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HomeMy WebLinkAboutB06-0196 Structural Column Repair Submittal #13 04/07/10 , �°� �;•„ , ; _ . 353 -f •� =-� ` .Department,of Community Development� � , . -.._ } ' �'` ~ ? ' � 75 South Fronta e Ro d ; y,, j ,� _ . . .,., g f . - � Vait � , . ,.: . . ,� �..� o.t.arfi c�r '"; _�. . .,� .. . . � a.,, x,�'���' .9,� � � .� ,�;;. ; : ->�����',':� ',. . � �.. . � ` � `- � '".•�s +� , �� ���}"� ; , : � 4e�e�dp��nen '�� . :�_. : � ��x-a� r _.�..,�.avs..�°a'�± z.� ����... � .�. TRANSMlTTAL FORN'��, � '��`'Z�'� . . Revision Submittais: ' �� ✓ 7 0� 1- °Fiefd SeY'of approved plans MUST accompany revisions'; 2. No further inspections wil! be perfonned until the revisions�are approved&the permit is re-issued. 3. Fees for reviewing revisions are$55.Q0�3er hour(2 hour rrninimum), and are due upon issuance. _._. _.._.... , .. ... __ ._._ . __... _ ...._ ___.___. _._.., . _.._.._._ _.. .. ;Permit#(s)information a lies to. � ` � ` "� " ..._._.. .._ __ _ ....,. . __...____� PP Attention: Revisions ��(�'r Q�CJ�p ' )Response to Correction Letter + atEached copy of correction letter ; ( )Deferred Submittai ( )�ther ..._.....�, ,.,�x:�.. , ,,..::, ..N.:::, �.,., .,::. :,,,:,.� .,:.: !Project Street dres - pri.,�. ...w..: ,:..... ,,.�..�.._ .. . ,,... _ ;�._ Descn t on/List of Changes: ''♦�"�'F'A M,ee. !(Number) (Street) ( u�te#�• � �,� L S � Q :Building/Complex Name: � �/�,�j� !' O �/�?, T „,.�`�' � d (. rd�d/�/ „z...,.,�.,n,,...,��.:.�,.,.:,=-�..e_,.,�k�,�..��.�, i t inf :�:.-:,.,.�.�.�,�. �,:„�:. � �� � L�" � `Contac • , � ,_,_: . ,,,.. l s � rm taon. / ; �s? (i� ;' !Company: ' :Com any Address: J� � � ? s� � � ' ,c►ry: dk• � ,Q��^G� ! [''_�(�r ate: Zip: Ti�!� 1 ¢ U v-/:� "Contact Name: ' � Za-'�f�7l'��r7'�jo �Contact Phone: � i l� � �E-Mail �,` � / ' � ��y, , � ; ; ,. �. ,:< .:.,: �_,... _ _.,.:_ , : IY'l� � ; : �:.,:,: -., .::; : ;Revised A [TIONAL Vatuations (Labor 8�Nlat�rials) f(DO NOT include original valuationj ;Building: � '(usa additional sheet'rf necessary) �` � _._ _....... .. ,._._--- _.._.._._._.. _._ _. .. . _ _...._._ . .......__. _....__. �Plumbing: � , i Electrical: � � 'Date Receiwed: �Anechanical: � � �Total: � � D ,ei �, � �°, .... .. _ . .. _. .. ..._..._. _..___�_ �._..__._._...,.__._. ,.�.�.... _,. ..._.:; aPR c; �o;o i TOWN OF VAiL i �31-Jan-1�} ' - ��1(�'G I°��O � p � � � � � c� APR 0 r 2010 TOWN OF VAIL STRUCTUR.AL CALCULAT.IONS FOR �OLUl�ZN FIXE S (PACKAGE S — �S`9. OID) F4UR SEASONS � HOTELS and RE�ORTS Vail, Colorado for HII,L GLAZIER ARCHITECTS � 925 Alma Street Palo Alto, CA 94301 by 1VISHI�AN MENNINGER 1200 Folsom Street �� San Francisco, CA 94103 ,-, . 