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5010 DOVER ST 2025-07-31
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7/31/2025 11:34:53 AM
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6/18/2025 7:40:08 AM
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DOVER ST
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5010
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WoodWorks® Shearwalls 2352.wsw Feb. 20, 202313:29:46 <br />HOLD-DOWN DESIGN (rigid wind design) <br />Level 1 <br />Tensile ASO <br />Line- <br />Location <br />[ft] <br />Load <br />Holddown Force [Ibs] <br />Cap <br />Crit <br />Wall <br />Posit'n <br />X <br />Y <br />Case <br />Shear <br />Dead Uplift <br />Cmb'd <br />Hold-down <br />[Ibs] <br />Resp. <br />Line 1 <br />V Elem <br />0.00 <br />-11.62 <br />1 <br />771 <br />541 <br />230 <br />Refer to upper <br />level <br />1-1 <br />R Op 1 <br />0.00 <br />-3.87 <br />1 <br />6993 <br />215 <br />6228 <br />Refer to upper <br />level <br />1-1 <br />R End <br />0.00 <br />-0.12 <br />1 <br />7220 <br />986 <br />6734 <br />Refer to upper <br />level <br />Line 2 <br />V Elem <br />24.50 <br />-11.37 <br />1 <br />840 <br />621 <br />219 <br />Refer to upper <br />level <br />2-1 <br />R Op 1 <br />24. <br />50 <br />-3.87 <br />1 <br />6076 <br />6076 <br />HDU8-SDS2. <br />6765 <br />0.90 <br />2-1 <br />R End <br />24.50 <br />-0.12 <br />1 <br />6908 <br />621 <br />6287 <br />Refer to upper <br />level <br />Line A <br />A-1 <br />L End <br />0.12 <br />-11.50 <br />1 <br />661 <br />330 <br />331 <br />HDU2-SDS2. <br />3075 <br />0.11 <br />V Elem <br />8.62 <br />-11.50 <br />1 <br />839 <br />839 <br />Refer to upper <br />level <br />A-1 <br />L Op 1 <br />10.88 <br />-11.50 <br />1 <br />679 <br />420 <br />259 <br />HDU2-SDS2. <br />3075 <br />0.08 <br />A-1 <br />R Op 1 <br />14.13 <br />-11.50 <br />1 <br />650 <br />405 <br />245 <br />HDU2-SDS2. <br />3075 <br />0.08 <br />V Elem <br />19.38 <br />-11.50 <br />1 <br />841 <br />841 <br />Refer to upper <br />level <br />A-1 <br />R End <br />24.38 <br />-11.50 <br />1 <br />632 <br />315 <br />317 <br />HDU2-SDS2. <br />3075 <br />0.10 <br />Line B <br />B-1 <br />L End <br />0.12 <br />0.00 <br />1 <br />671 <br />120 <br />551 <br />HDU2-SDS2. <br />3075 <br />0.18 <br />B-1 <br />L Op 1 <br />3.88 <br />0.00 <br />1 <br />321 <br />615 <br />B-1 <br />R Op 1 <br />20.63 <br />0.00 <br />1 <br />388 <br />615 <br />B-1 <br />R End <br />24. <br />38 <br />0.00 <br />1 <br />732 <br />120 <br />612 <br />HDU2-SDS2. <br />3075 <br />0.20 <br />Level 2 <br />Tensile ASD <br />Line- <br />Location <br />[ft] <br />Load <br />Holddown Force [Ibs] <br />Cap <br />Crit <br />Wall <br />Posit'n <br />X <br />Y <br />Case <br />Shear <br />Dead Uplift <br />Cmb'd <br />Hold-down <br />[Ibs] <br />Resp. <br />Line 1 <br />1-1 <br />L End <br />0.00 <br />-11.37 <br />135 <br />1-1 <br />R End <br />0.00 <br />-9.12 <br />135 <br />1-2 <br />L End <br />0.00 <br />-8.87 <br />1 <br />1186 <br />986 <br />700 <br />HDU2-SDS2. <br />3075 <br />0.23 <br />1-2 <br />R End <br />0.00 <br />-0.12 <br />1 <br />1180 <br />986 <br />694 <br />HDU2-SDS2. <br />3075 <br />0.23 <br />Line 2 <br />2-1 <br />L End <br />24.50 <br />-11.37 <br />1 <br />840 <br />621 <br />219 <br />HDU2-SDS2. <br />3075 <br />0.07 <br />2-1 <br />R End <br />24.50 <br />-0.12 <br />1 <br />899 <br />621 <br />223 <br />HDU2-SDS2. <br />3075 <br />0.07 <br />Line A <br />A-2 <br />L End <br />8.62 <br />-11.50 <br />1 <br />839 <br />839 <br />HDU2-SDS2. <br />3075 <br />0.27 <br />A-2 <br />R End <br />19.38 <br />-11.50 <br />1 <br />841 <br />841 <br />HDU2-SDS2. <br />3075 <br />0.27 <br />Line B <br />B-1 <br />R Op 1 <br />4.13 <br />0.00 <br />1 <br />530 <br />530 <br />HDU2-SDS2. <br />3075 <br />0.17 <br />B-1 <br />L Op 2 <br />8.38 <br />0.00 <br />1 <br />530 <br />530 <br />HDU2-SDS2. <br />3075 <br />0.17 <br />B-1 <br />R Op 2 <br />20. <br />63 <br />0.00 <br />1 <br />112 <br />112 <br />HDU2-SDS2. <br />3075 <br />0.04 <br />B-1 <br />R End <br />24.38 <br />0.00 <br />1 <br />107 <br />107 <br />HDU2-SDS2. <br />3075 <br />0.03 <br />Legend: <br />Line -Wall. <br />At wall or opening - Shearline and wall number At vertical element - Shearline <br />Posit'n - Positron of stud that hold-down is attached to: <br />V Elem - Vertical element: column or strengthened studs required where not at wall end or opening <br />L or R End - At left or right wall end <br />L or R Op n - At left or right side of opening n <br />t @ Op n - Uplift force t at opening n from offset opening in perforated wall above, from SDPWS 4.3.6.2.1 <br />Location - Co-ordinates in Plan View <br />Load Case - Results are for critical load case: <br />ASCE 7 All Heights: Case 1 or 2 from Fig. 27.3-8 <br />ASCE 7 Low-rise: Windward corners) and Case A or B from Fig. 28.3-1 <br />ASCE 7 Minimum loads (27.1.5128.3.4) <br />Hold-down Forces: <br />Shear - Wind shear overturning component, based on shearline force, factored for ASD by 0. 60. For perforated walls, T from SDPWS 4.3-8 is used. <br />Dead -Dead bad resisting component, factored for ASD by 0.60 <br />Uplift- Uplift wind load component, factored for ASD by 0.60. For perforated walls, T from SDPWS 4.3-8 is used. <br />Cmb'd - Sum of ASD-factored overturning, dead and uplift forces. May also include the uplift force t from perforated walls from SDPWS 4.3.6.2.1 when <br />openings are staggered. <br />Hold-down - Device used from hold-down database <br />Cap - Allowable ASD tension bad <br />Crit. Resp. - Critical Response = Combined ASD force /Allowable ASD tension load <br />Notes: <br />Refer to Shear Results table for factor Co, and shearline dimensions table for the sum of Li, used to calculate tension force T for perforated walls from <br />SDPWS Eqn. 4.3-8. <br />Designer is responsible for design of connection from wall to floor or foundation for shear force shown in Shear Results table. Refer to SDPWS 4.3.6.4.3 for <br />foundation anchor bolt requirements. <br />19 <br />Page 44 of 63 <br />
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