Meier Residence. Structural Calculations. Project Address: 330 East Lewis Park Cove, Bountiful, Utah

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Meier Residence Structural Calculations Project Address: 330 East Lewis Par Cove, Bountiful, Utah This engineering report is valid only for the aforementioned building located at the address above.

1 Meier Residence Structural Calculations Project Address: 330 East Lewis Par Cove, Bountiful, Utah This engineering report is valid only for the aforementioned building located at the address above. This report is to be used only once and may not be copied or reproduced without the written consent of Focus Engineering & Surveying The engineer's seal on this cover is valid for the entire calculation pacet. The pacet is void if binding seal is broen or if engineer's seal is not an original signature. Focus Project #: Reviewed by: Location: Bountiful, Utah 32 W. Center Street Midvale, Utah (801) Date: 5/17/2017 Engineered by: B. Mason 07/27/2017 Craig R. Lym, P.E., S.E.

2 Project : Meier Residence Location: Bountiful, Utah Code: 2015 IBC Job #: Ris Category: II Engineered by: B. Mason Design Method ASD u.n.o. Reviewed by: Craig R. Lym, P.E., S.E. LOADS Gravity Loads: Lateral Loads: Roof Snow Load: Wind Loads: Elevation (ft): 4710 County: Davis Roofing Material: Shingle/Tile P g (psf): 45.0 Max Roof Pitch (x/12): 6 /12 Min. Roof Pitch (x/12): 6 Roof Angle (degrees): 26.6 Exposure of Roof: Partial Exposure Category: B C t : 1 Mean Roof Height (ft): 30 C e : 1 Wind Speed V (mph): 160 I s : 1 Height & Exposure Factor ʎ: 1 P f (psf): 31.5 h L (ft): 32 P f (psf) Rounded: 30 2a (ft): 7 Roof Dead Load: Seismic Loads: Dead Load (psf): 15 Roof Diaphragm Height h r (ft): 30 Floor Loads: I e : 1 Live Load (psf): 40 T a (sec): Dead Load (psf): 10 T L (sec) 8 Site Soil Class: D Soil Bearing Capacity: (Structural Sheathing) R Value: 6.5 Soil Bearing Capacity (psf): 1500 (Assumed) (Gypsum Sheathing) R Value: 2 (Masonry Shear Wall) R Value: 5 (Concrete Shear Wall) R Value: 4 (Cantilever Steel Post) R Value: 2.5 (Steel Moment Frame) R Value: 3.5 S ds : S d1 : S 1 : (Structural Sheathing) C s : (Gypsum Sheathing) C s : Seismic Design Category: D -value: 1 Seismic W total (lbs): This engineering report is valid for the following plan and location: Meier Residence 330 East Lewis Par Cove, Bountiful, Utah GENERAL NOTES: 1. THE LOADS AND S FOUND WITHIN THIS STRUCTURAL PACKAGE ARE INTENDED FOR THE LOCATION ABOVE ONLY AND ARE NOT VALID FOR ANY LOCATION BESIDES THAT LISTED ABOVE.

3 Project Summary Floor Joists: FJ01: FJ02: 11 7/8" 12" o.c. 11 7/8" 16" o.c. Roof Framing: Pre-manufactured 24" o.c. u.n.o. Use 7/16" APA Rated OSB Sheathing w/ 8d 6" o.c. Edge, 12" o.c. Field, Unbloced Overbuild rafters to be 2x6 24" o.c. Stud Walls: 2x6 DF-L #2 12" o.c. 2x6 DF-L Stud 16" o.c. 2x4 DF-L Stud 16" o.c. Upper Floor Beam Schedule Mar QTY. Size Material Grade UB1 2 13/4" x 91/4" Microllam 1.9E UB2 3 13/4" x 14" Microllam 1.9E UB3 2 2 x 6 Timber DF-L#2 UB4 2 2 x 6 Timber DF-L#2 UB5 2 2 x 6 Timber DF-L#2 UB6 3 13/4" x 18" Microllam 1.9E UB7 4 13/4" x 16" Microllam 1.9E UB8 1 13/4" x 117/8" Microllam 1.9E UB9 2 13/4" x 117/8" Microllam 1.9E UB /8" x 131/2" Glulam 24F-V4 DF/DF UB /4" x 117/8" Microllam 1.9E UB x 8 Timber DF-L#2 UB /8" x 12" Glulam 24F-V4 DF/DF UB /8" x 12" Glulam 24F-V4 DF/DF UB /4" x 117/8" Microllam 1.9E UB x 8 Timber DF-L#2 UB /8" x 12" Glulam 24F-V4 DF/DF UB /4" x 117/8" Microllam 1.9E UB /4" x 117/8" Microllam 1.9E UB /4" x 91/2" Microllam 1.9E MB1 2 2 x 6 Timber DF-L#2 MB2 3 13/4" x 16" Microllam 1.9E MB3 2 13/4" x 117/8" Microllam 1.9E MB4 3 13/4" x 16" Microllam 1.9E MB5 3 13/4" x 117/8" Microllam 1.9E MB6 2 13/4" x 117/8" Microllam 1.9E MB7 2 13/4" x 117/8" Microllam 1.9E MB8 4 13/4" x 117/8" Microllam 1.9E MB9 4 13/4" x 16" Microllam 1.9E MB x 12 Timber DF-L#2 MB /4" x 117/8" Microllam 1.9E Footing Schedule Mar Length Width Height Continuous Reinforcement Crosswise Reinforcement Bearing Notes Qty. Size Length Spacing Qty. Size Length Spacing Capacity F24 Cont. 24" 10" 3 #4 Cont. Eq PLF F20 Cont. 20" 10" 2 #4 Cont. Eq PLF F18 Cont. 18" 10" 2 #4 Cont. Eq PLF S24 24" 24" 10" 3 #4 18" Eq. 3 #4 18" Eq LBS S30 30" 30" 10" 3 #4 24" Eq. 3 #4 24" Eq LBS S36 36" 36" 10" 4 #4 30" Eq. 4 #4 30" Eq LBS S42 42" 42" 10" 4 #4 36" Eq. 4 #4 36" Eq LBS S48 48" 48" 10" 5 #4 42" Eq. 5 #4 42" Eq LBS Notes: 1. f'c = 2,500 psi, fy = 60,000 psi 2. Extend all footings below the frost line of the locality. (30" U.N.O.) 3. Footings shall bear on native undisturbed soils or compacted structural fill as approved and specified by a licensed geotechnical engineer. 4. No penetrations shall be allowed through footings. When conflicts arise the footing shall be stepped below the conflict and the foundation wall shall extend to the footing as required and the penetration can go through the foundation wall. 5. Footings shall be centered under all walls & columns. U.N.O. 6. Place all reinforcing steel accurately & support against displacement prior to pouring concrete. 7. Longitudinal and crosswise reinforcement shall have 3" of clear cover from the base of the footing.

4 Project Summary Foundation Wall Schedule Mar Thicness Max Height Vertical Reinforcement Horizontal Reinforcement Max. Lintel Size Spacing Qty. Size Spacing Length Notes FW1 8" 3'-0" #4 24" 3 #4 Eq. 2'-0" FW2 8" 4'-0" #4 24" 4 #4 Eq. 3'-0" FW3 8" 6'-0" #4 24" 5 #4 Eq. 6'-0" FW4 8" 8'-0" #4 24" 6 #4 Eq. 6'-0" FW5 8" 9'-0" #4 16" 7 #4 Eq. 6'-0" FW6 8" 10'-6" #4 12" - #4 12" 6'-0" Notes: 1. Foundation walls over 9'-0" require additional engineering. 2. f'c=3,000 psi, fy = 60,000 psi 3. Place vertical and horizontal reinforcement in the center of foundation wall. 4. (1) horizontal bar shall be placed within 4" of the top and bottom of the foundation wall. All other bars shall be equally spaced U.N.O. 5. Place (2) horizontal #4 bars within 2" of each opening and extend bars 24" beyond the edge of the opening. Vertical bars may teminate 3" from the top of the concrete. Place (1)#4 bars at each side and below each opening. Height of Concrete over openings shall be a minimum of 12" u.n.o. 6. Provide 24" long lap splices for continuous reinforcement. 7. Provide 1/2" diameter anchor bolts with 7" embedment into foundation 32" o.c. w/ 3"x3"x0.229" plate washers at all exterior and shear walls U.N.O. Place (1) anchor bolt within 4" of the edge of each exterior wall. Shear Wall Schedule Mar Material 8d Nails 1½" 16ga. Staples Capacity (plf) Edge Field 1 Edge Field Wind Seismic Notes SW1 7/16" OSB or CDX Plywood 6" 12" 3" 12" SW2 7/16" OSB or CDX Plywood 4" 12" SW3 7/16" OSB or CDX Plywood 3" 12" SW4 7/16" OSB or CDX Plywood 2" 12" SW5 1/2" Sheet Roc 7" 7" 7" 7" SW6 1/2" Sheet Roc 4" 4" 4" 4" Notes: 1. Any shear walls not specifically labeled shall be sheathed and nailed as a SW1 2. Shear walls fastened to studs that are 24" o.c. require field 6" o.c. in lieu of 12" o.c. at intermediate framing members. 3. Solid bloc all panel edges between the bottom plate and double top plate of all walls w/ OSB plywood /2" 16ga. staples (w/ 7/16" crown) are only allowed for SW1 5. SW4 requires 3" nominal framing members or double 2x framing members at all adjoining panel edges. 6. Sheathing nails shall be common wire or box nails. The head of the nail must be installed flush with the surface of the sheathing. 7. Where panels are applied on both faces of a shear wall and nail spacing is less than 6" on center on either side, the width of the nailed face of framing memebers shall be 3" nominal or greater at adjoining panel edges and nails at all panel edges shall be staggered. Mar P1 P2 P3 P4 P5 P6 P7 P8 P9 P10 P11 P12 P13 Notes: Post Schedule (1) 2x (2) 2x (3) 2x (4) 2x (5) 2x 4 x 4 6 x 6 31/2" x 31/2" Parallam Post 31/2" x 51/4" Parallam Post 31/2" x 7" Parallam Post 51/4" x 51/4" Parallam Post 51/4" x 7" Parallam Post 7" x 7" Parallam Post Size 1. Install (1) trimmer and (1) ing stud on both sides of each opening. U.N.O. 2. Attach 2x built up post plies together w/ 16d 6" o.c. staggered. 3. Post callouts at headers indicate the number of trimmer studs required. 4. Provide solid 2x squashing blocing below each post at floor framing. Blocing shall match dimensions of post above. Provide posts of equal dimension or greater below squashing blocing and posts above through to foundation/footing U.N.O. or unless post ends over a beam. 5. Built-up 2x posts (P2- P5) shall match the wall dimension for which they are placed. 6. Built Up Posts shall be DF-L #2 Grade. Parallam Posts shall be 2.0E PSL 7. Posts shall be centered below the beams/posts above for which loads the posts are intended to carry. General Framing Notes 1. Refer to detail sheet SD.0 for general structural notes. 2. All details shall apply in similar/typical situations. 3. All structural products shall be installed per the manufacturer's specifications. 4. Use (20) 16d nails between top plate lap splices. See detail 5/SD.1 5. Interior stud walls shall be 16" o.c. u.n.o. 6. Exterior stud walls shall be 16" o.c. u.n.o. 7. All nail fasteners shall be common wire or box nails. 8. Shear wall holdowns indicated on floor plans pertain to the bottom of the walls on the plan. 9. Roof framing shall be pre-manufactured trusses by 24" o.c. u.n.o. w/ APA rated 7/16" OSB plywood w/ 8d 6" o.c. at panel edges and 12" o.c. in panel field. 10. Floor framing shall be 11 7/8" 16" o.c. u.n.o. w/apa rated 3/4" T&G OSB plywood w/ 10d ring shan 6" o.c. at panel edges and 12" o.c. in panel field 11. All wood in direct contact with concrete, masonry and/or that is not permanently protected from the elements shall be of a naturally decay resistant species or preservative treated lumber. 12. Any Truss or Joist Labeled as a drag truss or drag joist shall receive roof/floor sheathing edge nailing per notes 9 and 10 above.

5 Project Summary Mar Holdown Schedule Size LSTHD8/8RJ STHD10/10RJ STHD14/10RJ HDU4-SDS2.5 HDU11-SDS2.5 CS16 x 46" Long Strap MST37 Strap MST48 Strap Notes: 1. Holdowns shall be installed on a minimum of (2) full ing studs. HDU11-SDS2.5 shall be installed on a 5 1/2" x 5 1/2" post. 2. See detail 25/SD.2 for typical holdown installation. 3. See detail 14/SD.1 for typical floor to floor strap installation. 4. Post-installed holdowns may be installed in lieu of cast in place holdowns per detail 29/SD d siner nails may be substituted with 10d common nails. Minimum nail length = 21/2" 6. Use 'RJ' holdown model at typical rimjoist applications. 7. Floor to floor straps shall be centered over the floor cavity.

12 Beam Mar Roof Material Roof Pitch (x/12) Roof Angle (degrees) Factor to Increase Pf Cs for Drift Reduction for Pitch L Beam Length (ft) wr-trib Roof Trib. Width (ft) wf-trib ws Floor Trib. Width (ft) Snow Load (plf) wl Live Load (plf) wd Dead Load (plf) Add. Uniform Load (plf) Point Load (lb) a (ft) b (ft) Bric or Stone Veneer L allowable (in) TOT allowable (in) d (in) b (in) Beam Type RL Left Reaction (lb) RR Right Reaction (lb) Vmax (lb) Mmax (lb*ft) CD Duration Factor CF Size Factor Cv Volume Factor Required Brng. Length (in) E (si) F'b Bending Strength (psi) F'v Shear Strength (psi) L Deflection (in) D+L Deflection RB1 RB2 RB3 Shingle/Tile NO L/240 L/ Timber Required: Design Chec: PASS PASS PASS PASS Shingle/Tile NO L/240 L/ Timber Required: Design Chec: PASS PASS PASS PASS Shingle/Tile NO L/240 L/ Timber Required: Design Chec: PASS PASS PASS PASS

13 UB1 UB2 UB3 UB4 UB5 UB6 UB7 UB8 Beam Mar Roof Material C s Reduction for Pitch Roof Pitch (x/12) Roof Angle (degrees) Factor to Increase P f for Drift w L Live Load (plf) L Beam Length (ft) w R-trib Roof Trib. Width (ft) w F-trib Floor Trib. Width (ft) w s Snow Load (plf) w d Dead Load (plf) Add. Uniform Load (plf) L allowable (in) Point Load (lb) a (ft) b (ft) Bric or Stone Veneer TOT allowable (in) d (in) b (in) Beam Type R L Left Reaction (lb) R R Right Reaction (lb) V max (lb) M max (lb*ft) C D Duration Factor C F Size Factor C v Volume Factor F' b Bending Strength (psi) Required Brng. Length (in) E (si) L Deflection (in) F' v Shear Strength (psi) Shingle/Tile NO L/480 L/ Microllam Required: Design Chec: PASS PASS PASS PASS Shingle/Tile NO L/240 L/ Microllam Required: Design Chec: PASS PASS PASS PASS Shingle/Tile NO L/480 L/ Timber Required: Design Chec: PASS PASS PASS PASS Shingle/Tile NO L/480 L/ Timber Required: Design Chec: PASS PASS PASS PASS Shingle/Tile NO L/480 L/ Timber Required: Design Chec: PASS PASS PASS PASS Shingle/Tile NO L/480 L/ Microllam Required: Design Chec: PASS PASS PASS PASS Shingle/Tile NO L/480 L/ Microllam Required: Design Chec: PASS PASS PASS PASS Shingle/Tile NO L/480 L/ Microllam Required: Design Chec: PASS PASS PASS PASS D+L Deflection (in) UB9 SEE ATTACHED CALCULATIONS UB10 SEE ATTACHED CALCULATIONS UB11 UB12 Shingle/Tile NO L/480 L/ Microllam Required: Design Chec: PASS PASS PASS PASS Shingle/Tile NO L/480 L/ Timber Required: Design Chec: PASS PASS PASS PASS

16 Beam Mar Roof Material Roof Pitch (x/12) Roof Angle (degrees) Factor to Increase Pf Cs for Drift Reduction for Pitch L Beam Length (ft) wr-trib Roof Trib. Width (ft) wf-trib ws Floor Trib. Width (ft) Snow Load (plf) wl Live Load (plf) wd Dead Load (plf) Add. Uniform Load (plf) Point Load (lb) a (ft) b (ft) Bric or Stone Veneer L allowable (in) TOT allowable (in) d (in) b (in) Beam Type RL Left Reaction (lb) RR Right Reaction (lb) Vmax (lb) Mmax (lb*ft) CD Duration Factor CF Size Factor Cv Volume Factor Required Brng. Length (in) E (si) F'b Bending Strength (psi) F'v Shear Strength (psi) L Deflection (in) D+L Deflection (in) UB13 UB14 UB15 UB16 UB17 UB18 UB19 SEE ATTACHED CALCULATIONS SEE ATTACHED CALCULATIONS SEE ATTACHED CALCULATIONS Shingle/Tile NO L/480 L/ Timber Required: Design Chec: PASS PASS PASS PASS Shingle/Tile NO L/240 L/ Glulam Required: Design Chec: PASS PASS PASS PASS SEE ATTACHED CALCULATIONS SEE ATTACHED CALCULATIONS

22 MB1 MB2 MB3 Beam Mar Roof Material C s Reduction for Pitch Roof Pitch (x/12) Roof Angle (degrees) Factor to Increase P f for Drift w L Live Load (plf) L Beam Length (ft) w R-trib Roof Trib. Width (ft) w F-trib Floor Trib. Width (ft) w s Snow Load (plf) w d Dead Load (plf) Add. Uniform Load (plf) L allowable (in) Point Load (lb) a (ft) b (ft) Bric or Stone Veneer TOT allowable (in) d (in) b (in) Beam Type R L Left Reaction (lb) R R Right Reaction (lb) V max (lb) L Deflection (in) F' v Shear Strength (psi) M max (lb*ft) C D Duration Factor C F Size Factor C v Volume Factor Required Brng. Length (in) E (si) F' b Bending Strength (psi) Shingle/Tile NO L/480 L/ Timber Required: Design Chec: PASS PASS PASS PASS Shingle/Tile NO L/480 L/ Microllam Required: Design Chec: PASS PASS PASS PASS Shingle/Tile NO L/480 L/ Microllam Required: Design Chec: PASS PASS PASS PASS D+L Deflection (in) MB4 SEE ATTACHED CALCULATIONS MB5 MB6 MB7 Shingle/Tile NO L/480 L/ Microllam Required: Design Chec: PASS PASS PASS PASS Shingle/Tile NO L/480 L/ Microllam Required: Design Chec: PASS PASS PASS PASS Shingle/Tile NO L/480 L/ Microllam Required: Design Chec: PASS PASS PASS PASS MB8 SEE ATTACHED CALCULATIONS Shingle/Tile NO L/480 L/ Microllam MB9 Required: Design Chec: PASS PASS PASS PASS Shingle/Tile NO L/480 L/ Timber MB10 Required: Design Chec: PASS PASS PASS PASS MB11 SEE ATTACHED CALCULATIONS

26 Stud Wall 1: Stud Wall Stud Wall 1 Design Summary: Use 2x6 DF-L #2 12" o.c. Wall Information Wall Loads Material: DF-L #2 Roof Material: Shingle/Tile Exterior/Interior: Exterior Roof Pitch (x/12): 6 b stud (in): 1.5 Roof Angle (degrees): 26.6 d stud (in): 5.5 C s : 1.00 l e (ft): Stud Spacing (in): Stud Spacing (ft): F b (psi): F c (psi): F c (psi): E (psi): E min (psi): A (in 2 ): 18 P drift factor : P s (psf): D roof (psf): D floor (psf) L floor (psf): width trib-roof (ft): width trib-floor (ft): Load add'l (plf): P net (psf): 37.7 S (in 3 ): 7.56 Distributed Wall Loads Adjustments For Reference Design Values D roof (plf): 270 (For F' b ) C F : 1.00 D floor (plf): 0 (For F' c ) C F : 1.00 L floor (plf): 0 Axial Only C D : 1.15 Snow P s (plf): Axial+Bending C D : 1.6 Factored w u (plf): C b : 1.25 P u (lbs): C r : 1.35 w u - wind (plf): 22.6 Determing (C p ) Column Stability factor Required Strengths E' min (psi): c: F ce : (Axial) F* c (psi): (Axial+Bend) F* c (psi): (Axial) C p : (Axial+Bend) C p : f b (psi): f c (psi): Unity Equation Axial and Bending 2160 F cex (psi): LC-5 Unity Equation: LC-6 Unity Equation: 0.89 Stud Wall Design Checs Bending Only Axial Only Axial+Bending Unity Equation Bearing f b (psi): f c (psi): f c (psi): Required: 1 f c (psi): F'b (psi): 1944 F'c (psi): F'c (psi): Equation: 0.89 F' c (psi): Chec: Chec: Chec: Chec: Chec:

27 Stud Wall 2: Stud Wall Stud Wall 2 Design Summary: Use 2x6 DF-L Stud 16" o.c. Wall Information Wall Loads Material: DF-L Stud Roof Material: Shingle/Tile Exterior/Interior: Exterior Roof Pitch (x/12): 6 b stud (in): 1.5 Roof Angle (degrees): 26.6 d stud (in): 5.5 C s : 1.00 l e (ft): 9 P drift factor : 1 Stud Spacing (in): 16 P s (psf): 31.5 Stud Spacing (ft): 1.33 D roof (psf): 15 F b (psi): 700 D floor (psf) 10 F c (psi): 625 L floor (psf): 40 F c (psi): 850 width trib-roof (ft): 22 E (psi): width trib-floor (ft): 28 E min (psi): Load add'l (plf): 90 A (in 2 ): 8.25 P net (psf): 37.7 S (in 3 ): 7.56 Distributed Wall Loads Adjustments For Reference Design Values D roof (plf): 330 (For F' b ) C F : 1.00 D floor (plf): 280 (For F' c ) C F : 1.00 L floor (plf): 1120 Axial Only C D : 1.15 Snow P s (plf): Axial+Bending C D : 1.6 Factored w u (plf): C b : 1.25 P u (lbs): C r : 1.35 w u - wind (plf): 30.1 Determing (C p ) Column Stability factor Required Strengths E' min (psi): f b (psi): c: 0.8 f c (psi): F ce : (Axial) F* c (psi): Unity Equation Axial and Bending (Axial+Bend) F* c (psi): 1360 F cex (psi): (Axial) C p : LC-5 Unity Equation: 0.38 (Axial+Bend) C p : LC-6 Unity Equation: 0.51 Stud Wall Design Checs Bending Only Axial Only Axial+Bending Unity Equation Bearing f b (psi): f c (psi): f c (psi): Required: 1 f c (psi): F'b (psi): 1512 F'c (psi): F'c (psi): Equation: 0.51 F' c (psi): Chec: Chec: Chec: Chec: Chec:

28 Stud Wall 3: Stud Wall Stud Wall 3 Design Summary: Use 2x4 DF-L Stud 16" o.c. Wall Information Wall Loads Material: DF-L Stud Roof Material: Shingle/Tile Exterior/Interior: Interior Roof Pitch (x/12): 6 b stud (in): 1.5 Roof Angle (degrees): 26.6 d stud (in): 3.5 C s : 1.00 l e (ft): 9 P drift factor : 1 Stud Spacing (in): 16 P s (psf): 31.5 Stud Spacing (ft): 1.33 D roof (psf): 15 F b (psi): 700 D floor (psf) 10 F c (psi): 625 L floor (psf): 40 F c (psi): 850 width trib-roof (ft): 0 E (psi): width trib-floor (ft): 13 E min (psi): Load add'l (plf): 0 A (in 2 ): 5.25 P net (psf): 5.0 S (in 3 ): 3.06 Distributed Wall Loads Adjustments For Reference Design Values D roof (plf): 0 (For F' b ) C F : 1.10 D floor (plf): 130 (For F' c ) C F : 1.05 L floor (plf): 520 Axial Only C D : 1 Snow P s (plf): 0.0 Axial+Bending C D : 1.6 Factored w u (plf): C b : 1.25 P u (lbs): C r : 1.15 w u - wind (plf): 4.0 Determing (C p ) Column Stability factor Required Strengths E' min (psi): f b (psi): c: 0.8 f c (psi): F ce : (Axial) F* c (psi): Unity Equation Axial and Bending (Axial+Bend) F* c (psi): 1428 F cex (psi): (Axial) C p : LC-5 Unity Equation: 0.13 (Axial+Bend) C p : LC-6 Unity Equation: 0.30 Stud Wall Design Checs Bending Only Axial Only Axial+Bending Unity Equation Bearing f b (psi): f c (psi): f c (psi): Required: 1 f c (psi): F'b (psi): F'c (psi): F'c (psi): Equation: 0.30 F' c (psi): Chec: Chec: Chec: Chec: Chec:

29 King Stud 1: King Stud King Stud 1 Design Summary: Use (2) 2x6 DF-L #2 Grade Full Height King Studs Wall Information Wall Loads Material: DF-L #2 Roof Material: Shingle/Tile Exterior/Interior: Exterior Roof Pitch (x/12): 6 b stud (in): 12 Roof Angle (degrees): 26.6 d stud (in): 5.5 C s : 1.00 l e (ft): 18 P drift factor : 1 Wall Stud Spacing (in): 16 P s (psf): 31.5 Width of Opening (ft): D roof (psf): 15 # of King Studs: 2 D floor (psf) 10 F b (psi): 900 L floor (psf): 40 F c (psi): 625 width trib-roof (ft): 18 F c (psi): 1350 width trib-floor (ft): 0 E (psi): Load add'l (plf): 0 E min (psi): P net (psf): 32.6 A (in 2 ): 66 Distributed Wall Loads S (in 3 ): D roof (plf): 270 Adjustments For Reference Design Values D floor (plf): 0 (For F' b ) C F : 1.00 L floor (plf): 0 (For F' c ) C F : 1.00 Snow P s (plf): Axial Only C D : 1.15 Factored w u (plf): Axial+Bending C D : 1.6 P u (lbs): C b : w u - wind (plf): C r : 1 Required Strengths Determing (C p ) Column Stability factor f b (psi): E' min (psi): f c (psi): 90.9 c: F ce : Unity Equation Axial and Bending (Axial) F* c (psi): F cex (psi): (Axial+Bend) F* c (psi): 2160 LC-5 Unity Equation: 0.83 (Axial) C p : LC-6 Unity Equation: 0.87 (Axial+Bend) C p : Stud Wall Design Checs Bending Only Axial Only Axial+Bending Unity Equation Bearing f b (psi): f c (psi): 90.9 f c (psi): 90.9 Required: 1 f c (psi): 90.9 F'b (psi): 1440 F'c (psi): F'c (psi): Equation: 0.87 F' c (psi): Chec: Chec: Chec: Chec: Chec:

30 Post (Trimmer) Calculations & Post Chart Wood Values Based on Tables 2015 NDS Code Material: F b (psi) F c (psi) F c (psi) E (psi) E min (psi) DF-L #22"-4" DF-L #25x5 and PSL-1.8E LSL-1.3E Max Post Capacities: (d y ) (d x ) Post Type No. Posts b (in) d (in) P (lb) l (ft) l ex (ft) l ey (ft) e x (in) e y (in) (l e /d) x (l e /d) y A (in 2 ) S x (in 3 ) S y (in 3 ) f c (psi) C d F' c (psi) F' bx (psi) F' by (psi) Unity chec (2) 2x4 DF-L # PASS (2) 2x6 DF-L # PASS (3) 2x4 DF-L # PASS (3) 2x6 DF-L # PASS (4) 2x4 DF-L # PASS (4) 2x6 DF-L # PASS (5) 2x4 DF-L # PASS (5) 2x6 DF-L # PASS 4x4 DF-L # PASS 6x6 DF-L # PASS 31/2" x 31/2" PSL PSL-1.8E PASS 31/2" x 51/4" PSL PSL-1.8E PASS 31/2" x 7" PSL PSL-1.8E PASS 51/4" x 51/4" PSL PSL-1.8E PASS 51/4" x 7" PSL PSL-1.8E PASS 7" x 7" PSL PSL-1.8E PASS (x & y) Post Chart - Maximum Allowable Axial Loads (lbs) For Posts Supporting Floors/Roof Post Length 7 ft 8 ft 9 ft 10 ft 11 ft 12 ft 13 ft 14 ft 15 ft 16 ft 17 ft 18 ft 19 ft 20 ft (1) 2x (2) 2x (3) 2x (4) 2x (5) 2x (1) 2x (2) 2x (3) 2x (4) 2x (5) 2x Post Length 7 ft 8 ft 9 ft 10 ft 11 ft 12 ft 13 ft 14 ft 15 ft 16 ft 17 ft 18 ft 19 ft 20 ft (2) 2x (3) 2x (4) 2x (5) 2x (2) 2x (3) 2x (4) 2x (5) 2x x x /2" x 31/2" PSL /2" x 51/4" PSL /2" x 7" PSL /4" x 51/4" PSL /4" x 7" PSL " x 7" PSL UNIAXIAL BENDING BIAXIAL BENDING

33 Footings F24 F20 F20 Chec F20 Chec F18 Width (in): Height (in): Height of Stem Wall (in): Width of Stem Wall (in): Roofing Material: Shingle/Tile Shingle/Tile Shingle/Tile Shingle/Tile Shingle/Tile Roof Pitch (x/12): 6/12 6/12 6/12 6/12 6/12 Roof Angle (degree): C s : Increase for Drift: Snow Load P s (psf): Roof Dead Load D R (psf): Floor Live Load L (psf): Floor Dead Load D (psf): Roof Trib. Width (ft): Upper Floor Trib. Width: Main Floor Trib. Width: Snow w s (plf): Live w L (plf): Dead w D (plf): Concrete w c (plf): Additional Uniform Load (plf): Total (plf): Required Soil Bearing (psf): Allowable Soil Bearing (psf): Chec: PASS PASS PASS PASS PASS Continuous Reinforcement: (3) #4 bars cont. (2) #4 bars cont. (2) #4 bars cont. (2) #4 bars cont. (2) #4 bars cont. Transverse Reinforcement: None None None None None

34 Gridline 1: Upper Rear Diaphragm : 3rd Anchor Bolts: NONE Shear Walls Gridline 1 Design Summary: USE SW1 NO STRAPS NEEDED Design: W total (lbs) V (lbs) th rd nd Ground Totals: = Wind: Seismic: A level (ft 2 ) A trgrdln (ft 2 ) W level (lb) W grdln (lb) ρ F x (lb) V add (lb) V s-grdln (lb) Individual Full-Height Shear Wall Design Design.: Panel 1: Panel 2: Panel 3: Panel 4 Panel 5: Panel 6: Panel 7: Panel 8: Panel 9: Panel 10: L ext (ft): 19 L in (ft): h/b s : b s /h: 1.00 v s (plf): v w (plf): DL (plf): h (ft): 8 h' (ft): 8 uplift s (lb): uplift w (lb): Design.: L total (ft) DL (plf) h (ft) A o (ft 2 ) r: C o : Perforated Shear Wall Design: PSW1 PSW2 PSW Design.: L 1 (ft) L 2 (ft) L 3 (ft) L 4 (ft) L 5 (ft) L 1 (ft) L 2 (ft) L 3 (ft) L 1 (ft) L 2 (ft) L i-ext (ft): L i-in (ft): h/b s : 2b s /h: V s (lb): V w (lb): v s-max (plf) uplift s (lb): uplift w (lb):

35 Gridline 2: Upper Front Diaphragm : 3rd Anchor Bolts: NONE Shear Walls Gridline 2 Design Summary: USE SW1 USE CS16 Straps EACH SIDE OF PANEL AS PER PLANS Design: W total (lbs) V (lbs) th rd nd Ground Totals: = Wind: Seismic: A level (ft 2 ) A trgrdln (ft 2 ) W level (lb) W grdln (lb) ρ F x (lb) V add (lb) V s-grdln (lb) Individual Full-Height Shear Wall Design Design.: Panel 1: Panel 2: Panel 3: Panel 4 Panel 5: Panel 6: Panel 7: Panel 8: Panel 9: Panel 10: L ext (ft): L in (ft): h/b s : b s /h: v s (plf): v w (plf): DL (plf): h (ft): 8 8 h' (ft): 8 8 uplift s (lb): uplift w (lb): Design.: L total (ft) DL (plf) h (ft) A o (ft 2 ) r: C o : Design.: L 1 (ft) L 2 (ft) L 3 (ft) L 4 (ft) L 5 (ft) L 1 (ft) L 2 (ft) L 3 (ft) L 1 (ft) L 2 (ft) L i-ext (ft): L i-in (ft): h/b s : b s /h: V s (lb): V w (lb): v s-max (plf) uplift s (lb): uplift w (lb): Perforated Shear Wall Design: PSW1 PSW2 PSW

36 Gridline 3: Upper Right Diaphragm : 3rd Anchor Bolts: NONE Shear Walls Gridline 3 Design Summary: USE SW1 USE CS16 Straps EACH SIDE OF PANEL AS PER PLANS Design: W total (lbs) V (lbs) th rd nd Ground Totals: = Wind: Seismic: A level (ft 2 ) A trgrdln (ft 2 ) W level (lb) W grdln (lb) ρ F x (lb) V add (lb) V s-grdln (lb) Individual Full-Height Shear Wall Design Design.: Panel 1: Panel 2: Panel 3: Panel 4 Panel 5: Panel 6: Panel 7: Panel 8: Panel 9: Panel 10: L ext (ft): L in (ft): h/b s : b s /h: 1.00 v s (plf): 95.4 v w (plf): DL (plf): h (ft): 8 h' (ft): 8 uplift s (lb): uplift w (lb): Design.: L total (ft) DL (plf) h (ft) Perforated Shear Wall Design: PSW1 PSW2 PSW A o (ft 2 ) r: C o : Design.: L 1 (ft) L 2 (ft) L 3 (ft) L 4 (ft) L 5 (ft) L 1 (ft) L 2 (ft) L 3 (ft) L 1 (ft) L 2 (ft) L i-ext (ft): L i-in (ft): h/b s : 2b s /h: V s (lb): V w (lb): v s-max (plf) uplift s (lb): uplift w (lb):

37 Gridline 4: Upper Left Diaphragm : 3rd Anchor Bolts: NONE Shear Walls Gridline 4 Design Summary: USE SW1 USE CS16 Straps EACH SIDE OF PANEL AS PER PLANS Design: W total (lbs) V (lbs) th rd nd Ground Totals: = Wind: Seismic: A level (ft 2 ) A trgrdln (ft 2 ) W level (lb) W grdln (lb) ρ F x (lb) V add (lb) V s-grdln (lb) Individual Full-Height Shear Wall Design Design.: Panel 1: Panel 2: Panel 3: Panel 4 Panel 5: Panel 6: Panel 7: Panel 8: Panel 9: Panel 10: L ext (ft): 31.5 L in (ft): h/b s : b s /h: 1.00 v s (plf): 94.9 v w (plf): DL (plf): h (ft): 8 h' (ft): 8 uplift s (lb): uplift w (lb): Design.: L total (ft) DL (plf) h (ft) Perforated Shear Wall Design: PSW1 PSW2 PSW A o (ft 2 ) r: C o : Design.: L 1 (ft) L 2 (ft) L 3 (ft) L 4 (ft) L 5 (ft) L 1 (ft) L 2 (ft) L 3 (ft) L 1 (ft) L 2 (ft) L i-ext (ft): L i-in (ft): h/b s : 2b s /h: V s (lb): V w (lb): v s-max (plf) uplift s (lb): uplift w (lb):

38 Gridline 5: Rear Pop out Diaphragm : 2nd Anchor Bolts: 1/2" ANCHOR BOLTS Design: W total (lbs) V (lbs) Shear Walls Gridline 5 Design Summary: USE SW1 USE LSTHD8/8RJ Holdowns EACH SIDE OF PANEL AS PER PLANS USE 1/2" ANCHOR 32" O.C. 3 4th rd nd Ground Totals: = Wind: Seismic: A level (ft 2 ) A trgrdln (ft 2 ) W level (lb) W grdln (lb) ρ F x (lb) V add (lb) V s-grdln (lb) Individual Full-Height Shear Wall Design Design.: Panel 1: Panel 2: Panel 3: Panel 4 Panel 5: Panel 6: Panel 7: Panel 8: Panel 9: Panel 10: L ext (ft): L in (ft): h/b s : b s /h: v s (plf): v w (plf): DL (plf): h (ft): 9 9 h' (ft): 9 9 uplift s (lb): uplift w (lb): Design.: L total (ft) DL (plf) h (ft) Perforated Shear Wall Design: PSW1 PSW2 PSW A o (ft 2 ) r: C o : Design.: L 1 (ft) L 2 (ft) L 3 (ft) L 4 (ft) L 5 (ft) L 1 (ft) L 2 (ft) L 3 (ft) L 1 (ft) L 2 (ft) L i-ext (ft): L i-in (ft): h/b s : 2b s /h: V s (lb): V w (lb): v s-max (plf) uplift s (lb): uplift w (lb):

39 Gridline 6: Middle/Rear Main Diaphragm : 2nd Anchor Bolts: 1/2" ANCHOR BOLTS Design: W total (lbs) V (lbs) Shear Walls Gridline 6 Design Summary: USE SW3 USE STHD14/14RJ Holdowns EACH SIDE OF PANEL AS PER PLANS USE 1/2" ANCHOR 16" O.C. 3 4th rd nd Ground Totals: = Wind: Seismic: A level (ft 2 ) A trgrdln (ft 2 ) W level (lb) W grdln (lb) ρ F x (lb) V add (lb) V s-grdln (lb) Individual Full-Height Shear Wall Design Design.: Panel 1: Panel 2: Panel 3: Panel 4 Panel 5: Panel 6: Panel 7: Panel 8: Panel 9: Panel 10: L ext (ft): L in (ft): h/b s : b s /h: v s (plf): v w (plf): DL (plf): h (ft): h' (ft): 8 8 uplift s (lb): uplift w (lb): Design.: L total (ft) DL (plf) h (ft) Perforated Shear Wall Design: PSW1 PSW2 PSW A o (ft 2 ) r: C o : Design.: L 1 (ft) L 2 (ft) L 3 (ft) L 4 (ft) L 5 (ft) L 1 (ft) L 2 (ft) L 3 (ft) L 1 (ft) L 2 (ft) L i-ext (ft): L i-in (ft): h/b s : 2b s /h: V s (lb): V w (lb): v s-max (plf) uplift s (lb): uplift w (lb):

40 Gridline 7: Front Main Diaphragm : 2nd Anchor Bolts: 1/2" ANCHOR BOLTS Design: W total (lbs) V (lbs) Shear Walls Gridline 7 Design Summary: USE SW1 USE STHD10/10RJ Holdowns EACH SIDE OF PANEL AS PER PLANS USE 1/2" ANCHOR 32" O.C. 3 4th rd nd Ground Totals: = Wind: Seismic: A level (ft 2 ) A trgrdln (ft 2 ) W level (lb) W grdln (lb) ρ F x (lb) V add (lb) V s-grdln (lb) Individual Full-Height Shear Wall Design Design.: Panel 1: Panel 2: Panel 3: Panel 4 Panel 5: Panel 6: Panel 7: Panel 8: Panel 9: Panel 10: L ext (ft): L in (ft): h/b s : b s /h: v s (plf): v w (plf): DL (plf): h (ft): 9 9 h' (ft): 9 9 uplift s (lb): uplift w (lb): Design.: L total (ft) DL (plf) h (ft) A o (ft 2 ) r: C o : Design.: L 1 (ft) L 2 (ft) L 3 (ft) L 4 (ft) L 5 (ft) L 1 (ft) L 2 (ft) L 3 (ft) L 1 (ft) L 2 (ft) L i-ext (ft): L i-in (ft): h/b s : b s /h: V s (lb): V w (lb): v s-max (plf) uplift s (lb): uplift w (lb): Perforated Shear Wall Design: PSW1 PSW2 PSW

41 Gridline 8: Right Main Diaphragm : 2nd Anchor Bolts: 1/2" ANCHOR BOLTS Design: W total (lbs) V (lbs) Shear Walls Gridline 8 Design Summary: USE SW2 USE LSTHD8/8RJ Holdowns EACH SIDE OF PANEL AS PER PLANS USE 1/2" ANCHOR 24" O.C. 3 4th rd nd Ground Totals: = Wind: Seismic: A level (ft 2 ) A trgrdln (ft 2 ) W level (lb) W grdln (lb) ρ F x (lb) V add (lb) V s-grdln (lb) Individual Full-Height Shear Wall Design Design.: Panel 1: Panel 2: Panel 3: Panel 4 Panel 5: Panel 6: Panel 7: Panel 8: Panel 9: Panel 10: L ext (ft): L in (ft): h/b s : 2b s /h: v s (plf): v w (plf): DL (plf): h (ft): h' (ft): uplift s (lb): uplift w (lb): Design.: L total (ft) DL (plf) h (ft) A o (ft 2 ) r: C o : Design.: L 1 (ft) L 2 (ft) L 3 (ft) L 4 (ft) L 5 (ft) L 1 (ft) L 2 (ft) L 3 (ft) L 1 (ft) L 2 (ft) L i-ext (ft): L i-in (ft): h/b s : b s /h: V s (lb): V w (lb): v s-max (plf) uplift s (lb): uplift w (lb): Perforated Shear Wall Design: PSW1 PSW2 PSW

42 Gridline 9: Right Pop Out Diaphragm : 2nd Anchor Bolts: 1/2" ANCHOR BOLTS Design: W total (lbs) V (lbs) Shear Walls Gridline 9 Design Summary: USE SW2 USE STHD10/10RJ Holdowns EACH SIDE OF PANEL AS PER PLANS USE 1/2" ANCHOR 24" O.C. 3 4th rd nd Ground Totals: = Wind: Seismic: A level (ft 2 ) A trgrdln (ft 2 ) W level (lb) W grdln (lb) ρ F x (lb) V add (lb) V s-grdln (lb) Individual Full-Height Shear Wall Design Design.: Panel 1: Panel 2: Panel 3: Panel 4 Panel 5: Panel 6: Panel 7: Panel 8: Panel 9: Panel 10: L ext (ft): 9.33 L in (ft): h/b s : b s /h: 1.00 v s (plf): v w (plf): DL (plf): h (ft): 9 h' (ft): 9 uplift s (lb): uplift w (lb): Design.: L total (ft) DL (plf) h (ft) Perforated Shear Wall Design: PSW1 PSW2 PSW A o (ft 2 ) r: C o : Design.: L 1 (ft) L 2 (ft) L 3 (ft) L 4 (ft) L 5 (ft) L 1 (ft) L 2 (ft) L 3 (ft) L 1 (ft) L 2 (ft) L i-ext (ft): L i-in (ft): h/b s : 2b s /h: V s (lb): V w (lb): v s-max (plf) uplift s (lb): uplift w (lb):

43 Gridline 10: Middle Main Diaphragm : 2nd Anchor Bolts: NONE Shear Walls Gridline 10 Design Summary: USE SW1 USE MST37 Straps EACH SIDE OF PANEL AS PER PLANS Design: W total (lbs) V (lbs) th rd nd Ground Totals: = Wind: Seismic: A level (ft 2 ) A trgrdln (ft 2 ) W level (lb) W grdln (lb) ρ F x (lb) V add (lb) V s-grdln (lb) Individual Full-Height Shear Wall Design Design.: Panel 1: Panel 2: Panel 3: Panel 4 Panel 5: Panel 6: Panel 7: Panel 8: Panel 9: Panel 10: L ext (ft): 13 L in (ft): h/b s : b s /h: 1.00 v s (plf): 62.8 v w (plf): DL (plf): h (ft): 9 h' (ft): 9 uplift s (lb): uplift w (lb): Design.: L total (ft) DL (plf) h (ft) Perforated Shear Wall Design: PSW1 PSW2 PSW A o (ft 2 ) r: C o : Design.: L 1 (ft) L 2 (ft) L 3 (ft) L 4 (ft) L 5 (ft) L 1 (ft) L 2 (ft) L 3 (ft) L 1 (ft) L 2 (ft) L i-ext (ft): L i-in (ft): h/b s : 2b s /h: V s (lb): V w (lb): v s-max (plf) uplift s (lb): uplift w (lb):

44 Gridline 11: Left main Diaphragm : 2nd Anchor Bolts: 1/2" ANCHOR BOLTS Design: W total (lbs) V (lbs) Shear Walls Gridline 11 Design Summary: USE SW3 USE HDU11-SDS2.5 EACH SIDE OF PANEL AS PER PLANS USE 1/2" ANCHOR 8" O.C. 3 4th rd nd Ground Totals: = Wind: Seismic: A level (ft 2 ) A trgrdln (ft 2 ) W level (lb) W grdln (lb) ρ F x (lb) V add (lb) V s-grdln (lb) Individual Full-Height Shear Wall Design Design.: Panel 1: Panel 2: Panel 3: Panel 4 Panel 5: Panel 6: Panel 7: Panel 8: Panel 9: Panel 10: L ext (ft): L in (ft): h/b s : b s /h: v s (plf): v w (plf): DL (plf): h (ft): 9 9 h' (ft): 7 7 uplift s (lb): uplift w (lb): Design.: L total (ft) DL (plf) h (ft) Perforated Shear Wall Design: PSW1 PSW2 PSW A o (ft 2 ) r: C o : Design.: L 1 (ft) L 2 (ft) L 3 (ft) L 4 (ft) L 5 (ft) L 1 (ft) L 2 (ft) L 3 (ft) L 1 (ft) L 2 (ft) L i-ext (ft): L i-in (ft): h/b s : 2b s /h: V s (lb): V w (lb): v s-max (plf) uplift s (lb): uplift w (lb):

45 Gridline 12: Rear Garage Diaphragm : 2nd Anchor Bolts: 1/2" ANCHOR BOLTS Design: W total (lbs) V (lbs) Shear Walls Gridline 12 Design Summary: USE SW1 NO HOLDOWNS NEEDED USE 1/2" ANCHOR 32" O.C. 3 4th rd nd Ground Totals: = Wind: Seismic: A level (ft 2 ) A trgrdln (ft 2 ) W level (lb) W grdln (lb) ρ F x (lb) V add (lb) V s-grdln (lb) Individual Full-Height Shear Wall Design Design.: Panel 1: Panel 2: Panel 3: Panel 4 Panel 5: Panel 6: Panel 7: Panel 8: Panel 9: Panel 10: L ext (ft): 25 L in (ft): h/b s : b s /h: 1.00 v s (plf): 46.8 v w (plf): DL (plf): h (ft): 10 h' (ft): 10 uplift s (lb): uplift w (lb): Design.: L total (ft) DL (plf) h (ft) Perforated Shear Wall Design: PSW1 PSW2 PSW A o (ft 2 ) r: C o : Design.: L 1 (ft) L 2 (ft) L 3 (ft) L 4 (ft) L 5 (ft) L 1 (ft) L 2 (ft) L 3 (ft) L 1 (ft) L 2 (ft) L i-ext (ft): L i-in (ft): h/b s : 2b s /h: V s (lb): V w (lb): v s-max (plf) uplift s (lb): uplift w (lb):

46 Gridline 13: Front Garage Diaphragm : 2nd Anchor Bolts: 1/2" ANCHOR BOLTS Design: W total (lbs) V (lbs) Shear Walls Gridline 13 Design Summary: USE SW1 USE LSTHD8/8RJ Holdowns EACH SIDE OF PANEL AS PER PLANS USE 1/2" ANCHOR 32" O.C. 3 4th rd nd Ground Totals: = Wind: Seismic: A level (ft 2 ) A trgrdln (ft 2 ) W level (lb) W grdln (lb) ρ F x (lb) V add (lb) V s-grdln (lb) Individual Full-Height Shear Wall Design Design.: Panel 1: Panel 2: Panel 3: Panel 4 Panel 5: Panel 6: Panel 7: Panel 8: Panel 9: Panel 10: L ext (ft): L in (ft): h/b s : b s /h: v s (plf): v w (plf): DL (plf): h (ft): h' (ft): uplift s (lb): uplift w (lb): Design.: L total (ft) DL (plf) h (ft) Perforated Shear Wall Design: PSW1 PSW2 PSW A o (ft 2 ) r: C o : Design.: L 1 (ft) L 2 (ft) L 3 (ft) L 4 (ft) L 5 (ft) L 1 (ft) L 2 (ft) L 3 (ft) L 1 (ft) L 2 (ft) L i-ext (ft): L i-in (ft): h/b s : 2b s /h: V s (lb): V w (lb): v s-max (plf) uplift s (lb): uplift w (lb):

47 Gridline 14: Right Garage Diaphragm : 2nd Anchor Bolts: 1/2" ANCHOR BOLTS Design: W total (lbs) V (lbs) Shear Walls Gridline 14 Design Summary: USE SW1 USE LSTHD8/8RJ Holdowns EACH SIDE OF PANEL AS PER PLANS USE 1/2" ANCHOR 32" O.C. 3 4th rd nd Ground Totals: = Wind: Seismic: A level (ft 2 ) A trgrdln (ft 2 ) W level (lb) W grdln (lb) ρ F x (lb) V add (lb) V s-grdln (lb) Individual Full-Height Shear Wall Design Design.: Panel 1: Panel 2: Panel 3: Panel 4 Panel 5: Panel 6: Panel 7: Panel 8: Panel 9: Panel 10: L ext (ft): L in (ft): h/b s : 2b s /h: v s (plf): v w (plf): DL (plf): h (ft): h' (ft): uplift s (lb): uplift w (lb): Design.: L total (ft) DL (plf) h (ft) A o (ft 2 ) r: C o : Design.: L 1 (ft) L 2 (ft) L 3 (ft) L 4 (ft) L 5 (ft) L 1 (ft) L 2 (ft) L 3 (ft) L 1 (ft) L 2 (ft) L i-ext (ft): L i-in (ft): h/b s : b s /h: V s (lb): V w (lb): v s-max (plf) uplift s (lb): uplift w (lb): Perforated Shear Wall Design: PSW1 PSW2 PSW

48 Gridline 15: Left Garage Diaphragm : 2nd Anchor Bolts: 1/2" ANCHOR BOLTS Design: W total (lbs) V (lbs) Shear Walls Gridline 15 Design Summary: USE SW1 USE LSTHD8/8RJ Holdowns EACH SIDE OF PANEL AS PER PLANS USE 1/2" ANCHOR 32" O.C. 3 4th rd nd Ground Totals: = Wind: Seismic: A level (ft 2 ) A trgrdln (ft 2 ) W level (lb) W grdln (lb) ρ F x (lb) V add (lb) V s-grdln (lb) Individual Full-Height Shear Wall Design Design.: Panel 1: Panel 2: Panel 3: Panel 4 Panel 5: Panel 6: Panel 7: Panel 8: Panel 9: Panel 10: L ext (ft): L in (ft): h/b s : 2b s /h: v s (plf): v w (plf): DL (plf): h (ft): h' (ft): uplift s (lb): uplift w (lb): Design.: L total (ft) DL (plf) h (ft) A o (ft 2 ) r: C o : Design.: L 1 (ft) L 2 (ft) L 3 (ft) L 4 (ft) L 5 (ft) L 1 (ft) L 2 (ft) L 3 (ft) L 1 (ft) L 2 (ft) L i-ext (ft): L i-in (ft): h/b s : b s /h: V s (lb): V w (lb): v s-max (plf) uplift s (lb): uplift w (lb): Perforated Shear Wall Design: PSW1 PSW2 PSW