0�•�0 R . � c,:.� - �" ;o �: . . : . .l�,- . NM Job No. 7083 �#�' � March 30, 2010 -- �— _�_, �_-.,�,p�•�� - :w . �'••.....•••�6�� . �jQMAI� JOB NO. N IS N K IAN !�I�i�1���t��� SHEET NO. OF CONSULTING AND STRUCTURAL ENGINEERS � 1200 Folsom Street,San Francisco,CA 94103 CALCULATED BV DATE Tel:(415)541-9477 Fax:(415)543-5071 CHECKED BY oare SCAIE (�1.+�t.�^�1 �(�� �`,�;""c°' ��,� �'��� � �-�i o � � . ��� �rz� � �� � '�-' �� 2 �o � �� ( p �. � � =f ,� � ��, � 3 , �� a� n � � �� 3 � 7 �j s� , a�� L ! D �-. ( �4�Y � s . a i � � � � , 1 Punching Shear Check �� � �.��A� detail 2/59.01D 3/31/2010 @ d/2 from column face h1= 18.� in 10" siab+8.5" cap dZ- 17 in Vu= -il� k Mux= 83 k-ft 996 krin Muy= 132 k-ft 1344 k-in �1= 15 cZ= 2¢ x= 3i5 in I used for purpose of ca�culating Yvx,yvy y= �6.5 in po 78 in section affected by openings deducted f c= 5000 psi . as= �� ' yvx 0.448 yvy 0.354 @ d/2 from column face item Side 1 Side 2 Side 3 Side 4 Side 5 Side 6 E , x2 i�JS 16.� {� fl fl D Yz -2fl:3 2J5 fl {� 0 0 L 31_5 45S 0 0 U 0 d _ 17 17 0 � 0 0 Ld 535.50 790.50 0.00 0.00 0.00 0.00 1326.00 LdxZ 401.63 13043.25 a.OD 0.00 0.00 0.00 13444.88 Ldy2 -10977.75 2173.88 0.00 0.00 0.00 0.00 -8803.88 bod 1326 x3 10.14 Y3 -6.64 xZ-x3 -9.39 6.36 -10.14 -10.14 -10.14 -10.14 yZ-y3 -13.86 939 6.64 6.64 6.64 6.64 Ld3/12 12897 19038 0 0 0 0 dL3/12 44279 142438 0 0 0 0 Parallei to X Y Y Y Y Y i�oc//X 102878 69691 0 0 0 0 Ixx//Y 160054 231168 0 0 0 0 lyy//X 104386 193457 0 0 0 0 iyy//Y 47210 31981 0 0 0 0 Ixx 102878 231168 0 0 0 0 334045 lyy 104386 31981 0 0 0 0 136367 Ixy 69691 47210 0 0 0 0 116902 Point A Point B ' Point C Point D x4= -16.5 1b.5 16.5 lb5 Ya= -20.5 -205 24 24 Vu/bod -0.087 -0.087 -0.087 -0.087 Mux-Vuy3 232.5 232.5 232.5 232.5 (YYIY4'Y3�-�XY�X4-x3/ 1.2241E+06 -2.6337E+06 3.4347E+06 3.4347E+Q6 I�oclyy-Ixy2 3.1$87E+10 3.1887E+10 3.1887E+1Q 3.1887E+10 Muy+Vux3 177.9663462 177.9663462 177.9663462 177.9663462 . txx(x4-x3)-I�cy(Y4-Y3) -7.2785E+06 3.7450E+06 �-1.4571E+06 -1.4571E+06 v„ -0.068 -0.103 -0.073 -0.073 v„max 0.103 �v� 0.247 Vc= (2+4/�3c)�fc bod �- Eq. 11-33 ACI318-02 � 0.337 Vc= (asd/bo+2)�fc bod F Eq. 11-34 ACI318-02 0.212 Vc=4�lfc bod F Eq. 11-35 ACI318-02 �v� 0.212 ksi OK Punching Shear Check �8 @ 14�A2 detail 2/S9.O1D 3/3�/zoio @ d/2 from panel edge h1= lt3 in siab d1= S_� in Vu= -i�5 k Mux= 83 k-ft 996 k-in Muy= 112 k-ft . 