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HomeMy WebLinkAboutSTRUCTURAL CALCULATIONS - 14-00229 - The Grove at Riverside AptsSTRUCTURAL CALCULATIONS FOR THE GROVE AT RIVERSIDE APARTMENTS Rexburg, Idaho For Hutchison Smith Architects Boise, Idaho A 1%%1 AHJ ENGINEERS, PC STRUCTURAL CONSULTANTS 5418 N. Eagle Rd. #140 Boise, Idaho 83713 208.323.0199 Project# 14042. 00 1400229 The Grove at Riverside STRUCTURAL CALCULATIONS FOR THE GROVE AT RIVERSIDE APARTMENTS Rexburg, Idaho For Hutchison Smith Architects Boise, Idaho A I m. AHJ ENGINEERS, PC STRUCTURAL CONSULTANTS 5418 N. Eagle Rd. #140 Boise, Idaho 83713 208.323.0199 Project#14042.00 THE GROVE AT RIVERSIDE APARTMENTS TABLE OF CONTENTS Design Criteria 1 thru 3 Loads 4 thru 31 Roof Framing Design 32 thru 45 Floor Framing Design 46 thru 65 Column Design 66 thru 75 Wall Design 76 thru 99 Foundation Design 100 thru 102 Lateral Load Resisting System Design 103 thru 191 PROJECT DESCRIPTION i The "The Grove At Riverside Apartments" project is a three story wood framed multi -family housing building. DESCRIPTION OF STRUCTURAL ELEMENTS Roof Framing: The roof framing is of wood sheathing atop pre -manufactured wood trusses. j Floor Framing: - The floor framing is of wood sheathing atop pre -manufactured wood trusses/joists. Columns: The columns are of solid and built-up wood. P i Bearing Walls: I The bearing walls are of wood studs. i Foundation: The foundation is of concrete piers, thickened slabs, and grade beams. Lateral Load Resisting System: The lateral load resisting system is of structural wood sheathing on light framed walls with hold down devices. I AHJ ENGINEERS, PC STRUCTURAL CONSULTANTS 5418 N. Eagle Rd. #140 Boise, Idaho 83713 208.323.0199 Project#14042.00 1 ENGINEERING INFORMATION SHEET Code: 2012 International Building Code Risk Category (Table 1604.5): II GRAVITY LOADS Finishes: 2.0 psf Sheathing/Decking: 2.0 psf Framing: 3.0 psf Insulation: 2.5 psf MEP: 2.0 psf Ceiling: 3.0 psf Miscellaneous: 3.5 psf Total 18 psf Snow Loading (ASCE 7-10 Chapter 7) pg: 50 psf pf 35 psf I,: 1.00 Public Deck rain Surface Loadin Finishes: 2.0 psf Sheathing/Decking: 3.0 psf Framing: 3.0 psf Insulation: 0.0 psf MEP: 0.0 psf Ceiling: 3.0 psf _ Miscellaneous: 2.5 psf Total 15 psf Floor Loading 8.0 psf Finishes: 2.0 psf Sheathing/Decking: 10 psf Framing: 3.5 psf Insulation: 2.0 psf MEP: 3.0 psf Ceiling: 1.0 psf Miscellaneous: 2.5 psf Total 24 psf Live Loading (IBC Section 1607) Roof 20 psf Residential Floor 40 psf Public Floor & Stair 100 psf Public Deck 100 psf Private Deck 40 psf Deck Loadin Trex: 8.0 psf Sheathing/Decking: 0.0 psf Framing: 3.0 psf Insulation: 0.0 psf MEP: 2.0 psf Ceiling: 0.0 psf Miscellaneous: 2.0 psf Total psf LATERAL LOADS Seismic Design Criteria (ASCE 7-10 Chapters 11-22) Site Class: D Sus: 0.429 0.227 0.227 IE (Table 1.5-2): 1.0 Design Category: D (Table 11.6-1 & 11.6-2) Response Modification, R: 6.5 (Table 12.2-1) Wind Design Criteria (ASCE 7-10 Chapters 26-31) Basic Wind Speed: 115 mph (3 -sec. gust, Fig. 26.5-1A) Exposure Category: C (ASCE 7 Section 26..7.3) 2' Source: Geotechnical Report by: Pc: MATERIALS Geotechnical report Strata Footings and Interior slab on grade: 3000 psi Stem walls: 4000 psi Piers: 4000 psi Exterior Slab on grade: 4000 psi Reinforcing: 60000 psi Wand Report no. IF 13055A Structural Steelfy: Wide Flange ASTM A992: Channels, Angles, Plates & Bars (ASTM A36) HSS Rectangular (ASTM A500): HSS Round (ASTM A500): Pipe (ASTM A53 or A501): Bolts (ASTM): 50 ksi 36 ksi 46 ksi 42 ksi 35 ksi A325 3 Sawn Lumber Glulam Microlam Parallam Grade/Species: DF#2 or btr. 24F -V4 (DF/DF) 1.9 E 2.0 E Fb: 900 psi 2400 psi 2600 psi 2900 psi F,: 1350 psi 1650 psi 2510 psi 2900 psi F,.: 180 psi 265 psi 285 psi 290 psi E: 1600000 psi 1800000 psi 1900000 psi 2000000 psi Structural Steelfy: Wide Flange ASTM A992: Channels, Angles, Plates & Bars (ASTM A36) HSS Rectangular (ASTM A500): HSS Round (ASTM A500): Pipe (ASTM A53 or A501): Bolts (ASTM): 50 ksi 36 ksi 46 ksi 42 ksi 35 ksi A325 3 LO�IDS AFib''' S u , h77 t/4: V-15 O . U,V,gA WCEo SNOW �7 F)' o2 vvM444C D SVow�/ F � AH, N0. 14042 UAIE: 0/11/1-4 SHFET N0. Ili(.JECI: GI'OVE A IJ ENG!\P.U- S, PC --- —_ — -- — 4 srxi.r r x:�i.ccinsi crincs • � n _ �I � � � .,,;,a!-war I M M Ull ,.:- i � -- ..""_ [ r u .. �� nn-_".amu —•�. / � tl v ,rte ' fy ..°■- �'li1 "ag M ..J.'� C ,E��,{{,,tt2 N.#,yp N.1rs�t.E; xb Jr-ID 83�4�U;SA,.t„-. •',. '::� a :.i� ti �P / , t LOADS LA -1E L_�D--'5- ,BOOP Residential 20.0 psf UPPEPPLOOPS Residential 40.0 psf Public Areas & Coorido 100.0 psf F7PAIATE DECK Same as Upper Floor 40.0 psf PUDUG DECK Same as Upper Floo 100.0 psf AHJ NO. 111pgzUAIE: ey /I _SHEET NO. PNOJECI: G'gaPF T BY: I'CUITALC 1NSt'1:C.ANT5 i LO�}D5 WO!1MPTAP POOL= Finishes 2.0 psf Sheathing/Decking 2.0 psf Framing 3.0 psf Insulation 2.5 psf M.E.P. 2.0 psf Ceiling 3.0 psf Misc./Solar Panels 3.5 psf Total= 18.0 psf FI -OOP Finishes 2.0 psf Decking w/ Gyp. Crete 10.0 psf Framing 3.5 psf M.E.P. 2.0 psf Ceiling 3.0 psf Insulation 1.0 psf Misc. 2.5 psf Total= 24.0 psf D)fGK M.E.P. 2.0 psf Trex Deck 8.0 psf Framing 0.0 psf Framing 3.0 psf Insulation 0.0 psf Misc. 2.0 psf Total= 15.0 psf STUD WlfLLS 2x4 Stud Walls w/ Gyp. 8.0 psf 2x6 Stud Walls w/ Siding 12.0 psf 2x6 Stud Walls w/ Stone 24.0 psf Ttij EN(iINEFIRS, PC STnl'Urk URAI. CONSULTANTS f UMIC PECK l: AIN SUI: rAGE Water Proof Mem. 2.0 psf Decking 3.0 psf Framing 3.0 psf Ceiling 3.0 psf Insulation 1.5 psf Misc. 2.5 psf Total= 15.0 psf AHJ N0. �[0l/ 7- DATE:#/ �t SHEET N0. PROJECT:/ -- BY: _� AHJ Engineers, PC Structural Consultants Since 1985 SCE Snow Loads ascription: Loads - Snow it Roof Snow Loads lescriptlan ; Uniform Ground Snow Load, per Fig 7.1 50.00 psf Terrain Category C (see ASCE 7-10 Section 26.7) Exposure of Roof Fully Exposed Ce : Exposure Factor, Table 7.2 0.90 Ct : Thermal FactorJust above freezing (see ASCE for more) Risk Category, per Table 1.5-1 II Importance Factor, Is, Table 1.5-2 1.00 rped Roof Snow Loads escription : Sloped Roof Unafom Snow_ _ pf : Snow Load Thermal Factor Slope ow Drifts on Lower Roofs 'ascription: Unbalanced Snow #1 Balanced Snow Load Ground Snow Load lu - upper lu-lower Height of Roof Step Snow Density hb: Balanced he : Step Height - hb he/hb Project Title: Grove Engineer: Craig Brasher Protect ID: 14042.00 Project Descr: 3 -Story Wood Construction Multi -Family Roof Slope, Sec .7.3.4 W : Hertz. Distance from save to ridge Roof Configuration pm, Minimum required pf, Calculated Snow Load per Equation 7.1 pf, Design Snow Load Max(pm min, pf calc) ASCE 7-4-0- 22.62 5.00 It Hip and gable 0.00 psf 34.65 psf 34.65 psf per ASCE 7-10 34.65 psf Unobstructed & Slippery? No 1.10 Cs 1.00 22.62 ps, Calculated Sloped Roof Snow Load 34.65 psf 35.00 Psf hd :leeward 50.00 psf hd : windward 29.58 It hd: Max 0.00 ft hd: Design 100.00 it pd : Max Drift Only 20.50 pcf pd + Balanced 1.71 ft W: Drift Width 98.29 ft Snow Density 57.57 Total Snow Load @ End of Drift !ascription: Unbalanced Snow _#2 Balanced Snow Load 36._00 psf Ground Snow Load 50.00 psf lu - upper lu-lower Height of Roof Step Snow Density hb: Balanced he : Step Height - hb he / hb 20.Oa R� rn,nnUK P 100.00 ft A.w�- 7 44? 20.50 pcf 1.71 It 98.29 It 57.57 escription : Unbalanced Snow #3 hd: leeward hd: windward hd : Max hd: Design pd : Max Drift Only pd + Balanced W: Drift Width Total Snow Load @ End of Drift Balanced Snow Load 35,00 psf hd: leeward Ground Snow load 50.00 psf hd: windward lu - upper 20.00 It hd: Max lu-lower 0.00 it hd: Design Height of Roof Step 100.00 ft pd : Max Drift Only Snow Density 20.50 pcf pd + Balanced hb: Balanced 1.71 it W: Drift Width he : Step Height • hb 98.29 ft he I hb 57.57 Total Snow Load @ End of Drift per ASCE 7-10 2.20 ft 1.50 ft 2.20 It 2.20 It 45.12 psf 80.12 psf 0.0011 80.12 psf per ASCE 7-10 2.0011 1.50 ft 2.00 ft 2.00 ft 40.99 psf 75.99 psf 0.0011 75.99 psf per ASCE 7.10 2.00 ft 1.50 it 2.00 ft 2.00 It 40.99 psf 75.99 psf 0.0011 75.99 psf ASCE Snow Loads Description: Loads - Snow Drifts on Lower Roofs Description: Drift 1 Balanced Snow Load Ground Snow Load lu - upper lu-lower Height of Roof Step Snow Density hb : Balanced he : Step Height - hb Inc / hb Description _ Drift.2 _ Balanced Snow Load Ground Snow Load lu - upper lu-lower Height of Roof Step Snow Density hb: Balanced he : Step Height - hb he/hb AHJ Engineers, PC Structural Consultants Since 1985 35.00 psf 50.00 psf 246.00 ft 14.60 ft 20.00 ft 20.50 pcf 1.71 ft 18.29 ft 10.71 Project Title: Grove Engineer: Craig Brasher Project ID: 14042.00 Protect Descr: 3 -Story Wood Construction Multi -Family hd: leeward hd : windward hd: Max hd : Design pd : Max Drift Only pd + Balanced W: Drift Width Total Snow Load @ End of Drift ---- -_ psf ---___ __35.00 hd :leeward 50.00 psf hd : windward 63.00 ft hd : Max 20.25 ft hd : Design 20.00 ft pd : Max Drift Only 20.50 pcf pd + Balanced 1.71 ft W: Drift Width 18.29 ft 10.71 Total Snow Load @ End of Drift 1.50 It 6.00 ft 6.0011 122.97 psf 157.97 psf 14.60 ft 83.15 psf per ASCE 7-10 1.50 ft 3.26 ft 3.26 ft 66.87 psf 101.87 psf 13.05 ft 35.00 psf 1d AHJ Engineers, PC Structural Consultants Since 1985 eneral Beam ascription : eneral Beam Properties lastic Modulus 29,000.0 ksi gpan #1 Span Length = Span #2 Span Length = Span #3 Span Length = Project Title: Grove Engineer: Craig Brasher Proiect ID: 14042.00 Project Descr: 3 -Story Wood Construction Multi -Family 3.0 ft Area = 10.0 inA2 Moment of Inertia = 100.0 inA4 26.50 ft Area = 10.0 inA2 Moment of Inertia = 100.0 inA4 2.0 ft Area = 10.0 102 Moment of Inertia = 100.0 inA4 r SP-30f,Span=26.500 pan=200 lied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans : S = 0.0350 lot, Tributary Width =1.0 it Partial Length Uniform Load : S = 0.0320 Wft, Extent = 0.0 -->> 8.30 it IESIGN SUMMARY Va-AmurnBending = Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections - Unfactored Loads 3.112k -ft Maximum Shear= 0.6251 k +D+S+H Load Combination +D+S+H 13.082ft Location of maximum on span 3.000 0 Span # 2 Span # where maximum occurs Span # 1 0.138 in 0.0000 0.000 -0.049 in 0.0000 13.418 S Only 0.138 in 2.000 'erticalReactions- Unfactored -0.049 in Support notation: Far lett is#1 Values in KIPS Sad Combination Span Max.""Defl Location in Span Load Combination Max. 4, Deft Location In Span 1 0.0000 0,000 S Only •0.0485 0.000 S Only 2 0.1384 13.418 0.0000 0.000 3 0.0000 13.418 S Only .0.0323 2.000 'erticalReactions- Unfactored +D+0.750L+0.750S+H Support notation: Far lett is#1 Values in KIPS +D+0.60W+H cad Combination Support i Support 2 Support 3 Support 4 Nemll MAXIMUM 0.826 0.542 Overall MINIMUM 0.620 0.406 +D+H +D+L+H +D+Lr+H +D+S+H 0.826 0.542 +D+0.75OLr+0.750L+H +D+0.750L+0.750S+H 0.620 0.406 +D+0.60W+H +D+0.70E+H +D+0.75OLr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H 0.620 0.406 +D+0.750L+0.750S+0.525E+H 0.620 0.406 +0.60D+0.60W+0.60H +O.60D+0.70E+0.60H D Only Lr Only L Only S Only - 0.826 0.542 W Only E Only H Only +D+H AHJ Engineers, PC Structural Consultants Since 1985 General Beam Vertical Reactions • Unfactored Load Combination Sr +D+Lr+H +D+S+H 0.826 0.542 +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H 0.620 0.406 +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H 0.620 0.406 Project Title: Grove Engineer: Craig Brasher Project ID: 14042.00 Project Descr: 3 -Story Wood Construction Multi -Family Support notation : Far left is N1 Values In KIPS AHJ Engineers, PC Structural Consultants Since 1985 eneral Beam Analysis r.rr ascription : Uniform Snow #1 Reaction Analysis ieneral Beam Properties Elastic Modulus 29,000.0 ksi Span #1 Span Length = Span #2 Span Length = Span 03 Span Length = Project Title: Grove Engineer: Craig Brasher Prolect ID: 14042.00 Project Descr: 3 -Story Wood Construction Multi -Family 3.0 ft Area= 10.0 inA2 Moment of India = 100.0 in^4 26.50 it Area= 10.0 inA2 Moment of Inertia = 100.0 iAA4 2.0 ft Area= 10.0 !n^2 Momentof Inertia = 100.0 in^4 S10A M1 r ♦ T • Span = 3.0 f! ipplied Loads Loads on all spans... 0.4671 k Uniform Load on ALL spans : 3 = 0.0350 k/ft, Tributary Width =1.0 ft IESIGN SUMMARY Location of maximum on span Maximum Bending = 2.959k -ft Load Combination +D+S+H Location of maximum on span 13.4181t Span If where maximum occurs Span # 2 Maximum Deflection 0.000 Max Downward L+Lr+S Deflection 0.131 in Max Upward L+Lr+S Deflection -0.031 in Max Downward Total Deflection 0.131 in Max Upward Total Deflection -0.031 in lverall Maximum Deflections- Unfactored Loads 2.0 fl Service loads entered. Load Factors will be applied for calculations. Maximum Shear = 0.4671 k Load Combination +D+S+H Location of maximum on span 3.000 ft Span # where maximum occurs Span # 1 cad Combination Span Max. "-' Deli Location in Span Load Combination Max. "+" Dell Location In Span 1 0.0000 0.000 S Only .0.0453 0.000 S Only 2 0.1305 13.418 0.0000 0.000 3 0.0000 13.418 S Only •0.0307 2.000 lertical Reactions - Unfactored +D+0.60W+H Support notation : Far left is #1 Values In KIPS +D+0.70E+H __-_ - _.-_- _ -.__.---- cad Combination Support 1 . Support 2 Support 3 Support 4 Overall MINimum 0.429 0.398 +D+H +D+L+H +D+Lr+H +D+S+H 0.572 0.530 +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H 0.429 0.398 +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0,750L+0.750S+0.450W+H 0.429 0.398 +D+0.750L+0.750S+0.525E+H 0.429 0.398 +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only .572 0.530 W Only E Only H Only +D+H +D+L+H 13 AHJ Engineers, PC Structural Consultants Since 1985 General Beam Analysis r.rr Description: Uniform Snow d1 Reaction Analysis Vertical Reactions • Unfactored Load Combination supportI Support2 Support3 +D+ r+ +D+S+H 0.572 0.530 +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H 0.429 0.398 +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.7508+0.450W+H 0.429 0.398 Project Title: Grove Engineer: Craig Brasher Project ID: 14042.00; Project Descr: 3 -Story Wood Construction Multi -Family notation: Far left Is#1 Values in KIPS i 14 AHJ Engineers, PC Structural Consultants Since 1985 eneral Beam iscfiption : Unbalanced Snow 42 Reaction Analysis eneral Beam Properties_ Project Title: Grove Engineer: Craig Brasher Project ID: 14042.00 Project Descr: 3 -Story Wood Construction Multi -Family Elastic Modulus 29,000.0 ksi Span #1 Span Length = 2.0 it Area = 10.0 inA2 Moment of Inertia = 100.0 in44 Span #2 Span Length = 24.0 It Area = 10.0 inA2 Moment of Inertia = 100.0 inA4 Span #3 Span Length = 2.0 ft Area = 10.0 inA2 Moment of Inertia = 100.0 inA4 Span = 2.0 pplied Loads Loads on all spans... Uniform Load on ALL spans: Partial Length Uniform Load: Partial Length Uniform Load: IESIGN SUMMARY Maximum Bending = Load Combination Location of maximum on span Span If where maximum occurs Maximum Deflection Span =240n Service loads entered. Load Factors will be S = 0.0110 k/ft, Tributary Width =1.0 it S = 0.0290 k/ft, Extent =14.0 --» 21.50 It S = 0.0240 k/ft, Extent =14.0 ••» 28.0 ft 2.671 k -ft Maximum Shear = +D+S+H Load Combination 1427811 Location of maximum on span Span #2 Span # where maximum occurs Max Downward L+Lr+S Deflection 0.090 in Max Upward L+Lr+S Deflection -0.025 in Max Downward Total Deflection o.e2 Max Upward Total Deflection -0.025 in 3 O.00DO S a♦ •0.0249 2.000 'ertical Reactions - Unfactored ♦ Support notation : Far left is #1 ♦ mdCombinalion Support1 ♦ ♦ v�MAXimum 0.299 1 Dvemll MINimom 0.224 0.422 +D+H +D+L+H Span = 2.0 pplied Loads Loads on all spans... Uniform Load on ALL spans: Partial Length Uniform Load: Partial Length Uniform Load: IESIGN SUMMARY Maximum Bending = Load Combination Location of maximum on span Span If where maximum occurs Maximum Deflection Span =240n Service loads entered. Load Factors will be S = 0.0110 k/ft, Tributary Width =1.0 it S = 0.0290 k/ft, Extent =14.0 --» 21.50 It S = 0.0240 k/ft, Extent =14.0 ••» 28.0 ft 2.671 k -ft Maximum Shear = +D+S+H Load Combination 1427811 Location of maximum on span Span #2 Span # where maximum occurs Max Downward L+Lr+S Deflection 0.090 in Max Upward L+Lr+S Deflection -0.025 in Max Downward Total Deflection 0.090 in Max Upward Total Deflection -0.025 in Iverall Maximum Deflections - Unfactored Loads =2.On for calculations. 0.4927 k 1 +D+S+H 24.000 It Span # 2 tad Combination Span Mex. ° " Defl Location in Span Load Combination Max. "+" Dell Location in Span 1 O.00DO 0.000 S Only -0.0215 0.000 5 Only 2 0.0903 12.759 .0.0000 0.000 3 O.00DO 12.759 SOnly •0.0249 2.000 'ertical Reactions - Unfactored Support notation : Far left is #1 Values In KIPS mdCombinalion Support1 Support2 Support3 Support4 v�MAXimum 0.299 0.563 Dvemll MINimom 0.224 0.422 +D+H +D+L+H +D+Lr+H +D+S+H 0.299 0.563 +D+0.75OLr+0.750L+H +D+0.750L+0.750S+H 0.224 0.422 +D+O.60W+H +D+0.70E+H +D+0.75OLr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H 0.224 0.422 +D+0.750L+0.7505+0.525E+H 0.224 0.422 +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Jr Only L Only S Only 0.299 .563 15 W Only E Only H Only AHJ Engineers, PC Structural Consultants VAN. Since 1985 General Beam Analvsls uescripion : unowancec snow 8z HeaOrlon Anagsls Vertical Reactions - Unfactored Load Combination Support I Support 2 Support: +++H— +D+L+H +D+Lr+H +D+S+H 0.299 0.563 +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H 0.224 0.422 +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H 0.224 0.422 Project Title: Grove Engineer: Craig Brasher Prolect ID: 14042.00 Protect Descr: 3 -Story Wood Construction Multi -Family J Far left Is N1 Values In KIPS AHJ Engineers, PC Structural Consultants Since 1985 eneral Beam Analysis ascription : Uniform Snow #2 Reaction Analysis leneral Beam Properties _ Project Title: Grove Engineer: Craig Brasher Project ID: 14042.00 Project Descr: 3 -Story Wood Construction Multi -Family Elastic Modulus 29,000.0 ksi Span #1 Span Length = 2.0 it Area = 10.0 jnA2 Moment of Inertia = 100.0 inA4 Span #2 Span Length = 24.0 1t Area = 10.0 inA2 Moment of Inertia = 100.0 inA4 Span #3 Span Length = 2.0 ft Area = 10.0 inA2 Moment of Inertia = 100.0 inA4 Span = pplied Loads__ ___ Loads on all spans... Uniform Load on ALL spans IESIGN SUMMARY Maximum Bending Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection San 035DI Span = 24o Service loads entered. Load Factors will be applied for calculations. S = 0.0350 klft, Tributary Width =1.0 ft 2.450k -ft Maximum Shear= +D+S+H Load Combination 11.848ft Location of maximum on span Span # 2 Span # where maximum occurs Max Downward L+Lr+S Deflection 0.089 in Max Upward L+Lr+S Deflection -0.023 in Max Downward Total Deflection 0.089 in Max Upward Total Deflection -0.023 in Iverall Maximum Deflections - Unfactored Loads 0.420 k +D+S+H 2.000 it Span # i Dad Combination - Span Max."" Dell Location in Span Load Combination Max.'+" Dell Location in Span 1 0.0000 0.000 S Only •0.0230 0.000 S Only 2 0.0889 12.152 0.0000 0.000 3 0.0000 12.152 S Only -0.0230 2.000 fertical Reactions • Un_ factored Support notation: Far left Is #1 Values In KIPS Dad Combination Support 1 Suppmt2 Support 3 Support 4 Overall MARimum - 0.490 0.490 Overall MINimum 0.368 0.367 +D+H +D+L+H +D+Lr+H +D+S+H 0.490 0.490 +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H 0.368 0.367 +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H 0.368 0.367 +D+0.750L+0.750S+0.525E+H 0.368 0.367 +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only 0.490 X0.490 W Only �•.,.. E Only H Only 1 +D+H +D+L+H All Engineers, PC Structural Consultants Since 1985 General Beam Description : Uniform Snow #2 Reaction Analysis Vertical Reactions • Unfactored Load Combination Support Support Supporta +D+Lr+H v +D+S+H 0.490 0.480 +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H 0.368 0.367 +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.7503+0.450W+H 0.368 0.367 Project Titla: Grove En ineer: Craig Brasher Prolecl ID: 14042.00 Pro act Descr: 3 -Story Wood Construction Multi -Family INC. )Ort notation : Far left is#1 Values In KIPS Support 4 1 AHJ Engineers, PC Project Title: Grove Structural Consultants Engineer: Craig Brasher Project ID: 14042.00 Since 1985 Project Descr: 3-Story Wood Construction Multi-Family eneral Beam Analysis File=C.,DDCUME-ilcbresheADesktoplGrove.ece y ENERCALC. INC. 1983-2014. Build:6.14.128, Ver:6.14.1.26 r.rr ascription : Unbalanced Snow R3 Reaction Analysis eneral Beam Properties______ lastic Modulus 29,000.0 ksl 'pan 91Span Length = 2.0 it Area= 10.0 !n^2 Moment of Inertia = 100.0 inM Span #2 Span Length = 12.50 ft Area = 10.0 In^2 Moment of Inertia = 100.0 in^4 'pan M3Span Length = 2.0 it Area = 10.0 in^2 Moment of Inertia = 100.0 104 Span=20 f1 ">\ Span= 12..5011 X Span =2.0 f1 pplied Loads 0.006 in Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Max Downward Total Deflection 0.006 in Max Upward Total Deflection Uniform Load on ALL spans: S = 0.0110 Wit, Tributary Width =1.0 it 0.000 B Only Partial Lenqth Uniform Load : S = 0.0290 k/ft, Extent = 8.250 ••» 16.50 it 0.0000 0.000 Partial Lenqth Uniform Load: S = 0.0240 k/ft, Extent = 8.250 --» 16.50 it 0.0000 6.646 S Only -0.0032 ESIGN SUMMARY ertical Reactions - Unfactored Support notation : Far left is 111 Values in KIPS Maximum Bending = 0.701 k -ft Maximum Shear = 0.3257 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 7.4370 Location of maximum on span 12.500 it Span 1k where maximum occurs Span #2 Span N where maximum occurs Span 1i 2 Maximum Deflection Max Downward L+Lr+S Deflection 0.006 in Max Upward L+Lr+S Deflection -0.003 in Max Downward Total Deflection 0.006 in Max Upward Total Deflection -0.003 in verall Maximum Deflections - Unfactored Loads ed Combination Span Max.'-" Dail Location in Span Load Combination Mex.'+' Dail Location In Span 1 0.0000 0.000 S Only -0.0029 0.000 B Only 2 0.0064 6.646 0.0000 0.000 3 0.0000 6.646 S Only -0.0032 2.000 ertical Reactions - Unfactored Support notation : Far left is 111 Values in KIPS rad Combination Supporta Support2 Support3 Support4 Jverall MAXimum 0.165 0.454 Dverall MINimum 0.124 0.340 rD+H rD+L+H FD+Lr+H FD+S+H 0.165 0.454 FD+0.750Lr+0.750L+H rD+0.7501_+0.750S+H 0.124 0.340 fD+0.60W+H �D+0.70E+H r D+0.750 L r+0.750 L+0.450 W+H FD+0.750L+0.750S+0.450W+H 0.124 0.340 «D+0.750L+0.750S+0.525E+H 0.124 0.340 00.600460W+0.601-1 r0.60D+0.70E460H D Only _r Only Only B Only _ - 0.165 / 0.454 4.._._.-...� 19 NOnly `-- --- E Only i Only AN Engineers, PC Structural Consultants Since 1965 General Beam Analysis I.rr Description : Unbalanced Snow s3 Reaction Analysis Vertical Reactions • Untactored Load Combination Supponl Support Support; +D+H +D+L+H +D+Lr+H +D+S+H 0.165 0.454 +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H 0.124 0.340 +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H 0.124 0.340 Project Title: Grove Engineer: Craig Brasher Project ID: 14042.001 Protect Descr: 3 -Story Wood Construction Multi -Family Support notation: Far left is#1 Values in KIPS Support 4 2( All Engineers, PC Structural Consultants Since 1985 eneral Beam Analysis ascription: Uniform Snow #3 eneral Beam Properties :laslic Modulus 29,000.0 ksi 'pan #1 Span Length = 'pen 42 Span Length = 'pan #3 Span Length = Span= 2,0 f1 Project Title: Grove Engineer: Craig Brasher Project ID: 14042.00 Project Descr: 3 -Story Wood Construction Multi -Family 2.0 it Area = 10.0 inA2 Moment of Inertia = 100.0 inA4 12.50 it Area = 10.0 inA2 Moment of Inertia = 100.0 inA4 2.0 it Area= 10.0 inA2 Moment of Inertia = 100.0 inA4 Span = 12.50 0 pplied Loads Loads on all spans... Uniform Load on ALL spans: S = 0.0350 klft, Tributary Width =1.0 it ES1GN SUMMARY Maximum Bending = Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Span =2.0 f1 Service loads entered. Load Factors will be applied for calculations. 0.613 k -ft Maximum Shear = +D+S+H Load Combination 6.171 it Location of maximum on span Span # 2 Span # where maximum occurs verall Maximum Deflections - Unfactored Loads 0.006 in -0.003 in 0.006 in -0.003 in 0.2188 k +D+S+H 2,000 it Span If 1 .ad Combination Span Max.'-" Dell Location In Span Load Combination Max. °+° Deft Location in Span 1 0.0000 0.000 S Only -0.0028 0.000 ' Only 2 0.0059 6.329 0.0000 0.000 3 0.0000 - 6.329 S Only -0.0026 2.000 erticai Reactions - Unfactored _ _ --.. Support notation: Far teff Is #1 Values in KIPS _...--------- �edCombination Supportl Support2 Supporta Support4 Nerall MINimum tD+H tD+L+H tD+Lr+H tD+S+H t0+0.750Lr+0,750L+H tD+0.750L+0.750S+H tD+0.60W+H tD+0.70E+H t D+0.750 L r+0.750 L+0.450 W+H t D+0.750 L+0.7505+0.450 W+H tD+0.750L+0.750S+0.525E+H t0.60D+0.60W4.601-1 t0.60D+0.70E+0.60H ) Only .r Only . Only 'Only N Only - Only i Only tD+H tD+L+H 0.217 0.217 0.289 0.289 0,217 0.217 0.217 0.217 0.217 0.217 0.289 0289 21 S�oaz/ _`__!!C_1N'✓CG"� _ 51Y1�W .7�� ._ _-�.---'ii/Y/FG�°/1�_ __ SNOY✓7"[ _ .--- - 2�S�t. �Riil/ lid t w/Fo2� �i0 Je/ = a 82 K o, 530 i a rP X,Qe„ 00 AT L6" .Sfg#S- (/S� u.✓rAAM Zq 7-0 AaOvvr /V4 UNJ�Lt�N�A ON >ei©f SIDS o'v� -- v,✓ 4ircL''11 SNOW Z t%if/I= PM SsVDW 21v1f 11 ter- Mia, ;%Aw fll� vko') izAvcl- $ NQU/ ' t/S. UN/r O c's�1 SNOW �� / Z S4 5'P!�✓ vf3 A 6 nVn ORr AHJ NO. DATE: 94111 HEn PROJECT BY: C� AHJ ENGINEERS, PC STRUCTURAL CONSULTANT'S SHEET NO. 22, ,aro = 0.299 0, y90 �ti/gid 11 ter- Mia, ;%Aw fll� vko') izAvcl- $ NQU/ ' t/S. UN/r O c's�1 SNOW �� / Z S4 5'P!�✓ vf3 A 6 nVn ORr AHJ NO. DATE: 94111 HEn PROJECT BY: C� AHJ ENGINEERS, PC STRUCTURAL CONSULTANT'S SHEET NO. 22, AHJ Engineers, PC Structural Consultants Since 1985 IC 2012 1609.6 Alternate All -Heights Wind ascription: Loads - Wind Project Title: Grove Engineer: Craig Brasher Protect ID: 14042.00 Project Descr: 3 -Story Wood Construction Multi -Family nalytical Values Calculations per IBC 2012 1609.6 r verified these IBC 2012 All -Heights Wind Method Limitations: Analytical Values ... )9,6,1 (1): Total Height <=75ftwith (Height ILeast Width) <=a Exposure Category, ASCE 7.10 Sect 26.7.3 Exposure -or- Fundamental frequency >= 1 hertz Mean Root Height 35.0 It 19,6,1 (2) : Not sensitive to dynamic effects Topographic Factor per ASCE 7.10 Sec 26.8.2 )9.6.1 (3) : Site not affected by channeling/bufsting from upwind Items Kt = 0.250 K2 = 1.0 K3 = 1.0 )9.6.1 (4) : Simple diaphragm building per ASCE 7.05 Sec 6.2 Force KA to 1.0 per ASCE 7.10 26.8.2 Yes 19.6.1 (5) : Aware of ASCE 7 provisions for open buildings, multispan gable Topographic Factor Kzt = (1+K1"K2"K3)A2 1.000 roots, stepped roofs, sawtooth roofs, domed roofs, roofs with V : Basic Wind Speed 115.0 mph slopes> 45 deg, solid free standing walls & signs. per ASCE 7.10 26.5.1 )9.6.4.1: Aware of need to check torsion per ASCE 7 Fig. 27.4.8 WFRS Table per IBC 2012 1609.6.2, Section 1 Design Pressure P = 0.00256 VA2 K CK at zl INDWARD WALLS & PARAPETS ----•-- -• --•- WALLS ---•••----•--•••••----•-----• ••-•••-•••--•• PARAPETS psf------•---- U based on ibc 20121609.6.4.2 Item 1 Enclosed Partially Enclosed Heigh) KZ +Internal -Internal +Internal -Internal Enclosed Partially Enclosed 0.15' 0.850 j,i2AV .17 30 X10 3 30 36,94 36.94 20' 0.900 3.1 2.31 3.36 32.08 39.11 39.11 25' 0.940 13.7 23.30 3.51 33.51 40.85 40.85 30' 0.980 14.31 24.29 3.66 34.93 42.59 42.59 40' 1.040 15.18 25.77 3.88 37.07 45.19 45.19 50' 1.090 15.91 27,01 4.07 38.86 47.37 47.37 60' 1.130 16.50 28.01 4.22 4026 49.11 49.11 70' 1.170 17.08 29.00 4.37 41.71 50.84 50.84 80' 1.210 17.66 29.99 4.52 43.13 52.58 52.58 90' 1.240 18.10 30.73 4.63 44.20 53.89 53.89 100' 1.260 18.39 31.23 4.71 44.92 54.75 54.75 Enclosed Partially Enclosed :EWARD & SIDEWALLS +Internal -Internal +Internal -internal Kz based on IBC 20121609.6.4.2 Item 2 1.010 Leeward Wall (�•17,49, 72 •28.46 3.77 Side Wall •22.63 -12.00 -33.26 1.37 Parapet Wall: Leeward Both Directions -29.15 Both Directions -29.15 23 AHI Engineers, PC Structural Consultants Since 1985 Project Title: Grove Engineer: Craig Brasher Protect ID: 14042.00 Protect Descr: 3 -Story Wood Construction Multi -Family IBC 2012 1609.6 Alternate All -Heights Wind Fila=GAAM. nu R1brasher De 110 uve.ee6 9 ENEHC File INC. IPN3 ME- \cbras to ,ort opko e , na Description: Loads - Wind -- MWFRS per IBC 2012 Table 1609.6.2 Section 1 Kz per IBC 20121609.6.4.2 Item 2 1.010 Design Pressure P = 0.00256 VA K Cot Kzt WIND PERPENDICULAR TO RIDGE psf Enclosed Partially Enclosed t -Intern +Internal -Internal Leeward Roof or Flat Roof 2.63 X12 00 i -12.69 -1.37 Windward Roof Slopes Slope < 2:12 (10 deg) Condition 1 -37.38 -27.09 -48.35 -16.12 19.89 Condition 2 -9.60 0.69 -20.57 11.66 Slope <4:12 (18 deg) Condition 1 -25.03 -14.40 -35.66 -3.77 Condition 2 -1.71 8.57 -12.69 19.55 Slope < 5:12 (23 deg) Condition 119.8 4,L_.. a _ -30.86 1.37 19.89 Condition 2 0 ' 1.66 -9.94 22.29 1.010 +: 17.30 Slope < 6:12 (27 deg) Condition 1 -16.12 -5.49 -26.75 5.14 Condition 2 2.06 12.69 -8.57 23.32 Slope < 7:12 (30 deg) Condition 1 -12.69 -2.06 -23.32 -8.92 1.010 Condition 2 2.40 12.69 -8.57 23.66 Slope < 9:12 (37 deg) Condition 1 -9.26 1.37 -19.89 12.00 Condition 2 4.80 15.09 -6.17 26.06 Slope < 12:12 (45 deg) 4.80 15.09 -6.17 26.06 WIND PARALLEL TO RIDGE All slopes including Flat Roofs -97.38 -27.09 -48.35 -16.12 Roof & Overhang Components & Cladding per IBC 2012 Table 1609.6.2, Section 2 & 3 Design Pressure P = 0.00256 VA2 K C Description Continuity Item Type No Discontinuity Gable or I No Discontinuity Gable or hipped, Slope<6:12 No Discontinuity Gable or hipped, Slope<6:12 Discontinuity Present Gable or hip ® ridges,eaves,rakes, Slope<6:1i Discontinuity Present Gable or hip ® ridges,eaves,rakes, Slope<6:1; Discontinuity Present Gable or hip ® ridges,eaves,rakes, Slope<6:1: Discontinuity Present Discontinuity Present Overhang, Slope <6:12 Overhang, Slope <6:12 Eff. Area n Kz Enclosed -f0.00 1.010 +: 19.89 -34.29 50.00 1.010 +: 17.30 100.00 1.010 +: 14.06 -31.55 10.00 1.010 +: 19.89 -57.61 50.00 1.010 +: 17.30 -49.83 100.00 1.010 +: 14.06 -40.12 10.00 1,010 +; 0.00 0.00 100.00 1.010 +: 0.00 0.00 -42.18 30.52 -68.58 27.93 -60.81 24.69 -51.09 0.00 -64.12 0.00 -64.12 24 AHJ Engineers, PC Structural Consultants Since 1985 Project Title: Grove Engineer: Craig Brasher Protect ID: 14042.00 Project Descr: 3 -Story Wood Construction Multi -Family 3C 2012 1609.6 Alternate All -Heights Wind FNFNCAIf(: IN(: fYaaiuMEa B,br8 heADn opXGrwe.� 111 'ascription: Loads - Wind Nall & Parapet Components & Cladding per IBC 2012 Table 1609.6.2, Section 4 & 5 Design Pressure P = 0.00256 VA2 K C K z net zt Kz scription ContinuityItem Type Z, Ht. Above Ground Eff. Area Enclosed Partially Level, It ftA2 Enclosed No Discontinuity Wall Elements, h<=60 ft 15 10.00 0.85 +: 28.86 38,09 -31.45 -40.40 No Discontinuity Wall Elements, h<=60 ft 15 100.00 0.85 +; 27.53 36.71 -30.08 -39.08 Discontinuity Present Wall Elements, h<=60 it 15 10.00 0.85 + : 28.86 38.09 -38.67 -47.90 Discontinuity Present Wall Elements, h<=60 ft 15 100.00 0,85 +: 27.53 36.71 -35.97 -45.20 25 ilpL it mwp� 7 10, f I I 7 JAMS 00ZIFT mz> UPS/FT A5 Or'" ROOF dZW 40/6 —lav a, 60 pt e(3P, sf0.63 UP/ I -goo r- e7W'" U/o/ /Fj- i, 0 6 W*a- %'-JcVA D. I ----- --- ----------- -1 ---- - ----- AHJ NO. A,04Z DATE: 04 L14 SHEET NO. PROJECT BY: T2� AHJ ENGINEERS, PC STRUCTURAL CONSULTANTS AHJ Engineers, PC Project Title: Grove Structural Consultants Engineer: Craig Brasher Project ID: 14042.00 Since 1985 Project Descr: 3-Story Wood Construction Multi-Family e rma neral Beam Analysis Fla=C: DCCUME•lcbreshaADesklap Grave. fee y ENERCALC, INC. 1983-2014, Build:8.14.1.26, Ver.6.14.1.28 KW-06001594 Licensee: ahj engineers, p.c. scription : Uniform Snow N3 Reaction Analysis ertical Reactions • Unfa_ct_oredSupport notation: Far left is 91 Values In KIPS ad Combination SupportI Support2 Suppon3 Support4 +Lr+H D+S+H 0.289 0.289 D+0.750Lr+0.750L+H D+0.750L+0.750S+H 0.217 0.217 D+0.60W+H D+0.70E+H D+0.750Lr+0.750L+0.450W+H D+0.750L+0.750S+0.450W+H 0.217 0.217 27 The Grove at Riverside File ID: IF13055A Page 11 foundation bearing surface. Our analysis is based on an expected structural fill placement of at least 4 to 5 feet beneath foundations. Design Criteria Foundations constructed on soil improvements as presented in this report may be designed using a maximum allowable bearing pressure of 2,500 pounds per square foot (psf). Mass concrete placed on soil improvements over compacted subgrades can utilize a friction coefficient (fs) of 0.50 to resist lateral loads. This coefficient must be reduced by 1/3 if concrete is not cast directly on soil such as for pre -cast panels. Using good construction practices and constructing during good weather, we estimate foundations bearing on subgrades prepared as recommended herein will realize less than 1 inch total and 0.5 inches of differential settlement in a 30 -foot span. Our settlement estimates rely on 50 kip column loads and 4 kip per lineal foot wall loads. Foundation loads greater than these should be analyzed for changes in settlement potential. Where water accumulates at the foundation elevation, settlement can be in excess of our estimates and the building tolerances. Therefore, we recommend exterior grading provide adequate drainage away from the building. Seismicity We expect the 2012 IBC will be utilized for project structural design. IBC Section 1613 outlines the procedure for evaluating site ground motions and design spectral response accelerations. STRATA utilized site soil and geologic data and the project location to establish - earthquake -loading criteria at the site referencing IBC Section 1613. Based on our field exploration and knowledge of the upper 100 feet of the soil profile, we recommend a Site Class _-_..__._......__.._._.._...-------._..._-_......__.._...___ .__. D be utilized as a basis for structural seismic design. STRATA evaluated the potential for liquefaction in the soil profile anticipated below the proposed structure. Liquefaction is a common concern in loose sand and silt with a potential for saturated conditions. The liquefaction potential rapidly decreases when the density increases and the percentage of fine-grained soil increases. Based on our exploration and experience, we consider the potential for liquefaction to be low based on the density of gravel alluvium and the depth to groundwater. Concrete Slab -on -Grade Floors Concrete slab -on -grade floors should be supported by compacted crushed aggregate base course placed on a prepared subgrade, as described in this report's Site Preparation section. We recommend concrete slab -on -grade floors exposed to typical pedestrian and light www.stratageatech.com 2f laps Summary Report http://ehp3-earthquake.wr.usgs.gov/desigr=aps/us/summa... Vit$ Design Maps Summary Report Iser-Specified Input Report Title Grove Tue April 29, 2014 18:36:32 UTC Wilding Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 43.8320N, 111.780W Site Soil Classification Site Class D - "Stiff Soil" j Risk Category I/[I/III 1 2nd 50001k) EE`33 -J mapquest JSGS-Provided Output 41 QNe,adale par City N O 1R T"HI ANei ER1CA I ®20141 ®MapQuert SS = 0.445 g SMS = 0.643 g SDS = 0:429 g S1 = 0.157 g SM1 = 0.341 g SD1 = 0.227 g 'or information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) Ind deterministic ground motions in the direction of maximum horizontal response, please return to the Ipplication and select the "2009 NEHRP" building code reference document. MCE„ Response Spectrum Design Response Spectrum 0.50 0.70 0.65 0.63 0.10 0.56 0.35 0.63 0.30 O.L2 N 0.35 N 0.25 0.20 0.28 0.21 0.15 0.14 0.10 0.07 0.05 0.00 0.00 0.00 0.20 0.10 0.60 0.80 1.00 1.20 1.10 1.60 1.80 2.00 0.00 0.20 0.10 0.60 0.80 1.00 1.20 1.10 1.60 L80 2.00 Period, T(sec) Period, T(sed \Ithough this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or 29 4/29/201412:37 PM AHJ Engineers PC Project Title: Grove Strcutural Consultants Engineer: Craig Brasher Project ID: 1404200 Since 1985 Project Descr: 3 -Story Wood Construction Multi -Family ASCE Seismic Base Shear File=C:100CUME-AcbrasheADaAIoplGmve.ec6 ENERCALC. INC 1967.2614, Build:6.14.1,26, Ver.6.14.1.26 Lic. #: KW -060011694 Licensee: it Loads - Seismic _ Risk Category -- -- _ Calculations per ASCE 7-10( Risk Category of Building or Other Structure: "II' : All Buildings and other structures except those listed as Category I, III, and IV ASCE 7-10, Page 2, Table 1.5-1 Seismic Importance Factor 1 ASCE 7-10, Page 5, Table 1.54 USER DEFINED Ground Motion ASCE 7-10 11.4.1 _ _ Max. Ground MolJons, 5% Damping: SS 0.4450 g, 0.2 sec response Sl = 0.1570 % 1.0 sec response Site Class, Site Coeff. and Design Category Site Classification 'D": Shear Wave Velocity 600 to 1,200 fusec = D ASCE7.10 Table 20.3-1 Site Coefficients Fa & Fv Fa = 1.44 ASCE 7-f0 Table 11.4-1 & 11.4-2 (using straight-line interpolation from fable values) Fv = 2,17 Maximum Considered Earthquake Acceleration SMs=Fa*Ss = 0.643 ASCE 7.10 Eq. 11-44 S M1 =Fv•S1 = 0.341 ASCE7-10 Eq. 11,4-2 Design Spectral Acceleration S Ds S MS 213 0.428 ASCE 7-10 Eq. 11.4-3 S DI S M1 2" ° 0.227 ASCE 7-10 Eq. 11.4-4 Seismic Design Category - D 4SCE 7-10 Table 11.6-1&-2 Resisting System 7-10 Table 12.2-1 _ASCE Basic Seismic Force Resisting System... Bearing Wall Systems Light -framed walls sheathed wiwood structural panels rated for shear resistance or steel sheets. Response Modification Coefficient "R" = 6.50 Building height Limits: System Overstrength Factor "Wo' = 2.50 Category'A & B' Limit No Limit Deflection Amplification Factor ' Cd " = 4.00 Category "C" Limit: No Limit Category "D" Limit: Limit = 65 f f NOTE! See ASCE 7-10 for all applicable footnotes. Category"E" Limit: Limit = 65 I Category 'F"Limit Limit =65 Redundancy Factor ASCE 7-10 Section 123.4 Seismic Design Categoryof D, E, or F, Redundancy Factor' p' Set by User to =1.0 - Lateral Force Procedure ASCE 7-10 Section 12.8.2 Equivalent Lateral Force Procedure The'Eguivalent Lateral Force Procedure' is being used according to the provisions of ASCE 71012.8 Determine Building Period Use ASCE 12.8-7 Structure Type for Building Period Calculation : All Other Structural Systems ' Ct"value 0.020 ' hn' : Height from base to highest level = 35.0 it "x"value = 0,75 ' TaApproximate fundamental period using Eq. 12.8-7 : Ta = Ct' (hn A x) = 0.288 sec 'TL' : Long -period transition period per ASCE 7-10 Maps 22-12 -> 22.16 6.000 sec Building Period "Ta' Calculated from Approximate Method selected 0,288 sec " Cs " Response Coefficient S DS: Short Period Design Spectral Response = 0.428 From Eq. 12.8-2, Preliminary Cs = 0.066 " R ": Response Modification Factor = 6.50 From Eq. 12.8-3 & 12.8A , Cs need not exceed = 0.122 ' I' : Seismic Importance Factor = 1 From Eq. 12.8-5 & 12.8-6, Cs not be less than = 0,019 I Cs : Seismic Response Coefficient = = 0.0659 3 II - AHJ Engineers PC Strcutural Consultants Jr, 11111111M, Since 1985 SCE Seismic Base Shear ieismic Base Shear Cs = 0.0659 from 12.8.1.1 Project Title: Grove Engineer: Craig Brasher Project ID: 14042.00 Project Descr: 3 -Story Wood Construction Multi -Family W ( see Sum Wi below) = Seismic Base Shear V = Cs * W = 1,560.00 k 102.81 k Nowd: ver:s.14. ASCE 7-10 Section 12.8.1 lertical Distribution of Seismic Forces 450.00 51.34 51.34 450.00 51.34 ASCE 7-10 Section 12.8.3 k' : hx exponent based ori Ta = 1.00^-"- 33.45 84.79 990.00 46.27 1 570.00 ible of building Weights by Floor Level... 