HomeMy WebLinkAbout436 E Ahlvers Rd Technical - Building
TECHNICAL
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Reep Engineering & Consulting, Inc.
.
Date: 01/24/07 LATERAL ENGINEERING FOR HILlNE HOMES Page 1 of 5
Bv: I. E. ReeD. P.E. PLAN 2112 [30-PSF SNOW, 120-MPH, EXP C, & SOC 02]
PROJECT INFORMATION AND CRITERIA
1. PROJECT INFORMATION
Cory & Amber Gagnon
OWNER/ADDRESS 4104 C Street
Port An eles Washin ton 98363
TAX PARCEL NUMBER/SITE ADDRESS: See permit application.
PLAN NUMBER: HiLine Homes F1laol2~:2.
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
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
stam intended for reuse b HiLine Homes Inc.
3. SCOPE OF DESIGN
TYPE OF DESIGN:
EXTENT OF DESIGN:
REFERENCE CODES & STANDARDS
FILE
Lateral engineering analysis of wind and
seismic forces on building.
Structural specifications for residence and
two-car garage.
2003 International Building Code (IBC).
2003 International Residential Code (IRC).
2001 National Design Specification (NOS).
American Society of Civil Engineers
(ASCE) Standard 7-02.
American Society for Testing Material
(ASTM) Standard A307.
American Plywood Association (APA)
Diaphragms And Shear Walls Design/
Construction Guide, November 2004.
Reep Engineering & Consulting, Inc.
Date: 01/24/07
Bv: I. E. Reep, P.E.
LATERAL ENGINEERING FOR HILlNE HOMES
PLAN 2112 [30-PSF SNOW, 120-MPH, EXP C, & SOC 02]
Page 2 of 5
4. DESIGN CRITERIA
FLAT ROOF SNOW LOAD LIVE LOAD:
ROOF DEAD LOAD:
EXTERIOR WALL DEAD LOAD:
INTERIOR WALL DEAD LOAD:
SEISMIC DESIGN CATEGORY:
BASIC WIND SPEED:
WIND EXPOSURE FACTOR:
ALLOWABLE SOIL PRESSURE:
MATERIAL SPECIFICATIONS:
1 500- sf
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
CONTENTS
Project I nformation And Criteria Page 1
Description Page 3
Specifications And Design Criteria Page 3
Engineering Calculations Page 3
TABLES IN ATTACHMENT
~'\~~IWT')% Page A-1
Table A. .Elao22.az1,2. Structural Specifications & Allowable Loads
Table B. Wind Design Criteria Page A-2
Table C. Seismic Design Criteria Page A-3
Table D. Wind Loads Page A-4
Table E. Minimum Wind Loads Page A-5
Table F. Seismic Loads Page A-6
Table G. Controlling Shear Loads Page A-8
Table H. Wind Shear Wall Loads Page A-9
Table I. Seismic Shear Wall Loads Page A-1 0
Table J. Roof Diaphragm Load Calculations Page A-11
I
Reep Engineering & Consulting, Inc.
Date: 01/24/07
By: I. E. Reep. P.E.
LATERAL ENGINEERING FOR HILlNE HOMES
PLAN 2112 [30-PSF SNOW, 120-MPH, EXP C, & SOC 02]
Page 3 of 5
DESCRIPTION
This rep'()~)~rovides engineering calculations~~d.~tructural design specifications for HiLine
Homes ~r~i:1'i'2'd~]. The one-story house is ~~1~1r2!$i in area plus a two-car garage. Design
specifications are provided in Table A and wind and seismic design criteria, including
calculations, are included in Tables Band C, respectively. Lateral engineering calculations
are provided in Tables D through J. Calculations are performed using Microsoft Excel linked
worksheets.
SPECIFICATIONS AND DESIGN CRITERIA
Design criteria are based on the 2003 International Building Code (IBC), 2001 National
Design Specification, and the American Society of Civil Engineers (ASCE) Standard 7-02.
Table A. Specifications of Structural Components And Fasteners
Specifications are provided for size and spacing of anchor bolts, shear wall hold-downs,
shear wall sheathing and nailing, shear transfer, and roof framing. Structural
specifications are identified with respect to Wall Lines, which are shown on plan sheet S2.
Table B. Wind Design Criteria
Wind design criteria are based on a fi;20!tJjp:tl6ia$rC~d'}a:$p~~mfu)ltjIE~pO!l1teJ~1fator:0'
The simplified method per IBC Section 1609.6 is used for determining wind loads.
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 of 24.1-psf in the roof overhang Zone E applies to the tributary area.
Table C. Seismic Design Criteria
Seismic design loads are based on default Site Classification D per IBC Section 1615.1.1
1"" ".-,,'~f
for a maximum flat roof snow load(efY...of[3.0~Psf. The Equivalent Lateral Force Procedure
of the American Society of Civil Engineers (ASCE) Standard 7-02 Section 9.5.5 is used
for calculating seismic forces.
ENGINEERING CALCULATIONS
Engineering calculations are documented in Tables D through J based on specifications in
Tables Band 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.
~
Reep Engineering & Consulting, Inc.
Date: 01/24/07
Bv: I. E. ReeD. P.E.
LATERAL ENGINEERING FOR HILlNE HOMES
PLAN 2112 [30-PSF SNOW, 120-MPH, EXP C, & SOC 02]
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 IBC Section 1609.2.1.1. Calculations are
based on the simplified wind load method of IBC Section 1609.6. 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 flatrdQllSJ:if)w~fa,ll:I~RSf. Flat roof
snow loads are calculated in Table J to determine the added effect of flat roof snow loads
greater than 30-psf per IBC Section 1716.5.1. Calculations are based on seismic design
criteria in Table C and the Lateral Force Procedure method of ASCE Standard 7-02,
Section 9.5.5. This procedure is limited to buildings of light frame construction not
exceeding three stories in height for SDC 0 and higher. Seismic loads are calculated for
transverse and longitudinal directions. Overturning moments are calculated in the table
and compared to allowable restoring dead load moments. Although not required for one-
story buildings, story drift and P-Delta effects are analyzed in this table per ASCE 7-02,
Section 9.5.5.7 to verify building stability due to earthquake forces. Both story drift and
building stability are well below allowable limits. 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 0,
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. Allowable dead loads are based on an
allowance of 0.66 of the calculated dead load per IBC Section 1609.3 for load
combinations using the allowable stress design method of analysis of wind loads.
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. Allowable dead loads are based on an allowance of
0.60 of the calculated dead load per ASCE Standard 7-02, Section 2.4.1 for load
combinations using the allowable stress design method of analysis of seismic loads.
Reep Engineering & Consulting, Inc.
Date: 01/24/07
By: I. E. Reep, P.E.
LATERAL ENGINEERING FOR HILlNE HOMES
PLAN 2112 [30-PSF SNOW, 120-MPH, EXP C, & SOC 02]
Page 5 of 5
Table J. Roof Diaphragm & Snow Load Calculations
Table J provides roof diaphragm load calculations for determining diaphragm shear per
IBC 1620.4.3 for seismic loads and comparing these loads with wind and minimum wind
loads from Table H. In addition, shear wall and diaphragm deflection are calculated to
confirm that the diaphragm is flexible, that is the roof diaphragm to shear wall ratio is
greater than 2.0 per ASCE 7-02, Section 9.5.2.3.1. 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 the roof experiences a maximum uplift pressure from Table B for "Roof Wind
Zone F Pressure". Allowable roof dead loads plus truss connections exceed uplift by an
acceptable margin.
Table A. Plan 2112 Structural Specifications & Allowable Loads (6 sheets).
This table provides summary structural specifications. Additional details for standard
specifications and calculation of allowable loads are provided in at the end of this table.
Explanation of Wall Lines
Shear walls and structural specifications are identified with Wall Lines. 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
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Maximum applied shear per Tables H or I (lb). 3,443
Maximum anchor bolt Load (Q2 72-in o.c. minimum 2 anchors per mudsill (I b). 574
Allowable anchor bolt load for 1/2-in dia. A307 bolts with 7-in. embedment (Ib). 912
Install 1/2-in dia. ASTM A307 anchor bolts @ 72-in o.c. per standard specification.
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. ..;)L//v,...A%:"i:Ju.ujA"i{0d%ifJL...."~J!..%.;iligi.m.. .@...i...;~.. Q~r'" '. ..c;l.. ..Ai /.9.. .k.,..Q)I'{n"" "P.Q~l..I~.~..IQ (I~i
Wall Line C (Standard Garage Door Location)
Maximum overturning tension load per Tables H or I (Ib). 2,561
Install Simpson STHD10 Strap Tie Holdowns per standard specification.
Allowable tension load for Simpson STHD10 Strap Ties is 2,385-lb. 3,730
Wall Line D (Optional Garage Door Location)
Maximum overturning tension load per Tables H or I (Ib). -100
Fasten aSB to mudsill with 8d nails @ 4-in o.c.
Allowable overturning load = (1/2)(36/4)(117) = 527 -lb. 527
Wall Line 1 (Optional Garage Door Location)
Maximum overturninQ tension load per Tables H or I (I b). 881
Install Simpson STHD8 Strap Tie Holdowns per standard specification.
Allowable tension load for Simpson STHD8 Strap Ties is 2,385-lb. 2,385
Wall Line 2
Maximum overturning tension load per Tables H or I (I b). 988
As shown on the plan (Sheet S2) fasten LTT20B Tension Tie to framing per standard
specification. Fasten LTT20B to concrete foundation with 1/2-in Simpson Titen or Wedge-All
anchor (controls) per standard specification.
Allowable tension load for Simpson Wedge-All anchor = 1,088-lb (controls ). 1,088
I.rl~'l::j i ii w0t1~I"~!:J!i; %t.ibi
All Exterior Wall Lines
Maximum resistive unit shear load per Tables H or I (lb/ft). 240
Apply 7/16-in. aSB wood stru ctu ra I panels to Hem-Fir framing members with 8d nails @ 6-in
o.c. per standard specification.
Allowable shear per standard specification = (0.50)(0.93)(785) = 365-lb/ft. 365
Reep Engineering Consulting, Inc.
Page A-1
Revised 01/24/07 Lateral Specs Plan 2112-07 Lateral-30 Snow, 120 mph, Exp C & SDC D2.xls 3/7/2007 1
1__ .---- ------- - .-
Table A. Plan 2112 Structural Specifications & Allowable Loads (6 sheets).
Wall Line 2 (GWB Shear Wall)
Maximum resistive unit shear for seismic loads per Table I (lb/ft). 124
Fasten Simpson WB106 Wall Bracing and 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. 172
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All Wall Lines
Fasten double top plates together with 2-10d nails @ 16-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, & 4 (Gables)
Maximum applied unit shear per Tables H or I (lb). 64
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 B, D, 3, & 4 (Eaves)
Maximum applied unit shear per Tables H or I (lb). 240
See Roof Framinq Specification for truss connections.
Fasten per Roof Framing Specification for truss connections. 381
Wall Line 2 (GWB Shear Wall-to Roof Diaphragm)
Maximum applied unit shear per Tables H or I (Ib/ft). 108
Fasten truss bottom chord to top plate with 2-10d common nails CO2 16-in o.c.
Allowable load for2-10d toenails@ 16-in o.c. = (2)(0.83)(16/12)(1.6)(102) = 361-lb/ft. 361
it 'F;~~r .' i;ll~i.1i~:.:'!q1;9rJil!!:i;j)w .@,~d.:
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Roof Sheathing
Maximum applied unit shear per Table J (Ib/ft). 128
InstaIl7/16-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.
Basic allowable unit shear for wind loads = 645-lb/ft per NOS Table 4.2B for 7/16-in
unblocked panel diaphragms. Adjustment Factor (AF) for ASO = 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 1-1 Od toenail into truss, each side. Fasten
roof diaphragm to blocking with 8d nails @ 6-in o.c.
Reep Engineering Consulting, Inc.
Page A-1
Revised 01/24/07 Lateral Specs Plan 2112-07 Lateral-30 Snow, 120 mph, Exp C & SDC D2.xls 3/7/2007 2
Reep Engineering Consulting, Inc. Page A-1
Table A. Plan 2112 Structural Specifications & Allowable Loads (6 sheets).
Truss Connections
Maximum applied unit shear per Tables G = Q/LRoof (Ib/tt).
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 2-1 Od common toenails = (2)(0.83)(1.6)(102) = 271-lb per truss
end. Allowable load for H2.5A or H1 Seismic & HurricaneTies = 11 O-Ib per truss end
for Hem-Fir. Total allowable load per truss end = 271 + 110 = 381-lb per truss end =
381-lb/tt (H2.5A ties control).
158
381
Truss Chord Splice Nailing
Maximum a lied chord tension load er Tables J, C = T = M/b = v L /b8 lb. 1,442
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. 1,469
Standard Structural Specifications & Allowable Loads
.nd5t1omAri'e'f)'or'l'Bo\1
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Basic allowable single shear for fastening Hem-Fir framing to concrete with 1/2-in
bolts = 570-lb per NOS Table 11 E. Adjustment for 1 O-minute wind/seismic loads =
1.6 NOS 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 2,500-psi concrete with 4.5-in
embedment = 1,763-lb. Adjustments for no special inspection = 0.50, for 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 HO anchors in 2,500-psi concrete with 4.25-in embedment = 2,210-lb.
Adjustments for 3-in edge distance = 0.44, and for 1 O-minute wind/seismic loads =
1.33. Allowable load = 0.40 1.33 2,210 = 1, 176-lb.
H,glCJ ~I!)OV\(O'$;:'!;:~="
Simpson STHD8/10 Strap Ties
Install Sim son STH08 Stra Tie Holdowns in 2,500- si concrete and 6-in minimum stem wall.
Allowable tension load for Simpson STH08 Strap Ties is 2,385-lb for 2,500-psi
concrete.
Install Sim son STH010 Stra Tie Holdowns in 2,500- si concrete and 6-in minimum stem
Allowable tension load for Simpson STH010 Strap Ties is 3,730-lb for 2,500-psi
concrete.
912
938
1,176
2,385
3,730
Revised 01/24/07 Lateral Specs Plan 2112-07 Lateral-30 Snow, 120 mph, Exp C & SDC D2.xls 3/7/2007 3
Reep Engineering Consulting, Inc. Page A-1
Table A. Plan 2112 Structural Specifications & Allowable Loads (6 sheets).
Simpson L TT20B/HTT16 Strap Ties
Install Sim son L TT20B Tension Ties fastened to 3-in framin with 1 0-16d nails. Fasten
Allowable tension load for Simpson L TT20B Tension Ties is 1,750-lb (controls) for
2,500- si concrete = 1, 750-lb.
Basic allowable tension load for 1/2-inX8-in long Simpson Titen HO anchors
embeded 4.125-in into 2,500-psi concrete = 2,207 -lb. Adjustments are 0.50 for no
special inspection, 0.83 for 3-in edge distance, and 1.33 wind/seismic loads.
Allowable load = 0.50 0.83 1.33 2,207 = 1,218-lb controls.
Basic allowable tension load for 1/2-inX8.5in long Simpson Wedge-All anchors
embeded 4.5-in into 2,500-psi concrete = 2,045-lb. Adjustments are 0.50 for no
special inspection, 0.80 for 3-in edge distance, and 1.33 for wind/seismic loads.
Allowable load = 0.50 0.80 1.33 2,045 = 1,088-lb controls.
Shear Wall Nailing Into Mudsill
Fasten aSB anels to mudsill with 8d nails 6-in o.c.
Basic allowable single shear load for 8d nails and Hem-Fir framing = 73-lb per NOS
Table 11 N. Adjustment for 1 O-minute wind/seismic loads = 1.6 per NOS Table 2.3.2.
Allowable shear load = (1.6)(73) = 117 -Ib/nail. Allowable shear wall overturning load
for 4-ft panels fastened with two rows of 8d nails @ 6-in o.c. = 1 /2(48/6 + 1)( 117) =
527-lb (controls).
Fasten aSB panels to both muds ill and wall bottom plate with 8d nails @ 6-in o.c. Fasten
bottom plate at each end of shear wall to foundation with 1/2-in. dia.X 8.5-in long Simpson
Wedge Anchors (or equal) with 3X3X3/16-in flat washers at locations shown on Sheets S1/S2.
Embed anchor 4.125-in into minimum 2,500-psi concrete as specified above.
Allowable shear wall overturning load for 4-ft panels fastened with two rows of 8d
nails 6-in o.c. = 1/2 2 48/6 + 1 117 = 1,054-lb controls.
Nails (Per NOS Tables 11 Nand 2.3.2.)
Sin Ie 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 for1 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 for1 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 for 10d common toenails (0.148-in) with 1.5-in thickness Hem-Fir side
members = 0.83 163 = 135-lb.
1,750
1,218
1,088
527
1,054
134
163
163
135
Revised 01/24/07 Lateral Specs Plan 2112-07 Lateral-30 Snow, 120 mph, Exp C & SDC D2.xls 3/7/2007 4
I ----
Reep Engineering Consulting, Inc. Page A-1
Table A. Plan 2112 Structural Specifications & Allowable Loads (6 sheets).
W 'I"I";'S&.:.:' ".,
,. ., .....a ,wi,; I I g,at 11 I n
OSB Shear Wall Panels ( Per NOS Table 4.3A)
Basic allowable shear for wind loads = 785-lb/ft per NOS Table 4.3A for ad 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 ASO 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 NOS Table 4.3A for ad 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 ASO 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 NOS Table 4.3A for framing
@ 16-in o.c. per Note b. Adjustments are 0.50 for ASO 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 NOS Table 4.3A for ad 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-lb/ft.
GWB Shear Wall Panels ( Per NOS 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 s acin 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 =
(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
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-
Ib/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
per IBC Table 1617.7.2 = 4/6.5 = 0.62. Allowable shear = (2)(0.50)(0.93)(0.62)(300)
= 172-lb/ft.
365
560
260
400
279
86
172
Revised 01/24/07 Lateral Specs Plan 2112-07 Lateral-30 Snow, 120 mph, Exp C & SDC D2.xls 3/7/2007 5
1------
Reep Engineering Consulting, Inc. Page A-1
Table A. Plan 2112 Structural Specifications & Allowable Loads (6 sheets).
w '* %~ :sligj~fi~lDiaai~f~
Nails
Basic allowable load for 10d common nails fastened with 1.5-in side members = 102-
Ib per NOS Table 11 N. Adjustment for 1 O-minute wind/seismic loads = 1.6. 163
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 NOS Table 11 N. Adjustment for 1 O-minute wind/seismic loads = 1.6. 117
Allowable load = 1.6 73 = 117 -lb.
135
203
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 blockin to truss bottom chord with 2-10d nails.
Allowable shear load er ladder block = 4 0.93 1.6 102 = 607 -lb. 607
Revised 01/24/07 Lateral Specs Plan 2112-07 Lateral-30 Snow, 120 mph, Exp C & SDC D2.xls 3/7/2007 6
Table B. Wind Design Criteria.
Description Value Description Value
Basic Wind Speed V3s (mph) 120 Vertical Pressures (pst)
Simplified Method per IBC Section 1609.6 Yes Roof Zone E Pressure -15.4
Importance Factor - Iw 1.00 Roof Zone F Pressure -20.9
Roof Slope (6/12) 0.50 Roof Zone G Pressure -11.1
Mean Roof Height (ft) 11.8 Roof Zone H Pressure -16.8
Exposure & Height Factor (Exposure C) 1.21 Roof Overhang Zone E Pressure -28.7
Horizontal Pressures (pst) Roof Overhang Zone F Pressure -24.4
Wall Zone A Pressure 34.6 Roof Overhang Zone G Pressure -20.9
Wall Zone C Pressure 25.0 Roof Overhang Zone H Pressure -16.8
Roof Zone B Pressure 5.6
Roof Zone D Pressure 5.7
Note: Plus and minus signs signify wind pressures acting toward and away from the surfaces, respectively per ASeE
Standard 7-02.
Building Measurement Values For Use in Tables E And F
Left Wall Length (ft) 32.0 Front Wall Length (ft) 28.0
Center Wall Length (ft) 16.0 Center Wall Length (ft) 52.0
Right Wall Length (ft) 48.0 Rear Wall Length (ft) 52.0
Building Wall Height (ft) 7.8 Roof Height (ft) 8.0
Transverse Building Zone Measurements Longitudinal Building Zone Measurements
Horizontal Windforce Loading Horizontal Windforce Loading
Transverse Wall Zone A & B Width (ft) 6.4 Longitudinal Wall Zone A Width (ft) 6.4
Transverse Wall Zone C & D Width (ft) 45.6 Longitudinal Wall Zone C Width (ft) 41.6
Transverse Wall Zones A & C Height (ft) 7.8 Longitudinal Wall Zone A Height (ft) 9.4
Transverse Roof Zones B & D Height (ft) 8.0 Longitudinal Wall Zone C Height (ft) 12.6
Vertical Windforce Loading Vertical Windforce Loading
Transverse Roof Zones E & F Width (ft) 6.4 Longitudinal Roof Zones E & F Width (ft) 6.4
Transverse Roof Zones G & H Width (ft) 45.6 Longitudinal Roof Zones G & H Width (ft) 41.6
Transverse Roof Zones E & F Length (ft) 24.0 Longitudinal Roof Zones E & G Length (ft 26.0
Transverse Roof Zones G & H Width (ft) 24.0 Longitudinal Roof Zones F & H Length (ft 26.0
Note: Width is measured perpendicular the wind direction and length parallel to the wind direction.
Reep Engineering Consulting, Inc.
Page A-2
Revised 01/15/07
Wind Criteria Plan 2112-07 Lateral-30 Snow, 120 mph, Exp C & SDC D2.xls 3/7/2007
Table C. Seismic Design Criteria.
Description Reference/Calculation Value
BuildinQ Occupancy Category ASCE Standard 7-02, Table 1-1 II
Seismic Use Group ASCE Standard 7-02, Table 9.1.3 I
Seismic Importance Factor, IE ASCE Standard 7-02, Table 9.1.4 1.0
Default Seismic Site Classification IBC Section 1615.1.1 D
Seismic Design Category IBC Table 1616.3(1) D2
Response Modification Coefficient, R IBC Table 1617.6.2 6.5
Mean BuildinQ HeiQht, h (ft) Per Plan 12.0
Building Period Coefficient: Ct (sec) ASCE Standard 7-02, Table 9.5.5.3.2 0.02
BuildinQ Period, T = Cth3/4 (sec) ASCE Standard 7-02, Section 9.5.5.3.2 0.129
Site Short Period Acceleration, Sos (g) IRC Table R301.2.2.1.1, for SDC D2 1.170
MCE Long Period Acceleration, S1 (g) IBC FiQure 1615(2) for Western Areas 0.500
Site Coefficient, F v IBC Table 1615.1.2(2) for S1 = 0.50 1.5
Site Long Period Acceleration, SM1 (g) SM1 = F vS1 per IBC Equation 16-38 0.750
To = 0.2S01/Sos (sec) IBC Section 1615.1.4 0.128
Is - "01'''OS tsec) IBC Section 1615.1.4 0.641
IS t"'enoa 10 <; I <;P- I s ( IBC Section 1615.1.4 Yes
IS ueslgn "pectral Kesponse, "a = "OS-( IBC Section 1615.1.4 Yes
Equivalent Lateral Force Procedure ASCE 7-02 Section 9.5.5 Yes
Seismic Design Coefficient: Cs = SoslE/R ASCE 7-02 Equation 9.5.5.2.1-1 0.180
Maximum ASD Unit Shear, vmax (Ib/ft) Calculation per Table I 137
Story Base Shear, V StOry (Ib) Calculation per Table G 8,195
Story Shear Ratio, rmax = 10vmaxNstory ASCE Standard 7-02, Section 9.5.2.4.2 0.17
Base Story Area: As (sf) Plans 2,461
Square Root of Base Story Area, As (ft) Calculation 49.6
Reduncany Factor, p = 2 - 20/rmf:>y(AR)1/L ASCE Standard 7-02, Section 9.5.2.4.2 -0.42
Minimum Redunancy Factor, p ASCE Standard 7-02, Section 9.5.2.4.2 1.00
SL Seismic Shear: E = pOE + 0.2SosD 0.18
Seismic Load Combination Factor for ASD ASCE Standard 7-02, Section 2.4.1 0.70
ASD Base Shear: VASO = 0.7VSL Calculation 0.126
Maximum Flat Roof Snow Load (psf) Building Department 30.0
Reep Engineering Consulting, Inc.
Page A-3
Revised 01/15/07 Seismic Criteria Plan 2112-07 Lateral-30 Snow, 120 mph, Exp C & SDC D2.xls 3/7/2007
r
~ -,
Table D. Wind Loads.
Wind Zone Zone Zone Zone Moment Moment
Zone Pressure Width Ht./Leng. Area Force Arm (ft-Ib)
(pst) (ft) (ft) (st) (Ib) (ft)
....il!!i1'i 'liii;1"!1 \:'n,~~t" :1::: ~ ';\Jii:~\.i.i:' n/; lli1L{~
innrc
Transverse Wall Zone A 34.6 6.4 7.8 49.9 1,728 3.9 6,737
Transverse Wall Zone C 25.0 45.6 7.8 355.7 8,909 4.0 35,635
Transverse Roof Zone B 5.6 6.4 8.0 51.2 285 8.0 2,280
Transverse Roof Zone 0 5.7 45.6 8.0 364.8 2,075 8.0 16,597
Transverse Base Shear/Moment 12,996 61,249
Wind Shear Transferred to Roof Diaphragm Z,~Z8
JEf ,ii' .:1: y/'m ~m;/~ . x.,. 'm.. ,.... x. ~Jl~:;' "';[ttli.~~, YVin, . ~ir/i viIi; Jllli"!
' ~~
Transverse Wall Zone E -15.4 6.4 24.0 153.6 -2,360 24.0 56,649
Transverse Wall Zone F -20.9 6.4 24.0 153.6 -3,215 8.0 25,722
Transverse Wall Zone G -11.1 45.6 24.0 1,094.4 -12,183 24.0 292,389
Transverse Wall Zone H -16.8 45.6 24.0 1,094.4 -18,407 8.0 147,254
Roof Overhang Zone E -28.7 6.4 1.3 8.5 -244 32.7 7,974
Roof Overhang Zone F -24.4 6.4 1.3 8.5 -208 -0.7 -139
Roof Overhang Zone G -20.9 45.6 1.3 60.6 -1,270 32.7 41,472
Roof Overhang Zone H -16.8 45.6 1.3 60.6 -1,020 -0.7 -680
Total Uplift/Overturning Moment on Building -38,907 631,890
Unit Uplift on Building (pst) -15.8
im'!~! ;;;ll~ ;'i::ili~li ;;L'~i!II!Horiz9nta:lnl!l:QngitLJ(Jjnal) Wifi(J;Loads iliil"'!!: n i;
TffXixmw"., i
Longitudinal Wall Zone A 34.6 6.4 9.4 60.2 2,082
Lonqitudinal Wall Zone C 25.0 41.6 12.6 524.2 13,129
Longitudinal Base Shear 15,211
Wind Shear Transferred to Roof Diaphragm,:::' 7;~()~
~~rf!~~'I{L0l1g!m(Jiit\~I)xWlfi!Uggi:~~~1Ii;i; 'iml~i!)'i!iw
Lonqitudinal Wall Zone E -15.4 6.4 25.0 160.0 -2,459
Longitudinal Wall Zone F -20.9 6.4 25.0 160.0 -3,349
Lonqitudinal Wall Zone G -11.1 41.6 25.0 1,040.0 -11,577
Lonqitudinal Wall Zone H -16.8 41.6 25.0 1,040.0 -17,492
Roof Overhang Zone E -28.7 6.4 1.0 6.4 -184
Roof Overhang Zone F -24.4 6.4 1.0 6.4 -156
Roof Overhang Zone G -20.9 41.6 1.0 41.6 -871
Roof Overhanq Zone H -16.8 41.6 1.0 41.6 -700
Total Uplift/Overturning Moment on Building -36,787
Unit Uplift on Building (pst) -14.9
It'ii'iX' 'WNiWK1,)/;Xi MH1H'Ydnlt,f;Y "H' 'qn Ii @lilIWC"'q'lldl"ini Ill' ," 'iid" ..,iiH
Garage Wind Loads
.+ m'i"M\I;;: ~ L()n"~iituI:ljn~lj}Wind4IEqaas:ll!ilt; " -iii ';;;;;C'
i';qWfiili'!!i'; ii,11
Transverse Wall Zone A 34.6 6.4 9.0 57.6 1,993 4.5 8,970
Transverse Wall Zone C 25.0 15.6 10.5 163.8 4,103 5.3 21,539
Longitudinal Base Shear/Moment 3,048 30,509
Note: Plus and minus signs signify wind pressures acting toward and away from the surfaces, respectively per
ASCE Standard 7-02.
Reep Engineering Consulting, Inc.
Page A-4
Revised 01/15/07
Wind Loads Plan 2112-07 Lateral-30 Snow, 120 mph, Exp C & SDC D2.xls 3/7/2007
Reep Engineering Consulting, Inc.
Table E. Minimum Wind Loads.
Wind Zone Zone Zone Zone
Pressure Width Ht./Leng. Area Force
(pst) (ft) (ft) (st) (Ib)
..:'j. qi:ii::i\;~jii;.lfi!j, Wj'tl :1~1110 jIJl~lftpf!.~pijt~ '1;(;!"tan~Y;~r!~) VYii}alI.K9id~I;II~ti
Transverse Wall Zone A 10.0 6.4 7.8 49.9 499
Transverse Wall Zone C 10.0 45.6 7.8 355.7 3,557
Transverse Roof Zone B 10.0 6.4 8.0 51.2 512
Transverse Roof Zone 0 10.0 45.6 8.0 364.8 3,648
Transverse Base Shear/Moment 8,216
Wind Shear Transferred to Roof Diaphragm iH. j\t%~i I~~
:11;H,t\O;," mm'\Mjiif{i~" J~JfI/C:i~[iil~a:m:J1titi~"vlmt~'e) ~.. ru
Transverse Wall Zone E 0.0 6.4 24.0 153.6 0 24.0
Transverse Wall Zone F 0.0 6.4 24.0 153.6 0 8.0
Transverse Wall Zone G 0.0 45.6 24.0 1,094.4 0 24.0
Transverse Wall Zone H 0.0 45.6 24.0 1,094.4 0 8.0
Roof Overhang Zone E 0.0 6.4 1.3 8.5 0 32.7
Roof Overhang Zone F 0.0 6.4 1.3 8.5 0 -0.7
Roof Overhang Zone G 0.0 45.6 1.3 60.6 0 32.7
Roof Overhang Zone H 0.0 45.6 1.3 60.6 0 -0.7
Total Uplift/Overturning Moment on Building 0
Unit Uplift on Building (pst) 0.0
6.4 9.4 60.2
41.6 12.6 524.2
Longitudinal Base Shear
Wind Shear Transferred to Roof Diaphragm
jiiIf.%\\tX%Mt:i%'~' ~ Wi~
Lonoitudinal Wall Zone E 0.0 6.4 25.0 160.0
Longitudinal Wall Zone F 0.0 6.4 25.0 160.0
Lonoitudinal Wall Zone G 0.0 41.6 25.0 1,040.0
Longitudinal Wall Zone H 0.0 41.6 25.0 1,040.0
Roof Overhang Zone E 0.0 6.4 1.0 6.4
Roof Overhang Zone F 0.0 6.4 1.0 6.4
Roof Overhang Zone G 0.0 41.6 1.0 41.6
Roof Overhang Zone H 0.0 41.6 1.0 41.6
Total Uplift/Overturning Moment on Building
Unit Uplift on Building (pst)
kB\@;. \!{,@\\iW,m. ~
Garage Wind Loads
(60n ,~' '1TAlI!..iY' will,:i:!!!
10.0 6.4 9.2 58.9 589 4.6 2,708
10.0 15.6 11.9 185.6 1,856 6.0 11,046
Longitudinal Base Shear/Moment 1,223 13,754
Note: Plus and minus signs signify wind pressures acting toward and away from the surfaces, respectively per
ASeE Standard 7-02.
Zone
Hi'i~'1JW' ,t\.':i:'~ tkW'fi'''d'iV;j:
Longitudinal Wall Zone A
Longitudinal Wall Zone C
10.01
10.0
r71
lo,:',[)\ J!'H tiP YJ#M@!1
Transverse Wall Zone A
Transverse Wall Zone C
Page A-5
Moment M t
omen
Arm (ft-Ib)
(ft)
M
,{k~
3.9 1,947
4.0 14,227
8.0 4,096
8.0 29,184
49,454
t
o
o
o
o
o
o
o
o
49,454
; it[,::.~},t'
602
5,242
5,843
':J 2,~.??
t(1Ii;,""'01~;:X:~:::;~:;;- -:
o
o
o
o
o
o
o
o
o
0.0
,..
~::-
Revised 01/15/07 Min. Wind Loads Plan 2112-07 Lateral-30 Snow, 120 mph, Exp C & sDC D2.xls 3/7/2007
Table F. Seismic Loads.
Load Height! Length Area Weight Shear
Building Component Width Load
(psf) (ft) (ft) (sf) (Ib) (Ib)
Roof Diaphraqm & Ceilinq 15.0 2,461 36,915 4,651
20% of Flat Roof Snow Load, Pf 0.0 2,461 0 0
One-Half Exterior Walls 15.0 2,461 18,458 2,326
One-Half Partitions 10.0 1,933 9,665 1,218
Roof Diaphragm Tributary Dead Load 41,748
Base Shear I, 8,195.
Is "]1~1111il!!r '1~~;.,'j;.}!~!111'.:~r-'4 ~l:~pByil(J, l~jlljj'II~llll Ill's 1~lw @IJ;l.
Force Dist. Moment
(Ib) (ft) (ft-Ib)
Roof Diaphragm & Ceiling 4,651 8.0 37,210
20% of Flat Roof Snow Load, Pf 0 8.0 0
Exterior Walls 2,326 8.0 18,605
Partitions 2,326 8.0 18,605
Total Moment Due to Seimic Forces 1,218 74,421
Total Moment Due to Wind Forces IJt6G18~0
-@"".".,...,.,,.;"-__., ::::~""., ',0,"
Building Dead Load Restorative Moments
Roof Diaphraqm & Ceilinq 36,915 16.0 590,640
20% of Flat Roof Snow Load, Pf 0 16.0 0
Exterior Walls 36,915 16.0 590,640
Partitions 19,330 16.0 309,280
Total Retorative Moment 1,490,560
6/10 of Restorative Moment : '!J~9a:~~~
1~':1@ljjiil1;,., Kt1w 1~'~,~filj~tf~tli1 P,"i1)i',\illh' ~:s:'I~\" .,
Item Reference Value
[P s = Total vertical design load at and above level 1 = t\SCE 9.5.5.7.2 36,915
I hs - Story height (in) At>CE 9.5.5.7.2 96
Design story drift between level 1 and level 0 = From Table J 0.228
[Strength [evel seismiC shear force, VSL (Ib) ASCE 9.5.5.7.2 11,4 73
I Deflection amplification factor for ass shear walls (GD) ASGE Table 9.5.2.2 4.0
[Check stability coeffiCient, e - PxNVshsCd < 0.10 ASCE 9.5.5.7.2 0.002
P-Delta Effects are not required to be consider if e </= ASCE 9.5.5.7.2 0.100
IAllowable story drift lla - 0.020hs (In) 2003 IBC 1617.5.4 1.92
Reep Engineering Consulting, Inc.
Page A-6
Revised 01/15/07 Seismic Loads Plan 2112-07 Lateral-30 Snow, 120 mph, Exp C & SDC D2.xls 3/7/2007
r------
Table G. Controling Shear Loads.
Main Floor level Second Floor level
Transverse longitudinal Transverse longitudinal
Wind Load (Ib) 7,678 7,605 N/A N/A
Minimum Wind Load (Ib) 6,188 2,922 N/A N/A
Seismic Load (Ib) hm;:v)!i!i~:,..;t :;i)8;~ 9.5 Mi. "WVi < 8,~!:)..~ N/A N/A
iifJl'iffi @ ;j@P@.!!;W mfu iiG !1 .. '''0 ;fWN "YeNI.!!>I!>
Garage
Type load Transverse longitudinal
Wind Load (I b) ;;.li!l'!illlli@ ,.37048
W0, . ......,....... .....
Minimum Wind Load (Ib) 1,223
Seismic Load (Ib) Included Above
Note: Bolded/shaded cells indicate controling shear loads.
Reep Engineering Consulting, Inc.
Page A-7
Revised 01/15/07 Controling Loads Plan 2112-07 Lateral-30 Snow, 120 mph, Exp C & SDC D2.xls 3/7/2007
Reep Engineering Consulting, Inc.
Table H. Wind Shear Wall Loads.
Transverse loads
Main Floor level
2 3
GWB 05B
3,443 3,839
32.0 16.0
108 240
22.0 16.0
.#.. '-1 &:."7 Tn c~ Lll
I@ ,,,,,;v,
r---
Floor level
Wall Identification
Wall Type
Applied Shear (Ib)
Wall Length (ft)
Applied Unit Shear (Ib/ft)
Shear Wall Lenqth (ft
8.esistive UnitShear" '" v.M mgM
Shear Wall Heiqht (ft
Unit DL on Wall (lblft)
0.66rUnit DL on Wall (Iblft)
Max. Hold-Down 4.0-ft SW (Ib)
Max. Hold-Down 5.0-ft SW (Ib)
Max. Hold-Down 17 -ft SW (I b)
Max. Hold-Down 18-ft SW (Ib)
Max. Hold-Down 26.0-ft SW (Ib
1
05B
1,524
24.0
64
8.0
1.'01.....
7.8
454
302
7.8
140
93
7.8
330
220
I . ' tlOO
I;.;
;:'i~;r 0\,.428
112
Note: Maximum hold-down loads are identified in shaded and balded cells.
longitudinal loads
Floor level Main Floor level
Wall Identification ABC
Wall Type 05B 05B 05B
Applied Shear (Ib) 1,268 2,535 2,535
Wall Lenqth (ft) 28.0 52.0 22.0
Applied Unit Shear (lblft) 45 49 115
Shear Wall Lenqth (ft) 18.0 20.0 6.0
Resistive I!JnitlShear;., IULlllM ~v 1W6'Wm;' 'w 12;z'~ 1.,423
Shear Wall Height (ft' 7.8 7.8 7.8
Unit Wall DL (Ib/ft) 360 390 1,100
0.66rUnit DL on Wall (lblft) 240 260 733
Max. Hold-Down 3.0-ft SW (Ib) ~ii2;~~t6
Max. Hold-Down 4.0-ft SW (Ib)
Max. Hold-Down 5.0-ft SW (Ib)
Max. Hold-Down 6.0-ft SW (Ib)
Max. Hold-Down 8.0-ft SW (Ib) -411
Max. Hold-Down 1 0.5-ft SW (Ib) -376
Note: Maximum hold-down loads are identified in shaded and balded cells.
-37
4
05B
1,919
48.0
40
42.0
'lfumi46Iii'z.il\V? ,:I
7.8
195
130
-683
-1,333
Second level
",..-::r;J., .i" .'..
Second level
o
05B
1,268
74.0
17
38.0
rJ =, ~~ ~ '" ,I;;;t", ~ ,;: ~ ,;.~
7.8
360
240
-100
-213
-333
Page A-8
Check
Total
10,726
Check
Total
7,605
; .'
Revised 01/15/07\IVind Shear Loads Plan 2112-07 Lateral-30 Snow, 120 mph, Exp C & SDC D2.xls 317/2007
l
Table I. Seismic Shear Wall Loads.
Transverse Loads
Floor Level Main Floor Level Second Level
Wall Identification 1 2 3 4 Check
Wall Type ass GWS ass ass Total
Applied Shear (I b) 1,366 2,732 2,732 1,366 8,195
Wall Length (ft) 24.0 32.0 16.0 48.0
Applied Unit Shear (Ibltt) 57 85 171 28
Shear Wall Length (ft) 8.0 22.0 16.0 42.0
Resistive1.lL1 n it~SHea~R( I t5'Zft'l1W'llY' 1m %,/1'/..,- .. 'W!lij:m"J2~, 10, iXlHWb il['iivlfil'" "::81;S IlflE'g, ",:\jjIEMt iiriL,"11t'0b," "'" ,ll!lii'iif!8]1"",
II
Shear Wall Height (ft) 7.8 7.8 7.8 7.8
Unit DL on Wall Ob/ft 454 140 330 195
0.60rUnit DL on Wall Ob/ft 272 84 198 117
Max. Hold-Down 4.0-ft SW (Ib)
Max. Hold-Down 5.0-ft SW (Ib) ;'1 ;';;';7'58
Max. Hold-Down 17 -ft SW ( Ib }i 254 -252 -682
Max. Hold-Down 18-ft SW ( Ib
Max. Hold-Down 26.0-ft SW (Ib) -1,267
Note: Maximum hold-down loads are identified in shaded and balded cells.
Longitudinal Loads
Floor Level Main Floor Level Second Level
Wall Identification A S C D Check
Wall Type ass ass ass ass Total
Applied Shear (Ib) 1,366 2,732 2,732 1,366 8,195
Wall Length (ft) 28.0 52.0 22.0 74.0
Applied Unit Shear (Ibltt) 49 53 124 18
Shear Wall Length (ft 18.0 20.0 6.0 38.0
R.esistiveil U nitiISl1earl(It:5Zft)'*ib Ilflli,Y% r!,7J3, ,,20il;,,'<lli 4107 @, ~..,.. ""',1"'" 36 ,!illl'!"'" ; x <;1'1 i}
"~Ai "~A
Shear Wall Height (ft 7.8 7.8 7.8 7.8
Unit Wall DL (Ib/ft) 360 390 1,100 360
0.60[Unit DL on Walll (Ib/ft 216 234 660 216
Max. Hold-Down 3.0-ft SW (Ib) 2;!)(;1
Max. Hold-Down 4.0-ft SW (I b) -144
Max. Hold-Down 5.0-ft SW (Ib) 67 , //I'i,508 -252
Max. Hold-Down 6.0-ft SW (Ib)
Max. Hold-Down 8.0-ft SW (I b) -272
Max. Hold-Down 1 0.5-ft SW (Ib) -163
Note: Maximum hold-down loads are identified in shaded and balded cells.
Reep Engineering Consulting, Inc.
Page A-9
Revised 01/1smismic Shear Loads Plan 2112-07 Lateral-30 Snow, 120 mph, Exp C & SDC D2.xls 3/7/2007
I
Table J. Roof Diaphragm Calculations.
Description Reference Equation/Comment Value
Roof/Floor Diaphragms Load Calculations
Diaphragm Shear/Weight IBC Sect. 1620.4.3 F p/W p = 0.21ESos = 0.234
Diaphragm Weight (Ib) Report Table G W p = wpARoof = 41 ,748
Strength Level Diaphragm Shear (Ib) IBC Sect. 1620.4.3 Fp = 0.21ESosWp = QE 9,769
Strength Level Diaphragm Unit Shear (Ib/ft) Calculation vr = 1/2Q/b = 163
Service Level Seismic Diaphragm Shear (Ib) ASCE Sect. 2.4 Q = 0.7E = 0.7QE 6,838
Service Level Diaphragm Shear (Ib) Report Table G Q= 7,678
Diaphragm Span (ft) Design Drawings b= 30
Service Level Diaphragm Unit Shear (Iblft) Calculation vr = 1/2Q/b = 128
Shear Wall Deflection Calculations
Area of Shear Wall Chords (in2) Design Drawings AChord = 2(1.5)(5.5) = 16.5
Shear Wall Height, h (ft) Design Drawings h= 7.8
Minimum Shear Wall Length, b (ft) Design Drawings b= 3.0
Maximum SL Seismic Unit Shear, Vr (Iblft) Table I v= 637
Shear Wall Bending Deflection, Yb (in) Calculation Yb = 8vrh3/EAb 0.038
Shear Wall Shear Deflection, Ys (in) Calculation Ys = vh/Gt 0.060
Shear Wall Nail Spacing, S (in) Specifications S= 6
Unit Shear Per Nail, vnail (Ib) APA Desian Guide1 vnail = vIS 81.4
Nail Load Factor, Vf APA Desian Guide 1 Vf = vnail/616 0.132
Nail Slip Factor, en (in) APA Desian Guide1 en = (vn;lu!616);;s.Oll:l 0.00267
Nail Slip Deflection, Yns (in) APA Desian Guide1 Yns = 0.75hen 0.00130
I H6ld-uown UetleCtlOn, Yhd (In) APA Report T2002-17, Table 3 for nails. 0.130
1 otal ~hear Wall Uetlectlon, Ysw (In) valculation Ysw - Yb +Ys + Yns + Yh< 0.228
IAllowable ~tory Urltt, Ya (In) IBC Table 1617.3.1 Ya ~/< U.ULUh 1.87
Roof Diaphragm Deflection Calculations
Modulus of Elasticity-Diaphragm Chord, E (psi NDS No.2 Hem-Fir 1,300,000
Area of Diaohraam Chords (in2) Design Drawings AChord = 2(1.5)(5.5) = 16.5
Moment of Intertia of Diaphraam Chords (in4) Calculation I = 2Achord(b/2)2 = 1,069,200
Diaphragm Length (in) Design Drawings L= 624
Blocked Bending Deflection (in) Calculation Yh = 5vrL 4/384EI 0.23
Shear Modulus, Gt (psi) Table A_31 7/16-in aSB 83,500
Shear Deflection (in) APA Desian Guide1 Ys = vL/4Gt 0.24
Diaphragm Nail Spacing, S (in) Specifications S= 6
Unit Shear Per Nail, vnail (Ib) APA Desian Guide 1 Vnail = vIS 81.4
Nail Slip Factor, en (in) APA Desian Guide Table A_21 0.006
Nail Slip Deflection, Yns (in) APA Desian Guide 1 Yns = 0.188Len 0.059
Chord Splice Deflection, yes (in) APA Report T2002-17, April 17, 2002 0.063
Total Blocked Deflection, Yd (in) Yd = Yb +Ys + Yns + Yes 0.59
Factor for Unblocked Diaphragms APA Report T2002-17, April 17, 2002 2.50
Unblocked Diaphragm Deflection (in) APA DesiQn Guide1 Calculation 1.48
Check Diaph.lShear Wall Deflection Ratlo>2.C Calculation Yd/Ysw ~/> Z.U.I' 6.5
Diaphragm/Shear wall deflection ratio is > 2.0 so assumption that diaphragm is flexible is okay per ASCE 7-02 Standard,
Section 9.5.2.3.1.
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I
l. Table J. Roof Diaphragm Calculations.
Diaphragm Chord Splice & Stress Calculations
End Wall Diaphragm Shear (I b) Report Table G VEnd = Q/2 3,839
Diaphragm Span (ft) Design Drawings b= 30.0
Diaphragm Length (ft) Design Drawings L= 52.0
Diaphragm Unit Shear (Ib/ft) Calculation v r = V /b = 128
Diaphragm Moment (ft-Ib) Calculation M = vrL2/8 = 43,251
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Allowable Nail Load (Ib) NDS Table 11N H-F & 10d Common 102
Adjustment For Wind/Seismic Loads NDS Table 2.3.2 10-minute loads 1.6
Adjusted Allowable Nail Load (Ib) Calculation F = 1.6FNail 163.2
Minimum Number of Nails Required At Splice~ Calculation NN-Min = C/F A 8.8
Maximum Nail Spacing at Splices (in) S= 6.0
Minimum Splice Length (in) Calculation LSoliee = SNN-Min 53.0
Design Splice Length (in) Design Drawings 9-10d Common Nails 48.0
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Axial Chord Stess (psi) Calculation Felt = CIA = T/A 87
Allowable Parallel Compressive Stress (psi) WWPA Table 1 NO.2 Hem-Fir 1,250
Allowable Parallel Tensile Stress (psi) WWPA Table 1 NO.2 Hem-Fir 500
Note 1: Diaphragms And Shear Wall - Design/Construction Guide, November 2004.
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Roof Uplift Calculations
Description Reference Equation/Comment Value
Roof Truss Span, b (ft) Design Drawings 32.0
Tributary Area to Truss Connection (sf) Trusses @2 24-in o.c A = 2b/2 = b 32.0
Maximum Wind Uplift Pressure (pst) Zone F For 120-mph & Wind Exposure C -20.9
Maximum Wind Uplift Load At Connection (Ib) Fup = pA -670
Allowable Roof Unit Dead Load, Wdl (pst) Design Cnteria Wdl - L/;;{lb) 10.0
Roof Dead Load to Truss Connection (Ib) I t-OL - WdlA 320
Net Load to Truss Connection (Ib) FNet = Fup + FOL ....
;i-35O
Allowable Uplift For Simpson H2.5A Clip (I b) SPF/Hem-Fir with 160% Increase i' 535
Maximum Wind Uplift Pressure (pst) Zone F For 11 O-mph & Wind Exposure C -17.7
Maximum Wind Uplift Load At Connection (Ib) F Up = pA -565
Net Load to Truss Connection (Ib) FNet = Fup + FOL -245
Allowable Uplift For Simpson H1 Clip (Ib) SPF/Hem-Fir with 160% Increase 400
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Revised 01/25JRoof Diaphragm Plan 2112-07 Lateral-30 Snow, 120 mph, Exp C & SDC D2.xls 3/7/2007 16