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Reep Engineering Consulting, Inc
Date 08/10/07
By I E Reep P E
PROJECT INFORMATION AND CRITERIA (OPTION C)
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 reepenaineerinona.charter.net
Washington License No 14364
Idaho License No 8908
ICC No 465600
TYPE OF DESIGN
EXTENT OF DESIGN
REFERENCE CODES STANDARDS
LATERAL ENGINEERING FOR HILINE HOMES
PLAN 1716 [30 -PSF SNOW, 110 -MPH, EXP D, SDC D2]
1 PROJECT INFORMATION
See permit application
I See permit application
HiLine Homes P1'a iti
OWNER/ADDRESS
TAX PARCEL NUMBER/SITE ADDRESS
PLAN NUMBER.
2. STRUCTURAL DESIGNER INFORMATION
Page 1 of 5
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
4 DESIGN CRITERIA
FLAT ROOF SNOW LOAD (LIVE LOAD) jf 3 ,W axli
ROOF DEAD LOAD I DRoof 15 -psf
EXTERIOR WALL DEAD LOAD I Dwau 15 -psf
I INTERIOR WALL DEAD LOAD I Dwau 10 -psf
Date 08/10/07
By I E Reep P E
I SEISMIC DESIGN CATEGORY
I BASIC WIND SPEED
I WIND EXPOSURE FACTOR.
I ALLOWABLE SOIL PRESSURE
MATERIAL SPECIFICATIONS
Project Information And Criteria
Description
Specifications And Design Criteria
Engineering Calculations
Reep Engineering Consulting, Inc
LATERAL ENGINEERING FOR HILINE HOMES
PLAN 1716 [30 -PSF SNOW, 110 -MPH, EXP D, SDC D2]
CONTENTS
TABLES IN ATTACHMENT
Table A. pr r i 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
1,500 -psf
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 I
Page A -9 I
Page A -10
Page A -11
Date 08/10/07
By I E Reep P E
Reep Engineering Consulting, Inc
LATERAL ENGINEERING FOR HILINE HOMES
PLAN 1716 [30 -PSF SNOW, 110 -MPH, EXP D SDC D2]
Page 3 of 5
DESCRIPTION
This report provides engineering calculations and structural design specifications for HiLine
Homes ROOM The one -story house is 17364f in area plus a 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 l -i 1` *N t dd r Y
ekir` rt a„ a ort N 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 m;0:
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 08/10/07
By I E Reep, P E
Reep Engineering Consulting, Inc
LATERAL ENGINEERING FOR HILINE HOMES
PLAN 1716 [30 -PSF SNOW, 110 -MPH, EXP D, 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 oof i elittafdi,101f 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 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 l 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
Date 08/10/07
By I E. Reep P E
Reep Engineering Consulting, Inc
LATERAL ENGINEERING FOR HILINE HOMES
PLAN 1716 [30 -PSF SNOW, 110 -MPH, EXP D, SDC D2]
Page 5of5
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
Reep Engineering Consulting, Inc Page A -1
Table A. Plan 1716 Structural Specifications Allowable Loads (5 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.
STRUCTURAL SPECIFICATIONS
n:Anc horin pec
Maximum applied shear per Tables H or I (Ib)
Maximum anchor bolt Load @a 72 -in o c minimum 2 anchors per mudsill (Ib)
Allowable anchor bolt load for 1 /2 -in dia A307 bolts with 7 -in embedment (Ib)
Install 1 /2 -in dia ASTM A307 anchor bolts 72 -in o c. per standard specification
�.s- xsroJW, s.,. „;Kr•wY 3as: J r
-b!: n` S ec iri a r s
Wall Line B (Standard Garage Door Location)
Maximum overturning tension load per Tables H or I (lb) 1 3,2831
Where shown on the plan, install Simpson STHD10 Strap Tie Holdowns per standard
specification (total of 4 STHD8s) when overhead garage door is installed at this location
Allowable tension load for Simpson STHD10 Strap Ties is 3 730 -lb 3,730
Wall Line 1 (Optional Garage Door Location)
Maximum overturning tension load per Tables H or I (Ib) 1 1,815
Where shown on the plan install Simpson STHD8 Strap Tie Holdowns per standard
specification (total of 4 STHD8s) when overhead garage door is installed at this location
Allowable tension load for Simpson STHD8 Strap Ties is 2 370 -lb 1 2,3701
Wall Line C (Optional Garage Door Location)
Maximum overturning tension load per Tables H or I (Ib) -172
Fasten OSB to mudsill and bottom plate with 8d nails 4 -in o c per standard specification
where optional garage door is installed in this location
Allowable overturning load (1/2)(36/4)(117) 527 -lb I 5271
Wall Line 2 (4 -ft Exterior OSB Segment)
Maximum overturning tension load per Tables H or I (Ib) 1 1,638
