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HomeMy WebLinkAbout1515 S Pine St Technical - Building50C ''')'6 ,80 5 -20 f2ui "\-1 L2g -LO rIVDI XID'4s Date 07/02/07 By I E Reep, P E PROJECT INFORMATION AND CRITERIA OWNER/ADDRESS TAX PARCEL NUMBER/SITE ADDRESS Reep Engineering Consulting Inc I E (Gene) Reep P E 8205 Sunset Lane Pasco WA 99301 Phone (509) 547- 9087/Cell 366 -2869 E Mail reepengineering ©charter.net Washington License No 14364 Idaho License No 8908 ICC No 465600 TYPE OF DESIGN EXTENT OF DESIGN REFERENCE CODES STANDARDS Reep Engineering Consulting, Inc. LATERAL ENGINEERING FOR HILINE HOMES PLAN 1768 [30 -PSF SNOW 110 -MPH EXP C, SDC D2] 1 PROJECT INFORMATION Johnnie Larena Lamore XXXX South Pine Street Port Anaeles. Washington 98362. See permit application PLAN NUMBER 1 HiLine Homes Plan 1768 2 STRUCTURAL DESIGNER INFORMATION €2 7 al I EXPIRES: 01 /24/09 Page 1 of 5 1 Note The above stamp applies to the structural members and assemblies described in the following calculations only and is valid with a copied or wet stamp intended for reuse by HiLine Homes. Inc. 3 SCOPE OF DESIGN Lateral engineering analysis of wind and seismic forces on building Structural specifications for residence and two -car garage 2006 International Building Code (IBC) 2006 International Residential Code (IRC) National Design Specification (NDS) American Society of Civil Engineers (ASCE) Standard 7 American Society for Testing Material (ASTM) Standard A307 American Plywood Association (APA) Diaphragms And Shear Walls Design/ Construction Guide November 2004 Date 07/02/07 By I E Reep, P E Reep Engineering Consulting, Inc LATERAL ENGINEERING FOR HILINE HOMES PLAN 1768 [30 -PSF SNOW, 110 -MPH, EXP C SDC D2] 4 DESIGN CRITERIA I FLAT ROOF SNOW LOAD (LIVE LOAD). I LRnnf 30-osf maximum. ROOF DEAD MAD. I DRnnf 15 -psf. EXTERIOR WALL DEAD LOAD. I Dwan 15 -psf. I INTERIOR WALL DEAD LOAD. I Dwaii 10-osf. SEISMIC DESIGN CATEGORY. 1 SDC D2. I BASIC WIND SPEED. 1 110 -mah I WIND EXPOSURE FACTOR. I C I ALLOWABLE SOIL PRESSURE. 1.500 -psf MATERIAL SPECIFICATIONS Project Information And Criteria Description Specifications And Design Criteria Engineering Calculations CONTENTS TABLES IN ATTACHMENT Table A. Plan 1768 Structural Specifications Allowable Loads Table B Wind Design Criteria Table C Seismic Design Criteria Table D Wind Loads Table E Minimum Wind Loads Table F Seismic Loads Table G Controlling Shear Loads Table H Wind Shear Wall Loads Table I Seismic Shear Wall Loads Table J Roof Diaphragm Load Calculations Page 2 of 5 Framing Material No 2 Hem -Fir minimum Wood Structural Panels APA Rated 10d Nails Diameter 0 148 -in 8d Nails Diameter 0 131-in Concrete Strength 28 -days 2 500 -psi Anchor Bolts ASTM A307 Steel Page 1 Page 3 Page 3 Page 3 Page A -1 Page A -2 Page A -3 Page A -4 Page A -5 Page A -6 Page A -8 Page A -9 Page A -10 Page A -11 By I E Reep, P E Reep Engineering Consulting, Inc. Date 07/02/07 LATERAL ENGINEERING FOR HILINE HOMES PLAN 1768 [30 -PSF SNOW 110 -MPH, EXP C, SDC D2] Page 3 of 5 DESCRIPTION This report provides engineering calculations and structural design specifications for HiLine Homes Plan 1768 planned for construction in Port Angeles Washington The two -story house is 1,768 -sf in area plus an optional two -car garage Design specifications are provided in Table A and wind and seismic design criteria including calculations are included in Tables B and C respectively Lateral engineering calculations are provided in Tables D through J Calculations are performed using Microsoft Excel linked worksheets SPECIFICATIONS AND DESIGN CRITERIA Structural specifications and design criteria are provided in Tables A, B and C as discussed in the following paragraphs Table A. Specifications of Structural Components And Fasteners Specifications are provided for size and spacing of anchor bolts shear wall hold -downs shear wall sheathing and nailing shear transfer and roof framing Structural specifications are identified with respect to Wall Lines which are shown on plan sheet S2 Table B Wind Design Criteria ASCE Standard 7 Section 6 4 Method 1- Simplified Procedure is used for determining wind loads Wind design criteria are based on a 110 -mph basic wind speed and Building Height and Exposure Factor (ij C Overturning moments due to wind forces are less than allowable restorative dead load moments as shown in Table F Uplift loads for roof tributaries are calculated assuming the maximum uplift for wind Zone E or F applies to the tributary area Table C Seismic Design Criteria Seismic design loads are based on Site Class D soils per ASCE Standard 7 Section 11 4 2 and Table 20 3 -1 for stiff soils and a maximum flat roof snow load (Pf) of 30 -psf The Equivalent Lateral Force Procedure of the American Society of Civil Engineers (ASCE) Standard 7 Section 12 8 is used for calculating seismic forces ENGINEERING CALCULATIONS Engineering calculations are documented in Tables D through J based on specifications in Tables B and C These tables provide the following information Table D Wind Loads Wind loads and overturning moments are calculated in Table D for two orthogonal directions transverse and longitudinal Calculated values are linked to Table G Controlling Shear Loads to determine if wind minimum wind, or seismic loads control design of lateral restraint. Unit uplift on the building is also calculated for both the transverse and longitudinal directions Overturning loads due to design base winds are calculated with a link to Table F Seismic Loads where they are compared to seismic and building restoring loads Date 07/02/07 By I E Reep, P E Reep Engineering Consulting, Inc. LATERAL ENGINEERING FOR HILINE HOMES PLAN 1768 [30 -PSF SNOW 110 -MPH, EXP C, SDC D2] Page 4 of 5 Table E Minimum Wind Minimum wind loads are provided in Table E based on horizontal pressures equal to 10 psf and vertical pressures equal to zero per ASCE 7 Section 6 4 2 1 1 Calculations are performed for both transverse and longitudinal directions and linked to