1344 k-in c1= �6 <=column dimension parallel to x � cZ= 24 <=column dimension parellel to y x= 35 in Iused for purpose of ca{culating Yvx,yvy y= 54.25 i n bo 89.25 in section affected by openings deducted f c= St�U psi fpc= fl psi as= 2�l yvx 0.454 7vy Q.349 @ d/2 from panel edge item Side 1 Side°�- Side 3 Side 4 Side 5 Side 6 - xZ 2.5 20 0 � U fl � YZ -24 3.125 fl fl � � � � 35 54.25 fl 0 0 0 d 8.5 8.S 0 0 0 0 Ld 297.50 461.13 0.00 0.00 0.00 0.00 758.63 LdxZ 743.75 9222.50 0.00 0.00 0.00 . 0.00 9966.25 L�ty2 -7140.00 1441.02 0.00 Q.00 0.00 0.00 -5698.98 bod 759 X3 13.14 Y3 -7.51 xZ-x3 -10.64 6.86 -13.14 -13.14 -13.14 -13.14 YrYa -16.49 10.64 7.51 7.51 7.51 7.51 Ld3/12 1791 2776 0 0 0 0 dl3/12 30370 113093 0 0 0 0 Parallel to X Y X Y X X i,�//x sos�a 52i�� o 0 0 0 I�oc//Y 113035 168047 0 � Q � �yy//x 65823 137587 0 0 0 0 lyy//Y 33662 21718 0 0 0 0 . �� 80874 168047 0 0 0 0 248921 �yy 65823 21718 0 0 Q 0 87541 �Xy 52177 33662 0 0 0 0 85839 Point A Point B Point C Point D X4= -]5 20 20 20 y4= _Z4 -24 30.5 26 Vu/bod -0.152 -�.152 -0.152 -0.152 � Mux-Vuy3 132.1 132.1 132.1 132.1 �YYIY4"Y3�-�XY�X4"X3� 9.7193E+05 -2.0325E+06 ##�###### 2.3446E+06 I�ocfyy-lxyZ 1.4422E+10 1.4422E+10 ##�### 1.4422E+10 Muy+Vux3 � -166.7843137 -166.7843137 -166.784 -166.784314 I�oc(x4-x3)-Ixy(ya-Y3) -5.5886E+06 3.1236E+06 ##�#### -1.1684E+06 �� -0.170 -0.147 -0.146 -0.147 v„max 0.170 �3p 3.405 < 3.5 => 3.405 �ip�Fc 0.238 ksi df c= 70.7 => 70 03fpc 0.000 Vc=bp�F'C+0.3fpc,where Vp=0(Eq.11-36 AC1318-02) ��� 0.179 ksi OK check horizontal shear L8 @ 1��A2 detai!2/S9.O1D 3r3�2o�0 Vu= 1�5 k (sign not appiicable} • M ux= . 83 k-ft M uy= 112 k-ft (3x= 1 <= portion of Vu to be designed in X-direction by column perimeter, min 0.5 (3y= 1 <= portion of Vu to be designed in Y-direction by column perimeter, min 0.5 hs= �.{� in <=slab thickness hp= $.5 in <= panef thickness panet size Lx= 2_56 <= panel dimension in x Ly= 3.� <= panel dimension in y Check X-dir. Vx 115.00 k V�oc 43.75 k q�oc 1938 in3 <=Cyoc=AyX' I�oc 24060 in4 qxx 12J9 k/in <=VQ/I As #5 @ b in <-dowels 0.31 in2 <= bar area Vux 76.72 for 6 in strip � #of bars 7 (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 va{ue= 6.8 µ 1.0 <=µ, 11.7.4.3 ACI318-02 �Vnx 93.3 k OK Vn=A�,f fYµE- Eq.I1-25 ACI318-02 Check Y-dir: Vy 115.00 k Vyy 21.84 k-ft . qyy 1306 in3 fyy �16209 in°. qyy 11.02 k/in Vuy 66.1 for 6 in strip #of bars 5 �Vny 66J k OK Vn=A�fyµf— Eq.ii-25 ACI318-02 � Punching Shear Check �4 4.2/A4.5 detai�3/59_a1D @ d/2 from column face h1= 7 in <= panel thickness hz= 8_5 in <=slab thickness d1= 14 in <=effective depth Vu= -1fl8 k Mux= -53 k-ft -636 k-in Muy= 87.6 k-ft 1051 k-in c1= 24 <= column dimension parallel to x cZ= 14 <=calumn dimension parallel to y x= 38 in y= 21 in bo 80 i n fc= 5000 psi <=concrete strength yvx 0.331 � 'yvy 0.473 d/2 from column face Item Side 1 Side 2 Side 3 E xz -19 fl �9. yz 3.� 23 3.5 t, 21 38 21 d 14 14 14 Ld 294.00 532.00 294.00 1120.00 Ldx2 -5586.00 0.00 5586.00 0.00 � LdyZ 1029.00 1223fi.00 1029.00 14294.00 x3 0.00 Y3 12J6 x2-x3 -19.00 0.00 19.00 Yz'Ys -9.26 10.24 -9.26 Ld3/12 4802 8689 4802 dL3/12 10805 64017 10805 Parailel to Y X Y Ixx//X 25223 55757 25223 Ixx//Y 40830 128464 40830 lyy//X 121741 72707 121741 lyy//Y 106134 0 106134 I�oc 40830 55757 40830 137417 lyy 106134 72707 106134 284975 Ixy 51740 0 -51740 0 Point A Point B Point C Point D x4= -19.0 -3.9.0 . 19.0 19.0 Ya= 14.fl. -7.0 14.0 -7.0 Vu/bod -0.096 -0.096 -0.096 -0.096 Mux-Vuy3 742.4 742.4 742.4 742.4 �YYIYa-Ys)'�XY� 3.5266E+05 -5.6318E+06 3.5266E+05 -5.6318E+06 Ixxlyy-Ixy2 3.9160E+10 3.9160E+10 3.9160E+10 3.9160E+1Q • Muy+Vux3 1051.2 1051.2 1051.2 1051.2 Ixx(x4-x3}-ixy( -2.61Q9E+06 -2.6109E+06 2.6109E+06 2.61Q9E+06 v„ -0.061 -0.099 -0.127 -0.165 v„max 0.165 �v� 0.470 Vc= (2+4/(3c)�fc bod E-- Eq. 11=33 ACI318-02 -- 0.384 Vc= (30d/b,+2)dfc bod F Eq. 11-34 ACt318-( � OZ12 Vc=4�Jfc bod E- Eq. 11-35 AC1318-02 �v� 0.2Z2 ksi OK Punching Shear Check L4 4.2/A4.5 . @ d/2 from panei edge h2= 8.5 in dZ= 7.125 in Vu= -108 k Mux= -53 k-ft -636 k-in Muy= 87.6 k-ft 1051 k-in c1= 24 cz= 14 x= 96.125 in 89 Cap size y= 35.5625 in 32 1 bo 167.25 in � fc= 5000 psi fpc= 93 psi 7vx 0.289 yvy 0.523 d/2 from panel edge � I�em Side 1 Side 2 Side 3 E. xZ -4S.i�b25 0 �8_fl52� yz 9.38125 47_� 9J$125 � L 35.�G25 96.125 355G2� d 7.125 7.125 7.125 Ld 253.38 684.89 253.38 1191.66 Ldx2 -12178.21 0.00 12178.21 0.00 Ldy2 2478.40 32532.30 2478.40 37489.11 x3 O.QO y3 31.46 x2-x3 -48.06 0.00 48.06 YrYa -21.68 16.04 -21.68 Ld3/12 1072 2897 1072 dL3/12 26704 527367 26704 Parallel to Y X Y Ixx//X 119078 176217 119078 I�oc//Y 146854 706481 146854 lyy//X 613091 530264 613091 iyy//Y 585315 0 585315 I�oc 146854 176217 146854 469926 lyy 585315 530264 585315 1700895 Ixy 264004 0 -264004 0 Point A Point B . Point C Point D x4= -48.