102.81 1,560.00 48.84 Level # �- Wi: Weight Hi: Height (Wi * Hi) Ak Cvx Fx=Cvx' V Sum Story Shear Sum Story Moment 3 450.00 35.00 15,750.00 0.50 51.34 51.34 0.00 2 540.00 19.00 10,260.00 0.33 33.45 84.79 821.49 _ 1 5_70.00 9.70 5,529.00 0.18 i _ 18.02_ 102.81 1,610.02 Sum WI = 1,560.00 k Sum Wi * Hi = 31,539.00 k -ft Total Base Shear= 102.81 k Base Moment= 2 607 3 k -k )iaphragm Forces : Seismic Desl n Category atego "B" to "F" _ Level # Wi Fi Sum Fi Sum Wi Fpx ASCE7-10 12.10.1.1 3 450.00 51.34 51.34 450.00 51.34 2 540.00 33.45 84.79 990.00 46.27 1 570.00 18.02 102.81 1,560.00 48.84 Wpx .......................... Weight at level of diaphragm and other structure elements attached to it. Fi ............................ Design Lateral Force applied at the level. Sum Fi ....................... Sum of'Lat. Force' of current level plus all levels above MIN Req'd Force @ Level ........ 0.20 * SOS * I * Wpx MAX Req'd Force @ Level ........ 0.40 * SDS * 1 * Wpx Fpx : Design Force @ Level ....... Wpx * SUM(x->n) Fi / SUM(x->n) wi, x = Current level, n = Top Level 31 tv GIo I; OOr 1'PAMINC 5 .-.-, .. r AL 6 gyi L e,,� 0 Gi- Al ACJ AIV &-4n #llRe I Q2 !G9 63 7rP oj5 ROOF F&M.vG AHJ NO. 11042 !'♦2CJEC1: GI:M seal(TIT A LItIN'SiITWUS ose 40 SF C it ArV .� a �IOnf, F zr,;,, SAW DAZE: 04/w SHEF? NC POQf .ff/i /N6 I:OQ� JOISTS 8-1?�h17 5PNV I LOAD KEAG77 NC5) RESULT D. Z7 k /1'. q;0 C� -�-3_ - )-a 2 ASF = -6-7/1571I 1Ar s a, (1 I� RtiGINF.P,RS, PC VC-CUR,ALC )NSUIXANTS AHJ NO. 14042 I ROJECI: ROVE DALE: 04/14* SHEET NO. BY: CD 33 -- - ---- - soot= ���MrN� �oo� �pi5r�_a a�r�5 MNPK 51'MI LO�IDS R-EAGTlON(S) RCSULT i S L� (LR r✓ /✓v a "T—` OLS G 0 ✓ AY: S 24 77�4A 2,41 4)tICr _Qk�_/yx9�i I = O Z . Gi i /c7r.4S i L, V-)°7� AFII FNGINE'FRS, PC STRI (T ixdl. C<1NSI'I:r WES AHJ NO. 14042 PROJECI: GpOVE __»---- -_- -- WE: Can SHEET NC. BY: 2 39 1 —_-- K'v Ziff I AMiNG 9100E- (7/PDF9-'5 SPAN LOADS RESULT _ 2 _ -".z2 _1'ye_xvsS - -( 0 -&,LM - - y 2. Z. �✓ 7Z F �^%� AT 4F 4o F - _ 64� t / x y✓�A� f Q L az- / Z 7- _ - ' 710 _ oG6L 3, AHJ N0, 14042 DAIS: 04/M PROJECI: BY: cp SHEET N0. -- 35 PaOFEVI'lING) MAFK I f5PAN I LOADS AHi NO. 14092 DAIS: 04/11 SHEETNO. PROJECI: CAFOVt; BY: C[3 Al -1.1 ENGINEERS, PC, STRUCTI tR A I - CONSULTANTS Structural Consultants Since 1985 "' Engineers, PC Project Title: Grove Engineer: Craig Brasher Project ID: 14042.00 Proltact Descr: 3 -Story Wood Construction Multi -Family File =C:1D000ME-1lcbesherYDektoplGme.ec8alti le Simple Beam ENERCALC, INC. 1983-2014. Build:6.14.1.26. Ver:6.14.1.26 scription : Roof Joists 1 tod Beam Design : J1 rood Species : Douglas Fir- Larch Fb - Tension 900.0 psi Fc - Prll Fb - Compr 900.0 psi Fc - Perp plied Loads Beam self weight calculated and added to loads Jnif Load: D = 0.0180, S = 0.0670 k/ft, TO= 2.0 ft sin Summa ax fb/Fb Ratio = 0.622. 1 Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7.10 with IBC 2012 Load Combinations, Major Axis Bending Wood Grade: No.2 1,350.0 psi Fv 180.0 PSI Ebend- xx 1.600.0 ksl Density 32.210 pcf 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi b : Actual : 1,173.51 psi at 3.850 ft in Span # 1 :b: Allowable: 1,428.30 psi 1,547.33 psi .oad Comb : +D+S+H -oad Comb: ax fv/FvRatio = 0.562: 1 V: Actual : 116.29 psi at 8.750 ft in Span # 1 -v : Allowable: 207.00 psi 69.39 psi at .oad Comb: +D+S+H -v: Allowable : ax Reactions (k) P 6 k $ WY E eft Support 0.15 0.52 tight Support 0.30 1.06 Beam Design: J2 food Species : Douglas Fir - Larch Fb - Tension 900.0 psi Fc - PHI Fb - Compr 900.0 psi Fc - Perp plied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0180, S = 0.0670 k/ft, Trib= 2.0 ft sign SummarX ax fb/Fb Ratio = 0.626; 1 000360 sd.134o -- ' -' 8.750 it !3.0x8 axlSelfechons H Downward L+Lr+S 0.168 in Downward Total 0.168 in Upward L+Lr+S -0.104 in Upward Total -0.104 in Live Load Defl Ratio 623 >360 Total Dell Ratio 623 >180 Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7.10 with IBC 2012 Load Combinations, Major Axis Bending Wood Grade : No.2 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 32.210 pcf 625.0 psi Ft 575.0 PSI Eminbend -xx 580.0 ksi b: Actual : 968.32 psi at 2.665 ft in Span # 1 =b : Allowable : 1,547.33 psi -oad Comb: +D+S+H ax fv/FvRatio = 0.335: 1 N: Actual : 69.39 psi at 4.886 it in Span # 1 -v: Allowable : 207.00 psi -oad Comb: +D+S+H ax Reactions (k) 12 L Lr -4 v_v € H eft Support 0.10 0.36 tight Support 0.10 0.36 _ uooaco s �aao 5530 x, 1xe Downward L+Lr+S 0.074 In Downward Total 0.074 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Dell Ratio 870 >360 Total Dell Ratio 870 >180 i 37 AHJ Engineers PC Strcutural Consultants Since 1985 General Beam Project Title: Grove Engineer: Craig Brasher Proiect ID: 14042.00 Project Descr: 3 -Story Wood Construction Multi -Family Description : Truss Reaction Analysis At B26 Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Load Combination Support1 Support2 Support3 General Beam Properties =1.0 it 0.820 Partial Length Uniform Load : S = 0.0320 k/f6 Extent = 0.0 --» 8.30 it 0.125 J Overall MlNimum DESIGN SUMMARY Elastic Modulus 29,000.0 ksi 0.029 +D+H Maximum Bending= 1.751 k -ft Maximum Shear = 0.5906 k Span#1 Span Length = 3.0 it Area= 10.0 inA2 Momentof Inertia = 100.0 inA4 Span #2 Span Length = 18.60 it Area= 10.0 inA2 Moment of Inertia = 100.0 inA4 Span #3 Span Length = 6.50 ft Area = 10.0 inA2 Moment of Inertia = 100.0 inA4 Span #4 Span Length = 3.330 it Area = 10.0 inA2 Momentof Inertia = 100.0 inA4 5 0.034 OIO 01PA151003501 _ Span=30n Span= 16.60/1 Span =6.501f Span=3.33011 Applied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Load Combination Support1 Support2 Support3 Uniform Load on ALL spans : D = 0.0180, S = 0.0350 kit, Tributary Width =1.0 it 0.820 Partial Length Uniform Load : S = 0.0320 k/f6 Extent = 0.0 --» 8.30 it 0.125 J Overall MlNimum DESIGN SUMMARY 0.193 0.029 +D+H Maximum Bending= 1.751 k -ft Maximum Shear = 0.5906 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 18.600ft Location of maximum on span 18.600 it Span If where maximum occurs Span # 2 Span # where maximum occurs Span # 2 i Maximum Deflection 0.322 0.048 +D+0.750L+0.750S+H Max Downward L+Lr+S Deflection 0.020 in 0.105 +D+0.60W+H Max Upward L+Lr+S Deflection -0.010 in 0.048 +D+0.70E+H Max Downward Total Deflection 0.020 in 0.048 +D+0.750Lr+0.750L+0.450W+H Max Upward Total Deflection -0.010 in 0.048 Overall Maximum Deflections - Unfactored Loads 0.664 0.821 0.105 Load Combination Span Max.'-" Dell Location in Span Load Combination Max. "+" Dell Location in Span 1 0.0000 - 0.000 S Only -0.0101 0.000 - S Only 2 0.0197 8.351 0.0000 0.000 3 0.0000 8.351 S Only -0.0018 2.786 S Only 4 0.0029 3.330 0.322 0.0000 2.706 Vertical Reactions - Unfactored Support notation : Far left is #1 Values In KIPS Load Combination Support1 Support2 Support3 Support4 Support5 Overall MA imum 0.820 0.987 0.125 J Overall MlNimum 0.117 0.193 0.029 +D+H 0.196 0.322 0.048 +D+L+H 0.196 0.322 0.048 +D+Lr+H 0.196 0.322 0.048 +D+S+H 0.820 0.987 0.125 +D+0.750Lr+0.750L+H 0.196 0.322 0.048 +D+0.750L+0.750S+H 0.664 0.821 0.105 +D+0.60W+H 0.196 0.322 0.048 +D+0.70E+H 0.196 0.322 0.048 +D+0.750Lr+0.750L+0.450W+H 0.196 0.322 0.048 +D+0.750L+0.7505+0.450W+H 0.664 0.821 0.105 +D+0.750L+0.750S+0.525E+H 0.664 0.821 0.105 +0.60D+0.60W+0.60H 0.117 0.193 0.029 +0.60D+0.70E+0.60H 0.117 0.193 0.029 i D Only 0.196 0.322 0.048 Lr Only L Only 3F� -- - S Only 0.624 0.665 0.077 W Only E Only AHJ Engineers PC Project Title: Grove Strculural Consultants Engineer: Craig Brasher Project ID: 14042.00 Since 1955 Prosect Descr: 3-Story Wood Construction Multi-Family Prmtedr BMAY P019, 3:23PM general Beam Anal sis File -C.,TOCUME-1kMashmlpasktop%Grwa.ece Y ENFAMC. INC. 19432074 Ri Hd 1A 124 vara to t oA iascription : Truss Reaction Analysis At B28 Jertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS - _ _p.o - .oadCombinallon Suppott Suppod2 Supporta Support4 Supports +D+H 0.196 0.322 0.048 +D+L+H 0.196 0.322 0.048 +D+Lr+H 0.196 0.322 0.048 +D+S+H 0.820 0.987 0.125 +D+0.750Lr+0.750L+H 0.196 0.322 0.048 +D+0.750L+0.750S+H 0.664 0.821 0.105 +D+0.60W+H 0.196 0.322 0.048 +D+0.70E+H 0.196 0.322 0.048 +D+0.750Lr+0.750L+0.450W+H 0.196 0.322 0.048 +D+0.750L+0.750S+0.450W+H 0.664 0.821 0.105 M AHJ Engineers PC ojec I e. rove Strcutural Consultants En loser Craig Brasher Project ID: 14042.0(1 Prooecl Descr: 3 Wood Construction Since 1985 -Story Multi -Family Prinle0: 9 MAY a114. 4aePM Multiple Simple Beam File=C:1D00UME-1 lcbres6ADesktop1Araaoo6 p p 1,078.34 psi ENERCALC, INC. 1983-2014, Build:6.14.1.26, Ver:6.14.1.26 Load Comb: +D+S+H Max fv/FvRatio = 0.355: 1 Description: Roof Beams 1 fv : Actual : Wood Beam Design: B1 7.750 ft in Span # 1 Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7.1 1 BEAM Size: 2-2x6, Sawn, Defined Brace Spacing let at 2.0 ft and spaced at 2.01 Using Allowable Stress Design with IBC 2012 Load Combinations, Major Axle Bending Load Comb: Wood Species : Douglas Fir -Larch Wood Grade: No.2 Fb - Tension 900.0 psi Fc - PHI 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 32.210 pcf P L- Lr Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi Left Support Applied Loads 0.83 Beam self weight calculated and added to loads 0.25 Unit Load: D = 0.250, S = 0.560 k/ft, Trib=1.0 fl Load Comb: Design Summary uo.2se 50161 f Max fb/Fb Ratio = 0.522; 1 2 L Lr fb : Actual : 610.27 psi at 1.375 ft In Span # 1 Left Support Fb: Allowable: 1,168.53 psi ; 1 1.69 Load Comb: +D+S+H 0.61 Max fv/FvRatio = 0.380: 1 fv: Actual : 68.49 psi at 2.301 It in Span # 1 Fv: Allowable: 180.00 psi 2 7 ft. 2.2.6 Load Comb: +D+S+H Max Deflecflons Max Reactions (k) 0 6 L[ B w € H Downward L+Lr+S 0.011 in Downward Total 0.011 In Left Support 0.35 0.77 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.35 0.77 Live Load Deb Ratio 3031 >480 Total Def Ratio 3031 >240 Wood Beam Design: B2 Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7.101 BEAM size : -L-2x6, sawn, Defined Brace sp acing, 1st at 2.0 ft and spaced at 2.01 Using Allowable Stress Design with PE 2092 Load Combinations, Major Axis Bending Wood Species : Douglas Fir- Larch Wood Grade: No.2 Fb - Tension 900.0 psi Fc - PHI 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksl Density 32.210 pcf Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi Applied loads Beam self weight calculated and added to loads Unif Load: D = 0.0540, S = 0.20 k/ft, Trib=1.01t Design Summary Max fb/Fb Ratio = 0.951 • 1 fb : Actual : 1,025.94 psi at 4.167 ft in Span # 1 Fb: Allowable: 1,078.34 psi Unif Load: D = 0.150, S = 0.450 k/it, Trib=1.01t Load Comb: +D+S+H Max fv/FvRatio = 0.355: 1 fv : Actual : 63.97 psi at 7.750 ft in Span # 1 Fv: Allowable : 180.00 psi Load Comb: +D+S+H Max Reactions (k) P L- Lr 9 yf ; Left Support 0.25 0.83 Right Support 0.25 0.83 j 0 0.0540 S(0.20) 8.333 ft, 2-2X8 Downward L+Lr+S 0.143 In Downward Total 0.143 in Upward L+Lr+S 0.000 In Upward Total 0.000 In Live Load Def Ratio 698 >480 Total Deb Ratio 698 >240 woos t3eam Design : B5 Calculations per 2012 NOS, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size: 6x10, Sawn, Defined Brace Spacing 1st at 2.0 ft and spaced at 2.0 H Using Allowable Stress Design with IBC 2012 Load Combinations, Major Axis Bending Wood Species : Douglas Fir - Larch Wood Grade: No.2 Fb - Tension 875 psi Fc - PHI 600 psi Fv 170 psi Ebend- xx 1300 ksl Density 32.21 pcf Fb - Compr 875 psi Fc - Perp 625 psi Ft 425 psi Eminbend - xx 470 ksl Applied Loads --------------- 1)(0 IMI 60A5(1 Beam self weight calculated and added to loads Unif Load: D = 0.150, S = 0.450 k/it, Trib=1.01t Design Summary Max fb/Fb Ratio = 0.713.1 f c : Actual : 623.86 psi at 3.750 If in Span # 1 Fb: Allowable: 674.48 psi Load Comb: +D+S+H Max fv/FvRatio = 0.307: 1 fv : Actual : 52.24 psi at 0.000 it in Span # 1 Fv: Allowable: 170.00 psi 0.063 in Load Comb: +D+S+H Upward Total Max Reactions (k) 2 L Lr S W E Left Support 0.61 1.69 Right Support 0.61 1.69 --------------- 1)(0 IMI 60A5(1 l� TO X, 6.10 ____Max a ae ons -- Downward L+Lr+S 0.063 in Downward Total 0.063 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Def Ratio 1427 >480 Total Dell Ratio 1427 >240 4C AHJ Engineers PC Strcutural Consultants Since 1985 Project Title: Grove Engineer: Craig Brasher Project ID: 14042.00 Project Descr: 3 -Story Wood Construction Multi -Family Atl le Simple Beam File =C:\DOCUME-ftbrasherlDwktop\Grow.ec6 p p ENERCALC, INC. 1883-2014. Bulld:6.14.1.26. Ver:6.14.1.26 )od Beam Design: B6 rood Species : !Level Truss Joist Fb - Tension 2,600.0 psi Fc - Prll Fb - Compr 2,600.0 psi Fc - Perp Plied Loads Beam self weight calculated and added to loads Jnif Load: D = 0.290, S = 0.630 k/ft, Trib=1.0 ft sign Summary ax fb/Fb Ratio = 0.759. 1 Calculations per 2012 NDS, IBC 2 ed Brace Spacing, 1st at 2.0 ft and space In IBC 2012 Load Combinations, Major Axis Bending Wood Grade: MlcroLam LVL 1.9 E 2,510.0 psi Fv 285.0 psi Ebend- xx 1,900.0 ksi 750.0 psi Ft 1,555.0 psi Eminbend - xx 965.71 ksi b: Actual : 1,969.44 psi at 3.915 ft in Span # 1 7b: Allowable : 2,594.33 psi .oad Comb: +D+S+H ax fv/FvRatio = 0.559: 1 V: Actual : 159.30 psi at 0.000 ft in Span # 1 :v: Allowable : 285.00 psi .oad Comb: +D+S+H ax Reactions (k) D L Lr W E H eft Support 1.16 3.25 tight Support 1.16 3.25 and Beam Design: B26 rood Species : ii-evel Truss Joist Fb - Tension 2,600.0 psl Fc - Prll 21510.0 psi Fb - Compr 2,600.0 pal Fc - Perp 750.0 psi Plied Loads Beam self weight calculated and added to loads Jnif Load: D = 0.320, S = 0.670 Wit, Trib=1.0 ft sign Summer ax fb/Fb Ratio = 0.864. 1 b: Actual : 2,235.80 psi at 8.375 ft in Span # 1 -b: Allowable: 2,588.87 psi -oad Comb: +D+S+H ax fv/FvRatio = 0.581 : 1 v: Actual : 165.52 psi at 0.000 ft in Span # 1 :v: Allowable: 285.00 psl -oad Comb: +D+S+H ax Reactions (k) P 1 1 a V E eft Support 2.80 5.61 light Support 2.80 5.61 CBC 2013, ASCE 7.10 Density 32.210 pcf OfOl% s108301 s� 7.830 fl. 2-1.75x9.5 nward L+Lr+S 0.149 in Downward Total 0.149 in and L+Lr+S 0.000 In Upward Total 0.000 in Load Deo Ratio 632 >480 Total DO Ratio 632 >240 Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7.10 cin 1st at 2.0 ft and space oad ombinations, Major Axis Bending Wood Grade: Microl-am LVL 1.9 E Fv 285.0 psi Ebend-xx 1,900.Oksi Density 32.210 pcf Ft 1,555.0 psi Eminbend - m 965.71 ksi 00.320 so O 16.750ft, 2-1.75x18 H Downward L+Lr+S 0.369 in Downward Total 0.369 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Deft Ratio 544 >360 Total Deo Ratio 544 >240 41 AH.I Enni-ers PC FIVIQVL 11 "' uruve Structural Consultants Engineer: Craig Brasher Project ID: 14042.00 Since 1985 Project Descr: 3 -Story Wood Construction Multi -Family Multiple Simple Beam File=C:1DOCUME-ikbrasheMeskloplGrove.ec8 Left Support 0.54 ENERCALC, INC. 1983.2014, Build:6A4.1.26, Ver.6.14.1.28 KW -0600t594__ j 0.000 in Upward Total 0.000 in Right Support 0.54 Description : Roof Girders 1 (reaction anaysis only) Live Load Deb Ratio Wood Beam Design: G1 Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7.1 BEAM Size: 3.5x16.5, GLIB, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations, Major Axis Bending Wood Species: DF/DF Wood Grade: 24F - V4 Fb - Tension 2,400.0 psi Fc - Prll 1,650,0 psi Fv 265.0 psi Ebend. xx 1,800.0 ksi Density 32.210 pcf Fb - Compr 1,850.0 psi Fc - Perp 650.0 psi Ft 1,100.0 psi Eminbend - xx 930.0 ksi Applied Loads Unif Load: D = 0.0720, S = 0.140 k/ft, Trib=1.0 it Desian Summary - ---- -- Maxfb/FbRatio = 0.556.1 fb : Actual : 1,235.49 psf at 12.375 it in Span # 1 oodr2oso,6o _ _ Fb: Allowable: 2,223.40 psi ----- --- Load Comb: +D+S+H - - Maxfv/FvRatio= 0.261:1 250e zft, 3s,dss fv : Actual : 69.27 psi at 25.000 it in Span # 1 Fv: Allowable : 265.00 psi Load Comb: +D+S+H axax-beTlecdons Max Reactions (k) P 4 L S A E H Downward L+Lr+S 0.518 in Downward Total 0.518 in Left Support 0.89 1.74 Upward L+Lr+S -0.130 in Upward Total -0.130 In Right Support 1.05 2.04 Live Load Defl Ratio 368 >360 Total Defl Ratio 368 >180 Wood Beam Design: G2 Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size: 3.5x16.5, GLB, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations, Major Axis Bending Wood Species: DF/DF Wood Grade: 24F - V4 Fb - Tension 2,400.0 psi Fc - Prll 1,650.0 psi Fv 265.0 psi Ebend- xx 1,800.0 ksi Density 32.210 pcf Fb - Compr 1,850.0 psi Fc - Perp 650.0 psi Ft 1,100.0 psi Eminbend - xx 930.0 ksi Applied Loads Unif Load: D = 0.0720, S = 0.140 k/ft, Trib=1.0 it Desian Summary - Max fb/Fb Ratio = 0.479.1 it, 0 oorzo s a,4o : Actual : 1,073.90 psi at 11.548 it In Span # 1 Fb : Allowable: 2,243.82 psi l' s Load Comb: +D+S+H X Max fv/FvRatio = 0.244: 1 23.330It2.0 X 3.5z18.5 fv : Actual : 64.71 psi at 23.330 ft In Span # 1 Fv: Allowable: 265.00 psi Load Comb: +D+S+Him Defiections J` Max Reactions (k) D L Lt a A € y Downward L+Lr+S 0.392 in Downward Total 0.392 in Left Support 0.83 1.62 Upward L+Lr+S -0.105 In Upward Total -0.105 in Right Support 0.99 1.93 Live Load Deb Ratio 456 >360 Total Deo Ratio 456 >180 Wood Beam Design: G3 Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7.10 BEAM Size: 3.5x16.5, GLIB, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations, Major Axis Bending Wood Species: DF/DF Wood Grade: 24F - V4 Fb - Tension 2,400.0 psi Fc - Prll 1,650.0 psi Fv 265.0 psi Ebend- xx 1,800.0 ksi Density 32,210 pcf Fb - Compr 1,850.0 psi Fc - Perp 650.0 psi Ft 11100.0 psi Eminbend - xx 930.0 ksi Applied Loads Unif Load: D = 0.180, S = 0.350 k/ft, Trib=1.0 it Design Summary f D o le O M Max fb/Fb Ratio = 0.076i 1 fb : Actual: 180.21 pset 3.000 it in Span # 1 Fb : Allowable: 2,377.48 psi Load Comb: +D+S+H Max fv/FvRatio = 0.085: 1 fv: Actual : 22.58 psi at 4.640 it in Span # 1 Fv: Allowable: 265.00 psi 6.0X, 35x16,6 Lead Comb • +r)+C+H-z.-r___ Max Reactions (k) o L k S, W IYIax VOIIZ1V11T E H Downward L+Lr+S 0.004 in Downward Total 0.004 In Left Support 0.54 1.05 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.54 1.05 Live Load Deb Ratio 16549 >360 Total Defl Ratio 16549 >180 42 AHJ Engineers, PC Structural Consultants Since 1985 Project Title: Grove En ineer: Craig Brasher Project ID: 14042.00 Pro�act Descr: 3 -Story Wood Construction Multi -Family ultl le Simple Beam File= C:1D000ME-1lebreshenDmktoplGro e.ece p p ENERCALC. INC. 1983-2014. Build:6.14.1.26. Ver:RAAA 7R Beam Design: G4 food Species : DF/DF Fb - Tension 2,400.0 psi Fc - Prll Fb-Compr 1,850.0 psi Fc - Perp plied Loads Point: D=0.540, S=1.10k@9.0it Unif Load: D=0.0720, S = 0.140 k/fl, -2.0 to 9.0 fl Unif Load: D=0.0360, S = 0.070 k/fl, 9.0 to 26.50 fl psi nn Summa axfb/Fb Ratio = 0.525; 1 Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7.10 h IBC 2012 Load Combinations, Major Axis Bending Wood Grade: 24F - V4 1,650.0 psi Fv 265.0 psi Ebend- xx 1,800.0 ksi Density 32.210 pcf 650.0 psi Ft 1, 100.0 psi Eminbend -xx 930.0 ksi b: Actual : 1,117.01 psf at 9.010 ft in Span # 2 :b: Allowable : 2,127.51 psi -oad Comb: +D+S+H ax fv/FvRatio = 0.245: 1 Iv : Actual : 65.02 psi at 2.000 It in Span # 1 0(0.0720) 50.140 .�.1...,, D(0.0360)s(0.070) 2.0ft 28.50ft 3.5x19.5 -v: Allowable : 265.00 psi [ -oad Comb: +D+S+H ax Reactions (k) o L 11 B W E H eft Support 1.25 2.47 Right Support 0.71 1.40 Beam Design G5, 7, 8 food Species: DF/DF Fb - Tension 2,400.0 psi Fc - Prll Fb - Compr 1,850.0 psi Fc - Parr plied Loads Unif Load: D = 0.0720, S = 0.140 k/ft, Trib=1.0 it sign Summary nward L+Lr+S 0.413 in Downward Total 0.413 in and L+Lr+S -0.104 in Upward Total -0.104 in Load Deb Ratio 462 >360 Total Dell Ratio 462 >180 Calculations per 2012 IBC 2012, CBC 2013, ASCE 7.10 In IBC 2012 Load Combinations, Major Axis Bending Wood Grade: 24F - V4 1,650.0 psi Fv 265.0 psi Ebend- xx 1,800.0 ksl Density 32.210 pcf 650.0 psi Ft 1,100.0 psi Eminbend -xx 930.0 ksi ax fb/Fb Ratio = 0.468. 1 b; Actual : b: Actual : 995.32 psi at 13.383 ft in Span # 2 :b: Allowable: 2,127.51 psi -oad Comb: -oad Comb: +D+S+H ax fv/FvRatio = ax fv/FvRatio = 0.206: 1 V: Actual : 'v: Actual : 54.68 psi at 2.000 It in Span # 1 -v: Allowable: 265.00 psi -oad Comb: -oad Comb: +D+S+H ax Reactions (k) ax Reactions (k) o L L[ B w E eft Support 1.10 2.15 Right Support 0.95 1.84 )od Beam (Lely D(o0720)sf0,140) 2.0 it 2&50ft 3.5x19.5 x H Downward L+Lr+S 0.397 in Downward Total 0.397 in Upward L+Lr+S -0.094 In Upward Total -0.094 in Live Load Defl Ratio 510 >360 Total Daft Ratio 510 >180 Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7.10 Using Allowable Stressbesign with IBC 2012 Load Combinations, Major Axis Bending lood Species : DF/DF Wood Grade: 24F - V4 Fb - Tension 2,400.0 psi Fc - Prll 1,650.0 psi Fv 265.0 psi Ebend- xx 1,800.0 ksi Density 32.210 pcf Fb -Compr 1,850.0 psi Fc - Perp 650.0 psi Ft 1,100.0 psi Eminbend -xx 930.0 ksl plied Loads Unif Load: D = 0.0720, S = 0.140 Mi. Trib=1.0 it slpn Summary -- -- -- ax fb/Fb Ratio = 0.415. 1 b; Actual : 896.03 psf at 12.500 It in Span # 1 :b: Allowable: 2,157.51 psi -oad Comb: +D+S+H ax fv/FvRatio = 0.192: 1 V: Actual : 50.86 psi at 23.417 ft in Span # 1 -v: Allowable: 265.00 psi -oad Comb: +D+S+H ax Reactions (k) P S if B At B eft Support 0.90 1.75 Right Support 0.90 1.75 0(0 0720 s 0.740 25,0 f, 3.5x79.5 H Downward L+Lr+S 0.318 in Downward Total 0.318 In Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Dell Ratio 944 >360 Total Defl Ratio 944 >180 !K1 AHJ Engineers, PC Structural Consultants Since 1985 Project Title: Grove EnfneeC Craig Brasher Project ID: 14042.01) Pro�act Descr: 3 -Story Wood Construction Multi -Family Multiple Simple Beam File=C:IDOCUME-1lcbrashenDesktoplGme.ec8 1 p __-_-h ENERCALC, INC. 1983-2014, Bulld:6.14.1.26. Ver6.14.1.26 i G9 Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE h IBC 2012 Load Combinations, Major Axis Bending Wood Grade: 24F - V4 1,650.0 psi Fv 265.0 psi Ebend- xx 1,800.0 ksi Density 32.210 pcf 650.0 psi Ft 1,100.0 psi Eminbend -xx 930.0 ksi fb : Actual : Using Allowable Stress -Design Wood Species: OF/DF Fb - Tension 2,400.0 psi Fc - Prll Fb - Compr 1,850.0 psi Fc - Perp Applied Loads Max fv/FvRatio = Unif Load: D = 0.0720, S = 0.140 k/fl, TO= 1.0 it Design Summary 35.82 psi at Max fb/Fb Ratio = 0.209. 1 Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE h IBC 2012 Load Combinations, Major Axis Bending Wood Grade: 24F - V4 1,650.0 psi Fv 265.0 psi Ebend- xx 1,800.0 ksi Density 32.210 pcf 650.0 psi Ft 1,100.0 psi Eminbend -xx 930.0 ksi fb : Actual : 473.04 psi at 9.300 it in Span # 2 Fb: Allowable: 2,259.40 psi Fb - Tension 2,400.0 psi Fc - Fri 1,650.0 psi Load Comb: +D+S+H Fb - Compr 1.850.0 psi Fc - Perp 650.0 psi Max fv/FvRatio = 0.135: 1 Applied Loads fv : Actual: 35.82 psi at 2.000 ft in Span # 1 Fv: Allowable: 265.00 psi Unif Load: D = 0.0720, S = 0.140 k/ft, -2.0 to 13.60 it Load Comb: +D+S+H Unif Load: D = 0.0360, S = 0.070 k/ft,13.60 to 26.50 it Max Reactions (k) 0 6 Lr w E Left Support 0.81 1.58 Right Support 0.81 1.58 Beam Design: G10 Wood Species: DF/DF Fb - Tension 2,400.0 psi Fc - Pril Fb- Compr 1,850.0 psi Fc - Perp Applied Loads Unif Load: D = 0.120, S = 0.230 k/fl, TO= 1.0 it Design Summary Max fb/Fb Ratio = 0.036. 1 eon lotion. 3.509.5 2.0 ft -4 Downward L+Lr+S 0.092 in Downward Total 0.092 in Upward L+Lr+S -0.031 In Upward Total -0.031 in Live Load Deo Ratio 1552 >360 Total Dell Ratio 1552 >180 Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE with IBC 2012 Load Combinations, Major Axis Bending Wood Grade : 24F - V4 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 k81 Density 32.210 pcf 650.0 psi Ft 1,100.0 psi Eminbend -xx 930.0 ksi fb : Actual : 85.21 psi at 3.000 it in Span # 1 Fb: Allowable: 2,372.57 psi Fb - Tension 2,400.0 psi Fc - Fri 1,650.0 psi Load Comb: +D+S+H Fb - Compr 1.850.0 psi Fc - Perp 650.0 psi Max fv/FvRatio = 0.040: 1 Applied Loads fv : Actual : 10.62 psi at 4.380 ft in Span # 1 Fv : Allowable: 265.00 psi Unif Load: D = 0.0720, S = 0.140 k/ft, -2.0 to 13.60 it Load Comb: +D+S+H Unif Load: D = 0.0360, S = 0.070 k/ft,13.60 to 26.50 it Max Reactions (k) 0 L if S w E Left Support 0.36 0.69 Right Support 0.36 0.69 Wood Beam G11 uja.l2ofA0_27♦�_.1-. 6011, 35x195 ki Downward L+Lr+S 0.002 in Downward Total Upward L+Lr+S 0.000 in Upward Total Live Load Dell Ratio 41569 >360 Total Deo Ratio 0.002 in 0.000 in 41569 >180 Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7.10 Using Allowable StressDesignwith IBC 2012 Load Combinations, Major Axis Bending Wood Species: DF/DF Wood Grade: 24F - V4 Fb - Tension 2,400.0 psi Fc - Fri 1,650.0 psi Fv 265.0 psi Ebend- xx 1,800.0 ksi Density 32.210 pcf Fb - Compr 1.850.0 psi Fc - Perp 650.0 psi Ft 1,100.0 psi Eminbend - xx 930.0 ksi Applied Loads Point: D = 0.360, S = 0.690 k @ 13.60 it Unif Load: D = 0.0720, S = 0.140 k/ft, -2.0 to 13.60 it Unif Load: D = 0.0360, S = 0.070 k/ft,13.60 to 26.50 it Design Summery --- Maxfb/Fb Ratio = 0.529. 1 ft) : Actual : 1,125.51 psi at 13.515 ft in Span # 2 / ^ oro.o3smsromol DID 07201 Sm.taot s Fb :Allowable : 2,127.51 psi -'-- Load Comb: +D+S+H - Maxfv/FvRatio= 0.221:1 tv : Actual : 58.60 psi at 2.000 It in Span # 1 2.cf1 26.50R,3.5xl9.5 Fv: Allowable : 265.00 psi Load Comb: +D+S+Hax-Deflections _ _._ Max Reactions (k) 12 L- Lr .`i w E H Downward L+Lr+S 0.420 in Downward Total 0.420 in Left Support 1.17 2.26 Upward L+Lr+S -0.101 In Upward Total -0.101 In Right Support 0.78 1.52 Live Load Dell Ratio 476 >360 Total Dell Ratio 476 >180 Ial AHJ Engineers, PC Structural Consultants Since 1985 project Title: Grove Engineer: Craig Brasher Project ID: 14042.00 Protect Descr: 3 -Story Wood Construction Multi -Family ultl le Simple Beam File =C9DOCUME-1ltbrasheAOeskloplGme.ed p p ENERCALC, INC. 1983-2014. Build:6.14.1.26. Ver:6.14.1.26 Beam Design: G12 Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7.10 Using Allowable Stress -Design with IBC 2012 Load Combinations, Major Axis Bending food Species : DF/DF Wood Grade: 24F - V4 Flo - Tension 2,400.0 psi Fc - Prll 1,650.0 psi Fv 265.0 psi Ebend- xx 1,600.0 ksi Density 32.210 pcf Flo - Compr 1,850.0 psi Fc - Perp 650.0 psi Ft 1,100.0 psi Eminbend - xx 930.0 ksl plied Loads Unit Load: D= 0.0720->0.0720, S = 0.330->0.640 k/fl, -2.0 to 12.60 it Isian Summary r ax fb/Fb Ratio = 0.258. 1 fb :Actual : 600.26 psi at 6.678 ft in Span # 2 Fb : Allowable: 2,326.62 psi Load Comb: +D+S+H ax fv/FvRatio = 0.229: 1 fv : Actual : 60.72 psi at 11.025 ft in Span # 2 Fv : Allowable : 265.00 psi Load Comb: +D+S+H ax Reactions (k) 0 L Lr g V g Left Support 0.61 3.67 Right Support 0.44 3.42 2o It Of0 0720 Q 07201 S(0 330 0 6401 12.60+1, 3.509.5 H Downward L+Lr+S 0.071 In Downward Total 0.071 in Upward L+Lr+S -0.034 In Upward Total -0.034 in Live Load Deft Ratio 1414 >360 Total Dell Ratio 1414 >180 45 f'1 -00P MITNO F�,4 -.i lEl 11 0191 1104M-1-11 yr 4 F r FS 3 -� I F$4 irks T tRs�j F81 FW oF� F!3 � TY' OF-' L „ Fg ao FJZ _...� . ._.. _ TVP, Or- -3, ��•/ FapaP .=�nn��C�, AHJ NO. 14042 DATE: OVH SHEET NO. PROJECT: Gt?OVBY; a, 12, Al-1.)ENGINEERS, P( — — --- ---- 46 SCRI: cTURAI. CONS11: CANTS F -L QK FnftM/N0 a Z &i y na'gK Z -74w -vc , 7!F )ours f LgF4 IS AT zs� 211d 1"z-aaX0 AHJ NO. 14042 PROJECT: (4WVF II F.NGINE U- S,PC I C-SlItA1. CONSIA TANTS DAIS: O4/H BY: CPQ SHFF NO. --z _ C 47 - F�90��X��l1.1I�1G FLOOR JOlSI!5 (FACAtM-15 e -d Gloo� MARK SPAN LOADS P. EACTIONC5) PESULT (i I KFC L afJ� 0,40 �.Q3 PS Gda ;,t ANJ N0. 11092 I ROJECI: GLOVE �rxi �-'n�x.u.rr�nsccr:ln'rs UAIE 01/14 SHEET N0. 8Y: CCs i FLQOi,'f�1Ll'1/N %�Q� JQlST� � l3IrL1175 -!PAN LOADS PFSUI-T G 345 -�rtio z - PS :4 jov/as Z A2 W/4 ZSPSF 5,3 Z �' - � II F.NGf\IiRRS, P(; C ( -vi ip A 1. ('()N SI I: EA n'CS AH,; NO, _ . 140 P'KOJECI; GVU'vE DAIS: 0-'./l,' BY: co - T NO. SHEET __ -- + 49 z —----------- ___.---------__--. --__.... _____._., ___ tIAPK 1--W-AN JLOADS RAGtlONCS) RESULT —r/w If4F U3 rA SPAM ss re AHJ NO. 11042 PROJECT: C4pOVE STAI CTITAI CON'ST I:CANTS DAIE: 0/i/ a SHEET NO BY: (:15 X 5 EL_C-Oe 1=1 &IIN5 5FAN LOADS ;PM7r/ON(5) rPESULT —71 1-74 _ _�Ll�yL r4c _ts—' ! /3 • /'SF - 7Z -LF F QKI Y ' r `y. 3 .2.�1d�— L 33 A -r ENGINEERS, PC c r� lR.m. C 1N51 I: C:1Mrs AHJ NO. I1042 OW: q4/14 SHF[' NO. ' 51 , PROJECI: GLOVE BY: CG AHJ Engineers PC Strcutural Consultants Since 1985 Multiple Simple Beam 31 FA Walkinq Suface Wood Species: Douglas Fir - Larch Fb - Tension 900.0 psi Fc - Prll Fb - Compr 900.0 psi Fc - Perp Applied Loads Beam self weight calculated and added to loads UnifLoad: D=0.0150, L=0.10k/ft,Trib=1.0ft Desian Summary Max fb/Fb Ratio = 0.911 • 1 Project Tille: Grove Engineer: Craig Brasher Project ID: 14042.0Ci Project Descr: 3 -Story Wood Construction Multi -Family 11,29AM Build:6.14. Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE h IBC 2012 Load Combinations, Major Axis Bending Wood Grade: No.2 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 32.210 pcf 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi fib: Actual : 857.91 psi at 4.000 ft in Span # 1 Fb: Allowable: 941.90 psi Load Comb: +D+L+H Max fv/FvRatio = 0.384: 1 fv : Actual : 55.29 psi at 0.000 ft in Span # 1 Fv: Allowable: 144.00 psi [ Load Comb: +D+L+H Max Reactions (k) 12 L Id E w E Lt Left Support 0.07 0.40 Right Support 0.07 0.40 Wood Beam Design : FA Rain Suface 0 0.0150 010 e.0fl, 2xe Downward L+Lr+S 0.122 in Downward Total 0.143 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Deft Ratio 789 >480 Total Dell Ratio 672 >240 - Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7.10 Using Allowable Stress Design with IBC 2012 Load Combinations, Major Axis Bending 2x8, Sawn, Fully Braced Wood Species : Douglas Fir- Larch Wood Grade: No.2 Wood Species : Fb - Tension 900.0 psi Fc - Prll 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 32.210 pcf Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi Applied Loads Applied Loads Beam self weight calculated and added to loads Beam self weight calculated and added to loads L = 0.10 k/ft, TO= 1.330 ft Design Summary Unif Load: D = 0,0150, Lr = 0.020 k/ft, TO= 2.0 ft Max fb/Fb Ratio = 0.701 • 1 Design Summary -- Max fb/Fb Ratio = 0.717.1 +D+L+H n 0. 030 Lr 0040 Max Reactions (k) fb : Actual : 912.02 psi at 4.000 ft in Span # 1 5 ly E H Left Support - '-- Right Support Fb , Allowable : 1,272.00 psi Load Comb : +D+Lr+H Max fv/FvRatio = 0.257: 1 fv : Actual : 46.33 psi at 0.000 ft in Span # 1 8.0 ft 2x6 Fv: Allowable: 180.00 psi Load Comb: +D+Lr+H ax a lett ons Max Reactions (k) D L- Lf E yy E h Downward L+Lr+S 0,111 in Downward Total 0.200 in Left Support 0.13 0.16 Upward L+Lr+S 0,000 in Upward Total 0.000 in Right Support 0.13 0.16 Live Load Deft Ratio 861 >480 Total Deft Ratio 479 >240 FJ2 BEAM 51ze : 2x8, Sawn, Fully Braced 3.375 ft in Span # 1 Using Allowable Stress Design Wood Species : Douglas Fir- Larch Fb - Tension 900.0 psi Fc - Pill Fb - Compr 900.0 psi Fc - Perp Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.0240, L = 0.10 k/ft, TO= 1.330 ft Design Summary 64.40 psi at Max fb/Fb Ratio = 0.701 • 1 Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7.10 with IBC 2012 Load Combinations, Major Axis Bending Wood Grade: No.2 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 32.210 pcf 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi fb : Actual : 870.39 psi at 3.375 ft in Span # 1 Fb: Allowable: 1,242.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.358: 1 fv : Actual : 64.40 psi at 6.165 ft in Span # 1 Fv: Allowable : 180.00 psi Load Comb: +D+L+H Max Reactions (k) D L Lr 5 ly E H Left Support 0,12 0.45 Right Support 0.12 0.45 8.750 ft, 2x8 Downward L+Lr+S 0.082 in Downward Total 0.103 in Upward L+Lr+S 0.000 in Upward Total 0.000 In Live Load Deft Ratio 988 >480 Total Deft Ratio 785 >240 nioo31921tia. i 3301 8.750 ft, 2x8 Downward L+Lr+S 0.082 in Downward Total 0.103 in Upward L+Lr+S 0.000 in Upward Total 0.000 In Live Load Deft Ratio 988 >480 Total Deft Ratio 785 >240 AHJ Engineers PC Strcutural Consultants Since 1985 Simple Beam ood Beam Deslgn : FJ3 Nood Species : Douglas Fir - Larch Flo - Tension 900.0 psi Fc - Prll Fb - Compr 900.0 psi Fc - Perp )plied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0240, L = 0.10 k/ft, Trib=1.330 it esign Summary lax fb/Fb Ratio = 0.698; 1 Project Title: Grove Engineer: Craig Brasher Project ID: 14042.00 Project Descr: 3 -Story Wood Construction Multi -Family Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 with IBC 2012 Load Combinations, Major Axis Bending Wood Grade: No.2 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksl Density 32.210 pcf 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksl fb : Actual : 939.69 psi at 2.665 it in Span # 1 Fb : Allowable: 1,345.50 psi Load Comb: +D+L+H lax fv/FvRatio = 0.374: 1 fv : Actual : 67.34 psi at 4.886 It in Span # 1 Fv : Allowable: 180.00 psi Load Comb: +D+L+H lax Reactions (k) 12 L LL $ 3M E hi Left Support 0.09 0.35 Right Support 0.09 0.35 Downward L+Lr+S 0.073 In Downward Total 0.091 in Upward L+Lr+S 0.000 In Upward Total 0.000 in Live Load DO Ratio 876 >480 Total DO Ratio 699 >240 53 MEMBER REPORT 3rd F/oorFraming, FAPASSE[ [ F O R T E ' 1 plece(s) 9 1/2" TJI® 210 @ 16" OC Overall Length: 12' 8" 0 All locations are measured from the outside face of left support (or left cantilever end). Al dimensions are horizontal. 9 0 Design Results Acbnldtnotlon Allowed Reuult LDF. Load; Combination(Fetlem) Member Reaction (Its) 999 @ 5 1/2" 1005 (1.75") Passed (99%) 1.00 1.0 D + 1.0 L (All Spans) Shear (lbs) 999 @ 5 1/2" 1330 Passed 75% 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 3017 @ 6'6" 3000 Passed (101%) 1.00 1.0 D + 1.0 L (All Spans) Live Load DeO. (in) 0.329 @ 6'6" 0.403 Passed L/440 1.0 D + 1.0 L(All Spans Total toad Dell. (In) 0.408 @ 6'6" 0.604 Passed (U355) -- 1.0 D + 1.0 L (All Spans) TJ -Prov" Rating 50 40 Passed • Deflection criteria: LL (1/360) and TL (1/240). • Bracing (W): All compression edges (top and bottom) must be braced at 3' 2 5/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral trading is required to achieve member stability. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32" Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the TI -Pro" Rating include: Suspended telling, pour flooring overlay. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied 0 the member being designed. • At hanger supports, the Total Bearing dimension Is equal to the width of the material that Is suppouDg the hanger • ' See Connector grid below for additional Information and/or requirements. System : Floor Member Type : 1015t Building Use : Residential Building Code : IBC Design Methodology : ASD Bearing length Loadebsupporb (lbs) Deed Supports Total Available Requiredim Tobi Acaeseorie, 1 - Hanger on 91/2" LVL ledger 5.50° Hanger 1.]5"1075 (1.00) See rate' 2 -Stud wall - DF 2.50" 2.50" 1.81"1019 16" Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied 0 the member being designed. • At hanger supports, the Total Bearing dimension Is equal to the width of the material that Is suppouDg the hanger • ' See Connector grid below for additional Information and/or requirements. System : Floor Member Type : 1015t Building Use : Residential Building Code : IBC Design Methodology : ASD Weyerhaeuser Notes Weyerhaeuser warrants that the skiing or Its products will be in accordance with Weyerhaeuser product design criena and published design values. Weyerhaeuser topressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are notdesigned by this software. Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having Jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation Is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -parry certified to sustainable forestry standards. The product application, Input design leads, dimensions and support Information have been provided by Form Software Operator Forte Software operator I Job Notes I Graig B•esber AHJ Engineers (208) 329-0199 cUVasher�ahlangm0ers. r.0rn pSUSTAINABLE FORESTRY INITIATIV 4/28/2014 2,20:22 PM'_. Forte All, Design Engine: V5.7.0.245 5" Page 1 of 1 Deed Floor Live Loads LOWtlan Spadns (0.00) (1.00) Camnrentu 1 - Uniform (PSF) 0 To 12'8" 16" 24.0 100.0 Weyerhaeuser Notes Weyerhaeuser warrants that the skiing or Its products will be in accordance with Weyerhaeuser product design criena and published design values. Weyerhaeuser topressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are notdesigned by this software. Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having Jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation Is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -parry certified to sustainable forestry standards. The product application, Input design leads, dimensions and support Information have been provided by Form Software Operator Forte Software operator I Job Notes I Graig B•esber AHJ Engineers (208) 329-0199 cUVasher�ahlangm0ers. r.0rn pSUSTAINABLE FORESTRY INITIATIV 4/28/2014 2,20:22 PM'_. Forte All, Design Engine: V5.7.0.245 5" Page 1 of 1 AHJ Engineers PC Strcutural Consultants Since 1985 Project Title: Grove Engineer: Craig Brasher Project ID: 14042.00 Project Descr: 3 -Story Wood Construction Multi -Family 'me=unume-ixumsnewesxmpwoe.00 Ultl �B Simple Beam ENERCALC, INC. t 1983-2014, Bulld:6.14.1.26. Ver:6,14.1.26 : Floor Beams 1 eel Beam Design : F132 Calculations per AISC 360-10, IBC 20012, CBC 2013, ASCE 7.10 TEEL Section : W16x45, Fully Unbraced Using Allowable Strength Design with IBC 2012 Load Combinations, Major Axis Bending Fy = 50.0 ksi E = 29,000.0 ksi lee/ Section Data : Depth= 16.100 in Flange Thick 0.565 in Area = 13.3001n62 Flange Width 7.040 in Web Thick = 0.345 in Ixx = 586.00 In A4 yy = 32.800InA4 Iz = 0.000in44 Zx = 82.300 in A3 Zy = 14.500InA3 Weight = 45.273 plf J = 1.110InA4 )plied Loads Beam self weight calculated and added to loads Unif Load: D = 0.330, L =1.40 k/ft, 0.0 it to 13.750 it, Trib=1.0 it Unit Load: D = 0.140, L = 0.590 k/f1,13.750 to 17.0 It, TO= 1.0 It Point: D = 2.20, L = 5.50 k @ -8.250 it 9sian Summary lax fb/Fb Ratio = 0.537: 1 Mu: Applied 65.065 k -ft at 0.000 it in Span # 2 Mn / Omega: Allow 121.108 k -ft Load Comb: +D+L+H, LL Comb Run (L`) lax fv/FvRatio = 0.167: 1 Vu: Applied 18.607 k at 8.250 It in Span # 1 Vn / Omega : Allow 111.090 k Load Comb: +D+L+H, LL Comb Run (LL) flax Reactions (k) H L 1,[ S w Left Support 6.86 19.82 Right Support 1.47 9.52 0(2.20) L(5.50) D(o.i4�L(a5so) D(0.330) L(1.40) i 8.250 ft 17.0 ft u Max Deflections Downward L+Lr+S 0.321 in Downward Total 0.321 in Upward L+Lr+S -0.230 in Upward Total -0.021 in Live Load Deo Ratio 616 Total Dell Ratio 616 keel Beam Design : FB3 Calculations per AISC 360.10, IBC 20012, CBC 2013, ASCE 7.10 JEEL Section : W16x45, Fully Unbraced Using Allowable Strength Design with IBC 2012 Load Combinations, Major Axis Bending Fy = 50.0 ksi E = 29,000.0 ksi feel Section Data : Depth= Ixx= Weight = 16.100 in Flange Thick 0.565 in Area = 13.300 In A2 Flange Width 7.040 in Web Thick = 0.345 in 586.00 InA4 yy = 32.800 in A4 Iz = 0.000104 Zx = 82.300 inA3 Zy = 14.500 in43 45.273 plf J = 1.110InA4 oplied Loads Beam sell weight calculated and added to loads Unif Load: D = 0.330, L =1.40 k/fl, TO= 1.0 it Point: D = 2.20, L = 5.50 k ® -8.250 ft esian Summary Aaxfb/FbRatio = 0.845:1 Mu: Applied 123,939k -ft at 0.000 ft in Span # 2 Mn / Omega : Allow 146.621 k -ft Load Comb: +D+L+H, LL Comb Run (L") Aax fv/FvRatio = 0.201 : 1 Vu: Applied 22.346 k at 8.250 ft in Span # 1 Vn / Omega: Allow 111.090 k Load Comb : +D+L+H, LL Comb Run (L') dax Reactions (k) P J. if 5 W E Left Support 10.12 33.44 Right Support 0.33 9.63 D(2.20) L(5.50) _ 0(0.330) L(1.40) 8.250 ft 13.750 ft W Max Deflections Downward L+Lr+S 0.545 in Downward Total 0.545 in Upward L+Lr+S -0.127 in Upward Total -0.116 In Live Load Dail Ratio 362 Total Deft Ratio 362 55 BEAM Size: 7x24, Parallam, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations, Major Axis Bending Wood Species: RedBuilt Wood Grade: RedLam LVL Beam/Joist Flo -Tension 2,900.0 psi Fc -Prll 2,635.0 psi Fv 285.0 psi Ebend-xx 2,000.0 ksi Density 32.210 pcf Fb - Compr 2,900.0 psi Fc - Perp 750.0 psi Ft 1,660.0 psi Eminbend - xx 2,000.Oksi Applied Loads Beam sell weight calculated and added to loads Unit Load: D = 0.330, L =1.40 k/ft, Trib=1.0 It Point: D = 2.20, L = 5.50 k 0.8.250 ft Design Summary Max fb/Fb Ratio = 0.627. 1 f c : Actual : 2,208.52 psi at Strcutural ConsultantsEngineer: Craig Brasher Project ID: 14042.0 2,671.83 psi Since 1985 Project Descr: 3 -Story Wood Construction Multi -Family l Max fv/FvRatio = 0.588: 1 Printed'. 13 MAY 2074, e50AM Simple Beam File =C:DOCUME-lkbrasheMeklop\Grme.eco[Multiple 6.270 ft in Span # 1 ENERCALC, INC. 1983.2014, Build:6.14.1.28, Ver:6.14.1.26 KW -06001594 Licensee , ahj�� Wood Beam Design: FBI Wood Option +D+L+H Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7- BEAM Size: 7x22, Parallam, Fully Unbraced S W E Using Allowable Stress Design with IBC 2012 Load Combinations, Major Axis Bending Wood Species: RedBUllt Wood Grade: RedLam LVL Beam/Joist Fb - Tension 21900.0 psi Fc - Prll 2,635.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 32.210 pcf Fb - Compr 2,900.0 psi Fc- Perp 750.0 psi Ft 1,660.0 psi Eminbend - xx 2,000.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.120, L = 0,40 k/ft, Trib=1.0 it Design Summary - ' --- - -- Max fb/Fb Ratio = 0.407; 1 0 0.12o L o.40 to : Actual : 1,093.68 psi at 13.625 ft in Span # 1 Fb : Allowable: 2,684.74 psi - Load Comb: +D+L+H - - - Max fv/FvRatio = 0.224: 1 27.250R, 7x22 fv : Actual : 63.77 psi at 0.000 it in Span # 1 Fv: Allowable: 285.00 psi Load Comb: +D+L+H -Fitax Deflections Max Reactions (k) 4 1 1 s V F 11 Downward L+Lr+S 0.402 in Downward Total 0.402 In Left Support 2.10 5.45 Upward L+Lr+S 0.000 In Upward Total 0.000 in Right Support 2.10 5.45 Live Load Defl Ratio 814 >480 Total Dell Ratio 814 >240 Wood Beam Design : FB2 & 3 Wood Option Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7.1j BEAM Size: 7x24, Parallam, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations, Major Axis Bending Wood Species: RedBuilt Wood Grade: RedLam LVL Beam/Joist Flo -Tension 2,900.0 psi Fc -Prll 2,635.0 psi Fv 285.0 psi Ebend-xx 2,000.0 ksi Density 32.210 pcf Fb - Compr 2,900.0 psi Fc - Perp 750.0 psi Ft 1,660.0 psi Eminbend - xx 2,000.Oksi Applied Loads Beam sell weight calculated and added to loads Unit Load: D = 0.330, L =1.40 k/ft, Trib=1.0 It Point: D = 2.20, L = 5.50 k 0.8.250 ft Design Summary Max fb/Fb Ratio = 0.627. 1 f c : Actual : 2,208.52 psi at 0.000 It in Span # 2 Fb: Allowable: 2,671.83 psi Load Comb: +D+L+H Max fv/FvRatio = 0.588: 1 tv : Actual : 167.70 psi at 6.270 ft in Span # 1 Fv: Allowable: 285.00 psi Load Comb: +D+L+H Max Reactions (k) 0 1 Lr S W E Left Support 9.99 33.44 Right Support 0.30 2.86 FB4&6 ore 330 L(1,401 x: 8.250 ft 13.750,E 7x24 Downward L+Lr+S 0.441 in Downward Total 0.441 in Upward L+Lr+S -0.057 in Upward Total -0.057 in Live Load Deg Ratio 448 >360 Total Dell Ratio 448 >180 Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE SEAM Size : 2-2x10, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations, Major Axis Bending Wood Species : Douglas Fir - Larch Wood Grade: No.2 Fb - Tension 900.0 psi Fc - Prll 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 32.210 pcf Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.0150, L = 0,040 k/ft, Trib=1.0 ft Desian Summary Max fb/Fb Ratio = 0.024.1 fib : Actual: 19.31 psf at 1.500 It in Span # 1 Fb: Allowable : 789.81 psi Load Comb: +D+L+H Max fv/FvRatio = 0.017: 1 N : Actual : 2.42 psi at 2.230 ft in Span # 1 Fv: Allowable: 144.00 psi Load Comb: +D+L+H Max Reactions (k) g 1 Lr 5 A € Left Support 0.03 0.06 Right Support 0.03 0.06 Downward L+Lr+S 0.000 in Downward Total Upward L+Lr+S 0.000 in Upward Total Live Load Dell Ratio 999999 >480 Total Dell Ratio 0.000 in 0.000 in 155508 >2405(r AHJ Engineers PC Strcutural Consultants WAN. I Since 1985 lultiple Simple Beam Project Title: Grove En ggineer: Craig Brasher Project ID: 14042.00 Pro]act Descr: 3 -Story Wood Construction Multi -Family Pr99tl 1361AY lood Beam Design : FB5 & 7 Beam self weight calculated Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7.10 TEAM Size: 2.2x10 Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.2 Fb - Tension 900.0 psi Fc - Prll 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 32.210 pcf Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksl pplied Loads Fb : Allowable : Beam self weight calculated and added to loads Load Comb: Unit Load: D = 0.0580, L = 0,160 k/ft, Trib=1.0 it Max fv/FvRatio = esi n Summa - 6.6686 L 6.166 -- Aax fb/Fb Ratio = 0.695. 1 Fv: Allowable: fb : Actual : 545.46 psi at 4.165 ft in Span # 1 Load Comb: Fb : Allowable: 785.37 psi 1 Load Comb: +D+L+H ) dax fv/FvRatio = 0.287: 1 fv : Actual : 41.39 psi at 7.580 ft in Span # 1 Fv: Allowable: 144.00 psi 8 330 it, 2.2x16 Load Comb: +D+L+H ax`t>e0ee0ons 4ax Reactions (k) D L Lr 6 W € B Downward L+Lr+S 0.055 in Downward Total 0.055 In Left Support 0.27 0.67 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.27 0.67 Live Load Deg Ratio 1816 >480 Total Dell Ratio 1816 >240 food Beam Design: F68 Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7.10 SEAM Size: 2-2x10, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations, Major Axis Bending WoodSpecles: Douglas Fir -Larch Wood Grade:No.2 Fb - Tension 900.0 psi Fc - Prll 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 32.210 pcf Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi polied Loads Beam self weight calculated and added to loads Unit Load: D = 0.0150, L = 0.040 k/ft, Trib=1.0 ft lesion Summa 01001 5M LID 0a0- Vtax fb/FbRatio = 0.164 i 1 fb :ActuaActual : 128.90 psi at 3.875 ft In Span # 1 Fb : Allowable : 785.87 psi Load Comb: +D+L+H Max fv/FvRatio = 0.072: 1 A- tv : Actual : 10.34 psi at 7.001 ft in Span # 1 Fv: Allowable: 144.00 psi 7.750A, 2-2x10 Load Comb: +D+L+Hax Alec ons Nax Reactions (k) 2 L k ,6 V. € r Downward L+Lr+S 0.010 In Downward Total 0.010 in Left Support 0.08 0.16 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.08 0.16 Live Load Deg Ratio 9020 >480 Total Dell Ratio 9020 >240 food Beam Design: FB9-16, 19-21, 23, 26-29 _ Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7.10 Using Allowable Stress Design with IBC 2012 Load 1 Wood Species : Level Truss Joist Fb - Tension 2,600.0 psi Fc - Pill 2,510.0 psi Fv Fb - Compr 2,600.0 psi Fc - Perp 750.0 psi Ft Ipolied Loads Beam self weight calculated and added to loads Unif Load: D = 0.520, L = 0.530 k/ft, Trib=1.0 it Unif Load: D = 0.0640, L = 0.270 k/ft, Trib=1.0 it >esicln Summary Max fb/Fb Ratio = 0.167. 1 fb : Actual: 433.44 psi at 3.125 ft in Span # 1 Fb : Allowable : 2,588.93 psi Load Comb: +D+L+H Max fv/FvRatio = 0.192: 1 fv : Actual : 54.79 psi at 4.771 ft in Span # 1 Fv: Allowable: 285.00 psi Load Comb: +D+L+H Max Reactions (k) 12 L 1 a w E Left Support 1.87 2.50 Right Support 1.87 2.50 it at 2.0 ft and space mations, Major Axis Bending Wood Grade: Microl-am LVL 1.9 E 285.0 psi Ebend- xx 1,900.0 ksi Density 32.210 pcf 1,555.0 psi Eminbend - xx 965.71 ksi 6 250 It, ai )5X18 Downward L+Lr+S 0.009 in Downward Total 0.009 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Dell Ratio 8778 >360 Total Defl Ratio 8778 >18C57 AHJ Engineers PC Strcutural Consultants Since 1985 Multiple Simple Beam FB17 & 18 Wood Species: Douglas Fir - Larch Fb - Tension 875.0 psi Fc - Prll 600.0 psi Fv Fb - Compr 875.0 psi Fc - Perp 625.0 psi Ft Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.0880, L = 0.370 k/fl, Trib=1.0 it Design Summary -- Maxfb/Fb Ratio = 0.953. 1 fb : Actual : 833.31 psi at 3.915 ft In Span # 1 Fb: Allowable: 874.73 psi Load Comb: +D+L+H C , Max fv/FvRatio = 0.331 : 1 L tv : Actual : 56.32 psi at 0.000 It in Span # 1 Fv: Allowable: 170.00 psi Load Comb: +D+L+H Max Reactions (k) o L if .S w E it Left Support 0.38 1.45 Right Support 0.38_ 1.45 gn : FB22, 24, & 25 Using Allowable Stress Design with IBC 20122 Wood Specles : Douglas Fir- Larch Fb - Tension 900.0 psi Fc - Prll 1,350.0 psi Fb - Compr 900.0 psi Fc - Perp 625.0 psi Aopfied Loads Beam self weight calculated and added to loads Unif Load: D = 0.080, L = 0.330 k/It, Trib=1.0 It Design Summery Max fb/Fb Ratio = 0.667.1 Project Title: Grove Engineer: Craig Brasher Project ID: 14042511 Project Descr: 3 -Story Wood Construction Multi -Family Calculations per 2012 and spaced at 1.3: ations, Major Axis Bending Wood Grade: No.2 170.0 psi Ebend-xx 425.0 psi Eminbend - xx P,intN 13 MAY 201E 650AM NDS, IBC 2012, CBC 2013, ASCE 7•'I 1,300.0 ksi Density 32.210pcf 470.0 ksi 7.830 ft, 8x8 Downward L+Lr+S 0.125 in Downward Total 0.125 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 750 >480 Total Deo Ratio 750 >240 Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7- : at 1.330 ft and spaced at 1. 1d Combinations, Major Axis Bending Wood Grade: No.2 Fv 180.0 psi Ebend- xx 1,600.0 ksi Ft 575.0 psi Eminbend - xx 580.0 ksi fb : Actual : 780.49 psi at 2.665 ft in Span # 1 Fb: Allowable : 1,169.57 psi Load Comb: +D+L+H Max fv/FvRatio = 0.311 : 1 tv : Actual : 55.93 psi at 4.886 ft in Span # 1 Fv: Allowable: 180.00 psi Load Comb: +D+L+H Max Reactions (k) D L Lr s w E ti Left Support 0.23 0.88 Right Support 0.23 0.88 5.330R, 124 Density 32,210 pct Downward L+Lr+S 0.060 in Downward Total 0.060 In Upward L+Lr+S 0,000 in Upward Total 0.000 in Live Load Dell Ratio 1059 >480 Total Deg Ratio 1059 >240 Wood Beam Design: FB30 Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7.1 BEAM Size: 2-2x8, Sawn, Defined Brace Spacing 1st at 1.330 ft and spaced at 1. Using Allowable Stress Design with IBC 2012 Load Combinations, Major Axis Bending Wood Species : Douglas Fir- Larch Wood Grade: No.2 Fb - Tension 900.0 psi Fc - Prll 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksl Density 32.210 pcf Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.170, L = 0.70 k/fl, Trib=1.0 ft Design Summery Max fb/Fb Ratio = 0.937.1 --�' fb : Actual : 1,011.14 psi at 2.250 ft in Span # 1 Fb: Allowable: 1,078.90 psi Load Comb: +D+L+H Max fv/FvRatio = 0.553: 1 fv : Actual : 99.55 psi at 0.000 ft In Span # 1 Fv; Allowable : 180.00 psi 4,60 n. 2-W_ Load Comb: +D+L+H --- Max Detractions -- - _ " Max Reactions (k) D L 1 9 lA g B Downward L+Lr+S 0.043 in Downward Total 0.043 In Left Support 0.39 1.58 Upward L+Lr+S 0.000 in Upward Total 0.000 In Right Support 0.39 1.58 Live Load Deo Ratio 1267 >480 Total Deo Ratio 1267 >240 I 5E; AHJ Engineers PC Slrcutural Consultants Since 1985 food Beam Design : FB30 (Clear Span Option) 3EAM Size: 2.1.75x18, M'oro[lam, Defined Brace Using Allowable Stress Design with IBC 2012 Wood Species : ILevel Truss Joist Fb - Tension 2600 psi Fc - Prll 2510 psi Fb - Compr 2600 psi Fc - Perp 750 psi Aoiied Loads Beam self weight calculated and added to loads Unit Load: D = 0.170, L = 0.70 k/ft, Trib=1.0 it lemon Summary Max fb/Fb Ratio = 0.196 � 1 fb : Actual : 506.95 psi at 4.250 ft in Span # 1 Fb: Allowable: 2,592.81 psi Load Comb: +D+L+H Max fv/FvRatic = 0.205: 1 fv : Actual: 58.45 psi at 7.027 ft in Span # 1 Fv : Allowable : 285.00 psi Load Comb: +D+L+H Max Reactions (k) o L L S w E Left Support 0.78 2.98 Right Support 0.78 2.98 Project Title: Grove Engineer: Craig Brasher Project ID: 14042.00 Project Descr: 3 -Story Wood Construction Multi -Family Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7.10 ting, tat at 1.330 ft and spa rd Combinations, Major Axis Bending Wood Grade: Microl-am LVL 1.9 E Fv 285 psi Ebend- xx 1900 ksi Density 32.21 pcf Ft 1555 psi Eminbend - xx 965.71 ksl Duval ora L� swu. z-trsxte Max De actions -- r Downward L+Lr+S 0.026 In Downward Total 0,026 in Upward L+Lr+S 0.000 In Upward Total 0.000 in Live Load Den Ratio 3988 >480 Total Der Ratio 3988 >240 59 AHJ Engineers PC Strcutural Consultants 1111111�1 Since 1985 lie, Wood Beam Description : CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Analysis Method: Allowable Stress Design Load Combination ASCE 7-10 Wood Species :!Level Truss Joist Wood Grade : Microl-am LVL 1.9 E Beam Bracing : Completely Unbraced Project Title: Grove Engineer: Craig Brasher Project ID: 14042.Oi Project Descr: 3 -Story Wood Construction Multi -Family Fb- Tension 2,600.0 psi E: Modulus of Elasticity Fb -Compr 2,600.0 psi Ebend-xx 1,900.Oks! Fc - PHI 2,510.0 psi Eminbend - xx 965.71 ksi Fc - Perp 750.0 psi Fv 285.0 psi Ft 1,555.0 psi Density 32.210pcf Span = 7.50 ft Applied Loads Beam self weight calculated and added to loads Loads on all spans.., Uniform Load on ALL spans : D = 0.690, L = 0.680, DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Span = 8.0 it Span = 12.0 it S = 0.860 klft 0.804 1 3.1.75x11.87 = 2,381.66psi 2,962.09psi +D+0.750L+0.750S+H 0.000ft = Span If 3 Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span tv : Actual Fv : Allowable Load Combination Location of maximum on span Span If where maximum occurs 0.165 !n Ratio= 874 -0.020 in Ratio= 4714 0.356 in Ratio= 404 -0.044 in Ratio= 2181 Overall Maximum Deflections_- Unfactored Loads Load Combination Span Max.'-" Dail Location in Span 0.845 : 1 3-1.75x11.87 276.87 psi = 327.75 psi +D+0.750L+0.750S+H 6.O0Dft Span # 2 Max. 2 0.0000 3.529 +D+0.750L+0.7508+0.525E+H -0.0440 5.580 +D+0.750L+0.750S+0.525E+H 3 0.3560 6.655 0.0000 5.580 Vertical Reactions -- _ --- - Unfactored Support notation : Far left Is #1 Values in KIPS LoadCombinetian — ---- Supportl - --- Support2 Supporta _Support 4 -- OverallMAXimum 5.947 13.330— 22.731 9,113 Overall MINlmum 1.351 3.029 5.165 2.071 +D+H 2.252 5.048 8.608 3.451 +D+L+H 4.427 9.924 16.923 6.784 +D+Lr+H 2.252 5.048 8.608 3.451 60 AHI Engineers PC Project Title: Grove Stmutural Consultants Engineer: Craig Brasher Project ID: 14042.00 Since 1985 Protect Descr: 3 -Story Wood Construction Multi -Family NNed:28 APn 2014. 213PM Wood Beam File =C:VDOCUME-11c5rasheADesklop\Gme.eW ENERCALC, INC. 1983-2014, Build:6.14.126, Ver.6.14.1.26 1.11 Description : Fe31 Vertical Reactions - Unfectored Load Combination Support 1 +D+S+H 5.003 +D+0.750Lr+0.750L+H 3.884 +D+0.750L+0.750S+H 5.947 +D+0.60W+H 2.252 +D+0.70E+H 2.252 +D+0.750L+0.750Lr+0.450W+H 3.884 +D+0.750L+0.750S+0.450W+H 5.947 +D+0.750L+0.7505+0.525E+H 5.947 +0.60D+0.60W+0.60H 1.351 +0.60D+0.70E+0.60H 1.351 D Only 2.252 Lr Only L Only 2.175 S Only 2.751 W Only E Only H Only Support 2 11214 8.705 13.330 5.048 5.048 8.705 13.330 13.330 3.029 3.029 5.048 4.876 6.167 Support3 179124 14.844 22.731 8.608 8.608 14.844 22.731 22.731 5.165 5.165 8.608 8.315 10.516 Support notation : Far left Is 61 Values In KIPS Support 4 7.667 5.951 9.113 3.451 3.451 5.951 9.113 9.113 2.071 2.071 3.451 3.333 4.216 61 AHJ Engineers PC Strcutural Consultants Since 1985 Steel Beam Project Title: Grove Engineer: Craig Brasher ProiectID: 14042.0 Project Descr: 3 -Story Wood Construction Multi -Family Description: FB32 - CODE REFERENCES _ Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy: Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-10 '\ Span = 9p11 WISX26 Applied Loads Beam self weight calculated and added to loads 0.507 : 1 Load(s) for Span Number 1 W 16x26 Point Load : D =10.0, L = 33.0 k D 2.670 fl 35.731 k Point Load : D = 2.30, L = 2.20, S = 2.80 k 0 2.670 ft Uniform Load : D = 0.140, L = 0.350 Vft, Tributary Width =1.0 it DESIGN SUMMARY Location of maximum on span Maximum Bending Stress Ratio = 0.845: 1 Section used for this span W1 6x26 Me: Applied 93.167 k -ft Mn / Omega: Allowable 110.279 k -ft Load Combination +D+L+H Location of maximum on span 2.700f1 Span If where maximum occurs Span If 1 Maximum Deflection M u Service loads entered. Load Factors will be applied for Maximum Shear Stress Ratio = 0.507 : 1 Section used for this span W 16x26 Ve : Applied 35.731 k Vn/Omega : Allowable 70.509 k Load Combination +D+L+H Location of maximum on span 0.000 it Span R where maximum occurs Span If 1 Max Downward L+Lr+S Deflection 184.17 0.091 in Ratio = Max Upward L+Lr+S Deflection 117.75 93.17 0.000 in Ratio= Max Downward Total Deflection 35.73 117.75 0.123 in Ratio= Max Upward Total Deflection 1.00 1.00 9.40 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations 110.28 Load Combination Max Stress Ratios 117.75 75.98 Segment Length Spank M V Mmax+ Mmax- +D+H 184.17 110.28 1.00 1.00 30.62 Dsgn. L = 9.00 it 1 0.221 0.133 24.40 1.00 1.00 +D+L+H 117.75 24.40 184.17 110.28 Dsgn. L = 9.00 it 1 0.845 0.507 93.17 184.17 +D+Lr+H 1.00 1.00 29.15 117.75 79.90 Dsgn. L = 9.00 it 1 0.221 0.133 24.40 117.75 +D+S+H Dsgn. L = 9.00 it 1 0,269 0.161 29.63 +D+0.750Lr+0.750L+H Dsgn. L = 9.00 ft 1 0.689 0.413 75.98 +D+0.750L+0.750S+H Dsgn. L= 9.00 It 1 0.725 0.434 79.90 +D+0.60W+H Dsgn. L = 9.00 ft 1 0.221 0.133 24.40 +D+0.70E+H Dsgn. L = 9.00 It 1 0.221 0.133 24.40 +D+0.750Lr+0.750L+0.450W+H Dsgn.L= 9.00ft 1 0.689 0.413 75.98 +D+0.750L+0.750S+0.450W+H Dsgn. L = 9.00 ft 1 0.725 0.434 79.90 +D+0.750L+0.750S+0.5250E+H 1,188 0 <480 876 0 <240 24.40 184.17 110.28 1.00 1.00 9.40 117.75 93.17 184.17 110.28 1.00 1.00 35.73 117.75 24.40 184.17 110.28 1.00 1.00 9.40 117.75 29.63 184.17 110.28 1.00 1.00 11.37 117.75 75.98 184.17 110.28 1.00 1.00 29.15 117.75 79.90 184.17 110.28 1.00 1.00 30.62 117.75 24.40 184.17 110.28 1.00 1.00 9.40 117.75 24.40 184.17 110.28 1.00 1.00 9.40 117.75 75.98 184.17 110.28 1.00 1.00 29.15 117.75 79.90 184.17 110.28 1.00 1.00 30.62 117.75 70.5' 70.51 70.51 70.51 7061 70.51. AHJ Engineers PC EProject Title: GroveBrasher Sircutural Consultants ngineer: Craig Protect ID: 14042.00 Since 1985 Project Descr: 3 -Story Wood Construction Multi -Family PriNeU: 13 AiAY 2019, B:S6AM heel Beam FIIe=C:1DOCUME-llcbmsheADesktoplGrove.ee6 ENERCALC, INC. 1902014, BWId:8.14.1.26, Ver.6.14.1.26 ascription : FB32 ad Combination Max Stress Ratios Support 2 Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax+ Mmax- Me - Max Mnx Mnx/Omega Cb Rm VaMax Vnx Vnx/Omega Dsgn. L = 9.00 9 1 0.725 0.434 79.90 79.90 184.17 110.28 1.00 1.00 30.62 117.75 70.51 60D+0.60W+0.60H +D+S+H 11.368 5.227 +0+0.750Lr+0.750L+H 29.148 Dsgn. L = 9.00 It 1 0.133 0.080 14.64 14.64 184.17 110.28 1.00 1.00 5.64 117.75 70.51 60D+0.70E+0.60H +D+0.70E+H 9.399 4.397 +D+0.750L+0.75OLr+0.450W+H 29.148 Dsgn. L= 9.00 ft 1 0.133 0.080 14.64 14.64 184.17 110.28 1.00 1.00 5.64 117.75 70.51 )verall Maximum Deflections - Unfactored Loads +0.6DD+0.60W+0.60H 5.639 2.638 +0.60D+0.70E+0.60H .oad Combination Span Max.' -'Dell Loca9on in Span Load Combination Max. Y Deb Location in Span Vertical Reactions - Unfactored .oad Combination Support 1 Support 2 Overall MAXimum 35.731 16.414 Overall MINimum 1.969 0.831 +D+H 9.399 4.397 +D+L+H 35.731 *414 +D+Lr+H 9.399 4.397 +D+S+H 11.368 5.227 +0+0.750Lr+0.750L+H 29.148 13.410 +D+0.750L+0.750S+H 30.625 14.033 +D+0.60W+H 9.399 4.397 +D+0.70E+H 9.399 4.397 +D+0.750L+0.75OLr+0.450W+H 29.148 13.410 +D+0.750L+0.7505+0.450W+H 30.625 14.033 +D+0.750L+0,750S+0.525E+H 30.625 14.033 +0.6DD+0.60W+0.60H 5.639 2.638 +0.60D+0.70E+0.60H 5.639 2.638 D Only 9.399 4.397 Lr Only L Only 26.332 12.018 S Only 1.969 0.831 W Only E Only H Only Far left Is 91 Values In KIPS 63 L:onnection Calculator http://www.awc.org/calculators/connections/ecstyle.asf rw *000°AN db COUNOUNCIL Connection Calculator C www.awc.org a • �J: Connection Calculator available for the Android OS. Connection Calculator available for the [Phone. Design Method Allowable Stress Design (ASD) Connection Type Lateral loading Fastener Type Bolt Loading Scenario Single Shear - Wood Main Member Main Member Type Douglas Fir -Larch Main Member Thickness Other (in inches) -- 7.0 Main Member. Angle of Load to Grain 14681bs. 1190 Side Member Type Steel Side Member Thickness 1/4 in. Side Member: Angle of Load to Grain 0 11 Fastener Diameter1 in. Load Duration Factor C D = 1.0 Wet Service Factor C_M = 1.0 Temperature Factor C_t = 1.0 Connection Yield Modes ImI550lbs. Is 14350 lbs. II 14681bs. HIM 11981lbs. Ins F1501 lbs IV F2028 lbs. Adjusted ASD Cap11468 lbs loft 61 I 5/6/20141:22 Dn Calculator http://www.awc.org/calculators/connections/cestyle.asp?de... • Bolt bending yield strength of 45,000 psi is assumed. • The Adjusted ASD Capacity is only applicable for bolts with adequate end distance, edge distance and spacing per NDS chapter 11. • ASTM A36 Steel is assumed for steel side members 1/4 in. thick, and ASTM A653 Grade 33 Steel is assumed for steel side members less than 1/4 in. thick. While every effort has been made to insure the accuracy of the information presented, and special effort has been made to assure that the information reflects the state-of-the-art, neither the American Wood Council nor its members assume any responsibility for any particular design prepared from this on-line Connection Calculator. Those using this on-line Connection Calculator assume all liability from its use. The Connection Calculator was designed and created by Cameron Knudson, Michael Dodson and David Pollock at Washington State University. Support for development of the Connection Calculator was provided by American Wood Council. 65 5/6/20141:22 PM 604UMAe &I0 611 V>L 6� M GI N9aP�nW-eE (Pt"I A I, ✓ff ,.,r? %. .3 l,,.T •�•��^ �eY',� ISI �!% (,VZTao.dw=as 11 Ni,; NO. 14042 DA4: 04/14 ..;FII1 ; I— l,K()JtC I: Gt;OV� It'd: cr? I �l AI 11 F, f'(: - - - 6f "�lNl ('I'l K%I r<INM I'C.1N V� f�III`-R I II INFTRS, PC W (-VITAL ( f INNI cC:�N L� AK: NO14042 DAIF: Oa; 14 ;rn i W. ITOJEC1: GpOV� HY: C63 Z 67 _ _ 3 Fop, hNECA t �� 10I�T5 $f4+S -AT Z6 t Z'/IZT.Y.!t7G R� :%-•K:,..n .E' YVry .lr —' Al i,,- NO. J;� r �� kOJ�C f _ j'�L`1 L.1 111 FNGINT:I ICS, PC UJU ( 0 R 1 L Ct ).NS1 I T 1N'CS H042 '"AIr: ""rel >1 11 1 GpOVr k3Y: Ci3 3 GOLUMI�(5 M& �Z,z, c.3rc:.; <2 ZK 15M, CAAWWC CAPAC1 TY Z. 5, d ff,y SL/fpO?;.v6 k1J,OF AM SIZE TOTAL Al 9PSUL7- , sr, 5 �9 X f {J r �i ENGINEERS, PC WCeux.jt.arNst ce.jNUS AN N0. PRUJECI':,�yf — DAIS: / BY: �� SHEET N0. 9 GQLUMNS S ✓�'F iJ�jvG�i;�(�1 •?.�.a.4 rte! %,._ ..,,w... BEAM 5/ZE LOADS CWO;PST GASP POP EA, REAM 5/ZEJ TOTAL ztv 11,/, Lk /� _0, Za a.xt -1, l3_--- z« .c —L- 5 -7 CA - 6)2k _� ' r 47 /'� ((�� L/ ENGINEERS, PC STR I A 7n 1x.11. CONScc[ANTS AHJ NO. 1gyp//z DAIE:05 /4 SHEET NO. BY:AH-) — _ PROLU Gt�I�E COLUMNS 5Le rj,z, Saar Z3 Fza�eS 9/7 SIZE LOADS (WOF5T GA5E FOP EA. DEAN 5/ZE) TOTAL RESULT 03 IT F— •r s = * rs �.--- p. =r� : —17v7- _�. CL Z'v;g I 2k -LY25 s% �{ ENGINEERS, PC i:CTUltA,. CONSULTANTS a AHJ NO. i�oyZ PROJECT: (,�j��' DATE: BY: SHEET N0. Wood Construction Connectors Post Allowable Compression Loads for Douglas Fir Larch SIMPSON <�T'411g'�`I8 Framing Lumber Size Grade Perp to Grain, Pc-L(lbs) Compression Capacity Parallel to Grain, Pc the)(100) Compression Capacity Parallel to Grain, Pc the)(160) Nominal Tap Plate Height (It) Nominal Top Plate Height (II) 8 9 10 1 11 12 B 1 9 10 11 12 12 2x4 #2 3280 3170 2580 2120 1765 1490 3345 " 2680 2180 1805 1520 _ 3x4 #2 5470 5285 4305 3535 2945 2485 b570 -, 4470 1 3635 3010 2530 5195 2-2x4 #2 6565 6340 5165 4240 3535 2985 6685 4 5365 1 4360 3610 3040 4 -Inch 4x4 #2 7655 7395 6025 4945 4120 _ 3480 7800.:. 6260 5090 4215 3545 Wall 3-2x4 #2 9845 9510 7745 6360 5300 4475 _ 10030 8045 6545 5420 4555 4x10 #2 18290 4x6 #2 12030 11540 9420 7745 6460 5460 12215 9810 7980 6610 5560 10515 4x8 #2 15850 15090 12345 10165 8485 7175 16035 - 12890 10500 8700 7320 10990 9350 4x10 #2 20235 19080 15650 12910 1 10790 9130 20365 16395 13360 11080 9325 19110 2x6 #2 5155 • __ 7975 6965 605 62-6-0-1 5260 x.11030:'.9280 24570 _ 7780. -6570 :. 5600:1 -. 28120 3x6 #2 8595 14945 ` 13290 .11610 10085 .8765 18385 --15465 12965 - 10950 9335. - 6 -Inch wall 2-2x6 4x6 3-2x6 #2 #2 #2 10315 12030 15470 -Al 2M25- 6905 --:-23925 .15950 .:13935_ 18605 ' 16255' .20900- 12105_ 14120: 18165 _ 10515. 12270 - 15775 22060_ -- 25735 33090. '-. 18560 -21850 - :'27840 ' 15560. 18155 23340 13140- _ 15330 - - 19715. 11200 13070 .16800 . 6x6 #1 18905:; 25260 23560: 21565.' 19480' 17435__34255` 30165 - 26140 22575 :19535 6x8 #1 25780 -34450 ' 32125 29410;. 26560.: 23775 - 46715 :' 41130 35650 :. 30785 26 0'r` Post Allowable Compression Loads for Southern Pine Framing Lumber Perpta Size Grade Grain, PCI (lbs) Compression Capacity Parallel to Grain, Pcfibs) (100) Compression Capacity Parallel toa 60) Nominal Top PlateHeight(it) Nominal Top PlateH 8 9 10 11 12 8 9 10 12 2x4 2x4 #2 2985 '(.2775 , i= %u'l -ti0 1540 __ 3225 +�,q `.P340 - Llb 1770 3x4 #2 4945 45253745 _ -! 'I 0 1 - 5380 I ,i.;1 i0 4 -Inch 2-2x4 #2 5935 5545 --< 4495 +���' �; 3085 -6455 5195 �12JJ OflS4-Inch Wall 4x4 #2 6920 /ii ar15 - _ +�;; 530 6060 4965 485Wall 2460 3-2x4 #2 8900____�d8i�4x6 _8320 -,-6-7-45--F- 5545 4625 3910 - 7015 5710 4730 3980 -6400_ #2 10875 11680 9495 _ 12395 1 7745 6455 6450 .12290,- 9785 7960 545 4x8 #2 14335 '15320 10185 6490 7175` 16155 ' 12875 10475 8680 7300 6 -Inch 4x10 #2 18290 : 19445.- _ X11475 12960 10810 9140__ 20560 -, _ 16395 13350 11060 9310 Wall 2x6 #2 4660 9345 _: _15760_1 8190 -13650*- 7095 - 6130 _,5305 10515 11280 "9375 _ 7825 �': 6595- '"6610 11470 3x6 #2 7770 15570 . 16070 11830 10215 _ 8840 _ 18800 15620 13045 10990 9350 6 2-2x6 #2 9325 _. 18685 .16380 .14195 12260. 10610 22560 18745 15655- .I 13185 .11220 -Inch Wall 4x6 #2 10875 . 21800 19110 16560 143110: 12375 _" 26325 21670 18260. 15385 _..13090 3-2x6 02 13985 26030 24570 21290 18385 15910 28120 23480 19780 16836 6x6 #1 17090 :'. 21495 - 20270 ..18835 _ .1726b -F--15655 _33845 '.30025 26820 23095 L 20670._ 1_7975 6x8 #1 23305 29315 27640 25680: _23540:_0 2� 40940 36575 _ -32180 28105 24515 ! Post Allowable Compression Loads for Spruce Pine Fir Framing Lumber Perp to Size Grade Grain, PC (Ihs) Compression Capacity Parallel to Grain, Pc (lbs) (100) Compression Capacity Parallel to Grain, Pe (lbs) (150) Nominal Top Plate Height(f) Nominal Top Plate Helght(H) 8 9 10 11 1 12 a 9 10 11 12 2x4 2x4 #1/#2 2230 '(.2775 , '2250'` 1850 1540 1305 930 `.P340 - 1905 1575 1325 1770 3x4 01/#2 3720 45253745 _ 3080 2570 _ 2170 4885 -3895 - _ 3175 2630 2210 4 -Inch 2-2x4 #I/#2 4465 5545 --< 4495 3695 3085 2605_ 5865 . 4675- 3805 3155 2655 Wall 4x4 #142 5205 ;:.6470 _ 5245 } 4310 3595 3045 _ -618401 -:.5455 4440 3680 3095 2460 _ 3-2X4 #1/#2 6695 _8320 -,-6-7-45--F- 5545 4625 3910 - 7015 5710 4730 3980 -6400_ 4-2X4 #1/#2 8925 -11095 3415 I 7395 6035 _ _ 6165 _ 5256 5215_ _$795 �` 11730.. 9355 _ 6310 6340 2x6 #1/#2 3505 _ 7745 _...8990 6885 __ 4575 '9600: - 8055 - __7615 _5310 6770 - 5725 - A685 6 -Inch 3x6 #1/#2 5845 x.10525 - _ X11475 10060 8760 _ _ 7625 16000 13425 11280 9545 8145 Wall 2-2x6 #1/#2 7015 _12905_ 15465 79770 12070 10515 9150 ..19200 16110 _. _._ ( 13540 114500 9770 11470 3.2x6 #1/#2 81110 ..18065 . 16070 14065. 12265 . 10675 22395 -18795 _ 15195' 13360 .11400 2x6 3-2x6 4-2x6 4-2x6 #7/#2 10520 23230 20660 '18 ]0:= 15770 1373tl 2P95 24165 Lr 20305_. 17180 14660 Post Allowable Compression Loads for Hem Fir Framing Lumber Lumber Grade Parptc Grain, Pcl(lbs) Compression Capacity Parallel to Grain, Pc (lbs) (100) Compression Capacity ParallelloGreln,Pc(Iba)(/60) Nominal Top Plate Height (11) Nominal Top Plate Height (it) 8 9 10 11 12 _ 81 10 11 12 2x4 #2 2125 2630 2116 2115 1730 1435 1210- 2745 2180 '_ 1770 1465 1230 3x4 #2 3545 4385 '0 3525 2880 2395 2020 4570 3630 2950 2440 2050 4 -Inch 2-2x4 #2 4255 5260:-. 4230 3460 2875 2425 5485 1 3540 2925 2460 Wall 4x4 #2 4960 6140'.x. 4935 4035 3355 2830 -6400_ _4355 5085m1 4125 3415 2870 3-2x4 #2 6380 7890 6340 5185 4310 3635 8230 6535 1 4390 3690 4-54 #2 8505 x.10525 - I 6975 5750 _ 5065 _4850 _ 4365 - 10970- 9985 {8i15�1 '. 7735 _5305 7075 6425 5855 6395 4920 '.4580 2x6 #2 3340 7950 _9455 6880 -1 5905 6 -Inch 3x6 #2 5576 13250 11470 9840 8449 7270 _15640 12890 10710: 8995 7635 ' Wall 2x6 3-2x6 4-2x6 #2 #2 7895 10025 18550 _ 23855 -1§FM 16055 20645 J- 11816 _13780 i 77715 _ 1050 _1 820 .. 15195 _ _10180 _.13090. 281895 28150 160457-6 23205 IMIF 14995 19275 10790 ' 12590 16185 - 9165 _10690 --73745 - Q- Inn,nnt- on nn nn Ont AHJ Engineers PC Strcutural Consultants Since 1985 food Column ascription : Column At FB31 :ode References alculalions per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 pad Combinations Used: ASCE 7-10 leneral Information Project Title; Grove Engineer: Craig Brasher Protect ID: 14042,00 Protect Descr: 3 -Story Wood Construction Multi -Family knalysis Method: Allowable Stress Design as Wood Section Name 2.1.75x9.5 :nd Fixities Top & Bottom Pinned Wood Grading/Manuf. Trus -Joist Overall Column Height 8.0 ft Wood Member Type Microllam ( Used for non -slender calculations) Exact Width 3.50 in Allow Stress Modification Factors Mood Species iLevel Truss Joist Exact Depth 9.50 Cf or Cv for Bending 1.0 Mood Grade Microl-am LVL 1.9 E Area 33250 in42 Cf or Cv for Compression 1 0 -b -Tension 2600 psi Fv 285 psi :b - Compr 2600 psi Ft 1555 psi 'c - Prll 2510 psi Density 32.21 poll =c - Perp 750 psi 0.900 0.2657 Modulus of Elasticity ... x -x Bending y -y Bending 8.0 it Basic 1900 1900 PASS Minimum 965.71 965.71 Ix 250.068 inq Cf or Cv for Tension 1.0 ly 33.943 104 Cm: Wet Use Factor 1.0 Ct: Temperature Factor 1,0 Cfu : Flat Use Factor 1.0 Axial Kf : Built-up columns 1.0 NDS 1532 1900 ksi Use Cr : Repetitive 7 No (non -0 only) Brace condition for deflection (buckling) along columns: X.X (width) axis: Unbraced Length for XA Axis buckling =8 k, K =1.0 Y -Y (depth) axis: Unbraced Length for X -X Axis buckling = 8 ft, K =1.0 4pplied Loads Service loads entered. Load Factors will be applied for calculations Column self weiqht included : 59.499 lbs ` Dead Load Factor AXIAL LOADS... Axial Load at 8,0 ft Xecc = 2.0 in, Yecc = 5.0 in, D = 8.60, L = 8,30, S =11.0 k BENDING LOADS ... Lat Uniform Load creating My -y, W = 0.0050 Wit DESIGN SUMMARY anding & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.8129 :1 Load Combination +D+0.750L+0.75OS+H Governing NDS Forumlalp + Mxx + Myy, NDS Eq. 3.9 - Location of max.above base 7.946 ft At maximum location values are ... Applied Axial Applied Mx Applied My Fc: Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base Applied Design Shear Allowable Shear Load Combination Results 23.135 k -0.4775 k -ft -0.4775 k -ft 1,001.88 psi 0.005514:1 +D+0.750L+0.750S+H 8.0 ft 2.711 psi 327.750 psi Maximum SERVICE Lateral Load Reactions.. Top along Y -Y 0.06009 k Bottom along Y -Y 0.06009 it Top along XA 0.06909 k Bottom along X -X 0.06009 k Maximum SERVICE Load Lateral Deflections ... Along Y -Y -0.007240 in at 4.671 ft above base for load combination: +D+0.750L+0.7508+H Along X -X -0.05334 in at 4.671 ft abovebase for load combination : +D+0.750L+0.750S+H Other Factors used to calculate allowable stresses... Sendino Compression Tension Cf or Cv: Size based factors 1.000 1.000 73 Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D Stress Ratio Status_ Location Stress Ratio Status Location +D+H 0.900 0.2657 PASS 0.0 fl 0.002626 PASS 8.0 it +D+L+H 1,000 0.5149 PASS 0.0 ft 0.004644 PASS 8.0 ft +D+Lr+H 1.250 0.2585 PASS 0.0 ft 0.001891 PASS 8.0 ft +D+S+H 1.150 0.5902 PASS 0.0 ft 0.004684 PASS 8.0 ft +D+0.750Lr+0.750L+H 1.250 0.4443 PASS 0.0 ft 0.003259 PASS 8.0 ft +D+0.750L+0.750S+H 1.150 0.8129 PASS 7.946 ft 0.005514 PASS 8.0 ft +D+0.60W+H 1.600 0.2552 PASS 0.0 ft 0.002269 PASS 8,0 ft +D+0.70E+H 1.600 0.2552 PASS 0.0 ft 0.001477 PASS 8.0 ft +D+0.75OLr+0.750L+0.450W+H 1.600 0.4387 PASS 0.011 0.003140 PASS 8.0 I1 73 AHJ Engineers PC Project Title: Grove Strcutural Consultants Engineer: Craig Brasher Proiect 10: 14042.00: Since 1985 Project Descr: 3 -Story Wood Construction Multi -Family Printed: 13 MAY 2041t32AA1 Wood Column ..---.File C. ADOCUME-1lobrasheADesklop0ovaeD6 Description: Column At FB31 Load Combination Results Load Combination C D Maximum Axial + Bending Stress Ratio Status_ Stress Ratios Distance Maximum Shear Ratios Stress Ratio Status Location +D+0.750L+0.750S+0.450W+H 1.600 0.7025 PASS _Location 7.946 it -0.0391 in 0.004557 PASS 8.0 it +D+0.750L+0.750S+0.5250E+H 1.600 0.7027 PASS 7.946 ft 4.671 It D.003963 PASS 8.0 ft +0.60D+0.60W+0.60H 1.600 0.1531 PASS 0.0 it 4.671 It D.001678 PASS 8.0 ft +0.60D+0.70E+0.60H 1.600 0.1531 PASS 0.0 it +D+0.60W+H D.000886 PASS 8.0 ft Maximum Reactions - Unfactored 4.671 it +D+0.70E+H .0.0199 in 4.6711t -0.003 In Note: Only non -zero reactions are listed. +D+0.750L+0.75OLr+0.450W+H X -X Axis Reaction 4.725 ft Y -Y Axis Reaction 4.671 ft Axial Reaction Load Combinatlon 0 Base 0 Top 4.671 If 0 Base a Top 4.671 it 0 Base +D+H -0.022 0.022 k 4.993 If -0.022 0.022 k +0.60D+0.70E+0.60H 8.659 k +D+L+H 0.044 0.044 k D Only -0.044 0.044 k -0.003 In 16.959 k +D+Lr+H .0.022 0.022 k 0.000 in -0.022 0.022 k -0.0192 in 8.659 k +D+S+H -0.051 0.051 k -0.0254 in -0.051 0.051 k 4.671 If 19.659 k +D+0.75OLr+0.750L+H -0.039 0.039 k 0.000 If -0.039 0.039 k 0.000 It 14.884 k +D+0.750L+0.7505+H -0.060 0.060 k 0.000 a -0.060 0.060 k 23.134 k +D+0.60W+H -0.010 0.034 k -0.022 0.022 k 8.659 k +D+0.70E+H -0.022 0.022 k -0.022 0.022 k 8.659 k +D+0.750L+0.75OLr+0.450W+H -0.030 0.048 k -0.039 0.039 k 14.884 k +D+0.750L+0,750S+0.450W+H -0.051 0.069 k -0.060 0.060 k 23.134 k +D+0.750L+0.750S+0.525E+H -0.060 0.060k -0.060 0.060k 23.134k +0.60D+0.60W+0.60H .0.001 0.025 k -0.013 0.013 k 5.196 k +0.60D+0.70E+0.60H -0.013 0.013k -0.013 0.013 k 5.196 k D Only -0.022 0.022 k -0.022 0.022 k 8.659 k Lr Only k k k L Only -0.022 0.022 k -0.022 0.022 k 8.300 k S Only -0.029 0.029 k -0.029 0.029 k 11.000 k W Only 0.020 0.020 k k k E Only k k k H Only k k k Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance +D+H -0.0199 in 4.67111 .0.003 in 4.671 ft -- +D+L+H -0.0391 in 4.671 If -0.005 in 4.671 If +D+Lr+H -0.0199 in 4.671 If -0.003 in 4.671 It +D+S+H .0.0453 in 4.6711t -0.006 in 4.671 If +D+0.750Lr+0.750L+H -0.0343 in 4.671 It -0.005 in 4.671 it +D+0.750L+0.750S+H -0.0533 in 4.67111 -0.007 in 4.671 it +D+0.60W+H •0.0157 in 4.8321t -0.003 in 4.671 it +D+0.70E+H .0.0199 in 4.6711t -0.003 In 4.671 it +D+0.750L+0.75OLr+0.450W+H .0.0311 in 4.725 ft -0.005 In 4.671 ft +0+0.750L+0.7505+0.450W+H -0.0502 in 4.671 ft -0.007 in 4.671 If +D+0.750L+0.750S+0.525E+H -0.0533 in 4.671 it .0.007 in 4.671 If +0.60D+O.60W+0.60H -0.0078 in 4.993 If -0.002 in 4.671 If +0.60D+0.70E+0.60H -0.0119 in 4.671 ft -0.002 in 4.671 If D Only -0.0199 in 4.67111 -0.003 In 4.671 If Lr Only 0.0000 In 0.000 it 0.000 in 0.000 It L Only -0.0192 in 4.671 It -0.003 in 4.671 If S Only -0.0254 in 4.671 8 -0.003 in 4.671 If W Only 0.0072 in 4.027 If 0.000 in 0.000 If E Only 0.0000 in 0.000 It 0.000 In 0.000 It H Only 0.0000 in 0.000 a 0.000 In 0.000 It N All Engineers PC Strcutural Consultants Since 1985 Project Title; Grove Engineer: Craig Brasher Project ID: 14042.00 Project Descr: 3 -Story Wood Construction Multi -Family ood Column File =C;WMUME-PcblasheADesklop%e e.ec6 ENEBCALC, INC. 1983-2014, Build:6.14.1.26, Ver.6.14.126 1.r1 Iscription : Column At FB31 ketches Loads Loads are total entered value. Arrows do not reflect absolute direction, 75 wAl1� H1.9 X11 rH3o till 1 'T I `r HI6 I �4s� � N11 V. VHIL - Hi.3 16 H19 033 r",A 4,3r H To 7- dW146 77s'w' 10:-04w vc6 fASsl1 o a .S l O7('G'M/!$FJ>�Ci1.+'tJVC7$7 fo tNR:". % AH„ NO. 14042 DATE: 011/14 SHEET NO.. I kOJECI: GpOVE BY: (6 J j AI -I) ENGINEERS, PC: _. _ _ 7e STRUCTIIBA I CONSCLT a MCS 1 Hz9f� ti Nis x+36 _ i %��� j -N'S t i 113 I I %H3� 115- 1 111 111 1 1 1 n ti': -H 14 f—H4M H39 N.io —_ f. `1\ T18 1 —Hf1-t' 7YP,oF� pe: jV,77- SEr rCooF'ri rl,kC OCV/R A✓ 7fJ! /f12�iP LoCgTia.Y5 ILO NI 9 AHJ N0. 14042DATE: oa/la SHEET N0. ('HGJECT: GP\OV-� BY: cc, II1?VGINEERS,PC: 77 I'CCUR.AI . C()n'S1: I: CANTS r WILLS R:1�l AHJ N0. ('ROJECl Al -IJ ENGINEERS, PC -- STRI CTI TAA CONST i s c,SN•rs zw/ "rloa4 FMe+tley 19042 c,W\/F t45- Norco"f DAIS: OF+/w 1 SHEET N0. BY: cry 10 ELLS /sT � sa.arP wAdLS Y1GT, LOADS REAGTIOW-5) ,PESULT �DODU l�K-TZ /Z``'.c, /6o c, iIFC, = 5 = 15-049 �aoD 9 _Z 00 f 3r. 00 3 Oo O o 42- _ 7'z 5 z 5 r 1ry. \5 _ u _7 I^ `' 2 4 b -sr. "Ad o o f Ai LL-62-0- oU -- _ 7d 1D/S ' Tri nom( t5 -- - ----- - v �l� rNclNrrxs, Pc CTURd L C( )NSI : LTANTS AHJ NO. 19VIZ — --- --- — — -- — PROJECT: 6iWt/r: DATE: SHEET N0. Z 79 -- --a57—/y BY: C,/�> TL(x)i' Z MAPK 1/16r, il-OAD--;, Ptf-'5UI-7- A= 2-4td Z 2 W, X5;4 19a IAI- Z�z Ga rw VVA �� (� �1�� AHS ENGINEERS, PC AHJ NO. WE: SHEET NO. PROJECT: BY: WALLS ti -E t=E5 _Wo FILOOK, WALLS (SUPPORTING POOP FPAMING) SPAN LOADS kUAGTlON(S) P! SULT 3 O _.. 5.. :. Q wail(Z.i Q 7% ZX �/"Z 4 .d zr C / zZXL =1 - T 15 -Ali — f?NGIN!?f;RS, P(: 1'TTI TAL CONST 1: CANTS AHS NO. I+O i2 DAIL: Wil SIJ[ FT NO. - - 81 - - --- — - - _.