Table G for comparison to wind and seismic loads Tables F Seismic Loads Table F provides seismic shear loads for a maximum flat roof snow load 30 -psf Flat roof snow loads are included in Table J to determine the added effect of flat roof snow loads greater than 30 -psf Calculations are based on seismic design criteria in Table C and the Lateral Force Procedure method of ASCE Standard 7 Section 12 8 This procedure is valid for Occupancy Category I or II buildings of light frame construction not exceeding three stories in height for SDC D and higher per ASCE 7 Table 12 6 -1 Seismic loads are calculated for transverse and longitudinal directions Overturning moments are calculated in the table and compared to allowable restoring dead load moments Overturning loads due to design base seismic forces are calculated and compared to restoring loads The building is stable with respect to overturning Table G Controlling Shear Loads Table G provides a summary of seismic shear loads Shear load values from Tables D E and F are compared to determine controlling lateral forces The controlling values are linked to Tables H and I for calculating maximum shear wall loads for wind and seismic forces respectively Table H Wind Shear Loads Table H provides transverse and longitudinal loads on the building structure including wall length applied unit shear shear wall length resistive unit shear unit drag load unit dead load on shear walls and hold -down loads for the various shear wall lengths based on controlling wind shear loads from Table I Shear wall hold -down loads are calculated based on wind and dead load combinations using the allowable stress design method per ASCE Standard 7 Section 2 4 Table I Seismic Shear Loads Table I provides transverse and longitudinal loads on the building structure including wall length applied unit shear shear wall length resistive unit shear unit drag load unit dead load on shear walls and hold -down loads for the various shear wall lengths based on seismic shear loads from Table G Shear wall hold -down loads are calculated based on wind and dead load combinations using the allowable stress design method per ASCE Standard 7, Section 2 4 Reep Engineering Consulting, Inc. Date 07/02/07 LATERAL ENGINEERING FOR HILINE HOMES By I E Reen, P E PLAN 1768 [30 -PSF SNOW, 110 -MPH EXP C SDC D2] Page 5 of 5 Table J Roof Diaphragm Calculations Table J provides roof diaphragm load calculations for determining diaphragm shear for seismic loads and comparing these loads with wind and minimum wind loads from Table G Shear wall and roof diaphragm deflections are calculated to confirm that the diaphragm is flexible as allowed by ASCE Standard 7 Section 12 3 1 1 Strength level seismic unit shear values are used to calculate deflections Calculations are based on American Plywood Association (APA) Report T2002 -17 Estimating Wood Structural Panel Diaphragm and Shear Wall Deflection April 17 2002 Uplift due to design base wind loads are calculated assuming that the roof experiences a maximum uplift pressure from wind zones E or Zone F Allowable roof dead loads plus truss connections exceed uplift by an acceptable margin 16 1.4 4 0.8 TY. i l y 06 sn_ (1) Q4 w c.) 0.2 Maximum Considered Earthquake Ground Motion Site Class D Fa 1.00 Fv 1.50 Zip Code 98362 Central Lat. 47.973542 deg Central Long. 123.381177 deg 0 0 0.5 1 1.5 2 Period, sec #erio<1, secT NI S g 0.001 0.497 0.12 1.2411 i 0.20 1.2411 0.621 1.241 0.70 1.090 0.80 0,954 0.901 0.848 1.001 0.763 1.141 0.694 1.201 0.636 1 301 0.587 1.401 0.545 1.501 0.500 1.601 0.477 1.701 0.449 1.801 0.424 1.901 0.402 2.001 0.382 Reep Engineering Consulting, Inc Page A Table A. Plan 1768 Structural Specifications Allowable Loads (6 sheets) This table provides summary structural specifications Additional details for standard specifications and calculation of allowable loads are provided at the end of this table Explanation of Wall Lines Shear walls and structural specifications are identified with Wall Lines on plan Sheet S2 Lettered Wall Lines are generally identified from front to rear of the building and numbered Wall Lines start at the left and continue to the right (standard plan) For reversed plans Wall Lines remain the same except numbered Wall Lines start at plan right. Wall Lines A, D and 3 are eliminated when the optional garage is not included in the plan Main Level Structural Specifications Foundation Anchoring Specifications (All Wall Lines) Maximum applied shear per Tables H or I (Ib) I 7,087 Maximum anchor bolt Load 72 -in o c minimum 2 anchors per mudsill (Ib) I 886 Allowable anchor bolt load for 1 /2 -in dia A307 bolts with 7 -in embedment (Ib) I 912 Install 1 /2 -in dia ASTM A307 anchor bolts 72 -in o c per standard specification Shear Wall Hold -Down Specifications Wall Line A (Standard Garage Door Location) Maximum overturning tension load per Tables H or I (Ib) I 1 067 Install Simpson STHD8 Strap Tie Holdowns per standard specification as shown on the plan (total of 4 STHD8s) when overhead garage door is installed in this location Allowable tension load for Simpson STHD8 Strap Ties is 2 370 -lb I 2 370 Wall Line 3 (Optional Garage Door Location) Maximum overturning tension load per Tables H or I (Ib) I 1 131 Install Simpson STHD8 Strap Tie Holdowns per standard specification as shown on the plan (total of 4 STHD8s) when overhead garage door is installed in this location Allowable tension load for Simpson STHD8 Strap Ties is 2 370 -lb I 2 370 Wall. Line D (Optional Garage Door Location) Maximum overturning tension load per Tables H or I (Ib) I 2,264 Install Simpson STHD8 Strap Tie Holdowns per standard specification as shown on the plan (total of 4 STHD8s) when overhead garage door is installed in this location Allowable tension load for Simpson STHD8 Strap Ties is 2 370 -lb I 2 370 Wall Line B (All Wall Segments) Maximum overturning tension load per Tables H or I (Ib) I 681 Fasten OSB panels to mudsill and wall bottom plate at with 8d nails 6 -in o c Fasten each end of wall bottom plate to mudsill with 1 /2 -in dia X 4 -in long lag screws with 2X2X3/16 -in flat washers (total 8 lag screws) per standard specification Allowable overturning load for 1 /2 -in lags and mudsill nailing 966 -lb per standard 936 specification Wall Line C (At Locations Shown on Sheet S2) Maximum overturning tension load per Tables H or I (Ib) I 324 Fasten each end of wall bottom plate to pony wall below with 1 /2 -in dia ASTM A307 bolts 2X2X3/16 -in flat washers under bolt head and nut. (total of 3 GWB wall segments 6 bolts /threaded rods) Fasten OSB panels to pony wall with 8d nails 6 -in o c Allowable load per standard specification 527 I 527 Revised 07/02/07 Lateral Specs Plan 1768 -07 Lamore Lateral- 110 -mph Exp C SDC D2.xls 7/2/2007 1 Reep Engineering Consulting, Inc Page A Table A. Plan 1768 Structural Specifications Allowable Loads (6 sheets) Shear Wall Sheathing Specifications All Exterior Wall Lines (Except Garage Portals) Maximum resistive unit shear load per Tables H or I (lb /ft) I 221 Apply 7/16 -in OSB wood structural panels to Hem -Fir framing members with 8d nails 6 -in o c 12 -in o c in the field and all edges blocked per standard specification Allowable shear per standard specification (0 50)(0 93)(785) 365 -lb /ft. 365 Wall Lines A, D, 3 (Garage Door Locations) Maximum resistive unit shear load per Table I (lb /ft) 180 Fasten OSB panels to Hem -Fir framing with 8d nails staggered 4 -in o c on edges and 12 -in o c in the field Framing on panel edges is 3 -in nominal Allowable load per standard specification 400 -lb /ft. J 400 Wall Line 2 (GWB Shear Wall) Maximum resistive unit shear for seismic loads per Table I (lb /ft) I 90 Fasten Simpson WB106 Wall Bracing to framing members per standard specification and manufacturer's instructions Fasten 1 /2 -in GWB drywall panels to both sides of Hem -Fir framing members per standard specification Sheath pony wall below interior GWB shear wall with 7/16 -in OSB Fasten OSB to framing members with 8d nails 6 -in o c on edges and 12 -in o c in the field Allowable shear for seismic loads per standard specification 172 -lb /ft. j 172 Shear Transfer Specifications Standard For All Wall Lines Fasten double top plates together with 10d nails 12 -in o c and 6 -in o c at splices Overlap splices 4 -ft. minimum Fasten OSB wall sheathing between shear wall segments at same fastener spacing as on shear walls Fasten OSB panels to mudsills with minimum 8d nails 6 -in o c Lap top of Main Level OSB panels 3 /4 -in onto wall top plate and fasten with 8d nails 6 -in o c per Floor -to -Floor Connection detail 2, Sheet S3 Wall Line C (Upper Level Floor -to -Shear Wall) Maximum applied unit shear per Tables H or I (lb /ft) j 103 Place solid blocking between floor joists over shear walls and fasten to shear wall top plate with 2 -10d nails in each joist bay Fasten floor joist to top plate with 1 -10d nail on each side of joist. Allowable load for 4 -10d nails 19 2 -in o c (4)(12/19 2)(1 6)(102) 402 -lb /ft I 402 Upper Level Specifications Upper Level Hold -Down Specifications Maximum overturning tension load per Tables H or I (lb /ft) I 243 Fasten shear wall panels per detail Floor -To -Floor Connection detail 1 on plan Sheet S1 Allowable overturning load for 527 -lb per standard specification I 527 Revised 07/02/07 Lateral Specs Plan 1768 -07 Lamore Lateral 110 -mph, Exp C SDC D2.xls 7/2/2007 2 Reep Engineering Consulting, Inc Page A -1 Table A. Plan 1768 Structural Specifications Allowable Loads (6 sheets) Shear Wall Sheathing Specifications Maximum resistive unit shear load per Tables H or I (lb /ft) j 215 Apply 7/16 -in OSB wood structural panels to Hem -Fir framing members with 8d nails 6 -in o c 12 -in o c in the field and all edges blocked per standard specification Allowable shear for wind per standard specification (0 50)(0 93)(785) 365 -lb /ft. I 365 Upper Level Shear Transfer Specifications Standard For All Wall Lines Fasten double top plates together with 10d nails 12 -in o c and 6 -in o c at splices Overlap splices 4 -ft. minimum Fasten OSB wall sheathing between shear wall segments at same fastener spacing as on shear walls Lap bottom of Upper Level OSB panels 3 /4 -in onto Main Level wall top plates and fasten with 8d nails 6 -in o c per Floor -to -Floor Connection detail 2 Sheet S3 Wall Lines 1, 2, &3 (Gables) Maximum applied unit shear per Tables H or I (lb /ft) J 117 Fasten gable -end trusses to double top plates with 2 -10d toenails 16 -in o c Allowable load for (0 83)(2)(12/16)(1 6)(84) 203 -lb /ft. 203 Wall Lines A, B, D, E (Eaves) Maximum applied unit shear per Tables H or I (lb /ft) j 42 Fasten per Truss Connections specification below See calculations below I 381 Roof Diaphragm Framing Specifications Roof Sheathing Maximum applied unit shear per Table J (lb /ft) I 90 Install 7/16 -in unblocked wood structural panels per IBC Case 1 Fasten with 8 -d nails 6 -in o c on supported edges and 12 -in o c in the field See Truss Blocking Boundary Nailing below for additional requirements Basic allowable unit shear for wind loads 645 -lb /ft per NDS Table 4 2B for 7/16 -in unblocked panel diaphragms Adjustment Factor (AF) for ASD 0 5 Adjusted 323 allowable unit shear (0 50)(645) 323 -lb /ft. Truss Blocking Boundary Nailing Fasten 2X4 vent blocking in each truss bay with 1 -10d toenail into truss each side Fasten roof diaphragm to blocking with 8d nails 6 -in o c Revised 07/02/07 Lateral Specs Plan 1768 -07 Lamore Lateral 110 -mph, Exp C SDC D2.xls 7/2/2007 3 Reep Engineering Consulting, Inc Page A Table A. Plan 1768 Structural Specifications Allowable Loads (6 sheets) Truss Connections Maximum applied unit shear per Tables G Q /L Roof (Ib /ft) j 138 Fasten truss tails to top plates with 2 -10 toenails and a Simpson H2 5A or H1 Seismic Hurricane Tie fastened to truss and top plates per manufactures instructions unless noted otherwise (see sheet S3 Roof Framing Plan) Allowable load for 2 -10d common toenails (2)(0 83)(1 6)(102) 271 -lb per truss end Allowable load for H2 5A or H1 Seismic HurricaneTies 110 -lb per truss end 381 for Hem -Fir Total allowable load per truss end 271 110 381 -lb per truss end 381 -lb /ft (H2 5A ties control) Maximum net uplift on truss connection per Table J (Ib) I 233 Allowable uplift for H1 /H2 5A Seismic Hurricane Ties 400/535 -lb for Hem -Fir 400 framing (H1 controls uplift) Truss Chord Splice Nailing Maximum applied chord tension load per Tables J, C T M/b v /b8 (Ib) I 501 Fasten exterior wall top plate splices together with 10d nails 6 -in o c Minimum splice length 48 -in Allowable chord splice tension load for 10d nails 6 -in o c I 1 469 Standard Structural Specifications Allowable Loads Foundation Anchor Bolts Basic allowable single shear for fastening Hem -Fir framing to concrete with 1 /2 -in bolts 570 -lb per NDS Table 11E Adjustment for 10- minute wind /seismic loads 912 1 6 NDS Table 2 3.2 Allowable load (1 6)(570) 912 -lb Basic allowable single shear for fastening Hem -Fir framing to concrete with 1/2- inX8 5 -in long Simpson Wedge -All wedge anchors in minimum 2 500 -psi concrete with 4 5 -in embedment 1 763 -lb Adjustments for no special inspection 0 50 for 938 3 -in edge distance 0 80 and for wind /seismic loads 1 33 Allowable load (0 50)(0 80)(1 33)(1,763) 938 -lb Basic allowable single shear for fastening Hem -Fir framing to concrete with 1 /2 -in Simpson Titen HD anchors in minimum 2 500 -psi concrete with 4 25 -in embedment 1 176 2 210 -lb Adjustments for 3 -in edge distance 0 44 and for 10- minute wind /seismic loads 1 33 Allowable load (0 40)(1 33)(2,210) 1,176 -lb Hold -Downs Simpson STHD8 /10 Strap Ties Install Simpson STHD8 Strap Tie Holdowns in minimum 2 500 -psi concrete and 6 -in minimum stem wall Fasten STHD8s to 3 -in framing members with 24 -16d sinkers Allowable tension load for Simpson STHD8 Strap Ties is 2 370 -lb for minimum 2 500- 2 370 psi concrete Install Simpson STHD10 Strap Tie Holdowns in 2 500 -psi concrete and 6 -in minimum stem wall Fasten STHD10s to 3 -in framing members with 28 -16d sinkers Allowable tension load for Simpson STHD10 Strap Ties is 3 730 -lb for 2 500 -psi 3,730 concrete Revised 07/02/07 Lateral Specs Plan 1768 -07 Lamore Lateral- 110 -mph, Exp C, SDC D2.xls 7/2/2007 4 Reep Engineering Consulting, Inc Page A Table A. Plan 1768 Structural Specifications Allowable Loads (6 sheets) Shear Wall Nailing Into Mudsill Fasten OSB panels to mudsill with 8d nails c 6 -in o c Basic allowable single shear load for 8d nails and Hem -Fir framing 73 -lb per NDS Table 11N Adjustment for 10- minute wind /seismic loads 1 6 per NDS Table 2 3 2 Allowable shear load (1 6)(73) 117 -lb /nail Allowable shear wall overturning load 527 for 4 -ft panels fastened with two rows of 8d nails 6 -in o c 1/2(48/6 1)(117) 527 -lb (controls) Lag Screws /Shear Wall Nailing Into Mudsill Fasten OSB panels to both mudsill and wall bottom plate with 8d nails 6 -in o c Fasten bottom plate at each end of shear wall to mudsill and bottom plate with ASTM A307 1/2-in dia.X 4 0 -in long lag screws with 2X2X3/16 -in flat washers Allowable lateral load for 8d nails fastened to OSB panels 117 -lb per standard specification Allowable overturning load for 8d nails into both bottom plate and mudsill 6 -in o c (1/2(2)(48/6 1)(117) 936 -lb (controls) Basic allowable withdrawl load for 1 /2- inX4 -in long ASTM A307 lag screws is 302 lb /in for Hem -Fir Length of full- diameter section 2 0 per NDS Appendix L and adjustment for 10- minute wind /seismic loads 1 6 per NDS Table 2 3 3 Allowable withdrawl load (1 6)(2 0)(302) 966 -lb Nails (Per NDS Tables 11N and 2.3.2 Single shear for 8d common (0 131 -in) with 1 5 -in thickness Hem -Fir side members Basic allowable shear for 8d common nails 84 -lb Adjustment for 10- minute wind /seismic loads 1 6 Allowable shear load (1 6)(84) 134 -lb Single shear for/ Od common (0 148 -in) with 1 5 -in thickness Hem -Fir side members Basic allowable shear for 10d common nails 102 -lb Adjustment for 10- minute wind /seismic loads 1 6 Allowable shear load (1 6)(102) 163 -lb Single shear forlOd common (0 148 -in) with 1 5 -in thickness Hem -Fir side members Basic allowable shear for 10d common nails 102 -lb Adjustment for 10- minute wind /seismic loads 1 6 Allowable shear load (1 6)(102) 163 -lb Single shear for 10d common toenails (0 148 -in) with 1 5 -in thickness Hem -Fir side members (0 83)(163) 135 -lb Shear Wall Sheathing OSB Shear Wall Panels Per NDS Table 4 3A) Basic allowable shear for wind loads 785 -lb /ft per NDS Table 4 3A for 8d nails 6 -in o c on edges 12 -in o c in the field framing 16 -in o c per Note b Adjustments 0 50 for ASD and 0 93 for Hem -Fir framing Allowable shear (0 50)(0 93)(785) 365 -lb /ft. Basic allowable shear for wind loads 1 205 -lb /ft per NDS Table 4 3A for 8d nails staggered 4 -in o c on edges 12 -in o c in the field framing 16 -in o c per Note b Framing on panel edges is 3 -in nominal Adjustments are 0 50 for ASD and 0 93 for Hem -Fir framing Allowable shear (0 50)(0 93)(1 205) 560 -lb /ft. Basic allowable shear for seismic loads 560 -lb /ft per NDS Table 4 3A for framing 16 -in o c per Note b Adjustments are 0 50 for ASD and 0 93 for Hem -Fir framing Allowable shear (0 50)(0 93)(560) 260-1b/ft. 936 966 134 163 163 135 365 560 260 Revised 07/02/07 Lateral Specs Plan 1768 -07 Lamore Lateral- 110 -mph Exp C SDC D2.xls 7/2/2007 5 Reep Engineering Consulting, Inc Page A -1 Table A. Plan 1768 Structural Specifications Allowable Loads (6 sheets) Basic allowable shear for seismic loads 860 -lb /ft per NDS Table 4 3A for 8d nails staggered 4 -in o c. on edges 12 -in o c in the field framing 16 -in o c per 400 Note b Framing on panel edges is 3 -in nominal Adjustments are 0 50 for ASD 0 93 for Hem -Fir framing Allowable shear (0 50)(0 93)(860) 400-1b/ft. GWB Shear Wall Panels Per NDS Table 4.3B) Fasten 1 /2 -in GWB panels to both sides of wall with No 6 X 1 25 -in long Type S or W drywall screws 4 -in o c on edges and in the field with all edges blocked Minimum framing material