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Excel Engineering, Inc. 11/1812009 Page # <br /> SHEAR WALL - RMEH Method 3 <br /> • Combined Axial and Bend' <br /> Project Name: Aspen Zephyrills, FL 11!18/09 2:24 PM <br /> Project No.: 914820 <br /> Dena. on: Shear Walt A <br /> Actual Wall Thickness = 7.625 In F'm = 1,500 pal ecc. of axis! load = 0 in <br /> Face Shell Thickness = 1.92 in Em = 1350 psi Wind Stress Increase = 1.000 <br /> I per ft = 388.81 In Es = 29,000 ksl <br /> d. = 4.000 In <br /> Wall Length = 84.00 ft n = 21.48 Grout Spacing= 32 In <br /> Wafl Height (Unbraced Ht.) = 18.00 ft Fs = • 24,000 psi, (60 C <br /> Wall Dead Load (Ind. Self -Wt.) = 1,020 pif r= 2.59 In <br /> Wall Live Load = 0 pif h/r = 74.13 hlr< 99, for Fa use ACI 530 eq. (6 -3) <br /> Overiuming Moment at Base = 428.3 k -ft Pe = 140529.99 pif, per ACI eq. (6-6) <br /> Wall Shear = 26.770 kips 1/4 x Pe = 35132.50 ptf, per ACI (6-2) <br /> d = 83.667 ft <br /> MNd 0.19 <1 <br /> fv = 7.0 psi, based on Vlbd, ACI (7 -3) <br /> Fv = 66 psi, OK based on ACI section 7.5.2.2(b). <br /> Formula (16 -11) IBC - (0.6 Dead+ Wind Load) 1008.00 " <br /> f a = 13.30 psi ' ' <br /> Fa = 270 psi, OK T <br /> P = 1,020 plf, OK P < 1 /4xPe <br /> fb = 8 psi 5 <br /> Fb = 500 psi, OK < 0.33xF'm biiik: b ' <br /> Combined Stresses <br /> ft = 5 pal, Compression, No Net Tenslonill <br /> fc = 21 psi, Compression a <br /> Compression Unity Check <br /> fa/Fa + fb/Fb = 0.085 <1.00, OK <br /> a = 204.070 in T = 2,107 Ibs C 21 <br /> b = 803.930 in As = 0.09 sq. In. <br /> Non - Adjusted Stress Diagram <br /> Equivalent Tension Force Chord R!F <br /> Teq = 1,433 Ibs Use: Grout At 32 " o.c. <br /> Equiv. As = 0.060 sq. in. - <br /> Adjust (b) to Satisfy Moment Equilibrium E M = 0, (Sum about C) <br /> M = 428.300 k -ft adjustb = 1,260.875 in <br /> P = 51.408 kips E P = 0 <br /> C = 52,841 lbs Re -check Compression Unity Check <br /> adjust fc = 22 psi fa /Fa + fblFb = 0.066 <1.00, OK <br /> P -Delta Effect per IBC 2000 Section 1617.4.6.2 <br /> 1.00+1.01 = 119 pif, (not including self- weight) <br /> i <br /> Pr = 10.00 kips <br /> A = 0.0030990 In 0 = 0.0000034 P -Delta effects not required, Stability Coefficient < 0.1 <br /> V = 26.770 kips <br /> h = 192.00 In <br /> Cd = 1 3/4 deflection amplicatton factor, Table 1617.8 - Ordinary Reinforced Masonry <br /> 1 Notes: I <br /> a. Shaded cells indicate design data input <br /> b. Shaded cells indicate calculated output. <br /> c. Per Method 3, (RMEH book, Pages 123 -125). <br /> d. Checks Fa, Pe, Fb, Combined Fa +Fb, and As (Tension) <br /> e. For fully - grouted wall, set Face Shell Thickness, (A7) to 112 Wall Thickness, (A6). <br /> f. A positive B26 indicates no net Tension. <br /> g. Fv Is based on running bond coarsing. ACI 530, Section 6.5.2. <br /> A t h % 0 t- , <br /> 9 � <br /> Page 1 Wind + Dead Wall <br />