25 L 22.5 37 22.5 d 13 13 13 Ld 292.50 481.00 292.50 1066.00 Ldx2 -5411.25 0.00 5411.25 0.00 Ldy2 950.63 6974.50 950.63 8875.75 ~L-6! x2. o O <<f fem. /dam x2-x3 -18.50 0.00 18.50 Y2-Y3 -5.08 6.17 -5.08 Ld3/12 4119 6774 4119 dL3/12 12340 54874 12340 Parallel to y X Y Ixx X 7537 18334 7537 Ixx Y 23996 79982 23996 lyy X 116567 61648 116567 lyy Y 100108 0 100108 Ixx 23996 18334 23996 66326 lyy 100108 61648 100108 261864 Ixy 27469 0 -27469 0 Lk-q- = Ld(y2 - y3}' for side of critical section parallel to X-axis L.d 3 dL3 Lt., = 12 12 Ld w2 - v3)'. for side of critical section parallel to Y-axis Ld' dL3 Ir" = - _ Ld(x2 - x--,)2,. for side of critical section parallel to X-axis 12 12 IrY = Ld (x2 - x3)' , for side of critical section parallel to Y-axis I_xY = Ld (x2 - x3)(y2 - y3), for side of critical section parallel to X-axis or Y-axis NISHKIAN CONSULTING AND STRUCTURAL ENGINEERS 1200 Folsom Street, San Francisco, CA 94103 ~11~y Tel: (415) 541-9477 Fax: (415) 543-5071 Vt- yx[ l~hx - y"- (Y= - )'1)] [LT (y'4 - Y_) - IxT(X4 - x=)] bod Ix xlrT - ki y-T[MLT _ VC (X_ - x1)] [hV(X4 - xS) - IkT(Y4 I ke5?UA 7, -7 Joe .a.%' 3 ✓ NO. ! - i SHEET NO. OF CALCULATED BY~,✓ - DATE212 CHECKED BY IaTG LI--311-Y - Ivy 2 n _ Ix.-r = Y I-xx- where sides refers to the sides of the critical section for punching shear sides = n IrT = Irr . where sides refers to the sides of the critical section for punching shear sides = 1 n _ A = Y LxT , where sides refers to the sides of the critical section for punching shear sides = 1 JOB S~ _ V7' f NO. -70z53 NISHKIAN all CONSULTING AND STRUCTURAL ENGINEERS 1200 Folsom Street, San Francisco, CA 94103 Tel: (415) 541-9477 Fax: (415) 543-5071 SHEET NO. OF CALCULATED BY 7VJ DATE ? f~ CHECKED BY 1 1 1 1 1 1 1 1 1 1 n 1 O Q i M ^ N \ n~ of x O IN '-ii In tia E~ l S~1 ~ O. Okn~ t E M! O Q~ IZZS A- O O ~ i (Nn O 4i cJ S ~ \ v 0 0 0 O 0 Z NISHKIAN € IOER. CONSULTING AND STRUCTURAL ENGINEERS 1200 Folsom Street, San Francisco, CA 94103 Tel: (415) 541-9477 Fax: (415) 543-5071 NO.~ f JOB SHEET NO. OF is t CALCULATED BY DATE! i CHECKED BY DATE l ~ ' r *J 1, t ` Q~ f f I \ ~J I r ~ l _ 1 7 N n~ i V O 0 Q O t~ t • ~ ti C~ V ` V O iy ey 0 F, x 0 ,o + O N er- II s .V --d t r~ s^ M O N _k ° I~ N a a Q o O O CJ N n l" V Fi -31 w s v ■ NISHKIAN MENWNSI DER CONSULTING AND STRUCTURAL ENGINEERS i 1200 Folsom Street, San Francisco, CA 94103 Tel: (415) 541-9477 Fax: (415) 543-5071 JOB SHEET NO. OF CALCULATED BY `✓~l DATE CHECKED BY DATE vvv Mk Y /'fUlv = //,232 woz ~X- ~y Vxx = ~ _ /1,232 Gx r 5 X = (4 3~ Y, /Z 6-~) x V 4, X -7 ors Vk -7, V'~ s x Ayr' fZ' 1 Punching Shear Check h1= h2 = d1= Vu = Mux = M uy = Cl - c2 = X= Y= bo f'c = yvx YvY A2/AA @ L5 @ d/2 from column edge 6 in panel thickness 8.5 in slab thickness 13 in effective depth -104.5 k -143.265 k-ft -1719 k-in 11.232 k-ft 135 k-in 24 column dimension parallel to x 16 column dimension parallel to y 37 in 22.5 in 82 in 5000 psi concrete strength 0.342 0.461 Item Side 1 Side 2 Side 3 X2 -18.5 0 18.5 Y2 3.25 14.5 3.25 L 22.5 37 22.5 d 13 13 13 Ld 292.50 481.00 292.50 1066.00 Ldx2 -5411.25 0.00 5411.25 0.00 Ldy2 950.63 6974.50 950.63 8875.75 X3 Y3 0.00 8.33 X2-X3 -18.50 0.00 18.50 Y2-Y3 -5.08 6.17 -5.08 Ld3/12 4119 6774 4119 dL3/12 12340 54874 12340 Parallel to y X Y Ixx X 7537 18334 7537 Ixx Y 23996 79982 23996 lyy X 116567 61648 116567 lyy Y 100108 0 100108 Ixx 23996 18334 23996 66326 lyy 100108 61648 100108 261864 Ixy 27469 0 -27469 0 Point A Point B Point C Point D x4 = -18.5 18.5 18.5 -18.5 Y4 = 14.5 14.5 -14.5 -14.5 Vu/bod -0.098 -0.098 -0.098 -0.098 Mux-Vuy3 -849.1 -849.1 -849.1 -849.1 lyy(y4-y3)-IXy( 1.6167E+06 1.6167E+06 -5.9774E+06 -5.9774E+06 Ixxlyy-Ixy2 1.7368E+10 1.7368E+10 1.7368E+10 1.7368E+10 M uy+V ux3 134.784 134.784 134.784 134.784 Ixx(x4-x3)-Ixy( -1.2270E+06 1.2270E+06 1.2270E+06 -1.2270E+06 vu -0.121 -0.129 -0.002 0.006 v, max 0.129 Ovr 0.424 Vc = (2+4/(3c) ~fc bod - Eq. 11-33 AC1318-02 0.358 Vc = (30d/bo+2) Vf'c bod Eq. 11-34 AC1318-02 0.212 Vc = 4Vf'c b,d F Eq. 11-35 AC1318-02 ~v~ 0.212 ksi OK 7k Punching Shear Check h2 = d2 = A2/AA @ L5 @ d/2 from panel edge 8.5 in 7 in Vu = -104.5 k Mux = -143.265 k-ft Muy = 11.232 k-ft cl = 24 c2 = 16 X = 103 in Y= 55.5 in bo 214 in fc = 5000 psi -1719 k-in 135 k-in yvx 0.329 Hwy 0.476 Z--'7 Item Side 1 Side 2 Side 3 x2 -51.5 0 51.5 Y2 19.75 47.5 19.75 L 55.5 103 55.5 d 7 7 7 Ld 388.50 721.00 388.50 1498.00 Ldx2 -20007.75 0.00 20007.75 0.00 Ldy2 7672.88 34247.50 7672.88 49593.25 x3 0.00 Y3 33.11 x2-x3 -51.50 0.00 51.50 Y2-Y3 -13.36 14.39 -13.36 Ld3/12 1586 2944 1586 dL3/12 99723 637424 99723 Parallel to y X Y Ixx X 69305 149376 69305 Ixx Y 170614 789744 170614 lyy X 1131709 640368 1131709 iyy Y 1030399 0 1030399 Ixx 170614 149376 170614 490604 lyy 1030399 640368 1030399 2701166 Ixy 267230 0 -267230 0 Point A Point B Point C Point D x4 = -51.5 51.5 51.5 -51.5 Y4 = 47.5 47.5 -8 -8 Vu/bod -0.070 -0.070 -0.070 -0.070 M ux-Vuy3 1740.4 1740.4 1740.4 1740.4 lyy(y4-y3)-Ixy( 3.8880E+07 3.8880E+07 -1.1103E+08 -1.1103E+08 Ixxlyy-Ixy2 1.3252E+12 1.3252E+12 1.3252E+12 1.3252E+12 M uy+Vux3 134.784 134.784 134.784 134.784 Ixx(x4-x3)-Ixy( -2.5266E+07 2.5266E+07 2.5266E+07 -2.5266E+07 V,, -0.052 -0.054 -0.119 -0.116 v, max 0.119 ¢v,: 0.424 Vc = (2+4/(3c) ~f'c bod E- Eq. 11-33 AC1318-02 0.158 Vc = (30d/bo+2) Vf'c bod F Eq. 11-34 AC1318-02 0.212 Vc = 4Vf'c bod Eq. 11-35 AC1318-02 ~v~ 0.158 ksi OK check horizontal shear A2/AA @ L5 Vu = 104.5 k Mux = 143.265 k-ft Muy = 11.232 k-ft panel size Lx = 8 panel dimension in x Ly = 4.33 panel dimension in y x-d i r: Vxx 1.40 k Qxx 935.28 in3 Ixx 13201 in4 qxx 7.50 k/in As #5 @ 6 in dowels 0.31 in' bar area Vu 45.02 for 6 in strip # of bars 7 Emb min 7 in minimum embedment for bars emb prov 5 embedment provided for bars, max value = 1 0 µ . #n 69.8 k OK Vn = Af fy µ E- Eq.11-25 AC1318-02 y-d i r Vyy 33.09 k-ft Qyy 1728 in3 lyy 24389 in' qyy 9.75 k/in Vu 58.5 for 6 in strip # of bars 15 7 ~Vn 149.5 k OK Vn = Avf fy µ Eq.11-25 AC1318-02 ALL DRAWI(~GS A,N'J U~1ftITTEN MAiE~tIAL AFPEI;RINO NEREI~ CONSTITUTE THE 0 ~TITUTE THE ORIGI~JA~ AND ~1NPUQ~~SHED WORKS OF THE ENGINEER AND THE SAME UVAY MFlY NOT QE DUPLICATED, USED OR DISCLOSED WITHOUT THE WRITTEN CONSENT OF THE ENGINEER z z D z m z z c-> a z cn c~ D Z Q C ~ i C7 --f C r0 1 D m z G7 Z m m t~ N O (P 6 { re i rr~ r r• i T r t. 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