is Hem -Fir with maximum spacing of studs a 16 -in o c Basic allowable unit shear for wind loads 300-1b/ft. Adjustment Factor (AF) for ASD is 0 50 and AF for Hem -Fir framing 0 93 Allowable shear 279 (2)(0 50)(0 93)(300) 279 -lb /ft. Basic allowable unit shear for seismic loads with flat metal strap bracing 300 lb /ft for framing 16 -in o c per Note b Adjustment factors for ASD is 0 50 Hem Fir framing 0 93, and seismic response modification coefficient (R) GWB sheathing 172 per IBC Table 1617 7 2 4/6 5 0 62 Allowable shear (2)(0 50)(0 93)(0 62)(300) 172 -lb /ft. Shear Transfer Nails Basic allowable load for 10d common nails fastened with 1 5 -in side members 102 lb per NDS Table 11N Adjustment for 10- minute wind /seismic loads 1 6 Allowable load (1 6)(102) 163 -lb Basic allowable load for 8d common nails fastened to minimum 3 /4 -in side members 73 -lb per NDS Table 11N Adjustment for 10- minute wind /seismic loads 1 6 Allowable load (1 6)(73) 117 -lb 163 117 Toenails Allowable load for 10d common toenails aA 12 -in o c (0 83)(1 6)(102) 135 -lb /ft. I 135 Allowable load for 2 -10d common toenails 16 -in o c (0 83)(2)(12/16)(1 6)(102) 203 203 -lb /ft. Revised 07/02/07 Lateral Specs Plan 1768 -07 Lamore Lateral- 110 -mph, Exp C SDC D2.xls 7/2/2007 6 Reep Engineering Consulting, Inc Page A -2 Table B Wind Design Criteria Description Value I Description Value Wind Speed Va (mph) 1101 Upper Level Horizontal Pressures (psf) Simplified Method per ASCE Standard 7? Yes1Wall Zone A Pressure 31 3 Importance Factor l 1 00IWall Zone C Pressure 22 6 Roof Slope (6/12) 0 50IRoof Zone B Pressure 5 1 Mean Building Height (ft) 19 8IRoof Zone D Pressure 5 2 Main Level Exposure Factor (Exposure C) 1.211 Vertical Pressures (psf) Upper Level Exposure Factor (Exposure C 1 30IRoof Zone E Pressure -13 9 Main Level Horizontal Pressures (psf) (Roof Zone F Pressure -19 0 Wall Zone A Pressure 29 2IRoof Zone G Pressure -10 0 Wall Zone C Pressure 21 1 (Roof Zone H Pressure -15 2 Roof Zone B Pressure 4 7IRoof Overhang Zone E Pressure -25 9 Roof Zone D Pressure 4 8JRoof Overhang Zone G Pressure -22 1 Roof Overhang Zone F Pressure -19 0 Roof Overhang Zone H Pressure -15 2 Note Plus and minus signs signify wind pressures acting toward and away from the surfaces respectively per ASCE Standard 7 Left Wall Length (ft) 1 26 0 Front Wall Length (ft) 1 34 0 Center Wall Length (ft) .1 Center Wall Length (ft) Right Wall Length (ft) 1 26 0 Rear Wall Length (ft) 1 34 0 Upper Level Building Measurement Values For Use in Tables E And ;F Transverse Building Zone Measurements Longitudinal Building Zone Measurements Horizontal Windforce Loading Horizontal Windforce Loading Transverse Wall Zone A BWidth (ft) 5 2 Longitudinal Wall Zone A Width (ft) 5 2 Transverse Wall Zone C D Width (ft) 28 8 Longitudinal Wall Zone C Width (ft) 20 8 Transverse Wall Zones B D Height (ft) 8 7 Longitudinal Wall Zone A Height (ft) 10 Transverse Roof Zones B D Height (ft) 6 5 Longitudinal Wall Zone C Height (ft) 12 6 Vertical Windforce Loading Vertical Windforce Loading Transverse Roof Zones E F Width (ft) 13 0 Longitudinal Roof Zones E F Width (ft) I 5 2 Transverse Roof Zones G H Width (ft) 13 0 Longitudinal Roof Zones G H Width (ft) I 20 8 Transverse Roof Zones E F Length (ft) 5 2 Longitudinal Roof Zones E G Length (ft)1 17 0 Transverse Roof Zones G H Width (ft) 28 8 Longitudinal Roof Zones F H Length (ft)1 17 0 Main Level Building Measurement Values For Use in Tables E And F Transverse Building Zone Measurements Horizontal Windforce Loading Transverse Wall Zone A B Width (ft) 1 5 2 Transverse Wall Zone C D Width (ft) 1 20 8 Wall Height (ft) 1 7 8 Building Measurement Values Longitudinal Building Zone Measurements Horizontal Windforce Loading Longitudinal Wall Zone A Width (ft) 1 5 2 Longitudinal Wall Zone C Width (ft) 1 28 8 Wall Height (ft) 1 7 8 Note Width is measured perpendicular the wind direction and length parallel to the wind direction Revised 01/30/07 Wind Criteria Plan 1768 -07 Lamore Lateral- 110 -mph, Exp C, SDC D2.xls 7/2/2007 Description Building Occupancy Category Seismic Importance Factor I Default Seismic Site Classification Seismic Design Category Response Modification Coefficient, R Mean Building Height, h (ft) Building Period Parameter C (sec) Building Period, T Cth314 (sec) Postal Zip Code MCE Short Period Acceleration SM1 (g) Site Short Period Acceleration SDS (g) MCE Long Period Acceleration SM1 (g) Site Long Period Acceleration SD1 (g) T 0 2S /S (sec) T SDI/Sips (sec) Is Period T T <1= T Is Design Spectral Response S SDS? Equivalent Lateral Force Procedure Seismic Design Coefficient. C SDSIE /R Q Redunancy Factor p Seismic Load Combination Factor for ASD ASD Base Shear VASD 0 7VsL Maximum Flat Roof Snow Load (psf) Reep Engineering Consulting, Inc Page A Table C Seismic Design Criteria Reference /Calculation ASCE Standard 7, Table 1 -1 ASCE Standard 7, Table 11 5 -1 ASCE Standard 7, Table 11 5 -1 IRC Table R301.2 2 1 1 ASCE Standard 7, Table 12 2 -1 Per Plan ASCE Standard 7, Table 12 8 -2 ASCE Standard 7, Section 12 8 2 1 U S Postal Service Seismic Design Parameters Version 3 10 ASCE Standard 7 11 4 4 SDS 2 /3SMS ASCE Standard 7 Figure 22 -2 ASCE Standard 7 11 4 4 SD1 2 /3S ASCE Standard 7 Section 11 4 5 ASCE Standard 7 Section 11 4 5 ASCE Standard 7 Section 11 4 5 ASCE Standard 7 Section 11 4 5 ASCE Standard 7 Section 12 8 ASCE Standard 7 Section 12 8 1 1 ASCE Standard 7, Section 12 3 4 2 ASCE Standard 7, Section 12 4 2 3 Calculation Building Department Value I I 10 D D2 65 198 0 020 0 187 98362 1 241 0 827 0 763 0 509 0 123 0 615 Yes Yes Yes 0 127 1 000 0 700 0 089 30 0 Revised 01/30/07 Seismic Criteria Plan 1768 -07 Lamore Lateral- 110 -mph, Exp C, SDC D2.xls 7/2/2007 Transverse Transverse Transverse Transverse Zone Wall Zone A Wall Zone C Roof Zone B Roof Zone D Main Level Horizontal (Transverse) Wind Loads Transverse Wall Zone A 1 29.21 5 21 7 81 40 6 1,183 Transverse Wall Zone C 1 21 11 28 81 7 81 224 6 4,730 Main Level Wind Shear /Moment 5,912 Transverse Base Shear /Moment 11,186 Upper Level Horizontal (Longitudinal) Wind Loads Longitudinal Wall Zone A 1 31 31 5 21 10 01 52 0 1,629 Longitudinal Wall Zone C 1 22 61 20 81 12 61 262 1 5,928 Longitudinal Upper Level Shear 3,779 Main Level Horizontal (Longitudinal) Wind Loads Longitudinal Wall Zone A I 29 21 5 21 7 81 40 6 1,183 Longitudinal Wall Zone C I 21 11 26 81 7 81 209 0 4 401 Longitudinal Main Level Shear 2,792 Longitudinal Base Shear 10,349 Vertical (Transverse) Wind Loads Transverse Wall Zone E Transverse Wall Zone F Transverse Wall Zone G Transverse Wall Zone H Roof Overhang Zone E Roof Overhang Zone F Roof Overhang Zone G Roof Overhang Zone H Reep Engineering Consulting, Inc Table D Wind Loads (2 sheets) Wind Zone Zone Pressure Width Ht. /Leng (psf) (ft) (ft) Upper Level Horizontal (Transverse) Wind Loads Upper Level 1 31 31 5 21 1 22 61 28 81 1 511 521 1 5 21 28 81 -13 9 -19 0 -10 0 15 2 -25 9 22 1 19 0 -15 2 8 71 45 21 8 71 250 61 6 51 33 81 651 18721 Upper Level Wind Shear /Momenta 130 52 130 28 8 52 52 28 8 28 8 5.2 52 28 8 28 8 13 13 13 13 67 6 27 0 374 4 829 4 69 69 38 3 38 3 Total Uplift/Overturning Moment on Building Unit Uplift on Building (psf) Zone Zone Moment Area Force Arm (sf) (lb) (ft) 1,417 5,668 171 973 4,687 -940 -513 -3,748 -12 616 -179 153 -727 -583 19,458 -22 0 122 12.2 165 165 39 39 195 65 195 65 10 10 10 -1 0 Page A -4 Moment (ft-lb) 17,221 68,862 2,828 16 062 104,972 4,613 18,445 23,058 128,031 18,336 3,336 73,081 82 003 179 153 727 -583 176,926 Note Plus and minus signs signify wind pressures acting toward and away from the surfaces respectively per ASCE Standard 7 Revised 01/30/07 Wind Loads Plan 1768 -07 Lamore Lateral- 110 -mph, Exp C, SDC D2.xls 7/2/2007 Zone Longitudinal Wall Zone E Longitudinal Wall Zone F Longitudinal Wall Zone G Longitudinal Wall Zone H Roof Overhang Zone E Roof Overhang Zone F Roof Overhang Zone G Roof Overhang Zone H Transverse Wall Zone AI Transverse Wall Zone CI Transverse Roof Zone B f Transverse Roof Zone DI Reep Engineering Consulting, Inc Page A Table D Wind Loads (2 sheets) Wind Zone Zone Zone Moment Moment Pressure Width Ht. /Leng. Area Arm (ft-lb) (psf) (ft) (ft) (sf) (ft) Vertical (Longitudinal) Wind Loads -13 9 19 0 10 0 15 2 25 9 22 1 -19 0 -15 2 52 52 20 8 20 8 52 52 20 8 20 8 170 170 170 170 10 10 10 10 88 4 88 4 353 6 353 6 52 52 20 8 20 8 Total Uplift/Overturning Moment on Building Unit Uplift on Building (psf) Garage Wind Loads Horizontal (Transverse) Wind Loads 2921 521 781 4061 21 11 20 81 7 81 162 21 4 71 5 21 5 51 28 61 4 81 20 81 5 51 114 41 Transverse Base Shear /Moment Zone Force (lb) -1,230 -1,678 3,540 5,378 135 -115 -395 316 12,786 -14 5 1,183 3,416 135 554 2,988 Note Plus and minus signs signify wind pressures acting toward and away from the surfaces ASCE Standard 7 3 91 4,613 3 91 13,322 7 8 1 1,053 7 81 4,319 23,306 respectively per Revised 01/30/07 Wind Loads Plan 1768 -07 Lamore Lateral- 110 -mph, Exp C, SDC D2.xls 7/2/2007 Zone Transverse Wall Zone A Transverse Wall Zone C Transverse Roof Zone B Transverse Roof Zone D Transverse Wall Zone A Transverse Wall Zone C 1 Transverse Wall Zone E Transverse Wall Zone F Transverse Wall Zone G Transverse Wall Zone H Roof Overhang Zone E Roof Overhang Zone F Roof Overhang Zone G Roof Overhang Zone H To Note Plus and minus signs ASCE Standard 7 -02 Reep Engineering Consulting, Inc Table E Minimum Wind Loads (2 sheets) Wind Zone Zone Pressure Width Ht. /Leng. Longitudinal Main Level Shear Longitudinal Base Shear Vertical (Transverse) Wind Loads 00 130 00 52 00 130 00 288 00 52 00 52 00 288 00 288 52 52 28 8 28 8 13 13 13 13 Zone Zone Area Force (psf) (ft) (ft) (sf) (lb) Upper Level Horizontal (Transverse) Wind Loads Upper Level 1 10 01 5.21 8 71 45 21 452 1 1001 2881 871 25061 2,506 1 1001 521 651 3381 338 1 1001 2881 651 18721 1,872 Upper Level Wind Shear /Moment) 3,689 Main Level Horizontal (Transverse) Wind Loads I 10 01 521 781 406 406 1001 28 81 781 2246 2,246 Main Level Wind Shear /Moment 2,652 Transverse Base Shear /Moment 6,494 Upper Level Horizontal (Longitudinal) Wind Loads Longitudinal Wall Zone A 1 10 01 5 21 10 01 52 0 520 Longitudinal Wall Zone C 1 10 01 20 81 12.61 262 1 2,621 Longitudinal Upper Level Shear 1,570 Main Level Horizontal (Longitudinal) Wind Loads Longitudinal Wall Zone A 10 01 5 21 7 81 40 6 Longitudinal Wall Zone C 10 0) 26 81 7 81 209 0 67 6 27 0 374 4 829 4 69 69 38 3 38 3 406 2,090 1,248 4,389 tal Uplift/Overturning Moment on Building Unit Uplift on Building (psf) signify wind pressures acting toward and away from the surfaces Moment Arm (ft) 12.2 12.2 165 165 39 39 Page A 5 Moment (ft -lb) 5 497 30,443 5,577 30 888 72,405 1,582 8 761 10,343 82,748 0 19 5 0 0 65 0 0 19 5 0 0 65 0 0 10 0 0 -1 0 0 0 10 0 0 10 0 0 0 0 0 respectively per Revised 01/30/07 Min Wind Loads Plan 1768 -07 Lamore Lateral 110 -mph, Exp C, SDC D2.xls 7/2/2007 Zone Longitudinal Wall Zone E Longitudinal Wall Zone F Longitudinal Wall Zone G Longitudinal Wall Zone H Roof Overhang Zone E Roof Overhang Zone F Roof Overhang Zone G Roof Overhang Zone H Transverse Wall Zone A Transverse Wall Zone C Transverse Roof Zone BI Transverse Roof Zone DI Note ASCE Standard 7 Reep Engineering Consulting, Inc Table E Minimum Wind Loads (2 sheets) Wind Zone Zone Zone Pressure Width Ht. /Leng Area (psf) (ft) (ft) (sf) 'Vertical(Longitudinal) WindLLoad 00 5.2 170 884 00 52 170 884 00 208 170 3536 00 208 170 3536 00 52 10 52 00 52 10 52 00 208 10 208 00 208 10 208 Total Uplift/Overturning Moment on Building Unit Uplift on Building (psf) Garage Wind Loads Horizontal, (Transverse) Wind Loads 1001 521 781 4061 1001 2081 781 16221 1001 521 551 2861 1001 2081 551 114 Transverse Base Shear /Moment Zone Force (lb) 0 0 0 0 0 0 0 0 0 00 406 1,622 286 1,144 '2,444 Plus and minus signs signify wind pressures acting toward and away from the surfaces Moment Arm (ft) Page A 5 Moment (ft -lb) 3 9a 1,582 3 91 6,327 7 81 2,231 7 81 8,923 19,063 respectively per Revised 01/30/07 Min Wind Loads Plan 1768 -07 Lamore Lateral 110 -mph, Exp C, SDC D2.xls 7/2/2007 Reep Engineering Consulting, Inc Page A -6 Table F Seismic Calculations Roof /Upper Level Seismic Weight Load Height/ Length Area Weight Building Component (psf) Width (ft) (sf) (lb) (ft) Roof Ceiling Diaphragm 15 01 I 1 8841 13,260 20% of Flat Roof Snow Load Pf I 0 01 1 1 8841 0 One -Half Upper Level Exterior Walls 1 15 01 1 1 8841 6,630 One -Half Upper Level Interior Walls 1 10 01 1 1 8841 4,420 Total Second Level Weight (Ib)I 24,310 Main Level Seismic Weights Upper Level Floor /Ceiling Diaphragm 20% of Flat Roof Snow Load Pf One -Half Upper Level Exterior Walls One -Half Upper Level Interior Walls One -Half Main Level Exterior Walls One -Half Main Level Interior Walls 10 01 1,412 0 01 1,412 15 01 884 1001 884 15 01 1,412 10 01 884 Main Level Longitudinal Base Shear Total Building Seismic Weight Vertical Distribution of Seismic Forces 14,120 0 6,630 4,420 10,590 4,420 40,180 64,490 Seismic Level w h w w /E Weight F (lb) Roof Ceiling /Upper Level 1 24 3101 16 51 401 1151 0 561 36 2031 3,226 Main Level /Upper Level Floor 1 40 1801 7 81 313 4041 0 441 28,2871 2,520 Base Seismic Shear 64,4901 E =1 714,5191 1 001 64,4901 5,746 Moments on Building Due to Building Seismic Forces Building Component Force Dist. Moment (lb) (ft) (ft -lb) Upper Level Moments on Building Due to Building Seismic Forces Roof Diaphragm /Ceiling 1 1 1,1811 16 51 19,494 Exterior Walls 1 1 1,1811 12 21 14,354 Interior Walls 1 1 7881 12 21 9,570 Total Upper Level Moment' I I I 43,418 Main Level Moments on Building Due to Building Seismic Forces Upper Level Floor Diaphragm /Ceiling 1 1 I 1 1,2581 7 81 9,813 Exterior Walls I 1 1 I 9441 3 91 3,680 Interior Walls 1 1 I 1 3941 3 91 1,536 Total Main Level Moment' I I I I I 15,029 Upper Level Building Dead Load Restorative Moments Roof Diaphragm 1 1 1 1 13 2601 13 01 172,380 Exterior Walls I I I 13,2601 13 01 172,380 Interior Walls 1 1 I 8,8401 13 01 114,920 Upper Level Restorative Moment) I I I I 459,680 Revised 01/30/07 Seismic Loads Plan 1768 -07 Lamore Lateral- 110 -mph Exp C SDC D2.xls 7/2/2007 Reep Engineering Consulting, Inc Table F Seismic Calculations Main Level Building Dead Load Restorative Moments Upper Level Floor Diaphragm I 14,120 Exterior Walls I 21,180 Interior Walls I 8,840 Main Level Restorative Moment' Total Restorative Momenta 6/10 of Restorative Moment' 130 130 130 Page A -6 183,560 275,340 114,920 573,820 1,033,500 620,100 58,446 304,957 Total Moment Due To Seismic Forces Total Moment Due To Wind Forces Allowable restorative moment (6/10 of restorative moment) exceeds both seismic and wind over turning moments so building is stable with respect to natural forces Revised 01/30/07 Seismic Loads Plan 1768 -07 Lamore Lateral- 110 -mph, Exp C, SDC D2.xls 7/2/2007 Wind Load (lb) Minimum Wind Load (Ib) Seismic Load (Ib) Type Load Wind Load (Ib) Minimum Wind Load (Ib) Seismic Load (Ib) Note Bolded /shaded cells indicate controling shear loads Page A -7 Reep Engineering Consulting, Inc Table G Controling Shear Loads 1 Main Level I Upper Level 1 Transverse I Longitudinal I Transverse 1 Longitudinal 11,1861 10,3491 4,6871 6,4941 4,3891 3,6891 5 7461 5 7461 3 2261 Garage 1 Transverse 1 Longitudinal I 2,9881 1 2,4441 11ncluded Above 3 779 1,570 3,2261 Revised 01/30/07 Controling Loads Plan 1768 -07 Lamore Lateral- 110 -mph Exp C SDC D2.xls 7/2/2007 Floor Level Reep Engineering Consulting, Inc Table H Wind Shear Wall Loads Transverse Loads Main Floor Level Wall Identification I 1 I 2 I 3 Wall Type Applied Shear (Ib) I Wall Length (ft) Applied Unit Shear (lb /ft) Shear Wall Length (ft) Resistive Unit Shear (lb /ft) Unit DL on Wall (lb /ft) 0 66[Unit DL on Wall] (lb /ft) Shear Wall Height (ft) Max. Hold -Down 4 0 -ft SW (Ib) Max. Hold -Down 10 0 -ft SW (Ib) Max. Hold -Down 13 0 -ft SW (Ib) Max Hold -Down 20 0 -ft SW (Ib) Max Hold -Down 26 0 -ft SW (Ib)I OSB 5 593 26 0 215 26 0 215 360 240 78 -1,442 OSB I 7 087 32 0 221 32 0 221 390 260 78 428 233 -872 Note Maximum hold -down loads are identified in shaded /bolded cells Longitudinal Loads Main Floor Level Floor Level Wall Identification Wall Type Applied Shear (Ib) Wall Length (ft) Applied Unit Shear (lb /ft) Shear Wall Length (ft) Resistive Unit Shear (Ib /ft) Unit Wall DL (lb /ft) 0 66[Unit DL on Wall] (lb /ft) Shear Wall Height (ft) Max Hold -Down 3 0 -ft SW (Ib) Max Hold -Down 4 0 -ft SW (Ib) Max. Hold -Down 5 0 -ft SW (lb) Max. Hold -Down 6 0 -ft SW (Ib) Max Hold -Down 11 5 -ft SW (Ib) Max. Hold -Down 14 0 -ft SW (Ib) Max. Hold -Down 26 0 -ft SW (Ib) Note Maximum hold -down loads are identified in shaded /bolded cells A I B OSB I OSB 1 2941 2 587 2201 340 591 76 601 160 2161 162 6151 435 4101 290 781 78 1,0671 681 OSB I 1 494 24 0 62 80 187 225 150 78 1,157 C GWB 2 587 34 0 76 25 0 103 290 193 78 324 -304 1 OSB I 2 344 34 0 69 30 0 78 240 160 80 -1,455 D I OSB OSB 2 587 1,294 220 340 118 38 60 180 431 72 1,100 435 733 290 78 78 2,264 -19 -309 Upper Level B OSB 1 889 38 0 50 20 0 94 335 223 80 309 -807 Page A -8 Upper Level 2 OSB 2 344 34 0 69 20 0 117 240 160 80 -662 E OSB 1 889 38 0 50 22 0 86 335 223 80 -206 -2,216 Revised 01/30/07 Wind Shear Loads Plan 1768 -07 Lamore Lateral- 110 -mph, Exp C SDC D2.xls 7/2/2007 Floor Level Wall Identification Wall Type Applied Shear (lb) Wall Length (ft) Applied Unit Shear (lb /ft) Shear Wall Length (ft) Resistive Unit Shear (Ib /ft) Unit DL on Wall (lb /ft) 0 60[Unit DL on Wall] (lb /ft) Shear Wall Height (ft) Max. Hold -Down 4 0 -ft SW (Ib) Max. Hold -Down 10 0 -ft SW (Ib) Max. Hold -Down 13 0 -ft SW (Ib) Max. Hold -Down 20 0 -ft SW (Ib) Max Hold -Down 26 0 -ft SW (Ib)J Note Maximum hold -down loads are identified in shaded /bolded cells Floor Level Wall Identification Wall Type Applied Shear (lb) Wall Length (ft) Applied Unit Shear (lb /ft) Shear Wall Length (ft) Resistive Unit Shear (lb /ft) Unit Wall DL (Ib /ft) 0 60[Unit DL on Wall] (lb /ft) Shear Wall Height (ft) Max. Hold -Down 3 0 -ft SW (Ib) Reep Engineering Consulting, Inc Table I Seismic Shear Wall Loads Transverse Loads Main Floor Level 1 I 2 I 3 OSBIOSBI 1 436 2 873 26 0 32 0 55 90 260 320 55 90 360 390 216 234 78 78 -2,377 -470 -645 -1,640 A I B OSB I OSB 718 1 436 220 340 33 42 60 160 120 90 615 435 369 261 78 78 380 OSB 1 436 24 0 60 80 180 225 135 78 1,131 Longitudinal Loads Main Floor Level C GWB 1 436 34 0 42 25 0 57 290 174 78 Max Hold -Down 4 0 -ft SW (Ib) 178 Max. Hold -Down 5 0 -ft SW (Ib) 13 Max. Hold -Down 6 0 -ft SW (lb) Max. Hold -Down 11 5 -ft SW (Ib) -552 Max. Hold -Down 14 0 -ft SW (Ib) Max. Hold -Down 26 0 -ft SW (Ib) Note Maximum hold -down loads are identified in shaded /bolded cells D OSB 1 436 22 0 65 60 239 1,100 660 78 877 1 I OSB I 1 613 34 0 47 30 0 54 240 144 80 -1,442 E B OSB OSB 718 1 613 340 380 21 42 180 200 40 81 435 335 261 201 78 80 -211 243 -472 Upper Level -762 Page A -9 Upper Level 2 E OSB 1 613 38 0 42 22 0 73 335 201 80 -2,027 Revised 01130 /OS'eismic Shear Loads Plan 1768 -07 Lamore Lateral- 110 -mph, Exp C SDC D2.xls 7/2/2007 OSB 1 613 34 0 47 20 0 81 240 144 80 -795 -218 Reep Engineering Consulting, Inc Table J Roof Diaphragm Load Calculations Description I Reference Equation /Comment Roof /Floor Diaphragms Load Calculations Diaphragm Shear/Weight IASCE Sect. 12 10 1 Diaphragm Weight (Ib) 'Report Table G Strength Level Diaphragm Shear (Ib) IASCE Sect. 12 10 1 Strength Level Diaphragm Unit Shear (lb /ft) (Calculation Service Level Seismic Diaphragm Shear (lb) (Section 12 4 2 3 Service Level Diaphragm Shear (Ib) 'Report Table G Diaphragm Span (ft) 'Design Drawings Service Level Diaphragm Unit Shear (lb /ft) 'Calculation Area of Shear Wall Chords (in Shear Wall Height, h (ft) Minimum Shear Wall Length b (ft) Maximum SL Seismic Unit Shear y (lb /ft) Shear Wall Bending Deflection y (in) Shear Wall Shear Deflection y (in) Shear Wall Nail Spacing S (in) Unit Shear Per Nail vnaii (Ib) Nail Load Factor v Nail Slip Factor e (in) Nail Slip Deflection yns (in) hold -Down Deflection y (in) I otal Shear Wall Deflection Ysw (in) Allowable Story Unit, y (in) Shear Wall Deflection Calculations Design Drawings Achord 2(1 5)(5 5) Design Drawings h Design Drawings b Table I v 1 4v Calculation Yh 8v /EAb Calculation y vh /Gt Specifications S APA Design Guide' vnaii v/S APA Design Guide' vf vnaii 616 APA Design Guide' e (v 018 APA Design Guide' Chords (in Fp/W 0 21 W wpARoof F 0 21 Qd y 1/2Q/b Q 0 7E 0 7Q Q= b= y 1/2Q/b Yns 0 75he APA Report T2002 -17 Table 3 for nails Calculation Ysw Yb +Ys Yns Yh Ya =1< U U2Uh Roof Diaphragm Deflection Calculations Modulus of Elasticity- Diaphragm Chord, E (ps NDS Area of Diaphragm Chords (in Moment of Intertia of Diaphragm Diaphragm Length (in) Blocked Bending Deflection (in) Shear Modulus Gt (psi) Shear Deflection (in) Diaphragm Nail Spacing S (in) Unit Shear Per Nail vnaii (Ib) Nail Slip Factor e (in) Nail Slip Deflection y (in) Chord Splice Deflection Ycs (in) Total Blocked Deflection y (in) Factor for Unblocked Diaphragms Design Drawings Calculation Design Drawings Calculation Table A -3 APA Design Guide' Specifications No 2 Hem -Fir Achord 2(1 5)(5 5) 2A /2) L= Yh 5v 7/16 -in OSB Y vL /4Gt S= APA Design Guide' vnaii v/S APA Design Guide Table A -2 APA Design Guide' Yns 0 188I-en APA Report T2002 -17 April 17 2002 Yd Yb Ys Yns Ycs APA Report T2002 -17 April 17 2002 Page A -10 Unblocked Diaphragm Deflection (in) APA Design Guide' (Calculation Check Diaph. /Shear Wall Deflection Ratio >2 (Calculation lYd /Ysw =1> 2 U! Diaphragms constructed of wood structural panels in one and two- family residential buildings are permitted to be idealized as flexible per ASCE Standard 7 -05 This assumption is consistent with the earlier ASCE Standard which considered a diaphragm to be flexible when the diaphragm /shear wall deflection ratio is 2 0 Value 0 165 24 310 4 022 77 2 816 4,687 26 90 165 80 40 168 0 0080 0 0161 60 83 8 0 1360 0 0029 0 0015 0 1300 0 1555 1 92 1,300 000 165 803 088 408 0 0267 83 500 0 1101 6 38 7 0 0060 0 0384 0 0625 0 2377 2 50 0 5942 38 Revised 01 /30 /ORoof Diaphragm Plan 1768 -07 Lamore Lateral- 110 -mph, Exp C, SDC D2.xls 7/2/2007 18 Reep Engineering Consulting, Inc Table J Roof Diaphragm Load Calculations Diaphragm Chord Splice Stress Calculations End Wall Diaphragm Shear (Ib) Report Table G Diaphragm Span (ft) Design Drawings Diaphragm Length (ft) Design Drawings Diaphragm Unit Shear (lb /ft) Calculation Diaphragm Moment (ft -lb) Calculation Diaphragm Chord Force (lb) Calculation Allowable Nail Load (Ib) NDS Table 11N Adjustment For Wind /Seismic Loads NDS Table 2 3 2 Adjusted Allowable Nail Load (Ib) Calculation Minimum Number of Nails Required At Splice Calculation Maximum Nail Spacing at Splices (in) Minimum Splice Length (in) Design Splice Length (in) Allowable Diaphragm Chord Force (lb) Axial Chord Stess (psi) Allowable Parallel Compressive Stress (psi) Allowable Parallel Tensile Stress (psi) Design Drawings Calculation Design Drawings Calculation Calculation WWPA Table 1 No 2 Hem -Fir WWPA Table 1 No 2 Hem -Fir Note 1 Diaphragms And Shear Wall Design /Construction Guide November 2004 VEnd Q/2 b= L= v V/b M v /8 C =T =M /b= H -F 10d Common 10- minute loads F 1 6 FNaII NN -Min C/F S= Lsolice SNN -Min 10d@6 -inoc. Fdt C/A T/A Roof Uplift Calculations Description I Reference I Equation /Comment Roof Truss Span, b (ft) (Design Drawings Tributary Area to Truss Connection (sf) (Trusses 24 -in o c IA 2b/2 b Maximum Wind Uplift Pressure (psf) IWind Zone F Maximum Wind Uplift Load At Connection (Ib)I I Fup PA Roof Unit Dead Load w (psf) (Design Criteria Roof Dead Load to Truss Connection (Ib) I I FDL =11 wdiA Net Load to Truss Connection (Ib) I IFNet FUp FDL Allowable Uplift For Simpson H2 5A Clip (Ib) ISPF /Hem -Fir with 160% Increase Allowable Uplift For Simpson H1 Clip (Ib) ISPF /Hem -Fir with 160% Increase Page A -10 2,344 26 0 34 0 90 13,025 501 102 16 163.2 31 60 184 48 0 1,469 261 1 250 500 Value 26 0 26 0 -19 0 -493 150 260 -233 535 400 Revised 01 /30 /ORoof Diaphragm Plan 1768 -07 Lamore Lateral 110 -mph Exp C, SDC D2.xls 7/2/2007 19