Where shown of the plan install Simpson STHD8 Strap Tie Holdowns on 4 -ft wall segment per
standard specification (total of 2 STHD8 Strap Ties)
Allowable tension load for Simpson STHD8 Strap Ties is 2,370 -lb
OhieVOttE hitit
All Exterior Wall Lines (Except Wall Line B Garage Portals)
Maximum resistive unit shear load per Tables H or I (lb /ft) 1 263
Apply 7/16 -in OSB wood structural panels to Hem -Fir framing members with 8d nails 6 -in
o c on panel edges 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. I 3651
5,600
1 800
I 912
Revised 08/10/07 Lateral Specs Plan 1716 -07 Lateral 30 Snow, 110 mph, Exp D, SDC D2 8/13/2007 1
Reep Engineering Consulting, Inc Page A -1
Table A. Plan 1716 Structural Specifications Allowable Loads (5 sheets)
Wall Line B (Garage Portals)
Maximum resistive unit shear load per Tables H or I (lb /ft) I 543
Apply 7/16 -in OSB wood structural panels to Hem -Fir framing members with 8d nails
staggered 3 -in o c per standard specification
Allowable shear per standard specification (0 50)(0 93)(1 205) 560 -lb /ft. 560
Wall Line 2 (GWB House Garage Common Wall')
Maximum resistive unit shear for seismic loads per Table I (lb /ft) I 158
Where shown on the plan fasten Simpson WB 106 Wall Bracing to framing members per
standard specification and detail 3 on Sheet S4 Fasten 1 /2 -in GWB drywall panels to both
sides of Hem -Fir framing members per standard specification
Allowable shear for seismic loads per standard specification 172 -lb /ft. 172
46
.heati�
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.
Wall Lines 1, 2, 3 (Gables)
Maximum applied unit shear per Tables H or I (lb) I 175
Fasten gable -end trusses to double top plates with 2 -10d toenails 16 -in o c
'Allowable load (0 83)(2)(12/16)(1 6)(102) 203 -lb /ft.
Wall Lines A, B, C (Eaves)
Maximum applied unit shear per Tables H or I (lb)
See Roof Framing Specification for truss connections
Fasten per Roof Framing Specification for truss connections
Wall Line 2 (Shear Wall -to Roof Diaphragm)
Maximum applied shear per Tables H or I (lb /ft)
Fasten truss bottom chord to wall top plates with 2 -10d toenails 16 -in o c
Allowable load (0 83)(2)(12/16)(1 6)(102) 203 -lb /ft. I 203
1070.**I0.070.4 41 .y j, t y y
Roof Sheathing
Maximum applied unit shear per Table J (lb/ft) 118
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.
203
154
381
175
Revised 08/10/07 Lateral Specs Plan 1716 -07 Lateral 30 Snow, 110 mph, Exp D, SDC D2 8/13/2007 2
Reep Engineering Consulting, Inc Page A -1
Table A. Plan 1716 Structural Specifications Allowable Loads (5 sheets)
Truss Connections
Maximum applied unit shear per Tables G Q /LRoof (lb /ft) I 155
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 (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 (lb)
Allowable uplift for H1 /H2 5A Seismic Hurricane Ties 400/535 -lb for Hem -Fir 400
framing (H1 controls uplift)
390
Truss Chord Splice Nailing
Maximum applied chord tension load per Tables J. C T M/b v_L /b8 (lb). I 1,175
Fasten exterior wall top plate splices together with 10d nails 4 -in o c Minimum splice length
48 -in
Allowable chord splice tension load for 10d nails 4 -in o c
Standard Structural Specifications Allowable Loads
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
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
Simpson STHD8 /10 Strap Ties
Install Simpson STHD8 Strap Tie Holdowns in 2,500 -psi concrete and 6 -in minimum stem wall
Allowable tension load for Simpson STHD8 Strap Ties is 2 385 -lb for 2,500 -psi 2 385
concrete
Install Simpson STHD10 Strap Tie Holdowns in 2,500 -psi concrete and 6 -in minimum stem
Allowable tension load for Simpson STHD10 Strap Ties is 3 730 -lb for 2,500 -psi 3 730
concrete
1,469
1 176
Revised 08/10/07 Lateral Specs Plan 1716 -07 Lateral 30 Snow 110 mph, Exp D SDC D2 8/13/2007 3
Reep Engineering Consulting, Inc Page A -1
Table A. Plan 1716 Structural Specifications Allowable Loads (5 sheets)
Shear Wall Nailing Into Mudsill
Fasten OSB panels to mudsill with 8d nails 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 -Ib /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)
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
134
163
163
135
���...,�,a "rug. ,s lit a [w se er .in
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.