- _. - - ------ I WftLLS ti�ftlD�1'S 2ND rLOOP WALLS (5UPPOk TING 3KD rL-OOt' FPAM1NGJ I-1APK I 5) -AN 60!05 PEACT,10N(S9 K'ESULT FtGJ 70, S/ Sc f4 13f, �Ec fly 4 xr i'' y r a PS' pr PL S« 1 ,r �-7 All) s i)n x �!NFT, i -ra AH,: NO. 1042 I'kWtC I: GpOVE UAIt: O5! IH i?": Ie' �Hk E NO. s WAI-1-15 flfAIDE P-15 /5/ Fl-oop WAI-1-15 (-'5UPPOPr/NG 2nd FI -OOP FPAMING) 5PAN I-OAP5 PE-ACTIOW-5) Ftf-'5UI-r hJ -411Z 711-S nz /i9 m65 4y w Pct uY .6 ws- �U—1 T, 3 A. -T �,2 ARC, 7 II ENGINEERS, PC:_----- 1 CUITAI. CONSIATANTS -- AHJ--NO. PROJECI: 6povE DAIE: BY: CP SHEET NO. 83 Y�,.) ----- "' Engineers PC Strcutural Consultants Since 1985 General Beam Analysis Truss Reaction Project Title: Grove Engineer: Craig Brasher Protect ID: 14042.00 Protect Descr: 3 -Story Wood Construction Multi -Family General Beam Properties Elastic Modulus _ 29,000.0 ksi Span #1 Span Length = 3.0 it Area = 10.0 inA2 Moment of Inertia = 100.0 InA4 Span #2 Span Length = 22.50 it Area = 10.0 inA2 Moment of Inertia = 100.0 inA4 Span #3 Span Length = 6.0 it Area = 10.0 inA2 Moment of Inertia = 100.0 inA4 0. 20 Dip. NSE s,aaim Span = 3 D n Span = 22 50 fl Span = e.0 ft Loads on all spans... Uniform Load on ALL spans: D = 0.0180, S = 0.0350 k/fl, Tributary Width =1.0 it Partial Length Uniform Load : S = 0.0320 k/ft, Extent = 0.0 -->> 8.30 it DESIGN SUMMARY Maximum Bending = 2.929 k -ft Maximum Shear = Load Combination +D+S+H Load Combination Location of maximum on span 10253ft Location of maximum on span Span # where maximum occurs Span # 2 Span If where maximum occurs Maximum Deflection 0.246 0.321 Max Downward L+Lr+S Deflection 0.062 in 0.960 Max Upward L+Lr+S Deflection -0.026 in 0.321 Max Downward Total Deflection 0.062 in 0.800 Max Upward Total Deflection -0.026 in 0.321 Overall Maximum Deflection - Unfactored Loads Load Combination Span Max. Deft Location in Span S Only 2 3 Vertical Reactions - Unfactored Load Combination Support 1 Load Combination 0.7205 k +D+S+H 3.000 1t Span # 1 Max. Y De# Location in Span 0.0615 11.108 0.0000 0.000 0.0000 11.108 SOnly 0.0410 6.000 Support notation: Far left is#1 Values In KIPS Overall MAXimum 0.975 0.980 Overall MINimum 0.147 0.193 +D+H 0.246 0.321 +D+L+H 0.246 0.321 +D+Lr+H 0.246 0.321 +D+S+H 0.975 0.960 +D+0.750Lr+0.750L+H 0.246 0.321 +D+0.750L+0.750S+H 0.793 0.800 +D+0.60W+H 0.246 0.321 +D+0.70E+H 0.246 0.321 +D+0.750Lr+0.750L+0.450W+H 0.246 0.321 +D+0.750L+0.750S+0.450W+H 0.793 0.800 +D+0.750L+0.750S+0.525E+H 0.793 0.800 +0.60D+0.60W+0.60H 0.147 0.193 +0.60D+0.70E+0.60H 0.147 0.193 D Only 0.246 0.321 Lr Only L Only S Only 0.730 0.638 W Only E Only H Only +D+H 0.246 0.321 AHJ Engineers PC Project Title: Grove Slrcutural Consultants Engineer: Craig Brasher Project ID: 14042.00 Since 1985 Proloot Descr: 3 -Story Wood Construction Multi -Family ertical Reactions • Unfactored Support notation: Far left Is #1 Values in KIPS ---------- ad Combination Support 1 Suppod 2 Support 3 Support 4 D+Lr+H 0.246 0.321 .D+S+H 0.975 0.960 D+0.75OLr+0.750L+H 0.246 0.321 .D+0.750L+0.7505+H 0.793 0.800 .D+O.60W+H 0.246 0.321 .D+0.70E+H 0.246 0.321 -D+0.75OLr+0.750L+0.450W+H 0.246 0.321 .0+0.750L+0.7505+0.450W+H 0.793 0.800 85 AHI Engineers PC Strcutural Consultants Since 1985 Project Title: Grove Engineer: Craig Brasher Project ID: 14042.00 Protect Descr: 3 -Story Wood Construction Multi -Family Printed: 12 MAY 2011. 2 00 PM HIS =uuxxuno-11CwasnnoektWrOVO.WMultiple Simple Beam ENERCALC. INC. 1983-2014. Build:6.14.1.26. Vnr6 14.1.26 Descrlipthm : Headers - 3rd Floor Walls (Supporting Roof Wood Beam Design : H1 & 4 Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7.11 Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Specles : Douglas Fir- Larch Wood Grade: No.2 Fb - Tension 900.0 psi Fc - Prll 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksl Density 32,210 pcf Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksl Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.360, S = 0.70 kill, Trib=1.0 ft Design Summary Max fb/Fb Ratio = 0.707. 1 fb : Actual : 949.41 psi at 1.500 ft in Span # 1 Douglas Fir - Larch Fb: Allowable: 1,342.53 psi Fb - Compr 900.0 psi Fc - Perp Load Comb: +D+S+H Beam self weight calculated and added to loads Max fv/FvRatio = 0.491: 1 Desian Summary Fv: Allowable: fv : Actual : 101.53 psi at 2.550 ft in Span # 1 +D+S+H Fv: Allowable: 207.00 psi D L Lt 1 A E r Load Comb: +D+S+H 0.77 Max Reactions (k) P L Lt A A € r Left Support 0.55 1.05 Right Support 0.55 1.05 Beam Design : H2 & 5 "ems--_ 1 3011, >]w Downward L+Lr+S 0.019 In Downward Total 0.029 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Deft Ratio 1868 >360 Total Deft Ratio 1229 >240 Calculations per 2012 IBC 2012, CBC 2013, ASCE 7.1 with ASCE 7-10 Load Combinations, Major Axis Bending Wood Grade: No.2 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.Oksl Density 32.210 pcf 625.0 psi Ft 575.0 psi Eminbend -xx 580.01ksl fb : Actual : Using Allowable Stress Desigr Wood Species: Douglas Fir - Larch Fb - Tension 900.0 psi Fc - Prll Fb - Compr 900.0 psi Fc - Perp Applied Loads Max fv/FvRatio = Beam self weight calculated and added to loads Unit Load: D = 0.240, S = 0.660 k/ft, Trib=1.0 it Desian Summary Fv: Allowable: Max fb/Fb Ratio = 0.362.1 "ems--_ 1 3011, >]w Downward L+Lr+S 0.019 In Downward Total 0.029 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Deft Ratio 1868 >360 Total Deft Ratio 1229 >240 Calculations per 2012 IBC 2012, CBC 2013, ASCE 7.1 with ASCE 7-10 Load Combinations, Major Axis Bending Wood Grade: No.2 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.Oksl Density 32.210 pcf 625.0 psi Ft 575.0 psi Eminbend -xx 580.01ksl fb : Actual : 486.55 psi at 1.165 It in Span # 1 Fb: Allowable: 1,343.21 psi Load Comb: +D+S+H Max fv/FvRatio = 0.280: 1 fv : Actual : 58.06 psi at 0.000 ft in Span # 1 Fv: Allowable: 207.00 psi Load Comb: +D+S+H Max Reactions (k) D L Lt 1 A E r Left Support 0.28 0.77 Right Support 0.28 0.77 Beam Design : H7,18, 21, 24, 28, 37 2330ft 2-24 Downward L+Lr+S 0.007 in Downward Total 0.009 In Upward L+Lr+S 0.000 In Upward Total 0.000 in Live Load Den Ratio 4228 >360 Total Defl Ratio 3088 >240 Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7.10 Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Douglas Fir - Larch Wood Grade: No.2 Fb - Tension 900.0 psi Fc - Prll 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 32.210 pcf Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksl Applied Loads Beam self weight calculated and added to loads Point: D =1.30, S = 2.50, W = -2.30 k 0 2.0 ft Design Summary r Max fb/Fb Ratio = 0.943. 1 htll uN fb : Actual : 1,069.37 psi at 2.000 ft In Span # 1 Fb: Allowable: 1,133.55 psi Load Comb: +D+S+H Max fv/FvRatio = 0.498: 1 fv: Actual : 103.12 psi at 0.000 It in Span # 1 Fv: Allowable: 207.00 psi Load Comb: +D+S+H Max Reactions (k) P L Lr S W E Left Support 0.66 1.25 -1.15 Right Support 0.66 1.25 -1.15 4.on, 2-2x10 H Downward L+Lr+S 0.018 in Downward Total Upward L+Lr+S 0.000 in Upward Total Live Load Deft Ratio 2625 >360 Total Den Ratio 0.028 in -0.017 In 1719 >240 8( AHJ Engineers PC Project Title: Grove Stroutural Consultants Enalneer: Craig Brasher Project ID: 14042.00 Since 1985 Protect Descr: 3 -Story Wood Construction Multi -Family Prinietl: 12 MAY 2014. 2:0ePM File= C;1D000ME-1lcbrahelDeskloplGrove.eolulti le Simple Beam ENERCALC. INC. 1963.2014, Bulld:6.14.1.26. Ver.6.14.1.26 r rr ood Beam Design : H8.9,10,14,16-18,21-23,26,29-31, 33.36 Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7.10 Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Pods Bending Nood Species : Douglas Fir- Larch Wood Grade; No.2 Flo - Tension 900.0 psi Fc - Prll 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksl Density 32.210 pcf Fib - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksl )plied Loads Beam self weight calculated and added to loads Unit Load: D = 0.320, S = 0.640 k/ft, Trib=1.0 ft esjon Summary lax fb/Fb Ratio = 0.478.1 2600 psi Fc - Prll 2510 psi fb : Actual : 542.04 psi at 2.000 It in Span # 1 Fb : Allowable: 1,133.55 psi Unit Load: D = 0.320, S = 0.640 k/ft, Trib=1.0 it Load Comb: +D+S+H lax fb/Fb Ratio lax fv/FvRatio = 0.313: 1 1,350.66 psi at 3.500 It in Span # 1 fv : Actual : 64.76 psi at 0.000 ft In Span # 1 Fv: Allowable: 207.00 psi 0.364: 1 Load Comb: +D+S+H Fv: Allowable: lax Reactions (k) 12 L Lr B W E Left Support 0.65 1.28 Right Support 0.65 1.28 Design : H12 Need Species: Level Truss Joist Fib - Tension 2600 psi Fc - Prll 2510 psi Fb - Compr 2600 psi Fc - Perp 750 psi )plied Loads Beam self weight calculated and added to loads Unit Load: D = 0.320, S = 0.640 k/ft, Trib=1.0 it esion Summary lax fb/Fb Ratio = 0.456 1 fb : Actual : 1,350.66 psi at 3.500 It in Span # 1 Fb : Allowable: 2,960.56 psi Load Comb: +D+S+H lax fv/FvRatio = 0.364: 1 fv : Actual : 119.15 psi at 6.230 ft in Span # 1 Fv: Allowable: 327.75 psi Load Comb: +D+S+H lax Reactions (k) b L Lr S Nl E Left Support 1.15 2.24 Right Support 1.15 2.24 ti Downward L+Lr+S 0.012 In Downward Total 0.018 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Deo Ratio 4100 >360 Total Dell Ratio 2715 >240 Calculations per 2012 NDS, IBC 2012, CBC 2013. ASCE 7.10 Load Combinations, Major Axis Bending Wood Grade: MlcroLam LVL 1.9 E Fv 285 psi Ebend- xx 1900 ksl Density 32.21 pcf Ft 1555 psi Eminbend - xx 965.71 ksl zo n, 2-1.754.5 ;j Downward L+Lr+S 0.073 In Downward Total 0.111 in Upward L+Lr+S 0.000 in Upward Total 0.000 In Live Load Deb Ratio 1148 >360 Total Dell Ratio 759 >240 87 AHJ Engineers PC Strcutural Consultants Since 1985 Project Title: Grove Engineer: Craig Brasher Project ID: 14042.0( Protect Descr: 3 -Story Wood Construction Multi -Family Multiple Simple Beam File =C.'=UME-1lcbrasheed)eskkplGrwe.ec6 P p ENERCALC, INC. 1983-2014, Build:6.14.1.26, Ver:6.14.1,26 Description : Headers - 2nd Flc Wood Beam Design : H2 & 5 Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Specles : Douglas Fir- Larch Wood Grade: No.2 Fb - Tension 900.0 psi Fc - Prll 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 32.210 pcf Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.490, L = 0.50 k/fl, Trib=1.0 it Unif Load: D=0.0560. L = 0.150 k/ft, Trib=1.0 ft Desian Summary annssar uo.ssm -�� Max ib/Fb Ratio = 0.553.1 fb : Actual: 645.92 psf at 1.165 ft in Span # 1 Using Allowable Stress Desigr Fb: Allowable: 1,168.28 psi Fb - Tension 900.0 psi Fc - Prll Load Comb: +D+L+H Applied Loads Max fv/FvRatio = Max fv/FvRatio = 0.428: 1 Unit Load: D = 0.520, fv : Actual : fv : Actual : 77.08 psi at 0.000 ft in Span # 1 Fv: Allowable: Fv: Allowable: 180.00 psi P L 4 Load Comb: Load Comb: +D+L+H D L LL 6v,1' y Max Reactions (k) D L IL _q W € 11 - Left Support 0.64 0.76 1.28 Right Support 0.64 0.76 Wood Beam Design: H43 Wood Species: Douglas Fir - Larch Fb - Tension 900.0 psi Fc - Prll Fb - Compr 900.0 psi Fc - Perp Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.320, S = 0.640 Wit, Trib=1.0 it Unit Load: D = 0.0960 k/fl, TO= 1.0 fl Unit Load: D = 0.0240, L = 0.10 k/ t, Trib=1.0 it Unit Load: D = 0.140, L = 0.480 k/ft, Trib=1.0 it Design Summary Max fb/Fb Ratio = 0.743. 1 Downward L+Lr+S 0.007 in Downward Total 0.012 in Upward L+Lr+S 0.000 in Upward Total 0.000 In Live Load Deb Ratio 4293 >480 Total Dail Ratio 2326 >240 Calculations per 2012 IBC 2012, CBC 2013, ASCE h ASCE 7-10 Load Combinations, Major Axis Bending Wood Grade : No.2 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0ksl Density 32.210 pcf 625.0 psi Ft 575.0 psi Eminbend -xx 580.0 ksi fb : Actual : 842.17 psi at 2.000 If in Span # 1 Using Allowable Stress Desigr Fb : Allowable: 1,133.55 psi Fb - Tension 900.0 psi Fc - Prll Load Comb: +D+0.750L+0.750S+H Applied Loads Max fv/FvRatio = 0,486: 1 calculated and added to loads Unit Load: D = 0.520, fv : Actual : 100.62 psi at 0.000 it in Span # 1 Max li Ratio Fv: Allowable: 207.00 psi Max Reactions (k) P L 4 Load Comb: +D+0.750L+0.7505+H Max Reactions (k) D L LL 6v,1' y Left Support 1.17 1.16 1.28 Right Support 1.17 1.16 1.28 Wood Beam Downward L+Lr+S 0.012 In Downward Total 0.027 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Del Ratio 4100 >480 Total Deft Ratio 1748 >240 H7-10, 14-18, 21-24, 26, 28-31, 33-36 BEAM Size : 2.2x10, Sawn, Fully Unto 2.000 ff in Span # 1 Using Allowable Stress Desigr Wood Species : Douglas Fir - Larch Fb - Tension 900.0 psi Fc - Prll Fb - Compr 900.0 psi Fc - Perp Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.520, L = 0.530 k/ft, Trib=1.0 it Design Summary Max li Ratio = 0.601 1 Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE In ASCE 7-10 Load Combinations, Major Axis Bending Wood Grade: No.2 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi fb : Actual : 592.53 psi at 2.000 ff in Span # 1 Fb: Allowable: 986.29 psi Load Comb: +D+L+H Max fv/FvRatio = 0.393: 1 fv : Actual : 70.79 psi at 0,000 If In Span # 1 Fv: Allowable: 180.00 psi Load Comb: +D+L+H Max Reactions (k) P L 4 a V. E Left Support 1.05 1.06 ti Downward L+Lr+S 0.010 in Downward Total 0.019 In Upward L+Lr+S 0.000 in Upward Total 0.000 in AHJ Engineers PC Strcutural Consultants Since 1985 Simple Beam ood Beam Design: H44 Project Title; Grove Engineer: Craig Brasher Project ID: 14042.00 Protect Descr. 3 -Story Wood Construction Multl-Famlly ver:6.14.1.29 Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7.10 Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending vood Species : Douglas Fir- Larch Wood Grade : No.2 Flo -Tension 900.Opsl Fc -Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.Oksi Density 32.210pcf Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi Vied Loads Beam self weight calculated and added to loads Unit Load: D = 0.380, L = 0.980 k/ft, TO= 1.0 ft ?sign Surnma ERD M1 r oMO lax fb/Fb Ratio = 0.651 1r— fb : Actual : 701.10 psi at 1.500 it in Span # 1 Fb : Allowable: 1,077.47 psi Load Comb: +D+L+H lax fv/FvRatio = 0.471 : 1 fv : Actual : 84.72 psi at 2.400 ft in Span # 1 Fv : Allowable: 180.00 psi Load Comb: +D+L+H lax Reactions (k) g 4 Lr 6 w E ld Left Support 0.58 1.47 Right Support 0.58 1.47 Downward L+Lr+S 0.012 In Downward Total 0.016 In Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Dell Ratio 3056 >480 Total Den Ratio 2194 >240 AL,IC fl/• f31=AM Size : 2.2X10, Sawn, Fully Unbraced Strcutural Consultants Enyylneer: Craig Brasher Project ID: 14042.00 Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Since 1985 Pro)ect Descr: 3 -Story Wood Construction Multi -Family Douglas Fir- Larch Wood Grade: No2 Printed 13 MAY 2014,11 44AM File =C:IDOCOME-1ebrashedDesklop\Grme.ecMultiple Simple Beam Fv 180.0 psi Ebend- xx 1,600.0 ksi ENERCALC, INC. 1983-2014, Build:6.14.1.26, Ver:e,14.1.26 900.0 psi Fc - Perp 625.0 psi KW -06001594 L!C-On6e­e-:­ah1 Applied Loads Description: Headers - 1st Floor Walls (Supporting 2nd floor framing) Wood Beam Design : H46 & 48 calculated and added to loads Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7.10 Point: D=0.610, BEAM Size : 2-2x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Douglas Fir - Larch Wood Grade : No2 M Fb- Tension 900.0 psi Fc -Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.Oksi Density 32.210 pcf = 0.920; 1 Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi Applied Loads 908.66 psi at 1.500 ft in Span # 1 Unif Load: D = 0,390, L =1.0 k/ft, TO= 1.0 it Design Summary o n asp 10 Fb: Allowable: Maxfb/Fb Ratio = 0.663. 1 f c : Actual : 714.01 psi at 1.500 ft in Span # 1 - Load Comb: Fb: Allowable: 1,077.47 psi Load Comb: +D+L+H Max fv/FvRatio = 0,650: 1 Max fv/FvRatio = 0.479: 1 fv : Actual : fv : Actual : 86.28 psi at 2.400 ft in Span # 1 Fv: Allowable : 180.00 psi 3 o n. 2.2.9 180.00 psi Load Comb: +D+L+H Max Deflections Load Comb: Max Reactions (k) 12 L ,Er a W E H Downward L+Lr+S 0.012 in Downward Total 0.017 In ax -Deflections Left Support 0.59 1.50 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.59 1.50 Live Load Defl Ratio 2995 >360 Total DO Ratio 2154 >180 Wood Beam Design; H47 Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7.10 BEAM Size: 4.1.75x11.87, Microllam, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : il-evel Truss Joist Wood Grade: MicroLam LVL 1.9 E Fb - Tension 2,600.0 psi Fc - Prll 2,510.0 psi Fv 285.0 psi Ebend- xx 1,900.0 ksi Density 32.210 pcf Fb - Compr 2,600.0 psi Fc - Perp 750.0 psi Ft 1,555.0 psi Eminbend -)o( 965.71 ksi Applied Loads l Beam self weight calculated and added to loads Unif Load: D = 0.180, L =1.0 k/ft, 0.0 ft to 2.330 fl, Trib=1.0 ft I Point: D=520, L=5.0, S = 6.60 k @ 2.330 ft L Design Summary - -• Max fb/Fb Ratio = 0219.1 ptoieo1li.oiF L fb : Actual : 569.77 psi at 2.330 ft in Span # 1 Fb: Allowable : 2,597.41 psi Load Comb: +D+0.750L+0750S+H - Max fv/FvRatio = 0,739: 1 p �j tv : Actual : 210.50 psi at 3.000 ft in Span # 1 Fv: Allowable: 285.00 psi 3.0 n, 4-1.75x11.87 Load Comb: +D+0.750L+07508+Hax a ecbons Max Reactions (k) B L 11 S 'LJ F a Downward L+Lr+S 0.003 in Downward Total 0.005 in r Left Support 1.45 2.54 1.47 Upward L+Lr+S 0.000 in Upward Total 0.000 in 1 Right Support 4.23 4.79 5.13 Live Load Deft Ratio 14203 >480 Total Defl Ratio 6580 >24101 Wood Beam Design: H49 Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 f31=AM Size : 2.2X10, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Douglas Fir- Larch Wood Grade: No2 Fb - Tension 900.0 psi Fc - Prll 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Point: D=0.610, S=3.70, W=1.10k@ 1.50 ft Design Summary A•• M Max fb/Fb Ratio = 0.920; 1 fb : Actual : 908.66 psi at 1.500 ft in Span # 1 Fb: Allowable: 987.27 psi Load Comb: +D+S+H Max fv/FvRatio = 0,650: 1 fv : Actual : 116.99 psi at 0.000 ft in Span # 1 Fv: Allowable: 180.00 psi 3.0 ft, 2.2.10 Load Comb: +D+S+H ax -Deflections Density 32.210 pcf Max Reactions (k) D y L a W € li Downward L+Lr+S 0.011 in Downward Total 0.013 in Left Support 0.31 1.85 0.55 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.31 1.85 0.55 Live Load Den Ratio 3153 >480 Total Defl Ratio 2699 >240 9C AHI Engineers PC Strcutural Consultants Since 1985 Project Title: Grove Engineer: Craig Brasher Project ID: 14042.00 Project Descr: 3 -Story Wood Construction Multl-Family uttt le Simple Beam ENERCALC. INC. 11883.201/4.NBNuCild::.14.1.26. Verr:6.14.C1d.2LV8 , Design: H51 Vood Species : Douglas Fir - Larch Fb - Tension 900.0 psi Fc - Prll Fb - Compr 900.0 psi Fc - Perp plied Loads Beam self weight calculated and added to loads Unif Load: D = 0.290, S = 0.560 k/ft, Trib=1.0 ft 3s4on Summary lax fb/Fb Ratio = 0.725. 1 Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7.10 h ASCE 7-10 Load Combinations, Major Axis Bending Wood Grade: No.2 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 32.210 pcf 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi fb : Actual : 780.66 ps( at 2.000 ft in Span # 1 Fb: Allowable: Fb: Allowable: 1,076.58 psi Load Comb. +D+S+H Load Comb: +D+S+H 0.179: 1 lax fv/FvRatio = 0.655: 1 7.000 ft In Span # 1 Fv: Allowable: tv : Actual : 117.91 psi at 0.000 It in Span # 1 +D+S+H Fv: Allowable: 180.00 psi D L Lr € ^L/ € Load Comb: +D+S+H _ lax Reactions (k) D. L if $ € H Left Support 0.59 1.12 Right Support 0.59 1.12 ood Beam Design: H52 Nood Species : iLevel Truss Joist Fb - Tension 2,600.0 psi Fc - Pill Fb - Compr 2,600.0 psi Fc - Perp viied Loads Beam self weight calculated and added to loads Unif Load: D = 0.290, L = 0.560 k/ft, Trib=1.0 ft -sign Summery lax fb/Fb Ratio = 0.341 1 4,0 ft. 20x8 Downward L+Lr+S 0.021 in Downward Total 0.032 In Upward L+Lr+S 0.000 in Upward Total 0.000 In Live Load Defl Ratio 2256 >480 Total Dell Ratio 1478 >240 Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7.10 h ASCE 7-10 Load Combinations, Major Axis Bending Wood Grade : Mlcrol-am LVL 1.9 E 2,510.0 psi Fv 285.0 psi Ebend- xx 1,900.0 ksi Density 32.210 pcf 750.0 psi Ft 1,555.0 psi Eminbend - xx 965.71 ksi fb : Actual : 879.49 psi at 3.000 ft in Span # 1 Fb: Allowable: Fib: Allowable : 2,581.66 psi Load Comb. +D+S+H Load Comb: +D+L+H 0.179: 1 lax fv/FvRatio = 0.407: 1 7.000 ft In Span # 1 Fv: Allowable: fv : Actual : 116.04 psi at 6.000 ft in Span # 1 +D+S+H Fv: Allowable: 285.00 psi D L Lr € ^L/ € Load Comb: +D+L+H -- Lax Reactions (k) D L Lr S A € ti Left Support 0.89 1.68 0.000 in Right Support 0.89 1.68 Total Defl Ratio m Design: H53 Nood Species : Douglas Fir - Larch Fb - Tension 900.0 psi Fc - Pill Fb - Compr 900.0 psi Fc - Perp Doffed Loads Beam self weight calculated and added to loads Unif Load: D = 0.0540, S = 0.110 k/ft, Trib=1.0 ft esion Summary 4ax fb/Fb Ratio = 0.297. 1 amrw 1 orw 292.42 psi at 3.500 ft in Span # 1 Fb: Allowable: 983.20 psi 1 Load Comb. +D+S+H � n 60 ft. 2-1]8x9 G Downward L+Lr+S 0.035 In Downward Total 0.053 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 2083 >480 Total Dell Ratio 1360 >240 Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7.10 h ASCE 7-10 Load Combinations, Major Axis Bending Wood Grade : No.2 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi fb : Actual : 292.42 psi at 3.500 ft in Span # 1 Fb: Allowable: 983.20 psi 1 Load Comb. +D+S+H lax fv/FvRatio = 0.179: 1 tv :Actual : 32.20 psi at 7.000 ft In Span # 1 Fv: Allowable: 180.00 psi Load Comb: +D+S+H 4ax Reactions (k) D L Lr € ^L/ € Left Support 0.21 0.39 Right Support 0.21 0.39 91 1)m0 a01so110 1 4 A L0 A. 2-200 Max Deflections- _- R Downward L+Lr+S 0.019 in Downward Total 0.029 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Dell Ratio 4451 >480 Total Defl Ratio 2876 >240 91 W ILLJ 0 -",V -7r' Z,?// 3. 3i; r�r�€r�vD--'5cU� SPAN/MARK LOAOS (WORST CASE FOR EA. HEA/JER O) T'PII/MMEP-15 KING-'5 -- - y-�- le �LZL�"�yor�/�:°f 7 CIRWII V�217 s,? -z; X39 F La z y�vG Ar s z 2, /i I I r�\J M-11 ENGINEERS, PC S'fRC('fl QtAl. CONSULTANTS AHJ N0. /yQZ DATE: p,�y BY: C� SHEET N0. PRUJECI: ! WfiLLS 5u�%vytJ:n�' W x201 -0- 4N/MARK LOADS N✓OKST GA5E FOP EA. YIEAPff T9II7NER5 KIN(55 4 0x/z y✓ = OPG f i S� 2k 15& . 2 iv "L=EiRL, I,' 11/0-y- S � PAIN. ,40 (� I) ENGIKEE,RS, PC 1(T(lit Al. C(NM XANTti AHi N0. /0//Z DAIS:--SHEET HY: N0, — -- PROJECT:v '��G`"._ A'3 - N] ALN T) 717%_ -ANN �T T K/N65 5PANIMARK LO/tD5 CWOIPST GA5U FOR Flt: 11EAPFP SPAIN1IIAPKJ 7-k1t7MER5rl EE J ,q _ -07A F y �p - o '�_ f a, 2 3=a 40— )!'1X1/ �, 4 ►oma* ?_�s Al-Ij ENGINEERS, PC srxi:r. rt txat. c;�,Nst a: c.an•rs AHJ NO. � DATEfry BY: C� SHEET NO. 3 PROJECT: — -- Wood construction connectors • POST CAPACITIES e st Allowable Compression Loads for Douglas Fir Larch raming Lumber Size GratleGrain, Perpto PC -L (lbs) Compression Capacity Parallel to Grain, Pc (Ibs) (100) Compression Capacity Parallel to Grain, Ps Ibs) (160) Nominal Top Plate Height(II) 9 10 11 12 Nominal Top Plate Height (it) 8 9 10 12 Nominal Top Plate Hei0ht (fi) 2x4 #2 3280 $170 2580 2120 1765 1490 ':'.. 3345-7 _ _ 2680 - 2180 4945 �'OZu 1520 2,ai 3x4 #2 5470 5 4305 3535 2945 2485 t 5570 a 4470 3635 6455 2530 Wall 89I -Inch 6565 639 5165 4240 3535 2985 ++: 6fiB5 '1. 5365 4360 -.7015 3040 I -Inch 4x4 #2 7655 7395 6025 4945 4120 3480 ' "i;7800�:16260 10875 "� 11680 5090 d3610 3545 Wall 3-2x4 #2 9845 9510 77456360 14335 = 15320. 18290 •; g9A45 5300 4415 '-10030' 8045 6545 7300 9310 4555 2x6 #2 3x6 #2 x6#212030 - 8190 .7095 13650 11130 16380 :14195 1919110 16560 6130 10215 12260 14300 11540 9420 7745 6460 5460 2215';- 9810 7980 13985_ ._2$030 5560 - 183$5 17260 _� 235A0 4x8 #2 15860 15090 12345 10165 8485 7175 W16035: 12890 10500 10970 7320 8715 400 2x6 #2 #2 20235 5155 IS09011 ' 15650 `-,7975 12910 : 6965 10790 _ 6050': 9130 " 5260 % 20365'- ". 11030 16395 � -9280 '"7780_ 13360 11080 6570 ':- 9325 5600`: i -Inch 3x6 #2 8595 14945 _ 17935 13290 ..15950. 11610 13935 _ 13250 11410 _15900 8765 _ 18385 16465 - 12915 10950 .. - 9335 2-2x6 #2 10'' 315 _10085 12105 . 10515 : 22060_ 18560;. "15560 13140 ` 11200 Wall 4x6 #2 12030 20925 26905 18605 23925 16255 20600 14120 18155 12275 15775 25735 21650 .18155 4-2x8 15330 13070 3.2x6 #2 15470 :33090 27840 23340 19715 16800_ (I _ 13090 - 08150 Ii 2_3205 19275 --. _ 13715 1 5 , 1948 17435 , 34255 6x8 #1 25780 34450 92125 29410 26560 ' 23775 .46715 .3Do 0130 35650 30785 1 26640.. st Allowable Compression Loads for Southern Pine •aming Lumbar Perpto Compression Capacity Parallel to Grain, Pc (Ibs) (100) Compression Capacity Parallel pbs)(160) Size Grade grain, Nominal Top Plate Height (h) Pc1(Ibs) 8 9 10 11 12 Nominal Top Plate 8 9 in 12 Nominal Top Plate Hei0ht (fi) 2X4 #2 2965 8 (• gI 1g 11 12 8 9 1 10 - 1t 12 (100) 325 "6 k. ';?5 _ ;` 293 2340 1905 1575 1325 1438 3x4 /1/►2 3720 3x4 #2 4945 �'OZu •107D 3;90 2,ai 3895_ 5380i•i!iA5 2210 !6590 .:11!112-2x4 5545^_'- #2 5935 "9111 4 3, 4)i;-.. 470 _ 6455 �I9�ti Wall 89I -Inch 4x4 #2 6920 „��; -15 '�90 :; a 70,0 �1i,i-� _-".6840 5545 4625 3910 ,106Wall -.7015 3-2x4 #2 8900 ' l ii pl) 5130 --- ;n - 19680 11095 8990 4JNk',4x6 11730 #2 10875 "� 11680 5310 9435 7745 6455_5450 7175 _ ! 0140 12290 v 9785 7960 9600 16000 5545 4x8 #2 4x10 /2 14335 = 15320. 18290 •; g9A45 _12395 10185 15760 1296010810 8490 _ 16155 °. ..20560 12875 10475 16395 13350_ 8680 11060 7300 9310 -Inch Wall 2x6 #2 3x6 #2 4660 9345 7770 15570 - 8190 .7095 13650 11130 16380 :14195 1919110 16560 6130 10215 12260 14300 5305 8840 10610 12375 _ 15 910` 15655_ 21345 11280 18800 22560 26325 -'33845 30025 40940 .-� _ _ 375 _ 9 7825 15620 13045 .16745 15655 21870 18260 0_ 2612 _23480 _26820 23595 36575 `-32180 6595 10990 13185 15385 1 19760 20610.-. 28105 _ 5610 9350 11220 . 13090 16830 17975 2.2x6 02 46 #2 9325 _ 18685 10675 : 31800 3-2x6 ►2- 13985_ ._2$030 _ 24570 _ 21290 - 183$5 17260 _� 235A0 6x6 #1 6x8 #1 17090_ __ 21495 23305 29315 _ 20270 - 18835 27640 - 25680 Allowable Compression Loads for Spruce Pine Fir t Allowable Compression Loads for Hem Fir Lumber Perpto Compression Capacity Parallel to Grein,PC(lot)(100) Compression Capacity Parallel to Grain, Ps(lbs)(160) amino Grain, Size Grade Nominal Top Plate Height (it) Nominal Top Plate Hei0ht (fi) Compression Pc.L (Ihs) 8 (• gI 1g 11 12 8 9 1 10 - 1t 12 (100) 2x4 81/-02 2230 5':. 225U-, 1850 1305 _ ;` 293 2340 1905 1575 1325 Grain, 3x4 /1/►2 3720 -� 4625 - _ 3745 _1540 3080 2570 2170 -. 4885 "- 3895_ _3175 2630 2210 -Inch 2-2x4 #1/#2 4465 5545^_'- 4495 3695 3085 2605 :5865 4675_-. 3805 3155 2655 4x4 #1/#2 5205_ Wall _ 8470 " 5245- ` 4310 3595 3040 3x4 5455 4440 3680 3095 3-2x4 /1/#2 6695 __ _ _-".6840 5545 4625 3910 8795 -.7015 _^ 5710 4130 3980 2440 D32D�fi745 Inch 4.2x4 01/►2 8925 " 11095 8990 7395 6165 5215 11730 9355 7615 6310 5310 -Inch 2x6 #1/#2 3505- _ 7745 12905. 6885 11475 -8035 5255'-T 4575 - 10060 8169_ 1625 9600 16000 8055 - 13425 6770._ 5725` 11280 9545 4885 - 3x6 #1/#2 5845 4935 2-24 3355 13770 __NOF 5085 ' I4 3415 _9145 Wall 3-13540 2x6 ►1182 8180 4.2x6 #1//2 10520 19065 :123230 .I. 16070 20660 14085 12265 I{ 10676 I -18110 _;:15770 L 13730 22395 I _26795l'_24165 18795 f 11450 { 15795 13360 20305 1716-0 0770 1400 14666 t Allowable Compression Loads for Hem Fir cotnotes on page 227. 0 95 Lumber Perp to Compression Capacity Parallel to Grain, Pc (Ibs) (100) Compression Capacity Parallel to Grain, Pa(lbs) (100) aming Size Grade Grain, Nominal Top Plate Height (ft) Nominal Top Plata Height (it) 2x4 #2 Pcl(lbs) 2125 9 1 9 2115 1 10 1730 11 1435 12 1210 --_ 8 9 2745 2.180 10 1770 11 1465 12 1230 3x4 /2 3545 °?. 3525 2880 2395 2020 _- 4570-:_ -3630 ". 2950 2440 2050 Inch 2-2x4 #2 4255 _ r,7:6 A230 3460 2875 2425:5465 4355 3540 2925 2460 Nall 4x4 #2 4960 "''6-. 4935 4035 3355 2830__ __NOF 5085 ' 4125 3415 2870 3-2x4 #2 5380 : 7090 6340 _ _ 5185_ 4310 3635 6535 -: 5305 _ 4390 369( _. 4.2X4 #2 8505 It) b _ 8455 1 6915 5750 _-8230 4850 10970 8715 7075 5855 4020 2x6 12 _- 3340 7950 ". _ 6880 " IT5905 5065 .� _ .4365 9385 7735 _ 6425 _ --5396'_ `. •Inch Nall 7270 8125 3x6 #2 5570 2.2x0 #2 6685 _ 13250 11410 _15900 98400 8440 _ 10130 1 15640 18765 12890 _ 10710 12850 B995 10790 _4580 7835. 9165 3.2x6 12 7795 18550 -137 .16055 13780 86 110__ 10180 21895 r .18045 14995 12590 10690 I 4-2x8 #2 10025 _ 23655 _f 20645 17715 15195 _ (I _ 13090 - 08150 Ii 2_3205 19275 16185 _ 13715 1 cotnotes on page 227. 0 95 AHJ Engineers PC Strcutural Consultants Since 1985 Wood Beam-- - Description: N �x`King Capacity / CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Analysis Method: Allowable Stress Design Load Combination ASCE 7-10 Wood Species :Douglas Fir- Larch Wood Grade : No.2 Beam Bracing : Beam is Fully Braced against lateral -torsion Prolect Title: Grove Engineer: Craig Brasher Project ID: Project Descr: 3 -Story Wood Construction Multi -Family Fb - Tension 900 psi Flo - Compr 900 psi Fc - Pill 1350 psi Fc - Perp 625 psi Fv 180 psi Ft 575 psi • 2x6 Span = &0 n 7:31W E: Modulus of Elasticity Ebend-xx 1600ksi Eminbend - xx 580ksi Density 32.21 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : W=0.190, TributaryWidth =1.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.773 1 Maximum Shear Stress Ratio = 0.256 : 1 Section used for this span 2x6 Section used for this span 2x6 fb : Actual = 1,447.14psi fv : Actual = 73.83 psi FB : Allowable = 1,872.00psi Fv: Allowable = 288.00 psi Load Combination +D+0.60W+H Load Combination +D+0.60W+H Location of maximum on span = 4.000ft Location of maximum on span = 7.562 ft Span If where maximum occurs = Span If 1 Span If where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.000 in Ratio = 0<180 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <180 Max Downward Total Deflection 0.529 in Ratio= 181 Max Upward Total Deflection 0.000 In Ratio= 0 <180 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "" Dell Location in Span Vertical Reactions _- Load Combination Overall MINimum 0.342 0.342 +0+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H 0.456 0.456 Load Combination Max. Support notation: Far lett is #1 Values in KIPS AHJ Engineers PC Strculural Consultants Since 1985 Project Title: Grove Engineer: Craig Brasher Proiect ID; 14042.00 Project Descr: 3 -Story Wood Construction Multi -Family food Beam 594 rlie=(;AUMUME-1M.breeheM45Mop1(irove.e46 ENERCALC. INC. 19832014, euild:6.14.1.26, Ver:6.14.126 r:rr Description : 2x6 King Capacity IerticalReactions •Unfactored Support notation: Far left iso Values in KIPS cad Combination Suppodl Support2 +D+0.70E+H +D+0.750L+0.750Lr+0.450W+H 0.342 0.342 +D+0.750L+0.750S+0.450W+H 0.342 0.342 +D+0.750L+0.750S+0.525E+H +0.60D+O,60W+0.60H 0.456 0.456 +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only 0.760 0.760 E Only H Only 97 AHJ Engineers PC Strcutural Consultants Since 1985 CODE REFERENCES__._ Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Analysis Method : Allowable Stress Design Load Combination ASCE 7-10 Wood Species Douglas Fir - Larch Wood Grade : No.2 Beam Bracing Beam is Fully Braced against lateral -torsion Applied Loads _ Uniform Load: W = 0.380, Tributary DESIGN SUMMARY ;Maximum Bending Stress Ratio Section used for this span fb : Actual FB: Allowable Load Combination Location of maximum on span Span If where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 1.0 it 0.773 1 2.2x6 1,447.14 psi 1,872.00 psi +D+0.60W+H 4.0001t Span # 1 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max.' -'De Vertical Reactions - Unfactored Load Combination Suppon 1 Support 2 waraa mnAmium 1.04u ,.nm Overall MINimum 0.684 0.684 +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H 0.912 0.912 Project Titl0: Grove Engineer: Craig Brasher Protect ID: 14042.00 Protect Descr: 3 -Story Wood Construction Multi -Family Fb - Tension 900.0 psi Fb - Compr 900.0 psi Fc - Pill 1,350.0 psi Fc - Perp 625.0 psi Fv 180.0 psi Ft 575.0 psi 2-2x6 Span = 8.0 fl E: Modulus of Elasticity Ebend-xx 1,600.Oksi Eminbend -xx 580.Oksi Density 32.210pcf Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span tv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.000 in Ratio= 0<180 0.000 in Ratio= 0 <180 0.529 in Ratio= 181 0.000 in Ratio= 0 <180 = 0.256 : 1 2-2x6 73.83 psi 288.00 psi +D+0.60W+H 7.562 ft Span # 1 Max.'+' Defl Location in Support notation: Far left is#1 Values In KIPS AHJ Engineers PC Strcutural Consultants Since 1985 Wood Beam r rr )ascription: (2) 2x6 King Capacity Vertical Reactions - Unfactored .oad Combinatlon Support1 _ Support2 +D+0.70E+H +D+0.750L+0.750Lr+0.450W+H 0.684 0.684 +D+0.750L+0.750S+0.450W+H 0.684 0.684 +D+0.750L+0.750S+0.525E+H +0.60D+0.60W+0.60H 0.912 0.912 +0.60D+0.70E+O.60H D Only Lr Only L Only S Only W Only E Only H Only 1.520 1.520 Project Title: Grove Engineer: Creig Brasher Project ID: 14042.00 Protect Descr: 3 -Story Wood Construction Multi -Family Support notation: Far lett Is#1 Values In KIPS M FOUNDATION AHJ NO. PROJECT ,N1 II ENGINEERS, PC STIO'C' ItAl r,ONsccc3N'rs 14042 6POVE UAIE: 04i11t SHEET N0. BY: I f_-- EaUNOITION MOI_I-N...G A"fgf so/c AeG, /Mery Go NT INeol# LO�IUS h'�SULT S' %. SEr FF l� T�H RNGINERRS, PC (Til RAI.CONSULTANTS AH1�y yQ Z PROJECT: DATE: 8Y: C/3 SHEET NO. 101 EoUNPATO M T G6 MGK LOAD -5 RESULT G I , — „✓ ", SG' Ole IR /9= M{ O,3 - _N z ✓✓ i I G� LJ Ll 1� Al II FNG,IXRRRS, PC WRI cn;RAl. a ON5c C[AN-0 AHJ N0. ---- ---- UAIE: O>SI BY: lJ3 SHEET N0. ---- -- - 10: , f K(,JECI: - -- -- -- — - ---- - -- L(iECPAL X 91 c F- 9 L �-- M /t,/ p oa a _. W u \(� AHS NO, 14042 DAIS: 04/I4 SHEET NO. pROJECI: 6POVE EiY: c3 -- i1r.Nc:I:NrrAS,rc 103 I-A7-fPAL- l_%� AHI ENGINEERS, PC SCRI ,"TIT %1.( ON St VV%NT5 AHIJ NO. H042 PRCACI: GLOVE 'el F5w DATE: W11 BY: CCS SHE.EI NO. 1 Z,0 �is.niC �a�f � l F4_ %A-io /Wr`o 'r.l / ao0�� . -'Au 11a' -Voa. T&,3 T9 v , " 9, 7 3.�d /9 X5.0 K 9�1; 5�11,j✓ 4fy,,X'1. X67o /1Eix1F{kk. WACL Wf, -I—Err4,1 Wl�, ozr Y-010/ 9, 7 3.�d /9 X5.0 K 9�1; 5�11,j✓ mom �A'�C�GG '7�7�G AHJ NO. DATE: SHEET NO. PROJECT �r07b� " BY: CB 105 [J ENGINEERS, PC JCTURAL CONSOLTAN'rs AHJ Engineers PC Strcutural Consultants Since 1985 ASCE Seismic Base Shear Loads - Seismic Project Title: Grove Engineer, Craig Brasher Project ID: 14042.00 Project Descr: 3 -Story Wood Construction Multi -Family Build:6. Risk Category Calculations per ASCE 7.10 Risk Category of Building or Other Structure : "II" :All Buildings and other structures except those listed as Category I, III, and IV ASCE 7.10, Page 2, Table 1.5.1 Seismic Importance Factor = 1 ASCE 7-10, Page 5, Table 1.5-: USER DEFINED Ground Motion ASCE 7-10 11.4.1 Max. Ground Motions, 5%Damping: SS = 0.4450 g. 0.2 sec response S1 = 0.1570 g, 1.0 sec response Site Class, Site Coeff, and Design Category _ Site Classification "D': Shear Wave Velocity Boo to 1,200 tYsec = 0 ASCE7-10 Tab1e20.3-'SSSS Site Coefficients Fa & Fv Fa = 1.44 ASCE 7.10 Table 11.4-1 & 11.4-2 (using straight-line interpolation from table values) Fv = 2,17 - Maximum Considered Earthquake Acceleration S Me = Fa' Ss = 0,643 ASCE 7-10 Eq. 11.4.1 S MI = Fv' S1 = 0.341 ASCE 7.10 Eq. 11.4.2 Design Spectral Acceleration S Ds S MS 2/3 = 0.428 ASCE 7-f0 Eq. 11.4-3 S DO M1 2" = 0.227 ASCE 7-10 Eq. 11.4-4 Seismic Design Category D ASCE 7-10 Table 11.6-1 & .2 R6SIS1ing System ASCE 7.10 Table 12.2.1 Basic Seismic Force Resisting System ... Bearing Wall Systems T Light -framed walls sheathed wlwood structural panels rated for shear resistance or steel sheets. Response Modification Coefficient " R " = 6.50 Building height Limits : System Overstrength Factor ' We ° = 2.50 Category "A & B" Limit: No Limit Deflection Amplification Factor ' Cd' = 4.00 Category "C" Limit: No Limit 'D"Limit: Category Limit =65 NOTEI See ASCE 7.10 for all applicable footnotes. Category 'E" Limit: Limit =65 Category "F' Limit: Limit =65 Redundancy Factor ASCE7-f0 Section 12.3.4 Seismic Design Category of D, E, or F, Redundancy Factor' p " Set by User to =1.0 Lateral Force Procedure ASCE 7-10 Section 12.8.2 Equivalent Lateral Force Procedure The 'Equivalent Lateral Force Procedure' is being used according to the provisions of ASCE 7.10 12.8 Determine Building Period u Use ASCE 12.6-7 Structure Type for Building Period Calculation : All Other Structural Systems of' value = 0.020 hn':Height from base tohighest level = 35.08 x' value = 0.75 "TaApproximate fundamental period using Eq. 12.8-7 : Ta =Ct' (hn A x) = 0.288 sec "TL" : Long -period transition period per ASCE 7-10 Maps 22.12 •> 22-16 6.000 sec Building Period' Ta ° Calculated from Approximate Method selected = 0.288 sec " Cs " Response Coefficient S Dy: Shod Period Design Spectral Response = 0.428 From Eq. 12.8.2, Preliminary Cs _ = 0.066 " R' : Response Modification Factor = 6.50 From Eq. 12.8.3 & 12.8.4 , Cs need not exceed = 0,122 " I' : Seismic Importance Factor = 1 From Eq. 12.8-5 & 12.8.6, Cs not be less than = 0.019 Cs : Seismic Response Coefficient = = 0.0659 1 AHJ Engineers PC Project 'Ie: Grove Strcutural Consultants Engineer: Craig Brasher Prolect ID: 14042.00 Since 1985 Project Descr: 3 -Story Wood Construction Mulfi•Family P"ed; 20 MAY 2014. 1:55PM ,SCE Seismic Base Shear FBe=C:D000ME-1 c3- ache 0esktoplGrove.ec6 ENERCALC, INC. 1983-2914, BUIId8.14.1.26, Ver.8.14.1.26 r.rt isismic Base Shear ASCE 7-10 Section 12.8.1 Cs = 0.0659 from 12.8.1.1 W ( see Sum WI below) = 1,560.00 k Seismic Base Shear V = Cs' W = 104,81 k ferticai Distribution of Seismic Forces ASCE 7.10 Section 12.8.3 'k" : hx exponent ased on Ta = 1.00 tble of building Weights by Floor Level.. Level t Wi : Weight Hi: Height IN - Hi) Ak Cvx Fx=Cvx' V Sum Story Shear Sum Story Moment 3 450.00 35.00 15,750.00 0.50 51.34 51.34 0.00 2 540.00 19.00 10,260.00 0.33 33.45 84.79 821.49 1 5.70.00 9.70 5,529.00 0.18 18.02 102.81 1,610.02 Sum Wi= 1,560.00 k Sum Wl'HI = 31,539.00 k -ft Total Base Shear= 102.81 k Wpx . . . . ...................... Weight at level of diaphragm and other structure elements attached to it. Fi ............................ Design Lateral Force applied at the level. Sum Fi ........... . ..... . . .... Sum of'Lat. Force" of current level plus all levels above MIN Req'd Force ® Level ........ 0.20' SDS ' I' Wpx MAX Req'd Force ® Level ....... , 0.40 " SDS ' I • Wpx Fpx : Design Force ® Level ....... Wpx' SUM(x->n) Fi / SUM(x.>n) wi, x = Current level, n = Top Level 107 Base Moment= 2,607.3 k -ft haph rBgm Forces : Seismic Design Category "B" to "F" ASCE7-10 12.10.1.1 Level N Wit FI Sum Fi Sum Wi Fpx 3 450.00 51.34 51.34 450.00 51.34 2 540.00 33.45 84.79 990.00 46.27 1 570.00 18.02 102.81 1,560.00 48.84 Wpx . . . . ...................... Weight at level of diaphragm and other structure elements attached to it. Fi ............................ Design Lateral Force applied at the level. Sum Fi ........... . ..... . . .... Sum of'Lat. Force" of current level plus all levels above MIN Req'd Force ® Level ........ 0.20' SDS ' I' Wpx MAX Req'd Force ® Level ....... , 0.40 " SDS ' I • Wpx Fpx : Design Force ® Level ....... Wpx' SUM(x->n) Fi / SUM(x.>n) wi, x = Current level, n = Top Level 107 htime WIAW mr3D Av o, 7 £ = 9. 7( IaWX9 : 7©/i 174 7-70f'; o+ l 5)6ej?V'� WIAI E1ly/EcoQc�S ///filR7KV rr a Gtv�L ._- _ 7 l���z__ .4Fr67-- AR - Ls . -71VZ -- - rW^tf- aN 44, 2nr/ 9 7 4�r2 600 / 30 Psi -7Z A/ _ W4-1 goof'- fiO�Fw*L. y' 1 {,/ 1�, 270log0 Av o, 7 £ = 9. 7( IaWX9 : 7©/i 174 7-70f'; o+ l 5)6ej?V'� WIAI E1ly/EcoQc�S ///filR7KV rr a Gtv�L ._- _ 7 l���z__ .��✓crrl -- —o9R€ �____ f'u'ss 70mz- �G94C�o�✓„ 2nr/ 9 7 4�r2 /,yea 30 / ""1 z 9 �! w = z< 'z goof'- � VrV n ill( o. ter✓= D, d(�s�r)= fol" 4,71` r 0.7 (1 oD j k) = 7Q iDr�t T 701,ldS16trs' IVIA19 AHJ NO. 1 Q Z DATE: SHEET NO PROJECT BY: 10f AHJ ENGINEERS, PC STRUCTURAL CONSULTANTS IA�in/4 1LYhfJ NS �� tGbVJS SW/i*'WAd EL W4 LANE ,D.w'AYA (V" P[F r��� (df) QUA/Tvr�bc T. NCSOIAJ_ v&kA�iewau !l .Tri ..--- --. A C 41X4 2Z ;; �/ /� �✓ _.__..- F 290 !9 j 9 0 3 /Z /z Z- M 3 9'9 IIIA a 3/ le N r u 51 U, w ��0 3 6 t /7 AHJ NO. 1-1104-Z DATE: SHEET NO. PROJECT BY: � 109 lJ ENGINEERS, PC Z UCTURAL CONSULTANTS ZATIf?VV,. 5'Yrlw WA41- 4011- WAL4 UNE 411AHAEM Nr &I'MbM & ' `"U oAf e-44 TN/F N i /GWG fog air✓ x q do Y 39p AHJ ENGINEERS, PC STRUCTURAL CONSULTANTS ra7xL = /301 AHJ N0. /ypgZ DATE: SHEET NO PROJECTBY: � Z 11� - wi a x.,05 wj;*1PAL( L WA./,L L/NE ,O✓N'hYA&" VLF D/A dNi 4/B r L1�4 0 v plA,4 F - vP 7'7TA4 2nd A 3or✓ z� �� !/ lS L 4.7 K-7 F Zio 30 .3 !Z �> 2 142 3 t5� 3 l° 3 Q'o AHJ N0. //��/� 2 DATE: cry /g _ SHEET N0. PROJECTG+��£ BY: iJ ENGINEERS, PC 2 UCTURAL CONSULTANTS 5.�rlw WAZ LCViG 6JNC P( 1�f/ �j 192 WCL( :-pis ta; :l 140-v) Fro•, !/Pfi`A N41 LL TOi�II 2n� X 3 0 E3 Z/ ��✓- 9� l es �� -17 w��o unto —A- -m4J- Oi*'WAGI V 4 WA -/4 OlF dfPlAelel 4CA40 QA1 wfi� F TOrAL LINE 7,��s /JA. wA& 1PA141 A 290 20.0 x oto acv ; /P�3 2, �' 7, �p F 2do&v zoo zZ ,✓ P z `1 z'7 ,z .� s, v�''✓ 3 0< AHJ NO. /-/// Az DATE: O - /y SHEET N0. PROJECT BY: 113 IJ ENGINEERS, PC — Z UCTURAL CONSULTANTS 0 in AHJ ENGINEERS, PC STRUCTURAL CONSULTANTS AHJ N0. DATE: SHEET NOj PROJECTS BY: /'L 11 IV 5— LOAQS 5�'En�P W1i cL D/AA'�OCa1� O/hM D t F� ��IJ fr."'a.� 1 TOTlI WAr.L 40UE /INC Ply T/� zwir r�, f/P °pe1L� Y �i 5r O, 9a .s. 5- 3 zo ZK�ftl30- 99 270 0 in AHJ ENGINEERS, PC STRUCTURAL CONSULTANTS AHJ N0. DATE: SHEET NOj PROJECTS BY: /'L 11 WkIKIYAa L WAZ4 L/NE J?/ vmmA /(F dIMIM61A 7 R /8 4aa or✓ W/�G F,Qo1 T/// A A da4d Pte^ V/P JP WALL J'07� L _ 9 li .oleo z p /,b6- ,Y of r 5 — pvF •r5 Prvrrr� 5Th/7C WE n0,4 coV 4 AHJ NO. ///01f Z DATE: off /y SHEET N0, PROJECT BY: 115 IiJ ENGINEERS, PC RUCTURAL CONSULTANTS �_�yil ta�JS II1 sWi*'WALL WALL d'�ehm&m d/.1Pll9k6M WLCA45 Q�v �G [/NE P(F 7,Q /B riri D A vrA 7P wRGt 7WA AHJ NO. / ar --z DATE: oai /y SHEET NO PROJECT BY: AHJ ENGINEERS, PC STRUCTURAL CONSULTANTS J IVIA it / --- �, �o/o /z e� 3o0 5.1 g,7 /4 /L 3 Ila e 26 /S io i .3 0,6--3. 1,9 Z.5 AHJ NO. / ar --z DATE: oai /y SHEET NO PROJECT BY: AHJ ENGINEERS, PC STRUCTURAL CONSULTANTS Sr/ ''trACl gL WALL LINE P!F ?,q 13 /,aM 0AII ui D A vP� TO �b C 29O 3o S.7 Z3 32 2 2� �r /g Z4 947 1-7 3 9, 9 Z 36 5-,7 ,- J ENGINEERS, PC JCTURAL CONSULTANTS AHJ NO. DATE: BY: SHEET NO, PROJECT 117 ss�=� 1nr�4[.Cs -_—?HF __i413;�_'b.___.0-__LCd�_ _v�-�L_t•%c _ �'�aa1 _ ,�4�, vf'c�11�; _ __ ._V-AVIC AHJ NO. 14011Z DATE: as -h SHEET NO. a �m PROJECT BY: 11E AHJ ENGINEERS, PC STRUCTURAL CONSULTANTS LAr�,�AL N/_5 SJ CAP WALL FOPCE5 © WALL 5E6MENT WALL SEGMENT L L1NF GA!_GULATIONS a'£QV�1 tt*: gtuf LOAD (PLF) LOAD (K) r i -Z47 O,73 L. AFiJ NO. - /rte ll Z PROJECT: 6a1Qt/ 11.1 ENG INEUS, PC RL'C'L'I IgAI. CUNSVI:CAN*Cti DAU : O /.�i- - - SNFET NO. BY:a3 119 f LAMPhL o WALL SEGMENT WALL SEGMENTI LEVEE LINE CALGULAOON5 LOAD (PLD) LOAD (Ka Z_ -7 /lam" -, 11. Jq Y/ .3 W y. - J O -257 5� �. -9-7- =37K —l�l -- E�;v Z) j n Lf u U Alij ENGINEP.RS, PC STRCCTI1ltA1. CONSIAXANTS AHJ N0. ��lQ�irZ DATE: p PROJECT: BY: — SHEET N0. 12( L-ArE AL -N1 '.WALL rOPGES .W W WALL WALL 5ff�MENT I LIN< GALGULATIONS �uw crLr� LOAD (K) 41 - 7 /- Q Q 1,07 v ,fir0 i s IrLo'v_ a/w�5xo,Piues (✓ = y re=�-> l Y yy / 76TH I - .z. I-ilr;N'F. NGIRRS,PC RI CTI URdl, CONSITTANTS AHJ NO. _ ��iQyZ PROJEC I: (� jQx W - - - DAIL: — BY: + ------- SHEET NO. �z� ,ffAN %r� Q WhLL 5EGI7ENT WALL LEVEL LINE G�ALGUULA_T70N5 1_OAD Ci'LP) LOAD CK �L t Merl5C AD ( i 2,0 - i �2 E Z? -/1 AII1 1-N(;INEFTS, PC SERI TTSIBAI ONS(ITAN'US Al IJ NO. �J - - I'flOJECI:f3Y: bAIF: _os/m/ n° SNI f.' NO.� 12 � I .._. LAITKAL WALL 5U6MFNT- WALL S�GM£NT L ONE G LATlONS SL t �n�ri1 � �;x/ � LOAD (Pt -F) 5OAD CKJ 3,0 is2fr'� 31z 7`? 17 p AH_ NO. l!/®ifs PROJECT: 6'I�Ot/ 1 H rNcINF.F.RS, PC KI ('CIiR.{l. CONSULTANTS UAIE_�5%/!{ T BY: � SHEET N0O. 123 —--- L IW L- WDLL SEGMENT WALL LOAF CPLPJ 5EG11E LEVEL LINE CALCULATIONS LOAD CK i ovF / Y� - i Fl + I + - Z+ 7 0 ?�LL�3 /j --,a 2 i�s�✓ - �+ U arca T ^mss ; _ _�__ � '�' � G' -,moi` _ �Z l / ' ,�� I" / ✓ ✓��" 7.2c nievD LJ u u Al -I ► I :\ (� I \ l?�.RS, PC S-CF1 rk IF %I, CON!SF CANTS AHJ NO. /4 _ 1'ROJECI: DALE: :� BY: SHEE? NO. 12 ------ Shear Wall with wood shear panels: (8DPW8-20gsl Location 3A P— Pier No. _ Total From This Levels Diaph, Only P—d= 3300 lbs. ASD 3300 lbs. ASD paean' 0 lbs. ASD 0 lbs. ASD L = 210 Wind OT From Above End Post: 0 0 0 0 0 0 0 Sheathing properties: 0 0 P Seismic OT From Above 0 0 0 0 0 0 0 0 0 p I b= 3 in. Wind Total OT Force short dimension across the studs 0 D 0 Seismic Total OTForce 0 0 0 0 -0 0 d= 5.5 In, 0 span rating: 2410 E- 1600000 psi t' 7/16 in. Uae, Nolao. 1) Nelle: ed commons Stud properties: Ge= 13 kipslin 3) At panel edges shell be Mocked per section 4.3 7 of BDPWS-2008. t Stud Spacing: 16 in. oc. d; 0.081 In. 4) collection calculation per section 432 of the SDPWS-2WB Wood species: Doug. Fir Type- ON 2008 is alreatly Incraesad by 40%10, Wind. G= 0.5 Segment Method.- (SI)PAIS-201011 chapter a 3) Pier no.1 Pier no.2 Pier no.3 Pier no.4 Pier no.5 Pier no.6 Pier no.7 Pier no.8 Pier nc.9 Pier no.10 Pier 111 Pier no,12 ,,(ft)' 4 6 3 H(f0= 8 8 8 hi(0)= 7 7 7 dead load(plf)- 0 0 0 Aspect ratio 2 11/3 22/3 #DIV/01 #DIV101 #DIVI01 #DIV/01 #DIV/01 #DIVI01 #DIWOI MIMI #DIVlO! Wlndau„.o l(p10= 253.2 255.8 260.8 #DIVI01 #DIVIOI #DIV/01 #DIVI01 #DIVI01 #DIVI01 #DIVI01 #DIVI01 #DIV/01 Wlndadaae,,e 8"o.c. 6•o.c. 6"o.c. #DIV/01 #DIVI01 #DIVl01 #DIVI01 #DIVI01 #DIVI01 #DIV/01 #DIV/01 #DIVI01 Wlnda„,a,mng(Ibs.)= 2315 2232 2407 0 0 0 0 0 0 0 0 0 W/nd,,n.uan(In)- 0.328 0.272 0.383 #DIV/01 #DIV/01 #DIVI01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIVI01 #DIV/01 %of)oadperpanel 0.307 0.465 0,228 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Selsmi se. (pil)= 0.0 0.0 0.0 #DIVIO1 #DIVI01 NDIV/01 #DIVI01 #DIV/01 9DIV/01 #DIVIOI #DIV/01 NDIVI01 Selsmlce,eenee,s' 6'b.c. 6"o.c. 6"o.c. #DIV/01 #DIVI01 #DIVIOI #DIVl01 #DIVIOI #DIVI01. #DIVI01 4DIVIO1 #DIVIOI Se/amic„aa,,,a,p(IbsJ= 0 0 0 0 0 0 0 0 0 0 0 0 Selsmlc,,,,a,,,(In)- 0.162 0.108 0.216 0.000 OA00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Wind OT From Above 0 0 0 0 0 0 0 0 0 0 0 0 Seismic OT From Above 0 0 0 0 0 0 0 0 0 0 0 0 Wind Total OT Force 2316 2232 2407 0 0 0 0 0 0 0 D 0 Seismic Total OTForce 0 0 0 0 -0 0 0 0 0 0 Hold-down sire Uae, Nolao. 1) Nelle: ed commons 2) Field hating: ed 4312c c, 3) At panel edges shell be Mocked per section 4.3 7 of BDPWS-2008. 4) collection calculation per section 432 of the SDPWS-2WB 5) Table 2306,3 Is Increased by 40% for Wild loans per IBC section 23%3 Table 4 3A of sl 2008 is alreatly Incraesad by 40%10, Wind. 6) Deed load ¢hall include the 0 8 -Deed load for allowable sten combinaeon EO 18-14 316-15 125 Perforated Shear Wall with wood panels: taopins-zoos) Grid Line: 2A P.,,, Pier No. psex= 540D Its. ' P,y„a,• 011,11. L• 21 It End Post: Sheathing properties •.L 'L (8) b= 3 in. long dimension across the studs TTT d= 5.5 In. Span rating: 2410 E= 1600000 psi 1= 7/16 In. Stud propertles: Ge= 15 lbsfin Stud Spacing: 161n. o.c. da- 0.081 in. Wood species: Doug. Fir Type= OSB in. G= 0.5 Perforated Method. (SOPWS-2008 Chapter 43) Pier no.1 Pier no.2 Pier no.3 Pier noA Pier no.5 Pier noe Pier no.7 Pier no.8 Piernog Pier 110.10 Pier no.11 Pier no.12 II(fl)= 4 6 3 0 0 0 0 0 0 0 0 0 H(0)= 8 8 8 0 0 0 0 0 0 0 0 0 ht(ff)= 7 7 7 0 0 0 0 0 0 0 0 0 Aspect ratio: Max, Opening Height % of full height sheathing Co wkd,i,,,e eh., (PIf)= Wlndpp,nell W/nda,•u,rte(Ibs.)- W/ndScSSx_(In)= Wlnd,,,,(plp= SeI3mlcao,,,a~ (pm= Selsmkeepa,esy= Sefsmlc„•w,a#(Ibs.)- Seismlc4,,g„Qn)- Selsmk,es,(pif)- Hold-down size 2 11/3 22/3 #DIV/01 #DIV101 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV101 #DIV101 #DIV/01 h 62% 0.69 802.0 pit 3 " O.C. 4816 111 at the end of each panel Windoverturning(lbs.) From Above • 2943 lbs.- at the end of each panel 0.427 in. Windoverturning(lbs.) Total • 775911os: at the end of each panel 602 pit 0.0 P# 9 "o.c. 0 Ibs: at end of each panel 0.080 In. 0 pit 1) Nails: eda.ra.na 5) Tebla23M3ielnc,easedby40%fe,Wndlosdspersedipn2306,3 2) Field Nether, ed @ iTe c 6) WNlallom por SDPW6-200e seWon 4 3 53 -3,7 are bulb into the spread Sheet 3)All panel edges shall be blocked per SOPWS-20DB section 4 3 7) Uplift calculation per SOPWS- 2008¢ec0on 4164.1 If DePeNNn mlculalinn ee, lBC secXnn 29059antl 8nPW6 -2008439 61 Mad load shell Indicts the 03 - Dead load for allawaWa class cnmNnxllnn e0. 16 12E Shear Wall with wood shear panels: (scows.2110e) Location lA Peaa I Pier No. Total From This Level's Diaph. Only Rakd= 7800 lbs. ASD 2400 lbs. ASD . Olbs. ASO 0Ibs. ASD L= 21 it .I L Int j End Post: Sheathing properties: b= 3 in. short dimension across the studs d- 5,5 in. Spon rating: 24/0 E= 1600000 psi t= 7116 in. Stud properties: G,= 13 kipslin Stud Spacing: 16 in. do. d,= 0.061 in. Wood species: Doug. Fir Type= OSS G= 0.5 Segment Method: (6DPWS.2000 chapter d 3) I Pier no.1 Pier no.2 Pier no.3 Pier no.4 Pier no.5 Pier no.6 Pier no.7 Pier no.8 Pler no.9 Pier no.10 Pier nc.i1 Pier no.12 i(ft)- 4 6 3 j H(n)- 8 8 8 ht(fl)= 7 7 7 f dead load(plf)= 0 0 0 Aspect ratio 2 1113 22/3 #DIV/0l #DIV/0I #DIV/01 #DIV/01 #DIM #DIV/01 #DIV/01 #DIV/01 #DIV/01 _ W/nds,,ew w,,,r(Pft)= 598.8 604.6 592.7 #DIVI01 #DIM 111DIV/01 #01\1101 #DIVI01 #DIVIM #DIM #DIVI01 111DIV/01 W/nd,,,.. w, 3"o.c. 3"o.c. 3"o.c, #DIV/01 #DIM #DIV101 #DIV101 #DlVlel 1101\1101 #DIVIDI #01\1101 #DIV/01 Wlndaa.dmena(11I 1684 1624 1751 0 0 0 0 0 0 0 0 0 Wlndda=m"(in)= 0.554 0.496 0.611 #DIV101 #DIVA)) #DIM #DIV/0I #DIVl01 #DIV/01 #DIM #DIVI01 #DI1,1/01 % of load per panel 0.307 0.465 0.228 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0,000 0.000 Selemio.w.ed A.(pm= 0.0 0.0 0.0 siol I #DIV/01 #DiVl01 1101\1101 #DIM #01\1101 #DIVi01 #DIV/01 #DWl0l Selsmlc,de,,,sh. 6"o.c. 8"o.c. 5"o.c. #DIVI01 #DIV/01 IIDIV/01 101\1101 #01VI01 #DIVl01 #DIV/01 #DIV/01 #DIVI01 Selemlc,e„vr,Ag(Ibs.)= 0 0 0 0 0 0 0 0 0 0 0 0 Salsmlc,y,,,,,,,(in)= 0.162 0.108 0.216 0.000 0.000 0.000 0.000 0.000 0.000 0.001) 0.000 0.000 Wind OT From Above 2315 2232 2407 0 0 0 0 0 0 0 0 0 Seismic OT From Above 0 0 0 0 0 0 0 0 0 0 0 0 Wind Total OTForce 3999 3856 4158 0 0 0 0 0 0 0 0 0 Seismic Total OT Force 0 0 0 0 0 0 0 0 0 0 Hold-down size user Notes: 1) Nalls: so common 2) Field Nailing: add 12'o p. 3) All panel edges shall be blocked per sedfioe 4 3 7 of SDPWS-2009. 4) Collection cakulatkn per section 4.32 nine SDPWS-2000 5) Table 23M 3 Is Increased by 40% forwind loads per taC section 23M 3 Table43Aof SDPWS 2000 is already increased by 40% for wind. 6) Daadkedshis Include the 06 -Geed load for allowable sleds combination EO 16-14816-15 127 Perforated Shear Wall with wood panels: Iaopwsamq Grid Line: 3D P„,,, Pier No. _ Pte= 2000 lbs. ' ' ' ' ' ' ' ' ' ' ' P. - 0Ibs. L- 21 8 . •11(N) . h 111I End Post: Sheathing properties IL (ft) b= 3 In. long dimension across the studs d= 5.51n. span being24/0 E= 1606000 psi 1= 7/16 in. Stud properties: Go= 151bsln Stud Spacing: 16 In. o.c. de= 0.061 in. Wood species: Doug. Fir Type= OSB In. G. 05 Perforated Method: (spews -2008 chapl.r 43) Pier no.1 Pierno.2 Pier noS Pier no.4 Pier no.5 Pier no.6 Pier no.7 Pier rai Pierno.9 Plerno.10 Piernall Pierno.12 100 3.8 6 3 0 0 0 0 0 0 0 0 0 H(8)= 8 8 8 0 0 0 0 0 0 0 0 0 h\(e)= 7 7 7 0 0 0 0 0 0 0 0 0 Aspect rego Max. Opening Height % of full height sheathing Co W/nd, .w (Pm' WirM�„as\p(IDsJ= Wind„ (pr)= Selamlc�,,,,e (PH). Se/amkeupeae Selsmk e,=,r,ev(Ibs.)- Selsmlc,,,uAIn)= Solsm/cym(ptl)= Hold-down size 2119 11/3 22/3 #DIVIDI #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIVNI h 61% 0.63 347.2 pff 6 "o.c. 2778 bis, at the end of each panel Windoverturning(Ibs.) From Above= 0Ibs: at the end of each panel 0.269 In. Windoverturning(lbs.) Total -r---27-781 les, at the end of each panel 347 pff 0.0 elf 6 "e.c. O IDs: at the and of each panel 0.051 in. 0 ON 1) Naila. U.... 5) Table 23065 is inemeaed M 40% I.,Wild Ioada p r..O.n 2306 3 2) Flo®r Noaga ed C! 12'0x. 61 limilaaona pe150P Wb -2008 secson 1.3.53-3,7 an bull Ill. the spread sheet 31 A8 p b.edOea"I WWUXetl pet SOPWS-2008 aWi0n 437 71 Upilkc. 4mionper SOPWb.2006eac80n43.611 Al Mnnnim ulndelinn mrlaC eecnen905]enJ 6nPW6-2a08I J.Y B10ead load iM1all Include lM1eaB•Oeed bad lorellouaM1le atasaanmtinxlinn FO 1. 12£ Perforated Shear Wall with wood panels: (SDPW040411) Grid Line: 2D Pnea Pier No, P—d= 3500 @s. Parma' 01bs. L= 21 It LL��44 End Post: Sheathing progenies 10) be 3 in long dimension across the studs d= 5.5 in. span rating: 24/0 E= 1600000 psi t= 7116 In. Stud properties: Ga= 15 Ibstin Stud Spacing: 16 in, o.c. da= 0.081 In. Wood species: Doug. Fir Type= OSB in. G= 0.5 Perforated Method.- (SDPWS-2006CWd8r43) Pier no.1 Pier no.2 Pier no.3 Pier had Pier no.5 Pier nc.6 Pier no.7 Pier no.8 Pier no.9 Pler ri Pier no.11 Pier no.12 ',(ft)= 3.8 6 3 0 0 0 0 0 0 0 0 0 H(0)= 8 8 8 0 0 0 0 0 0 0 0 0 h1(ft)= 7 7 7 0 0 0 0 0 0 0 0 0 Aspect ratio: Max. Opening Height % of full height sheathing C.= Windesense b 011). W1nd,aa,naa,g= Wlnda,.he,:p(IbsJ= W/ndae,don(il W1ndnN,(p10= Sa/smlc,aed~ (Pg)= Solsh"Icedy,,,B,v= Sols dk„avenv(Ibs,)- Sebmlcawnadln)= Se/smlc,ralpl0= 21/9 11/3 2213 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIVPoI #DIV/01 #DIV/01 11DIW01 IT 61% 0.63 434.0 p8 4 " o.c. 3472 lbs: at the and of each panel Windoverturninl From Above= 2778 lbs: at the end of each panel 0.323 in. Windoverturning(lbs.) Total= 6250 lbs: at the end of each panel 434 pit 0.0 pit 0 • D.C. 0 lbs: at the end of each panel 0.051 In. 0 pg Hold-down size O 1) hada adaomwe. 5) Table 23063 is increased! by 40% for rind!hada per eecaon 23003 4 Flak bad, 0061Th p. 6) Unilateral per SOPWS- 2000 section 41534,7 ate Will Into the spried.heel a)AN al eel shall W dallied Pot SOPWS-2009... We 4.37 7) Ilptia calcublion per serves .2000 section 4364.1 O DUIIodlonwlWatwpotlBCWIJ 2305.38MBDPWS-20004.32 0) Dead load shall include she 08 -Deed load for eltoxnble sless wtMination EO. to 14 129 Perforated Shear Wall with wood panels: ISDPM40001 Grid Line: 10 Pa,o, Pier No. P,= 4400 1I s. ' • ' . a-4 ' carapace 0 be. x ,, ,�' L- 21 n Idn) h (n) .I EM Post: Sheathing properties ill) b= 3 in. long dimension across the studs d= 5.5 in, span mune: 24/0 E= 1600000 pal t= 7/16 In. Stud properties: Ga- 15 flavin Stud Spacing: 16 in. o.c, da= 0.061 in. Wood species: Doug. Fir Type= OSB in. G= 0.5 Perforeted Method: (61C)PW5-21Ioachepin4s) Pier no.l Pier no.2 Pier no.3 Pianms Pier no.5 Pier no.6 Pier no.7 Pier no.8 Pierno.9 Pierno,l0 Pierno.11 Plerno.12 I'Mrs 3.8 6 3 0 0 0 0 0 0 0 0 0 H(n)• 8 a 6 0 0 0 0 0 0 0 0 0 ha(ft)= 7 7 7 0 0 0 0 0 0 0 0 0 Aspect ratio: 2119 11/3 22/3 #DIV/01 AOIV/01 #DIV/O! #DIV/01 NDIVNI #DIV101 #DIV/01 #DIV/01 #DIV/O! Max: Opening Height h % of full height sheathing 61% Co 0.63 Wmd,,o,arana(Pit)= 545.8 pf W/ndaa,carem= 3"o.c. Windm.r„rraa(Ibs.)= 43651bs: at the end of each panel Windoverturning(lbs.) From Above= 6250 lbs: at the end of each panel W/ndaa.aa.(in)= 0.393 In. Wlndoverturning(lbs.) Total= —10-62-51 lbs: at the end of each panel Wind„pai 546 pit Selamlcaasaa,ha.r(pK)- 0.0 py Se/amlc„ea,r+.a= 6"o.c. Se/sm/com,sar,atki Olbs: at the end of each panel Selsmlcmaso,o )= O.051 In. Selivink ah(p10= 0 of Holbdown size O 1) Nabi: N cammpns 5) Tahla 23M 3 is imaso el b140% tar vine loads poreaction 23ss3 2) Field Nellirp: Bd @ 12's c. a) lMitallom per SDPWS-2008 eecuon 4353-3.7 are bu@ into the abroad sheat 3)All panel slope shall be blocked per SOPWS-2006 section 4 S7 7) Uplft calculation per SePWS 2008 section 4.364.1 13( Loacatlon 3E 3300 lbs. ASD 0 lbs. ASD L= 26 it End Post: b= 31n. d= 5.51n. E= 1600000 psi Stud properties: Stud Spacing: 16 In. o.c. Wood species: Doug. Fir G= 0.5 Segment Method: (aopW&200110hapier4.3) Pierno.l Pier no.2 [,(fl)= 26 H(fl)= 6 hl(fl)= 7 dead load(pnic 0 Shear Wall with wood shear panels: (50PW5-2008) Pw or Pier No. From This Levers Dlaph Only ~ ' 3300 lbs. ASD 0 lbs. ASD x •; . ❑. Sheathing properties: short dimension across the studs Span rating: 2410 t= 7116 In. G; 13 kips/in d,= 0.081 in. Type= OSB Pier no.3 Pier no.4 Pier no.5 Pier no.6 Pier no.7 Pier no.8 Pier no.9 Pier no.10 Pier no.11 Pier no.12 Aspect ratio 1/3 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIVIO1 #DIVIO1 #DIVIO1 #DIV/0! #DIV/01 #DIV/01 #DIV/01 W/ndeenw.eh„r(p10= 129.9 #DIV/01 #DIVIO1 #DIVIO1 #DIVIO1 #DIVIO1 11DIV/01 #DIVIO1 #DIVlcl #DIVIO1 #DIVIO1 011301101 Wlnd,d.,esio,o 9"o.c. #DIVIO1 #DIVIO1 #DIVIO1 #DIVIO1 #DIVIO1 #DIVIO1 #DIV/01 #DIV/01 #DIVIO1 #DIVIO1 #DIVIO1 Wlnderew.na(lbs.)= 1036 0 0 0 0 0 0 0 0 0 0 0 W/nd4,t,,,,n(In)= 0.104 #DIV/01 #DIVIO1 #DIV/01 #DIVIO1 #DIVIO1 #DIV/01 #DIVIO1 #DIV/01 #DIVIO1 #DIVIO1 #DIVIO1 % of load per panel 1.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0,000 0.000 0000 Salanlfb ski ine(p)t)= 0.0 #011100 1101M #01M #DIVIO1 #DIVIO1 #DIVI01 #DIVIO1 #DWI01 IIIA) 1 #DIVIO1 #DIVIO1 Selamlc„o,,,,w„a= 01 #DIVIO1 #DIVIO1 #DIVl01 #DIVI01 #DIV/01 #DIVIO1 110IW01 9DIVI01 #DIVI01 #DIV/01 #DIVIO1 Selarrllc„ee„yw(Ibs.)= 0 0 0 0 0 0 0 0 - 0 0 0 0 Selsmlcossese,(in)= 0.026 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 O.ODD Wind OT From Above 0 0 0 0 0 0 0 0 0 0 0 0 Selinni OT From Above 0 0 0 0 0 0 0 0 0 0 0 ' 0 Wind Total OT Force 1035 0 0 0 0 0 0 0 0 0 0 0 Selsmlc Total OTForce 0 0 0 0 0 0 0 0 0. 0 Hold-down size user Noths 1) Neil.: ed commons 2) Field Nailing: 6d@12"re 3) All panel edges shall be blocked per section 4 3 7 of SDPWS-2006 4) Deflecllon calculation par welion 43.2 of the SDPWS 2039 5) Table 2306 31s increased by 40% for wind toads per IBC section 2306 3. Table 4 3A of SDPW6 2008 Is already Increased by 40%for wind. 6) Chl load shall include the 0.6'Dead load for allowable areas cambinati.. EO. 16-14 is 16-15 131 Shear Wall with wood shear panels: (sDPws.zacal Loacation 2E P.., Pier No. This Level's Diaph. Only Pi 4500 lbs. TiASD 1200 Ibs. ASD • • • • • • • • • • P.,t„a;= 0 Iba. ASO 0 lbs. ASD L= 260 End Post: Sheathing properties: #DIV101 #DIVI01 #DlVlol #DIV/01 9DIVI01 #DWI01 t b= 3 in short dimension across the studs Selemlc,dp,ar,p= Ill #DIVl01 #DlVlol #13111/01 #DlVlol J= 5.5 in. Span rating. 24/0 #DIVIIII Milli 11DIVI01 #DIVI01 Selsmlc,,,am,ha(Iba.)= 0 0 E= 1600000 pat to 71161n. 0 0 0 0 0 0 0 Stud properties: G,= 13 kips/in 0.000 0.0131) 0.000 0.000 0.000 0.000 0.000 Stud Spacing: 16 In. o.c. J.- 0.081 in. Wind OT From Above 1 D35 0 0 0 0 0 Wood species: Doug. Fir Type= OSB 0 0 0 Selsm/c OT From Above 0 0 0 G= 0.5 0 0 0 0 0 0 0 0 Wind Total OT Force Segment Method.- (SOPWS 2008 Chapter 4 3) 0 0 0 0 0 0 0 0 0 Pier no.1 Pier no.2 Pier no.3 Pier no.4 Pier no.5 Pier no 6 Pier no.7 Pier no.8 Pier no.9 Pier no 10 Pier no.11 Pier no.12 I,lt)= 26 0 0 0 0 Hold-down size H(it)= 8 hr(1t)= 7 dead load(plf)= 0 Aspect ratio 1/3 #DIM #DIV/01 #DIV/01 #DIV/01 4DIV/01 0DIV/01 #DlVlol #DIV/01 #13111/01 #DIV/01 #DIV/01 Windar.,ed.n.. (p10= 173.1 #DIVI01 11DIV101 #DlVlol #DIV/01 #DIV101 111DIVI01 #DIV/01 #DlVlol #13111101 #DIV/01 #DlVlol Windeage„aa„o 6"o.c. #DIV/01 00111/01 #DIV/01 #DlVlol #13111101 #DIV101 #DIVI01 #DlVlol #DlVlol #DIM #DIV/01 Windo,.,aen„p(Ibs.)= 376 0 0 0 0 0 0 0 0 0 0 0 Winddal.n(in)= 0.132 #DIV101 #DIV/01 #DlVlol #DlVlol #13111101 #DlVlol #DlVlol #DIV/01 #DIW01 #13111/01 #13111/01 % or loadperpanal 1.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Selsmlc w,. (pip= 0.0 #DIV101 #DIVI01 #DlVlol #DIV/01 9DIVI01 #DWI01 #DIV/01 #0111101 #DlVlol #DIVIUI 1113111101 Selemlc,dp,ar,p= Ill #DIVl01 #DlVlol #13111/01 #DlVlol 110111101 #DIVIDI #DIVI01 #DIVIIII Milli 11DIVI01 #DIVI01 Selsmlc,,,am,ha(Iba.)= 0 0 0 0 0 0 0 0 0 0 0 0 Se1smlcdeoa.,i 0,025 0.000 0.000 0.0131) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Wind OT From Above 1 D35 0 0 0 0 0 0 0 0 0 0 0 Selsm/c OT From Above 0 0 0 0 0 0 0 0 0 0 0 0 Wind Total OT Force 1412 0 0 0 0 0 0 0 0 0 0 0 Selsmic Total OTForce 0 0 0 0 0 0 0 0 0 0 Hold-down size User Notes. 1) Nails: Ncommon¢ 2) Field Ni ado 12"0t 3) NI paaot ¢does shall be blacked per section 4 37 of SOPWS-2000 4) Detector, calculation per section 4.3.2 or the SDPWS.4000. 5)Table 230S9ia increased by 60%forwind loads par lBC section 2300.3 Tsb1.49A0f SC>M& 2000 u already increased by40% for wind. 61 Dead load shall moludefhe 0.Vessel load [or ellowabb areas combination EQ W14&Wl$ 13. Shear Wall with wood shear panels: (sUPws-20,04) Loacatloo 1E P..«. I Pier No. np y ,rd= 6000 lbs. ASD 1500 lbs. ASD -. • , • , • : nen' 0 lbs. ASD 0 lbs. ASD as L= 260 Sheathing properties: short dimension across the studs Spenoii., 2410 for 7/16 in. G,= 13 kips/in d,= 0.081 in. Type= OSB Pier no3 Perri Pler no.5 Pierno.6 Pier no.7 Pier no.8 Piernog Pier no.10 Pier no.1I Pier no.12 Aspect ratio End Post: b- 3 in, d= 5.5 in E= 1600000 psi #DIV/0! Stud properties: Stud Spacing: 16 in. o.c. Wood species: Doug. Fir G= 0.5 Segment 146211011.7 (SDPWS-2008 Chapter 43) #DIV/01 Pier no.i Pier no.2 It(0)= 26 H(ft)= 8 h,(0)= 7 dead bad(p10= 0 Sheathing properties: short dimension across the studs Spenoii., 2410 for 7/16 in. G,= 13 kips/in d,= 0.081 in. Type= OSB Pier no3 Perri Pler no.5 Pierno.6 Pier no.7 Pier no.8 Piernog Pier no.10 Pier no.1I Pier no.12 Aspect ratio 1/3 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/0! #DIV/01 #DIV101 #DIV/01 #DIV/01 Windfall (pft)= 230.8 #DIVIOI #DIVI01 #DIV/01 #DIV/01 #DIV101 (113111/01 #DIV/01 #DIVl01 #DIV/01 #DIVI01 #DIV/01 Wind Was nma= 6'b.c. #DIVI01 #DIVI01 #DIV/01 #DIV/01 #DIV101 #DIV/01 #DIV101 #DlVlol #DIVI01 #DIVI01 #DIVl01 Wlnd,,,,a.,r„g(Ibs.)- 471 0 0 0 0 0 0 0 0 0 0 0 WlncideKa.n(in)= 01168 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 1113111/01 #DIV/01 #DIV/01 %of load per panel 1.000 0.000 0.000 0.000 OMD 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Selsmlc+,,,a,asw(plf)- 0.0 11DIV101 #DIV101 #DIV10l #DIV101 #13111101 #DIV/0I #DIVI01 #DIV/01 #DIVI01 #DIVI01 #DIVI01 Sefsmlceds,n.ae= 6110.0• #13111101 111DIV101 #13111101 #DIVI01 10M IIDIVI01 #DIVI01 #DIV/01 #DIVl01 111DIV101 #DIV101 Sefsmlca,,,e,,,Aw(Ibs.)= 0 0 0 0 0 0 0 0 0 0 0 0 Selsmicoo,ocaji-i= 0.025 0.000 0.000. 0.000 0.000 0.000 0.000 0.000 0.000 0.000 O.DDO 0.000 Wind OTFrom Above 1412 0 0 0 0 0 0 0 0 0 0 0 Seismic OT From Above 0 0 0 0 0 0 0 0 0 0 0 0 Wind Total OT Force 1882 0 0 0 0 0 0 0 0 0 0 0 Seismic Total OTForce 0 0 0 0 0 0 0 0 0 0 Hold-down size User Notes: 1) Nulls: h1commons 2) Field Nsiling: ad 12 -co 3) NI panel edges shall be Clocked per section 4 3 7 of SDPW8,2004. 4) Denec4on cek:ulation per section 4 32 of the SUFM 2006. 5) Table 2306.3 is increased by 40% far wind loads per IBC faction 2306 3- Table 4.3A of SDPWS 2006 is already increased by 40% for wind 6) Deed load shall Include the 0 Wooed load for allowable also. combination E0.1614 816-15 133 Loacation 3F 2800 tbs. ASD 0 tbs. ASD L= 210 Shear Wall with wood shear panels: (supws-zoos) Pwa> Pier No. From This Level's D!aph. Only 2800 tbs. ASD ••••• ••• •, •, •,• 0 lbs. ASD .. . L (01 Sheathing properties: short dimension across the studs span rating: 24/0 1= 7/16 In. G,= 13 kips/In d,= 0.081 in. Type= OSB Pier no.3 Pier no.4 Pier no.5 Pier no.6 Pier no.7 Pier no.8 Pier nog Pier no.10 Pier no.11 Pier no. 12 #DIV/0! #DIV/01 #DIV/O! #DIV/0! #DIV/01 #DIV/01 #DIV/0! #DIV/01 #DIV/0! #DIV/01 #DIV/01 #DIVIOI #DIV101 #DIVI01 #DIVI01 #DIVI01 #DIVI01 #DIVI01 #DIVI01 #10IV/01 #DIVI01 #DIVI01 #DIVI01 #DIVI01 #DIVI01 #DIV/01 #DIVI01 #DIVI01 #DIVI01 #DIVI01 0 0 0 0 0 0 0 0 0 0 #DIV/01 #DIV/01 #DIV/01 411 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 0.000 0.000 D.ODD 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Se/smic,t Wdr.(pm= End Post: b= 31n. d= 5.5 in. E= 1600000 psi i #DIVI01 I Stud properties: Stud Spacing: 16 in. ox. Wood species: Doug. Fir G= 0.5 Segment Method: (30PWS-2008 chapter a 3) Selsnrlc,,,,,,,,p(Ibs.)= Pier no.t Pier no.2 II(1 21 H(ft)= 8 hl(0)= 7 dead load(p1O= 0 Aspect ratio 3/8 #DIVI01 Wlnd,,,w,dm,=(plf)= 133.3 #DIVI01 W/nd,ep, sa,s 6"0.0. #DIVI01 Wlnd„e.,iwa(Ii 1093 0 W/ndd,l,m„(in)= 0.114 MIMI % of load perpanel 1.000 0.000 Shear Wall with wood shear panels: (supws-zoos) Pwa> Pier No. From This Level's D!aph. Only 2800 tbs. ASD ••••• ••• •, •, •,• 0 lbs. ASD .. . L (01 Sheathing properties: short dimension across the studs span rating: 24/0 1= 7/16 In. G,= 13 kips/In d,= 0.081 in. Type= OSB Pier no.3 Pier no.4 Pier no.5 Pier no.6 Pier no.7 Pier no.8 Pier nog Pier no.10 Pier no.11 Pier no. 12 #DIV/0! #DIV/01 #DIV/O! #DIV/0! #DIV/01 #DIV/01 #DIV/0! #DIV/01 #DIV/0! #DIV/01 #DIV/01 #DIVIOI #DIV101 #DIVI01 #DIVI01 #DIVI01 #DIVI01 #DIVI01 #DIVI01 #10IV/01 #DIVI01 #DIVI01 #DIVI01 #DIVI01 #DIVI01 #DIV/01 #DIVI01 #DIVI01 #DIVI01 #DIVI01 0 0 0 0 0 0 0 0 0 0 #DIV/01 #DIV/01 #DIV/01 411 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 0.000 0.000 D.ODD 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Se/smic,t Wdr.(pm= 0.0 #DIVIOI #DIVI01 #DIVI01 #DIVI01 #DIVI01 #DIVI01 #DWI01 #DIVI01 #DIVIOI #DIVIOI i #DIVI01 I Selsmiceda,sail,g= 8"o.c. #DIVIOI #DIVIOI #OIVI01 #DIVI01 #DIVI01 #DIVI01 #DIVIOI #I)iM #DIVlol #DIV/01 #DIVI01 i Selsnrlc,,,,,,,,p(Ibs.)= 0 0 0 0 0 0 0 0 0 0 0 0 j Seiamkw,, „(In)= 0.031 0.000 0.000 0.000 0.000 O.00D 0.000 0.000 0.000 0.000 0.000 0.000 Wind OTFrom Above 0 0 0 0 0 0 0 0 0 0 0 0 i Seismic OTFrom Above 0 0 0 0 0 0 0 0 0 0. 0 0 Wind Total OT Force 1093 0 0 0 0 0 0 0 0 0 0 0 Seismic Total OTForce 0 0 0 0 0 0 0 0 0 0 I Hold-down size user Note,: _. 1) Nails: ildcommona 2) Field Nailing- 86®12"oc 3) All panel series shall be blocked per section 43,7 of SDPwS2000 4) DeOedion calculation per section 43.2 of the SDPWS-2308. 5) Table 23083 is Increased by 40% for wind leads per IBC section 23M3 Tebla4.3Aof5DPWS 2008 Is already Increased by 40% for wind. 1 6) Dead load shag Include the 0 &Dead Toed for allowable #leas combination ED. IS 14 816-15 , 134 Loacation 2F 4100 this. ASD 0 Ibs. ASD L= 21 it Shear Wall with wood shear panels: (sDMS.2008) P-1. I Pier No. _ From This Level's Dlaph. Only 1400 Ibs. ASD 0 Ibs, ASD Sheathing properties: short dimension across the studs Span raheg: 24/0 I= 7/16 in. G, 13 kips/in tl; 0.081 In. Type= OSB Pierno3 Plerno.4 Pierno.5 Pierno.6 Pierno.7 Pier no.8 Pierno.9 Pier no.lO Pier no.l l Pierno.12 Aspect ratio End Post: be 3 in. File 5.5 in. E= 1600000 psi #DIV/0! Stud properties: Stud Spacing: 16 In. o.c. Wood species: Doug. Fir G= 0.5 Segment Method. (SOPVIS-20118 chapter 43) #DIVI01 Pier no. t Pier no.2 h(ft)= 21 H(ft)- 8 ht(ft)- 7 dead loed(pff)= 0 Shear Wall with wood shear panels: (sDMS.2008) P-1. I Pier No. _ From This Level's Dlaph. Only 1400 Ibs. ASD 0 Ibs, ASD Sheathing properties: short dimension across the studs Span raheg: 24/0 I= 7/16 in. G, 13 kips/in tl; 0.081 In. Type= OSB Pierno3 Plerno.4 Pierno.5 Pierno.6 Pierno.7 Pier no.8 Pierno.9 Pier no.lO Pier no.l l Pierno.12 Aspect ratio 3/8 #DIV/01 #DIV/01 #DIV/01 11DIV/01 #DIV/01 4DIV/01 #DIV/0! #DIV/01 #DIV/01 #DIV/01 #DIV/01 Wind, .... (plf)= 195.2 #DIVI01 #DIV/01 #DIVI01 #DIVI01 #DIV/01 #DIVl01 #DIV/01 #DIV/Ot #DIVI01 #DIVI01 #DIV101 Windeyaea.a• 6"o.c. #OIV/01 #DIV/01 #DIVIDI #DIVI01 #DIV/01 #DIVIDI #DIV/01 #DIVI01 #DIVI01 #DIVlol #DIV/0t Wlnd,.n,e,,,;,s(Ibs.)= 846 0 0 0 0 0 0 0 0 0 0 0 Wlndd.t„e,,,(In)= 0.152 #DIVI01 #DIV/01 1I #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DI l %o/load per panel 1.000 0.000 0.000 D.000 0.000 0.000 0.000 0.000 0.000 0.000 O.ODD 0.000 Selemlcye„edy,ee(pli)= 0.0 #DIV/OI 11IDIV101 #DIVI01 #DIVI01 11DIVI01 #OIV/01 #DIVI01 #DIV/01 #DIVIDI #DIV/01 #DIVIDI Selamfewseaemp 6"o.c. #DIVI01 #DIVIDI #DIVl01 #DIVI01 #DIVI01 #DIVIDI #DIV/01 #CIV/01 #DIVIDI #DIV/01 #DIV/01 Seismic r,a(IbsJ= 0 0 0 0 0 0 0 0 0 0 0 0 Selsmlceleeee„(In)- 0.031 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Wind OT From Above Seismic OT From Above Wind Total OT Force Seismic Total OT Force Hold-down size 1093 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1639 0 0 0 0 0 0 0 0 0 0 0 User Notes: 1) NBIIs: 3dwmmene 2) Field Nailing86a 12-o c. 3) NI panel edges shell be blocked per eection 48 7 of 8OPWS-2000. 4) Cabochon calculatun per secllon 432 ofthe SDPW5.2000. 5) Table 2306 31s increased by 40% for wind loads per IBC sedan 23088. Table d 3A of SDPWS 2006 as already Increased by 411% for wind 6) Dead load shall Include Ne 0.VDead load la allowable chess cambinalon EO 1514 a 10.15 135 1F 6500 tbs. ASD 0 Iba. ASD L - 21 0 Shear Wall with wood shear panels: IsoPWS-26081 Pw„e Pier No. From This Level's Dial Only 1400 los. ASD •••, •,•,•,•, •, •,• 0 lbs. ASD _ '...❑• End Post: Sheathing properties: ' b- 3 in. shod dimension across the studs d= 5.5 In. span coling: 24/0 E- 1600000 pal t= 7/16 in. Stud properties: G; 13 kips/in Stud Spacing: 16 in. o c. J. 0,081 in. Wood species: Doug. Fir Type= OSB G= 05 Segment Method; (SOPWS-2008 Chapter 43) Pier no.1 Pier no.2 Pier no.3 Pier no.4 Pier no.5 Pier no.6 Pier no.7 Pier noS Pier no.9 Pier no.10 Pier no.11 Pier no.12 1100= 21 H(ft)= 8 h1(ft)= 7 dead bad(pn- 0 Aspect ratio 3/8 #DIWO! #DIV/01 #DIV/DI #DIV/01 #DIV/01 #DIV/01 #DIV/)I #DIV/0! #DIV/01 #DIV/01 #DIV/01 Willid.,s,I,ew(p10= 261.9 #DIVI01 #DIVI01 #DIVI01 #DIV/01 #DIVI01 #DIVI01 #DIV/01 #DIVI01 #DIV/01 Noll #DIVI01 Wlndsgee„w,6w 9"o.C. #DIVI01 #DIVI01 #DIV/01 4DIV/01 #DIVI01 #DIVI01 #DIVIOI #DIVI01 #DIVIOI ODIV/01 #DIV/01 Wlnd„am,n,e,p(Ibs.)= 546 0 0 0 0 0 0 0 0 0 0 0 W/nddN„a,,,(In)= 0.194 #DIV/01 #DIV/01 11DIV/01 #DIVl01 #DIV/01 #DIV/01 #DIV/01 #DIV/OI #DIV/01 #DIV/01 #DIV/01 % of loedperpanel 1.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 O.DOO 0.000 0.000 SelsmlCe,,.esam(010= 0.0 #DIV/01 #DIVI01 #DIVI01 #DIVI01 #DIVI01 #DIVIOI #OIV/01 #DIV/01 #DIV/01 #DIVI01 wit Selsm/c,dw,,wa= 8"o.e, #DIV/01 #DIV/01 #DIVI01 #DIVI01 #DIVI01 #DIV/01 #DIVI01 #DIVI01 #DIV/01 #DIVI01 #DIVI01 Selsmlc.asons p(Il 0 0 0 0 0 0 0 0 0 0 0 0 Selsmlcds<eb(in)= 0.031 O.DOO O.DOO 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Wind OT From Above 1639 0 0 0 0 0 0 0 0 0 0 0 Seismic OTFrom Above 0 0 D 0 0 0 0 0 0 0 0 0 Wind Total OT Force 2185 0 0 0 0 0 0 0 0 0 0 0 Seismic Total OTFome 0 0 0 0 0 0 0 0 0 0 Hold-down size _ _ User Ndes: 1) Nails: 80 commons 2) Field Nailing: 66 ®12.0 c. 3) NI panel edges shall be blocked per section 4 3 of SDPWS.2000. 4) Dene tion calculation per section 4 32 ofthe SDPWS-2008. 5) Teck 23W 31S I6Cfe3e(d by 40% for wind loads per IBC section 230&3 Table 4 3A of SDI 2008Is already Increased by 40%10, wind. 6) Dead load shall Indiana the 0 Wooed load for allowable Sloss combination EO 161481616 13E Shear Wall with wood shear panels: (sDpws.2ao6) Loacation 3H P—. Pier No. Total From This Level's Diaph. Only Pearn- 3200 lbs. ASD 3200 lbs. ASD Passed 0 Iba. ASD 0 Ibs. ASD ❑.'.'.'.'.'.'.'.'. L= 21 It Ir(Iq I, lfl .F L Ifl) End Post: Sheathing properties: b= 3in. short dimension across the studs d= 5.51n. span reling: 24/0 E= 1600000 psi t= 7/16 In. Stud properties: G.= 13 kipshn Stud Spacing: 16 in, o.c. d,- 0.081 in. Wood species: Doug. Fir Type= 088 G- 0.5 Segment Method: aVPW62006 Chapter 43) Pier no.I Pier no.2 Pier no.3 Pier no.4 Pier no.5 Pier no.6 Pier no.7 Pier noS Pier no 9 Pier no. 10 Pier no. 11 Pier no. 12 1,(It)= 21 H(fl)- 8 h,(N)= 7 dead load(pIl)= 0 Aspect ratio 318 #DIV101 #DIV/OI #DIV101 #DIV101 #OIVI01 #DIV101 #DIV101 #DIV101 #DIV/01 #DIV/01 #DIV/0I Windelows,o s, pll)= 152.4 #DIVIDI #DIV101 #DIVIDI #DIVIDI #DIV101 #DIVIDI #DIVI01 #DIVIDI #DIVIDI #DIVIDI #DIVIDI Wind.dpen.aa= Vo.c. #DIV/01 #DIVI01 #DIVI01 #DIVIDI #DIVIDI #0111101 #DIV101 #DIVI01 #DIVIDI #DIVIDI #DIV/OI Windowns er,(lbs.)= 1249 0 0 0 0 0 0 0 0 0 0 0 Wlndae„wya„(in)= 0.126 #DIV/01 #DIV/01 #DIV101 #DIV101 #DIVI01 #DIV101 #DIV/01 #DIV101 #DIV101 #DIV/01 #DIV101 or load per panel 1.000 0000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Seismic..” h. IPM= 0.0 #DIVIDI #DIVI01 #DIVI01 #DIV/01 #DIVIDI #DIVIDI #DIV101 #DIVI01 #DIVIDI #DIVI01 #DIVI01 Seambic,dgenr„o 6"o.c. #DIVIDI #DIVIDI #DIV/01 #DIVIDI #DIVI01 #DIVIDI #DIVIDI #DIVIDI #DIVIDI #DIVI01 #DIVI01 Sslsmlcdw,w,,�,p(Ibs.)= 0 0 0 0 0 0 0 0 0 0 0 0 Selamlcda„=s,,,(In)= 0.031 0.000 0.000 0.000 0.000 0.000 0.01)0 0.000 0.000 0.000 0.000 0.000 Wind OT From Above 0 0 0 0 0 0 0 0 0 0 0 0 Seismic OT From Above 0 0 0 0 0 0 0 0 0 0 0 0 Wind Total OT Force 1249 0 0 0 0 0 0 0 0 0 0 D Seismic Total OT Force 0 0 0 0 0 0 0 0 0 0 Hold-dawn size Us., None: 1) Nelle: So commons 2) Field Malang: 6d Q 12-o.c 3) All panel edges shall to blocked per section 43.7 of SDPW62006 4) De .ch.h ceictryinsn...... tion 4 3 2 0the 8DPWS-2006 5) Table 23M 31. Increafed by 40% For wind loads par IBC section 23M 1 Table 43A of WPW& 2006 Is already Increased by 4Ws for wind. 6) Dead load shall Include the 06 -Dead load for allowable stess combination ED 16-14 31615 137 Shear Wall with wood shear panels: (sopwssoue) Lo ucallon 2H P—s Pier No. _ Total From This Levers Dleph. P„„e= 4700 lbs. ASD 15001bs. ASD • • • • • • • , • , •, •, P„v„e= 0 lbs. ASD 0 Has. ASD Only _ ❑. L. 21 it End Post: Sheathing properties: b= 3 in. short dimension across the studs d= 5.5 in. Span wi g: 24/0 E- 1600000 psi 1= 7/16 in. Stud properties: G,= 13 kips/in Stud Spacing: 16 in. o.c. d,= 0.081 in. Wood species: Doug. Fir Type- OSB G= 0.5 Segment Method: (SOPWS-2008 Ch.,*4 s) Pier no.1 Pier no.2 Pier no.3 Pier no.4 Pier noS Pier no.6 Pier no.7 Pier no.8 Pierno.9 Pier no.10 Pier no.l l Pier no.l2 ,,(it)' 21 H(fi 8 h,(tt)= 7 dead load(p10= 0 Aspect ratio 3/8 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/0! #DIV/0! #DIV/01 #DIV/01 Wind...._(pff)= 223.8 #DIVI01 #DIVl01 #DIVI01 #DIVI01 #DIVI01 #DIVl01 #DIVI01 #DIV/01 #DIVIOI #DIVI01 #DIV/01 W/ndeeen,4,p= 6"o.c. #DIVI01 #DIVI01 #DIV/01 #DIVI01 #DIVI01 #DIVIOI #DIVI01 #DIV/01 #DIVI01 #DIVI01 #DIVI01 Wind.,, ...... (lbs.)= 585 0 0 0 0 0 0 0 0 0 0 0 W/ndeN.,.(in)= 0.170 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/DI #DIV/01 #DIV/01 #DIV101 #DIV/01 #DIV/01 #DIV/01 %ofloadperpanel 1.000 0.000 0000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Omit 0.000 Seismice,,,,, we(pv)= 0.0 #DIVIOI #DIVI01 #DIVI01 #DrVI01 #DIVI01 #DIV/01 #DIVI01 11DIVIDI III #DMO) #DIVl01 Seismic'.,,,u,p= 8"o.c. #DIV/01 #DIVf01 #DIV/01 #DIVI01 0DIVI01 #DNI01 11DIV/01 #DIV/01 #DIV/01 #DIVIOI 40DIVI01 Selsmlc„aa,mo'(Ibs.)= 0 0 0 0 0 0 0 0 0 0 0 0 Selsmlcanrwn(In)- 0.031 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Wind OT From Above 1249 0 0 0 0 0 0 0 0 0 0 0 Seismic OT From Above 0 0 0 0 0 0 0 0 0 0 0 0 Wind Total OT Force 1834 0 0 0 0 0 0 0 0 0 0 0 Salivate Total OT Fame 0 0 0 0 0 0 0 0 0 0 Hold-down size War Nmac 1) Nails'. so commons 2) Field Nelllog: fid 0) 12-o c 3) Al panel edges shall be blacked per section 4.3.7 of SOPWS-2008. 4) DeOedlon cakulelion per section 4.520/lha SDPWS200B. 6)Table 23M 316 increased by 40% forwind loads per IBC section 23M 3 Tabie43AmSOPWS 20(8 is already increased by40%fcr,nrb1 6) Oead load shell Include the 069ead load faalloWable alsss combinallon EO 1614616-15 13E Loacation 111 L= Shear Wall with wood shear panels: IsuPws.20001 P..,,, Pier No. Total From This Level's Diaph. Only 6000 lbs. ASD 1300 lbs. ASD • , 0 165. ASO O Its. ASD _ .. . . .. 21 It End Post: Sheathing properties: 1 b= 3 in. short dimension across the studs d= 5.5 in. Span rating 24/0 E= 1600000 psi t= 7/16 in. Stud properties: G,= 13 kips/in Stud Spacing: 16 in. Do. d; 0.081 In. Wood species: Doug. Fir Type- OSS G= 0.6 Segment Method: (SDPWS-2008 chapter 43) Pier no.I Pier no.2 Pier no.3 Pier no.4 Pier no.5 Pier no.6 Pier no.7 Pier nob Pier ri Pier no. lO Pier no.11 Pier ra l2 11110= 21 H(ft)= 8 ht(ft)ii: 7 dead Icad(p10= 0 Aspect ratio 318 111 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 III #DIV/01 W/nd,ror,.ve... (ph)= 285.7 #DIVI01 #DIVI01 #DIVI01 #DIVI01 #DIVI01 #DIVI01 #DIVI01 #DIVIOI #DIVI01 #DIVI01 #DIV/01 Wlndrdaenwna 8"o.c. #DIV/OI #DIV101 #DIVI01 #DIVI01 #DIVI01 #DIVI01 #DIVI01 #DIVI01 #DIVI01 #DIVI01 #DIVI01 Wlndwwo,u,IbSJ= 507 0 0 0 0 0 0 0 0 0 0 0 Winddel„e,n0i 0.208 #DIV/01 #DIV/0! II #DIV/01 #DIV/01 #DIV/01 #DIVI01 #DIV/01 #DIV/01 #DIV/01 #DIVI01 %otloadperpanel 1.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Selsmlcisiose.ne.01i 0.0 Selsmlc,dg, man'. III Selsmicw,a„4e(lbi 0 Selsmic e,esem(Irl 0.031 Wind OT From Above 1834 Seismic OTFaom Above 0 Wind Total OT Farce 2341 Seismic Total OT Force Hold-down size F— #DIVI01 #D1VI01 IMIV/01 #DIVI01 #DIVI01 #DIVI01 #DIVI01 #DIVIOI #DIVI01 #DIV101 #DIVIOI #DIVI01 #DIVIOI #DIVI01 #DIVI01 MV/01 #DIVIOI #DIV101 9DIV101 #DIVI01 #DIV101 #DIVIOI 0 0 0 0 0 0 D 0 0 0 0 0.000 0.000 1 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 User Notes: 1) Nails: 6d commons 2) FI41d Noting66Q 12roc 3) At panel edges shell be blocked per section 4.17 of SL PINS 2006 4) Deflection calculation per section 4.32 orlhe SOMS@008. 6) Table 23M 31s Increased by 40% for wind loads ger 1130 section 23M 3. Tab1e4.3Aof SDPWS 20061s already increased by 40% for wind 6) Dead load shall Include the 06 -Dead load for allowable stere combinelion E016-1481815 139 Shear Wall with wood shear panels: (sDPws.2ee9) Location 3K P,e„ Pier No. _ I Orel '"u"- rm mis a.evers vlapn. only ad= 5000 be. ASD 6000lo.ASD •••, •, •, •, •, •,• ro= 0 lbs. ASD 0 Ibs. ASD L= 250 End Post: Sheathing properties: ' #DIV/01 #DIVI01 NDIVI01 #DIVIDI III #DIVIDI b= 3 In. short dimension across the studs Selsmlc,dg,nes,g= Bb.c. #DIVI01 #DIVI01 #DIVI01 #DIVI01 d: 5.5 in. Spenmline: 2410 #DIVI01 #DIVI01 Noll #DIVI01 Seismlc„ae,a,,d(lboll 0 0 E= 1600000 psi t= 7116 in. 0 0 0 0 0 0 0 Stud properties: G; 13 kips/in 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Stud Spacing: 16 in o.c, d,= 0.081 In, Wind OT From Above 0 0 0 0 0 0 Wood species: Doug. Fir Type= OSB 0 0 0 Seismic OTFrom Above 0 0 0 G= 0.6 0 0 0 0 0 0 0 0 Wind Total OTForce Segment Method: (SDPWs.2000 chapter 4.3) 0 0 0 0 0 0 0 0 0 Pier no.1 Pier no.2 Pier no.3 Pier no 4 Pier nos Pierno.6 Pier no.7 Pier noS Pier no.B Pier no.10 Pier no.11 Pier no.12 ti(ft)= 25 0 0 0 0 Hold-down size H(fyz e h,(fq= 7 dead loal 0 Aspect ratio 113 #DIV/01 #DIV/01 #DIVIDI #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/O! #DIVI01 #DIVI01 Wlnda,a„4a„s(PIN)= 200.0 #OIV/01 #DIVI01 #DIVIO1 #DIVIDI #DIVI01 #DIVI01 #DIVI01 #DIVIDI #DIVI01 #DIV/01 #DIVI01 Wind,dp,oa,g= 6•b.c. #DIVIOI #DIVI01 #DIVI01 #DIVI01 #DIV/01 #DIVl01 #DIVI01 #DIVI01 #DIVIDI #DIV/01 #DIVIDI Wlndewn,.e(Ibs.)= 1633 0 0 0 0 0 0 0 0 0 0 0 Wlnd4a..(In)= 0.150 #DIV/01 #DIV/01 #DIV101 #DIV/0! #DIV/01 Noll #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV101 °kofloadperpanel 1.000 0000 0.000 0.000 ROOD 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Selsmlca,,a,'—(Pff)= 0.0 #DIV/01 #DIV/01 #DIVI01 NDIVI01 #DIVIDI III #DIVIDI #DIV/01 #DIVI01 #DWI01 #DIVIOI Selsmlc,dg,nes,g= Bb.c. #DIVI01 #DIVI01 #DIVI01 #DIVI01 #DIVIDI fiDIV101 #DIVI01 #DIVI01 #DIVI01 Noll #DIVI01 Seismlc„ae,a,,d(lboll 0 0 0 0 0 0 0 0 0 0 0 0 Selsmicda«asn(Il 0.028 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Wind OT From Above 0 0 0 0 0 0 0 0 0 0 0 0 Seismic OTFrom Above 0 0 0 0 0 0 0 0 0 0 0 0 Wind Total OTForce 1633 0 0 0 0 0 0 0 0 0 0 0 Seismic Total OTFome 0 0 0 0 0. 0 0 0 0 0 Hold-down size User Notes: 1) Nelle: adcommona 2) Field Nailing ed a 12•o e. 3) Al panel edges shall be plocked per Section 4 3 i of SDPWS 1009 4) Deflection calculation per section 4.3 2 of the SDPWS20oe. 5) Table 2306 3 is Increased by 4036forwind loads per IBC section 23069. Table 4,3A of SDPWS 2000 is already Increased w40% for wmd B) Deed load aM1ell include the De'Dead load lar allowable slesa mmbinalion ED. 16-14&16-15 14C Loscation 2K 7800 Ibs. ASD 0 Ibs. ASD L- 25 ft Shear Wall with wood shear panels: ISDPWS-20081 P— Pier No. _ From This Level's Dial Only 28001ba. ASD •••, •, 0 R)s. ASD End Post: Sheathing properties: r b= 3 in, shat dimension across the studs d= 5.5 in. Spenrelin9: 24/0 E= 1600000 pal t= 7/16 in. Stud properties: Ga= 13 kipslin Stud Spacing: 16 In. o.c. d,= 0.081 in. Wood species: Doug. Fir Type- OSB G= 0.5 Segment Method: (aDPWS-200B Chapter 4.3) Pier nc.1 Pier not Pier no.3 Pier no.4 Pier nob Pier no.6 Pier no.7 Pier no.8 Pler no.9 Pier no.10 Pler no.11 Pier no.12 Ir(ft)= 25 H(fp= 8 hilt'). 7 dead kred(Il 0 Aspect ratio 1/3 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIVI01 #DIV/01 #DIV/01 Wind.. 0.. (pill 312.0 #DIVIO1 #DIVI01 #DIVIgI #DIVNI #DIVI01 #DIVIDI #DIV/01 #DIVI01 #DIVI01 #DIV/01 #DIVI01 Windedgenaane 6"o.c. #DIVI01 #DIVI01 #DIV/01 #DIV/01 #DIV/01 #DIVIgI #DIVI01 #DIVI01 #DIVI01 #DIVI01 #DIVIOI W/nd_.,hg(Ibs.)= 914 0 0 0 0 0 0 0 0 0 0 0 Windda«ean(in)= 0.220 4DIV/01 #DIV/01 #DIVI01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/OI #DIVI01 #DIV/01 #DIV/01 %oflaadperpanel 1.000 0.000 0.000 0.000 0-000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Selsmica,,.,s v„a(plp= 0.0 Seismic edge nuns= 6•b.c. Sefamlcg„d,,,,hg(Ibs.)= 0 Seism/cdere,ge„(In)= 0.026 Wind OT From Above 1633 Seismic OT From Above 0 Wind Total OT Force 2547 Seismic Total OT Fome Hold -downsize 0DIVI01 #DIVI01 #DIVIO1 #DIVI01 #DIV/01 #DIVI01 #DIV/01 #DIV/01 4DIVI01 #DIVIOI #DWI01 #DIV/01 #DIVI01 #DIV/OI #DIV/01 #DIVI01 #DIVI01 NDIVI01 #DIVI01 #DIV/01 #DIVl01 #DIVI01 0 0 0 0 0 0 0 0 0 0 0 0.000 0.000 0.000 O.00D 0.000 0.000 0.000 0.000 0.01)) O.00D 0.000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 D 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 User Noles: 1) Nalis: so commons 2) Field Nailing: ad®12-oc 3) all panel edges shall be blocked per section 4.37 of SDPWS-2008 4) Delledion celculelion per sedion432 of the apPWS3000 5) Table 23M 315 inereesad by 40% for wind loads per IBC secllon 23M 3, Table 4.3A of SDPWS 20001s already increased by40%far wind 8 Dead load shall include the 0.6'Cead load for allowable stess wmbinalion EQ 16-14&16-15 141 Loacation 1K 11000 IDs. ASD 0 lbs. ASD L - 25 It Shear Wall with wood shear panels; I$DPW3-2008! Pwe,a Pier No From This Level's Diaph, Only 3000 lbs. ASD 0 Ns, ASD • End Post: Sheathing Properties: ' be 3 inshort dimension across the studs d= 5.5 In. span rating: 24/0 E= 1600000 psi t= 7/16 in. Stud properties: G; 13 kips/in Stud Spacing: 16 in. o.c. d,= 0.081 in. Wood species: Doug. Fir Type- OSB G= 0.5 Segment Method: aDPWS 2048 chapter 43) Pierno.l Pier no.2 Pier no.3 Pier no.4 Pier no.5 Pier no.6 Pier no.7 Pier no.8 Pier no.9 Pier no.10 Pier no.11 Pier no. 12 tt)= 25 H(ft)= 8 hl(ff)= 7 dead load(p10= 0 Aspect ratio 1/3 #DIV/01 #0IV/0! #DIV/01 #DIV/01 #DIV/01 9DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/OI #DIV/01 W/ndn.,.ed maa(Plf)= 440.0 #DIV/01 #DIVI01 #DIVI01 #DIVI01 #DIVI01 #DIVI01 '#DIW01 #DIV/01 #DIV/01 #DIVI01 #DIVI01 Windeea.neaea= 4"o.c. #DIV/01 #DIVI01 #DIVI01 #DIV/01 1DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIVI01 #DIVI01 Wlnde„Mmao(Ibs.)= 980 0 0 0 0 0 0 0 0 0 0 0 Wlnddde�n(Ii 0.299 #DIV/01 _ #DIVI01 #DIVI01 #DMO! #DIV/01 #DIW01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 % ofloadporponel 1.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Se1sm/cde„edd,ew(p10= 0.0 #DIVIOI #DIVI01 #DIVI01 #DIV/01 #DIVIOI #DIV101 #DIVAII #DIV/01 0DWI01 #DIVI01 #DIVI01 Selsmiceas."= 6"o.c. #DIVI01 #DIV/01 #DIVI01 #DIV/01 #DIV/01 #DIV/01 #DWIDI IODIVl01 #DIVI01 #DIVI01 #DIV/01 Se/smlcd,w,wosw(lbs.)= 0 0 0 0 0 0 0 D 0 0 0 0 Selsmlc,es, in)= 0.026 0.000 0.000 0.000 O.ODO 0,000 0,000 0.000 O.DOO 0.000 O.OD0 0.000 Wind OTFrom Above 2547 0 0 0 0 0 0 0 0 0 0 0 Seismic OT From Above 0 0 0 0 0 0 0 0 0 0 0 0 Wind Total OT Force 3527 0 0 0 0 0 0 0 D 0 0 0 Seismic Total OTForce 0 0 0 0 0 0 0 0 0 0 Hold-down size User Nola.: 1) Natls: ed commons 2) Field Nailing: 86 ®12"o c 3) All panel adoes shall be blocked per eection 4,3 7 of SDPWS.2008. 4) Defledion calculation per seclion 43.2 ofthe$DPWS200c 5) Table 23M 3 I Increased by 40% for wind loads per IBD seclion 2306.3. Table 4.3A of SDPWS 2008 is already increased by 40% for wind 8) Geed load shall,MWde the 06•Dead load Ip allowable ate.. combination ED. 1&14 616-i6 142 Laacation 1M 1100 lbs. ASD 0 lbs. ASD L= 3.5h Shear Wall with wood shear panels: ISDPWS40081 Pw, Pier No. _ From This Level's Dill Only 110D Italy. ASD •••,•,•,•,•,•,•,• 0 Iba. ASD Sheathing properties: short dimension across the studs 6pan,ating: 24/0 I= 7/16 In. Gas 13 kips/in de 0.081 in. Type= OSB Pier no.3 Pler no.4 Pler no.5 Pier no.6 Pier no.7 Pier no.8 Pier no.9 Pier no.10 Pier no.11 Pier no.12 #DIV/01 #DIV/01 #DIV/01 01DIV/01 #DIV/01 #DIV/01 #DIVIOI #DIVI01 #DIV/01 #DIV/01 #DIVIOI #DIV/OI #DIV/0I #DIV/01 #DIVIOI 0DIV101 #DIVIOI #DIVIOI #DIVl01 #DIVI01 #DIV/01 #DIVIOI #DIVIOI 9DIV101 #13111101 #DIVIOI #DIVIOI #DIVIOI #DIV/01 #DIVIOI 0 0 0 0 0 0 0 0 0 0 #DIVIOI #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 0.000 0 000 0.000 0.000 0.000 0.000 MOOD 0.000 0.000 0.000 Selsmlcy,,.=OeA,w (pmw End Post: b= 3 in. d= 5.5 in. E= 1600000 psi #DIVI01 Stud properties: Stud Spacing: 16 In. o.c. Wood species: Doug. Fir G= 0.5 Segment Method: (SDPWS-2008 chapter 4.3) #DIVIOI Pier no.1 Pier not Vft)= 3.5 H(ft)= 8 hi(8)= 7 dead load(p8)= 0 Aspect ratio 22/7 #DIV/OI Windat.s, y,,..(PH)= 314.3 #DIV/01 Wlndedperra= 6"o.c. #DIVIOI Winde.m,a�a(Ibs.)= 2933 0 Winddd,,,,,,(in)= 0.392 #DIV/01 % of load per panel 1.000 0.000 Shear Wall with wood shear panels: ISDPWS40081 Pw, Pier No. _ From This Level's Dill Only 110D Italy. ASD •••,•,•,•,•,•,•,• 0 Iba. ASD Sheathing properties: short dimension across the studs 6pan,ating: 24/0 I= 7/16 In. Gas 13 kips/in de 0.081 in. Type= OSB Pier no.3 Pler no.4 Pler no.5 Pier no.6 Pier no.7 Pier no.8 Pier no.9 Pier no.10 Pier no.11 Pier no.12 #DIV/01 #DIV/01 #DIV/01 01DIV/01 #DIV/01 #DIV/01 #DIVIOI #DIVI01 #DIV/01 #DIV/01 #DIVIOI #DIV/OI #DIV/0I #DIV/01 #DIVIOI 0DIV101 #DIVIOI #DIVIOI #DIVl01 #DIVI01 #DIV/01 #DIVIOI #DIVIOI 9DIV101 #13111101 #DIVIOI #DIVIOI #DIVIOI #DIV/01 #DIVIOI 0 0 0 0 0 0 0 0 0 0 #DIVIOI #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 0.000 0 000 0.000 0.000 0.000 0.000 MOOD 0.000 0.000 0.000 Selsmlcy,,.=OeA,w (pmw 0.0 IIDIVIDI #DIVl01 #DIVI01 #DIVIgI 00111/01 #DIV/01 #DIVI01 #DIVI01 #DIVIOI #DIV/01 #DIV101 Selsmlc,4p,,,,y,pw 8"o.0. #DIV/DI #DIWOI #DIVI01 #DIVIOI #DIVIOI #DIVI01 #DN101 4DIV/01 #DIV/01 #DIVIOI #DIVI01 Sekmlc,a„a,,,�,p(Ibs.)= 0 0 0 0 0 0 0 0- 0 0 0 0 Sslsmlc,,,„4,,,(in)= 0.185 0.000 O.ODO O.00D 0.000 0,000 0.000 0.000 0.000 0.00D 0.000 0.000 Wind OTFrom Above 0 0 Seismic OT From Above 0 0 Wind Total OT Force 2933 0 Seismic Total OTForce I� Hold-down size � I 00 0 0 0 0 0 0 0 0 0 0 D 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 n n n 0 0 0 0 0 0 0 User Nota.: 1) Naris: 80 commons 2) Field Nailing: Od @ 12"Y c 3) As are edges shell be blocked per section 4 3 i or 5DPWS-2008. 4) Deflection calculation per seelion4.32 ofthe SDPWS 2008 5) Table 2308.3 is increased by4M(Orwind loads per lBC, section 23M 3. Tabo,13AWSOPWS 20851, already increased by 40% far wand. W Oaed load shall Include the O B'Oeed load kr allowable elee6 com0lnatlon EO 16-14&1&15 143 Loacaticn 3N 3300 Ibs, ASD L= 25# Shear Wall with wood shear panels: (sopws4ods) Pwei. I Pier No. _ From This Level's Olson. Only 3300 lbs. ASD 0 One. ASD i • "•i . .'. .'.'••••. Sheathing properties: short dimension across the studs Seen rellns: 24/0 t= 7/16 in. G,= 13 kipslin d; 0.081 in. Type- OSB Plerno.3 Pierno.4 Piernob Pierno.6 Pierno.7 Pierno.8 Pierno.9 Pier no.10 Pier nc.11 Pierno.12 #DIV/01 #DIV/0! #DIVIOI #DIV/01 #DIV/01 #OIV/OI #DIVIOI #DIV/0! #DIV/01 #DIVIOI Wlnd,,,,amea.(Plf)= End Post: b= 3 in. d= 5.51n. E= 1500000 psi #DIV/01 Stud properties: Stud Spacing: 16 In. o.c. Wood specles: Doug. Fir G- 0.5 Segment Method: (SOPWS-2008 Chiller 4.3) #DIV/01 Pier no.1 Pier not I'M- 25 H(ft)= 6 hr(fl 7 dead loed(pIf)= 0 Aspect ratio 113 #DIV/01 Shear Wall with wood shear panels: (sopws4ods) Pwei. I Pier No. _ From This Level's Olson. Only 3300 lbs. ASD 0 One. ASD i • "•i . .'. .'.'••••. Sheathing properties: short dimension across the studs Seen rellns: 24/0 t= 7/16 in. G,= 13 kipslin d; 0.081 in. Type- OSB Plerno.3 Pierno.4 Piernob Pierno.6 Pierno.7 Pierno.8 Pierno.9 Pier no.10 Pier nc.11 Pierno.12 #DIV/01 #DIV/0! #DIVIOI #DIV/01 #DIV/01 #OIV/OI #DIVIOI #DIV/0! #DIV/01 #DIVIOI Wlnd,,,,amea.(Plf)= 132.0 #DIVIOI #DIVIOI #DIV/0I #DIV101 #DIVIOI #DIV/OI #DIV/01 #DIVIOI #DIVIOI #DIVIOI #DIVIOI Winded, n.ao 8"o.c. #DIV/OI #DIVI01 #DIV/01 #DIV/01 #DIVIOI #DIVIOI #DIVIOI #DIVIOI #DIVIOI #DIVlOI #DIVl01 Wlnde,.n m,,(Ibs,)= 1078 0 0 0 0 0 0 0 0 0 0 0 Winda,l-da„(In)= 0.108 11DIV/01 #DIV/01 #DIVIOI #DIV/01 #DIVIOI 11DIV/01 #DIV/01 #DIV/01 #DIVIOI #DIV/01 #DIV/01 %ofloadperpanel 1.000 0.000 0000 0,000 0,000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Selamlc.m..edm,.(Aiii 0.0 #DIVIOI #DIVIO) #DWIDI 81 #DIVI01 #DIV/01 #DIVIOI #DIVI01 #DIVI01 #OIV/OI #DIVI01 Selsmlcadaenaae- a"o.c, #DIVIOI #DIVIOI 1IDIVIOI NDIVMI #DIVIOI #DWI01 #OIVI01 #DIVIOI #DIV/OI #DIVIOI #DIVIOI Selsmlceem,me(Ibs.)- 0 0 0 0 0 0 0 0 0 0 0 0 Selsmlca,raae„(in)= 0.026 0.000 0.000 0.000 0.000 0.000 0.000 0.000 O.00D 0.000 0.000 0.000 Wind OT From Above 0 0 0 0 0 0 0 0 0 0 0 0 Seismic OTFrom Above 0 0 0 0 0 0 D 0 0 0 0 0 W/nd Total OTForce 1076 0 0 0 0 0 0 0 0 0 0 0 Selsmlc Total OTForoe 0 0 0 0 0 0 0 0 0 0 Hold-down area User Notes: 1) Nails: Odcdmmans 2) Field Nahingr ad Q 12"o c. 3) All panel edges shall be blocked per section 4.3 7 of 5DPWS@008. 4) Delteclion calculatlon par section 4.3.20 the 8DPWS 2008 5) Table 23% 3 is Increased by 40% forwlnd load$ per IBC sedbn 23M 3. Table 4.0A of SDPW 200815 already Increased by 40% far wind 6) Dead load shall Include the 0 Wooed load for allowable Bless combination 90 16,14 81&15 144 Loacation 2N 6600 lbs. ASD L- 250 Shear Wall with wood shear panels: ISDPW6.2008) Pw„a Pier No. _ From Thls Level's Diaph. Only 3300 lbs. ASD D Ibe, . . . .❑. ''•• .r. Sheathing properties: short dimension across the studs Span haling: 24/0 1= 7116 In. G,= 13 kips/in d,= 0.081 In. Type= OSS Pier no.3 Pier ri Pier no.6 Pier no.6 Pier no.7 Pier no.8 Pier no g Pier no. 10 Pier no. 11 Pier no, 12 #DIV/01 #DIV/01 #0111/0! #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIVI01 #011/101 #DIV/01 #DIV101 #DIV/01 #DIV/01 #DIV/01 #DIVI01 #DIVI01 #DIV/9l #DIVl01 #DIVI01 #DIVIOI #DIVI01 #DIVI01 #DIV/01 #DIV/01 #DIVI01 #DIVI01 #DIVIOI 0 0 0 0 0 0 0 0 0 0 #DIV/01 #DIV/01 #DIV/01 #DIV/O! #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIVI01 0.000 0.000 0.000 0.000 0,000 0.000 0.000 0.000 0.000 0.000 Seismic slow. —(plO= End Post: b= 3 in. d= 5.5 in. E= 1600000 psi #DIVI01 Stud properties: Stud Spacing: 16 In. o.c. Wood species: Doug. Fir G= 0.5 Segment Method: (SDPWS.2008 Chapter 43) #DIVI01 Pier no.1 Pier not 11(0)= 25 H(0)= 8 hr(0)- 7 dead bad(p10= 0 Aspect ratio 113 #DIV/01 Windea,w,esb,s,(pn= 264.0 #DIVI01 Wlndwo.do,,d 6"o.c. #DIV/01 Wind 6wMm„a(Ibs.)= 1078 0 Wlnde,laa=,(in)= 0.190 #DIVIOI % or load per panel 1.000 0.000 Shear Wall with wood shear panels: ISDPW6.2008) Pw„a Pier No. _ From Thls Level's Diaph. Only 3300 lbs. ASD D Ibe, . . . .❑. ''•• .r. Sheathing properties: short dimension across the studs Span haling: 24/0 1= 7116 In. G,= 13 kips/in d,= 0.081 In. Type= OSS Pier no.3 Pier ri Pier no.6 Pier no.6 Pier no.7 Pier no.8 Pier no g Pier no. 10 Pier no. 11 Pier no, 12 #DIV/01 #DIV/01 #0111/0! #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIVI01 #011/101 #DIV/01 #DIV101 #DIV/01 #DIV/01 #DIV/01 #DIVI01 #DIVI01 #DIV/9l #DIVl01 #DIVI01 #DIVIOI #DIVI01 #DIVI01 #DIV/01 #DIV/01 #DIVI01 #DIVI01 #DIVIOI 0 0 0 0 0 0 0 0 0 0 #DIV/01 #DIV/01 #DIV/01 #DIV/O! #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIVI01 0.000 0.000 0.000 0.000 0,000 0.000 0.000 0.000 0.000 0.000 Seismic slow. —(plO= 0.0 #DIVl01 #DIVI01 0DIVI01 #DIV/01 #DIV/01 9DIw01 #DIVI01 #DIV/01 #DIVI01 #DIV/01 #DIVI01 Selsmlc,ea,nea,o 8"o.c. 0111101 #DIV101 #13111101 #DIVI01 #DIVl01 16DIV101 #0111101 #DIV/01 #DIV/OI #DIV/01 #DIVI01 Selsmlc,,.=,,,,r,a(Ibs.)- 0 0 0 0 0 0 0 0 0 0 0 0 Selsm1cme,e„(in)= 0.026 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Wind OT From Above 1078 0 0 0 0 0 0 0 0 0 0 0 Seismic OT From Above 0 0 0 0 0 0 0 0 0 0 0 0 Wind Total OT Force 2155 0 0 0 0 0 0 0 0 0 0 0 Seismic Total OrForce 0 0 0 0 0 0 0 0 0 0 Hold-down size User Notes: 1) Nell.: BC comment 2) Field Nailing: 00 C 12'b c. 3) All panel edges shall be blocked per section 437 of SDPWS-2008. 4) Defection call per section 4.32 o1 the SDPWS-2000. 5) Table 23053 Is Increased by 40% For wind loads per IBC section 23068 Table 43A or SDPWS 2000 is already Increased by 40% For wind 6) Diad load Beall include bid 0Woold load for allowable ateae comddlitien EG 16-14616-16 145 Loscation 1N 9600 Ibs. ASD 0 Ibs. ASD L= 25# Shear Wall with wood shear panels: IsoPwssooe! P„„e Pier No. _ From This Level's Diaph. Only 3000 las. ASD ••••••••••• ••••• 0 6e. ASD End Post: Sheathing properties: r #DIVIOI #DIVI01 #DIVIOI #DIVIOI #DIVI01 #DIV/01 b- 3 in. short dimension across the studs #DIVIOI III Selsmlcddgenaa,d= 6"o.e. #DIVI01 #DIVIOI d= 5.5 in. Spenufla, 24/0 t#DIV/01 0DiV101 #DIVIOI #DIVl01 tIDIVf01 #DIV/01 Selsmlcowwon e(Ibs.)= E= 1600000 psi t= 7/16 in. 0 0 0 0 0 0 0 Stud properties: G,- 13 kips/in 0.020 0.000 0.000 0.000 0.000 0.000 0.000 Stud Spacing: 16 ino.c. d; 0.081 in. 0.000 0.000 Wind OT From Above 2155 0 0 0 Wood species: Doug. Fir Type= OSB 0 0 0 0 0 Seismic OTFrom Above 0 G= 0.5 0 0 0 0 0 0 0 0 0 Segment MethOd: (60PW6-2008 Chapter 4.3) Wind Total OT Force 3135 0 0 0 0 0 0 0 Pier no.1 Pier no.2 Pier no.3 Pier no.4 Pier no 5 Pier no.6 Pier no.7 Pier no.8 Pler no.9 Pler no 10 Pier no.11 Pier no.12 It(ft)= 25 0 0 0 0 0 0 - Hold-down size H(ft)= 8 ht(ft)= 7 dead load(p8)= 0 Aspect ratio 1/3 #DIVIOI #DIV/01 #DIV/0! #DIVIOI #DIVIOI #DIVIOI 10IV/01 #DIV/01 #DIVIOI #DIV/01 #DIV/0! Wlntlmrr,.am..(p10= 384.0 #DIVI01 #DIVI01 #DIVIOI #DIVIOI #DIVIOI #DIVIOI #DIVIOI #DIVIOI #DIVIOI #DIV/O! #DIVIOI Windees,naby= Cox. #DIV/01 #DIVl01 #DIVIOI #DIVIOI #DIV/01 111131M #DIVIOI #DIVIOI #DIV/01 #DIVIOI #DIVIOI WMd,„„Nmh,(IbsJ= 980 0 0 0 0 0 0 0 0 0 0 0 Windr.m(in)= 0.265 #DIVIOI #DIVIOI #DIVIOI #DIVIOI #DIV/01 #DIVIOI #DIV/01 #DIV/01 #DIVIOI #DIM #DIV/01 % of load per panel 1.000 0.000 0.000 0.000 0000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Seismic "ad ,ha=(plp= 0.0 #DIVIOI #DIVIOI #DIVI01 #DIVIOI #DIVIOI #DIVI01 #DIV/01 #DIVIOI #DIVIOI #DIVIOI III Selsmlcddgenaa,d= 6"o.e. #DIVI01 #DIVIOI III 4DIVIO1 #DIVIOI t#DIV/01 0DiV101 #DIVIOI #DIVl01 tIDIVf01 #DIV/01 Selsmlcowwon e(Ibs.)= 0 0 0 0 0 0 0 0 0 0 0 0 Selsmlcd,t,,,,.•(Il 0.020 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Wind OT From Above 2155 0 0 0 0 0 0 0 0 0 0 0 Seismic OTFrom Above 0 0 0 0 0 0 0 0 0 0 0 0 Wind Total OT Force 3135 0 0 0 0 0 0 0 0 0 0 0 Seismic Total OT Force 0 0 0 0 0 0 0 0 0 0 - Hold-down size user Notes: 1) Nall,'. to commons 2) Field Neiling: ad @ 12"o t 3) All panel edges shah be blocked per section 417 of 60PWS300e. 4) Confection calculation per section 432 of the SDPWS-2006. 5) Table 2306 3 i, incmeaed by 40% for wind loads par IBC..pion 23M.3. labb 4 3A of 60PWS 20l is already increased by40% for wind 6) Dead two shall Include the 0 6'Dead toad for allowable stese counci llon E0 16 14&16-16 14E Shear Wall with wood shear panels: (sDPwa.2oos) on 31p Pw,rs Pier No. Total From This Level's Disph Only i,d= 3600 his. ASD 36001bs. ASD •••, •, •, •, •, •, •,• 0 lbs. ASD 0 lbs. ASD L= 26f - 11(01 . I, (I( L (01 Sheathing properties: short dimension across the studs Spanreting: 24/0 I= 7116 in G,= 13 kipslin d,= 0.081 in. Type= OSB Pier no 3 Pier no.4 Pier no.5 Pier no.6 Pier no.7 Pier no.8 Piernot) Pier no.10 Pier no -11 Pier no.12 #DIV/01 #DIV101 #DIV/01 #DIV/01 #DIV/0! #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 Wind,r,ews.s.(PlO= End Post: b= 3 in. d= 5.5 In. E= 1600000 psi #DIV/01 Stud properties: Stud Spacing: 16 in. o.c. Wood species: Doug. Fir G' 0.5 Segment Method: (SI)PWS-200e Chapter 4.3) #DIV/01 Pier no.t Pier no.2 If(Mia 26 H(ft)- 8 hl(fQ= 7 dead load(p0)= 0 Aspect ratio 1/3 #DIVI01 Sheathing properties: short dimension across the studs Spanreting: 24/0 I= 7116 in G,= 13 kipslin d,= 0.081 in. Type= OSB Pier no 3 Pier no.4 Pier no.5 Pier no.6 Pier no.7 Pier no.8 Piernot) Pier no.10 Pier no -11 Pier no.12 #DIV/01 #DIV101 #DIV/01 #DIV/01 #DIV/0! #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 Wind,r,ews.s.(PlO= 138.6 #DIVI01 #DIV/01 #DIVI01 #DIVIO1 #DIV/01 #DIVI01 #DIV/01 #DIVI01 #DIV/01 #DIVIOI #DIVI01 Wlndes,io i 8"o.c. #DIVI01 #DIVI01 #DIV/01 #DIV/01 #DIVI01 #DIVI01 #DIVI01 #DIVI01 #DIVI01 #DIVI01 #DIV/01 W/nd,w,wo,p(I di 1128 0 0 0 0 0 0 0 0 0 0 0 W/ndme,dw,(in)= 0.111 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01. #DIV/01 #DIV/01 #DIV/01 #DIVI01 %o/load per panel 1.000 0.000 0.000 0.000 0.000 0,000 0.000 0,000 0.000 0.000 0.000 0.000 Selimlcdl,,,edmet(pil)= DA #DIVI01 #DIVI01 NMVMI #OIVI01 #DIVI01 #DIV/01 #0110101 #DIV/01 #DIV/Ot #DIVI01 #DIVI01 Se/smic,d,aras,p= 6"o.c. #DIVI01 MV/01 #DIVI01 #DIVMI 0OIV/01 IIDIVI01 #DIVI01 #DIV/01 #DIV/01 #DIV/01 #DIVMI 0 0 0 0 0 0 0 0 0 0 0 0 Selsmlcd,,,,1,,,(in)= 0.025 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 O.ODO Wind OT From Above Seismic OT From Above Wind Total OT Pone Seismic Total OTForce Hold-down size 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1129 0 0 0 0 0 0 0 0 0 0 0 User Notes: 1) Nails'. 64commona 2) Fueld Nailing: 6d612"od. 3) NI panel edges shall be blocked per section 4 3 7 of S(NPWS2006. 4) Oellecilon cabin' khe per section 4 3 2 of the SDMS-2006. 5) Table 23M 31s increased by 40% for wind loads per IBC section 23M 3. Table 4 3A of SOPINS 200016 $beady Increased by 40% for Wind 6) lead bad shall include 0e 06.Oead load for allowable sless combination EO 16-04 S 1615 MIN Shear Wall with wood shear panels: Isopw6.2008) Loacabon 2P P„.c,e Pier No. Total From This Level's Dill Only P,„4= 5900 lbs. ASD 2300 lbs. ASD • • • , •, pw, 0 the. ASD 0 Ns. ASD L = 26 It • 600 • 6. (# . . L rn1 Eno Post: Sheathing properties: b= 3 In. short dimension across the studs d- 5.51n. Span rating: 24/0 E= 16DOODO psi t= 7/16 in. Stud properties: G,- 13 kips/In Stud Spacing: 16 in. o c. do 0.061 in. Wood species: Doug. Fir Type= OSB G= 0.5 Segment Method: (SI)PINS-20011 Chapter d 31 Pier no.l Pier no.2 Pier no.3 Pier no.4 Pier no.5 Pier no.6 Pier no.7 Pier no.8 Pier no.9 Pier no. lO Pier no.I i Pier no, 12 ,,(it)= 26 H(n)= 8 h1(n)= 7 dead lDad(p10= 0 Aspect ratio 113 #DIV/O! #DIV/01 #DIV/01 #DIVIOI #DIV/01 #DIVIOI #DIV/01 #DIV/01 #DIV/01 fiDIV/OI IIDIV/01 Wlndeta,,.eawer(PIr)= 226.8 #DIVIOI #DIV/DI #DIVIOI #DIVIOI #DIVIOI #DIV/01 #DIVI01 #DIVIOI #DIVIOI #DIVIOI #DIVIOI Windedea..so 6"o.c. #DIVIOI #OIVI01 #DIVIOI #DIVIOI #DIVIOI #DIVI01 #DIVIOI #DIVIOI #DIVIOI #DIM #DIVI01 Windr.dsrbne(Ibs.)- 722 0 0 0 0 0 0 0 0 0 0 0 W/ndeele,m(In)= 0.166 #DIV/01 #DIVIOI III #DIVIOI #DIV/01 #DM01 #DIV/01 #DIV/01 #DIV/01 #DIVIOI 0DIV10I % orload perpenel 1.000 0.000 0.000 O.ODO 0.000 0.000 0.000 0.000 0.000 0.000 0,000 0.000 Selsmlcd.ead.o—(P')= 0.0 #DIVIOI #DIVIOI #DIVIOI #DIVIOI #DIVIOI #DIVIOI #DIVl01 #DIVI01 #DIM #11IVI01 #DIV/01 selsmlcepee„es,e= 8"o.c. #DIVIOI #DIVIOI #DIV/01 #DIVIOI #DIVIOI #DIVIOI #DIVIOI 111DIVI01 #DIV101 #DIVIOI #DIVIOI Saismlce,e,e,,,a,e(Ibs.J= 0 0 0 0 0 0 0 0 0 0 0 0 Sel#mlG4eeee,n(In)= 0.025 0.000 0.000 0.000 0.000 0.000 O.00D 0.000 0.000 0.000 0.000 0.000 Wind OT Flom Above 1129 0 0 0 0 0 0 0 0 0 0 0 Seismic OT From Above 0 0 0 0 0 0 0 0 0 0 0 0 Wind Total OT Force 1851 0 0 0 0 0 0 0 0 0 0 0 Seismic Total oTForce 0 0 0 0 0 0 0 0 0 0 Hold-down size user Notes: 1) Nails: fid Commons 2) Field Nailing: so @ 12-o c 3) NJ panel edges shail be blocked......[1.. 437 of SDPWS.2008 4) DeOecllon calculation per section 432 or In$SOPWS200a. 5) Table 23M 3 is increased by 40% for wind loads per IBC section 2308.1 Table4.3A0r SDPWS' 2008 Is already Increased by 40% for wind. 61 Dead load shell include the 06'Dead toed for allowable =less combinelial En. 1&14616-15 0 148 Shear Wall with wood shear panels: Isopv3s-20o0) Loacation IP Pw"n Pier No. Total From This Levers Diaph. Only Pw„a= 8400 lbs. ASD 111111. All •, •, 0 lbs. A50D lbs. ASD L= 26 ft fl L /1l1 End Post: Sheathing properties: F ` b= 3 in. short dimension across the studs d= 5.5 in. Span rating: 24/0 E= 1600000 psi to 7/16 in. Stud properties: Ge= 13 kipslin Stud Spacing: 16 inox tl,= 0.081 in. Wood species: Doug. Fir Type= OSB G= 0.5 Segment Method: (SOPWS-2006 chapter 43) PiornoA Pier no.2 Pier no.3 Pier no.4 Pierno.5 Pierno.6 Pierno.7 Pier no.8 Pier nol Pier no.l O Pier no.l l Pier no, 12 dfQ= 26 H(R)= 8 ht(0)= 7 dead load(pr)= 0 Aspect ratio 1/3 #DIVIOI III #DIVIOI #DIVIOI #DIV/01 #DIV/DI #DIVIOI #DIW01 #DIVIOI #DIVIOI #DIVIOI Wirrds,_mu.w(pi)= 323.1 #DIV/DI #DIVIOI #DIVIOI #DIVI01 #DIVIOI #DIVIOI #DIVIOI #DIVIOI #DIVIOI #DIVI01 #DIVIOI Winde4se„aao 8"o.c. #DIVIOI #DIVIOI #DIVIOI #DIVIOI #DIVIOI #DIVIOI #DIV/01 #DIVIDI #DIV/01 #DIVIOI #DIVIOI Wind—roarea(lbs.)= 784 0 0 0 0 0 0 0 0 0 0 0 Windcet.%n(In)= 0.226 #DIV/01 01DIV/01 #DIVIOI #DIVl01 #DIVIOI #DIVIOI #DIV/01 #DIV/OI #DIVIDI #DIVIOI #DIVIOI %of load per pane/ 1.000 0.000 0.000 0.000 0.000 0.000 0,000 0.000 0.000 0.000 0.000 0.000 Selsmlca,,.a,a,w(plf)= 0.0 #DIVIOI #DIVIOI #DIVIOI #DIVIOI #DIVIOI #DIVIOI #DIVIOI #0IVI01 #DIVIO1 #DIVIOI #DIVIOI Selsmica,itr„eart 6"o.e. #DIVIOI #DIV/01 #DIVIOI #DIVIOI #DIVIOI #DIVIOI #DIVIOI #DIVIOI #DIV/01 1dDIVI01 #DIVIOI Seismlce., ar,g(Ibs.)= 0 0 0 0 0 0 0 0 0 0 0 0 Seismlc�.(In)= 0.025 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Wind Of From Above 1880 0 0 0 0 0 0 0 0 0 0 0 Seismic OT From Above 0 0 0 0 0 0 0 0 0 0 0 0 Wind Total OTForce 2665 0 0 0 0 0 0 0 0 0 0 0 Seismic Total OT Force 0 0 0 0 0 0 0 0 0 0 Hold-down size User Notes: 1) Neils: Bdccmmdns 2) Field Nelling: 8d@12')o.c 3) NI panel edges shall be blocked per section 43 7 of SDPW&2008. 4) Detection calculation per section 432 ofthe SDPWS-2308. 5) Table 23063 is Incrsesatl by 40%forwind loetle par lBC taction 2306.3. TBble43Aol SDFW6 2008 a already increased by 40% for wind. 6) Dead loatl shall lnGutle Na O6'Deetl load for allowable gasc wmbinellOn EO 18-1401615 149 Perforated Shear Wall with wood panels: (apPWB-soon Grid Line: 1Q Pe. I Pier No. P.;.a= 1000 lbs. . . • . . . . . .. Prrme= Olbe. .. L= 14.3 n End Post: Sheathing properties b= 3In. long dimension across the studs d= 5.5 in. spenm0np 24/0 E• 1600000 psi 1= 7/16 in. Stud properties: Ga= 15 lbslin Stud Spacing: 16 Inoc. do= 0081 In. Wood species: Doug. Fir Type= OSB In. G- 0,5 Perforated Method.- (SOPws-2000 cbapler 43) Pier rel Pier no.2 Pier ral Pier no4 Pier no.5 Pier no.6 Pier no.7 Pier no.8 Pier no.9 Purl Pier no.11 Pier no.12 ll 4 4.3 0 0 0 0 0 0 0 0 0 0 H(n)= 8 0 0 0 0 0 0 0 0 0 0 0 Ill 7 7 0 0 0 0 0 0 0 0 0 0 Aspect ratio: 2 16/7 #DIV101 #DIV/OI #DIVroI #DIW01 #DIV/01 #DIV/01 #DIVNI #DIV/01 #DIV/01 #DIV/01 Max. Opening Height h % of full height sheathing 58% Co 0.63 W#ldas.,aawr (pin= 344.2 pg Windeepa,aas• Coo. Wind.„a=,ae(lbs.)= 2754 lbs: at the and of each panel Windoverturning(lbs.) From Above • Dlbs. at the end of each panel WInd3,kvb„(in)• 0.296 In. Windoverturning(lbs.) Total • 2754 lbs: at the end of each panel W1nd„pm(pIf)= 344 p0 Solsm/cpm, Iplf)= 0.0 p0 Selanllcyn,y.y= a"o.e. Se/sm/c.wa,e,P(IbS.)= 0lbs: at the end of each panel Se/sm/ca„•a qm- 0.078 in. Selsmic,pa(pip= 0 pg Hold-down size 0 1) Neils: Ucomm.. 5) Table 23M 3 Is increased by 40% Im aNM loads 11.a.uan 23083 2) hell NalhV: ad@12-oc n LlmkeOons per SWAIR- 2000 ... ran 495 a r7 ere bW0 int.@e spread shoot 3) All p.neledges shell be blocked per SDPWS M08 setlion 437 7) UpAfl cakulelion per all- 200e s.c0on 4364.1 Loacalion 3SUW Total Pwe,ar 5100 lbs. ASD P. 0 Ibs. ASD L- 25 ft Shear Wall with wood shear panels: ISDPwS.2008) P..,,, Pier No. _ From This Level's Diaph. Only 5100 lbs. ASO 0 lbs. ASD End Post: Sheathing properties: a 1IDIV101 IDIVIDI #DIVI01 #10111001 #0111101 #DIV101 b= 3in. short dimension across the studs #DWIOt Selsmlc,4,.,,y,,,= 6"o.c. #DIVI01 #OIV/01 #0411101 d= 5.5 in. Spanning: 24/0 #DIV/01 #0I11101 #DIVIDI #DIV/01 #DIV/01 Se/smlc,,,om,v(Ibs.)= 0 E= 1600000 psi t= 7/16 in. 0 0 0 0 0 0 0 Stud properties: G,= 13 kips/in 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Stud Spacing: 16 in. CO. d,= 0.081 In. 0.000 Wind OT From Above 0 0 0 0 0 Wood species: Doug. Fir Types OSB 0 0 0 0 Seismic 0T From Above 0 0 G= 0.5 0 0 0 0 0 0 0 0 0 Segment Method: 11512Pws200e chapter 4 sl 1665 0 0 0 0 0 0 0 0 Pier no.1 Pier no.2 Pier no.3 Pier no 4 Pier no.5 Pierno.6 Pier no.7 Pier no.8 Pier no.9 Pier noAD Pier ril Pier no.12 II(0)= 25 0 0 0 0 0 Hold-down size H(10• 8 hdf)o 7 dead Ioad(pil)= 0 Aspect ratio 1/3 #DIWOI #DIVIDI #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIVNI #DIV/01 #DIVIDI #DIV/01 #DIV/01 Wind,,bows ,=(plf)= 204.0 #DIVl01 #DIVIDI #DIVl01 #DIVI01 #DIVI01 #DIVI01 #DIV/01 #0I11/01 #DIVIDI #DIVl01 11DIVI01 Wlnd,d,en,4,p= 0"o.c. #DW101 #0111101 #DIV/01 #DIV/01 #DIV/01 #DIVI01 110111101 #DIV101 #DIV/01 #DIV/01 #DIVI01 W/nd,,, m,,o(lbs.)= 1665 0 0 0 0 0 0 0 0 0 0 0 Wlndd,led,n(m)= 0.153 #DIV/01 MIMI #DIV/01 #DIV/01 11DIV/01 #DIV/01 #DIVNI #DIV/01 #DIV/01 #DIV/01 #DIV/01 % of load per panel 1.000 0.000 0000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.00D 0.000 Selsmlc,,,.w,d a„w(PR)= O.D #10111101 1IDIV101 IDIVIDI #DIVI01 #10111001 #0111101 #DIV101 #MV/ol #DIV/01 #DIV/01 #DWIOt Selsmlc,4,.,,y,,,= 6"o.c. #DIVI01 #OIV/01 #0411101 #DIVI01 11011101 #DIVI01 #DIV/01 #0I11101 #DIVIDI #DIV/01 #DIV/01 Se/smlc,,,om,v(Ibs.)= 0 0 0 0 0 0 0 0 0 0 0 0 Selsmlc�(in)- 0.026 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.DOO 0.000 O.ODD 0.000 Wind OT From Above 0 0 0 0 0 0 0 0 0 0 0 0 Seismic 0T From Above 0 0 0 0 0 0 0 0 0 0 0 0 Wind Total OT Force 1665 0 0 0 0 0 0 0 0 0 0 0 Seismic Total OTF-orce 0 0 0 0 0 0 0 0 0 0 Hold-down size Us., Nmas: 1) Neils: 60 commons 2) Irleld Nailing: fid C 12-o c 3) All panel edges shall be blocked per section 4.3.1 of SDPWS.2008 4) Canceller, calculation per section 4.3.2 of the SCPIN63008 5) Table 23M 3 I Increased by 40% for wind loads per IBC section 2306.3. Table 4 3A of SDMS 2005 Is already Increased by 40% for wind. 6) Dead load shell include the 06 -Dead load for allowable ales. combination EO 16-14816-15 151 Loaostion 2SUW Shear Wall with wood shear panels: (sDPWS.2008) P„n„ Pier No. From This Level's Dieph. Only 33001bs. ASD •••,•,•,•,•,•, •,• 0 lbs. ASD 11(0Il (h ••,, ) Sheathing properties: F short dimens!on across the studs Span rating24/0 1= 7/16 in. Gem 13 kips/in d; 0.081 in. Type= OSB Pier no.3 Pler nc.4 Pier no.5 Pierno.6 Pier no.7 Pier no.8 Pier no 9 Pier no.10 Pier no.11 Pler no.12 Aspect ratio Total P„ , -j 8400 Ibs. ASD pealso`= 0Ibs. ASD L = 25 It Shear Wall with wood shear panels: (sDPWS.2008) P„n„ Pier No. From This Level's Dieph. Only 33001bs. ASD •••,•,•,•,•,•, •,• 0 lbs. ASD 11(0Il (h ••,, ) Sheathing properties: F short dimens!on across the studs Span rating24/0 1= 7/16 in. Gem 13 kips/in d; 0.081 in. Type= OSB Pier no.3 Pler nc.4 Pier no.5 Pierno.6 Pier no.7 Pier no.8 Pier no 9 Pier no.10 Pier no.11 Pler no.12 Aspect ratio End Post: b- 31n. d= 5.5 in. E= 1600000 psi #DIV/01 Stud properties: Stud Spacing: 16 in. o.c. Wood species: Doug. Fir G= 0.5 Segment Metbnd: (SOPWSscofichapter43) #DIV/01 #DIVI01 Pierno.1 Pier not p(10- 25 Kft)= 6 h,(1l)= 7 dead Ioad(pP)= 0 Shear Wall with wood shear panels: (sDPWS.2008) P„n„ Pier No. From This Level's Dieph. Only 33001bs. ASD •••,•,•,•,•,•, •,• 0 lbs. ASD 11(0Il (h ••,, ) Sheathing properties: F short dimens!on across the studs Span rating24/0 1= 7/16 in. Gem 13 kips/in d; 0.081 in. Type= OSB Pier no.3 Pler nc.4 Pier no.5 Pierno.6 Pier no.7 Pier no.8 Pier no 9 Pier no.10 Pier no.11 Pler no.12 Aspect ratio 1/3 #DIV/0! #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 Winds,_....(pnf 336.0 #DIV/01 #DIVl01 #DIV/01 #DIVI01 #DIVI01 #DIV101 #DIV/01 #DIVI01 #DIV/01 #DIV/01 #DIVI01 Wind„ansaaa= 6"o.c. #DIVI01 #DIVI01 #DIV/01 #DIV101 #DIV101 #OIVI01 #DIVI01 #DIV/01 #DIV101 #DIVI01 #DIVf01 Selsm1cmyc,_(In)= 1078 0 0 0 0 0 0 0 0 0 0 0 Wfndda,,,•,(in)= 0.235 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DMO! #DIV/01 #DIV/01 #DIV/01 #DIV/01 %o/load perperrel 1.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0000 Selsmlce,Q,,,,a..(p0)= 0.0 #DIVI01 #DIVI01 #DIVI01 #DIVI01 #OIV101 #DIVIDI #DNI01 #DIVI01 #DIVI01 #DIVI01 #DIVI01 Se/amlc,yl,n,&y 8"o.c. #DIVI01 #DIVI01 #DWIDI #DIVI01 #DIV/01 #DIV/01 #DW101 #DIVI01 #DIVI01 #DIVI01 #DIVI01 Selsmlce aannae(Ibs.)• 0 0 0 0 0 0 0 0 0 0 0 0 Selsm1cmyc,_(In)= 0.026 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Wind OT From Above 1665 0 0 0 0 0 0 0 0 0 0 0 Seismic Or From Above 0 0 0 0 0 0 0 0 0 0 0 0 Wind Total OT Force 2743 0 0 0 0 0 0 0 0 0 0 0 Sefamlc Total OTForce 0 0 0 0 0 0 0 -0 0 0 Hold-down size user Ncles: 1) Nalis: Odaommons 2) Feld Nailing: 8d O 12"o c. 3) NI panel edges shall be blocked per section 4 37 d SDPWfr2008 4) 1101scaon celcalabon per section 4.33 of1he SDPWS-2008. 5)TabIB 2308316lncreese0 by 10°F for wind loads per IBC aecnon 23063 Ta14e63AWSDPWa 2000 is already increased by 4C% far wind 6) Dead load a hall inciude the 06•Deed load fdralldw.ble,less combination ED. 1614&1615 152 Shear Wall with wood shear panels: (SDPws-20081 Loacatlon 1SUW Pw-e , Pier No. – 11000 lbs. ASD I 3000 Ibe. ASD 0 lbs. ASD 0 Ibe. ASD L- 25 It End Post: Sheathing properties: Selsmlc,bp,,,,a,a- 6"o.c. Selsmlco,wwh,aa(Ibs.)- 0 Selsmlcd„ay,(In)- 0.026 Wind OTFrom Above b= 3 In. short dimension across the studs Wind Total OT Force 3722 Seismic Total OT Force Hold -downsize F— d= 5.5 In. Span retlfg: 24/0 E= 1600000 psi 1= 7/161n. Stud properties: G,= 13 kipslin Stud Spacing: 16 in o.c. dew 0.081 In. Wood species: Doug. Fir Type= OSS G. 05 Segment Method: (SDPWS-2006 Chapter 43) Pier no.I Pier no.2 Pier no.3 Pier no 4 Pier no.5 Pier no.6 Pier no.7 Pier no.8 Pier no.9 Pier no 10 Pier no. 11 Pier no. 12 1101)= 25 H(0)= 8 h1(n)- 7 dead loed(p10= 0 Aspect ratio 1/3 111 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/0I #DIV/01 #DIV/01 #DIVMI #DIV/OI Windy„,.dm.r(p81= 440.0 #DIVI01 #DIVI01 #DIV101 #DIVI01 #0111101 #DIV101 #DIVl01 #DIV101 #DIVIM #DIV/01 #DIVI01 Winded.,nww, 4"o.c. #DIV/01 #DIVI01 #DIV/01 #DIV/01 #DIV/01 #DIV101 #DIVl01 #DIVI01 #DIV/01 #DIV/01 #DIV/01 W/nd,ww,,,„„o(Ibs.)= 980 0 0 0 0 0 0 D 0 0 0 0 Wind,.:m,(in)= 0.299 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 % of load per panel 1 -DOD 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Selsmic.o.w.m,-(pm= 0.0 Selsmlc,bp,,,,a,a- 6"o.c. Selsmlco,wwh,aa(Ibs.)- 0 Selsmlcd„ay,(In)- 0.026 Wind OTFrom Above 2743 Seismic OTFrom Above 0 Wind Total OT Force 3722 Seismic Total OT Force Hold -downsize F— #DIVI01 #DIV/01 #OIVIOI #DIVIDI #DIVI01 #DIVI01 #DIV/01 #DIV/01 #DIVI01 #DIVI01 #DIVl01 #DIVI01 #DIVI01 #DIV/01 #DIV/01 #0111/01 0111101 #DIV/01 #DIV/el #DIVI01 #DIV/01 #DIV/DI 0 0 0 0 0 0 0 0 0 0 0 O.ODO 0.000 0.000 0.000 0.001) 0.000 0.000 0.000 O.DOD 0.000 0.000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 User Notes: 1) Neils: 6dcommons 2) Flak Natuna: 8d C IT.x 3) All penal edge. 0.11 be blacked per section 4 3.7 01 SOPWS-2008 4) Oe0ea0on calcuWa. pe, seatlob 4.32 of the SDPWS-2008 - 5) Table 23W 3is Increased by 40% forwlnd Inoue per IBC seclion 23M3 Table4.3AWSUMS, 20031. .[reedy Inaleesed by40% for wind. 6) Dead load at include Ne 0 Vowed load for allowable ales combination ED 18 14 4 16-16 153 Loacation 3X 5900 Iles. ASD 0 Its. ASD L= 19.51t Shear Wall with wood shear panels: (3UPINB-21Nee) Pw.r. Pier No, From This Levers Diapn. Only 5900 Its. ASD •, 0 Its. ASD x ❑.• P S ffil Sheathing properties: short dimension across the studs Span rann8: 24/0 I= 7/16 in. G,= 13 kips/in de 0.081 In. Type- OSB Pierno.3 Pierno4 Pierno.5 Pier0o.8 Pierno.7 Pierri Pierno.9 Pier no,10 Pier no -11 Pierr l2 Aspect ratio End Post: b= 3 in. d= 5.5 in. E= 1600000 psi #DIV/01 Stud properties: Stud Spacing: 16 in. o.c. Wood species: Doug. Fir G= 05 Segment Method: (6DPW8-2008 Chapter 4.3) #DIVI01 Pier no.1 Pier no.2 II(ff)= 19.5 H(ft)= 8 111 7 dead load(p1i= 0 Shear Wall with wood shear panels: (3UPINB-21Nee) Pw.r. Pier No, From This Levers Diapn. Only 5900 Its. ASD •, 0 Its. ASD x ❑.• P S ffil Sheathing properties: short dimension across the studs Span rann8: 24/0 I= 7/16 in. G,= 13 kips/in de 0.081 In. Type- OSB Pierno.3 Pierno4 Pierno.5 Pier0o.8 Pierno.7 Pierri Pierno.9 Pier no,10 Pier no -11 Pierr l2 Aspect ratio 215 #DIV/01 #DIV/O! #DIV/01 #DIV/01 #DIVI01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 1/DIV/O! ilDIV/0! Mirld ,.d4war(P#)= 302.6 11DIV/01 #DIVI01 #DIVl01 #DIVI01 #DIVI01 #DIVI01 #DIVI01 #DIV/01 #DIVI01 #DIV/01 #DIVI01 Wind,dp..amp= 6"o.c. #DIVI01 #DIV/01 #DIVI01 #DIVI01 #DIV/)I #DIVIOI #DIVI01 #DIVI01 #DIVI01 #DIV/01 #DIV/01 W/nd.,..,e,nwp(Ibs.)= 2484 0 0 0 0 0 0 0 0 0 0 0 Winddw.(In)= 0.222 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 % of load per panel 1.000 0.000 0.000 0.000 0.000 O.ODO 0.000 0.000 0000 0.000 0.000 0000 Selsmfc.,w,d.a.w(pif)= 0.0 #DIVI01 #DIVI01 #DIV/01 #DWI01 III #DIV/01 11OIVI01 #0I11101 #DIV/OI #DIVI01 #DIV/01 SelsmlCeyenr,s` 6"o.C. #DIV/01 #0IV101 #DIVI01 #DIV/01 #DIV/01 #DIVI01 #DIV/OI #DIV/01 #DIV/01 #DIV/01 #DIV/01 Selamlcwaanw,k(Ibs.)= 0 0 0 0 0 0 0 0 0 0 0 0 Seism/c4,1=,awfln)= 0.033 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.DDO 0,000 Wind O7From Above 0 0 0 0 0 0 0 0 0 0 0 0 Seismic OT From Above 0 0 0 0 0 0 0 0 0 0 0 0 Wind Total OT Force 2484 0 0 0 0 0 0 0 0 0 0 0 Seismic Total OT Force 0 0 0 0 0 0 0 0 0 0 Hold-down size User Noles: 1) Nell.: ad common$ 2) Field Nailing: U01Yo. c. 3) Al panel edges sholl be backed per seclion 4,3 .7 of SDPWS-2006.. 4) Defletlion celculelbn per sedion462 of toe SOPWSROOB 5) Table 23M 31. in ... a,8dby40%forwindio.d.p.,IW ecti.nnW3. T01e43Aor SDPWS 2008 Is already Increased by 40%for wind 6) Deatl load BM1all indutle IM1e O6'Daetl bed ler allowable slecs cOmOinalion ED 1614&16-15 15Z Loecation 2X 9600 lbs. ASD 0 Ibs. ASD L = 19.5 It End Post: b= 3 in. d= 5.5 in. E= 1600000 psi Stud properties: Stud Spacing: 16 in. o Wood species: Doug. Fir G= 05 Segment Method.- (SDPW5.2006 chapter 4.3) Pier no.1 Pier no 2 11(ft)= 19.5 Hill)- 6 h,ho 7 dead bad(plC)= 0 Aspect collo 215 #DIV/01 Shear Wall with wood shear panels: lacpws.20us) Pwwe Pier No. From This Ledge Dill Only 3700 lbc. ASD • •,•,•,•,•,•,•,• 0 We. ASD Sheathing properties: short dimension across the studs Span paling: 24/0 I= 7/161n. G,= 13 kips/in d; 0.081 In. Type= OSB Pier no.3 Pier no Pier no.5 Pier no.6 Pier no.7 Pier nos Pier no.9 Pier no. 10 Pier no.I l Pier no. 12 #DIV/01 #DIV/O! #DIVI01 #DIV/01 #DIV/01 4DIV/01 #DIV/0! #DIV/01 #DIV/01 #DIV/01 Wlndet... Pffl= 492.3 #DIV101 #DIVI01 #DIVI01 #DIVI01 #0IV/01 6DIVI01 #DIVI01 #DIV/01 #DIVI01 10DIVI01 #DIVI01 Windeapanw,a 4"o.c. #DIVI01 #DIVI01 #DIV101 #DIVI01 #DIV/01 #DIV/01 #DIVI01 #DIV/OI 1yDIVI01 #DIVI01 III Wlntl„,,,e,n,p,p(lbS.)= 1558 0 0 0 0 0 0 0 0 0 0 0 W/nded«eaa(in)= 0.340 #DIV/OI #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIVI01 IDIV/01 #DIV/01 #DIV/0! #DIV/01 %orloedierpanel 1.000 0.000 0.000 0.000 0.000 0.000 0.000 0,000 0.000 0.000 0.000 0.000 Selerrrlcy,eby,ew(PIl)= 0.0 #=/at t7DIV101 #DIVI01 #DIVIOI #DIVI01 ITN101 #DIVI01 #DIVI01 #DIVIDI 11DIVI01 #DIVI01 Selamlceggales,p. 8"o.e. #DIVI01 #DIVIOI #DIVI01 #DIVI01 #DIVI01 #DIVI01 #DIVI01 #DIVI01 #DIVI01 #DIVI01 #DIVI01 Selamlc,,,a,,,w,g(Ibs.)= 0 0 0 0 0 0 0 0 0 0 0 0 Selsmicdwedlw,(In)= 0.033 0.000 0.000 0.000 0.000 MOOD 0.000 0.000 0.000 0.000 MOOD 0.000 Wind OT From Above 2484 0 0 0 0 0 0 0 0 0 0 0 Seismic OT From Above 0 0 0 0 0 0 0 0 0 0 0 0 Wind Total OT Force 4042 0 0 0 0 0 0 0 0 0 0 0 Seismic Tota/ OTForce 0 0 0 0 0 0 0 0 0: 0 Hold-down size User Notes'. 1) Nails. 11dcommons 2) Field Nailing: so ® 12"0 c, 3) Nl panel edges shapes Flocked per section 4.3 7 of Si MOB, 4) DegecOon calculation per secilon 4.32 of the SDPWS 2008, 5) Table 23M 31s increased by40% for wind loads per leo section 2308.3. TablarlMoMMS 20081. I..dy i ncreased by 40% for wind 61 Mad load Shall include the 0.8•Deed load for allowable a less combinallon E018-14818-13 155 Shear Wall with wood shear panels: IsDPwsaooel Loacatlon 1X P.— I Pier No i. vuiy bd= 13000 lbs. ASD 3600 @s. ASD ••••••••••••••••• 0 lbs. ASD O lbs. ASD F1 L= 19b0 .... ........ End Post: Sheathing properties: b= 3 inshort dimension across the studs d= 5.5 1n Span raying: 2410 E= 1600000 pal t= 7/161n. Stud properties: G,= 13 kipstin Stud Spacing: 16 in. O.C. d,= 0.061 in. Wood species: Doug. F4 Type- 058 G- 0.5 Segment Method.' (SOMS-2008 chapter 43) Pier noA Pier no.2 Pier no.3 Pier no.b Pier no.5 Pier no.6 Pier no.7 Pier no.6 Pier no.9 Pier no 10 Pier no.11 Pier no.12 11(fi 19.5 H(1t)= 8 h1(fl)• 7 dead load(p10= 0 Aspect ratio 2/5 #DIVIO! #DIV/0! #DIM #DIM #DIV/01 #DIV/01 #DIV/0! #DIVIOI #DIV/O! #DIV/0! #DIV/OI Wlndeni roe>(PIry= 666.7 #DIVIOI #DIV/01 #DIVIOI #DIVIOI #DIVIOI #DIVIOI #DIVIOI #DIV/01 #DIVIOI #DIV/OI #DIVIOI Windad... ,,, 3"o.c. #DIVIOI #DIVIOI #DIVIOI #DIVIOI #DIVIOI #DIVIOI #DIVIOI #DIVI01 #DIVl01 #DIVIOI #DIVI01 Wlndo,,nor;na(Ibs.)= 1616 0 0 0 0 0 0 0 0 0 0 0 Windd,,i,,nn(in)- 0.449 #DIV/01 #DIVIOI #DIVIOI #DIV/01 #DIVIOI #DIVIOI #DIVIOI #DIV/01 #DIVIOI #DIVIOI #DIV/01 % offload perpanel 1.000 0.000 0.000 0.000 0.000 0.000 D.00D 0.000 0.000 0.000 0.000 0.000 Selsmlca,,,a,d,e=(plfi 0.0 #0111101 #I)i #DIVIOI 0111101 #DIVI01 Mi #DIVIOI #DIVIOI #DIV/01 4DIVI01 #DIVIOI Selsmlcaeaanes„a 61 #DIVIOI #0111101 #DIVIOI #DIVI01 #DIVIOI #DIVIOI #0111101 #DIVIOI #DIV/01 #DIM #DIVIOI Selsmlca,,don,ina(Ibs.)= 0 0 0 0 0 0 0 0 0 0 0 0 Selsmlce,edo,(in)= 0.033 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Wind OT From Above 4042 0 0 0 0 0 0 0 0 0 0 0 Seismic OT From Above 0 0 0 0 0 0 0 0 0 0. 0 0 Wind Total OTForce 5558 0 0 0 0 0 0 0 0 0 0 0 Selamlc Total OT Force 0 0 0 0 O 0 0 0 0 0 Hold-down size User Notes: 1) Nails: ad wmmpns 2) Field Nailing: 8d Q 12"o a 3) All panel edges shell be blocked per section 4 3 7 of SOPWB-2008 4) Dene.11on calculation per section 4 3 2 of the SDPW83008. 5) Table 2306 3 is Increased by 40% far wlod loads par IBC ... ban 23M 3. Table 4 3A of SDPWS 200615 #beady Increased by 40% for Wand 6) Dead bad shell include the 0 6'Dead load for albwable Bless combinallon EO 16-14816-15 15E Loscation 3Y 1600 Ibs. ASD 0 lbs. ASD L- 15 it Shear Wall with wood shear panels: (IMPWs-208e) P-. Pier No. _ From This Level's Dlaph. Only 1600 loss. ASD •••. •, •,•,•, •,• 0 ba. ASD Sheathing properties: short dimension across the studs Span rating; 24/0 t= 7116 in. G.= 13 kipslin d,= 0.081 in. Type= OSB Pier no.3 Pler no.4 Pler ri Pier no.6 Pier no.7 Pier no.8 Pler no 9 Pier no,1O Pier no.11 Pler no.12 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/0! #DIV101 #DIV/O1 #DIVIO! #DIV/01 #DIVI01 #DIVI01 MIMI #0I11/01 11 #DIV/01 #DIVIDI #DIVI01 #DIV/0I #DIVI01 #DIV/01 #DIVI01 #DIVIDI #DIV/01 #DIWOI #DIVI01 #DIVIDI #DIVIDI #DIVI01 #DIV/01 0 0 0 0 0 0 0 0 0 0 #DIV/0! #DIVIDI #DIV/01 #DIV/01 #DIV/01 #DIV/O1 #DIV/01 #DIV/01 #DIV/01 #DIV/01 0 000 0000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 000 Selsmld,d,,,,d aeo (P#)= End Post: 6= 3 in. d= 5.5 in. E- 1600000 psi #DIV/01 Stud properties: Stud Spacing: 16 in. o.c. Wood species: Doug. Fir G= 0.5 Segment method: (sopws200e chapter 4.3) #DIVI01 Pier no.i Pier not Il(ft)= 15 Hilt)- 8 ht(ft)= 7 dead load(plt)- 0 Aspect ratio 1/2 #DIV/01 W/nda,w.d..w (pm= 106.7 #DIVI01 W/ndeda.name= 8"o.c. #DIV/01 Wind.....1(Ibs.)= 883 0 Wlndd.r. inn(In)= 0,110 #DIV/01 %o/load per panel 1.000 0.000 Shear Wall with wood shear panels: (IMPWs-208e) P-. Pier No. _ From This Level's Dlaph. Only 1600 loss. ASD •••. •, •,•,•, •,• 0 ba. ASD Sheathing properties: short dimension across the studs Span rating; 24/0 t= 7116 in. G.= 13 kipslin d,= 0.081 in. Type= OSB Pier no.3 Pler no.4 Pler ri Pier no.6 Pier no.7 Pier no.8 Pler no 9 Pier no,1O Pier no.11 Pler no.12 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/0! #DIV101 #DIV/O1 #DIVIO! #DIV/01 #DIVI01 #DIVI01 MIMI #0I11/01 11 #DIV/01 #DIVIDI #DIVI01 #DIV/0I #DIVI01 #DIV/01 #DIVI01 #DIVIDI #DIV/01 #DIWOI #DIVI01 #DIVIDI #DIVIDI #DIVI01 #DIV/01 0 0 0 0 0 0 0 0 0 0 #DIV/0! #DIVIDI #DIV/01 #DIV/01 #DIV/01 #DIV/O1 #DIV/01 #DIV/01 #DIV/01 #DIV/01 0 000 0000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 000 Selsmld,d,,,,d aeo (P#)= 0.0 #DIVIDI #DIV/01 #DIVI01 #DIVI01 #DIVI01 #DIVI01 #DIV/01 MV/01 #DIVI01 #DIVroI #DIVl01 Selsmic.4s. a.o 8"o.c. #DIV/01 #DIVI01 #DIVI01 91DIVI01 #DIVI01 #DMC1 #DRHOI MV/01 #0111101 #DIVIDI #0111101 Selamlcdw,.enhp(lbs.)= 0 0 0 0 0 0 0 0 0 0 0 0 Seismlc�(In)= 0.043 0.000 0.000 O.ODO 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0,000 Wind OTFrom Above 0 0 0 0 0 0 0 0 0 0 0 0 Seismic OT From Above 0 0 0 0 0 0 0 0 D 0 0 0 Wind Total OTForce 883 0 0 0 0 0 0 0 0 0 0 0 Seismic Total OT Force 0 0 0 0 0 0 0 0 0 0 Hold-down size User Notes: 1) Nails: 64 commode 2) Field Nailing: ed 012"o c. 3) NI panel ad,.. shall be blocked per eedioo 43701 SDPWS-2006. 4) DeOedion calculation per ledlon 4 32 of the SDPWS-2000. 5) Table 23%311 increased by 40% (or wind loads per IBC section 2308 3. Table 4 3A of SDPWS 2006 u already increased by 40% for wind 81 used load shall lreledethe 0.6•Dead load for eibwable ales, combin.11.6 EO 16-14 6 16 16 157 Shear Wall with wood shear panels: (sDPWS.2005) Loscetion 2V Pw err Pier No. Total From This Level's Dlaph. Only Paved= 2100 t, ASD 540 lbs, ASD ••••••••••••••• • P1Y1e1e= 0 Ibe. ASD D Ibs. ASD i . . . . . . • L= 15X 1,(X) Ir Ifl L (Xl End Post: Sheathing properties: P b= 3 in. short dimension across the studs d= 5.6 in. span rating: 2410 E= 1600000 psi t= 7/16 In, Stud properties: Ga= 13 kips/in Stud Spacing: 15 in. o.c. d,= 0.081 in. Wood species: Doug, Fir Type= 059 G- 0.5 Segment Method. (SDPW3-2008 Chapter 43) Pier 110,1 Pier no.2 Pier no.3 Pier no,4 Pier no.5 Pier no.6 Pier no.7 Pier hors Pierno.9 Pier no.10 Pier no.11 Pierno.12 It)= 15 H(f )= S h,(ft)= 7 dead bad(pK)= 0 Aspect ratio 1/2 #DIV/01 #DIV/Ol #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 W1ndaeDw,d,wa plf)= 140.0 #DIVI01 #DIV/01 #DIV101 #DIVl01 #DIVIgI #DIVI01 #DIV/0I #DIV/01 #DIV/01 #DIV/01 #DIVI01 Windeds,,,,yw= 6"o.c. #DIWOI #DIV101 #DIV/01 #DIVIgI #DIWOI #DIV101 #DIV/01 #DIVl01 #DIVl01 11DIV101 #DIVl01 Wlnde,..w,(Ibs.)= 298 0 0 0 0 0 0 0 0 0 0 0 Wlnd=e,a,wn(in)= 0.131 #DIV/01 #DIV/01 #DIV/01 #DIVI01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIVI01 #DIV/01 % orloadperpanel 1.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Selamile .,.,ee„w(p10= 0.0 111DIV10I #DIV/01 #DIV/DI #DIVI01 #DIVIDI #DIVl01 #DIV/01 #DIV/01 #DIV101 #DNIOI #DIVIgI Selsmlc„p,'sal 6"o.c. 11DIV/01 #DIV/01 #DIVI01 #DIVI01 #DIV101 #DIV/01 #DIVl01 #DIV/01 1101V/01 #DNIOI #DIVI01 Se/smlcewen,ww(IbsJ= 0 0 0 0 0 0 0 0 0 0 0 0 Selsmlcaa. (n)= 0.043 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Wind OT From Above 883 0 0 0 0 0 0 0 0 0 0 0 Seismic OT From Above 0 0 0 0 0 0 0 0 0 0 0 0 Wind Total OT Force 1181 0 0 0 0 0 0 0 0 0 0 0 Seismic Total OT Force 0 0 0 0 0 0 0 0 0 0 Hold-down size User Netea: 1) Nella: Becommons 2) Field NallingBd gg12"o c 3) Ni panel edges shell be blocked per section 48.7 of SOPWS-2000 4) CeOectlon calculai'mn per section 4 3 2 Df Ne SDPWS 200B 6)Table 23%3 is Increased by 40% for wind loads per IBC section 2306.3 Table 4.3A a1 SDPWS 2003 b elrea0y increased by 40% for were, 6) Octad load shell include The 0 6•Dead load for allowable 51058 combinelion EO 16.14 816-15 15E Shear Wall with wood shear panels: (sams.2000) rnunu oaw 1900 lbs. ASD iB0 lbs. ASD m° 0 Ihs. ASD 0 lbs. ASD L. 15 It 11 Sheathing properties: short dimension across the studs Span ming. 24/0 1� 7/161n. G,a 13 kipsfin de= 0.081 In. Type= OSB Pier no 3 Pier no.4 Pier no.5 Pier no.6 Pier no.7 Pier no.8 Pier no.9 Pier no.10 Pier no.11 Pier no.12 Aspect ratio End Post: b- 3 in. d= 5.5 in. E° 160ODDO psi #DIVIOI Stud propertles: Stud Spacing: 16 in. o.c. Wood species: Doug. Fir G= 0.5 Segment Method: (SOPWS-2008 Chapler 43) #DIVIOI Pier no.1 Pier no.2 #)= 16 H(#)= 8 hr(f0= 7 dead Ioad(p#)= 0 Sheathing properties: short dimension across the studs Span ming. 24/0 1� 7/161n. G,a 13 kipsfin de= 0.081 In. Type= OSB Pier no 3 Pier no.4 Pier no.5 Pier no.6 Pier no.7 Pier no.8 Pier no.9 Pier no.10 Pier no.11 Pier no.12 Aspect ratio 112 #DIVI01 #DIVIOI #DIVIOI #DIV/01 #DIVIOI #DIV/01 #DIVIOI #DIV/01 #DIVIOI #DIVIOI #DIVIOI Wlnd,a,,,a y„w (plf)= 126.7 #DIVI01 #DIV/01 #DIVIOI #DIVIOI #DIV101 #DIV/01 #DIVIOI #DIVI01 #DIVI01 #DIVIOI #DIVIOI MaInaen,A,o 6b.C. #DIVIOI #DMO! #DIVIOI #DIV/01 #DIVIOI #DIVI01 #DIVIOI #DIVIOI fill #DIVIOI #DIVIOI W/nd„,,,,,ma(los.)= 99 0 0 0 0 0 0 0 0 0 0 0 Wind6l,aan(in)= 0.122 #DIVIOI #DIVIOI #DIV/0! #DIV/01 #DIVIOI #DIVIOI #DIVIOI #DIVIOI #DIVIOI #DIV/01 #DIV/0! % o/ load per panel 1.000 0.000 D.000 0.000 GOOD 0.000 0,000 0.000 0.000 0.000 0000 0.000 Selsmlcaer„dr,°(plf)- 0.0 A`DIVIOI #DIVIOI #DIVIOI #DIVI01 #DIVIOI #DIVIOI 4DIV/01 #DIVIOI #DIVIOI #DIVIOI #DIV/01 selsmlC„s,,,,e,a= 6'b.c, #DIVIOI #DIVI01 #DIVIOI #DIVIOI #DIVI01 #DIV/OI #DIVIOI #DIVIOI #DIVIOI #DIV/OI #DIV/01 Selsmic,,,a,,,ro(Ibs.)° 0 0 0 0 0 0 0 0 0 0 0 0 Se1smicd,l,a,n(in)- 0.043 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Wind OT From Above 1181 0 0 0 0 0 0 0 0 D 0 0 Seismic OTFrom Above 0 0 0 0 0 0 0 0 0 0 0 0 Wind Total OTForce 1200 0 0 0 0 0 0 0 0 0 0 0 Seismic Total OTForce 0 0 0 0 0 0 0 0 0 0 Hold-down sire User Notes: 1) Nails: Odoommone 2) Field Neliing'i ad 12'b c. 3) All penal edges shell be blocked per section 437 of SDPWS-2000. 4) collection calculation per al 432 of the SDMS-2000. 5) 7e1b23063ialncreased by 40%lar wine loads per lBC eedlon 23003 Ta41e43Aof SOPWS 20B Is already increased by 40% for wind 6) Dead load shall include the 06 -Dead bed for allowable stess combinalion ED 16-14&16-15 159 Perforated Shear Wall with wood panels: (sopor -loos) Grid Line: 3Z Pw=. Pier No. Pavy= 2200 b6. •'• ... ' ' ' ' P.derms" 0 be. x ... �' L- 25.3 ft End Post: Sheathing properties >_ 110 b= 3 In. long dimension across the studs da 5.51n spanrellre: 2410 E= 1600000 psi 1= 71161n. Stud properties: Go= 15 lbshn Stud Spacing: 16 in. o.c. dam 0.081 In. Wood species: Doug. Fir Type= OSB in. G= 0.5 Perforated Method.' (ePPWS-2009chepmr49) Pier no.1 Pier no.2 Pier no.3 Pier noA Pier no.5 Pier no.6 Pier no.7 Pier no.0 Pler no.9 Pier no.10 Pier no.11 Pier no.12 11(ft)= 17 4.3 0 0 0 0 0 0 0 0 0 0 H(ft)= a 8 0 0 0 0 0 0 0 0 0 0 n,(ft)= 7 7 0 0 0 0 0 0 0 0 0 0 Aspect rallo: 1/2 1 617 #DIV/Ol #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/DI #DIV/01 #DIV/01 #DIVNI Max. Opening Height h % of full height sheathing 84% Ca 0.87 Wind... (Plf):c 118.7 Pr W/nds,lace e= 6 "o.c. Wtnd„=Imay(IbeJ= 950 lbs: at the and of each panel W/ndcomm „(in)= 0.104 1n. Wlnda,IX(Pr= 119 PM selamlc y,,,3. (Pr)= 0.0 Pv SsIsmle,rp,a,a,= e e P.C. Selamlce„a„k,(lbs.)- 0 bs.- at the end of each panel selemlcya..Aln)= 0.030 In. selsedc."(Pr)= 0 pr Holddown size O Windoverturning(lbs.) From Above= 0 les: at the end of each panel Windovenurning(lbs.) Total= 95016s: at the end of each panel 1) Nails: ed commons 5) Table 2306,3 Is Increased by 40%for Mnd load. paraedion 2306 3 2) Maki Nailing: ad®12.0 c. e) UPdlelionaperaOPWe-2006sec6an4353.3,7 erebolnlMothespreadsheet 3) All Panel edges shall be blocked per 60PM nos section 437 7) Uphh celmlalivn Par SDPW6- 2000 socUsn 43641 el n.no.nn.. eammmmn m.lFC cnetinn 0%053 nntl 5nPWa-2008432 61 Deetl loetl aM1ell include tM1e 06•Daatl lwdlw allowable slees temlinahen ed is 16( Perforated Shear Wall with wood panels: (IMPW61409) Grid Line: 2Z P.=, Pier No. P..w= 3100 Its. 0 tbs. L= 25.3 it 1,111) h (11) •, `I End Post: Sheathing properties �L t111 b= 3 in, long dimension across the studs d= 5.51n. spanreuna24/0 F• 1600000 psi t= 7116 In. Stud properties: Ga= 15 Ibsen Stud Spacing: 16 inox. do= 0.081 in. Wood species: Doug. Fir Type= OSB In. G= 0.5 Perforated Method: (SDPM 2000 Chapter 43) Pier no,I Pierno.2 Pier no.3 Pier wA Pier no.5 Pier noS Pier no.7 Pier no.B Pistil Pierno.10 Pierno.11 Plerno.12 I,(0)= 17 4.3 0 0 0 0 0 0 0 0 0 0 H(0)= 8 8 0 0 0 0 0 0 0 0 0 0 h,(h)= 7 7 0 0 0 0 0 0 0 0 0 0 Aspect ratio: 1/2 1617 #DIV101 #DIV101 #DIV/0! #DIV/0! #DIV/01 #DIV1D1 #DIVNI #DIV/01 #DIV/01 0DIV/01 Max. Opening Height h % offuil height sheathing 84% Co 0.07 Wlnde,,vet eb_ (P10= 167.3 pH Winddp„=r„p= 6 "o.C. Wlnde hsp(Iw)= 1338 Ibs: at the and of each panel Wndoverturning(Ibs.) From Above= 950 lbs: at the end of each panel WInd4,en;,,(in)= 0.135 In. Wlndwerturningllbs.) Total= 2288 lbs: attheend ofeachpanel Wlnd,y,a(p10= 167 Pit Selsmks,,,,,an...(9#)- 0.0 pit Solsmlcenp,,,,W ('0.0. Se/smlce,,, .(Ibs.)= 0@s: at the end of each panel Seism/ca,ner.(in)- O.030 In. Selsmleyae(plf)= 0 plf Hold-down size 1)None &1 [dnmwl4 6)T.U.23003Is Incensed by 40% to, Mnd load. par loss, 23083 2) Req N64,p 8a Q 12-.d. W UMIOWM p41 SDPWS, 20D0 sepaon 43 5 3 a,1 are built Into the spread sheet 3)"Was od0de anal) be beat"per SWWS 100.1..stun 43.> 7,Upan[4kWn,lea per SWWS - 2008 ..A.n 43341 161 Grid Line: 1Z F'= 3700 lbs. P,.ay,= 0 ms. L= 25.3 it End Post: b= 31n. d= 5.5 in. E= 1600000 psi Stud properties: Pier no.8 Stud Spacing: 16 in. o.c. Wood species: Doug. Fir G= 0.5 Perforated Shear Wall with wood panels: Isciiiia 88a) P„,,, Pier No _ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 .. . . . . ' Sheathing properties long dimension across the studs Span e0r, 24/0 7= 7/16 In. Gam 15 lbsln da= 0.061 in Type= OSB in. Perforated Methad: (80PWS 2008 chepler 43) Pier no.1 Pier no.2 Pier no.3 Pier no.4 Pier no.5 Pier no.6 Pier no.7 Pier no.8 Pler no.9 Pler no l0 Pier no.11 Pier no.12 h(it)= 17 4.3 0 0 0 0 0 0 0 0 0 0 H(ft)- 8 8 0 0 0 0 0 0 0 0 0 0 h,(h)= 7 7 0 0 0 0 0 0 0 0 0 0 Aspect ratio: Max. Opening Height % of full height sheathing Co Wlndei_x,n.r (PIQ= Wind,dp,.= Wfmd .,,,;,s(Ibs.)= W)nddewwo„(in)= Wmd,a,.(plf)= seismic ,,,,,,3, Pffl- Selsmlc,eo,iew Seismic p,.(Ib8 J= Se/emlca,re Xin)= Sels dddk y (p10= 1/2 16/7 111 #DIV/01 NDIV/0! NDIVN! NDIV/01 11DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIVrol h 84% 0.87 199.7 p9 9 " o.c. 1597 lbs: at the end of each panel Wlndoverturning(lbs.) From Above= 2288 lbs: at the end of each panel 0.155 in. Windovenurning(lbs.) Total= 3885 lbs: at the end of each panel 200 pg 0.0 pa 6' G.C. 0 Itis.. at the end of each panel 0.030 In. 0 Pq Hold -downsize O 1) Nalle W commons 5) Tade 23M 31%Increased by 40% for writ loede per 98i%Gn 23083 2) Field Nalilrg: 8d @ 12.0 c b) U.,WUone peraDPWS-200asecbon 4 3 5 3 d) sm brit into the spread.heat 3)All paneI ediw ehall be blocked per 8UPW5-2008 eecson 4.37 7)Urns [elwraa0e per SDPWS- 2008 eecbon 43 d 4.1 162 Perforated Shear Wall with wood panels: (SUPYV52006) Gdtl Line: 31 P_. Pier No. _ P.:e= 1200 Ins. . . . . . . . . . . . . . pie',,= 0 be. x ... . . . . ' L. 21 it End Post: Sheathing propenes In- 3 In. long dimension across the studs d= 5.51n. span reline: 2410 E. 1600000 PSI 1= 7/16 in. Stud properties: Go= 15 Within Stud Spacing: 16 ino.c. da= 0.081 in. Wood species: Doug, Fir Type= OSB in. G= 0.5 Perforated Method: (S0PWS-M05Chep1er43) Pier no.l Pier no.2 Pier no.3 Pier noA Pier no.5 Pierrw.6 Pier no.7 Pier no.8 Pierno.9 Plerno.10 Pierno.11 Plerno.12 11(ft)= 4 6 3 0 0 0 0 0 0 0 0 0 H(Ii a 8 8 0 0 0 0 0 0 0 0 0 h1(0)= 7 7 7 0 0 0 0 0 0 0 0 0 Aspectra8o: Max. Opening Height % of full height sheathing Co Wind.. (pe)= Wfndmy,.s.v= Windom ,,,es(Ibs.l= Wfndd,a.,.(in)= Wfnd,pe(p10= Seismic .re„ed,,w batj- Setsmlo,aa..,,,4= SoIsmlc.(lbsJ= Ssfsmk ...(In)= Solsmlcy (p10= Hold-down size 2 11/3 2213 #DIV/01 1aDIV/0! #DIV/01 #DIV/01 #DIV101 #DIV/01 #DIV/01 #DIV101 #DIV/01 h 62% 0.69 133.8 pe 6 "o.c. 1070 Not, at the end of each panel `Nlndoverturning(Ibs.) From Above= 0lbs: at the end of each panel 0.134 in, VWindoverturning(lbs.) Total= 1070 lbs: attheendofeach panel 134 pe D.0 p0 6 , o.c. 0 bs, at the and of each panel 0.050 In. 0 pH 1) Naln ed.o. 5] Table 2305.3binsreased by 40%fo, xfM batls Der eecllon 23063 2) Field NeOrq: edQ 12'oc 6) Li.ii.i.ncperSDPWS-2005..cd.n4353-3T ..Wit into thespmadcheat 3) AN panel edges shell be blocked Por SDPWS-2005 se0ln43.7 7) UprX celculeson pr SDPWS- 2005 nidixi 4.1541 163 Perforated Shear Wall with wood panels: (epvWs4100e) 21 P,,,4 Pier No. Pxint- 20001bs. P.e.ey= 0 [be. iII�FF x .'.�' L= 21 8 End Post: Sheathing properties .I IL 1111 J b= 3 in. long dimension across the studs d= 551n. Sp•n,aeng: 2410 E- 160000D psi t= 7116 In. Stud properties: Ge= 15 IbsM Stud Spacing: 16 in. o.c. da• 0.081 in. Wood species: Doug. Fir Type= OSB in. G. 0.5 Perforated Method: (SDPVJS40NGI.pl8r43) Pierno.1 Plerno.2 Pterno.3 Pierno.4 Pierno.5 Parno.e Pier no.7 Plerno.8 Pierno.9 Plerno.10 Pierno.11 Pierno.12 I'M)= 4 6 3 0 0 0 0 0 0 0 0 0 H(0)= 8 8 8 0 0 0 0 0 0 0 0 0 1;0)= 7 7 7 0 0 0 0 0 0 0 0 0 Aspect ratio: 2 11/3 2213 #DIV/01 #DIV/01 #DIV101 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIVAR #DIV101 Max. Opening Height In % of full height sheathing 62% Co 0.69 Wlnda,_,.p,. (pIl)= 223.0 pit W/nda3 point- 6"o.c. Wind_a,,.,a(Ibs.)= 1764 lbs: at the end of each Panel Windoverturning(lbs.) From Above= 3070 lbs: at the end of each panel Wlndaa<m,(In)= 0.190 In. Windovertuming(lbs.) Total= 28541bs: at the end of each panel W/ndape(pl)= 223 pr Sahnnik,,,, ense, hin- O.0 pM Selsmkada,,,.y= a,o.c. Selsndc,,.,n,Me(Ibs.j- Orbs: at the and of each panel SelaMc"".410)= 0.050 In. So/smic,pr,(Prl' 0 p8 Hold-down six. �J 1) Neits: edmmmen. 5) Table 230631.Inc .... adbT40% for wind Issue nor.adipn 2306.3 2) Flex Ne101g: ad CIT.. 6) Ui Wllbns per 804sW8-20DO section 4.3,5a -3,7 me built into Ma spread sM1eel 3) As panel poles0ell be blocked per SDPW6-2000 section 437 7) Up3e cal.uledon nor $DPW$.2000 epO.n 1.36 Cl 164 Perforated Shear Wall with wood panels: faopwa-2048) Grid Line: 1 1 P„•e Pier No. peau. 260016x. P.rnker 0 be. L• 21 it End Post. Sheathing properties 00) b= 3 in. long dimension across the studs du 5.51n. spanned, 24/0 E= 1600000 psi t= 7116 in. Stud properties: Gas:151Imlin Stud Spacing: 16 Ino.c da= 0.081 in. Wood species: Doug, Fir Type= OSB in. G: 05 Perforated Method: (SDPWS-2008 chapter 43) Pier no.t Pier no.2 Pierno.3 Pier no.4 Pier no.5 Pier 1`10.6 Pier no.7 Pier noS Pierno.9 Plerno.10 Plerno.11 Pierre l2 ',(ft)= 4 6 3 0 0 0 0 0 0 0 0 0 H(li 8 8 a 0 0 0 0 0 0 0 0 0 h,(ft)= 7 7 7 0 0 0 0 0 0 D 0 0 Aspect ratio: Max, Opening Height % of full height sheathing Co Wind. pares (Pg)= Wlndap.,sNa= Winda,.o,;.p(Ibs.)= Wind,akps,(in)= Wlnd.W(pIf)= Selamlc,r,e�.,l,� (p10= Se/emk,44,,,i,l= Selamfc w•S,Na(Ibs.)• Selamfc... ran)= Selamb,gw(p10= 2 11/3 2213 #DIV/01 #DIV/01 #DIV/01 #DIVI01 #DIVI01 AVIV/01 #DIV/01 #DIV/DI #DIV/01 In fit% 0.69 289.9 plf 6 " o.c. 2319 lbs.- at the end of each panel Windoverturning(lbs.I From Above= 2854 lbs: at the end of each panel 0.232 In. Windoverturning(lbs.) Total= 537316s: at the end of each panel 290 pit 0.0 pit 0 ' o.c. 0 lbs.- e1 the end of each panel 0.050 in. 0 p0 Hold-down size O 1)N"s ad wham. 5)Table 23063 is tncmasad It, 40%1o, rind lead. dwd.ob 23053 2) DPid Nai4e,. 50 Q 12-o e. 5) UrWtionaperSDPWS-2005seceon4353-3,7 are buN into the spread sheet 3) AN Perot wales Nina be blocked per SDPWS-2005 em1I0n 4.3.7 7)Upliftca1cdlatipn par SDPWS- 2005 eeclon 4354.1 165 Loacatlon 13 1100 Ibs. ASD 0 Ibs. ASD L= 6.5n Shear Wall with wood shear panels: (sopwa-2008) P„„, Pier No. _ From This Level's Diaph. Only 1100 lbs. ASD •••••, •, •,•,•,• 0 Ibs. ASD (n)n. L Int Sheathing properties: x short dimension across the studs Spenraling: 24/0 t= 7116 in. G; 13 kips/in Q= 0 081 in. Type= OSB Pier no.3 Pier no.4 Pier no.5 Pier no.6 Pier no.7 Pier nofl Pier no.9 Pier nD 10 Pier no.11 Pier no.12 #DIV/01 #DIVIO! #DIV/01 #DIV/01 #DIVl01 #DIV/01 #DIVl01 #DIV/01 #DIV/01 III I #DIVI01 #DIV/01 #DIVI01 0111101 #DIV/01 #DIVI01 #DIW01 #DIVI01 0DIVl01 #DIVI01 #0111101 #DIVI01 #DIVI01 #DIV/01 #DIVI01 #DIV/01 #DIV101 #DIV101 #0111101 #DIVI01 0 0 0 0 0 0 0 0 0 0 #DIV/01 #DIV/01 #DIV/01 #DIVl01 #DIV/01 #DIVI01 #DIVI01 #DIV/01 9DIV/01 #DIV101 0.000 0.000 0.000 0.000 0000 0.000 0.000 0.000 0.000 O.D00 Selsmice,,w, .(PII)= End Post: 0.0 b= 3 in. 11DIVI01 d= 5.51n. #DIWOI E= 1600000 psi #DIVI01 #13111101 Stud properties: 11"o.c. Stud Spacing: 16 in. ox, Wood species: Doug. Fir #DIWOI G= 0.5 #DIVI01 Segment Method: (SDPWsMOB chapter 43) #DIVl01 SelSITTIC ,3,,,N,a(Il Pier no.I Pier no.2 1,(n)= 3 3.5 H(ft)= 8 8 hr(n)= 7 7 dead Ioad(p10= 0 0 Aspect ratio 2213 22/7 W/ndow-d... (Pff)= 168.7 169.7 W1nd,da,aae,e 6••0.0. Vex, Wlnd.a.,w.md(Ibs.)= 1620 1584 Windc,w,.(in)= 0.329 0.297 % of load per panel 0.460 0.540 Shear Wall with wood shear panels: (sopwa-2008) P„„, Pier No. _ From This Level's Diaph. Only 1100 lbs. ASD •••••, •, •,•,•,• 0 Ibs. ASD (n)n. L Int Sheathing properties: x short dimension across the studs Spenraling: 24/0 t= 7116 in. G; 13 kips/in Q= 0 081 in. Type= OSB Pier no.3 Pier no.4 Pier no.5 Pier no.6 Pier no.7 Pier nofl Pier no.9 Pier nD 10 Pier no.11 Pier no.12 #DIV/01 #DIVIO! #DIV/01 #DIV/01 #DIVl01 #DIV/01 #DIVl01 #DIV/01 #DIV/01 III I #DIVI01 #DIV/01 #DIVI01 0111101 #DIV/01 #DIVI01 #DIW01 #DIVI01 0DIVl01 #DIVI01 #0111101 #DIVI01 #DIVI01 #DIV/01 #DIVI01 #DIV/01 #DIV101 #DIV101 #0111101 #DIVI01 0 0 0 0 0 0 0 0 0 0 #DIV/01 #DIV/01 #DIV/01 #DIVl01 #DIV/01 #DIVI01 #DIVI01 #DIV/01 9DIV/01 #DIV101 0.000 0.000 0.000 0.000 0000 0.000 0.000 0.000 0.000 O.D00 Selsmice,,w, .(PII)= 0.0 0.0 #0011101 #DIVI01 11DIVI01 #DIV/01 VDIV101 #DIWOI #DIw01 #DIVI01 #DIVI01 #13111101 Selsm/c..p rel 11"o.c. 6b.C. #13111101 #DIVl01 #10111101 #DIWOI #0111101 #DIV/01 #DIVI01 #DIVI01 #DIVIOI #DIVl01 SelSITTIC ,3,,,N,a(Il 0 0 0 0 0 0 0 0 0 0 0 0 Salsmlad.Fw,(In)- 0.216 0.165 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 O.00D Wind OT From Above 0 0 0 0 0 0 0 0 0 0 0 0 Seismic OTFhOm Above 0 0 0 0 0 0 0 0 0 0 0 0 Wind Total OT Force 1620 1584 0 0 0 0 0 0 0 0 0 0 Seismic Total OTForce 0 0 0 0 0 0 0 0 0 0 Hold-down size U... Notes: 1) Nails: so Cbmmon3 2) Field Nailing: ad ®12.0 c. 3) All panel edges shell be 1,100ked per secaon 437 or SOPWS2000. 4) Collection calculation per section 43.2 of the SDPW88008 b) Table 2306.313 Increased by 40% for wind leads per RIC seclion 2308.3 Table 43A or SCPWS 200!11. already Increased by 40%far wind 6) Dead load shall Include the 06•Dead load for allowable areas combination 5018-04&16-16 1ISE Shear Wall with wood shear panels: (3DPkvS.2083) Loacaticn 3 5 P=.,,, Pier No. _ Total From This Level's Diaph. Only Pend== 1100 lbs. ASO 110D tbs. ASD • - • - Pew„d,0 IIts ASD 0 lbs. ASD L- 21 ft ,h L ref I End Post: Sheathing properties: be 3 in. short dimension across the studs d= 5.5 in span reline: 24/0 E- 1600000 psi 1= 71161n. Stud properties: G,= 13 kipslin Stud Spacing: 16 In. o.c. d,= 0,081 In. Wood species: Doug. Fir Type= OSB G= 0.5 Segment Method: (SOPWS-Mil chapter 4.3) Pier no.1 Pier no.2 Pier no.3 Pier no.4 Pier no.5 Pier nob Pier no.7 Pier nob Pier no.9 Pier no.10 Pier no.11 Plerno.12 11(0)= 21 H(ff)= 8 hr(ft 7 dead load(pn= 0 Aspect ratio 316 #DIV101 #OIV/01 #DIV/01 #1)111101 #DIV/0I #DIV/01 #DIV/01 #DIV/O! #DIV101 #DIV/01 #DIV101 Winde,mihs,ew(Pg)- 52.4 #DIV101 #DIVI01 #DIVI01 #DIVI01 #DIVI)1 #DIVI01 11DIVI01 #DIV101 #DIV/01 #OIVI01 #DIVI01 Wlnd,dpen.o Void. #DIVIIII #DIV101 #DIV101 #DIVI01 #DIVIOI #DIVI01 #DIVI01 #DIVI01 #DIVI01 #OIVI01 #1)111101 Wmd„ew,e,wa(Ibrl 429 0 0 0 0 0 0 0 0 0 0 0 Winddw„e,e(In)- 0,063 #DIV101 #DIV/01 #DIV/01 #DIV101 #DIV/01 #DIV/01 #DIV/01 #DIV101 #DIV/01 #DIV101 #DIV/01 %o/Ioadperpanel 1,000 0.000 0000 0,000 0.000 0,000 0.000 0.000 0000 0.000 0.000 0.001) Selsmlc+,„„a,w(Pm' 0.0 #DIVI01 11DIVI01 #DIVMI #DIVMI #DIV101 #DIVMI #oN101 #DIVI01 4DIV/01 #DIVMI #0111101 Salam/c,4a,a,r„p- li #0111101 11DIVI01 #DN101 11DIV101 #DIVI01 #DIV101 #DIVI01 11 #1)111101 #1)111101 #DIVI01 Selsmlc „ea,,,w,a(Ibs.)= 0 0 0 0 0 0 0 0 0 0 0 0 Selsmlc�„y,„(in)= 0.031 0.000 0.01)0 0.00D 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Wind OT From Above 0 0 0 0 0 0 0 0 0 0 0 0 Seismic OT From Above 0 0 0 0 0 0 0 0 0 0 0 0 Wind Total OT Force 428 0 0 0 0 0 0 0 0 0 0 0 Seismic Total OTiForce 0 0 0 0 0 0 0 0 0 0 Hold-down size Dae. Nolen: 1) Nails: Bit commons 2) Field Nailing: 86 a 12'bc 3) All panel edges shall be blocked per section c 3 7 of SDPWS-2008. 4) DaOemion caloulalion per section 432 of the SDPWS-2008. 5) Table 2306.315 increased by 40% forwlnd bads per IBC section 23M 3 TabW43A0f Ed)MS 2008 is already Increased by 40% for wind. 6) Deed loatl shell Include IDs 08.Oead loetl fm allowable steno cambinalion EU 16-14&16-15 167 Shear Wall with wood shear panels: ISDPWes606) Loacation 2 5 P„.w, Pier No. _ Total From This Level's Diaph Only Pwnd= 190D lbs. ASD 1300 lbs. ASD • , • , • , Pw.K` 0 lbs. ABD 0 lbs. ASD L= 210 i�L (it) End Post: Sheathing properties: I" b= 3 in. short dimension across the studs d= 5.5 in spenreling: 24/0 E= 1600000 psi t= 7/16 in. Stud properties: G; 13 kipshn Stud Spacing: 16 ino c d,= 0.081 in Wood species: Doug. Fir Type= OSB G= 0.5 Segment Method: (SOPWS2006 chapter 43) Pier no.1 Pier no.2 Pier no.3 Pier no.4 Pier no.5 Pier no 6 Pier no.7 Pier no 6 Pier no.9 Pier no 10 Pier no 11 Pier no.12 1,(f1)= 21 H(fhe: B hl(f )= 7 dead load(pP)= 0 Aspect ratio 3/6 #DIV/01 #DIV/0! #DIV/0! #DIV/01 #DIV/O! #DIV/0! #DIV/)1 #DIV/0! #DIV/01 #DIV/01 #DIV/01 Windeewh .(p10= 90.5 #DIVI01 #13111/01 #0111/01 111311 #DIVI01 #DIV/OI #0111/01 #DIV/01 #10I11101 #DIV/0! #DIV/01 Windadd.nazlo 6"o.c. #DIV101 #DIV/01 #DIV/01 #13I11101 11DIV/01 #DIV/01 #13111/131 #DIV/01 #DIV/O! #DIV/01 #13111/01 Windo,,,e,,,,,, (lbs.)= 507 0 0 0 0 0 0 0 0 0 0 0 Winddchk,.n(!n)= 0.087 #DIV/01 #DIV/01 #DIV/01 #DIV/0! #DIV/01 #DIV/01 #DIV/01 #011110! #DIV/01 #DIV/01 #0111/0! of load per panel 1.000 0.000 0 000 0,000 0 000 0.000 0 000 0 000 0.000 0 000 0.000 0 000 Seismic abroad a,ear(plp= 0.0 #13111101 #DIVIOI #13111101 #10111101 11DIV101 #DNI01 #0111101 #DIVI01 ill #DIV101 #0111101 Seism/cmp,rall 6"o.c. #DIV101 #DIVI01 #DIVI)1 #DIVI01 #DIV/01 #13111101 #13111101 #DIVI01 #DIV/01 #0111101 #13111/01 Se/smlcb„a,,,,,v(Ibs.)= 0 0 0 0 0 0 0 0 0 0 0 0 Sefsmlcea.ne.n(In)= 0.031 0.000 0.000 0.000 O.D00 0.000 0.000 0.000 0.0D0 0.000 0.000 0.000 Wind OT From Above 429 0 0 0 0 0 0 0 0 0 0 0 Seismic OT From Above 0 0 0 0 0 0 0 0 0 0 0 0 Wind Tota/ OT Force 937 0 0 0 0 0 0 0 0 0 0 0 Seismic Total OT Force 0 0 0 0 0 0 0 0 0 0 Hold-down size War Nates: 1) Nailsad commons 2) Field Nailing: BE @ 12'0 c 3) Al panel edges shell be blacked per section 4 3101 SDP W5 2008 4) Direction calculation per section 432 of the SDPWS-2006 5) Table 23M 315 irealaseE by 400 for wind loads per IBC ... It. 23063 Table 43A of SDPWS. 2008 is already increased by 40ka, for wind 6) Dead load shall include the 0 B•Dead load for allowable shad combination 80 1614 81615 16£ Shear Wall with wood shear panels: (sopws-2008) 1 5 P,,,,, , , Pier No ­ 2600 2600 lbs. ASD I 720 Ibs. ASD 0 Ibs. ASD 0 lbs. ASD L= 210 Sheathing properties: short dimension across the studs Span rating: 24/0 t= 7/16 in. G,- 13 kips/in d; 0.081 In. Type= OSB Pier no.3 Pier no.4 Pier no.5 Pier no.6 Pier no.7 Pier no.8 Pier nos Pier no.10 Pier no.11 Pier no.12 #DIV/0! #DIVIDI #DIV/01 #DIV/01 #DIVl01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #0IVI01 #DIVIDI #DIVIDI #DIVIDI #DIVIDI #DIV101 #DIV/01 #DIV/01 #DIV/01 1101101 #DIVIDI #DIVIDI #DIVIDI #DIVIOI #DIVIDI #DIVIDI #DIV/01 #DIVIDI #DIVIDI It 0 0 0 0 0 0 0 0 0 0 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIVIDI #DIVIDI #DIV/01 #0111101 #DIV/01 #DIV/01 0,000 0,000 0.000 0,000 0.ODD 0,000 0.000 0.000 0.000 0,000 Selsmlc,,,,,, a,.Plt)- End Post: b= 31n. d= 5.5 in. E= 1600000 psi #DIV/01 Stud properties: Stud Spacing: 16 In. o.c. Wood species: Doug. Fir G. 0.5 Segment Method: (SOPWS-2008 chapter 43) #DIVI01 0 Pier r i Pier not I,(1p= 21 H(0)= 8 hi(0)- 7 dead load(plO= 0 Aspect ratio 3/8 #DIV/O! Wit d,,,,,..... (Pffi- 123.8 #DIV101 Wintlbpen., 8"o.c. #DIV101 Wlnd...ea(lbs.)= 281 0 Wind.sn(In)= 0.108 #DIV/01 %ot load perpanel 1.000 0,000 Sheathing properties: short dimension across the studs Span rating: 24/0 t= 7/16 in. G,- 13 kips/in d; 0.081 In. Type= OSB Pier no.3 Pier no.4 Pier no.5 Pier no.6 Pier no.7 Pier no.8 Pier nos Pier no.10 Pier no.11 Pier no.12 #DIV/0! #DIVIDI #DIV/01 #DIV/01 #DIVl01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #0IVI01 #DIVIDI #DIVIDI #DIVIDI #DIVIDI #DIV101 #DIV/01 #DIV/01 #DIV/01 1101101 #DIVIDI #DIVIDI #DIVIDI #DIVIOI #DIVIDI #DIVIDI #DIV/01 #DIVIDI #DIVIDI It 0 0 0 0 0 0 0 0 0 0 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIVIDI #DIVIDI #DIV/01 #0111101 #DIV/01 #DIV/01 0,000 0,000 0.000 0,000 0.ODD 0,000 0.000 0.000 0.000 0,000 Selsmlc,,,,,, a,.Plt)- 0.0 #DIV101 #DIVIDI 0001/01 0I101101 #DIV/01 #DIV/01 #DIV/01 40111101 #DIV/OI #DIV/01 #DIV/01 SelsnaIc,4g,,s,p- Selsmlc,,,,me,,g(Ibs.)- 6"O.o. 0 1DW/01 0 #DIVIDI 0 #0111/01 0 #DIVI01 0 #DIVI01 0 #DIVIDI 0 #DIV101 0 #DIV/01 0 #DIV/01 0 #DIV/01 0 #Divrol 0 Salsmlca�(In)- 0.031 OADD 0.000 0.000 DOW 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Wind OT From Above 937 0 0 0 0 0 0 0 0 0 0 0 Seismic OT From Above 0 0 0 0 0 0 0 0 0 0 0 0 Wind Total OT Force 1216 0 0 0 0 0 0 0 0 0 0 0 Seismic Total OT Force 0 0 0 0 0 0 0 0 0 0 Hold-down size User Notes: 1) Nails: fidwmmone 2) Field Neiang: so C 12"0 s, 3) At panel edges $hall be tolacW d per secllon 4 3 7 of SDPWS 2008. 4) Danes ion calculation per section 431 of the SOPWS-2008. 5) Table 2303 is in .m.id by 40%Ior wind idea, per lBC section 23M 3. Table 43A of Some 20815 already Increased by 40% for wind 6) Deed load $M1all inGutla ma a8'Deed load for allowable ales$ wmbinalion ED 16-14&16-15 169 Shear Wall with wood shear panels: (sDFwS-2009) Loacation 37 Pwera , Pier NO. - r er=r r iviir rrr�a w•nra uraMrr. vi��7 led= 1100 Iles. ASD 1100 Ilea. ASD .c= 01 ASD 0 Ibis. ASD _ ❑. L= 21 It End Post: Sheathing properties: r b= 3 in. short dimension across the studs d= 5.5 in. Span rating: 24/0 E= 1600000 psi t= 7116 in. Stud properties: G; 13 kips/in Stud Spacing: 16 in. o.c. d; 0.081 in. Wood species: Doug. Fir Type- OSB G= 0.5 Segment Method: (SDPWS-208 chapter 4s) Pier no.1 Pier no.2 Pier no.3 Pier no.4 Pier no.5 Pier no.6 Pier no.7 Pier no.8 Pier no.9 Pier no.10 Pier no.11 Pierno.12 1,(n)- 21 H(ft)= 6 h,(ft)= 7 dead ioad(plf)= 0 Aspect ratio 3/8 #DIV/OI #DIV/01 #DIV/01 #DIV/01 #DIV/0! #DIV/01 #DIV101 #DIV/01 #DIV101 #DIV/0! #DIVNI Wincrsm..,dm,w(Pff)= 62.4 #DIVI01 #DIVI01 #DIVI01 #DIV/01 #DIVI01 #DIVI01 #DIVI01 #10111101 #DIV101 #DIV/DI #DIV101 Wlndedeeaemg= 6"0.0. #DIV/01 #DIV/01 #DIVI01 #DIVI01 #DIVI01 #DIV101 #DIVI01 #DIVI01 #DIVI01 #DIV/OI #DIVI01 W/ndawwmba(IDs.)- 429 0 0 0 0 0 0 0 0 0 0 0 Winddw.aaam(m)= 0.063 #DIVI01 #DIV/01 #DIVf01 #DIV/01 #DIV101 #DIV/01 #DIV/01 #DIV101 #DIVI01 #DIV101 #DIVI01 %orloadperpanel 1.000 0.000 DODO 0.000 0.000 000D 0.000 0.000 0.000 0,000 0.000 0.000 Selamlcam,.adnaw(pftl= 0.0 #DIVI01 0111101 #DIVIOI #DIVI01 #DIVI01 #DIV/01 #OIVI01 #DIV/01 #DIWOI #DIV101 #DIV/01 Selsmiceeeenal 6"O.e. #DIVl01 #DIVI01 #DIVI01 #DIVI01 #DIVI01 #DIV/01 #DIVI01 #DIVi01 #DIVI01 #DIV/01 #DW/01 SelsmlcasmOmm,e(IbsJ= 0 0 0 0 0 0 0 0 0 0 0 0 Se/smleds,dm(in)- 0,031 0.000 0.000 0.000 (10DO 0.000 0.000 0.000 0.000 0.000 0.000 0.(00 Wind OTFrom Above 0 0 0 D 0 0 0 0 0 0 0 0 Seismic OT From Above 0 0 0 0 0 0 0 0 0 0 0 0 Wind Total OTForoe 420 0 0 0 0 0 0 0 0 0 0 0 Seismic Total OT Force 0 0 0 0 0 0 0 0 0 0 Hold-down size User Notes: 1) Nails: Bd commons 2) Field Nailing: ad Q 12"o c. 3) NI panel edges shell be blocked per section 4 3 7 of SDPWS2009. 4) Cenecilol calculation per section 432 W The SOPWS4000. 5) Table 23M 3 is increased by 40% for wind Ideas per IBC section 2300.3 Table 4.3A of SDPWS 201001. already Increased by 4095 for wind 6 Dead load shall include the a 6 -Dead load ler mineable areas combination EO 1e-14 a 16.16 17( Shear Wall with wood shear panels: actovre-2ebe) Loacelion 27 Pware , _ Pier No — 1900 lbs. ASD I 1300 Its. ASD 0 lbs. ASD 0 lbs. ASD L - 21n End Post: b= 3 in. d= 5.5 in. E- 1600000 psi Stud properties: Stud Spacing: 16 in. D.C. Wood species: Doug. Fir G= 0.5 Segment Man hod- (sciPws-2oae chapter 43) Pier no.1 Pier no.2 11(0)• 21 Hill 8 h1(ft)- 7 deed kiad(pm= 0 Sheathing properties: short dimension across the studs $pari rating: 2410 to 7116 in. G; 13 kips/in do 0.061 in. Type= OSB Pierno.3 Pierno.4 Pierno.5 Pierno6 Pierno.7 Plerno.8 Plerri Pier no.10 Pier no.l l Pierno,12 Aspect ratio 318 #DIV/01 #DIV/01 #DIV/01 #DIVIDI #DIV/O! #DIVIDI #DIV/01 #DIV/0! #DIV/01 #DIVIDI #DIV/01 W#Ide,l,ee on,(P10= 90.5 #DIVI01 #DIVIDI #DIVI01 #DIVIDI #OIVI01 #DIVIDI #DIV/01 #DIV101 #DIVI01 #DIV/01 #DIVIDI Windsepenaina 8"o.c. IIDIV/el #DIVIDI #0111101 #DIVIDI #DIVl01 #DIVIDI #DIVIDI 11DIV101 #DIV101 111DIVI01 #DIVl01 Wlnd„e,e•,s,p(lbs.)= 507 0 0 0 0 0 0 0 0 0 0 0 Wlndeel.n(In)• 0.097 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/O! #DIVIDI #0111/0! #DIV/01 #DIV/01 #DIV/01 %oyloadparpsnal 1.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 O.ODO Se/afnicye„eda,ew(pir)= 0.0 #DIVIDI #0111101 #DIVl01 #DIVIDI #DIVI01 #DIV/01 #DIVIDI #0111/$1 #0111101 #DIVIDI #DIVIDI Selsmlceepenemp= 6"o.c. #DIVIDI #DIVIDI NOW101 #0111101 110IVI01 #0111101 1110IVI01 #DIVIDI #0111101 #0111101 #DIVIDI Salamlc,,,,a,,,,lgllbs.j• 0 0 0 0 0 0 0 0 0 0 0 0 Selamlceyeeae„(in)= 0.031 0.000 0.000 O.00D 0.000 0.000 0.000 0.000 0.000 0.000 0.000 O.ODD Wind OT From Above 429 0 0 0 0 0 0 0 0 0 0 0 Seismic OT From Above 0 0 0 0 0 0 0 0 0 0 0 0 Wind Total OT Force 937 0 0 0 0 0 0 0 D 0 0 0 Seismic Total OT Force 0 0 0 0 0 0 0 0 0 0 Hold-down size User Notes: 1) Neils. BE cammona 2) Field Nailing: ad ®12'o C. 3) At panel edge, Mall he blocked per aecllon 437 of SOP WS -2008. 4) Wooden coloulanon panecfon 491 of the SDPWS-2008. a) Table Mod 3 is increased by 40% for wind loads per IBC section 23M 3. Table 4.3A of SDPWS 2008 is already Increased by 40% for wind 6) Dead load shall Include the 0 640ead load for allowable stess combination ED. 18.14 6 16-15 171 Loacation 17 2600 the. ASO 0 Iba. ASD L= 21n Shear Wall with wood shear panels: lsopwa-:0051 Pwo„ Pier No. _ From This Level's D!aph. Only 720 ba. ASD •••: •; •; •: •: •:• Olbe. ASD Sheathing properties: short dimension across the studs Span mlIng: 24/0 1= 7/16 in. G; 13 kips/in da= 0.081 in. Type= OSB Pistil Pier ri Pier no.5 Pier no.6 Pler no.7 P!er ri Pier no.9 Pier no.10 Pier no.11 Pier no.12 #DIV/0! #DIV/01 #DIV/0! #DIVIOI #DIV/01 #DIVIOI #DIV/01 #DIV/O! #DIV/01 #DIV/O! Winalall m.w(Plf)= End Post: b= 3 in. d= 5.5 in. E- 1600000 psi #DIV/01 Stud properties: Stud Spacing: 16 in.. o.c. Wood species: Doug. Fir G- 0.6 Segment Method: (8DPWS-2009 Chapter 43) #DIVl01 Pier no.1 Pier no.2 IB(I)= 21 H(ft)= 8 hB(ft)= 7 dead Ioad(p10= 0 Aspect ratio 318 #DIVIOI Shear Wall with wood shear panels: lsopwa-:0051 Pwo„ Pier No. _ From This Level's D!aph. Only 720 ba. ASD •••: •; •; •: •: •:• Olbe. ASD Sheathing properties: short dimension across the studs Span mlIng: 24/0 1= 7/16 in. G; 13 kips/in da= 0.081 in. Type= OSB Pistil Pier ri Pier no.5 Pier no.6 Pler no.7 P!er ri Pier no.9 Pier no.10 Pier no.11 Pier no.12 #DIV/0! #DIV/01 #DIV/0! #DIVIOI #DIV/01 #DIVIOI #DIV/01 #DIV/O! #DIV/01 #DIV/O! Winalall m.w(Plf)= 123.8 #DIVIOI #DIV/01 #DIVI01 #DIVl01 #DIVIOI #DIVIOI #DIV/01 #DIVIOI #DIVIOI #DIVI01 #DIV/01 Wind,aa,a,aao B•'o.c. #DIV/01 #DIVIOI #DIVI01 #DIVl01 #DIV/01 #DIVIOf #DIVIOI #DIVI01 #DIVI01 #DIVIOI #DIVIOI Wlnd,.,ad,mbe(Ibs.)= 281 0 0 0 0 0 0 0 0 0 0 0 Winddana„ (1 J= 0.108 liDIV/01 #DIV/OI #DIV/01 #DIV/0! #DIVIOI #DIVIOI #DIV/01 #DIV/01 #DIVIOI #DIV/01 #DIV/01 %o/loadperponel 1.000 0.000 0.000 0.000 0.000 0,000 0.000 O.DO0 0.000 0.000 0.000 0.000 Se/amlc�a .(plry= 0.0 11 #DIV/01 #DIV/01 #DIVIOI #DIV/01 #DIV/01 #DIVIOI #DIVIOI #DIVI01 ODIVI01 #DIVI01 SalamlCoassnaFa 6"o.c. #DIV/01 #DIVI01 #DIV/01 #DIVIOI #DIV/01 #DIVIOI #DIVIOI #DIV/01 40DIVI01 #DIVIOI #DIVl01 Selamlcaaaa,esy(Ibs.)- 0 0 0 0 0 0 0 0 0 0 0 0 Selsmlcadaas,a(fn)- 0.031 0.000 0.01DO 0.000 O.00D 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Wind OTFrom Above 937 0 0 0 0 0 0 0 0 0 0 0 Selamlc DT From Above 0 0 0 0 0 0 0 0 0 0 0 0 Wind Total OTForce 1218 0 0 0 0 0 0 0 0 0 0 0 Selamlc Total OTFozce 0 0 0 0 0 0 0 0 0 0 Hold-down size Veer Notes: 1) Nails: 9dcommons 2) Field Nailing: Btl 12"o c 3) NI panel edges shall be Clocked per BeClion 4.3 .7 of eDPWS-2W3- 4) Defection calculation per saclion 4.32 ofthe SDPWb200. 5) Table 23M3 is increased by 40% for wind loads per JBC setlion 23093. Tab1s43Aof SDPWS 200(lis already IncroeBed by40% for wind 5) Dead load shell include the 06-Daed load lorallowable stags Combination E0.1&14&16-16 It Perforated Shear Wall with wood panels: (spews-2ooe) add Line: 39 P,. v. Pier No. P. . 14001bs. . . . . . .,. •. •. •. •.. •.• P,s,rex= 0lbs. L= 21 It End Post: Sheathing properties int b= 3 in. long dimension across the studs d= 5.5 in. span,surd: 2410 E= 1600000 psi 1= 7/16 in. Stud properties: Ga= 15 lbadn Stud Spacing: 161n. oc. da- 00811n. Wood species: Doug. Fir Type= OSB in. G= 0.5 Derforated Method: (80Pwa-2dse DM1apler 43) Pier ria., Pier no 2 Pier no.3 Pier no.4 Pier no.5 Pier noS Pier no,7 Pier no.8 Pier no.9 Pler no.l0 Pier no.11 Pler no.l2 I'M' 4 6 3 0 0 0 0 0 0 0 0 0 H(n)- 6 8 a 0 0 0 0 0 0 0 0 0 h,(f0= 7 7 7 0 0 D D 0 0 0 0 0 Aspect ratio: Max. Opening Height )6 of full height sheathing Co Wlnde„„ede (P10= Wlndempe,.a,a- Winda•,d=me(Ibs.)= Wlndda,di,n(In)= Wlndw(pit)- Selam/csxseduae, (pn)= So/am/cspi,,.a,s= Selsmlca ae,aa(Ibs.)- Selsmicayedo,(ln)= Se/smlce,,dplD= Hold-down size 2 1113 22/3 #DIV/01 #DIVNI #DIV/0I #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV(01 #DIW01 h 62% 0.69 166.1 pit 6 "o.c. 1249 lbs: at the end of each panel Windoverturning(lbs.) From Above: 0lbs: at the end of each panel 0.146 in. Winloverturning(lbs.) Total= 12491bs: at the end of each panel 156 pg 0.0 pit 6 ' o.c. 0 Ill at the end of each panel 0.050 in. 0 p0 1) Nelle: Ild c0mmpng 5) TeCle 2308.31e inmaesed by 409{ IorxiM bade penedion 2306 3 2) Reid Miss: M @ 12.0 c 6) UaWD.a par SDPWS-2006 sepeon 4 3 5 3-3,] ve Will role IM1e spread eM1epl 3) All panel adgeeehea be blocked per SDPWS-2008 aeceee 4.3] 7) U,DRoekulelionpm SDPWS-2008aec8on 43641 173 Perforated Shear Wall with wood panels: IeDPwsao0el Grid Line: 2 9 P_ Pier No. _ Pvn3= 2300 lbs. P,amm= 0lbs. x , L= 21 0 h(IO it. IB) .I End Post: Sheathing properties Im to 3 in. long dimension across the studs J.5.5 1n. span rebne: 24/0 16000 E= 00 psi 1= 7116 in. Stud properties: Go= 15 lbslin Stud Spacing: 16 in o.c, da= 0.081 In. Wood species: Doug. Fir Type= OSB in, G= 0.5 Perforated Method. (SDPWS-2008 chapter 43) Martial Pier no.2 Plerno.3 Pier no.4 Pier no.5 Pier no.6 Pier no.7 Pier no.8 Pierno.9 Parno.10 Pierno.11 Plena l2 h(B)= 4 6 3 0 0 0 0 0 0 0 0 0 H(fl)= 8 8 B 0 0 0 0 0 0 0 0 0 ht(B)- 7 7 7 0 0 0 0 0 0 0 0 0 Aspect ratio: 2 11/3 22/3 Al #DIV701 Al #DIV/01 #DIV101 #DIV/01 #OIVMI #OIV/01 #Divrol Mae. Opening Height h % of full height sheathing 62% Co. 0.69 Whhd,,o,.aeh.r(Pl 256.4 p0 Wlyde,who= 6"O.c. Wlndoalm.,p(lbs.)= 2051 Ibal at the end of each panel Wind4s.eenQn)= 0.211 In. Wlnd,pz,(pIN= 256 pr SNamle,sptlurr (Plf)= 0.0 p# Selsmlc,dp assent 5 "0.0. S#Ismlco,.ea,,o(Ibl 0 [be.. at the end of each panel Seism/c4,lm,(In)= 0.050 In. Seramlcy,,,(pVp= 0 P Hold-down size O Wlndoverturning(lbs) From Above= 1249 lbs: at the end of each panel Windoverturning(lbs.) Total= 3300 lbs: at the end of each panel 1) Ni el comma= 5) Table 2J06 9 b Inuaesed by 4083 lorxiM belt penedipn 2306 J 2) Field hiar Bd @ 12'o c el Dmltadona per SDPWS -20DB secOon 435 3 -3,7 en built into the tribal sheet 3)All panel ado. bell be Mockel per SDPW54008 section 437 7) UpOacalcule0onperSDPWS-2000nection4384.1 171 Perforated Shear Wall with wood panels: Isopws-:noel 3rid Line: 19 Ps, Pier No. _ P.me= 310D Itis. Pee,,,ep= 0 be. x ' L= 21 0 Ar(0) II l0) `I End Post: Sheathing properties 101 be 3 In. long dimension across the studs d= 5,5 in. spenredno: 2410 E• 16D000D psi t= 7/16 In. Stud properties: Ga= 15 Ill Stud Spacing: 16 In. D.c. de= 0.081 In. Wood species: Doug. Fir Type= 088 In, G= 0.5 Perforated Method: (BOPwe-2009ohePter43) Pier no.t Pier not Pier no.3 Pier no.4 Pier no.5 Pier no.6 Pier no7 Pier no.8 Pierno.9 Plerno.10 Pierno.11 Pierno.12 ',(it). 4 6 3 0 0 0 0 0 0 0 0 0 H(ft)= 8 8 8 0 0 0 0 0 0 O 0 0 h,(ft)= 7 7 7 0 0 0 0 0 0 0 0 0 Aspect ratio: Max. Opening Height %of full height sheathing Co W/rd.wr"AAA (Plf)= Wirdmp,,.rro= W/nd,,,n,u,p(Ibs.)= WindeaMM(ID)= Wlnd„pe(p6)= Selsmk+a„ aures (pv))= Sefsmlceys..'e Selsmlc„ae„ep(lbs.)= Selsm/ce,,,aa,(In)= Selsmlc„p.l(P10- 2 11/3 22/3 #DIV/01 #DIV/01 #DIVIDI 9DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 h 62% 0.69 345.8 ptl 6 "D.c. 2765 lbs: at the end of each panel Windoverturningilbs.) From Above= 33001ts: at the end of each panel 0.267 In. Wind(pverturning(Ibs.) Total= 60651bs: at theend ofeach panel 346 pit 0.0 pH 6"0.0. 0 Its: at the end of each panel 0.050 In. 0 pit Hold-down size O 1) NWv. wso. 5) TrWe 23M 3 Is Increas=e by 40% her MM loads per secllon 23062 2) Field Net, ad {$12'oc. 6) Llmllebons per $DPW$ -2009 section it 3.53-3,7 are built Milo Ne spread shoot 3) U MAO Alps shop per blpcted per$0PW8-2006 114 3.7 7) Uplift calculifien perSDPWS.1006 esel. 4 a 8, 41 175 10 2500 lbs. ASD 0 lbs. ASD L- 15 It Shear Wall with wood shear panels: IsDI vs -20011) Pwe,. Pier No. _ From This Level'a Diaph. Only 2600 lbs. ASD •••••••, •, •, •,•,' 0 lbs. ASD ad End Post: Sheathing properties: b- 3 in. short dimension across the studs d= 5.5 in. Span rating: 2410 E= 1600000 psi to 7/16 in. Stud properties: G,= 13 kips/in Stud Spacing: 16 in. ox. d,= 0.061 In. Wood species: Doug. Flt Type= OSB G= 0.5 Segment Method; (SOPWS-2008 Chapter 43) Piet no.i Pier no.2 Pier no.3 Pier no.4 Pier no.6 Pier no.6 Pier no,7 Pier no.8 Pier no 9 Pier no.10 Pler no.11 Plerno.12 h(f0= 15 H(tt)= 8 ht(ft)= 7 dead load(pIf)= 0 Aspect ratio 1/2 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIVIOI #DIV/OI #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIVIOI 141nden,.w.5esr(Ps)= 166.7 #DIVIOI #DIVIOI #DIVIOI #DIVIOI #DIVI01 #DIVl01 #DIVIOI #DIVIOI #DIVIOI #DIVIOI #DIVIOI W/ndw,,.r,a„o 6"o.c. #DIVIOI #DIVI01 #DIVIOI #DIVI01 #DIVIOI #DIVl01 #DIVIOI #DIVI01 #DIVIOI #DIVIOI #DIVIOI Wlndo..nomwg(Ibl 1378 D 0 0 0 0 0 0 0 0 0 0 Wmds„.(in)= 0.147 #DIV/01 #DIV/01 #DIVIOI IIDIV/01 #DIWOI #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIVIOI %ofloadperpanel 1.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0000 0.000 0.000 0.000 Seism/c,a,,.,d,t,—(p10= 0.0 #DIVIOI #DIVIOI #DIVIOI #DIVIOI #DIVIOI #DIVIOI #DIVIOI #DIVIOI #DIVI01 #DIVIOI #DIVI01 Selemlcs,e s,,v. 6"o.c. #DIVIOI #DIVI01 #DIVIOI #DIVIOI #DIVIOI #DIVIOI #DIVIOI #DIVl01 #DIVIOI 10W/01 #DIVI01 SeismlCos,a,mg,g(Ibe.)= 0 0 0 0 0 0 0 0 0 0 0 0 Selamlcb,,,,.=,(In)= 0.043 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Wind OT From Above 0 0 0 0 0 0 0 0 0 0 0 0 Seismic OTFrom Above 0 0 0 0 0 0 0 0 0 0 0 0 Wind Total OT Force 1379 0 0 0 0 0 0 0 0 0 0 0 Salsmlc Total OT Forc e 0 0 0 0 0 0 0 0 0 0 Hold-down size user Notes: 1) Neils'. ad commons 2) Field Nailing: ad 12'OC. 3) All panel edge. net be blocked per section 4 3 7 of SOPWSd0011 4) Deflection calaolallon par eaction 432 of the SDPWS 20M 5) Table 23M 3 is inCrOesed by 40% for wind loads per IBC section 2306.3 Table 4 3A of SDPWS 200615 already Incmased by 00% Imwlnd. 6) Dead load shall Include the 06'Dead load for allowable steel Combination Ed 16-14916-16 17E Loacatlon 210 4100 Ibs, ASD 0 Iba. ASD L- 15n Shear Wall with wood shear panels: ISDPWS4005) Pwo,a Pier No. From This Level's Diaph. Only 1600 lost. ASD •••••, •, •,•,•, •,• 0 Ibs. ASD iF _ •❑• 4ln) • 4. (n) L in, End Post: Sheathing properties: ' 8"o.c. Se1smlcww1„„w(Ibs,)- 0 Selsmlca,r,n,.,(In)- 0.043 Wind OT From Above 6= 3 in. short dimension across the studs 2262 Seismic Total OT Force Hold-down size d= 5.5 in. span rallog'. 2410 E- 1600000 psi 1= 7/161n. Stud properties: Ga- 13 kips/in Stud Spacing: 16 In, o.c. d, 0.081 in. Wood species: Doug. Fir Type= OSB G= 05 Segment Method: (SDPWS-2008 chapter 4.3) Pier no,1 Pier no.2 Pier no.3 Pier no.4 Pier no.5 Pier no 6 Pier no.7 Pier no.6 Pler no.9 Pier no.10 Pier no.11 Pier no.12 1100= 15 H(n)m 8 h,(n)= 7 deed lensi 0 Aspect ratio 112 #DIV/01 #DIV/01 #DIV/01 0DIV/01 #DIV/D! 0DIV/01 #DIV/0! #DIV/01 0DIV/01 #DIV/01 #DIV/01 Wind yewm.ner(p!)- 273.3 #DIVI01 #DIVI01 #DIVI01 #DIV101 #DIVI01 #DIVI01 #DIVI01 #DIV101 #DIV101 #DIV101 #DIVl01 Wlnd,ap,,,aa,o 6"o.c. #DIVI01 #DIVI01 #DIV/01 #DIVI01 #DIVI01 #DIVIDI #DIVI01 #DIV101 #DIV101 #DIV101 #DIV101 Wind... ue n, lbs.)= 663 0 0 0 0 0 0 0 0 0 0 D Wlnd,,.a,n(in)- 0.214 #DIV/01 #DIV/01 #DIV/01 #DIV101 #DIV101 #DIV/01 #DIV/01 1 4DIVI01 #DIV/01 #DIV101 %of load per panel 1.000 0.000 0.000 0.000 0.000 0.000 0000 0.000 0.000 0.000 0.000 D.000 Selsmic.,,.ed.,e. (pu - 0.0 Selsmlcedpanea,o 8"o.c. Se1smlcww1„„w(Ibs,)- 0 Selsmlca,r,n,.,(In)- 0.043 Wind OT From Above 1379 Selsmlc OT From Above 0 Wind Total OT Force 2262 Seismic Total OT Force Hold-down size #DIVI01 #DIV101 #DIVI01 #DIVl01 #DIVIO) #DIV/01 41 #DIVI01 #DIV/01 10VIDI #DIVn01 #DIVl01 #DIV101 11DIV101 #DIV101 #DIVIDI #DIVI01 #DIVI01 #DIV101 #DIV101 #DIVI01 #DIV/01 0 0 0 0 0 0 0 0 0 0 0 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0(10 0.000 0.000 0 0 D 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 User Notes: 1) Nails: 6d cemlllons 2) Field Nailing: So Q 12"o c 3) All panel edges shall be blocked per section 4 3 T of SDPWS206. 4) Denedlon calculation per section 432 of the SDP WS 2006. 5) Tape 2306 3 is increased by40% for wind loads per IBC section 230.3. Table 4.3A of SDPWS. 200 is already Increased by 40% for wind 6) Dead load shall include the 06•Deed load for allowable Mess combination EQ 16.14&16.16 177 Shear Wall with wood shear panels: ISDPWS-20061 Loacation 1 10 Pw,n. Pier No. _ Total From This Level's Diaph, Only Paid= 72001bs. ASD 3100 Its. ASD P..*= 0lbs. ASD 0Its. ASD L 150 _ _ Wind OT From Above 2262 End Post: Sheathing properties: 0 ' 0 0 0 0 0 0 0 b- 3 in. short dimension across the studs 0 0 0 0 0 0 d= 5.5 In $pen rating: 2410 0 0 0 0 0 0 0 0 0 E= 1600000 psi t= 7/16 in, 0 0 0 0 0 0 0 Hold-down size Stud properties: Go- 13 kips/in Stud Spacing: 16 in. oc. d; 0.081 in. Wood species: Doug. Fir Type= OSB G- 0.5 Segment Method: (SDPWS-2008Ch0pler43) Pier no.l Pier no.2 Pier no.3 Pier no.4 Pier no Pier no.6 Pier no.7 Pier nob Pierno.g Pier no.10 Pier no.l l Pierno.12 144= 15 H(ft)= 8 hi(ft)= 7 dead load(p10= 0 Aspect ratio 1/2 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV101 #DIV/01 #DIV/01 #DIV/O! #DIV/01 #DIV/D! #DIV/01 trnd,ri(pll)= 460.0 #DIV/01 #DIVI01 #DIVI01 #DIV101 #DIVI01 #DIVI01 #DIV/01 #DIVI01 #DIVI01 #DIV/01 #13111/01 Wlnd,dp.o,aia Cox. #DIV/01 #DIV/01 #DIV101 #DIVI01 #DIVI01 #DIVI01 #DIV101 #13IV101 #DIV/01 #DIV/01 #DIVI01 W/nd..a.ing(lbs.)m 1710 0 0 0 0 0 0 0 D 0 0 0 WinddnourfrO )= 0.344 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV101 #DIV/0I #DIV/01 #DIV/OI #DIV/01 #DN/DI #DIV/01 % of load perpanel 1.000 0.000 0.000 0000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Selamlc.,,„ad ai(0)a 0.0 #DIV101 #DIVI01 #DIVI01 #DIVI01 MV101 #DIV101. 0DIV101 0DIV101 #DIVI01 #DIVI01 #DIVI01 Selsmlc,y,man,p= 6"o.e. #DIVI01 #DIV101 0111101 #DIVI01 #0111101 #DIVI01 #DIW01 410111101 #DIV/0I riDWI01 #DW10I Se/sm/c,,w,adWp(Iba.)= 0 0 0 0 0 0 0 0 0 0 0 0 Selsmlcmar,w(in)• 0.043 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Wind OT From Above 2262 0 0 0 0 0 0 0 0 0 0 0 Seismic OTFrom Above 0 0 0 0 0 0 0 0 0 0 0 0. Wind Total OT Force 3972 0 0 0 0 0 0 0 0 0 0 0 Seismic Total OT Force 0 0 0 0 0 0 0 0 0 0 Hold-down size User Nola,: 1) Nail" fid commons 2) Field Nailing fid a 12'0 c 3) At panel edge. Shall be blacked per section 4.3 7.1 WFuNS-2008. 4) collection calculation per section 432 of the SOPWS-2008. 5) Table 23M 31. increa.ed by 40%tar Wind 10001 per IBC section 2308.3. Table 4 3A of SDPWS 2005 i, already funneled by 40% for wind. 6) Dead load that include the 0 Mead bad for allowable sass combination UO 16-14516-15 178 Shear Wall with wood shear panels: (sopwss00e) Loacatlon 1 11 P—,, Pier No. _ Total From This Level's Diaph. Only Pwbd= 2300 lbs. ASD 230, lbs, ASD P.wnc= 0 lbs. ASD 0 lbs. ASD x ••❑•:�••• •••••• L = 8.25 h Sheathing properties: short dimension across the studs Span rating'. 2410 t= 71161n. G,= 13 kips/in d; 0.081 in. Type= OSB Pierno.3 Pierno.4 Pierno.5 Pierno.6 Pierno.7 Pierno.8 Pi6rno.9 Plerno.lDPlerno.11 Pierno.12 Aspect ratio End Post: be 3 in, d= 5.5 in. E- 1600000 psi #DIViO1 Stud properties: Stud Spacing: 16 in. ox, Wood species: Doug, Fir G= 0.5 Segment Method: (SI)PWM-2008 Chapter 43) #DIVIOI Pier no.1 Pier no.2 If(h)= 2.4 2.4 H(0)= 8 8 hl(ft)= 7 7 dead load(p10= 0 0 Sheathing properties: short dimension across the studs Span rating'. 2410 t= 71161n. G,= 13 kips/in d; 0.081 in. Type= OSB Pierno.3 Pierno.4 Pierno.5 Pierno.6 Pierno.7 Pierno.8 Pi6rno.9 Plerno.lDPlerno.11 Pierno.12 Aspect ratio 31/3 31/3 #DIV/01 #DIVIOI #DIV/01 #DIV/01 #DIV/01 #DIViO1 #DIV/01 #DIVIOI #DIV/01 4DIV/01 Wintl....s,(P81= 479.2 479.2 #DIVIOI #DIVIOI #DIVIOI #DIVI01 #DIV1OI #DIVIOI #DIV/01 #DIVIO1 #DIV/01 #DIV/01 Wind. d,. nwt"o= 4"o.c. 4"o.c. #DIVIOI #DIVIOI #DIVIOI #DIVIOI #DIVIOI #DIVIOI #DIVI01 #DIVIOI #DIVIOI #DIVIOI Windk.m.ena(Ibs.)= 4842 4842 0 0 0 D 0 0 0 0 0 0 Windeelawn(in)= 0.696 0.596 #DIV/01 #DIV/01 #DIV/01 #DIVIOI #OIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 % of load per panel 0.600 0.500 O.ODO 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Selsmfc an. (plf)= 0.0 0.0 #DW101 #DIVl01 #DIVI01 #DIVIOI 1101V101 #DIVIOI #DMO) #DIVI01 #DIVIOI #DIVIOI SeismlC„aea.zna= a"o.c. 8"o.c. #DWI01 #DWI01 #DIVIOI 01DIV101 0111101 #DIVIOI #DIVIOI #DIVIOI #DIVIOI #DIVIOI Selsmlcaa,yn,,,a(Ibs.)- 0 0 0 0 0 0 0 0 0 0 0 0 Selsmlc„r„a,n(In)- 0.270 0.270 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 O.ODO W/nd OTFnfm Above 0 0 Seismic OT From Above 0 0 Wind Total OT Force 4842 4842 Seismic Total OTForee T Hold-down size I 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 User Notes: 1) Neils. so commons 2) Field Nailplc: ad ®1T'o c 3) An panel edges shall be blocked per section 4 3 7 of SOPWS-2008, 4) Def abtlOn calculation per section 4 3 2 club. SDPWS 2008 6) Table 23%31s increased by 409 for wind toads per 190 saclion 23M 3 Table 4 M Of SDPWS 2008 W already increased by 40% for wind. 6) Dead load shall include the 0 Vowed betl for allowable stess combination E0. 16­14&I6A5 179 Loacation 312 4800 lbs. ASD L = 25 I Shear Wall with wood shear panels: (sDPWS4006) Pr,. v1ny 4800 tbs. ASD • , • , • , • , • 0 lbs. ASD _ ❑'. Sheathing properties: short dimension across the studs spanrating: 24/0 t= 7/161n. G,= 13 kips/in d,= 0.081 in. Type= OSB Pier no.3 Pier no.4 Pier noS Pier no.6 Pier no.7 Pier no.8 Pier no.9 Pier no.10 Pier no.11 Pier no.12 #DIV/0! #DIVIO1 #DIV/01 #DIV/O! #DIV/0! #DIVIO1 #DIVIO1 #DIV/01 #DIV/0! #DIVIO1 Wind a,,,,d... (Plf)= End Post: b= 3 in. d= 5.5 in. E= 1600000 psi #DIVIO1 Stud properties: Stud Spacing: 16 In. ox Wood species: Doug. Fir G- 0.5 Segment Method: (SOPWS-2008 chapter 43) #DIV101 Pierno.l Pier no.2 ,(it)- 25 H(f0= 8 h1(ft)= 7 dead load(p0)= 0 Aspect ratio 1/3 #DIV/01 Shear Wall with wood shear panels: (sDPWS4006) Pr,. v1ny 4800 tbs. ASD • , • , • , • , • 0 lbs. ASD _ ❑'. Sheathing properties: short dimension across the studs spanrating: 24/0 t= 7/161n. G,= 13 kips/in d,= 0.081 in. Type= OSB Pier no.3 Pier no.4 Pier noS Pier no.6 Pier no.7 Pier no.8 Pier no.9 Pier no.10 Pier no.11 Pier no.12 #DIV/0! #DIVIO1 #DIV/01 #DIV/O! #DIV/0! #DIVIO1 #DIVIO1 #DIV/01 #DIV/0! #DIVIO1 Wind a,,,,d... (Plf)= 192.0 #DIV/01 #DIV/01 #DIVIO1 #DIVIO1 #DIVIO1 #DIVIO1 #DIVIO1 #DIVI01 #DIVIO1 #DIVIO1 #DIV/01 W/ndeda.aaeql= 6"o.c. #DIVIO1 #DIV/01 #DIM #DIV101 #DIVIO1 #DIVIO1 #DIVIO1 #DIVIO1 III #DIVIO1 #DIVIO1 W/nd.,..n,_,(Ibs.)- 1567 0 0 0 0 0 0 0 0 0 0 0 Wlnda,ldw(in)= 0.145 #DIV/01 #DIV/01 #DIVIDI #DIVIO1 #DIVIO1 #DIV/01 #DIVIO1 #DIVIO1 #DIVIO1 #DIV/01 #DIV/01 %ofloadperpanel 1.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Setsmlceit.w,ua„-(p0)- 0,0 #DIVIO1 #DIVI01 111DIV/01 #DIVIO1 #DIVIO1 #DIVIO1 ODWI01 #DIVI01 #DIVIO1 #DIVIO1 NDIV101 Selsm/c.do,ndene= 8"0.0. #DIVIO1 #DIVIO1 #DIVIO1 #DIVIO1 #DIVIO1 #DIVIO1 #DIVIO1 #DIVIO1 ODIV/01 #DIV/01 ODIVI01 Se/fmlcd,-a,ro,(los.)= 0 0 0 0 0 0 0 0 0 0 0 0 Selsmlcde,eo„(In)= 0.026 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Wind OT From Above 0 0 0 0 0 0 0 0 0 D 0 0 seismic oTFrom Above 0 0 0 0 0 0 0 0 0 0 0 0 Wind Total OTForce 1567 0 0 0 0 0 0 0 0 0 0 0 seismic Tore) OT Force 0 0 0 0 0 0 0 0 0 0 Hold-down size I I I i I I I I I I User Notes: 1) Nails: so commons 2) Field Nailing: fitl®17.0. 3) M panal edges shall be blocked par ...If. 437 of SDPWS-2006. 4) Deflection calculation per section 432 of the SDPWS-2008 5) Table 23063 is increased by 40% for wind loads per IOC section 23063 Teb1e4Mof SDPWS 2008 Is already increased losable for wind. 6) Dead load shall Include the 06 -Dead load for allowable doss cambinatlon EQ 16-14&16-15 18( Shear Wall with wood shear panels: (sopw3-20051 Loacation 212 Pwe,e Pier No. Total From This Level's Diaph. Only P.. w 7800 lbs. ASD 3000 Ibs. AS P,w.,da= 0 Ibs. ASD 0 Ilos. AS L= 26 It i . .� L tm J End Post: Sheathing properties: b= 3 In. short dimension across the studs d= 5.5 In, Spanrating: 24/0 E= 1600000 psi to 7116 In. Stud properles: G,= 13 kips/in Stud Spacing: 16 In ox de 0.081 In. Wood species: Doug. Fir Type= OSB G= 0.5 Segment Method: (SDPWs200e chapter 4.3) Pierno.t Pier no.2 Pier no.3 Pier no.4 Parnc.5 Pierno.6 Pierno.7 Plernc.8 Pierno.9 Pier no.10 Pier no.11 Plerno.12 It(n)= 25 Hill)- e h1(ft)= 7 dead load(p10= 0 Aspect ratio 1/3 #DIV/01 #DIV/01 #DIV/01 4DIV/0I 11DIV/01 #DIVI01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 Wlnds,_ww„r(p1f)- 312.1) #DIV101 #DIVIDI #DIV/01 #011/101 #DIVIDI #DIVI01 #DIVI01 AN71V/01 #DIV/01 #1)11//01 #DIVIOI W/nds,,p,,,,e,o 6"o.c. #DIV/01 #DIV101 #DIVI01 #DIV101 #DIV/01 #1)11/(01 #DIVI01 #DIV/01 #DIVI01 #DIV/01 #DIVI01 W/nda,,..,(Ibs.)= 980 0 0 0 0 0 0 0 0 0 0 0 Winddal .(In)= 0220 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 %ofloadperpenel 1000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0,000 0.000 0,000 0.000 SelamlcalO„emea.(plq= 0.0 #DIVIDI #DIVI01 #DIVI01 00111101 #DIV/01 #DIV/01 #DIV101 #DIVI01 #DIV/01 01DIVI01 #DIV/01 Selsmlce,o,,,,r„o 8"o.c. 11DIVI01 #DNI01 #DIV/01 #DIV101 #DIV/01 #OIVI01 #DIVI01 #DIVIDI #DIV/01 #DIVI01 #DIV/01 Se/amlcawnaao4(Ibs.)= 0 0 0 0 0 0 0 0 0 0 0 0 Selsmlcewe„een(in)- 0.028 0.000 0.1100 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 O.ODO Wind OT From Above 1567 0 0 0 0 0 0 0 0 0 0 0 Seismic OT From Above 0 0 0 0 0 0 0 0 0 0 0 0 Wind Total OT Force 2547 0 0 0 0 0 0 0 0 0 0 0 Seismic Total OT Force 0 0 0 0 0 0 0 0 0 0 Hold-down size User N.O. 1) Nelle: Bdcommens 2) Field Ni ad Q 12.0 c 3) All panel pages shell be blocked per secbon 4.3 .7 of SDIeWS-2000. 4) Deflection calculation per section 43.2 ofthe BDPWS 2008. 5) Table 23M 31e increased by 40% for wind loads per IBC section 23M 3, Table 4.3A of SDPWS 20M is already Increased by 40% far wind S) Deed load shall Include the 0.610ieed toad for allowable all combination EO 1844 815-15 181 Loacetion 112 11000 Ibs. ASD 0 Ibs. ASD L= 258 Shear Wall with wood shear panels: (SDPWS-4008) Powis Pier No. From This Levels Diaph. Only 3000 lbs. ASD •, •, •, 0 Iba. ASD Sheathing properties: short dimension across the studs span rating: 24/0 1= 7/16 in. G,= 13 kipsfin da 0.081 in. Type= OSB Pier no.3 Pier no.4 Pier no,5 Pier no.6 Pier no.7 Pier no.8 Pier no.9 Pier no.10 Pier no.11 Pierno.12 #DIV/0! #DIV/01 #DIV/O! #DIV/01 #DIVl01 #DIV/01 #DIV/O! #DIV/0! #DIV/0! #DIV/01 #DIVI01 #DIV101 #DIVI01 10DIVI01 #DIVf01 #DIVI01 #DIV101 #DIV/01 #DIVI01 #DIVl01 #DIVI01 #DIV101 #DIV101 #DIVI01 #DIVIOI #DIV/01 #DIV101 #DIVI01 #011//01 #DIV101 0 0 0 0 0 0 0 0 0 0 #DIV/01 #DIV101 0DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV101 #DIV/01 #DIV/01 O.ODD 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0D0 0.000 Selsmlcaaaw.n.,W)= End Post: b= 3 in. d= 5.5 in. E= 1600000 psi 6131"1101 Stud properties: Stud Spacing: 16 in. o.c. Wood species: Doug. Fir G= 05 Segment Method: (SDPWS.2006 Chapter 43) #DIVIDI Pierno.t Pier no.2 I,(8)= 25 H(ft)= 8 hl(ft)= 7 dead loed(pll)= 0 Aspect ratio 1/3 #DIV/0! W/ndn,w.4.n..(p8)= 440.0 #DIV101 Wlnd,aa sal 4"o.c. #DIV/01 Wlnd,,.,N,nne(Ibs.)= 980 0 Winda,l.,d,o(in)- 0.299 #DIV/01 % of load per panel 1.000 0.000 Shear Wall with wood shear panels: (SDPWS-4008) Powis Pier No. From This Levels Diaph. Only 3000 lbs. ASD •, •, •, 0 Iba. ASD Sheathing properties: short dimension across the studs span rating: 24/0 1= 7/16 in. G,= 13 kipsfin da 0.081 in. Type= OSB Pier no.3 Pier no.4 Pier no,5 Pier no.6 Pier no.7 Pier no.8 Pier no.9 Pier no.10 Pier no.11 Pierno.12 #DIV/0! #DIV/01 #DIV/O! #DIV/01 #DIVl01 #DIV/01 #DIV/O! #DIV/0! #DIV/0! #DIV/01 #DIVI01 #DIV101 #DIVI01 10DIVI01 #DIVf01 #DIVI01 #DIV101 #DIV/01 #DIVI01 #DIVl01 #DIVI01 #DIV101 #DIV101 #DIVI01 #DIVIOI #DIV/01 #DIV101 #DIVI01 #011//01 #DIV101 0 0 0 0 0 0 0 0 0 0 #DIV/01 #DIV101 0DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV101 #DIV/01 #DIV/01 O.ODD 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0D0 0.000 Selsmlcaaaw.n.,W)= 0.0 #DIVI01 #DIVI01 #1311/101 #DIVIOI #DIV101 00111I01 6131"1101 6DIV/01 #DIV/01 #DIV101 #DIVIOI SalamIC, .raa,p 8"o.e. #DIVI01 #DIVI01 #DIVI01 #DIVIDI #DIVlel #DIWOI #DIVIDI MIMI #0111101 00I11/01 #DIVI01 Selamic„a,,,ny,p(Iba.)= 0 0 0 0 0 0 0 0 0 0 0 0 Selsmlca,hn,n(in)= 0.028 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.001) 0.000 0.000 0.000 Wind OT From Above 2547 0 0 0 0 0 0 0 0 0 0 0 Seismic OT From Above 0 0 0 0 0 0 0 0 0 0 0 0 Wind Total OTForce 3527 0 0 0 0 0 0 0 0 0 0 0 Selamlc Total OTForce 0 0 0 0 0 0 0 0 0 0 Hold-down size . User Nates: 11 Nails: Bticommons 2) Field Nailing: ad @ 12"o c 3) All panel edges shall be blocked per section 43 l of SOPWS2000. 4) Deflection calculation per section 432 of the SDPWS 2001. 5) Table 23063 Is Increased by 40% forwind loads per IBC section 2300.1 Table 43AoiSDPWS- 200B is already Increased by 40% for wind 6) Deetl load shallirelutl6lM1e OB'Daed load for ellowahle aless ca(nbinelion ED 16-0481040 18. Loacation 314 5500 lbs. ASD 0 lbs. ASD L- 19.50 Shear Wall with wood shear panels: lsopwa-zdoa) Pw"s Pier No. _ From This Level's Diaph. Only 55001bs. ASD •••••, •, •, •, •,• 0 lbs. ASD _ ......... End Post: Sheathing properties: r b= 3 In. short dimension across the studs d= 55 in. Span rating: 24/0 E= 1600000 psi 1= 7/16 in. Stud properties: G,= 13 kips/in Stud Spacing: 16 ino.c. d; 0.081 In. Wood species: Doug. Fir Type= OSS G= 0.5 Segment Method: aDPW53o08 Chapter 43) Pier not Pier no.2 Pier no 3 Pier no.4 Pier no.5 Pier no.6 Plot no7 Pier no.8 Pier no.e Pier no.10 Pier no.11 Pier no.12 I,(0)= 19.5 H(0)= 8 h,(0)= 7 dead load(p10= 0 Aspect ratio 2/5 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #D1V/01 #DIV/01 1DIV/01 #DIV/01 #DIV/01 #DIV/OI Wlndea,V,edeher(pir= 282.1 11 #DIV/01 #DIV/01 i101V101 #DIVI01 #DIV/01 #DIV/01 11DIV/01 #DIVI01 #DIVI01 #DIV/OI Windeeceeei 6••o.c. #DIV/01 #DIVIDI #DIV/01 #DIVIOI #DIVI01 11DIV101 #DIV101 11DIVI01 #DIW01 #DIVI01 #DIV/01 Wind„=tnii(Ibs.)= 2316 0 0 0 0 0 0 0 0 0 0 0 Wlnd4n.=,(in)= 0.209 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 11DIV/01 11DIV/01 % o/ load per panel 1.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 ODOD Selamlca„„Omao (plf)• 0.0 Seismic eeii.,n = 6"o.c. Selamlc„ea„ny,a(IbsJ= 0 Selsrnic4,rey,n(Io)= 0033 Wind OT From Above 0 Seismic OTFrom Above 0 Wind Total OT Force 2316 Seismic Total OT Faroe Hold-down size F— #DIVI01 #DIVI01 #DIVMi #DIV/01 #DIVI01 1DIVi01 #DIV/01 #DIV/01 #DIVI01 #DIVI01 #DIVI01 1DIV/01 #DIVI01 #DN101 11DIV/01 #DIV/01 #DIVI01 #DIV/01 0DIV101 #DIVI01 1DIV/01 #DIV/DI 0 0 0 0 0 0 0 0 0 0 0 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0- 0 0 U50, Notes: f) Halls: 8Ewmmons 2) Field nisi g: 81. 3) NI panel Mgea shall be blocked per section 4 3 i o1 tu)i 2008. 4) DeOecllon calculation per section 432 of the SDPWS.2008. 5) Table 2306.9 is IOCleeaed Dy 10%lor wintl laatle par IBC [action 2304.3. Table 4.M of SDPWS 20DB Ia already increeaed by40%lar wind 6) Dead load shall Include the 06•Deed load for tllowable e1a66 combination W 16-1481 183 14 9000 lbs. ASD O lbs. ASD L = 19.5 fl Shear Wall with wood shear panels: leopwszooa) P,a, Pier No. _ From This Levers Diaph. Only 3500 1116. ASD •, 0 Ibs. ASD _ ..❑'.' End Post: Sheathing propenes: ' It= 3 In. shot( dimension across the studs d= 5.5 in. span rating: 24/0 E- 1600000 psi i= 7/16 in. Stud properties: Of. 13 kips/in Stud Spacing: 16 in. o.c d,= 0.081 in. Wood species: Doug. Fir Type= OSB G- 0.5 Segment Method: (SDPWS 2006 chapter 4.3) Pier no.t Pier no.2 Pierno.3 Pier no.4 Pier ri Pier nob Pier no.7 Pier no.8 Pierno.9 Pier no.10 Pier no.l l Pierri 1100- 19.5 H(f0= 8 hl(fi)= 7 dead load(pir)= 0 Aspect ratio 2/5 #DIV/O! #DIV/01 #DIV/01 #DIV/DI #DIV/01 #DIV/0! #DIVIOI #DIVIOI 11DIV/0! #DIV/01 #DIV/01 W/nd..d a,a(PO)= 461.6 #DIVIOI #DIVI01 #DIVI01 #DIV/01 #DIVIOI #DIVIOI #DIVIOI #DIVIOI #DIVIOI 11DIVI01 #DlVlol Wlnd,daeo:am= 4"o.c. #DIV/01 #13111101 #DIVI01 #DIV/DI #DIVIOI #DIVI01 0DIV101 #DIV/01 #DIV/01 11DIV101 #DIV101 Wintl"„m„bp01fli 1474 0 0 0 0 0 0 0 0 0 0 0 Wmddn.(In)= 0.321 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #13111/0! #DIV101 #DIV701 4DIV/01 #DIV/01 % of loadperpane/ IDOD 0.000 0.000 0.000 0.000 0000 0.000 0.000 0.000 0.000 OA00 0.000 Selamlce,,.....,(p10= 0.0 #DIVIOI #DIVI01 #DIV/01. 111DIV10I #DIV/01 #DIV/01 #DIVIOI #DIVIOI #DIV/OI 001\1701 #DIV/DI Selsmm.,,,a,o 6"o.c. #DIVIOI #DIVIOI 11DMOI 90I11101 #DIVI01 #DIV/01 #DIVIOI #DIVIDI 4DIV101 #DIVIOI #DIV/01 Selamlow,e,mba(Ibs.)= 0 0 0 0 0 0 0 0 0 0 0 0 Selsmlcmnna,(!n)= 0.033 0.000 0.000 0.000 0.000 0.000 O.ODO 0.000 0.000 0.000 0.000 O.00D Wind OTFrom Above 2316 0 0 0 0 D 0 0 0 0 0 0 Seismic OT From Above 0 0 0 0 D 0 - 0 0 0 0 0 D Wind Total OT Fume 3789 0 0 0 0 0 0 0 0 0 0 0 Seismic Total OTFome 0 0 0 0 0 0 0 0 0 0 Hold-down size User Notes: 1) Naih: adcommon. 2) Field NailingSd (glVo c 3) M panel edges $hell be blocked per section 4 37 of SUMS 2008 4) Deflecllon calculation per sections 32ofthe SDPWS-2008. 5) Table 2306.3Is Increased by 4016 for wind loads per IBC section 23W 3. Table 4.3A of SOPWS 2006 is already increased by 40% for wind 6) Dead load shell Include the 06•Dead load for allowable arms combination EO 16 is & 1615 18d Shear Wall with wood shear panels: (SWIMS -20e1111 Loacation 114 P,„„e Pier No. Total From This Levels Diaph. Only P.e 130001be. ASD 3600 Fine. ASD •, •, •, •, •,',' 0 Itre. ASD _ 0 Ibs. ASD L = 19.5 ft Id#) h (D L f0) End Post: Sheathing properties: T be 3 in. short dimension across the studs d- 5.51n. span raring: 24/0 E= 160000D psi IS 7116 in. Stud properties: Ge= 13 kips/in Stud Spacing: 16 in, o.c. de= 0.081 In. Wood specles: Doug. Fir Type= OSB G= 0,5 Segment Method: (SDPW62W8 Chapter 43) Pier no.l Pier no.2 Pier no Pier no.4 Pier no.5 Pier no.8 Pier no.7 Pier no.8 Pier no.9 Plerno.lO Pierno.11 Plerno.12 I40f 19.5 H(0)= 8 hl(#)= 7 dead bad(p10= 0 Aspect ratio 215 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #0111/01 #DIV/01 #DIV/01 #DIV101 #DIV101 #DIV/01 Wlnd,ro.e4aher(p#)= 666.7 #0111101 #DIV101 #DIV101 #DIV/01 #DIV/01 #DIV101 #DIV101 #DIVl01 #DIV101 #DIVl01 #DIVI01 W/ndedoepaffi„o S"O.C. #DIV101 #DIV101 #DIV101 1DIV/01 #DIVI01 #DIVI01 #DIV/01 #DIV101 #DIVI01 #DIV/01 #DIV101 Winds.=,h,_,(Ibs.)- 1516 0 0 0 0 D 0 0 0 0 0 0 Winddm<ame(Im)= 0.449 tiDIV/01 #DIV/01 #DIV101 #DN/01 #DIV/01 #DIV101 #0111/01 11DIV/01 #DIV101 #0111/01 #DIV/01 % of load perpenel 1.000 0,000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Selamic,rew"Shea(p#)= 0.0 #DIVl01 #DIV101 #DIV/01 #DIVI01 #DIWDI #DIV101 #DIWDI alit #DIVI01 #DIVI01 #DIVl01 Se/smlceepeae.,p= a"o.C. #DIV101 #DIV/OI #DIVI01 #DIVMI #Dll 0DIV101 #0111101 90I1//01 0111101 #DIVI01 #DIV/01 SelsmlaSw,,re,ppbsJ= 0 0 0 0 0 0 0 0 0 0 0 0 Sellemicdelenoa(hil 0.033 0.000 0.000 0.000 0.000 O.00D 0.000 0.000 0.000 0.000 0.000 0.000 Wind OT From Above 3789 0 0 0 0 0 0 0 0 0 0 0 Seismic OT From Above 0 0 0 0 0 0 0 0 0. 0 0 0 Wind Total OT Force 5305 0 0 0 0 0 0 0 0 0 0 0 Seismic Total OTFome 0 0 0 0 0 0 D 0 0 0P Hold-down size Uwr Notes: 1) Nails: 8d commons 2) Field Nailing: Btl a 12'0 C 3) All panel edges shall be blocked per section 4.J.] or SOPWS-2008. 4) Denection cakulanpn per lialhOn 4.32 of Ina SOPWS-2008 5) Table 23M 3 is increased by 40% W wind load. per IBC Seaton 2305.3. Table 4.3A OI Sthi 20081s already InCreased by 4" for wind 5) Dead load shell Watee and 0 WNS6load for allowable Sloss Combination EO 16-14 81615 185 Shear Wall with wood shear panels: (sOPWe.2008) Loscation 3 15 Pe.— Pier No _ Total From This Levels Diaph. Only P.,µ4= 1100 lbs. ASD 1100 lot, ASD •, •, •, •, •,• P. -i- O life. ASD 0 IDs. ASD L= 26 it J 401) Obaee,a(N3 ` L rn1 Sheathing properties: short dimension across the studs Span Mint: 24/0 is 71161n. G; 13 kips/in d,= 0.081 in. Type= Otte Pierno.3 P!erno.4 Pierrel Pierno.e Pierno.7 Plernc.8 Pierno.9 Plerni Pierre ll Pierno.112 #DIV/0! #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIVIO! #DIV/01 #DIV/O! #DIVI01 #DIVI01 #OIV101 0DIVl01 #DIV/01 1113111701 #13111101 #DIVI01 0113111101 #13111101 0 0 0 0 0 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 0,000 0.000 0.000 0.(101) 0.000 #DIVI01 #DIVI01 #13111101 #DIV/01 #GNIDI 11DIV/01 11113111101 #DIV/01 #DIV/01 #13111101 0 0 D 0 0 #DIV/01 #DIV101 #DIV/01 #DIV10I III 0.01)0 0.000 0.000 0.000 0,000 Seism/c+,,,dm„(pV)- End Post: b= 3 in. d= 5.5 in. E= 1600000 psi #DIV/0I Stud properties: Stud Spacing: 16 In. o.c. Wood species: Doug. Fir G- 0.5 Segment Method: (SDPW5-2008CMpler43) #DIVI01 #DIV101 Plerno.l Pier no.2 It(fl)- 26 H(ft)= 8 hl(n)- 7 deed load(plf)= 0 Aspect ratio 113 #DIV101 Windfall ... (PK)= 42.3 #DIVI01 Wind,44,neao 6"o.c. #DIVI01 W/nde..menne(!bsJ= 345 0 Winddtlx4.n(In)= 0.051 #13111/01 % olload per panel 1.DD0 0.000 Sheathing properties: short dimension across the studs Span Mint: 24/0 is 71161n. G; 13 kips/in d,= 0.081 in. Type= Otte Pierno.3 P!erno.4 Pierrel Pierno.e Pierno.7 Plernc.8 Pierno.9 Plerni Pierre ll Pierno.112 #DIV/0! #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIVIO! #DIV/01 #DIV/O! #DIVI01 #DIVI01 #OIV101 0DIVl01 #DIV/01 1113111701 #13111101 #DIVI01 0113111101 #13111101 0 0 0 0 0 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 0,000 0.000 0.000 0.(101) 0.000 #DIVI01 #DIVI01 #13111101 #DIV/01 #GNIDI 11DIV/01 11113111101 #DIV/01 #DIV/01 #13111101 0 0 D 0 0 #DIV/01 #DIV101 #DIV/01 #DIV10I III 0.01)0 0.000 0.000 0.000 0,000 Seism/c+,,,dm„(pV)- 0.0 111DIVI01 01DIVI01 #DIVIUI #DIV/DI #DIVl01 #DIV/01 #DIV/0I #DIVl01 #DIVMI #DIVICI #0111101 Seism/c,4s-res a"o.c. #DIVI01 #DIVI01 #DIVI01 #DIV101 #13111101 #DIVI01 #DIVI01 #DIV101 #DIV/01 #DIVI01 #DIVl01 Se1sm1c,,,,,n„4(Itdl 0 0 0 0 0 0 0 0 0 0 0 0 Selsmle4„n„(in)= 0.025 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Wind OT From Above 0 0 0 0 0 0 0 0 0 0 0 0 Seismic OT From Above 0 0 0 0 0 0 0 0 0 0 0 0 Wind Total OT Force 345 0 0 0 0 0 0 0 0 0 0 0 Seismic Total OTForce 0 0 0 0 0 0 0 0 0 0 Hold-down size Veer Nolen, 1) Nails: Bit commons 2) FWd Nailing: 80 Q 12.0. c. 3) Ni panel edges shall be blocked per section 4170 SDPWS.2000 4) Deflection cekul llon per section 432 of the SDPW62008 5) Table 2306 3 I Increased by 40% for wind loads per I30 sedion 23W 3. Table 4.3A 01 SDPWS 2008 Is already Increased by 40% for wind. 6) Dead load shall includelhe06.Oead load for allowable stes s combination E0.Is. 1461615 Loacation 215 1500 lbs. ASD 0 Ibis. ASD L= 26# Shear Wall with wood shear panels: lsDPws-21)(e) P-1. Pier No. _ From This Level's Diaph. Only 360 lbs. ASD •, •, •, •,•,• 0 lbs. ASD End Post: Sheathing properties: n Selsmlcd.f..e.n(in)= 0.025 Wind OTProm Above 345 Seismic OT From Above b= 31n. short dimension across the studs Hold -dawn size F— d= 5.5 in. Span rating: 24/0 E= 1600000 psi is 7/16 in. Stud properties: G; 13 kipslln Stud Spacing, 16 in. o.c. d.= 0.081 in. Wood species: Doug. Fir Type= OSB G= 0.5 Segment Method: (SUMS 2008 Chapter 4.3) Pier no.1 Pier not Pier no.3 Pier no.4 Piet no.5 Pier nos Pier no7 Pier no 8 Pier no,0 Pier no.10 Pier no.11 Pier no. 12 11011)= 26 H(ft)= 8 ht(ft)= 7 dead Ioad(p10= 0 Aspect ratio 1/3 #DIV/01 41DIV/01 #DIV/01 #DIVl01 #DIV/01 #DIV/01 #DIV/01 #DIV/0! #DIV/O! #DIV/01 #DIV/01 Windm.wedm.w(P!0' 67.7 #DIVI01 #DIVI01 #DIVI01 #DIVI01 11DIV/01 11DIV101 #DIVI01 #DIVI01 #DIVI01 #DIVI01 #DIV/01 W/nd.d,.ny„a Vox, #0111101 #011/101 #DIV/01 #DIV/OI #DIVI01 #DIVI01 #DIV101 #DIV/01 #DIVI01 #DIV101 #DIVl01 Wlnd...e,map(Ibs.)= 113 0 0 0 0 0 0 0 0 0 0 0 Windd.Is..n(In)= 0.061 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #011//01 % o/ load perpanel 1.000 0000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Se/sm/cm.w.d m—(Pfr)= 0.0 SelsmlC,da•,,.a,a 8"O.e, Selsmlcd.f..e.n(in)= 0.025 Wind OTProm Above 345 Seismic OT From Above 0 Wind TotelOTForce 458 Seismic Total OTForce Hold -dawn size F— #DIVI01 #DIVIOI #DIVI01 9DIVI01 #DIVmI #DIVI01 00I1//01 tiDIV/01 #DIVI01 #DIVI01 #DIVI01 #DIVI01 #0111101 #DIV/01 #DIVl01 #DIV/01 #DIV/01 #DIVI01 #DIVI01 #DIV/01 #DIV/01 #DIV101 0 0 0 0 0 0 0 0 0 0 0 0.000 0.000 0.000 0.000 MOD 0.000 0.000 0.000 0.000 0.000 0.000 0 D 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 User Notes: 1) Nails: ad Commune 2) Field Nailing. so Q 12'b c 3) NI panel aloes shall be blocked per section 4.3,7 of SUMS 2006- 4) Deflection cek14ation per section 4.32 o1 the WME-2008. 5) Table 230 3 is Increased by 40% for wind loads per IBC section 230.3. Table 4 3A of SUMS 2008 is already increased by 40% for wind 6) Deed load shallmGude the 06•De,d mad for aH.sei ales, c0mbinalied EO 16.1441816 187 Shear Wall with wood shear panels: (SDPWS-2008) Loacation 115 P„,— Pier No. Total From This Level's Diaph. Only Pey,d= 1900 lbs. ASD 360 Ibs. ASD pwam = 0 Ills. ASD 0 lbs. Aso L= 26h (8) End Post: Sheathing properties: r b= 3 In, shod dimension across the studs d= 5.5 In. Span rating: 2410 E= 1600000 psi 1= 7/16 in. Stud properties: Ga= 13 kips/in Stud Spacing: 16 in. o.c. d,= 0.081 in. Wood spades: Doug. Fit Type= OSB G= 0.5 Segment Method: (SDPWS-2008 chapter 43) Pier no.l Pierno.2 Pier no.3 Pier no.4 Pier no.5 Pier no.6 Pier no.7 Pier no.8 Retrofit Pierno.lOPierno.11 Pierno.12 Ir(fq= 26 H(ft)= 8 hr(ft)= 7 dead load(plf)= 0 Aspect ratio 113 #DIV/01 #DIV/01 #DIV/01 4DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIVIO1 1I #DIV/0I #DIVIO1 Wind.,.. w e.(of)= 73.1 #DIVIO1 #DIV/01 #DIV/01 #DIVIO1 #DIVIO1 #DIVIOf #DIVIO1 #DIVIO1 #DIV/01 #DIVI01 #DIVIDI Will ... ena= 8"o.c. MIMI #DIVIDI #DIVIO1 #DIVIO1 #DIVI01 #DIVIO1 #DIVIO1 #DIV/01 #DIVIO1 #DIVIO1 #DIVIO1 W/nd.,„d(Ibs.)= 113 0 0 0 0 0 0 0 0 0 0 0 giWlndd.1..(In)= 0.070 #DIV/01 #DIVIO1 #DIVIO1 #DIV/01 #DIV/01 #DIV/OI #DIV/01 #DIV/01 #DIV/01 #DIVIO1 #DIVIOI % of load per panel 1.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 seismic dien. (Pl 0.0 #DIVIO1 #DIVIO1 #DIVIO1 #DIVIO1 #DIVI01 #DIVI01 #DIVIO1 0DIVI01 #DIVIO1 #DIVIDI 11DIV/01 S61sm/c,deare (I"o.c. #DIVIO1 #DIVIO1 #DIVI01 #DIVIO1 #DMO) 11DIVIOI #DIVIO1 #DIV/01 #DIVIO1 #DIVIO1 #DlVlol Selsm/ca,wne,l bsJ= 0 0 0 0 0 0 0 0 0 0 0 0 Seism/cd,r,m.,,(n)= 0.025 0.000 0.000 0.000 0.000 0.000 0.000 O.ODO 0.000 0.000 DODO 0.000 Wind OTFrom Above 458 0 0 0 0 0 0 0 0 0 0 0 Seismic OT From Above 0 0 0 0 0 0 0 0 0 0 0 0 Wind Toter 0TForce 571 0 0 0 0 0 0 0 0 0 0 0 Seismic Total OTForte 0 0 0 0 0 0 0 0 0 0 Hold-down sire user Notedr 1) hall BE commons 2) Field Nailing: ad @ 12"o c. 3) NI panel edges shall be blocked per section 4 3.7 of SDPWS-2008 4) Detection calculation per sec11on 4 3 2 of the MMS -2008 5) Table 23W 31s Increased by 40% for wind loads per IBC section 2308.3. Table 4 3A of SDPWS 200B Is already Increamd by 40%tor wind. 6) Deed load Shan include the 08•Dead load for allowable alas. combination E016-14 & 16 16 188 Loacation 316 L= Shear Wall with wood shear panels: 15DMIS-2008) pww$ I Pier No. Total From This Levels Dlaph. Only 1800 Its. ASD 1800 lbs. ASD 0 lbs. ASD 0 lbs. ASD S Z.; ❑.'..as . . :.:.'. 150 End Post: Sheathing properties: b= 3 in. shod dimension across the studs d- 5.5 in. span rating: 24/0 E= 1600000 psi t= 7/16 in. Stud properties: G,= 13 kipslin Stud Spacing: 16 In. o.c, d,= 0.081 In. Wood species: Doug. Fir Type= OSS G= 0.5 5egment Method: (SDPW5.2009 chapter 43) Pier no.1 Pier no.2 Pier no.3 Pier no.4 Pier no.5 Pier no.6 Pier no.7 Pier no.8 Plerno.9 Pierno.10Piernc,ll Pierno.12 I1(#)= 15 H(ft)= 8 hf(lt)= 7 dead bad(pll)= 0 Aspect ratio 1/2 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/0I #DIV101 #DIV/01 #DIV/0l Wlndeaw,dw,e=(plf)= 120.0 #DIVI01 #DIVI01 #DIVI01 #DIVI01 #DIV/01 #DIV/01 #DIVI01 #DIV/01 #DIV/01 #DIVIDI #DIVI01 Wlnd,4p,ewvw= Vo.c. #DIV/ol #DIV101 #DIV101 #DIVI01 #DIV101 #DIV101 #DIVI01 #DIV/01 #DIV/01 #DIV/01 #0I11/01 Anda«m,mna(Ibs.)= 993 0 0 0 0 0 0 0 0 0 0 0 Windd,w.(in)= 0.118 #DIV/01 #DIV/01 #DIV/01 #DIVl01 #DIV/01 #DIVI01 #DIV/01 #DIV/0I #DIV/01 #DIV/01 #DIV/01 %olloadperpanel 1.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0,000 0.000 0.000 Salamlca„etl,l,e(p10= 0.0 #DIV101 #DIV101 #DIVI01 0111101 #DIVIDI #DIVl01 #DNI01 NDIVI01 #DIVIDI #DNI01 #DIV101 5elsmlc,q„nrs= 6"c.c. #DIV101 111DIVI01 #D8/101 #DIVI01 #DIVIDI #OIVl01 #DIVIDI NDIV/01 #DIV/01 #DIVIDI #DIVI01 Selsmlosono,,we(lbs.)= 0 0 0 0 0 0. 0 0 0 0 0 0 Se1smlc4,,,a,n(in)= 0.043 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Wind Or From Above 0 0 0 0 0 0 0 0 0 0 0 0 Selsmlc OTFrom Above 0 0 0 0 0 0 0 0 0 0 0 0 Wind Total OT Force 993 0 0 0 0 0 0 0 0 0 0 0 Selsmlc Total OT Force 0 0 0 0 0 0 0 0 0 0 Hold-down size User Notes: 1) We: Bdoommone 2) Field Nalingad 12"o c, 3) All panel edges shall be blocked per section 4 3y of SDPWS-2008. 4) Miscues calLW9nen Psi $action 4 3 2 of the SDPWS 2008. 5) Table 2306 3 I Invested by 40% for wind loads per IBC Section 2305 3 Table 45A of SDPWS 2008 is already increased by 40% for wind e) Deatl load shall includ¢ Iba 0 e•Deetl loetl for albwaale sleds combination ED 16-14616-15 189 Shear Wall with wood shear panels: (SDPWS-20001 Loacalion 216 PW.. Pier No. Total From This Level's Disph. Ony Pwrd= 27DD lbs, ASD 900 Ill ASD •. •. •, •,•,•. •,. Pena• 0 roe. ASD 0 Ibs. ASD Ea :1 . L- 1511 fill) 4. - (% •..� L (%1 End Post: Sheathing properties: F b= 3 in. short dimension across the studs d= 5.6 In, spanning. 24/0 E- 1600000 psi 1= 7/16 in. Stud properties: G„ 13 kips/in Stud Spacing: 16 in. D.c. d,= 0.081 In. Wood species: Doug, Fir Type- OSB G= 0.5 Segment Method: (SDPWs2008 Chapter 43) Pier no.t Pier ril Pier no.3 Pier no,4 Pier no.5 Pier no.6 Pier no.7 Pier no.8 Pier no.9 Pier no.10 Pier no.11 Plerni Ir(tt)= 15 H(%)= B ht(fl)= 7 dead load(plf- 0 Aspect ratio 112 111 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIW01 #DIV/01 #DIV/01 Wlndaaee,d d,.=(p1N= 180,0 #DIVIDI #DIV/01 #0111101 #DIVIaI #DIV/01 #DIW01 #0111101 #0111101 #DIVI01 #DIVI01 III Wind.de.nea,u 8"o.c. #DIVI01 #DIVI01 #DNI01 #DIVI01 #DIVI01 #DIVI01 00111/01 #0111101 #0111101 1I #DIVI01 Wlndeam,mna(Ibs.)= 497 0 0 0 0 0 0 0 0 0 0 0 W/neld.re=wn(In)= 0.166 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIVI01 #DIV/OI #DIV/01 #DIVl01 #DIV/01 #DIV/01 % of load per panel 1.000 0.000 0.000 O.ODD 0.000 0.000 D.000 0.000 0.000 0000 0.000 0.000 Se/smlcwm,WdrW.(p10= 0.0 #0111101 #DIVI01 #DIVI01 #DIVI01 #DIV/01 #DIVI01 #DIV/01 #DIV/01 #DIVI01 #OIV/01 #0111/01 Selamicas,orw,p= 6"o.c. #0111/01 #DIV/01 1%7111101 40I11/01 #DIVI01 41 111101 #0111/01 #0111101 #DIV/01 #DIV/01 #DIVI01 Selsmicq.,w,m,a(lbs.)= 0 0 0 0 0 0 0 0 0 0 0 0 Selamledda4m(In)= 0.043 0.000 0.000 0.000 O.DOD 0.000 0.000 0.000 0.000 0.000 0.000 O.00D Wind OT From Above 993 0 0 0 0 0 0 0 0 0 0 0 Seismic OTFrom Above 0 0 0 0 0 0 0 0 0 0 0 0 Wind Total OT Force 1490 0 0 0 0 0 0 0 0 0 0 0 Seismic Total OT Force 0 0 0 0 0 0 0 0 0 0 Hold-down size User Notes: 1) Nall[ adwamms 2) Field Nailing: ad ®12"o c 3) All panel edges shall be blotl ed per section 4 3 7 of SDPW5 2008. 4) Daneclioo cekulallon per section 432 of the SDPWS 2008. 51 Tata 23M 3 is Immersed by 40% For Wind loads per IBC section 23M3 Table 4sA of SDPWS 200815 already increased by 40% for wind 6) Dead load shall Include the 06'0ead load for allowable wess combination EQ 1614 Is 1e 15 1£ Loacation 116 L Shear Wall with wood shear panels: (sO hilini oat Pwe.. Pier No Total From This Levers Diaph. Only 3400 lbs. ASD 720 lbs. ASD • , • , 0 lbs. ASD 0 Ibe. ASD 15n . . . . . . . . . E . . . . . . . & •.��n� r• r.. •.•. L (h) End Post: Sheathing properties: be 31n. short dimension across the studs d= 5.5 In. Span retina: 24/0 E- 1600000 psi t= 7/16 in. Stud properties: Ga= 13 kipslin Stud Spacing: 16 In o.c. de= 0.081 in. Wood species: Doug. Fir Type= OSB G= 0.5 Segment Method: (SDPWs2008 chapter 4.3) Pier no.1 Pier no.2 Pier no3 Pier no,4 Pier no.5 Pier no.6 Pier no,7 Pier no.8 Plerno.9 Pier no.10 Pier no.11 Piernu.12 11(n)= 15 H(n)= 8 h1(n)a 7 dead loed(p10= 0 Aspect ratio 112 #DIV/01 #DIV/01 #DIV/01 #DIV/O! #DIV/01 #DIV/O! #DIV/01 #DIV/01 #DIVI01 #DIV/01 #DIV/01 W/nd,rww cl pffi 226.7 #DIVl01 #DIV/01 #DIV/01 #DIVI01 #DIVI01 #DIVI01 #DIVI01 #DIV/01 #DIVI01 #DIV/DI #DIVI01 W/ndadoaaaaai 6"o.c. #DIVI01 #DIV/01 11DIV/01 #DIVI01 #DIV/DI #DIVI01 #DIVIDI #DIVl01 #DIV/01 #DIV/DI #DIVI01 Wlnd.wasseaitt J= 397 0 0 0 0 0 0 0 0 0 0 0 Win erfaaea(In)= 0.185 #DIWOI #DIV/01 Ill 41DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/Ol #DIV/01 % orloatl perpsne/ 1.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Selsmic+,,.a W,=(pH)= 0.0 #DIVI01 #DIVI01 #DIV/01 #DIVI01 #DIVI01 111DIVI01 #DIVI01 #DIVI01 #DIVI01 #DIVI01 #DIVPoI Selamlcadp,nnr,p= 8"o.C. 111C) 1 #DIVI01 #DIV/01 #DIVI01 #DIV701 #DIVI01 #DIVIOI #DIVI01 #DIV/01 #DIV/01 #DIVI01 Selsmlc.w,u.(Ibs.)= 0 0 0 0 0 0 0 0 0 0 0 0 Selsmloce.=,(in)= 0.043 0000 0.000 0.000 0.000 0.000 0,000 0.000 0.000 0.000 0.000 O.00D. Wind OT From Above 1490 0 0 0 0 0 0 0 0 0 0 0 Seismic OT From Above 0 0 0 0 0 0 0 0 0 0 0 0 Wind Total OTForce 1887 0 0 0 0 0 0 0 0 0 0 0 Seismic Total OT Force 0 0 0 0 0 0 0 0 0 0 Hold-down size User Notes: 1) Neta: BG commons 2) Fold Nalllne. 81 12"d o 3) Al panel edges shall be blocked par section 437 of 8DPWS-2008. 4) Mori calWallon per section 43.2 On the SDPWS 2006. 5) Table 2306 3 is increased by 40% for wind loads per IBC section 23M 3, Table 43A of SDPWS 2008 is already Increased by 40%lor wind. 6) Dead load shall include the 06•Dead load for allowable ideas wmbinstlon ED 161 ' i i 191