{3625 48.Ob23 -48.fl625 48.0625 � Ya= 47.5 47.5 -8 -8 . Vu/bod -0.091 -0.091 -0.091 -0.091 Mux-Vuy3 2761.6 2761.6 2761.6 2761.6 �YY�Ya-Ya)-�XY� 2•7283E+07 2.7283E+07 -6.7117E+07 -6.7117E+07 Ixxlyy-Ixy2 7.9929E+11 7.9929E+11 7.9929E+11 7.9929E+11 M uy+V ux3 1051.2 1051.2 1051.2 1051.2 Ixx(x4-x3)-lxy( -2.2586E+07 2.2586E+07 -2.2586E+07 2.2586E+07 . v„ -0.048 -0.079 -0.142 -0.173 � vd max 0.173 �v� 0.470 Vc= (2+4/(3c)�f c bod F- Eq. 11-33 ACI318-02 )2 0.174 Vc=(30d/b,+2}�fc bod F Eq. 11-34 ACI318-02 0.212 Vc=4dfc bod F Eq. 11-35 ACI318-02 0.164 vc= �ip�F'C+0.3fpc, where Vp=0(Eq.11-36 ACI3 �v� 0.174 ksi OK � � check horizontal shear t4 @ 4.� �A4.5 detail3/59_fl1�1 ��rzoio Vu= iD8 k (sign not appiicable) M ux= 53 k-ft Muy= 87_6 k-ft . � �x= 0.5 <=portion of Vu to be designed in X-direction by column perimeter, min 0.5 (3y= 1 <=portion of Vu to be designed in Y-direction by column perimeter, min 0.5 hs= 8.5 in <=slab thickness hp= 7 in <= panel thickness panel size Lx= 7.4fl �= panel dimension in x Ly= 2.67 <= panel dimensioa in y Check X-dir. Vx 54.00 k Vaoc 11.84 k Qxx 953 in3 <=Qxx=Ay� Ixx 9943 in° qxx 6.31 k/in <=VQ/I As #5 @ 6 in <=dowels 0.31 in2 <= bar area Vux 37.87 for 6 in strip , #af bars 5 (Ly-cover/spacing)+1 Emb min 6.8 in <_#5 Ldh w/2" cover (reduction when not fulfy developed) emb prov 5 in <=embedment provided for bars, max vatue= 6.8 µ 1.0 <= µ, 11.7.4.3 AC[318-02 �Vnx 51.3 k OK Vn=A,�fYµ<-- Eq.11-25 ACI318-02 Check Y-dir: Vy 108.00 k Vyy 19.85 k-ft Qyy 2642 in3 lyy � 27557 ina qyy 12.26 k/in Vuy 73.5 for 6 in strip #of bars 14 �Vny 143.6 k OK Vn=A�fYµE— Eq.11-25 AC1318-02 � Punching Shear Check _ Lg �.�/�i4� de#aai 5J59.O1D @ d/2 from column face h1= 7 in <= panel thickness � h2= S.5 in <=slab thickness d1= 14 in <=effective depth Vu = -13.3 k Mux= -2$ k-ft -336 k-in Muy= -72 k-ft -864 k-in � c1= 24 <=column dimension paral{el to x c2= 15 <=column dimension parallel to y x= 38 in y= 23 in ba 84 in fc= 500D psi <=concrete strength �yvx 0.342 � yvy 0.461 d/2 from column face Item Side 1 Side 2 Side 3 E x2 -19 0 19 y2 3.� 23 3.5 L 23 38 23 d 14 14 14 Ld 322.00 53Z.00 322.00 1176.00 Ldx2 -6118.00 �.00 6118.00 0.00 Ldy2 1127.00 12236.00 1127.00 14490.00 x3 0.00 Y3 12.32 x2-x3 -19.00 0.00 19.00 Yz'Y3 -8.82 10.68 -8.82 � Ld3/12 5259 8689 5259 dL3/12 14195 64017 14195 Parallel to Y X Y ixx//X 25057 60665 25057 Ixx//Y 44511 133372 44511 lyy//X 135696 72707 135696 lyy//Y 116242 0 116242 t�oc 44511 60665 44511 149688 lyy 116242 72707 116242 305191 Ixy 53970 0 -53970 0 Point A Point B Point C Point D �_ -19.0 -19.0 19.0 �9.