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r <br /> 7/16" OSB or CDX 4x8 sheet unless noted otherwise. . 5 -5 <br /> Hold-downs are specified on both the foundation and main floor plans. <br /> 16. Shear wall calculation for level 2- D1 Wall: This wall has been edited from 10' to 6.5' <br /> "FHS" as full height sheets. <br /> 17. Hold downs to resist uplift forces: Hold downs have been added throughout the plans <br /> on the foundation, main floor, and upper walls where-ever analysis has been determined <br /> as "needed". Hold downs forces have been calculated for both wind and seismic forces <br /> with input including dead loads to resist overturning. These calculations and sections <br /> can be found in the Structural Report that has the title "HOLD-DOWN DESIGN" on the <br /> top left of page 11. The "Critical" response factor is at top right column "Crit Resp" in <br /> the report which indicates if the percentage of the wall hold-down and deadload exceeds <br /> 100% of the uplift reaction. Most of the hold-downs are shown in the Structural detail <br /> sheets. <br /> 18. Size and spacing anchor bolts: Anchor bolt spacing is called out as %z" bolts at 6' oc for <br /> single story. When the shear exceeds the 350p1f, the anchor bolt capacity is reduced <br /> 50% by assuming they have only 50%of their capacity and spacing then identified on the <br /> plans. All bolts are indicated as prescriptive in the A5.1 detail sheet as 48" oc. This is <br /> found under the Report title "Shear Results" pages under the ASD "v" or shear column. <br /> Occasionally when shear is not fully achieved by the anchor bolts foundation straps may <br /> also be added. <br /> 19. Shear wall floor support Between Mstr and Bonus room: Blocking and hold downs <br /> added. <br /> 20. Provide structural details: <br /> a. Truss nailing connection to the wall with (3) 10d toenails 2 on one side and 1 on <br /> other prescriptive per code, and an H 1 hurricane clip (or equal) is shown on the <br /> detail sheet truss to wall. <br /> b. Fir to Fir shear transfer is accomplished by shear panel overlap of the rim jst and <br /> appropriate nailing. Only where uplift exceeds dead loads, are tensile straps <br /> needed and specified. Addl installation Details will be shown. <br /> c. Mstr and Bonus room partition will be screwed to the joist below with Ledger Loks <br /> with an allowable capacity of 648# ea and at 32" oc. However analysis only <br /> specifies 348# req'd hold downs at ea end of the wall. The screws are adequate to <br />