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FN' .suvi•s— tas iii Lcit�ii L.ttiLwoiui mtp://WWW.SLrongtie.comfWebapps/BracedWall/ top m;sem • tim . s? tlra 4}: � �p RECEIVED eta ..�.�._ ..Kra, ..,.�°�. _ 2009 IRC Required Braced-Wall-Line Length Calculations MAR 4 2013 CITY OFTIGARD PROJECT INFORMATIONBUILDING IVISION NAME: G2224W Garage Plan ADDRESS: WALL DIRECTION:Side To Side SEISMIC DESIGN CATEGORY: DI BASIC WIND SPEED: 100 mph WIND EXPOSURE CATEGORY:C STONE OR MASONRY VENEER: No Inputs Wall Line I-I Wall I Braced-Wall-Line Location 1st of 1-story fist of Eave to Ridge Height 12 ft 12 ft Braced-Wall-Line Spacing 24.00 ft 24.O0 Braced-Wall-Line Length t? ft ,7 p Wall Height 9 ft 9 ft Bracing Method WSP WSP GB Construction Type NiA NIA Gypsum Wall Board on Inside No No Horizontal Joints Blocked Yes Yes Holdotvn Device Used Yes Yes Wall Dead Load <8psf =8p. Root7Ceiling Dead Load < IS ,sf WIND l' l?I Tabulated Wind Bracing Amount 5.8 ft 5.8 ft Exposure Height Factor 1.2 1.2 Eave-to-Ridge Height Factor I.I2 1.12 Wind Wall Height Factor 0-95 Number of B WL Factor 0.95 Holdo«n Factor 0.8 (1.8 Blocked Joint Factor Gypsum on Inside Factor ! f 1.5 1.5 Wind GB Construction Factor I l Required Wind Bracing Amount SEISMIC 8.89 ft 8.89 I Tabulated Seismic Bracing Amount 4.4 ft 4.4 f£ Seismic Wall Height Factor BW'L Spacing Factor ! ! 1 1 Blocked Joint Factor I 1 Gypsum on Inside Factor 1.5 I 5 Seismic GB Construction Factor l I Io`2 2/27/2€113 12:59 PM Simpson Strong-Tie® Wall-Bracing-Length Calculator http:;, www.strongtie.comiwebappsBracedWall%s=top Wall Line I-I Wall I Wall Dead Load Factor 0.85 0.35 Roof Dead Load Factor I Veneer Factor • Required Seismic Bracing Amount5.61 It RESULTS ?.61 Length of Wali Bracing Required 8.89 11 5.39 f NOTES I. .Chis wall-bracing evaluation is based on the 2009 International Residential Code.The user is responsible for ensuring that the pro_jc and complies with the Wali-bracing requirements of Sections R602.10. R602.11 and R602.12 as applicable. 2. One-and two-family dwellings and townhouses in Seismic Design Category DO. Dl,or D2 are subject to the wind and seismic reqs wall bracing shall be the greater of that required by Table R602.10.1.2(11 based on wind speed,and Table R602.10.1.2(2)based or all applicable adjustment factors. 3. Braced-wall panel construction shall be in accordance with the requirements of Section R602.10.2 and Table R602.102 and the mit Section 8602.10.3. 4. Braced wall panels shall he located at each end of braced-wall lines.At exterior braced-wail lines. braced-wall panels may begin additional requirements of Section R602.10.1.4.1 are satisfied. At interior braced-wall lines, braced-wall panels may begin up to I: combined distance from each end shall not exceed 12.5 feet. 5. Braced-wall panel spacing shall not exceed 25 feet on center in accordance with Section 8602.10.1.7. 6. Interior braced-wall-line spacing is the greater of the distance between nvo adjacent braced-wall lines in accordance with Figure R 7. Refer to the Strong-Wall Shearwalls iz.>Presciptive Design Guide for pre-engineered solutions when the required bracing amounts ca braced-wall panels. Simpson Strong-Tieka Wood and Steel Strong-Wall®shcarwalIs may be considered equivalent to the code brat WSP with gypsum hoard applied on the inside. 8. Braced-wall-line spacing shall pot exceed 25 feet.on center in each story in both longitudinal and transverse directions in accordant However, the spacing between two adjacent braced wall lines shall not exceed 35 feet on center in order to accomodate one single t exception to R602.10.1.5 are satisfied. 9. Horizontal panel joints in braced-wall panels shall he blocked in accordance with Section 8602.10.8. WARNINGS 1. For buildings in SDC DO. DI.and D2 the user must ensure braced wall line spacing greater than 25 feet satisfies the requirements o 2. The wall bracing provisions of the IRC'may not be used in hurricane prone regions.as defined in Section 8202.where the basic wit mph. 3. Different bracing methods are not permitted to he mixed within a braced wall line for Townhomes in Seismic Design Category C ant Category DO. Dl,or D2 in accordance with Section R602.10.1.1 item 43. `.t':ali'.il?Ij a a of 2!27/2013 12:59 PM ✓..,.t�ovu vUV V ,1.'•✓ rya -1)t at, iSC-LCt hU(L<tll;wYlLUt littp://WWW.StrOngtle.com/webapps/BracedWalilgtop Ef g 2009 IRC Required Braced-Wall-Line Length Calculations PROJECT INFORMATION NAME: 02224W Garage Plan ADDRESS: WALL DIRECTION:Front to Back SEISMIC DESIGN CATEGORY: DI BASIC WIND SPEED: 100 mph WIND EXPOSURE CATEGORY: C STONE OR MASONRY VENEER: No inputs Wall Line A-I Wall I - — Braced-Wall-Line Location Faye to Ridge Height 1st of I-story I st of 12 ft 12 ft Braced-Wall-1.ine Spacing 22.00 ft 22.00 Braced-Wall-Line Length Wail Height 24 t 24 ft Bracing Method 9fi 9ft WSP WSP GB Construction Type N/A N;'A Gypsum Wall Board on Inside No Na Horizontal Joints Blocked Yes Yes Yes I-Iotdown Device Used Yes Wall Dead Load Roof'Ceiiina Dead Load p-` 8 sf S P` WIND \ 15 psi 15 Tabulated Wind Bracing Amount 12 5.2 ft 5.4 ft Exposure Height Factor Ease-to-Ridge Height Factor I � 112 1.f2 Wind Wall Height Factor 0.95 0.95 Number ofBWL Factor 11oldown Factor 8 I I 0.8 0. Blocked Joint Factor I 1 Gypsum on Inside Factor 1.5 LS Wind GB Construction Factor Required Wind Bracing Amount i SEISMIC 8.27 ft 8.27 I Tabulated Seismic Bracing Amount 4 8 ft 1.8 ft Seismic Waft Height Factor 1 1 BWL Spacing Factor 1 t Blocked Joint Factor 1 Gypsum on Inside Factor 1.5 1.5 Seismic GB Construction Factor 1 I 431-.22'''27 2013 1:01 PM vrgtt-1.)1 ae*EE`g'-Leueuf t.tltt 111lI1Vr nttp:rii www.strongtte.comiwebapps/BracedWa11/#top Wall Line A-I Wall I Wall Dead Load Factor 0.85 0.85 Roof Dead Load Factor 1 U ager Factor I I Required Seismic Bracing Amount 6.12 ti 6 12 I • RESULTS Length of Wail Bracing Required 8.27 ft 827 NOTES I. This wall-bracing evaluation is based on the 2009 International Residential Code.The user is responsible for ensuring that the proje and complies with the wall-bracing requirements of Sections R602.10. R602.11 and R602.12 as applicable. 2. One-and two-family dwellings and townhouses in Seismic Design Category DO, D1.or D2 are subject to the wind and seismic reqs wall bracing shall be the greater of that required by"fable R602.10.1.2111 based on wind speed.and Table R602.10.1.2(2)based or all applicable adjustment factors. 3. Braced-wall panel construction shall he in accordance with the requirements of Section R602.10.2 and Table 8602.10.2 and the mit Section R602.10.3. 4. Braced-wall panels shall he located at each end of hraced-wall lines.At exterior braced-wall lines,braced-wall panels may begin additional requirements of Section R602.10.1.4.1 are satisfied. At interior braced-wall lines, braced-wall panels may begin up to II combined distance from each end shall not exceed 12.5 feet. 5. Braced-wall panel spacing shall not exceed 25 feet on center in accordance with Section R602.10.1.4. 6. Interior braced-wall-line spacing is the greater of the distance between two adjacent braced-wall lines in accordance with Figure R 7. Refer to the Strong-tali Shearw ally K.Presciptive Design Guide for pre-engineered solutions when the required bracing amounts ca braced wall panels. Simpson Strong TicT. Wood and Steel Strong-Wall:xshearwalls may be considered equivalent to the code brac WSP with gypsum hoard applied on the inside. 8. Braced-wall-line spacing shall not exceed 25 feet on center in each story in both longitudinal and transverse directions in accordant However.the spacing between o adjacent braced wall lines shall not exceed 35 feet on center in order to accomodate one single t exception to R602.10.1.5 are satisfied. 9. Horizontal panel joints in braced-wall panels shall be blocked in accordance with Section R602.10.8. WARNINGS 1. For buildings in SDC DO. DI.and D2 the user must ensure braced wall line spacing -eater than 25 feet satisfies the requirements o 2. The wall bracing provisions of the IRC may not he used in hurricane prone regions,as defined in Section R202.where the basic wit mph. 3. Different bracing methods are not permitted to be mixed within a braced wall line for Tnvvnhomes in Seismic Design Category C ant Category DO.DI.or D2 in accordance with Section R602.10.1.1 item limon.'-'100 • 2of2 2127:2013 1:01 PM 1 . q = 3 4t P loor st 1 piec,1e{REs) 16 R" TM®Levet 230F @ 16Joi " OC PASSED Overall Length:22'7" • o + 0 { 22' L E All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal- ;Design Results 1 Actual @ Location Allowed 'Result —I LDF Load:Combination(Pattern) j System:Floor Member Reaction(ibs) 1 864©22'4 1/2" 1183(2.25") 1 Passed(73%) f 1.00' 1.0 D+1.0 L(All Spans) member T Shear(lbs) 86422'3 lit^ Type:Joist @2190 !Passed(39%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 5267 @ 11'8 5/16" 5710 I Passed(92%) 1.00 1 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Deft.(in) I 0.455 @ 11'3 3/8" 0.554 Passed in (1/584 - Total Load Deft i - 1.0 D+ 1.0 L(All Spans) t Design methodology:ASD ( ) 0.647 @ 11'4 7/16" 1.108 Passed(L/411) -- 1 1.0 D+1.0 L(AU Spans) TJ-Prot"Rating 44L. 2s d Passed ------------ • Deflection criteria:LL(1/480)and IL(L/240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 3'9 3/4"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edger"Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the Ti-Pro"Rating include:5/9"Gypsum ceiling,bridging or blocking at max.8'o.c.. Bearing Length Loads to Supports(lbs) Supports ! Total I Available (Required r Dead I Floor 1 lLive Total Accessories I-Stud wall-HF I 3.50" 12.2.25" 1.75" 23/ 1 597 825 1/4"Rim Board 2-Sid.wall-HF 3 so- 2.25 1 1.75 ( 9? I l Sol _._i_ 86i (1 1-4'Rim Board •Rim Board is assumed to carry all loads -. , ypa - -aCpiieCl directly above it, _� ___-- . bypassing the member being designed. Dead Floor Live Loads I Location Spacing (0.90 (1.00) Comments i 1-Unifcrm(PSF) 1 4'3"to 17'9" 16^ 12.0 # 40.0 Residential-Living Areas 2-Poiniflb) i 4'3" NIA 90 i 222 3-Fatntjtb} t 17`4" N/A I 222 i 222 Weyerhaeuser Notes -- — n I Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. i ty ''JS&,+.d;. L .vF,7, .hrirn;;yc "Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. I ('www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to f circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to I assure that this calculation is compatible with the overall project.Product,manufactured at Weyerhaeuser facilities are third-party certified to sustainable 1 forestry standards. I The product application,input design toads,dimensions and support infomiation have been provided by Forte Software Operator I • Fort!Sc,ftware Cixrator 1 ..;,ag BeamChek v2012 licensed to:Cad Northwest Reg#5234-65453 G2224W Garage Plan Garage Door Header B01 Date: 2/27/13 Selection ' 4x 12 DF-L#2 Lu =0.0 Ft • Conditions NDS 2012 Min Bearing Area R1= 1.7 in2 R2= 1.7 in2 (1.5) DL Defl= 0.43 in Data Beam Span 16.0 ft Beam Wt per ft 9.57# Reaction 1 TL 1037# Reaction 2 IL Bm Wt Included 153# Maximum V1037# Max Moment 4146 W Max V(Reduced) 1037915# TL Max Defl L/240 TL Actual Defl L/446 Attributes Section (in3) Shear(in2) TL Defl(in) Actual 73.83 39.38 0.43 Critical 50.26 7.63 0.80 Status OK OK OK Ratio 68% 19% 54% Fb(psi) Fv(psi) E(psi x mil) Fc.1 Values Reference Values 900 (psi) • 180 1.6 625 Adjusted Values 990 180 1.6 625 Adjustments I CF Size Factor 1.100 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform TL: 120 =A I Uniform Load A I • R1 037 /~ R2 = 1037 SPAN= 16 FT Uniform and partial uniform loads are lbs per lineal ft.