Christensen Detached Garage

Transcription

1 Christensen Detached Garage Structural Calculations Project Address: 1920 E. Forest Bend Dr., Cottonwood Heights, 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: Cottonwood Heights, Utah 32 W. Center Street Midvale, Utah (801) Date: 7/18/2018 Engineered by: J. Whitmer 07/18/2018 Craig R. Lym, P.E., S.E.

2 Project : Christensen Detached Garage Location: Cottonwood Heights, Utah Code: 2015 IBC Job #: Ris Category: II Engineered by: J. Whitmer 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): 4600 County: Salt Lae Roofing Material: Shingle/Tile P g (psf): 43.5 Max Roof Pitch (x/12): 6 /12 Min. Roof Pitch (x/12): 2 Roof Angle (degrees): 26.6 Exposure of Roof: Partial Exposure Category: C C t : 1 Mean Roof Height (ft): C e : 1 Wind Speed V (mph): 115 I s : 1 Height & Exposure Factor ʎ: 1.21 P f (psf): 30.4 h L (ft): 29.5 P f (psf) Rounded: a (ft): 6 Roof Dead Load: Seismic Loads: Dead Load (psf): 15 Roof Diaphragm Height h r (ft): 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 Weight W total (lbs): This engineering report is valid for the following plan and location: Christensen Detached Garage 1920 E. Forest Bend Dr., Cottonwood Heights, 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 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 Stud 16" o.c. ROOF BEAM SCHEDULE MARK QTY. SIZE MATERIAL GRADE RB1 2 2 x 6 DIM. LUMBER DF-L#2 RB2 2 2 x 8 DIM. LUMBER DF-L#2 RB3 2 2 x 10 DIM. LUMBER DF-L#2 FOOTING SCHEDULE MARK LENGTH WIDTH HEIGHT CONTINUOUS REINFORCEMENT CROSSWISE REINFORCEMENT QTY. SIZE LENGTH SPACING QTY. SIZE LENGTH SPACING NOTES F20 CONT. 20" 10" 2 #4 CONT. EQ. - S24 24" 24" 10" 3 #4 18" EQ. 3 #4 18" EQ. NOTES: 1. f'c = 3,000 PSI, fy = 60,000 PSI 2. EXTEND ALL FOOTINGS BELOW THE FROST LINE OF THE LOCALITY. (30") 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. 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 VERTICAL REINFORCEMENT HORIZONTAL REINFORCEMENT MARK THICKNESS MAX HEIGHT NOTES SIZE SPACING QTY. SIZE SPACING FW1 8" 3'-0" #4 24" 3 #4 EQ. 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 OPENING. VERTICAL BARS MAY TERMINATE 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 ANCHOR BOLTS EMBEDDED INTO FOUNDATION WALLS AT ALL EXTERIOR AND SHEAR WALLS U.N.O. SEE ANCHOR BOLT SCHEDULE AND PLANS FOR SIZE AND SPACING OF ANCHOR BOLTS. SHEAR WALL SCHEDULE MARK MATERIAL 8d NAILS 1½" 16ga. STAPLES EDGE FIELD 1 EDGE FIELD 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" ALL EXTERIOR SHEATHING NOT ATED ON THE PLANS AS A SPECIFIC SHEAR WALL (SW1-SW4) SHALL BE NOTES: SHEATHED AND NAILED/STAPLED 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 BLOCK 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, SW5, SW6 (IF SW5 AND SW6 SHOWN) 5. SW4 OR DOUBLE SIDED SW2 OR SW3 PANELS REQUIRE 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. MARK P1 P2 P3 P4 P5 P6 P7 P8 P9 P10 P11 P12 P13 NOTES: POST SCHEDULE SIZE (1) 2x (2) 2x (3) 2x (4) 2x (5) 2x 4 x 4 6 x 6 3 1/2" x 3 1/2" PARALLAM POST 3 1/2" x 5 1/4" PPARALLAM POST 3 1/2" x 7" PARALLAM POST 5 1/4" x 5 1/4" PARALLAM POST 5 1/4" x 7" PARALLAM POST 7" x 7" PARALLAM POST 1. INSTALL (1) TRIMMER AND (1) KING 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 BLOCKING BELOW EACH POST AT FLOOR FRAMING. BLOCKING SHALL MATCH DIMENSIONS OF POST ABOVE. PROVIDE POSTS OF EQUAL DIMENSION OR GREATER BELOW SQUASHING BLOCKING 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.