� Ya= 15.fl -8.0 15.0 -8A Vu/bod -0.096 -0.096 -0.096 -0.096 Mux-Vuy3 1056.3 1056.3 1056.3 1056.3 �YY�Ya-Ya)-Ixy( 8.1748E+05 -6.2019E+06 8.1748E+05 -6.2019E+06 Ixxlyy-IxyZ 4.5683E+10 4.5683E+10 4.5683E+10 4.5683E+10 Muy+Vux3 -864 -864 -864 -864 Ixx(x4-x3}-ixy( -2.8441E+06 -2.8441E+06 2.8441E+06 2.8441E+06 v„ -0.114 -0.170 -0.065 -0.120 v„max 0.170 �v� 0.424 VC= (2+4/�iC) �fC bpd <- Eq. 11-33 ACI318-02 0.371 Vc= (30d/bo+2)dfc bod F Eq. 11-34. ACl318-02 0.212 Vc=4Vfc bod F Eq. 11-35 ACI318-02 �v� 0.212 ksi OK Punching Shear Check L8 3.3/A7 @ d/2 from panei edge h2= 8.5 in d2= 7.125 in Dedurt load from drop cap area Vu = -108.325 k 4.68 Mux= -28 k-ft -336 k-in � Muy= -72 k-ft -864 k-in c1= 24 � cZ= 16 x= 106.125 in 99 Cap size (in) y= 37.5625 in 34 0 bo 181.25 in fc= 5000 psi � fpc= 12� psi yvx 0.284 . yvy 0.528 d/2 from panel edges ltem Side 1 Side 2 Side 3 � x2 -�3.Ob?3 D �3.Ob25 y2 10.78125 47.5 10.78125 L 37.5625 1d6.�5 37.552� d 7.125 . 7.125 7.125 Ld 267.63 756.14 267.63 1291.41 LdxZ -14201.27 0.00 14201.27 0.00 Ldy2 2885.42 35916.68 2885.42 41687.51 x3 0.00 Y3 32.28 xZ-x3 -53.06 0.00 53.06 y2-y3 -21.50 15.22 -21.50 Ld3/12 1132 3199 1132 dL3/12 31468 709670 31468 Parallel to Y X Y lxx//X 123707 175142 123707 Ixx//Y 156307 888012 156307 lyy//X 786155 712869 786155 fyy//Y 753555 0 753555 I�oc 156307 175142 156307 487757 lyy 753555 712869 753555 2219979 Ixy 305320 0 -305320 0 Point A Point 6 Point C Point b x4= -�3.062S 53.0625 -53A625 53.0625 Ya= 47S 47.5 -8 -8 Vu/bod -0.084 -0.084 -0.084 -0.084 Mux-Vuy3 3160.8 3160.8 3160.8 3160.8 �YY�Ya-Y3)-Ixy( 3.3786E+07 3.3786E+07 -8.9422E+07 -8.9422E+07 I�oclyy-IxyZ 1.0828E+12 1.0828E+12 1.0828E+12 1.0828E+12 . Muy+Vux3 -864 -864 -864 -864 Ixx(x4-x3)-fxy( =2.5882E+07 2.5882E+07 -2.5882E+07 2.5882E+07 v„ -0.067 -0.045 -0.169 -0.147 v„ max 0.169 �v� 0.424 V[r (2+4/(3C)�f c bpd E- Eq. 11-33 ACI318-02 0.169 Vc=(30d/bo+2)�Ifc bod F Eq. 11-34 ACI318-02 0.212 Vc=4�fc bod E- Eq. 11-35 ACI318-02 0.169 vc= (3p�IF'C+0.3fpc,where Vp=0(Eq.11-36 ACI318-02) �v� 0.169 ksi �OK �� o� W �� �-3 ��-� � - check horizontal shear . . detaiill/59_�1D ��20�0 Vu= 1�3 k (sign not applicable) Mux= 28 k-ft M uy= � 72 k-ft (3x= a.5 <= portion of Vu to be designed in X-direction by column perimeter, min 0.5 (3y= 3 <= portion of Vu to be designed in Y-direction by column perimeter, min 0.5 hs= 8.� in <=slab thickness hp= 7 in <=panel thickness panef size Lx= 8.25 <= panel dimension in x 99 in Ly= 2.83 <= panel dimension in y . 