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CONSULTING ENGINEERS <br />STRUCTURAL <br />PHONE (818) 814-8268 <br />Design shear force V = <br />Wall configuration: <br />4.0'0.0' <br />9.0' <br />25.0' <br />Shearwall length:; Unit shear at bottom of wall : <br />Unit shear on piers: ; Holdown force due to V only: <br />Free body diagram of wall segments below bottom opening level (forces are in lbs U.N.O.) : <br />984 0 <br />Free body diagrams of wall segments: <br />(Forces shown are in positive directions ) <br />Forces (lbs,lb-ft) in wall segments are tabulated as following: <br />H T C F1 F2 V1 N1 M1 V2 N2 M2 <br />-886 1538 -1538 -984 394 0 0 0 886 591 5316 <br />0 0 1538 0 492 -886 -591 -5316 -652 98 886 <br />0 0 -1538 -984 394 652 -98 -886 886 689 6202 <br />0 0 1538 0 984 -886 -689 -6202 -652 -295 -2658 <br />886 0 -1538 -492 197 652 295 2658 0 0 0 <br />0 0 0 0 0 0 0 0 0 0 0 Maximum unit shear: <br />0 0 0 0 0 0 0 0 0 0 0 Use : Panel 4 <br />0 0 0 0 0 0 0 0 0 0 0 Maximum strap tension: <br />0 0 0 0 0 0 0 0 0 0 0 Use : MST48 <br />0 0 0 0 0 0 0 0 0 0 0 Net holdown forceb: <br />0 0 0 0 0 0 0 0 0 0 0 Use : H.D. not required <br />Notes: a. Ignore the contribution of wall segments on top of openings <br /> b. Load combination 8b <br />9 <br />10 -145 lbs <br />11 <br />( 0.42234D-0.7E ) is used to calculate net uplift force on holdowns <br />5 Design summary <br />6 322 lb/ft <br />7 <br />8 2255 lbs <br />3 Floor 0.0 <br />4 Wall 18.0 9.0' <br />1 Roof 15.0 1.3' <br />2 Ceiling 10.0 1.3' <br />DL used to calculate resisting moment (R.M.) : <br />Seg.DL (psf) T.W.1 T.W.2 <br />886 886 <br />10 11 <br />98 lb/ft <br />1 2 3 4 5 6 7 8 9 <br />0 0 0 <br />0 0 0 <br />984 0 0 492 0 0 <br />15 <br />3 <br />8 <br />15 <br />3 <br />8 <br />15 <br />3 <br />8 <br />15 <br />3 <br />8 <br />15 <br />3 <br />8 <br />15 <br />3 <br />8 <br />0 0 0 <br />25.0 ft 98 lb/ft <br />246 lb/ft 886 lbs <br />7 8 9 10 11 2.8'1 2 3 4 5 6 <br />2.3'(lbs) <br />4.0' <br />0.0' 0.0' 0.0' 0.0' <br />2461 (ignored)(ignored)(ignored)(ignored)(ignored) <br />4.0'5.0'10.0'2.0'0.0' <br />(Line 1) <br />2461 lbs <br />CHECK BY:J <br />PROJECT:DATE:11/23/2025 <br />Shearwall Designed With Force Transfer Around Openings Approach a <br />SHEET NO:09-L <br />PROJECT NO: <br />CALC. BY:J <br />T F1 C <br />H <br />V2 <br />M2 <br />N2 <br />F2 <br />1 <br />H <br />T F1 C <br />V1 <br />M1 <br />N1 <br />F2 <br />3 <br />V2 <br />N2 <br />M2 <br />V2 <br />F C <br />M1 <br />N1 <br />F <br />V1 <br />N2 <br />M22 M1 <br />N1 <br />V1