HomeMy WebLinkAboutBLD2005-01122 Lateral Calculations - BLD Engineering / Geo-tech Reports - 2/21/2005 Reep Engineering & Consulting, Inc.
Date: 02/21/05 LATERAL ENGINEERING CALCULATIONS FOR Pagel of 2
By: I. E. Ree , P.E. HILINE HOMES PLAN 2112
LATERAL ENGINEERING CALCULATIONS
FOR HILINE HOMES PLAN 2112
SEISMIC: SDC D2 & WIND. 110 MPH, EXPOSURE B
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p ngineering & Consulting, Inc.
I.E. Gene Ree , P. E.
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ICC No. 465600 S��NAL '
8205 Sunset Lane, Pasco WA 99301 EXPIRES: 01/24
Phone (509) 547-9087/Cell 366-2869
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
stnmn intended for reuse by HiLine Homes.
CONTENTS
Description Pagel
Design Criteria and Specifications Page 2
Engineering Calculations I Page 2
TABLES IN ATTACHMENT
Table A. Wind Design Criteria Page A-1
Table B. Seismic Design Criteria Page A-1
Table C. General Specifications (2 sheets) Page A-2
Table D. Specification of Structural Components and Fasteners (2 sheets) Page A-3
Table E. Wind Shear Loads Page A-4
Table F. Minimum Wind Shear Loads Page A-5
Table G. Seismic Shear Loads Page A-6
Table H. Controlling Shear Loads Page A-7
Table I. Shear Wall Loads Page A-8
Table J. Roof Diaphragm Load Calculations Page A-9
DESCRIPTION
This report provides engineering calculations and structural design specifications for HiLine Homes
Plan 2112. The one-story house is 2,112-sf in area plus a prescriptively designed 528-sf garage.
The design is compliant with expected earthquake loads in Seismic Design Category (SDC) D2 for
which the maximum design spectral response acceleration at short periods is SoS = 1.170g. Wind
s
Reep Engineering & Consulting, Inc.
Date: 02/21/05 LATERAL ENGINEERING CALCULATIONS FOR Page 2 of 2
By: I. E. Ree , P.E. HILINE HOMES PLAN 2112
loads are compliant with a basic winds speed of 110 mph and Exposure Factor B which is equivalent
P P p P q
to a 100 mph basic wind speed and Exposure Factor C for buildings with a mean roof height of 15-ft
or less
Design criteria including calculations are included in Tables A, B, and C (attached) as noted above.
Structural loads on shear walls, hold-downs, and drag struts are summarized in Table I (attached).
Specifications for structural components and fasteners are listed in Table D (attached) including
required load restraints and allowable resistive loads for components and fasteners.
DESIGN CRITERIA AND SPECIFICATIONS
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.
Wind and seismic design criteria are given in Tables A and B, respectively.
General specifications for building loads nail loads, anchor and hold-down loads, etc. are
given in Table C.
Lateral specifications, structural loads, and allowable loads are given in Table D.
ENGINEERING CALCULATIONS
Engineering calculations are documented in Tables E through J based on specifications in Tables A,
B, and C. Specifications for structural components and fasteners (Table D) are derived from the
results calculated in Tables E through J. These tables provide the following information.
• Table E provides wind shear loads for a basic wind speed of 110 mph and Exposure Factor B
(equivalent to 100 mph and Exposure Factor C for this building) based on criteria in Table A.
Minimum wind loads are provided in Table F 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.
• Table G provides seismic shear loads based on criteria in Table B and the simplified analysis
procedure per IBC Section 1617.5 and SDC D2.
• Table H provides transverse and longitudinal wind, minimum wind, and seismic shear loads
and identifies controlling shear loads for factoring into Table I.
• 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 various shear wall lengths based on controlling shear
loads from Table I. Allowable dead loads are based on an allowance of 6/10 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.
• 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, diaphragm deflection and axial chord stress are calculated.
Reep Engineering Consulting, Inc. Page A-1
Table A. Wind Design Criteria.
Description Value Description Value
Wind Speed Vas (mph) 110 Vertical Pressures (psf)
Simplified Method per IBC Section 1609.6? Yes Wall Zone E -10.7
Importance Factor- Iw 1.00 Wall Zone F -14.6
Exposure & Height Factor (ExposureB) 1.00 Wall Zone G -7.7
Roof Slope 6/12 Wall Zone H -11.7
Horizontal Pressures (psf Roof Overhang Zone E -19.9
Wall Zone A 24.1 Roof Overhang Zone G -17.0
Wall Zone C 17.4 Roof Overhang Zone F -14.6
Roof Zone B 3.9 Roof Overhang Zone H -11.7
Roof Zone D 4.0
Note: Plus and minus signs signify wind pressures acting toward and away from the surfaces, respectively per ASCE
Standard 7-02. A basic wind speed of 110 mph at Exposure Factor B is equivalent to a basic wind speed of 100 mph at
Exposure C for buildings with a mean roof height of 15-ft or less.
Table B. Seismic Design Criteria.
Description Value Description Value
Occupancy Category per Table 1604.5 II Is Period To < T </= TS =0.345 sec? Yes
Seismic Importance Factor IE per Table 1604.E 1.0 Design Spectral Response: Sa = SDS? Yes
Seismic Design Category per Table 1616.3(1) D2 Seismic Use Group per IBC 1616.2 1
Default Site Class Per IBC 1615.1.1 D Simplified Analysis per IBC 1617.5? No
Regular Structure Yes Seismic Design Coefficient: Cs = SDSIE/R 0.180
Building Frame Structure w/Shear Walls Yes Maximum Unit Shear per Table I: vmax (lb/ft) 169
Response Modification Coefficient: R 6.5 Story Shear per Table H: Vstory (lb) 7,660
Mean Building Height h (ft) 12.0 Story Shear Ratio: rmax =10vmaxNstory: 0.22
Building Period Coefficient: C, (sec) 0.021 Base Story Area: AB (sf) 2,112
Building Period: T = Cth314 (sec) 0.13 Square Root of Base Story Area: AB (ft) 46.0
MCE Short Period Acceleration: Sens (g) 1.755 Reduncany Factor: p = 2 - 20/rmax(AB)12 0.02
Site Short Period Acceleration: SDS(g) 1.170 Minimum Redunancy Factor Per IBC 1617.2.1 1.00
MCE Long Period Acceleration: SM, (g) 0.606 SL Shear: E = pQE + 0.2SDsD = PQE
Site Long Period Acceleration: SD, (g) 0.404 Base Shear/Weight: VSL/W = PCs 0.180
To = 0.2SD1/SDS (sec) 0.069 Allowable Stress Design: VASD = 0.7VsL 0.126
TS = SD1/SDs(sec) 0.345
Note: Seismic design criteria is based on highest values for Maximum Considered Earthquake (SMS)and site short
period (SDS) accelerations for Seismic Design Category D2.
Revised 02/20/05 Criteria HiLine Plan 2112 Wind, Seismic & Specs 110 mph & D2.xls 2/20/2005
Reep Engineering Consulting, Inc. Page A-2
Table C. General Design Criteria (2 sheets).
Description IReference/Calculation Value
Building Loads
Allowable Foundation Pressure (psf) IBC Table 1804.2 1,500
Roof Dead Load (psf) Assumption 15.0
Floor Dead Load (psf) Assumption 10.0
Exterior Walls Dead Load (psf) Assumption 15.0
Interior Partition Dead Load (psf) IBC Section 1617.5.1 10.0
Ground Snow Load - P (psf) BuildingDepartment 30.0
Flat Roof Snow Load - Pf (psf) Building Department 30.0
Include 20% Snow Load in Weight for Seismic? IBC Section 1617.5.1 if >/= 30 psf No
Allowable Nail Loads
Lateral Force-16d Sinkers - d = 0.148-in. (lb) NDS Table 11 N - 2X Hem-Fir 102
Lateral Force-10d Common - d = 0.148-in. (lb) NDS Table 11 N - 2X Hem-Fir 102
Lateral Force-8d Common Nails - d = 0.148 (lb) NDS Table 11 N - 3/4X Panels 73
Adjustment fo 10-minute Wind/Seismic Loads NDS Table 2.3.2 for 10-min. 1 .6
Allowable Force-16d Sinkers - d = 0.148-in. (lb) NDS Table 11 N - 2X Hem-Fir 163
Allowable Force-10d Common - d = 0.48-in. (lb) NDS Table 11 N - 2X Hem-Fir 163
Allowable Force-8d Common Nails - d = 0.148 (lb) NDS Table 11 N - 3/4X Panels 117
Max. Allow. Toenail Lateral Force in SDC D Ib/ft NDS ASD/LRFD Sect. 4.1 .6 150
Allowable Force-16d Sinker Toenails (lb) FToenail = 5/6FAI[owabie 136
Allowable Force-10d Common Toenails (lb) FToenail = 5/6FA11owaUe 136
Allowable Force-8d Common Toenails (lb) FToenaii = 5/6FAllowable 97
Simpson Wedge Anchors (3,000 psi Concrete)
Tension Load for 1/2-in. -dia.w/4.5-in Embed. Catalog C-SAS-2004 2,320
Adjustment for No Special Inspection ICBO ER 3631 0.5
Adjustment for Wind/Seismic Loads NDS Table 2.3.2 for 10-min. 1 .6
Adjustment for Hem-Fir Framing NDS ASD/LRFD Table 4.3A 0.93
Allowable Tension for 1/2-dia.w/4.5-in Embed. Per Calculations 1 ,726
Foundation Anchors (ASTM A307 Steel Bolts)
Lateral Load for 1/2-in. dia. Anchor Bolts (lb) NDS table 11 E for Hem-Fir 570
Adjustment for Wind/Seismic Loads NDS Table 2.3.2 for 10-min. load 1.6
Allowable Shear for 1/2-dia.w/7-in Embed. Min. (lb Per Calculation 912
Lateral Load for 5/8-in. dia. Anchor Bolts (lb) NDS table 11 E for Hem-Fir 830
Adjustment for Wind/Seismic Loads NDS Table 2.3.2 for 10-min. 1 .6
Allowable Shear for 5/8-dia.w/7-in Embed. Min. (Ib Per Calculation 1,328
Allowable Loads for Simpson Hold-Downs (3,000 psi Concrete)
LSTHD8 Strap Tie with 24-16d Sinkers (lb) Simpson Catalog C-2004 1 ,950
STHD8 Strap Tie with 24-16d Sinkers (lb) Simpson Catalog C-2004 2,135
STHD10 Strap Tie with 28-16d Sinkers (lb) Simpson Catalog C-2004 2,880
STHD14 Strap Tie with 38-16d Sinkers (lb) Simpson Catalog C-2004 4,430
LTT20B Tension Tie 10-16d Sinkers (lb) Simpson Catalog C-2004 1,750
HD2A HDs with 2-5/8-in dia. Bolts (lb) Simpson Catalog C-2004 2,570
HDSA HDs with 2-5/8-in dia. Bolts (lb) Simpson Catalog C-2004 3,130
Revised 01/20/05 General Criteria HiLine Plan 2112 Wind, Seismic & Specs 110 mph & D2.xls 2/20/2005
Reep Engineering Consulting, Inc. Page A-2
Table C. General Design Criteria (2 sheets).
Simpson SSTB Anchor Bolts (2,500 psi Concrete)
SST1316 (6-in wall with 5/8-in dia. w/13-in emb )q C-SAS-2004 4,420
SSTB20 (6-in wall with 5/8-in dia. w/17-in_embed.)ICatalo C--SAS-2004 4,600
Shear Wall Hold-Downs _
Description Equation/Calculation Value
Allowable Restorative Dead Load Factor ASCE 7-02 Load Combinations 0.6
Shear Wall and Drag Strut Heights ft Wall Heights are_8-ft max. 8.0
Maximum Tension at End of Shear Wall Segment T = 8v - 0.3w L 2 N/A
Minimum Shear Wall Length for Wind Loads (ft) h/Lsw = 8/3.5 = 2.3
Minimum SW Length for Siesmic Loads (ft) sw = = 4.0
Roof/Floor Diaphragms and Shear Walls
Maximum AR for Unblocked Diaphragms NDS ASD/LRFD Section 4.2.4 3:1
Maximum AR for Shear Walls (Wind) NDS ASD/LRFD Sect. 4.3.4 3.5:1
Maximum AR for Shear Walls Seismic NDS ASD/LRFD Sect. 4.3.4 2:1
Adjustment Factor for AR > 3.5 Seismic NDS ASD/LRFD Sect. 4.3.4.1 2b/h
Seismic Adjustment Factor for h = 8-ft & b = 4-ft AFseismic = (2)4)/(8) = 1.0
Seismic Adjustment Factor for h = 8-ft & b = 3-ft AFseismic = (2)(3)/(8) = 0.75
Minimum Shear Wall Length for Blocked Panels NDS ASD/LRFD Sect. 4.3.7.1 1-ft
Framing for Nominal ASD Shear > 350-lb/ft NDS ASD/LRFD Sect. 4.3.7.1 3-in
Adjustment Factor for Hem-Fir NDS ASD/LRFD Table 4.3A 0.93
Adjustment Factor for Strength Level Shear NDS ASD/LRFD Section 4.2.3 0.50
Simpson Seismic & Hurricane Ties And Framing Angle Plates
F1 - Lateral Per Catalog C-SAS-2004 415
H1 Siesmic & Hurricane Tie (lb) F2 - Lateral Per Catalog C-SAS-2004 140
Uplift - Per Catalog C-SAS-2004 400
F1 - Lateral Per Catalog C-SAS-2004 130
H2.5 Siesmic & Hurricane Tie (lb) F2 - Lateral Per Catalog C-SAS-2004 130
Uplift - Per Catalog C-SAS-2004 365
F1 - Lateral Per Catalog C-SAS-2004 505
H10 Siesmic & Hurricane Tie (lb) F2 - Lateral Per Catalog C-SAS-2004 450
Uplift - Per Catalog C-SAS-2004 780
F1 - Lateral Per Catalog C-SAS-2004 480
H14 Siesmic & Hurricane Tie (lb) F2 - Lateral Per Catalog C-SAS-2004 245
Uplift - Per Catalog C-SAS-2004 1 ,050
A35 Framing Angle (lb) F1 - Lateral Per Catalog C-SAS-2004 450
F2 - Lateral Per Catalog C-SAS-20041 600
Revised 01/20/05 General Criteria HiLine Plan 2112 Wind, Seismic & Specs 110 mph & D2.xls 2/20/2005
Reep Engineering Consulting, Inc. Page A-3
Table D. Specification of Structural Components and Fasteners (2 sheets)'.
Foundation Anchor Bolt Specifications
Maximum applied shear per Table I (lb). 3,830
Maximum anchor bolt Load @ 72-in o.c. minimum 2 anchors per mudsill lb). 522
Allowable anchor bolt load for 1/2-in dia. A307 bolts with 7-in. embedment (lb). 912
Simpson MA6 Mudsill Anchor Specifications
Maximum MA6 Mudsill Anchor Load @ 60-in o.c. minimum 2 anchors per mudsill (lb). 456
Allowable MA6 Mudsill Anchor Load (lb) 680
Shear Wall Hold-Down Specifications
Shears walls do not require hold-downs since restoring dead loads exceeds uplift due to shear.
See Table I for hold-down requirements.
Shear Wall Sheathing Specifications
GWB on Left & Center Front Interior Shear Walls
Maximum resistive unit shear load per Table I Ib/ft . 169
Apply 1/2-in. GWB drywall panels to both sides of Hem-Fir framing members with No. 6
Type S or W drywall screws 1-1/4-in long @ 4-in o.c. on all edges and in the field and
all edges blocked. Basic allowable shear = (2)(300) = 600-lb/ft (seismic controls) per 279
NDS Table 4.3A for framing @ 16-in o.c. per Note b. Adjustment Factor (AF) for ASD is
= 0.50 and AF for Hem-Fir framing = 0.93. Allowable shear = (0.50)(0.93)(600) = 279-
Where interior SW is over a pony wall apply 7/16-in. OSB wood structural panels to
Hem-Fir framing members with 8d nails @ 6-in o.c. all edges blocked. Basic allowable
shear = 560-lb/ft (seismic controls) per NDS Table 4.3A for framing @ 16-in o.c. per 260
Note b. Adjustment Factor (AF) for ASD is = 0.50. Allowable shear = (0.50)(0.93)(560)
= 260-lb/ft.
OSB on Exterior Shear Wall Segments
Maximum resistive unit shear load per Table I Ib/ft . 89
Apply 7/16-in. OSB wood structural panels to Hem-Fir framing members with 8d nails
@ 6-in o.c. all edges blocked. Basic allowable shear = 560-lb/ft (seismic controls) per 260
NDS Table 4.3A for framing @ 16-in o.c. per Note b. Adjustment Factor (AF) for ASD
is = 0.50. Allowable shear = (0.50)(0.93)(560) = 260-lb/ft.
Drag Struts Specifications for Shear Walls
Drag Strut Specifications for Shear Walls Below Roof Eaves
Maximum load on drag struts per table I (lb/ft). 95
Drag wall shear on double top plates fastened together with 2-
Drag on Wall Top 10d nails @ 16-in o.c. and 6-in o.c. at splices. Overlap
Plates splices 4-ft. min. Fasten wall sheathing between shear wall 213
segments at same fastener spacing as on shear walls.
Allowable load for 2-10d nails = (2)(12/16)(142) = 213-lb/ft.
Drag Strut Specifications for Shear Walls Below Gable Trusses
Drag on Gable Truss Maximum load on drag struts per table I (lb/ft). 120
Bottom Chord and Wall Fasten gable-end truss bottom chord to double top plates with
Top Plates 2-10d toenails @ 16-in o.c. Allowable load for toenails = 177
(2)(12/16)(118) = 177-lb/ft.
Revised 02/20/05 Lateral Specs HiLine Plan 2112 Wind, Seismic & Specs 110 mph & D2.xls 2/22/2005
Reep Engineering Consulting, Inc. Page A-3
Table D. Specification of Structural Components and Fasteners (2 sheets)'.
Drag Strut Specifications for Left Interior Shear Wall
Drag on Truss Bottom Maximum load on drag struts per table I (lb/ft). 120
Chord and Wall Top Fasten truss bottom chord to double top plates with 2-1
1 Od
Plates toenails @ 16-in o.c. Allowable load for nails = 177
(2)(12/16)(118) = 177-lb/ft.
Drag Strut Specifications for Center Front and Rear Shear Walls
Maximum load on drag struts per table I (lb/ft). 95
Drag on Top Plates and Drag roof diaphragm shear on Simpson truss ties fastened to
Truss Ties
wall top plates per manufacturer's instructions see Roof 307
,
Framing Specifications). Allowable load for 1 Od toenails and
H2.5 Ties = 307-lb/ft.
Roof Diaphragm Framing Specifications``
Structural Component Description Required Allowable
7/16-in unblocked wood structural panels per IBC
Case 1. Fasten with 8-d nails @ 6-in o.c. on all
edges and 12-in o.c. in the field. Allowable unit
Roof Framing Panels shear (seismic loads control per Table H) = 460- 156-lb/ft 230-lb/ft
(with 8-d Nails) Ib/ft per NDS Table 4.2B for unblocked panel
diaphragms. Adjustment Factor (AF) for ASD =
0.5. Adjusted allowable unit shear = (0.50)(460)
= 230-lb/ft.
Truss Blocking 2X4 vent blocking in each trussbay. N/A
Fasten roof diaphragm boundaries with 8d nails
Boundary Nailing N/A
@ 6-in o.c.
Fasten truss tails to top plates with 2-10 toenails
and a Simpson H2.5 or H1 Seismic & Hurricane
Ties fastened to trusses with 8d nails and to top
plates per manufactures instruction. (see sheet
Truss Connections S3, Roof Framing Plan). Allowable load for 2-10d 383-lb 614-lb
(Parallel to Truss) toenails = (2)(12/16)(118) = 177-lb per truss tail.
Allowable load for H2.5 Ties = 130-lb per truss tail
for Hem-Fir. Total allowable load per truss =
2(177 + 130) = 614-lb per truss (H2.5 ties
control).
Fasten truss tails with 10d toenails and Simpson
Truss Connections H2.5/H1 Seismic & Hurricane Ties per above 383-lb 614-lb
(Perpendicular to Truss) specifications. Allowable load = 614-lb per truss
(H2.5 Ties control).
Note 1: Allowable loads, adjustments, and calculations are provided in Table C, General Design Criteria. Roof
diaphragm loads are calculated in Table J, Roof Diaphragm Calculations.
Revised 02/20/05 Lateral Specs HiLine Plan 2112 Wind, Seismic &Specs 110 mph & D2.xls 2/20/2005
Reep Engineering Consulting, Inc. Page A-4
Table E. Wind Shear Loads.
Wind Zone Zone Zone Zone Moment Moment
Zone Pressure Width lit./Depth Area Force Arm
(psf) (ft) (ft) (sf) (lb) (ft) (ft-lb)
Horizontal (Transverse) Wind Loads
Front-to-Back Wall Zone A 24.1 9.6 8.0 76.8 1,851 4.0 7,404
Front-to-Back Wall Zone C 17.4 42.4 8.0 339.2 5,902 4.0 23,608
Front-to-Back Roof Zone B 3.9 9.6 8.0 76.8 300 12.0 3,594
Front-to-Back Roof Zone D 4.0 42.4 8.0 339.2 1,357 12.0 16,282
Transverse Base Shear/Momentl 9,409 50,888
Wind Shear Transferred to Roof Diaphragm 5,533
Vertical (Transverse) Wind Loads
Front-to-Back Wall Zone E -10.7 9.61 16.0 153.6 -1,644 27.0 -44,375
Front-to-Back Wall Zone F -14.6 9.6 16.0 153.6 -2,243 9.0 -20,183
Front-to-Back Wall Zone G -7.7 42.4 16.0 678.4 -5,224 27.0 -141,039
Front-to-Back Wall Zone H -11.7 42.4 16.0 678.4 -7,937 9.0 -71,436
Roof Overhang Zone E -19.9 9.6 2.0 19.2 -382 37.0 -14,137
Roof Overhang Zone F -17.0 9.6 2.0 19.2 -326 -1.0 326
Roof Overhang Zone G -7.71 42.4 2.01 84.8 -653 37.0 -24,160
Roof Overhang Zone H -11.71 42.4 2.01 84.8 -992 -1.0 992
Total Uplift on Housel 19,401 -314,011
Horizontal (Longitudinal)Wind Loads
Side-to-Side Wall Zone A 1 24.11 9.61 10.0 96.0 2,314
Side-to-Side Wall Zone C 1 17.41 38.41 13.01 499.2 8,686
Longitudinal Base Shear 11,000
Wind Shear Transferred to Roof Diaphragm 7,333
Vertical (Longitudinal) Wind Loads
Side-to-Side Wall Zone E -10.7 9.6 26.0 249.6 -2,671
Side-to-Side Wall Zone F -14.6 9.6 26.0 249.6 -3,644
Side-to-Side Wall Zone G -7.7 22.4 26.0 582.4 -4,484
Side-to-Side Wall Zone H -11.7 22.4 26.0 582.4 -6,814
Roof Overhang Zone E -19.9 9.6 1.0 9.6 -191
Roof Overhang Zone F -17.0 9.6 1.0 9.6 -163
Roof Overhang Zone G -7.7 22.4 1.0 22.4 -172
Roof Overhang Zone H -11.7 22.4 1.0 22.4 -262
-18,402
Note: Plus and minus signs signify wind pressures acting toward and away from the surfaces, respectively per
ASCE Standard 7-02.
Revised 02/20/05 Wind Loads HiLine Plan 2112 Wind, Seismic & Specs 110 mph & D2.xls 2/20/2005
Reep Engineering Consulting, Inc. Page A-5
Table F. Minimum Wind Shear Loads.
Wind Zone I Zone Zone Zone Moment Moment
Zone PreE:sure Width Ht./Depth Area Force Arm
(psf) (ft) (ft) (s f) (lb) (ft) (ft-lb)
Horizontal (Transverse) Wind Loads
Front-to-Back Wall Zone A 10.0 9.6 8.0 76.8 768 4.0 3,072
Front-to-Back Wall Zone C 10.0 42.4 8.0 339.2 3,392 4.0 13,568
Front-to-Back Roof Zone B 10.0 9.6 8.0 76.8 768 12.0 9,216
Front-to-Back Roof Zone D 10.0 42.4 8.0 339.2 3,392 12.0 40,704
Transverse Base Shear/Momentl 8,3201 1 66,560
Wind Shear Transferred to Roof Diaphragm 1 6,240
Vertical (Transverse) Wind Loads
Front-to-Back Wall Zone E 0.0 9.6 16.0 153.6 0 27.0 0
Front-to-Back Wall Zone F 0.0 9.6 16.0 153.6 0 9.0 0
Front-to-Back Wall Zone G 0.0 42.4 16.0 678.4 0 27.0 0
Front-to-Back Wall Zone H 0.0 42.4 16.0 678.4 0 9.0 0
Roof Overhang Zone E 0.0 9.61 2.0 19.2 0 37.0 0
Roof Overhang Zone F 0.0 9.6 2.0 19.2 0 -1.0 0
Roof Overhang Zone G 0.0 42.4 2.0 84.8 0 37.0 0
Roof Overhang Zone H 0.0 42.4 2.0 84.8 0 -1.0 0
Total Uplift on House 0 0
Horizontal (Longitudinal) Wind Loads
Side-to-Side Wall Zone A 10.0 9.6 10.0 96.0 960
Side-to-Side Wall Zone C 10.0 38.4 13.0 499.2 4,992
Longitudinal Base Shear 5,952
Wind Shear Transferred to Roof Diaphragm 3,968
Vertical (Longitudinal) Wind Loads
Side-to-Side Wall Zone E 0.0 9.6 26.0 249.E 0
Side-to-Side Wall Zone F 0.0 9.6 26.0 249.6 0
Side-to-Side Wall Zone G 0.0 22.4 26.0 582.4 0
Side-to-Side Wall Zone H 0.0 22.4 26.0 582.4 0
Roof Overhang Zone E 0.0 9.6 1.0 9.6 0
Roof Overhang Zone F 0.0 9.6 1.0 9.6 0
Roof Overhang Zone G 0.0 22.41 1.0 22.4 0
Roof Overhang Zone H 0.0 22.41 1.0 22.4 0
0
Note: Plus and minus signs signify wind pressures acting toward and away from the surfaces, respectively per
ASCE Standard 7-02.
Revised 02/20/05 Min. Wind Loads HiLine Plan 2112 Wind, Seismic & Specs 110 mph & D2.xls 2/20/2005
Reep Engineering Consulting, Inc. Page A-6
Table G. Seismic Shear Loads.
� Height/ Shear
Load Length Area Weight
Building Component (p � Width ( ) ( � ( ) Load
(ft) ft (lb) (III)
Main Roof Diaphragm (Dead Load) 15.0 2,112 31,680 3,991
Main Roof Gables (Dead Load) 10.0 8.5 32.0 272 2,720 343
Main Level Exterior Walls 15.0 2,112 31,680 3,991
Main Level Partitions 10.0 2,112 21,120 2,661
Total Main Level Weight/Shear Load 1 87,2001 7,660
Roof Diaphragm Tributary Dead Load 60,800
Revised 02/20/05 Seismic Loads HiLine Plan 2112 Wind, Seismic & Specs 110 mph & D2.xls 2/20/2005
Reep Engineering Consulting, Inc. Page A-7
Table H. Controling Shear Loads.
Main Floor Level Second Floor Level
Transverse Longitudinal Transverse Longitudinal
Wind Load lb) 5,533 7,333 N/A N/A
Minimum Wind Load (Ib) 6,240 3,966 N/A N/A
Seismic Load Ib 7,660 7,660 N/A N/A
Note: Shaded cells indicate controling shear loads.
Revised 02/20/05 Controling Loads HiLine Plan 2112 Wind, Seismic & Specs 110 mph & D2.xls 2/20/2005
Reep Engineering Consulting, Inc. Page A-8
Table I. Shear Wall Loads.
Transverse Loads (Seismic Controls)
Floor Level Main Floor Level Second Level
Wall Identification Left Center I Right
jApplied Shear (lb) 3,830 3,830
Wall Length (ft) 32.0 48.0
Applied Unit Shear Ib/ft 120 80
Shear Wall Length ft 23.3 43.0
Resistive Unit Shear (lb/ft) 164 89
Unit Drag Load (lb/ft) 45 9
Unit Wall DL Ib/ft) 170 144
Max. Hold-Down 3-ft SW (lb) 856 324
Max. Hold-Down 4-ft SW (lb) 499121
Max. Hold-Down > 6-ft SW (I -521 -843
Note: No hold-downs are required on Front and Rear walls.
Longitudinal Loads (Seismic Controls)
Floor Level Main Floor Level Second Level
Wall Identification Front Center Rear
Front
Applied Shear (lb) 1 ,277 3,830 2,553
Wall Length ft) 28.0 52.0 52.0
Applied Unit Shear Ib/ft) 46 74 49
Shear Wall Length (ft) 18.0 22.7 33.0
Resistive Unit Shear (lb/ft) 71 169 77
Unit Drag Load Ib/ft 25 95 28
Unit Wall DL Ib/ft 180 360 360
Max. Hold-Down 3-ft SW (lb) 81 378 -353
Max. Hold-Down 4-ft SW (lb) -297 -378 -1,109
Max. Hold Down > 6-ft SW (11, -1 ,377 -2,538 -3,269
Note: No hold-downs are required on Front, Center Front and Rear walls.
Revised 02/20/05 Shear Wall Loads HiLine Plan 2112 Wind, Seismic & Specs 110 mph & D2.xls 2/20/2005
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Reep Engineering Consulting, Inc. Page A-9
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Table J. Roof Load Calculations.
Description I Reference Equation/Commen Value
Roof/Floor Diaphragms Load Calculations
FDiaphragm Shear/Weight IBC Sect. 1620.4.3 FPAN = 0.21ESoS = 0.234
Diaphragm Weight (lb) Report Table G WP = w AROOf 60,800
Strength Level Diaphragm Shear (lb) IBC Sect. 1620.4.3 Fp = 0.21ESDSWP 14 225
Service Level Seismic Diaphragm Shear (lb) ASCE Sect. 2.4 Q = 0.7E = 0.7QE = 9,957
Max. Service Level Shear From Table H (lb/ft) Report Table H Q = Seismic 7,660
Diaphragm Span (ft) Design Drawings b = 32
Service Level Diaphragm Unit Shear (lb/ft) Calculation vr = 1/20/b = 156
Roof Diaphragm Deflection Calculation
Modulus of Elasticity-Diaphragm Chord (psi) NDS No. 2 DF-L 1 ,600,000
Area of Diaphragm Chords (in 2 Design Drawings Achord = 2(1 .5)(5.5) 16.5
Moment of Intertia of Diaphragm Chords (in 4 Calculation 1 = 2Acho,d(b/2) = 1 ,216,512
Diaphragm Length (in) Design Drawings L = 12*52 = 624
Diaphragm Deflection (in) Calculation y = 5vL /384E1 0.16
Exterior Wall Height (in) Design Drawings h Wa„ = 12*8 = 96
Allowable Diaphragm Deflection (in) IBC Table 1617.3.1 yA„ow. = 0.025hWa„ 2.40
Roof Diaphragm Chord Stress Calculations
Diaphragm Moment (ft-lb) Calculation M = vrL /8 = 52,587
Diaphragm Chord Force (lb) Calculation C = T = M/b = 1 ,643
Axial Chord Stess (psi) Calculation F = P/A = 100
Allowable Parallel Compressive Stress (psi) NDS Table 4A No. 2 Hem-Fir 1 ,300
Allowable Parallel Tensile Stress (psi) NDS Table 4A No. 2 Hem-Fir 525
Revised 02/20/05 Roof Calculations HiLine Plan 2112 Wind, Seismic & Specs 110 mph & D2.xls 2/20/2005