34 in Check X-dir: Vx 56.50 k � Vxx 8.73 k . Q�cx 1012 in3 <=Q�oc=Ay3� Ixx 10551 in4 qxx 6.25�k/in <=VQ/I As #5 @ 7 in <=dowels 0.31 in2 <= bar area Vux 43.77 for 7 in strip #of bars 5 (Ly-cover/spacing}+1 Emb min 6.8 in <_#5 Ldh w/2"cover (redudion when not fully developed) emb prov 5 in <=embedment provided for bars, max value= 6.8 µ �.fl <=µ, 1Z.7.4.3 ACI318-02 �Vnx 51.3 k OK Vn=A,�fyµF- Eq.11-25 ACI318-02 Check Y-dir: Vy 113.00 k Vyy 9.88 k-ft Qyy 2945 in3 . lyy 30722 in4 qyy 11.78 k/in Vuy 82.5 for 7 in strip #of bars 14 �Vny 143.6 k OK Vn=A„f fYµF- Eq.11-25 AC1318-02 Punching Shear Check ��.�}�.�.�1�1�.4 detail 6/S9.O1D @ d/2 from column face h,= 7 in <= panel thickness h2= 10 in <=slab thickness . . d1= 15.5 in <=effective depth V u= -135 k Mux= -1fl6 k-ft -1272 k-in Muy= 115 k-ft 1380 k-in c1= 2� <=column dimension parallel to x cZ= 14 . <=column dimension parallel to y x= 39.5 in y= 21.75 in bo 83 in fc= �000 psi <= concrete strength yvx 0.331 yvy 0.473 �4 Item Side 1 Side 2 Side 3 E x2 -�9J5 {� 19.7� Yi 3.7� 23.75 3.75 L 21_75 39_S 21.75 d 15.5 15.5 15.5 � Ld 337.13 612.25 337.13 1286.50 Ldxz -6658.22 0.00 6658.22 d.00 Ldy2 1264.22 14540.94 1264.22 17069.38 x3 0.00 Y3 13.27 . x2-x3 -19.75 � 0.00 19.75 Yz-Ys -9.52 10.48 . -9.52 � Ld3/12 6750 122�8 6750 dL3/12 13290 79605 13290 Parallel to Y X Y I�oc//X 30541 67268 30541 Ixx//Y 50581 159131 50581 lyy//X 151539 91863 151539 lyy//Y 131500 0 131500 Ixx 50581 67268 50581 168430 lyy 131500 91863 131500 354863 Ixy 63373 0 -63373 0 Point A Point B Point C Point D ' x4= -19J5 -19.75 19.73 i�JS y4= 15.75 -7.00 15.73 -7.00 Vu/bod -0.106 -0.106 -0.106 -0.106 Mux-Vuy3 532.5 532.5 532.5 532.5 �YY�Ya-Ya)'�XY� 8•8�74E+05 -7.1924E+06 8.8074E+05 -7.1924E+06 Ixxlyy-IxyZ 5.9770E+10 5.9770E+10 5.9770E+10 5.9770E+1Q Muy+Vux3 1380 138D 1380 1380 ixx(x4-x3)-Ixy( -3.3265E+06 -3.3265E+06 33265E+06 3.3265E+06 v„ -0.067 -0.091 -0.139 -0.163 v„max 0.163 _ �v� 0.470 Vc= (2+4/(3c) �fc bod E-.Eq. 11-33 ACI318-02 0.403 Vc= (30d/bo+2)�fc bod E- Eq.11-34 ACI318-02 0.212 Vc=4df c bod f- Eq. 11-35 ACI318-02 �v� 0.212 ksi OK - �':: . 1 Punching Shear Check L1O 4.1/A4.4 @ d/2 from panel edge h2= 10 in d2= 8.625 in Vu= -136 k Mux= -106 k-ft -1272 k-in Muy= 115 k-ft 1380 k-in c1= 24 c�= 14 x= 62.625 in �4 Cap size y= 42.3125 in 38 4 bo 147.25 in • fc= 5000 psi fpc= � psi yvx 0.354 �yvy 0.448 : . Item Side 1 Side 2 Side 3 � -�1.31 ,,� _. ;0.t10 31.31 . ..:_,..- 1_. - }.. �,_ �3.16 - 33.3.5 C 42:32 b2_£3 42.31 d 8.625 8.625 8.625 Ld 364.95 540.14 364.95 . 1270.03 LdxZ -11427.35 0.00 11427.35 0.00 LdyZ 4801.31 25656.68 4801.31 35259.30 x3 0.00 Y3 27.76 xZ-x3 -31.31 0.00 31.31 yZ-y3 -14.61 19.74 -14.61 Ld3/12 2262 3348 2262 dL3/12 54448 176531 54448 Parallel to Y X Y I�oc//X 77859 21042i 77859 Ixx//Y 134569 390300 134569 lyy//X 414530 179879 414530 lyy//Y 357819 0 357819 Ixx 134569 210421 134569 479560 lyy 357819 179879 357819 895517 Ixy 166911 0 -166911 0 Point A Point B Point C Point D x4= -33.31 3131 -31.31 3i.31 Y4= 47.50 47.50 -8.00 -8.00 Vu/bod -0.107 -0.107 -0.107 -0.107 Mux-Vuy3 2503.7 2503.7 2503J 2503J �YY�Ya'Ys}'�xy( 1.7675E+07 1.7675E+07 -3.2026E+Q7 -3.2026E+07 Ixxtyy-fxy2 4.2945E+11 4.2945E+11 4.2945E+11 4.2945E+11 M uy+Vux3 1380 1380 1380 1380 Ixx(x4-x3)-Ixy( -1.5016E+07 1.5016E+07 -1.5016E+07 1.5016E+07 v„ -0.049 -0.Q92 -0.152 -0.195 v„max 0.195 �v� 0.470 Vc= (2+4/(3c) �fc bod F- Eq. 11-33 ACI318-02 0.199 Vc= (30d/bo+2)�fc b,d F Eq. 11-34 ACI318-02 0.212 Vc=4dfc bod f- Eq. 11-35 ACI318-02 0.160 vc= (3p�F'C+0.3fpc,where Vp=0(Eq.li-36 ACI318-02) �v� 0.199 ksi OK : check horizontai shear ��.��.1/A4.4 detail6/59.03.D sr3i2oto Vu= 33£ k (sign not applicabfe) Mux= iUb k-ft M uy= 135 k-ft �3x= �.S <= portion of Vu to be designed in X-direction by column perimeter, min 0.5 (3Y= i <= portion of Vu�to be designed in Y-direction by column perimeter, min 0.5 hs= 1� in <=slab thickness hp= 7 in <= panel thickness panel size Lx= �_Sfl <_panel dimension in x �4 in Ly= 3.�7 <-�anel dimension in y 38 in Check X-dir: Vx 68.00 k V�oc 25.56 k - Qxx 1330 in3 <=Qxx=Ay� I�oc 15558 in4 qxx 8.00 k/in <=VQ/I As #5 @ 6 in <= dowels 0.31 in2 <= bar area Vux 47.99 for 6 in strip #of bars 6 (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 i.fl <=µ, 11.7.4.3 ACI318-02 . �Vnx 61.5 k O�C Vn=A,�f�µ<-- Eq.ii-25 ACI318-02 Check Y-dir: Vy 136.00 k Vyy 33.47 k-ft Qyy 1890 in3 lyy 22109 in'4 qyy 14.49 k/in Vuy 86.9 for 6 in strip #of bars 9 �Vny 92.3 k OK Vn=A,�fyµ<— Eq.11-25 AC{318-02 AL� DRAtNII�GS AND 1NR{TT�� M1���R1�� A,PPCARI;�G FiE�EI� CO�STITuTE TN� aRIGINA� =�N€� Ui�1�U�!fSl-lED V�10RKS 0�= TNE �NGI�IEER A�ID TH� SAi�/E �t�lAY �AY NOT E3E DU�'�ICATED, i�SEd OR �iSCL�OSED �1fTN0!J� �?-�E V�1Rf-�E�i Cfli�S�i�T OF iNE ENGif�EER Q � � � � � � � �-, � z � c� � � c� 0 z cn C � -_i � � A � Q � --i �7 C C"? --I C :C"3 T-� � m � G�7 � � � � C!7 N O � C.n � � t1� `� m c� m � � � � � � '^-'' �� ti✓ -n � � � � � � � � � � m � � � ;� m � � ° � ��„ � � rn tJ0 :-J t7� C7t ;P� W i J ;-'' � �../ O � � � ^''(`� 7> {.f) m "'LJ � 'C7 `i� t!? � C7 �.,,,,s"" C -C � � /'l.! r�-- � � Q �7 G�} � '�7D t� � °I"�lp �i Z M %� �..../ C1 -Q � �7 t_`" `C) � � _".� � I°�_E C�°,� � � fTl � � � m � m � � m � � � � � � � � � '� ��» � � � .-'�r'� ��.. 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