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HomeMy WebLinkAboutSTRUCTURAL ANALYSISSGANNE9 T�)CCOP-P-(- WAL�'�g 15 f bR- OF S-1 Bly AR(DC- q1MA 9"MmIK/ CUITED SVILC�� �6� PTCfto4ED am�c, RiOb�� ff,'63T --'�CtL -::- 250C)Fst V-100-c-) FRAMIK�,, r T. F'l M E TT FV 00i AT LAknC- FFAC44 5W NOM4 ROV&4t�no� JS(AW,� FLDIZLDI) 5,W,�r j6cuvo, Q C-D -50 Fi-cDR � AO �w� �P�,V,3 ,�DR vitoD -K . Ufm -�b to-two(-h-1014 ,Pc� I � � Gr- Y2, �fft52M]ff CF,�Tt(-'� GW[T-� t-o,&C) Fog - A- k �z am R60F :: pcLL tl 12. �— tjo-am�J� �50Y 2. C, :-- 375- PL�7 "PL7 ;: -�,5 34-, 1� F L F L ROOF 30 , (�,, -7 G � '2-i�> Z,5 pL-F ,�'D y �,- . 7G '2-77 D p L F 74 2, � 4�77pLf WT"�' �50e 2,1 VeTEQ-Akke QM-nus-ws ffu�gL7�,� Vj-, -- 4�1-7 T LF ' COV276 '27 -71- gat, m F�- 4 e,,F 2A w wj-o V//Jo Tvk4s-z 3 w4F) D e 7,�p,-r ,�- �-42* - ( -2 .9 t-- -> uiq �� YF. Z - �52� x-42, Z 71. L 4 4 C, �7- L - 4-2. k�4 L.u. -71. 32n7 'DE -65ZMIO� -FO LA-Z,�QP,7� 1�-DAV (C-Owr F,� g OSF 2� 117 —:� -- � Z-'�> -7 v 67 mu ::- 6 5 C). i� �-- - f-7- (-) 8) b 1, /Z - W, � L) :;:' �, 'R�W -�X-t&E VAU-�B� IK 13C)F-c-Lu" — 1JEDcT FG , --)� (� e�F ?,\ DESM SYSTEM FOR CONCRETE AND CLAY MASONRY The Nationa Concrete Masonry Association Brick Industry Association Version 4.11 (Release 4.1.2i I ' Western States Clay ProductlAssociation International Code Council Name: KCCasey Date: 2-25-21 Chkd: FA W6rkinb- Stress De§ign�of a�- Reinforibed-Con1cret6. Mason SheaMall Using thp.RQ03, I BC ASD Desiqh Code Material and Construction Data 8 in.,.units,.P ' artiE ' il grout, running bond Wall Weight = 48,89: psf' Type S Masonry cement/ Air -entrained PCL Mortar, Masonry Density = !';15 pcf f m 1500 psi (Specified) Em 900f m = 1350000 psi Shear Wall Design Details Thickness = 7.625 in. Height= 160 in.:0 3.33 ft) Length — 161 in. (13.42 ft) x = 3.813 in. Endzone Length: So = 16 in = 1.333 ft (#9 Bars) Middlezone Grouted Cell Spacing: 24 in OC Middlezone Steel Spacing: 24 in OC (#6 Bars) This shear wall has an aspect ratio of 0.99 and may be Ao 771.5 sq.in. lo = 1.931e+006 in4 Ro 2.632 in. Location of Reinforcing Bars Bar Rj RCi As 1 157 76.5 1 2 149 68.5 1 3 125 44.5 0.44 4 101 20.5 0.44 5 80.5 -0 0.44 6 60 -20.5 0.44 7 36 -44.5 0.44 8 12 -68.5 1 9 4 -76.5 1 The following design calculations are for the specified Section Design Forces Used V 33.3 kips (Specified) M 7806 kip -in (Specified) P 44 kips (Specified) rse Grout H L n I deep beam following the provisions of NEHRP. Rci End Zone Middle Zone 03E -t6 ectior forces � OF �'k DESEGN SY The National Concre EM Western States Clay Prjct: Topic: Page: Qpjnputed'Design Values Wall"Flexural Design Data Maximum F= 234.8'kips -(M$JC 2.3.3.2) M = 7870.kip-in (6U.8 kip-ft) for.Desi n. P _q 12 FOR CONCRETE AND CLAY MASONRY iryAssociation Brick Industry Association Version 4.1 (Release 4.1 Association International Code Council Name: KCCasey Date: 2-25-21 Chkd: FA Wall S�ear Design bata fv ='0.02782 ksi .(MS-JC 2.3.5.2. 1) M/Vd = 7806 1 (33.3 * 157.) =: 1.493 Fv 0.035 ksi without reinforcement (MSJC 2.3.5.2.2) Fv 0.9580b ksi with reinforcement (MSJC 2.3.5-23� I These shear requirements apply to SDC A through SD9 C. For other seismic design catpgodes, the shear force m st be increased 50 percent in accordance with 113C 2106.5.1. Maximum Reinforcement Ratio for Special Shear Walls (113C 2003 2107.2.6) RhOmax = 0.004367 (A& max = 5.228 in2) As total = 6.2 sq-in. The maximum reinforcement ratio is NOT satisfied. Development and Splice Lengths for EndZone Longitudinal Reinforcement K = 3.2485 in. Required Development Length: Id = 40.61 in, Required Lap Splice Length: = 145.63 in. Development and Splice Lengths for MidZone Longitudinal einforcement K = 3.4375'in. Required Development Length: Id = 27.00 in. Required Lap Splice Length: = 56.78 in. Some codes. may require epoxy -coated reinforcement to have longer development and splice lengths. 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Ibu. 74 1 730 420 lbsi bu, Ibn. IbB. lba. 'Ibu. Ibs. I Z, Z, 020 350 Bo 310 ba. Ibu. IbEi. lb� 5 910 400 -,80 - 5130 310 61. 520 280 510 27 7 240 460 240 4�0 I& 730 360 720 300 09�00 0 4 0 -112 v4 W4 log[) 550 94R 4 1) 340 050 320 840 32 000 410. a20 390 700 3UO 590 290 680 280 SOO 270 0 . 0 1000" 770 360 4.,6 _W--O—, . 0 080 310 4-1.0 —95' 1 44�50 6W I:sIo 6so 1170 .510 1 $50 .1 074, al 4130 50' 6 090 370 IIo6 , 4W,-r03W.'4WD i'4 '93D -400 "n-0 394 8 1020 520 870 430 UJU 330 Goo 570 290 Sao D '-3" 3/4 122C) 390 790 3B 7SO 710 280 510 250 500 7aO' 250 49D 24 _g99 60 440 950 43 410 0 20D 610 2800 _j"O 480 Do. 340 33 640 300 W8 1210-- - 1. - —4-00 OF 840 370 -1-6-60- L,�,q ---1-- 0 D 730 320 11/2 930 0 1270 1200, f4— 4,1�20 0 --- 410 ft%U '1420�-413011 O� . 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