1507 RUCKER AVE 2025-10-06 - Laserfiche WebLink

(oodWo@ ksg Shearwalls Whitkanack Shop.wsw Jain. 23, 2022 20:07:01 SHEAR RESULTS (flexible seismic desian) N-S W For ASD Shear Force [pig Asp -Cub Allowable Shear [plf] Resp. Shearlines Gp Dir v vmaxivft V PbSI Int Ext Int Ext Co C Cmb V abs] Ratio Line 1 Level 2 Ln_, Lev2 = Bcth 16.9 - 605 - i.0 - 250 - 25C F,240 0.05 Level 1 :,n1, Levl - Both - - 724 - - - - - - 3172; - Wall 1-1 _ Both - - 724 - 1.0 - 260 - - 3172 - Seg. 1 - Both 59.3 0.0 534 - 1.0 - 260 - 260 2340 0.23W Sea. 2 - Bcth 0.0 0.0 C - 1.0 - 260 - 260 - - W Seg. 3 - Both 47.5 0.0 190 - SO - 20a - 206 832 0.231f Line 2 Level: 2 Ln2, Lev2 - Both - - &3G - - - - - - 41E0 - Wall 2-1 - Bet), - - 430 - 1.0 - 250 - - 41EO - Seg. 1 - Loth 2E.9 0.0 148 - l.0 260 - 260 1430 0.10 Seg. 2 - Both 26.5 0.0 134 - l.0 - 260 - 260 1300 0.10 Seg. 3 - Broth 2E.9 0.0 148 - 1.0 - 260 - 260 1430 0.10 Level 1 :,n2, Levl = Beth 31.2 - 749 - 1.0 - 260 - 260 E200 0.128; E-W W For ASD Shear Force [plf] Asp -Cub Allowable Shear [pM Resp. Shearllnes Gg Dir v vmaxdvft V Obs] Int. Ext Int Ext Co C Cmb V bs Ratio Line A Level 2 LnA, Le-r2 - Seth - - 4'4 - - - - - - 4056 - Wall a-1 1 both - - - 1.0 - 260 - - 4056 - Seg. 1 - both 26.6 0.0 372 - 1.0 - 260 - 260 3640 0.1011 Seg. 2 - both 21.3 0.0 43 - .80 - 209 - 208 416 0.10e? Line B an3, Lev2 bc,h - - 414 - - - - - - 4485 - Wall a-1 1 &c_h - - 414 - 1.0 - 260 - - 4495 Seg. 1 - Seth 24.0 0.0 312 - 1.0 260 - 260 3380 0.09W Seg. 7. - both 24.0 0.0 102 - 1.0 - 260 260 1105 0.09'vt Level 1 LnB, Levl 1 both 73.3 - 1457 - 1.0 - 260 - 260 5200 0.22W Legend: W GP - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "A'Means that this wall is critical for afl walls in the Standard Wall group. For Dir- Direction of seismic force along shearline. v - Design shear force on segment = ASD-factored shear force per unit length offull-height sheathing (FH1S) vmax/vft - Perforated walls: Collector and in -plane anchorage force as per SDPWS eqn. 4.3-9 = VIFMS/Co. FH1S is factored for narrow segments as per 4.3.4.3 Force -transfer walls: Shear force in piers above and below either openings or piers beside opening(s). Aspect ratio factor does not apply to these piers. V - ASD factored shear force. For shearine: total shearline force. For walla total of all segments on wall. For segment., force on segment AsplCub - For wall: unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. For segment or force -transfer pier. Aspect ratio adjustment from SDPWS 4.3.3.4.1 Int - Unit sheer capacity of interior sheathing; Ext -Unit shear capacity of exterior sheathing. For wall: Unfactorad. For segment: Include Cub factor and aspect ratio adjustments. Co - Adjustment factor for perforated walls from SDPWS Table 4.3.3.5. C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stifness-based using SDPWS 4.3 3. Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co. _ V- Total factored shear eapaci of shearline, we _ _ ........... ft orsemerrt: __.___.___.__._._.................... ......... Crit Resp - Response ratio = vlCmb = design shear forcelunit shear capacity. "W" indicates that the wind design criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2.4. 10