5 Project Summary 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 (9) 16d NAILS BETWEEN TOP PLATE LAP SPLICES SEE DET. 5/SD.1 5. INTERIOR STUD WALLS SHALL BE 2X4 OR 2X6 (AS PER 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 STICK FRAMED OR PRE-MANUFACTURED TRUSSES AS PER PLANS 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 FLOOR JOISTS AS PER PLANS W/APA RATED 3/4" T&G OSB PLYWOOD W/ 10d RING SHANK 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 & 10 ABOVE. MARK HOLDOWN SCHEDULE SIZE LSTHD8/8RJ STHD10/10RJ STHD14/14RJ NOTES: 1. HOLDOWNS SHALL BE INSTALLED ON A MINIMUM OF (2) FULL HEIGHT KING STUDS. 2. SEE DETAILS FOR TYPICAL HOLDOWN INSTALLATION. 3. SEE DETAILS FOR TYPICAL FLOOR TO FLOOR STRAP INSTALLATION. 4. POST-INSTALLED HOLDOWNS MAY BE INSTALLED IN LIEU OF CAST IN PLACE HOLDOWNS PER DETAILS d SINKER NAILS MAY BE SUBSTITUTED WITH 10d COMMON NAILS. MINIMUM NAIL LENGTH = 2 1/2". 6. USE 'RJ' HOLDOWN MODEL AT TYPICAL RIMJOIST APPLICATIONS. 7. FLOOR TO FLOOR STRAPS SHALL BE CENTERED OVER THE FLOOR CAVITY. ANCHOR BOLT SCHEDULE MARK DIAMETER DIAMETER SPACING OPTION 1 OPTION 2 SPACING AB-1 1/2" 32" 5/8" 32" AB-2 1/2" 24" 5/8" 32" AB-3 1/2" 18" 5/8" 24" AB-4 1/2" 12" 5/8" 18" NOTES: 1. PROVIDE ANCHOR BOLTS WITH 7" EMBEDMENT INTO FOUNDATION WALL W/ 3"X3"X0.229" PLATE WASHERS AT ALL EXTERIOR AND SHEAR WALLS. PLACE (1) ANCHOR BOLT WITHIN 4" OF THE EDGE OF EACH PLATE. GALVANIZED ANCHORS w/ TREATED PLATES REQUIRED. 2. ALL UNMARKED FOUNDATION WALLS SHALL BE ASSUMED TO BE AB-1.

6 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/ Dim. Lumber Required: Design PASS PASS PASS PASS Shingle/Tile NO L/240 L/ Dim. Lumber Required: Design PASS PASS PASS PASS Shingle/Tile NO L/240 L/ Dim. Lumber Required: Design PASS PASS PASS PASS

7 Stud Wall 1: Stud Wall Stud Wall 1 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): 2 b stud (in): 1.5 Roof Angle (degrees): 9.5 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 ): 13.5 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): 32.5 S (in 3 ): 7.56 Distributed Wall Loads Adjustments For Reference Design Values D roof (plf): 255 (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): 26.0 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 1360 F cex (psi): LC-5 Unity Equation: LC-6 Unity Equation: 0.71 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: 0.71 F' c (psi): 781.3

8 King Stud 1: King Stud King Stud 1 Design Summary: Use (2) 2x6 DF-L Stud Grade Full Height King Studs Wall Information Wall Loads Material: DF-L Stud Roof Material: Shingle/Tile Exterior/Interior: Exterior Roof Pitch (x/12): 2 b stud (in): 6 Roof Angle (degrees): 9.5 d stud (in): 5.5 C s : 1.00 l e (ft): 13.5 P drift factor : 1 Wall Stud Spacing (in): 16 P s (psf): 30.4 Width of Opening (ft): D roof (psf): 15 # of King Studs: 2 D floor (psf) 10 F b (psi): 700 L floor (psf): 40 F c (psi): 625 width trib-roof (ft): 5 F c (psi): 850 width trib-floor (ft): 0 E (psi): Load add'l (plf): 0 E min (psi): P net (psf): 28.2 A (in 2 ): 33 Distributed Wall Loads S (in 3 ): D roof (plf): 75 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): 95.9 C r : 1 Required Strengths Determing (C p ) Column Stability factor f b (psi): E' min (psi): f c (psi): 39.0 c: F ce : Unity Equation Axial and Bending (Axial) F* c (psi): F cex (psi): (Axial+Bend) F* c (psi): 1360 LC-5 Unity Equation: 0.80 (Axial) C p : LC-6 Unity Equation: 0.64 (Axial+Bend) C p : Stud Wall Design Checs Bending Only Axial Only Axial+Bending Unity Equation Bearing f b (psi): f c (psi): 39.0 f c (psi): 39.0 Required: 1 f c (psi): 39.0 F'b (psi): 1120 F'c (psi): F'c (psi): Equation: 0.80 F' c (psi): 664.1

