HomeMy WebLinkAboutLateral Engineering Calculations - BLD Engineering / Geo-tech Reports - 7/30/2004 Reep Engineering & Consulting, Inc.
Date: 07/30/04 LATERAL ENGINEERING CALCULATIONS FOR Page 1 of 4
By: I. E. Reep, P.E. HILINE HOMES PLAN 2776
LATERAL ENGINEERING CALCULATIONS
FOR HILINE HOMES PLAN 2776
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Reep Engineering & Consulting, Inc. h z
I.E. (Gene) Reep, P. E.
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Washington License No. 14364 14264
Idaho License No. 8908 sfoN
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ICC No. 465600 �
8205 Sunset Lane, Pasco WA 99301 ��s ol/24fi1?
Phone (509) 547-90$7/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 stamp intended for reuse by Hil-ine
Homes.
CONTENTS
Description Page 2
Design Criteria Page 2
Design Basis Wind Loads Page 2
Design Basis Seismic Loads Page 2
Lateral Engineering Calculations Page 2
TABLES IN ATTACHMENT
Table A. Wind Design Criteria Page A-1
Table B. Seismic Design Criteria Page A-1
Table C-1. Module 1 Wind Shear Loads on Building Page A-2-1
Table C-2. Module 2 Wind Shear Loads on Building Page A-2-2
Table D.-Minimum Wind Shear Loads on Building Page A-3
Table E. Seismic Shear Loads on Building Page A-4
Table F. Distribution of Seismic Forces Page A-5
Table G. Wind and Seismic Forces on Building Levels Page A-6
Table H. Shear Wall Loads Page A-7
Table I. Specification of Structural Components and Fasteners Page A-8
Reep Engineering & Consulting, Inc.
Date: 07/30/04 LATERAL ENGINEERING CALCULATIONS FOR Page 2 of 4
By: I. E. Reep, P.E. HILINE HOMES PLAN 2776
DESCRIPTION
This report provides lateral engineering calculations for HiLine Homes Plan 2776. The home
consists of a two story 34-ft by 38-ft module (Module 1) and a one story 8-ft by 24-ft module (Module
2). Included in this report are identification and specification of foundation anchor/bolts, shear wall
hold-downs, shear wall type and fastening, drag struts and roof framing. Lateral engineering of the
home is based on the 2003 International Building Code (IBC) and is compliant with the seismic
design requirements of Seismic Design Categories D1 and D2. Construction of the 24-ft by 26-ft
garage will be performed per prescriptive requirements of the 2003 International Residential Code
(IRC).
DESIGN CRITERIA
Lateral engineering is based on the 2003 International Building Code (IBC) and is compliant with the
seismic design requirements of Seismic Design Categories D1 and D2. Roof snow load is 30 psf,
3-second gust is 110 mph, and fastest mile wind speed is 90 mph and. Wind and seismic design
criteria are given in Tables A and B, respectively, attached to this report.
DESIGN BASIS WIND LOADS
Front-to-back, side-to-side and uplift wind loads are given in Table C-1 for Module 1 based on
criteria listed in Table A. Wind loads on Module 2 are calculated in Table C-2 in order to determine
the contribution of wind loading of Module 2 on the left main level shear wall segments. The design
basis wind pressures are based on IBC Section 1609 using the simplified wind load method of
Section 1609.6. In addition to the basic wind load calculations a check must be made to determine
the minimum allowable design wind loads per IBC Section 1609.2.1.1. based on pressures for wind
Zones A, B, C and D all equal to +10 psf, while assuming Zones E, F, G, and H all equal to 0 psf.
Minimum wind shear loads are given in Table D based on calculations per Section 1609.2.1.1.
DESIGN BASIS SEISMIC LOADS
Seismic forces are given in Table E for both Modules 1 and 2 based on criteria in Table B.
Distribution of seismic forces to the second and main levels of the building is calculated in Table F.
Seismic design basis is Seismic Design Category D2. Default Site Class D is assumed per IBC
Section 1615.1.1. Since wind loads clearly control lateral design of the main level left/right shear
walls it is not necessary to determine seismic loads on the left main level shear wall contributed by
Module 2.
The redundancy coefficient is assumed to be p = 1.0. This assumption needs to be checked.
p = 2 — 20/rmaxAB'/2, where p =/> 1.0, rmax = 10/Lsw(Vwajj_m.Ns), and As= area of ground floor.
Vw.i Max = Vs/2 so Vwall-MaxNs = Vs/2/ Vs = 0.5 for the building/modules of this structure.
p = 2 — 20/(5/Lsw)AB'/2 = 2 - 4Lsw/AB'/2
For p =/< 1.0, 20/rmaxAB1
/2 =/> 1 .0 or 4Lsw/AB'/2 =/> 1.0, then Lsw =/> (A8/16)1/2. For the largest
module, Module 1, AB = 34X38 = 1 ,292 sf so minimum shear wall length for p =/> 1.0 is,
Lsw = (1,296/16)12 = 9-ft. Since all shear wall lengths for Module 1 are longer than 9-ft, it can be
concluded that p =/< 1.0 but can be no less than 1.0 per IBC IImitations.(see Table H, attached).
Reep Engineering & Consulting, Inc.
Date: 07/30/04 LATERAL ENGINEERING CALCULATIONS FOR page 3 of 4
By: I. E. Reep, P-E. HILINE HOMES PLAN 2776
LATERAL ENGINEERING CALCULATIONS
Maximum wind and seismic forces are recorded in Table G based on results calculated in Table C-1
through F. Lateral loads and resulting applied and resistive shears are calculated in Table H for
each of the four walls and two building levels. This information is used to determine identification
and specification of the structural components and fasteners recorded in Table I. These are anchor
bolts/mudsill anchors, hold-downs, shear walls, drag struts, and roof framing requirements.
Anchor Bolts
Anchor bold/mudsill anchor specifications are given in Table I. The allowable service shear load for
1/2-in. dia., A307 quality or better steel, bolts embedded in concrete is 1,250-lb for an edge distance
of 3-in. and fc' = 2,500 psi per IBC Table 1912.2. This value may be increased by 33% for wind
loads per IBC 1912.5.
FBolt = 1.33(1,250) = 1,663-lb allowable for wind and 1,250-lb for seismic loads.
The allowable shear load for bolts embedded in concrete fastened to DF-L bottom plates of at least
No. 2 grade is 880-lb per Table 11-C, 2001 National Design Specification. This value can be
increased by 33% for wind loads.
FBoit = 1.33(880) = 1,170-lb allowable for wind, and 880-Ib for seismic loads.
Hold-Downs
Ultimate hold-down loads are given by,
T = C = va(hsw - ho,a9) + vrhD,a9 — 0.6woLLsw(Lsw/2),
where T and C are the hold-down forces, va = is the applied unit shear, hsw = 8-ft (shear wall
height), hora9 = 8-ft (drag strut height), vr = is the resistive unit shear, wog = shear wall unit
dead load (noting that only 0.6 of the dead load can be used per IBC load combinations), and
Lsw is the shear wall length.
For the case where shear wall and drag struts are at the same height of 8-ft and the minimum shear
wall length is 4-ft, the maximum hold-down load becomes,
TMax = CMax = 8vr — 4.8wpL for 4-ft shear wall lengths.
Hold-down identification and specification are given in Table I based on the above calculations.
With the exception of the left main floor wall segments, hold-down loads are relatively low so
Simpson MAS Mudsill Anchors will provide the required hold-down capability. At locations where
MAS Mudsill Anchors are used they may replace anchor bolts.
Shear Walls
Shear walls shall be nominal 1/2-in nominal wood structural panels and shear wall framing members
shall be No. 2 Hem-Fir or better. Material is 7/16-in oriented strand board Structural I sheathing. All
panels shall be blocked and fastened to framing with nails or staples per Table I, attached.