Allowable shear for above with 8d nails 3 -in o c (0 50)(0 93)(1 540) 716 -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 -lb /ft.
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
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 -Ib /ft.
Allowable shear for above with 8d nails 3 -in o c (0 50)(0 93)(1 100) 512-1b/ft. I 512
365
560
716
260
400
Revised 08/10/07 Lateral Specs Plan 1716 -07 Lateral 30 Snow, 110 mph, Exp D, SDC D2 8/13/2007 4
Reep Engineering Consulting, Inc Page A-1
Table A. Plan 1716 Structural Specifications Allowable Loads (5 sheets)
GWB Shear Wall Panels Per NDS Table 4.3B)
Fasten Simpson WB106 Wall Bracing metal straps with 2-16d nail to top and bottom wall
plates and 1-8d nail to each stud per manufacturers instructions Straps may be placed on
wall in an X or V fashion 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 16-in o c
Basic allowable unit shear for wind loads 300-lb/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 without flat metal strap bracing
300-lb/ft. Adjustments are for ASD is 0 50 0 93 for Hem-Fir framing and 0 30 for
86
seismic response modification coefficient (R =2) using GWB sheathing per IBC Table
1617 7.2 (2/6 5 0 30) Allowable shear (2)(0 50)(0 93)(0 30)(300) 86-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.
rt:i go*
iYA
Nails
Basic allowable load for 10d common nails fastened with 1 5-in side members 102-
lb per NDS Table 11 N 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 11 N Adjustment for 10-minute wind/seismic loads 1 6
Allowable load (1 6)(73) 117-lb
V44 4,3
44.4 eant-r,,
163
117
Toenails
Allowable load for 10d common toenails 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.
Ladder Blocking
Place 2X framing members laid flat on wall perpendicular to truss bottom chords at
approximately equal spacing Fasten blocking to top plate with 4-10d nails Fasten each end
of blocking to truss bottom chord with 2-10d nails
Allowable shear load per ladder block (4)(0 93)(1 6)(102) 607-lb I 607
Revised 08/10/07 Lateral Specs Plan 1716-07 Lateral 30 Snow 110 mph, Exp D SDC D2 8/13/2007 5
Reep Engineenng Consulting, Inc Page A -2
Table B Wind Design Cntena.
Description Value I Description I Value
Basic Wind Speed VR (mph) 1101 Vertical Pressures (psf)
Simplified Method per ASCE Standard 7? Yes' Roof Zone E Pressure I -15 7
Importance Factor l 1 001 Roof Zone F Pressure I -21 5
Roof Slope (6/12) 0 50I Roof Zone G Pressure 1 -11 3
Mean Roof Height (ft) 12 11 Roof Zone H Pressure I -17 2
Exposure Height Factor (Exposure D) 1 471 Roof Overhang Zone E Pressure -29 3
Horizontal Pressures (psf) I Roof Overhang Zone G Pressure -25 0
Wall Zone A Pressure 35 4I Roof Overhang Zone F Pressure -21 5
Wall Zone C Pressure 25 6I Roof Overhang Zone H Pressure -17 2
Roof Zone B Pressure 5 71
Roof Zone D Pressure 5 91
Note Plus and minus signs signify wind pressures acting toward and away from the surfaces respectively per ASCE
Standard 7
Building Measurement Values For Use in Tables E And F
Building Width Left (ft) I 32 01 Building Length Front (ft) 1 I 52 0
Building Width Right (ft) 1 34 01 Building Length Rear (ft) I 52 0
Building Wall Height (ft) I 7 81 I 1
Transverse Building Zone Measurements I Longitudinal Building Zone Measurements
Horizontal Windforce Loading I Horizontal Windforce Loading
Transverse Wall Zone A B Width (ft) I 6 81Longitudinal Wall Zone A Width (ft) I 6 8
Transverse Wall Zone C D Width (ft) I 45 21Longitudinal Wall Zone C Width (ft) I 27 2
Transverse Wall Zones A C Height (ft) I 7 81Longitudinal Wall Zone A Height (ft) 1 1 9 5
Transverse Roof Zones B D Height (ft) I 8 51Longitudinal Wall Zone C Height (ft) 1 12 9
Vertical Windforce Loading I Vertical Windforce Loading
Transverse Roof Zones E F Width (ft) I 6 81Longitudinal Roof Zones E F Width (ft) 1 6 8
Transverse Roof Zones G H Width (ft) I 45 21 Longitudinal Roof Zones G H Width (ft) I 27 2
Transverse Roof Zones E F Length (ft) I 17 OlLongitudinal Roof Zones E G Length (ft)I 26 0
Transverse Roof Zones G H Width (ft) I 17 01 Longitudinal Roof Zones F H Length (ft) I 26 0
Note. Width is measured perpendicular the wind direction and length parallel to the wind direction.