9 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 #2 2"-4" DF-L #2 5x5 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 3 1/2" x 3 1/2" PSL PSL-1.8E PASS 3 1/2" x 5 1/4" PSL PSL-1.8E PASS 3 1/2" x 7" PSL PSL-1.8E PASS 5 1/4" x 5 1/4" PSL PSL-1.8E PASS 5 1/4" 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 3 1/2" PSL /2" x 5 1/4" PSL /2" x 7" PSL /4" x 5 1/4" PSL /4" x 7" PSL " x 7" PSL UNIAXIAL BENDING BIAXIAL BENDING

10 Footings F20 F20 Chec Width (in): Height (in): Height of Stem Wall (in): Width of Stem Wall (in): 8 8 Roofing Material: Shingle/Tile Shingle/Tile Roof Pitch (x/12): 2/12 2/12 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): 17 5 Upper Floor Trib. Width: 0 0 Main Floor Trib. Width: 0 0 Weight Snow w s (plf): Weight Live w L (plf): 0 0 Weight Dead w D (plf): Concrete Weight w c (plf): Additional Uniform Load (plf): Total Weight (plf): Required Soil Bearing (psf): Allowable Soil Bearing (psf): PASS PASS Continuous Reinforcement: (2) #4 bars cont. (2) #4 bars cont. Transverse Reinforcement: None None

11 Gridline 1: Main Left Diaphragm : 2nd Anchor Bolts: 1/2" ANCHOR BOLTS Design: W total (lbs) V (lbs) height Weight Shear Walls Gridline 1 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): 53 L in (ft): h/b s : b s /h: 1.00 v s (plf): 23.2 v w (plf): 24.3 DL (plf): h (ft): 13.5 h' (ft): 13.5 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):

12 Gridline 2: Middle (Front to Bac) Diaphragm : 2nd Anchor Bolts: 1/2" ANCHOR BOLTS Design: W total (lbs) V (lbs) height Weight Shear Walls Gridline 2 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): 20 L in (ft): h/b s : b s /h: 1.00 v s (plf): 96.3 v w (plf): 51.1 DL (plf): h (ft): 13.5 h' (ft): 13.5 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):

13 Gridline 3: Main Right Diaphragm : 2nd Anchor Bolts: 1/2" ANCHOR BOLTS Design: W total (lbs) V (lbs) height Weight Shear Walls Gridline 3 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

14 Gridline 4: Main Front Diaphragm : 2nd Anchor Bolts: 1/2" ANCHOR BOLTS Design: W total (lbs) V (lbs) height Weight Shear Walls Gridline 4 Design Summary: USE SW3 USE STHD14/14RJ 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):

15 Gridline 5: Main Middle (Left to Right Diaphragm : 2nd Anchor Bolts: 1/2" ANCHOR BOLTS Design: W total (lbs) V (lbs) height Weight Shear Walls Gridline 5 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: 1.00 v s (plf): v w (plf): DL (plf): h (ft): 13.5 h' (ft): 13.5 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):

16 Gridline 6: Main Rear Diaphragm : 2nd Anchor Bolts: 1/2" ANCHOR BOLTS Design: W total (lbs) V (lbs) height Weight Shear Walls Gridline 6 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):

17 Gridline 1: Main Left Diaphragm /Type: 2nd Roof Blocing: Wall L (ft): Wall b (ft): Wall Opening (ft): Unbloced Diaphragm Gridline 1 Design Summary: Use 7/16" APA Rated OSB Sheathing w/ 8d 6" o.c. Edge, 12" o.c. Field, Unbloced Use (4) 16d Common Toenails at Full Height Blocing Use (8) 16d Nails Between Splice Points height Weight 3 4th rd nd Seismic: A level (ft 2 ) A trgrdln (ft 2 ) W level (lb) W grdln (lb) ρ F px (lb) V add (lb) V s-grdln (lb) Diaphragm Chord Forces: Top Plate Splice: Wind: Diaphragm Collector Forces: w u (plf) M max (lbft) T/C (lb) v max (plf) b open (ft) T/C (lb) Z (lb) Z' (lb) N Diaphragm Design: v diaph (plf) v allow (plf) Deflection: Gridline 2: Middle (Front to Bac) Diaphragm /Type: 2nd Roof Blocing: Wall L (ft): Wall b (ft): Wall Opening (ft): Unbloced Gridline 2 Design Summary: Use 7/16" APA Rated OSB Sheathing w/ 8d 6" o.c. Edge, 12" o.c. Field, Unbloced Use (4) 16d Common Toenails at Full Height Blocing Use (8) 16d Nails Between Splice Points height Weight 3 4th rd nd Diaphragm Design: v diaph (plf) v allow (plf) Wind: A level (ft 2 ) A trgrdln (ft 2 ) W level (lb) W grdln (lb) ρ F px (lb) V add (lb) V s-grdln (lb) Seismic: Diaphragm Chord Forces: Diaphragm Collector Forces: Top Plate Splice: w u (plf) M max (lbft) T/C (lb) v max (plf) b open (ft) T/C (lb) Z (lb) Z' (lb) N Deflection:

18 Gridline 3: Main Right Diaphragm /Type: 2nd Roof Blocing: Wall L (ft): Wall b (ft): Wall Opening (ft): Unbloced Diaphragm Gridline 3 Design Summary: Use 7/16" APA Rated OSB Sheathing w/ 8d 6" o.c. Edge, 12" o.c. Field, Unbloced Use (4) 16d Common Toenails at Full Height Blocing Use (8) 16d Nails Between Splice Points height Weight 3 4th rd nd Diaphragm Design: v diaph (plf) v allow (plf) Wind: A level (ft 2 ) A trgrdln (ft 2 ) W level (lb) W grdln (lb) ρ F px (lb) V add (lb) V s-grdln (lb) Seismic: Diaphragm Chord Forces: Diaphragm Collector Forces: Top Plate Splice: w u (plf) M max (lbft) T/C (lb) v max (plf) b open (ft) T/C (lb) Z (lb) Z' (lb) N Deflection: Gridline 4: Main Front Diaphragm /Type: 2nd Roof Blocing: Wall L (ft): Wall b (ft): Wall Opening (ft): Unbloced Gridline 4 Design Summary: Use 7/16" APA Rated OSB Sheathing w/ 8d 6" o.c. Edge, 12" o.c. Field, Unbloced Use (4) 16d Common Toenails at Full Height Blocing Use (8) 16d Nails Between Splice Points height Weight 3 4th rd nd Diaphragm Design: v diaph (plf) v allow (plf) Wind: A level (ft 2 ) A trgrdln (ft 2 ) W level (lb) W grdln (lb) ρ F px (lb) V add (lb) V s-grdln (lb) Seismic: Diaphragm Chord Forces: Diaphragm Collector Forces: Top Plate Splice: w u (plf) M max (lbft) T/C (lb) v max (plf) b open (ft) T/C (lb) Z (lb) Z' (lb) N Deflection:

19 Gridline 5: Main Middle (Left to Right Diaphragm /Type: 2nd Roof Blocing: Wall L (ft): Wall b (ft): Wall Opening (ft): Unbloced Diaphragm Gridline 5 Design Summary: Use 7/16" APA Rated OSB Sheathing w/ 8d 6" o.c. Edge, 12" o.c. Field, Unbloced Use (4) 16d Common Toenails at Full Height Blocing Use (9) 16d Nails Between Splice Points height Weight 3 4th rd nd Diaphragm Design: v diaph (plf) v allow (plf) Wind: A level (ft 2 ) A trgrdln (ft 2 ) W level (lb) W grdln (lb) ρ F px (lb) V add (lb) V s-grdln (lb) Seismic: Diaphragm Chord Forces: Diaphragm Collector Forces: Top Plate Splice: w u (plf) M max (lbft) T/C (lb) v max (plf) b open (ft) T/C (lb) Z (lb) Z' (lb) N Deflection: Gridline 6: Main Rear Diaphragm /Type: 2nd Roof Blocing: Wall L (ft): Wall b (ft): Wall Opening (ft): Unbloced Gridline 6 Design Summary: Use 7/16" APA Rated OSB Sheathing w/ 8d 6" o.c. Edge, 12" o.c. Field, Unbloced Use (4) 16d Common Toenails at Full Height Blocing Use (8) 16d Nails Between Splice Points height Weight 3 4th rd nd Diaphragm Design: v diaph (plf) v allow (plf) Wind: A level (ft 2 ) A trgrdln (ft 2 ) W level (lb) W grdln (lb) ρ F px (lb) V add (lb) V s-grdln (lb) Seismic: Diaphragm Chord Forces: Diaphragm Collector Forces: Top Plate Splice: w u (plf) M max (lbft) T/C (lb) v max (plf) b open (ft) T/C (lb) Z (lb) Z' (lb) N Deflection: