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Specifications (15) • su3 nWDYStructural • Civil Engineers RECEIVED MAY 8 2019 ciTY STRUCTURAL CALCULATIONS BULDiNG DIVUON FOR ADDITION TO 11075 SW ERROL ST TIGARD, OREGON APRIL 15, 2019 OFFICE COPY 40013111344kk PRO,44- oix 0 /a 171 'NO* <4% , tf, riTiTt• S: 12-31-20201 WDY Project#19076 DESIGN PARAMETERS: 2017 Oregon Residential Specialty Code (ORSC) LOADING WIND ZONE 120 mph Figure R301.2(4) SEISMIC DESIGN CATEGORY D1 Figure R301.2(2) ROOF SNOW LOAD 25 psf CONTENTS: FRAMING RF-1 to RF-5 PRESCRIPTIVE WALL BRACING 1 to 3 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •www.wdyi.com 'I%r-I COMPANY PROJECT WDY Structural& Civil Engineers Errol Residence dr woodWorks® Portland, Oregon Tigard, OR SOFTWARE FOR WOOD DESIGN Apr. 15, 2019 12:00 RJ01.wwb Design Check Calculation Sheet WoodWorks Sizer 10.4 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Full Area 12.00 (16.0") psf SL Snow Full Area 25.00 (16.0") psf Self-weight Dead Full UDL 2.0 plf Load magnitude does not include Normal Importance factor from Table 4 .2.3.2, which is applied during analysis. Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 9'-8.2" 0 8'-10" Unfactored: Dead 86 85 Snow 152 149 Factored: Total 238 234 Bearing: F'theta 667 667 Capacity Joist 2502 1501 Support 2930 _ Anal/Des Joist 0.10 0. 16 Support 0.08 _ Load comb #2 #2 Length 2.50 1.50* Min req'd 1.50* 1.50* Cb 1. 00 1.00 Cb min 1.00 1.00 Cb support 1.25 _ Fcp sup 625 _ *Minimum bearing length setting used: 1-1/2"for end supports Bearing for wall supports is perpendicular-to-grain bearing on top plate. No stud design included. Overframing Lumber-soft, D.Fir-L, No.2, 2x6 (1-1/2"x5-1/2") Supports: 1 -Lumber n-ply Wall, D.Fir-L No.2; 2- Hanger; Roof joist spaced at 16.0"c/c; Total length: 9'-8.2"; volume= 0.6 cu.ft.; Pitch: 4/12; Lateral support: top=full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN l RJ01.wwb WoodWorks®Sizer 10.4 Page 2 Analysis y vs. Allowable Stress and Deflection using NDS 2012 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 35 Fv' = 207 psi fv/Fv' = 0.17 Bending(+) fb = 809 Fb' = 1547 psi fb/Fb' = 0.52 Live Defl'n 0. 15 = L/732 0.47 = L/240 in 0.33 Total Defl'n 0.28 = L/395 0. 62 = L/180 in 0.45 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 1.00 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 1.000 1. 300 1.00 1.15 1.00 1.00 Fcp' 625 - 1.00 1.00 - 2 - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - 1.00 1. 00 - 2 Emin' 0.58 million 1.00 1.00 - CRITICAL LOAD COMBINATIONS: - 1.00 1.00 2 Shear : LC #2 = D+S, V = 219, V design = 194 lbs Bending(+) : LC #2 = D+S, M = 510 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 33.3e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.50 (Dead Load Deflection) + Live Load Deflection. Bearing: Allowable bearing at an angle F'theta calculated for each support as per NDS 3. 10.3 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. SLOPED BEAMS: level bearing is required for all sloped beams. 5. FIRE RATING: Joists, wall studs, and multi-ply members are not rated for fire endurance. ` COMPANY PROJECT WOOd Wo rks® WDY Structural& Civil Engineers Errol Residence Portland, Oregon Tigard, OR SOFTWARE FOR WOOD DESIGN Apr. 15, 2019 14:26 RJ02.wwb Design Check Calculation Sheet WoodWorks Sizer 10.4 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Partial UDL No 0.00 7.67 15.0 15.0 plf SL Snow Partial UDL No 0.00 7. 67 25.0 25.0 plf OF-DL Dead Point No 7. 67 86 lbs OF-SL Snow Point Yes 7. 67 152 lbs Self-weight Dead Full UDL No 3.3 plf Load magnitude does not include Normal Importance factor from Table 4 .2.3.2, which is applied during analysis. Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 16'-1`9' 0 1 6 16-6" Unfactored: Dead 179 Snow 251 78 Factored: 92 Total 431 171 Bearing: F'theta 635 635 Capacity Joist 5598 Support 6445 1429 Anal/Des Joist 0.08 Support 0,07 0.12 Load comb #2 #2 Length 5.50 Min req'd 1.50* 1.50* Cb 1.07 1.50* Cb min 1.25 1.00 Cb support 1.25 1.00 Fcp sup 625 *Minimum bearing length setting used: 1-1/2"for end supports Maximum reaction on at least one support is from a different load combination than the critical one for bearing design, shown here, due to Kd factor. See Analysis results for reaction from critical load combination. Bearing for wall supports is perpendicular-to-grain bearing on top plate. No stud design included. II I WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN tr. RJ02.wwb Wood Works®Sizer 10.4 Page 2 Rafters Lumber-soft, D.Fir-L, No.2, 2x10 (1-1/2"x9-1/4") Supports: 1 -Lumber n-ply Wall, D.Fir-L No.2; 2 - Hanger; .0"c/c; Lateral support:Rtop=185 16 bottom=aoist spaced at t supports; [in] Repetitive factor: applied where permittedrefer to online e help); Analysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion Analysis Value Design Value Unit Shear fv = 35 Analysis/Design Searng(+) fb = 773 Fv 207 psi fv/Fv' = 0.17 Fb' _- 980 psi fb/Fb' = 0.79 Bending(-) fb = 27 Fb' = 562 Deflection: psi fb/Fb' = 0.05 Interior Live 0.18 = <L/999 0.76 = L/240 in Total 0.37 = L/495 1. 01 = L/180 in 0.36 Cantil. Live -0.06 = L/306 0.15 = L/120 in 0.39 Total -0.12 = L/148 0.20 = L/90 in 0.39 0. 61 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Fv' 180 1. 15 1.00 1.00 - C0 L2 - - 1.00 1. 00 1.00 2 Fb'+ 900 1.15 1.00 1.00 0.749 1.100 1.00 1.15 1.00 1.00 Fb'- 900 1.15 1.00 1.00 0.429 1.100 1.00 1.15 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - 2 E' 1. 6 million 1.00 1.00 - - 1.00 1. 00 - 2 Emin' 0.58 million 1.00 1.00 - - - 1.00 1.00 - 2 - CRITICAL LOAD COMBINATIONS: - 1.00 1.00 - 2 Shear : LC #2 = D+S, V = 361, V design = 319 lbs Bending(+) : LC #2 = D+S, M = 1377 lbs-ft Bending(-) : LC #2 = D+S, M = 49 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load Patterns: s=S/2, X=L+S or L+Lr, =no pattern load in this span Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 158e06 lb-int "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Bearing: Allowable bearing at an angle F'theta calculated for each support as per NDS 3. 10.3 Lateral stability (+) : Lu = 7 '-1.19" Le = 12'-6.38" RB = 24 .86 Lateral stability (-) : Lu = 15'-2.50" Le = 24 '-2.50" RB = 34 .56 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 5. SLOPED BEAMS: level bearing is required for all sloped beams. 6. FIRE RATING: Joists, wall studs, and multi-ply members are not rated for fire endurance. • rilhAnD Y Structural . Civil Engineers Job Name: Errol Addition Job No: 19076 Sheet No: RF- Client: MFA Architecture&Planning Date: Apr 2019 By: GGM Ledgers Overframing DL reaction = 85 lbs SL reaction = 149 lbs Total reaction = 234 lbs LUS26 allow= 950 lbs Joist spacing = 1.33 ft o.c. Ledger DL= 63.8 plf Ledger SL = 111.8 plf Ledger load = 175.5 plf SDS25412 allow= 350 lbs #provided = 2 stud spacing = 1.33 ft o.c. Capacity= 525 lbs Use 2x8 ledger w/(2) SDS25412 ea stud Rafters DL reaction = 78 lbs SL reaction = 93 lbs Total reaction = 171 lbs LUS26 allow= 950 lbs Joist spacing = 1.33 ft o.c. Ledger DL = 58.5 plf Ledger SL= 69.8 plf Ledger load = 128.3 plf SDS25412 allow= 350 lbs #provided = 2 stud spacing = 1.33 ft o.c. Capacity= 525 lbs I Use 2x12 ledger w/(2)SDS25412 ea stud City of Tigard • COMMUNITY DEVELOPMENT DEPARTMENT _, :" Prescriptive Wall Bracing Worksheet TIGARD 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • wwwtigard-or.gov See Residential Wall Bracing Guide for step-by-step instructions on how to use this worksheet. WIND ADJUSTMENT FACTORS Table R602,10.1.2(1)assumes wind exposuren Numbered Lettered O category B, 30 ft mean roof height, 10 ft eave to Wall Lines Wall Lines ridge height, 10 ft wall height,and 2 braced wall lines sharing load in a given plan direction on a 1,t 2„d 3rd 1st 2nd 3rd given story level. For any other conditions,apply the appropriate adjustment factors. Story Story Story 1 Story Story Sto EXPOSURE FACTOR -select adjustment factor based on exposure and story height: (Exposure B is typical. Exposure C only occurs where exposed to open terrain such as shorelines) / / Exposure B - 1 story=1.0 -2 story=1.0 -3 story=1.0 Exposure C - 1 story=1.2 -2 story=1.3 -3 story=1.4 EAVE HEIGHT FACTOR-select support condition&height to determine adjustment factor: x Support Condition Roof Eave To Ridge Height <5ft <10 ft <15ft <20ft 1 Story or Top Story of 2 or 3 Story 0.7 1.0 1.3 1.6 Story of 2 Story or 2nd Story of 3 Story 0.85 1.0 1.15 1.3 1St Story of 3 Story 0.9 1.0 1.1 NP WALL HEIGHT FACTOR-select adjustment factor based on ceiling height: - 8 Ft Ceiling = 0.90 -9 Ft Ceiling = 0.95 - 10 Ft Ceiling= 1.0 , 1 - I I Ft Ceiling= 1.05 - 12 Ft Ceiling= 1.10 NO.OF BRACED WALL LINES FACTOR -select adjustment factor based on number of braced wall lines: d�_ / -2 Wall Lines: 1.0 - 3 Wall Lines: 1.30 - 4 Wall Lines: 1.45 -5 Wall Lines: 1.60 TOTAL GENERAL WIND ADJUSTMENT FACTORS Multiply all of the above adjustment factors for each story: (o-' Co, SPECIFIC WIND ADJUSTMENT FACTORS-Specific to certain types of bracing methods or building conditions: GYPSUM WALL BOARD FACTOR-Apply 1.4 adjustment factor if all the following conditions occur: -Bracing method is either DWB,WSP,FSB,PBS,PCP or HPS and -Gypsum board is not applied to inside face of braced wall panels. @ Braced Wall Lines N/A @ Story GYPSUM WALL BOARD BRACING METHOD-Apply 0.7 adjustment factor if all of the following conditions are met: -Bracing method is GB and -Gypsum board is attached with 4"spacing at panel edges,including top and bottom plates and -BIocking is provided at all horizontal joints. @ Braced Wall Lines /VIA @ Story ONE SIDED GYPSUM WALL BOARD FACTOR-Apply 2.0 adjustment factor if all of the following conditions are met: -Bracing method is GB and -Gypsum board is only attached to one side. @ Braced Wall Lines NA @ Story HOLD DOWN FACTOR-Apply 0.8 adjustment factor if all of the following conditions are met: -Bracing method is DWB,WSP,SFB,PBS,PCP and HPS methods and -Limited to 1 story buildings or top story of 2 or 3 story buildings and -800#hold down installed at each end of braced wall panels along the braced wall line. e S @ Braced Wall Lines 1 l Z- A/ ,. @ Story / CRIPPLE WALL BRACING-Apply 1.15 adjustment factor if cripple walls occur Wall panel spacing shall be decreased to 18 ft.See additional requirements in Section 602.10.9.1 @ Braced Wall Lines A/lA All information in this document is subject to change. Prescriptive Wall Bracing Worksheet Rev. 1/2012 Page 1 City of Tigard • COMMUNITY DEVELOPMENT DEPARTMENT 3111 Prescriptive Wall Bracing Worksheet 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439www.tigard-or.gov I GARD g g • www tigard or.gov SEISMIC ADJUSTMENT FACTORS STORY HEIGHT FACTOR-Select the adjustment factor based on story height All Wall Lines <10ft= 1.0 < 11 ft= 1.1 < 12ft= 1.2 /, BRACED WALL LINE SPACING FACTOR-Select the adjustment factor if braced wall line spacing is greater than 25 ft. The spacing can only exceed 25 ft once in each direction. When a braced wall line has a parallel braced wall line on both sides, the larger adjustment factor shall be used. See additional requirements in Section 602.10.1.5 <25ft = 1.0 < 30ft = 1.2 <35ft = 1.4 1 © @ Braced Wall Lines /I 2 @ Story / 1, 0 @ Braced Wall Lines A,73 @ Story / WALL DEAD LOAD FACTOR-Apply 0.85 adjustment factor if wall dead load is less than or equal to 8 psf. (This applies only to interior walls with gypsum board on each side.) @ Braced Wall Lines /l/A @ Story ROOF/CEILING DEAD LOAD FACTOR FOR WALL SUPPORTING-Select adjustment factor based on the roof/ceiling dead load and wall support condition. (Typical composition or metal roof covering will have a roof dead load< 15psf if no ceiling finish is installed. The addition of a finished ceiling will increase the dead load to> 15 psf. Wall Supporting Roof/Ceiling Dead Load Adj.Factor Roof Only < 15 psf 1.0 Roof Only >15 psf<25 psf 1.1 Roof plus Occupied Attic > 15 psf<25 psf 1.2 /• / @ Braced Wall Lines 1,Z-1 A, 23 @ Story / CRIPPLE WALL BRACING-Apply 1.15 adjustment factor if cripple walls occur. Wall panel spacing shall be decreased to 18 ft.See additional requirements in Section 602.10.9.1 ®Braced Wall Lines N/A @ Story WALLS WITH STONE OR MASONRY VENEER See Section 602.12 and 703.7. Braced wall length shall not be less than required by Table 602.12(2) A/1A All information in this document is subject to change. Prescriptive Wall Bracing Worksheet Rev. 1/2012 Page 2 City of Tigard • COMMUNITY DEVELOPMENT DEPARTMENT �pty illk a Prescriptive Wall Bracing racing Worksheet TIGARD 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • wwwtigard-or.gov CALCULATIONS FOR LENGTH OF BRACED WALL PANELS STORY 152 Multiply all adjustment factors and the required wall bracing lengths to determine the total adjusted wall bracing length for each wall line for wind and for seismic.The bracing length provided shall be equal to or greater than the higher of the two. Provide a separate calculation for each story. WIND CALCULATION Refer to Table R602.10.1.2(1) Braced Bracing Braced Required General Wind Specific Wind Total Adjusted Bracing Length Bracing Wall Line Method Wall Line Bracing Adjustment Adjustment (Required Bracing Length Len th Spacing Length Factor Factors * g ( ) X Ail Adjustment Factors) Provided w1 1 VISP 2-5'-cit► 3, 36 0403 O. a /, /St E 2 WsP ?I-1'' S..38 0. (40. 0 . a /, 7 ' 1 3 4 . 5 AOA W5 ' /S`o" ,5', Z 0.(0 .e) 2 ,G,Z' r S) B W3 P / .,` �� t�,s s; Z 0. i, 3 , ze' /1 `6'x,57„0e D E *A braced wall line may have more than one specific wind adjustment factor. SEISMIC CALCULATION Refer to Table R602.10.1.2(2) Required Braced Bracing Braced Bra ne Seismic Total Adjusted Bracing Length Bracing WallMethod Wall Line Bracing Adjustment s * (Required Bracing Length Length Length Length Factor ( � X All Adjustment Factors) Provided w) 1 WgP C w 23'-q ' 3,0 /./ 3,3' /S? 3 4 5 rv) A titise /$ Q 4,&` /, 1 5..3 ' /e� ' S) B it/ ' /S* `' ,S` I A / s, 3' /1 i(e}eqrAive) D E *A braced wall line will be likely to have more than one seismic adjustment factor.Show all adjustment factors. All information in this document is subject to change. Prescriptive Wall Bracing Worksheet Rev. 1/2012 Pae 3 g