Revised 12/14/06 Wind Criteria Plan 1716 -07 Lateral 30 Snow, 110 mph, Exp D SDC D2 8/13/2007
Table C
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)
Buildina Period. T_ C.h /4 1serl
Site Short Period Acceleration, SQs (g)
MCE Long Period Acceleration, S (g)
Site Long Period Acceleration, S
T 0.2S /Sp (sec)
T Sn, /Sns (sec)
Is Period T„ T <1= T
Is Design Spectral Response, S S
Equivalent Lateral Force Procedure
Seismic Design Coefficient: C, SnalF /R Q
Redunancy Factor, p
SL Seismic Shear E pQ 0 2S
Seismic Load Combination Factor for ASD
ASD Base Shear VASn 0 7V
Maximum Flat Roof Snow Load (psf)
Revised 12/14/06
Reep Engineering Consulting, Inc Page A -3
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
IRC Table R301.2.2 1 1, for SDC D2
ASCE Standard 7, Figure 22 -2
ASCE Standard 7, 11 4 4, S 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
Neglect vertical seismic l-orce (u.z
ASCE Standard 7, Section 12 4.2 3
Calculation
Building Department
Value
I I
10
D
D2
65
12 1
0 02
0 129
1 170
0 600
0 400
0 068
0 342
Yes
Yes
Yes
0 180
1 00
0 18
0 70
0 126
30 0
Seismic Criteria Plan 1716 -07 Lateral 30 Snow, 110 mph, Exp D, SDC D2 8/13/2007
Transverse
Transverse
Transverse
Transverse
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
Longitudinal Wall Zone A 1
Longitudinal Wall Zone C 1
Zone
Wall Zone A
Wall Zone C
Roof Zone B
Roof Zone D
Wind
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 Z
Transverse Wall Z
Transverse Roof Z
Transverse Roof Z
Revised 12/14/06
one AI
one C 1
one B1
one DI
Reep Engineering Consulting, Inc
Table D Wind Loads
Wind Zone Zone Zone
Pressure Width Ht. /Leng Area
(psf) (ft) (ft) (sf)
l a i o �1#01.T ansvei 4 n#C, Loads,;,,,,, „-.r
35 4I 681 7 81 5301
25 61 45.21 7 81 352 61
571 681 851 578
591 4521 851 384.2
Transverse Base Shear /Moment)
Shear Transferred to Roof Diaphragmf
faLtieSts, e) W ind
-157 681 170 1156
-21 5 681 170 1156
11 3 45.21 17 0 768 4
-172 45.21 170 7684
-293 681 13 90
250 681 13 90
21 5 45.21 1 3 60 1
-17.2 45 21 1 3 60 1
-15 71
-21 51
-11 31
-1721
29 31
-25 01
-21 51
17 21
68
68
27 2
27.2
68
68
27.2
27.2
Total Uplift/Overturning Moment on Building
Unit Uplift on Building (psf)
Wind Shear Transferred to Roof Diaphragm
Zone
Force
(lb)
1,8791
9,0181
331
2,2591
13,4871
1 039J
3541 681 a 951 6461 2,2891
25 61 27.21 12.91 350 91 8,9751
Longitudinal Base Shear' 11,2631
1,818
2,4811
8,698
13,216
-265
-226
1,290
-1,034
29,027
-16 9
1
25 0 170 01 -2,674
25 0 170 01 -3,649
25 0 680 01 -7,697
25 0 680 01 11,695
10 681 -199
10 681 -170
1 0 27.21 -584
1 0 27 21 -468
Total Uplift/Overturning Moment on Buildings 27,135
Unit Uplift on Building (psf)1 15 8
C-i 3,4:
Garage Wind Loads
Horizontal (Tian We, se nd L
3541 681 781 5301
25 61 15 21 7 81 118 61
571 681 551 3741
591 15.21 551 8361
Transverse Base Shear /Moments
1,8791
3,0331
2141
4921
3,1621
Moment
Arm
(ft)
�S
39
40
85
85
24 01
801
24 01
8 01
32 71
-0 71
32 71
-0 71
Page A
Moment
(ft-lb)
7,328
36,071
2,817
19,202
65,418
43,639
19,848
208,740
105,726
8,642
-151
42,147
-689
493,320
3 91 7,328
391 11,827
781 1,672
7 81 3,834
I 24,662
Note Plus and minus signs signify wind pressures acting toward and away from the surfaces, respectively per
ASCE Standard 7
Wind Loads Plan 1716 -07 Lateral 30 Snow 110 mph, Exp D SDC D2 8/13/2007
Zone
.r..
Transverse Wall Zone A
Transverse Wall Zone C
Transverse Roof Zone B
Transverse Roof Zone D
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
Total Uplift/Overturning Moment on Building)
Unit Uplift on Building (psf))
Ho 4 9 00na IV%nd L
Longitudinal Wall Zone A 1 10 0)
Longitudinal Wall Zone C 1 10 0)
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 CI
Transverse Roof Zone B)
Transverse Roof Zone DI
Reep Engineenng Consulting, Inc
Table E Minimum Wind Loads
Wind
Pressure
(psf)
3Mi ri ontarirTransve se) **4 toads,
100) 681 7 8 5301
100) 4521 7 8 352.61
100) 6 8 8 5 578)
10 01 4521 851 3842
Transverse Base Shear /Moment
Wind Shear Transferred to Roof Diaphragm
e tic raps re601W c
00
00
00
00
00
00
00
00
Zone Zone
Width Ht. /Leng.
(ft) (ft)
68
68
45 2
45.2
68
68
45.2
45 2
170
170
170
170
13
13
13
13
Zone
Area
(sf)
115 61
115 6)
768 4)
768 4)
90)
9 0)
60 1)
60 1)
646)
3,509)
Longitudinal Base Shear) 4,155)
Wind Shear Transferred to Roof Diaphragm A03,1
—7 0400 1 140. -44141rf
68) 951 646)
272) 1291 3509)
00) 68 250 1700
00) 68 250 1700
0 0) 27.2 25 0 680 0
0 0) 27.2 25 0 680 0
00) 68 10 68
001 68 10 68
0 0 27.2 1 0 27.2
0 0 27.2 1 0 27 2
Total Uplift/Overturning Moment on Building
Unit Uplift on Building (psf)
o:a r.. :44.
Garage Wind Loads
Fr zr n a 'f a ns rei :s i
10 0) 6 8) 7 8) 53 0)
100) 152) 78) 1186)
10 0) 6 81 5 5) 37 4)
100) 152) 55) 83 61
Transverse Base Shear /Moment)
Note Plus and minus signs signify wind pressures acting toward and away from
ASCE Standard 7
Zone
Force
(lb)
5301
3,5261
578)
3,842)
8,476)
0
0
0
0
0
0
0
0
0
0.0
Page A 5
Moment Moment
Arm (ft-lb)
(ft)
0
0
0
0
0
0
0
0
0
0.0
530)
1,186)
3741
8361
2,0681
3 9)
40)
85)
8 5)
24 0 0
80 0
24 0 0
80 0
32.7 0
-0 7 0
32.7 0
-0 7 0
53,741
3 9)
3 9)
7 81
78)
2,069
14,102
4,913
32,657
53,741
2,069
4,624
2,917
6,521
16,130
the surfaces respectively per
Revised 12/14/06 Min. Wind Loads Plan 1716 -07 Lateral 30 Snow, 110 mph, Exp D SDC D2 8/13/2007
Reep Engineering Consulting, Inc
Table F Seismic Loads
$eiernicSheii,..(..Oads,*itiOiiSi
Height!
Load Length Area
Wdth
(psf) (ft) (ft) (sf)
'Roof Diaphragm I 15 01 I I 1,7161 25,7401
20% of Fiat Roof Snow Load 30-psf (psf)1 0 01 I I 1,7161 01
One-Half Exterior Walls I 15 01 7 81 172 01 1,3321 9,9871
lone-Half Partitions k 10 01 7 81 127 01 9911 4,9531
Roof Diaphragm Tributary Dead Load I 33,2101
Story Base Shear! L.: 14124
v -n ;:-4-. 4., ,,*a. ,ri
Seismic Shear Loads on Garage
1Roof Diaphragm Ceiling I 15 01 I I 4841 7,2601
20% of Flat Roof Snow Load 30-osf 1 0 01 1 1 4841 01
One-Half Exterior Walls I 15 01 1 1 4841 3,6301
One-Half Partitions 1 10 01 1 I 01 01
Roof Diaphragm Tributary Dead Load! 10,8901
Base Shear! 1 iml
Moments on Building Due to Building Seismic Forces
Building Component
Building Component
Roof Diaphragm Ceiling
Exterior Walls
Partitions
Total Moment Due to Seimic Forces1
Total Moment Due to Wind Forcesi
Building Dead Load Restorative Moments
Roof Diaphragm Ceiling I I I 33,2101
Exterior Walls 119,9741
Partitions I 9,9061
Total Retorative Moment! 1
6/10 of Restorative Moment! I 1
Weight
(Ib)
Page A-6
Force Dist. Moment
(lb) (ft) (ft-lb)
3,2431 7 81 25,297
1,2581 3 91 4,908
6241 3 91 2,434
1 Ft:1;02X0*
1 I C49L32O
Shear
Load
(Ib)
3,243
01
1,2581
624
1
9151
01
457
0
17 01 564,570
17 01 339,558
17 01 168,402
11,072,530
Aft:
Revised 01/25/07 Seismic Loads Plan 1716-07 Lateral 30 Snow, 110 mph, Exp D, SDC D2 8/13/2007
Wind Load (Ib)
Minimum Wind Load (Ib)
Seismic Load (Ib)
Type Load
Wind Load (lb)
1� 14021
Minimum Wind Load (lb) I 2,0681
Seismic Load (lb) 1 1,3721
Note Bolded /shaded cells indicate controling shear loads.
Reep Engineenng Consulting, Inc
Table G Controling Shear Loads
1 Main Floor Level 1 Second
1 Transverse 1 Longitudinal 1 Transverse
8,039.1: 6,7581 N/A
1 6,4481 2,4931 N/A
5,1261 5,1261 N/A
Floor Level
Longitudinal
N/A
N/A
N/A
Garage
1 Transverse 1 Longitudinal 1
Page A -7
Revised 12/14/06 Controling Loads Plan 1716 -07 Lateral 30 Snow, 110 mph, Exp D, SDC D2 8/13/2007
Floor Level
Wall Identification
Wall Type
Applied Shear (Ib)
Wall Length (ft)
Applied Unit Shear (Ib /ft)
Shear Wall Length (ft)
e tivbUnit.SFtea. ?(Ib /ft)
Shear Wall Height (ft)
Unit DL on Wall (lb /ft)
Floor Level
Wall Identification
Wall Type
Applied Shear (lb)
1Wall Length (ft)
Applied Unit Shear (lb /ft)
Shear Wall Length (ft)
Shear Wall Height (ft)
Unit Wall DL (1b /ft)
0 666[Unit DL on Wall] (lb /ft)
Max. Hold -Down 3 -ft SW (lb)
Max. Hold -Down 4 -ft SW (lb)
Max. Hold -Down 7 0 -ft SW (Ib)
Max. Hold -Down 20 5 -ft SW (lb)
Reep Engineering Consulting, Inc
Table H Wind Shear Wall Loads
Transverse Loads
Main Floor Level I
1 1
OSB
1 5811
22.01
721
6 01
6 31.
7 81
2401
A 1
OSB
1,6901
52 01
321
30 01
is
781
4301
2861
-1331
-5631
2 1 3 1
BOTH y OSB
5 6001 4 0191
32 01 34 01
1751 1181
2051 340
78 78
370
220
0 666[Unit DL on Wall) (Ib /ft) I 1601 246 132
Max. Hold -Down 3 -ft SW (Ib) "1:,84,5(
1 Max. Hold -Down 4 -ft SW (Ib);
Max. Hold -Down 16 -ft SW (Ib) I 159
Max. Hold -Down 24 -ft SW (Ib) 1
Max. Hold -Down 34 -ft SW (Ib) 1 I -1,322
Note. Maximum hold -down loads are identified in shaded /bolded cells.
Longitudinal Loads
Main Floor Level
B ICI
OSB 1 OSB 1
3 3791 1 6901
22 01 74 01
1541 231
6 01 59 01
781 78
1,0451 430
6961 286
31931 -206
1 -349
1 -779
1 -2,712
Note Maximum hold -down loads are identified in shaded /bolded cells.
Page A -8
Second Level
!Check
f Total
1 11,201
Second Level
Check
Total
1 6,7581
Revised 01/26/07 Wind Shear Loads Plan 1716 -07 Lateral 30 Snow, 110 mph, Exp D, SDC D2 8/13/2007
1
Floor Level
Wall Identification
Wall Type
Applied Shear (lb)
Wall Length (ft)
Applied Unit Shear (lb /ft)
Shear Wall Length (ft)
g f: r
es1'sfl,a it=�%.ShWar t /J
Shear Wall Height (ft)
Unit DL on Wall (lb /ft)
0 60[Unit DL on Wall] (lb /ft)
Max. Hold -Down 3 -ft SW (Ib)
Max. Hold -Down 4 -ft SW (Ib)
Max. Hold -Down 16 -ft SW (Ib)
Floor Level
Wall Identification
Wall Type
Applied Shear (Ib)
Wall Length (ft)
Applied Unit Shear (lb /ft)
Shear Wall Length (ft)
sus ear
Shear Wall Height (ft)
Unit Wall DL (lb /ft)
0 60[Unit DL on Wall] (lb /ft)
Max. Hold -Down 3 -ft SW (Ib)
Max. Hold -Down 4 -ft SW (Ib)
Max. Hold -Down 7 0 -ft SW (Ib)1
Max. Hold -Down 20 5 -ft SW (Ib)
Reep Engineering Consulting, Inc
Table I Seismic Shear Wall Loads
Transverse Loads
Main Floor Level
1 I 2 I 3
OSB I BOTH I OSB
1 6861 3 249
I 2201 320
1 311 102
601 205
781 78
2401 370
1441 222
[1 61. ,.7'9.2
I -540
Max. Hold -Down 24 -ft SW (Ib) I
Max. Hold -Down 34 -ft SW (Ib) 1
Note Maximum hold -down loads are identified in shaded /bolded
2,563
34 0
75
34 0
78
220
132
-1,656
cells.
Note Maximum hold -down loads are identified in shaded /bolded cells.
Longitudinal Loads
Main Floor Level
A I B I C I
OSB OSB I OSB
1 624i 3 2491 1 6241
5201 2201 5201
311 1481 311
30 01 6 01 59 01
781 78 78
4301 1,045 430
2581 627 258
3,083' -172
-941 -301
-4811 -688
-2,430
Second Level
Page A -9
Check
Total
6,498
Second Level
I Check
Total
1 1 6,498
Revised 01/26/07 Seismic Shear LoadsPlan 1716 -07 Lateral 30 Snow 110 mph, Exp D, SDC D28/13/2007
Reep Engineenng Consulting, Inc
Table J Roof Diaphragm Calculations
Description I Reference I Equation /Comment
Roof /Floor Diaphragms Load Calculations
Diaphragm Shear/Weight IASCE Sect. 12 10 1IF O. 2 IESDS
Diaphragm Weight (Ib) 'Report Table G IW0 wpARoof
Strength Level Diaphragm Shear (Ib) IASCE Sect. 12 10 11F 0 2 IESDSWo QE
Strength Level Diaphragm Unit Shear (lb /ft) 'Calculation Iv 1 /2Q /b
Service Level Seismic Diaphragm Shear (Ib) 'Section 12 4 2 3 IQ 0 7E 0 7Q
Service Level Diaphragm Shear (Ib) !Report Table G IQ
Diaphragm Span (ft) 'Design Drawings Ib
Service Level Diaphragm Unit Shear (lb /ft) 'Calculation Iv r 1 /2Q /b
Shear Wall Deflection Calculatio
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, vnail (Ib)
Nail Load Factor o
Nail Slip Factor e (in)
Nail Slip Deflection y (in)
Hold -Down Detlection, Yhd (in)
I otal Shear Wall Deflection y (in)
Allowable Story Dritt, Ya (in)
APA Desian Guide' e.. (v- ,;,/6161
APA Desian Guide' Yns 0 75he
IAPA Report T2002 -17, Table 3 for nails
'Calculation Ysw Yb Ys Yns Yhci
y U UZUh
Roof Diaphragm Deflection Calculations
Modulus of Elasticity- Diaphragm Chord, E (psiNDS
Area of Diaohraam Chords (in IDesign Drawings
Moment of Intertia of Diaohraam Chords (in (Calculation
Diaphragm Length (in) (Design Drawings
ICalculation
(Table A -3'
'APA Desian Guide'
I Specifications