Identification of shear wall locations, applied and resistive shear loads, etc. is provided in Table I.
Drag Struts
Drag strut identification and loads are provided in Table I based on the following equation,
Reep Engineering & Consulting, Inc.
Date: 07/30/04 LATERAL ENGINEERING CALCULATIONS FOR Page 4 of 4
By: I. E. Reep, P.E. HILINE HOMES PLAN 2776
VDrag = (Vr— Va)Lsw.
As noted in Table H, drag strut loads are low with the exception of the left main level shear wall
segments. The wall top plates can easily carry these loads.
The left main level shear wall segments require special drag struts on top and bottom of the wall as
noted in Table I.
Roof Framing
Roof framing specifications are given in Table I. Wood structural panels are 3/8-in minimum thick
panels applied per ICC Case 1(no unblocked edges or continuous joints parallel to the load).
Reep Engineering Consulting, Inc. Page A-1
Table A. Wind Design Criteria.
Description Value Description Value
Wind pee 3s (mph) 110 Vertical Pressures (psf)
Wind pee fm (mph) 90 Front-to-Back Wall Zone E -10.7
Importance Factor- Iw 1.00 Front-to-Back Wall Zone F -14.6
Exposure & Height Factor 1.00 Front-to-Back Wall Zone G -7.7
Roof Slopes (4/12 & 6/12) 6/12 Front-to-Back Wall Zone H -11.7
Horizontal Pressures (psf) Side-to-Side Wall Zone E -10.7
Front-to-Back Wall Zone A 24.11 Side-to-Side Wall Zone F -7.7
Front-to-Back Wall Zone C 17.4 Side-to-Side Wall Zone G -7.7
Front-to-Back Roof Zone B 3.9 Side-to-Side Wall Zone H -11.7
Front-to-Back Roof Zone D 4.0 Roof Overhang Zone E -19.9
Side-to-Side Wall Zone A 24.1 Roof Overhang Zone G -17.0
Side-to-Side Wall Zone C 17.4 Roof Overhang Zone F -14.6
Side-to-Side Roof Zone A 24.1 Roof Overhang Zone H -11.7
Side-to-Side Roof Zone C 17.4
Note: Plus and minus signs signify wind pressures acting toward and away from the surfaces, respectively per ASCE
Standard 7-02.
Table B. Seismic Design Criiteria.'
Description Value Description Value
Occupancy Category per Table 1604.5 II Design Spectralespouse - a = Ds. Yes
Seismic Importance Factor IE per Table 1604. 1.0 Seismic Use Group per IBC 1616.2
Building Site Zip Codes (All in SDC D1 & D2) All Seismic Des in Category per Table 1616.3(1) D1/D2
Default Site Class Per IBC 1615.1.1 D Simplified Analysis per IBC 1617.5? No
Regular Structure Yes ase ear eig t - s� = s = os E 0.180
Building Frame Structure w/Shear Walls Yes Reduncany Factor per IBC 1617.2 1.00
Response Modification Coefficient - R 6.5 Base ear eig ht -VSL = p s 0.180
Building Height In (ft) 12.5 Allowable Stress Design - ASD = 0.7VsL 0.126
Building eno oe icient - C, sec 0.02 Snow Load -T5f Ps 30.0
Building Period - T _ , sec 0.13 Slope Reduction Factor - Rs (psf) 0.00
ShortVCE Period Acceleration - Ms g 1.755 now Load w ope e uction- fps
n 0.0
Site Short Period Acceleration - Ds g 1.170 50% of Roof Snow Load 0.0
MCE Long eo Acceleration - M, g 1.053 Roof Dead Load (psf) 15.0
n
Site Long Period Acceleration - SD1 (9) 0.702 Floor Dead Load (psf) 10.0
s = o, os sec 0.600 Exterior Walls Dead Load (psf) 15.0
s Period T < = s =0.607 Yes Interior Partition Dead Load (psf) 10.0
Note 1: Seismic design criteria is based on highest values for Maximum Considered Earthquake (Sh1S) and site short
period (SDs) accelerations for Seismic Design Category D2.
Last Revised 07/28/04 Criteria Hiline Plan 2776 -Wind & Seismic Loads 7/30/2004
Reep Engineering Consulting, Inc. Page A-2-1
Table C-1. Module 1 Wind Shear Loads on Building.
Wind Zone Zone Zone Zone Moment Moment
Zone Pressure Width Ht./Depth Area Force Arm (ft-lb)
(psf) (ft) (ft) (sf) (lb) (ft)
Roof/Second Level Horizontal Front-to-Back (Transverse) Wind Loads
Front-to-Back Wall Zone A 24.1 6.8 8.0 54.4 1,311 4.0 5,244
Front-to-Back Wall Zone C 17.4 31.2 8.0 249.6 4,343 4.0 17,372
Front-to-Back Roof Zone B 3.9 6.8 5.7 38.5
150 10.8 1,628
Front-to-Back Roof Zone D 4.0 31.2 5.7 176.8 707 10.8 7,661
Wind Shear Transferred to Roof Diaphragm & Left/Right Shear Wallsl 3,685 31,906
Main Level Horizontal Front-to-Back (Transverse) Wind Loads
Front-to-Back Wall Zone A 24.1 6.8 8.OL 54.4 1,311 4.01 5,244
Front-to-Back Wall Zone C 17.4 31.2 8.01 249.6 4,343 4.01 17,372
Wind Shear Transferred to Main Level Left/Right Shear Walls 9,339 22,616
Vertical Front-to-Back (Transverse)Wind Loads
Front-to-Back Wall Zone E -10.7 6.8 17.01 115.6 -1,237 -29.3 36,180
Front-to-Back Wall Zone F -14.6 6.8 17.0 115.6 -1,688 -9.8 16,456
Front-to-Back Wall Zone G -7.7 31.2 17.0 530.4 -4,084 -29.3 119,459
Front-to-Back Wall Zone H -11.7 31.2 17.0 530.4 -6,206 -9.8 60,505
Roof Overhang Zone E -10.7 6.8 2.0 13.6 -146 -40.0 5,821
Roof Overhang Zone F -7.7 6.8 2.0 13.6 -105 1.0 -105
Roof Overhang Zone G -7.7 31.2 1.0 31.2 -240 -29.3 71027
Roof Overhang Zone H -11.7 31.2 1.0 31.2 -365 1.0 -365
Total Uplift on House -14,0701 244,978
Roof/Second Level Horizontal Side-to-Side (Longitudinal)Wind Loads
Side-to-Side Wall Zone A 24.1 6.8 11.01 74.8 1,803
Side-to-Side 7.41 27.21 9.01 244.8 4,260
Wind Shear Transferred to Roof Diaphragm & Front/Back Shear Walls 3,031
Main Level Horizontal Side-to-Side (Longitudinal)Wind Loads
Side-to-Side Wall Zone A 24.11 6.81 8.0 54.4 1,311
Side-to-Side Wall Zone C 17.41 27.21 8.01 217.6 3,786
Wind Shear Transferred to Front/Back Shear Walls 5,580
Vertical Side-to-Side (Longitudinal) Wind Loads
Side-to-Side Wall Zone E -10.7 6.8 26.0 176.8 -1,892
Side-to-Side Wall Zone F -14.6 6.8 26.0 176.8 -2,581
Side-to-Side Wall Zone G -7.7 27.2 26.0 707.2 -5,445
Side-to-Side Wall Zone H -11.7 27.2 26.0 707.2 -8,274
Roof Overhang Zone E -10.7 6.8 1.0 6.8 -73
Roof Overhang Zone F -7.7 6.8 1.0 6.8 752
Roof Overhang Zone G -7.7 27.2 1.0 27.2 7209
Roof Overhang Zone H -11.7 27.21 1.01 27.2 -318
-18,846
Note: Plus and minus signs signify wind pressures acting toward and away from the surfaces, respectively per ASCE
Standard 7-02.
Last Revised 07/28/04 Wind Loads-1 Hiline Plan 2776 -Wind & Seismic Loads 7/3012004
Reep Engineering Consulting, Inc. Page A-2-1
Table D. Module 1 Minimum Wind Shear Loads on Building.
Wind Zone Zone Zone Zone Moment Moment
Zone Pressure Width Ht./Depth Area Force Arm (ft-lb)
(psf) (ft) (ft) (sf) (Ib) (ft)
Roof/Second Level Horizontal Front-to-Back (Transverse) Wind Loads
Front-to-Back Wall Zone A 10.0 6.8 8.0 54.4 544 4.0 2,176
Front-to-Back Wall Zone C 10.0 31.2 8.0 249.6 2,496 4.0 9,984
Front-to-Back Roof Zone B 10.0 6.8 5.7 38.5 385 10.8 4,174
Front-to-Back Roof Zone D 10.0 31.2 5.7 176.8 1,768 10.8 19,153
Wind Shear Transferred to Roof Diaphragm & Left/Right Shear Wallsi 3,6731 35,488
Main Level Horizontal Front-to-Back (Transverse) Wind Loads
Front-to-Back Wall Zone A 1 10.01 6.81 8.01 54.4 544 4.0 2,176
Front-to-Back Wall Zone C 1 10.01 31.21 8.01 249.6 2,496 4.0 9,984
Wind Shear Transferred to Main Level Left/Right Shear Walls 6,713 12,160
Vertical Front-to-Back (Transverse) Wind Loads
Front-to-Back Wall Zone E 0.0 6.8 17.0 115.6 0 -29.3 0
Front-to-Back Wall Zone F 0.0 6.8 17.0 115.6 0 -9.8 0
Front-to-Back Wall Zone G 0.0 31.2 17.0 530.4 0 -29.3 0
Front-to-Back Wall Zone H 0.0 31.2 17.0 530.4 0 -9.8 0
Roof Overhang Zone E 0.0 6.8 2.01 13.6 0 -40.0 0
Roof Overhang Zone F 0.0 6.8 2.0 13.6 0 1.0 0
Roof Overhang Zone G 0.0 31.2 1.0 31.2 0 -29.3 0
Roof Overhang Zone H 0.0 31.2 1.0 31.2 0 1.0 0
Total Uplift on House 0 0
Roof/Second Level Horizontal Side-to-Side (Longitudinal) Wind Loads
Side-to-Side Wall Zone A 10.01 6.81 11.01 74.8 748
Side-to-Side Wall Zone C 10.0 27.2 9.0 244.8 2,448
Wind Shear Transferred to Roof Diaphragm & Front/Back Shear Walls 1,598
Main Level Horizontal Side-to-Side (Longitudinal) Wind Loads
Side-to-Side Wall Zone A 1 10.01 6.81 8.01 54.4 544
Side-to-Side Wall Zone C 1 10.01 27.21 8.01 217.6 2,176
Wind Shear Transferred to Front/Back Shear Walls 2,958
Vertical Side-to-Side (Longitudinal) Wind Loads
Side-to-Side Wall Zone E 0.0 6.8 26.0 176.8 0
Side-to-Side Wall Zone F 0.0 6.8 26.0 176.8 0
Side-to-Side Wall Zone G 0.0 27.2 26.0 707.2 0
Side-to-Side Wall Zone H 0.0 27.2 26.0 707.2 0
Roof Overhang Zone E 0.0 6.81 1.0 6.8 0
Roof Overhang Zone F 0.0 6.8 1.0 6.8 0
Roof Overhang Zone G 1 0.0 27.2 1.0 27.2 0
Roof Overhang Zone H 0.0 27.2 1.0 27.2 0
0
Note: Plus and minus signs signify wind pressures acting toward and away from the surfaces, respectively per ASCE
Standard 7-02.
Last Revised 07/28/04 Minimum Wind Loads-1 Hiline Plan 2776 -Wind & Seismic Loads 7/30/2004
Reep Engineering Consulting, Inc. Page A-2-2
Table C-2. Module 2 Wind Shear Loads on Building.
Wind Zone Zone Zone Zone Moment Moment
Zone Pressure Width Ht./Depth Area Force Arm (ft-lb)
(psf) (ft) (ft) (sf) (Ib) (ft)
Main Level Horizontal Front-to-Back (Transverse) Wind Loads
Front-to-Back Wall Zone A 24.1 6.0 8.0 48.0 1,157 4.0 4,627
Front-to-Back Wall Zone C 17.4 2.0 8.0 16.0 278 4.0 1,114
Front-to-Back Roof Zone B 3.9 6.0 5.7 34.0 133 4.0530
Front-to-Back Roof Zone D 4.01 2.01 5.7 11.3 45 4.0 181
Wind Shear Transferred to Main Level Left/Right Shear Walls 896 5,741
Vertical Front-to-Back (Transverse) Wind Loads
Front-to-Back Wall Zone E -10.7 6.0 17.0 102.0 -1,091 -29.3 31,923
Front-to-Back Wall Zone F -14.6 6.0 17.0 102.0 -1,489 -9.8 14,520
Front-to-Back Wall Zone G -7.7 2.0 17.0 34.0 -262 -29.3 7,658
Front-to-Back Wall Zone H -11.7 2.01 17.0 34.0 -398 -9.8 3,879
Roof Overhang Zone E -10.7 6.0 2.0 12.0 -128 -40.0 5,136
Roof Overhang Zone F -7.7 6.0 2.0 12.0 -92 1.0 -92
Roof Overhang Zone G -7.7 2.0 1.0 2.0 -15 -29.3 450
Roof Overhang Zone H -11.7'1 2.0 1.0 2.0 -231 1.0 -23
Total Uplift on House -3,5001 63,450
Last Revised 07/28/04 Wind Loads-2 Hiline Plan 2776 -Wind & Seismic Loads 7/30/2004
Reep Engineering Consulting, Inc. Page A-4
Table E. Seismic Shear Loads on Building.
Load Height/ Length Area Weight Shear
Building Component (psf) Width (ft) (sf) (lb) Load
(ft) (lb)
Module 1 (34-ftX38-ft)
Roof/Second Level Seismic Shear Loads
Roof Diaphragm 15.0 36.71 40.0 1 ,468 22,020 2,775
Roof Gables 10.0 8.51 34.0 289 2,890 364
Exterior Walls 15.0 34.0 38.0 1 ,292 19,380 2,442
Interior Partitions 10.0 34. 38.0 1 ,292 12,920 1,628
0
50 % of Snow Load if Required 0.0 0
Total Roof Level Weight/Shear Load 57,210 7,208
Seismic Shear Transferred to Roof Diaphragm & Shear Walls 5,174
Main Level Seismic Shear Loads
Second Level Floor Diaphragm 10.0 34.0 38.0 1 ,292 12,920 1 ,628
Main Level Exterior Walls 15.0 32.7 38.0 1 ,292 19,380 2,442
Main Level Partitions 10.0 32.7 38.0 1 ,292 12,920 1 ,628
Total Main Level Weight/Shear Load 32,300 3,663
Total Building Weight/Base Shear 89,510 12,906
Seismic Shear Transferred to Main Level Shear Walls 8,836
Module 2 (8-ftX24-ft)
Roof Level Seismic Shear Loads
Roof Diaphragm 15.0 9.31 26.7 249 3,731 470
Roof Gables 10.0 6.01 24.0 72 720 91
Exterior Walls 15.0 8.0 24.0 192 2,880 363
Interior Partitions 10.0 8.0 24.0 192 1 ,920 242
50 % of Snow Load if Required 0.0 1 0
Total Roof Level Weight/Shear Load 9,251 1,166
Seismic Shear Transferred to Roof Diaphragm & Shear Walls 1,166
Main Level Seismic Shear Loads
Main Level Exterior Walls 15.0 8.0 24.01 192 2,880 363
Main Level Partitions 10.01 8.01 24.01 192 1 ,920 242
Total Main Level Weight/Shear Load 4,800 605
Total Building Weight/Base Shear 14,051 1,770
Seismic Shear Transferred to Main Level Shear Walls 1,468
Last Revised 07/28/04 Seismic Loads Hiline Plan 2776 -Wind & Seismic Loads 7/30/2004
I
Reep Engineering Consulting, Inc. Page A-5
Table F. Module 1 Distribution of Seismic Forces.
Level WX wX hX wxhx FX Percent
Second Level Shear 57,210 5,174 25.5 131,926 8,927 63.7
Main Level Shear 32,300 8,836 8.5 75,109 5,083 36.3
Total 89,510 14,010 N/A 207,035 14,010 100.0
Last Revised 07/28/04 Seismic Force Distribution Hiline Plan 2776 -Wind & Seismic Loads 7/30/2004
Reep Engineering Consulting, Inc. Page A-6
Table G. Wind and Seismic Forces on Building Levels*.
Front-to-Back Forces Side-to-Side Forces
Building Level Left/Right Shear Walls Front/Back Shear Walls
Wind Seismic Wind Seismic
Second Level Shear 3,685 8,927 3,031 8,927
Main Level Shear 9,339 5,083 5,580 5,083
Last Revised 07/28/04 Controling Shear Hiline Plan 2776 -Wind & Seismic Loads 7/30/2004
Reep Engineering Consulting, Inc. Page A-7
Table H. Shear Wall Loads.
Module 1 Shear Wall Loads
Floor Level Main Floor Level Shear Walls Second Floor Level Shear Walls
Wall Identification Right Front Left Rear Right Front Left Rear
Applied Shear Ib 4,669 2,790 5,403 2,790 4,464 4,464 4,464 4,464
Wall Length ft 34 38 34 38 34 38 34 38
Applied Unit Shear Ib/ft 137 73 159 73 131 117 131 117
Shear Wall Length ft 24 20 19 26 32 20 34 22
Resistive Unit Shear Ib/ft 195 139 292 107 139 223 131 203
Unit Drag Load Ib/ft 57 66 133 34 8 106 34 85
Unit Wall DL Ib/ft 387 510 387 510 150 345 150 345
Module 2 Shear Wall Loads
Floor Level Main Floor Level Shear Walls Second Floor Level Shear Walls
Wall Identification Right Front Left Rear Right Front Left Rear
Applied Shear Ib 734 734 734 734
Wall Length ft 24 8 24 8
Applied Unit Shear Ib/ft 31 92 31 92
Shear Wall Length ft 9 5 21 4
Resistive Unit Shear Ib/ft 82 147 35 184
Unit Drag Load Ib/ft 51 55 4 92
Unit Wall DL Ib/ft 80 300 80 300
Last Revised 07/28/04 Shear Wall Loads Hiline Plan 2776 -Wind & Seismic Loads 7/30/2004
Reep Engineering Consulting, Inc. Page A-8
Table I. Specification of Structural Components and Fasteners.
Module 1 Shear Wall Loads
Floor Level Main Floor Level Shear Walls Second Floor Level Shear Walls
Wall Identification Right Front Left Rear Right Front Left Rear
Applied Unit Shear (lb/ft) 137 73 159 73 131 117 131 117
Type Anchor Bolts A/B 1/2-in ASTM A309 Steel
Allowable A/B Load (lb) 880 880 880 880
Allowable A/B Spacing in 77 144 66 144
Anchor Bolt Spacing (in) 72 72 60 72
Type Mudsill Anchor Simpson MA6
Allow. MA6 Anch. Load (lb) 680 680 680 680
Allowable MA6 Spacing (in) 59 111 51 111
MA6 Anchor Spacing (in) 48 48 48 48
Main Level Hold-Down Specifications
Max. Hold-Down Load (lb) -301 -1,332 479 -1,590
Hold-Down Specification N/R N/R MA6 N/R
Allowable Load (lb) N/R N/R 915 N/R
Second Level Hold-Down Specifications
Max. Hold-Down Load (lb) 3961 1291 330 -33
Type Hold-Down DSB Panels fastened per shear wall
Allowable Load (lb) 5601 5601 560 560
Shear Wall Specifications
Resistive Unit Shear Ib/ft 1951 1391 2921 1071 1391 2231 1311 203
Type Wall Panels 7/16-in Oriented Strand Board
Fastener Type Nails 8d Nails
Fastener Spacing in 6 6 4 6 6 6 6 6
Allowable Shear (lb/ft) 280 280 430 280 280 2801 280 280
Fastener Type (Staples) 7/16-in crown, 16 gage galv. staples, with 1-1/8-in legs
Fastener Spacing in 4 4 3 4 4 4 4 4
Allowable Shear (lb/ft) 280 280 375 2801 2801 2801 2801 280
Drag Strut Specifications
Drag struts shall consist of 2X6 double top plates fastened together with
Type Drag Strut 16d nails @ 12-in o.c. and 6-in o.c. at splices. Overlap splices 4-ft. min.
(Except Main Floor Left Fasten wall sheathing between shear wall segments at same fastener
Shear Wall) spacing as on shear walls.
Drag strut on top of left wall shall consist of second level floor double
Type Drag Strut joists fastened to top plates of the shear wall segments with 16d nails
(Top of Main Level Left @ 24-in o.c. on each joist. Fasten second level left wall bottom plate to
Wall) wall below with standard framing (i.e., 16d nails @ 16-in o.c.).
Type Drag Strut Drag strut on bottom of left wall shall consist of fastening bottom plate
(Bottom of Main Level Left of wall to pony wall below shear wall with 16d nails @ 16-in o.c.
Wall)
Last Revised 07/28/04 Lateral Specs Hiline Plan 2776 -Wind & Seismic Loads 7/30/2004
Reep Engineering Consulting, Inc. Page A-8
Roof Framing Specifications
Structural Component Description Required Allowable
3/8-in minimum unblocked panels
Roof Framing Panels with per IBC Case 1 . Fasten w/8-d nails 235-lb/ft 240-lb/ft
8-d Nails @ 6-in o.c. on all edges and 12-in
o.c. in the field.
Full-depth A/R vent blocking in
Truss Blocking each bay. N/A N/A
Fasten roof diaphragm boundaries
Boundary Nailing with 8d nails @ 6-in o.c. N/A N/A
Simpson H1 Seismic & Hurricane
Ties fastened to trusses with 6-8dX
1-1/2 nails and to top plates with 4-
8d nails. Fasten 2X4 blocking
Truss Connections between truss bottom chords w/2- 235-lb 279-lb
(Parallel to Truss) 16d nails each truss and into top
plate w/3-16d nails @ four places
on front and rear walls of Module 1
(see sheet S3, Roof Framing Plan).
Simpson H1 Seismic & Hurricane
Truss Connections Ties fastened to trusses with 6-8dX
(Perpendicular to Truss) 1-1/2 nails and to top plates with 4- 235-lb 485-lb
8d nails.
NOTE 1: Install Simpson MA6 Mudsill Anchors per manufacter's instructions. Fasten to sides of mudsill with two 10d-1-
1/2 in nails and top with four 10d-1-1/2 in nails.
Last Revised 07/28/04 Lateral Specs Hiline Plan 2776 -Wind & Seismic Loads 7/30/2004