IAPA Desian Guide'
IAPA Desian Guide Table A -2'
IAPA Desian Guide' 'Yns 0 188I-en
'APA Report T2002 -17, April 17, 2002
IYd Yb Ys Yns Ycs
Factor for Unblocked Diaphragms 'APA Report T2002 -17 April 17 2002
Unblocked Diaphragm Deflection (in) IAPA Desian Guide'ICalculation
Check Diaph. /Shear Wall Deflection Ratio >2 CgCalculation IYd /Ysw L•u
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)
'Design Drawings
I Design Drawings
'Design Drawings
ITable I
!Calculation
'Calculation
!Specifications
IAPA Desian Guide'
APA Desian Guide'
Ac hord
h=
b=
2(1 5)(5 5)
v=
v, 8v.h /EAb
Y vh /Gt
S=
Vnaii v/S
of Vnail /616
No 2 Hem -Fir
Achord 2(1 5)(5 5)
I 2A- ,,..a(b /21
L=
v, 5vL
7/16 -in OSB
y vU4Gt
S=
Vnail v/S
Page A -10
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
1,300,000
165
1,373, 328
624
0 13
83,500
0 22
6
57 1
0 0060
0 0587
0 0625
0 4684
2 50
1 17
77
Revised 01/26/07 Roof Diaphragm Plan 1716 -07 Lateral 30 Snow, 110 mph, Exp D SDC D2 8/13/2007 15
0.234
33,210
7,771
114
5,440
8,039
34
118
165
78
40
158
0 0070
0 0148
6
79 2
0 1286
0 0025
0 0012
0 1300
0 1530
1 87
Description
Diaphragm
End Wall Diaphragm Shear (Ib)
Diaphragm Span (ft)
Diaphragm Length (ft)
Diaphragm Unit Shear (lb /ft)
Diaphragm Moment (ft-Ib)
:001$14 :9 C r :l' E;orce {1
Allowable Nail Load (Ib)
Adjustment For Wind /Seismic Loads
Adjusted Allowable Nail Load (Pb)
Minimum Number of Nails Required At SplicelCalculation
Maximum Nail Spacing at Splices (in) 'Design Drawings
Minimum Splice Length (in) (Calculation
Design Splice p Design Drawings
(in) s
d�
cap. ��a ;�rc�'� I -f M........ ,..z.......
Axial Chord Stess (psi) (Calculation
Allowable Parallel Compressive Stress (psi) IWWPA Table 1
Allowable Parallel Tensile Stress (psi) IWWPA Table 1
Description
Reep Engineering Consulting, Inc Page A -10
Table J Roof Diaphragm Calculations
Reference j Equation /Comment I
Chord Splice Stress Calculations
(Report Table G
I Design Drawings
'Design Drawings
(Calculation
(Calculation
I NDS Table 11N
INDS Table 2 3 2
I Calculation
VEnd Q/
b=
L=
v V/b
M v.L
N N -Min C /F A
S=
Lsolice SNN -Min
Design Specification
i tt!'wi
Fdt C/A T/A
No 2 Hem -Fir
No 2 Hem -Fir
Maximum Wind Uplift Load At Connection (lb)(
Allowable Roof Unit Dead Load w (psf) 'Design Criteria
Roof Dead Load to Truss Connection (lb) I
Net Load to Truss Connection (Ib)
Allowable Uplift For Simpson H1 Clip (Pb) ISPF /Hem -Fir with 160% Increase
H -F 10d Common
10- minute loads
F 1 6 FNail
Revised 01/26/07 Roof Diaphragm Plan 1716 -07 Lateral 30 Snow, 110 mph, Exp D, SDC D2 8/13/2007 16
Value
4,019
34
52 0
118
39,958
102
16
163.2
72
60
36 0
48 01
196
1,250
500
Note 1 Diaphragms And Shear Wall Design /Construction Guide, November 2004
Roof Uplift Calculations
I Reference I Equation /Comment I Value
Roof Truss Span, b (ft) 'Design Drawings I
Tributary Area to Truss Connection (sf) (Trusses 24 -in o dA 2b/2 b
Maximum Wind Uplift Pressure (psf) (Zone F For 120 -mph Wind Exposure C
II
gyp pA
I wdi L/;S(10)
I F DL wdlA
IF Net Fup bDL
34 0
34 0
-21 5
-730
100
340
9: