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20170802 16244 Aurora Shop Struct Calc.pdf By: Alvin Chongmontre Shop Aurora Village 8431 244th St. SW, Edmonds, WA 09/06/17 Page 1 of 34 PREPARED BY: Alvin Chongmontre BCRA-Structural Engineer 2106 Pacific Ave. Tacoma, WA O: 253-627-4367 achongmontre@bcradesign.com JOB NO: 16244 PROJECT THE SHOPS @ AURORA VILLAGE 8431 244TH STREET SW EDMONDS, WA PROJECT DESCRIPTION STRUCTURAL CALCULATIONS Project Sheet No. Location Date Job No. By By: Alvin Chongmontre Shop Aurora Village 8431 244th St. SW, Edmonds, WA 09/06/17 Page 2 of 34 DESIGN CRITERIA PROJECT THE SHOPS @ AURORA VILLAGE 8431 244TH STREET SW EDMONDS, WA PROJECT DESCRIPTION Project Sheet No. Location Date Job No. By By: Alvin Chongmontre Shop Aurora Village 8431 244th St. SW, Edmonds, WA 09/06/17 Page 3 of 34 DESIGN CRITERIA PROJECT THE SHOPS @ AURORA VILLAGE 8431 244TH STREET SW EDMONDS, WA PROJECT DESCRIPTION project sheet no. location date 8/2/17 job no. by AC Seismic Loads (IBC 2015 - ASCE 7-10) Ss =1.26 (2008 USGS Seismic Hazards Maps) S1 =0.49 (2008 USGS Seismic Hazards Maps) R =6.5 (ASCE 7 -Table 12.2-1)Building Type Wo =2.5 (ASCE 7 -Table 12.2-1) Occupancy Category II Seismic Use Group I Importance Factor 1.00 Soil Site Class D Building Height (ft)20 Structure Period T = Ct (hn)x Ct =0.02 (ASCE 7 -Table 12.8-2) x =0.75 (ASCE 7 -Table 12.8-2) =0.19 sec SDS = 2/3 Sms Sms =Fa * Ss Fa =1.00 (ASCE 7 - Table 11.4-1) =1.26 =0.84 SD1 = 2/3 Sm1 Sm1 =Fv * S1 Fv =1.5 (ASCE 7 - Table 11.4-2) =0.74 =0.49 Seismic Design Category D Base Shear V = Cs W Cs =SDS / (R/I)(ASCE 7 - Eqn. 12.8-2) =CONTROLS Max Cs =SD1 / (R/I) * T (ASCE 7 - Eqn. 12.8-3 for T<=TL) = Min Cs =0.01 (ASCE 7 - Eqn. 12.8-5) = Where S1 >= 0.6g Min Cs =0.5 * S1 / (R/I)(ASCE 7 - Eqn. 12.8-6) = 0.010 0.038 0.129 0.400 Wood Shearwalls By: Alvin Chongmontre Shop Aurora Village 8431 244th St. SW, Edmonds, WA 09/06/17 Page 4 of 34 PROJECT THE SHOPS @ AURORA VILLAGE 8431 244TH STREET SW EDMONDS, WA PROJECT DESCRIPTION project sheet no. location date 8/2/2017 job no. by BJJ Wind Loads (IBC 2015 - ASCE 7 2010) Basic Wind Speed V =110 (ASCE-7 Figure 26.5-1A) Exposure =B Building Category =II Importance Factor =1.00 Mean Roof Height (ft)h =20.0 ft Parapet Height (ft)hp =20.0 ft Exp. Coefficient @ h=20ft Kz =0.70 (ASCE-7 Table 28.3-1) Exp. Coefficient @ h=20ft Kz =0.70 (ASCE-7 Table 28.3-1) Topographic Coefficient Kzt =1.0 (ASCE-7 Figure 26.8-1) Directionality Coefficient Kd =0.85 (ASCE-7 Table 26.6-1) a =0.4*h =8 ft Corner / Edge Zone =3.2 ft =0.1*L =8 ft 2a =6.4 ft 6 ft min =.04*L 3.2 qh =0.00256 Kz Kzt Kd V2 I =psf (ASCE Eq. 28.3-1) qp =0.00256 Kz Kzt Kd V2 I =psf (ASCE Eq. 28.3-1) Main Force Resisting System p =qh * [(GCpf) -(GCpi)](Low Rise Buildings -ASCE Eq. 28.4-1) Zone GCpf GCpi Design Wind Load p GCpf From ASCE Windward 1 0.56 ±0.18 13.6 psf Figure 28.4-1 Roof 2 -0.69 ±0.18 -16.0 psf Leeward 4 -0.43 ±0.18 -11.2 psf Sidewall 5 & 6 -0.45 ±0.18 -11.6 psf Windward Corner 1E 0.80 ±0.18 18.1 psf Roof Corner 2E -1.07 ±0.18 -23.0 psf Leeward Corner 4E -0.64 ±0.18 -15.1 psf Windward + Leeward (Typ)0.99 18.2 psf Windward + Leeward (Corner)1.44 26.5 psf Parapet pp =qp * GCpn (Low Rise Buildings -ASCE Eq. 28.4-2) GCpn =1.5 Windward 27.6 psf =-1.0 Leeward -18.4 psf Components and Cladding Part 1 p =qh * [(GCp) -(GCpi)](Low Rise Buildings -ASCE Eq. 30.4-1) Zone GCp GCpi Design Wind Load p GCp From ASCE Roof Typical 1 -0.90 ±0.18 -19.9 psf Figure 30.4-2A Roof Typical 1 0.20 ±0.18 7.0 psf Figure 30.4-2A Roof Edges 2 -1.10 ±0.18 -23.6 psf Figure 30.4-2A Wall Typical 4 -0.95 ±0.18 -20.8 psf Figure 30.4-1 Wall Corner (Neg)5 -1.10 ±0.18 -23.6 psf Figure 30.4-2 Part 6 p =qh * [(GCp) -(GCpi)](Low Rise Buildings -ASCE Eq. 30.9-1 and 30.10-1) Canopies (Typ)-1.70 -31.3 psf Canopy - From Overhang Canopies (@ Corner)-2.80 -51.6 psf values in Fig 30.4-2A Parapets Case A 1.90 35.0 psf through 30.4-2C Case B 1.70 31.3 psf 18.4 18.4 By: Alvin Chongmontre Shop Aurora Village 8431 244th St. SW, Edmonds, WA 09/06/17 Page 5 of 34 PROJECT THE SHOPS @ AURORA VILLAGE 8431 244TH STREET SW EDMONDS, WA PROJECT DESCRIPTION 8/2/2017 Design Maps Summary Report https://earthquake.usgs.gov/cn1/designmaps/us/summary.php?template=minimal&latitude=47.778&longitude=-122.33&siteclass=3&riskcategory=0&ed…1/1 Report Title Building Code Reference Document Site Coordinates Site Soil Classification Risk Category Design Maps Summary Report User–Specified Input Aurora Wed August 2, 2017 22:45:09 UTC 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) 47.778°N, 122.33°W Site Class D – “Stiff Soil” I/II/III USGS–Provided Output SS =1.261 g SMS =1.261 g SDS =0.841 g S1 =0.492 g SM1 =0.742 g SD1 =0.495 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the “2009 NEHRP” building code reference document. Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject-matter knowledge. By: Alvin Chongmontre Shop Aurora Village 8431 244th St. SW, Edmonds, WA 09/06/17 Page 6 of 34 8/2/2017 Design Maps Detailed Report https://earthquake.usgs.gov/cn1/designmaps/us/report.php?template=minimal&latitude=47.778&longitude=-122.33&siteclass=3&riskcategory=0&editio…1/4 From Figure 1613.3.1(1) [1] From Figure 1613.3.1(2) [2] Design Maps Detailed Report 2012/2015 International Building Code (47.778°N, 122.33°W) Site Class D – “Stiff Soil”, Risk Category I/II/III Section 1613.3.1 — Mapped acceleration parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain SS) and 1.3 (to obtain S1). Maps in the 2012/2015 International Building Code are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 1613.3.3. SS = 1.261 g S1 = 0.492 g Section 1613.3.2 — Site class definitions The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Section 1613. 2010 ASCE-7 Standard – Table 20.3-1 SITE CLASS DEFINITIONS Site Class vS N or Nch su A. Hard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: Plasticity index PI > 20, Moisture content w ≥ 40%, and Undrained shear strength su < 500 psf F. Soils requiring site response analysis in accordance with Section 21.1 See Section 20.3.1 For SI: 1ft/s = 0.3048 m/s 1lb/ft² = 0.0479 kN/m² By: Alvin Chongmontre Shop Aurora Village 8431 244th St. SW, Edmonds, WA 09/06/17 Page 7 of 34 8/2/2017 Design Maps Detailed Report https://earthquake.usgs.gov/cn1/designmaps/us/report.php?template=minimal&latitude=47.778&longitude=-122.33&siteclass=3&riskcategory=0&editio…2/4 Section 1613.3.3 — Site coefficients and adjusted maximum considered earthquake spectral response acceleration parameters TABLE 1613.3.3(1) VALUES OF SITE COEFFICIENT Fa Site Class Mapped Spectral Response Acceleration at Short Period SS ≤ 0.25 SS = 0.50 SS = 0.75 SS = 1.00 SS ≥ 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight–line interpolation for intermediate values of SS For Site Class = D and SS = 1.261 g, Fa = 1.000 TABLE 1613.3.3(2) VALUES OF SITE COEFFICIENT Fv Site Class Mapped Spectral Response Acceleration at 1–s Period S1 ≤ 0.10 S1 = 0.20 S1 = 0.30 S1 = 0.40 S1 ≥ 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight–line interpolation for intermediate values of S1 For Site Class = D and S1 = 0.492 g, Fv = 1.508 By: Alvin Chongmontre Shop Aurora Village 8431 244th St. SW, Edmonds, WA 09/06/17 Page 8 of 34 8/2/2017 Design Maps Detailed Report https://earthquake.usgs.gov/cn1/designmaps/us/report.php?template=minimal&latitude=47.778&longitude=-122.33&siteclass=3&riskcategory=0&editio…3/4 Equation (16-37): Equation (16-38): Equation (16-39): Equation (16-40): SMS = FaSS = 1.000 x 1.261 = 1.261 g SM1 = FvS1 = 1.508 x 0.492 = 0.742 g Section 1613.3.4 — Design spectral response acceleration parameters SDS = ⅔ SMS = ⅔ x 1.261 = 0.841 g SD1 = ⅔ SM1 = ⅔ x 0.742 = 0.495 g By: Alvin Chongmontre Shop Aurora Village 8431 244th St. SW, Edmonds, WA 09/06/17 Page 9 of 34 8/2/2017 Design Maps Detailed Report https://earthquake.usgs.gov/cn1/designmaps/us/report.php?template=minimal&latitude=47.778&longitude=-122.33&siteclass=3&riskcategory=0&editio…4/4 Section 1613.3.5 — Determination of seismic design category TABLE 1613.3.5(1) SEISMIC DESIGN CATEGORY BASED ON SHORT-PERIOD (0.2 second) RESPONSE ACCELERATION VALUE OF SDS RISK CATEGORY I or II III IV SDS < 0.167g A A A 0.167g ≤ SDS < 0.33g B B C 0.33g ≤ SDS < 0.50g C C D 0.50g ≤ SDS D D D For Risk Category = I and SDS = 0.841 g, Seismic Design Category = D TABLE 1613.3.5(2) SEISMIC DESIGN CATEGORY BASED ON 1-SECOND PERIOD RESPONSE ACCELERATION VALUE OF SD1 RISK CATEGORY I or II III IV SD1 < 0.067g A A A 0.067g ≤ SD1 < 0.133g B B C 0.133g ≤ SD1 < 0.20g C C D 0.20g ≤ SD1 D D D For Risk Category = I and SD1 = 0.495 g, Seismic Design Category = D Note: When S1 is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category ≡ “the more severe design category in accordance with Table 1613.3.5(1) or 1613.3.5(2)” = D Note: See Section 1613.3.5.1 for alternative approaches to calculating Seismic Design Category. References 1. Figure 1613.3.1(1): https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig1613p3p1(1).pdf 2. Figure 1613.3.1(2): https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig1613p3p1(2).pdf By: Alvin Chongmontre Shop Aurora Village 8431 244th St. SW, Edmonds, WA 09/06/17 Page 10 of 34 Project Sheet No. Location Date Job No. By By: Alvin Chongmontre Shop Aurora Village 8431 244th St. SW, Edmonds, WA 09/06/17 Page 11 of 34 GRAVITY DESIGN PROJECT THE SHOPS @ AURORA VILLAGE 8431 244TH STREET SW EDMONDS, WA PROJECT DESCRIPTION Project Sheet No. Location Date Job No. By By: Alvin Chongmontre Shop Aurora Village 8431 244th St. SW, Edmonds, WA 09/06/17 Page 12 of 34 LATERAL DESIGN SW LINES G B 1 5 32 ' - 3 " 40 ' - 1 " 34 ' - 6 " 28 ' - 3 " 77'-6" Pmax = 33k Pmax = 33k+21k =54k Pmax = 21k+33k = 54k Pmax = 33k+29k = 62k Pmax = 27k Beam 1 GL 8 3/4 x 33 Beam 2 GL 8 3/4 x 21 Beam 3 GL 8 3/4 x 28 1/2 Pmax = 21k+21k= 42k Pmax = 29k 2k mech unit typ (8) locations PROJECT THE SHOPS @ AURORA VILLAGE 8431 244TH STREET SW EDMONDS, WA PROJECT DESCRIPTION COMPANY Aug. 4, 2017 12:40 PROJECT Beam 1 Design Check Calculation Sheet WoodWorks Sizer 10.42 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Full Area 20.00(40.00') psf SL Snow Full Area 25.00(40.00') psf Pdl Dead Point 15.00 3000 lbs Self-weight Dead Full UDL 56.3 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : Unfactored: Dead 16044 15712 Snow 16813 16810 Factored: Total 32857 32522 Bearing: Capacity Beam 32857 32522 Support 41071 40652 Anal/Des Beam 1.00 1.00 Support 0.80 0.80 Load comb #2 #2 Length 7.51 7.43 Min req'd 7.51 7.43 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.00 1.00 Fcp sup 625 625 Glulam-Unbal., West Species, 24F-1.7E WS, 8-3/4"x33" 22 laminations, 8-3/4" maximum width, Supports: All - Timber-soft Beam, D.Fir-L No.2 Total length: 33.62'; volume = 67.4 cu.ft.; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 138 Fv' = 241 psi fv/Fv' = 0.57 Bending(+) fb = 2079 Fb' = 2175 psi fb/Fb' = 0.96 Live Defl'n 0.60 = L/661 1.10 = L/360 in 0.54 Total Defl'n 1.20 = L/330 1.65 = L/240 in 0.73 By: Alvin Chongmontre Shop Aurora Village 8431 244th St. SW, Edmonds, WA 09/06/17 Page 13 of 34 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN WoodWorks® Sizer 10.42Beam 1 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Notes Cn*Cvr LC# Fv' 210 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 0.788 0.819 1.00 1.00 1.00 1.00 - 2 Fcp' 500 - 1.00 1.00 - - - - 1.00 - - - E' 1.7 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.69 million 1.00 1.00 - - - - 1.00 - - 2 Only the lesser of CL and CV is applied, as per NDS 5.3.6 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V = 32294, V design = 26609 lbs Bending(+): LC #2 = D+S, M = 275187 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 = 44546e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow…) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Lateral stability (+): Lu = 33.00' Le = 62.06' RB = 17.91 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. Glulam design values are for materials conforming to ANSI 117-2010 and manufactured in accordance with ANSI A190.1-2007 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). By: Alvin Chongmontre Shop Aurora Village 8431 244th St. SW, Edmonds, WA 09/06/17 Page 14 of 34 COMPANY Aug. 4, 2017 12:46 PROJECT Beam 2 Design Check Calculation Sheet WoodWorks Sizer 10.42 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Full Area 20.00(40.00') psf SL Snow Full Area 25.00(40.00') psf Pdl Dead Point 15.00 3000 lbs Self-weight Dead Full UDL 35.8 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : Unfactored: Dead 9284 10740 Snow 10185 10199 Factored: Total 19470 20939 Bearing: Capacity Beam 19470 20939 Support 24337 26174 Anal/Des Beam 1.00 1.00 Support 0.80 0.80 Load comb #2 #2 Length 4.45 4.79 Min req'd 4.45 4.79 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.00 1.00 Fcp sup 625 625 Glulam-Unbal., West Species, 24F-1.7E WS, 8-3/4"x21" 14 laminations, 8-3/4" maximum width, Supports: All - Timber-soft Beam, D.Fir-L No.2 Total length: 20.38'; volume = 26.0 cu.ft.; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 139 Fv' = 241 psi fv/Fv' = 0.57 Bending(+) fb = 1861 Fb' = 2486 psi fb/Fb' = 0.75 Live Defl'n 0.31 = L/765 0.67 = L/360 in 0.47 Total Defl'n 0.63 = L/381 1.00 = L/240 in 0.63 By: Alvin Chongmontre Shop Aurora Village 8431 244th St. SW, Edmonds, WA 09/06/17 Page 15 of 34 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN WoodWorks® Sizer 10.42Beam 2 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Notes Cn*Cvr LC# Fv' 210 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 0.968 0.901 1.00 1.00 1.00 1.00 - 2 Fcp' 500 - 1.00 1.00 - - - - 1.00 - - - E' 1.7 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.69 million 1.00 1.00 - - - - 1.00 - - 2 Only the lesser of CL and CV is applied, as per NDS 5.3.6 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V = 20580, V design = 17004 lbs Bending(+): LC #2 = D+S, M = 99731 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 = 11480e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow…) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Lateral stability (+): Lu = 20.00' Le = 37.88' RB = 11.16 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. Glulam design values are for materials conforming to ANSI 117-2010 and manufactured in accordance with ANSI A190.1-2007 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). By: Alvin Chongmontre Shop Aurora Village 8431 244th St. SW, Edmonds, WA 09/06/17 Page 16 of 34 COMPANY Aug. 4, 2017 12:57 PROJECT Beam 3 Design Check Calculation Sheet WoodWorks Sizer 10.42 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Full Area 20.00(40.00') psf SL Snow Full Area 25.00(40.00') psf Pdl Dead Point 15.00 5000 lbs Self-weight Dead Full UDL 48.6 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : Unfactored: Dead 14470 14731 Snow 14274 14276 Factored: Total 28744 29008 Bearing: Capacity Beam 28744 29008 Support 35930 36260 Anal/Des Beam 1.00 1.00 Support 0.80 0.80 Load comb #2 #2 Length 6.57 6.63 Min req'd 6.57 6.63 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.00 1.00 Fcp sup 625 625 Glulam-Unbal., West Species, 24F-1.7E WS, 8-3/4"x28-1/2" 19 laminations, 8-3/4" maximum width, Supports: All - Timber-soft Beam, D.Fir-L No.2 Total length: 28.55'; volume = 49.4 cu.ft.; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 142 Fv' = 241 psi fv/Fv' = 0.59 Bending(+) fb = 2184 Fb' = 2331 psi fb/Fb' = 0.94 Live Defl'n 0.48 = L/697 0.93 = L/360 in 0.52 Total Defl'n 1.03 = L/326 1.40 = L/240 in 0.73 By: Alvin Chongmontre Shop Aurora Village 8431 244th St. SW, Edmonds, WA 09/06/17 Page 17 of 34 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN WoodWorks® Sizer 10.42Beam 3 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Notes Cn*Cvr LC# Fv' 210 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 0.894 0.845 1.00 1.00 1.00 1.00 - 2 Fcp' 500 - 1.00 1.00 - - - - 1.00 - - - E' 1.7 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.69 million 1.00 1.00 - - - - 1.00 - - 2 Only the lesser of CL and CV is applied, as per NDS 5.3.6 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V = 28510, V design = 23610 lbs Bending(+): LC #2 = D+S, M = 215584 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 = 28695e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow…) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Lateral stability (+): Lu = 28.00' Le = 52.75' RB = 15.35 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. Glulam design values are for materials conforming to ANSI 117-2010 and manufactured in accordance with ANSI A190.1-2007 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). By: Alvin Chongmontre Shop Aurora Village 8431 244th St. SW, Edmonds, WA 09/06/17 Page 18 of 34 By: Alvin Chongmontre Shop Aurora Village 8431 244th St. SW, Edmonds, WA 09/06/17 Page 19 of 34 COMPANY Aug. 3, 2017 16:27 PROJECT 16 ft tall wall Design Check Calculation Sheet WoodWorks Sizer 10.42 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Axial UDL (Ecc. = 0.92") 400 plf SL Snow Axial UDL (Ecc. = 0.92") 600 plf WL Wind Full Area 15.00(16.0") psf Self-weight Dead Axial UDL 20 plf Lateral Reactions (lbs): Unfactored: Dead 3 -3 Snow 4 -4 Wind 160 160 Factored: R->L 6 Load comb #2 L->R 99 94 Load comb #5 #4 Lumber Stud, Hem-Fir, No.2, 2x6 (1-1/2"x5-1/2") Support: Lumber Stud Bottom plate, Hem-Fir No.2; Bearing length = stud thickness; continuous lower support Spaced at 16.0" c/c; Total length: 16.0'; volume = 0.9 cu.ft.; Pinned base; Load face = width(b); Ke x Lb: 1.0 x 0.0 = 0.0 [ft]; Ke x Ld: 1.0 x 16.0 = 16.0 [ft]; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 18 Fv' = 240 psi fv/Fv' = 0.07 Bending(+) fb = 642 Fb' = 2033 psi fb/Fb' = 0.32 Axial fc = 165 Fc' = 303 psi fc/Fc' = 0.54 Combined (axial + eccentric & side load bending) Eq.15.4-1= 0.75 Axial Bearing fc = 165 Fc* = 1644 psi fc/Fc* = 0.10 Support Bearing fcp = 165 Fcp = 506 psi fcp/Fcp = 0.33 Live Defl'n 0.65 = L/293 1.60 = L/120 in 0.41 Total Defl'n 0.70 = L/275 1.60 = L/120 in 0.44 Additional Data: FACTORS: F/E(psi)CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fv' 150 1.60 1.00 1.00 - - - - 1.00 1.00 4 Fb'+ 850 1.60 1.00 1.00 1.000 1.300 1.00 1.15 1.00 1.00 5 Fc' 1300 1.15 1.00 1.00 0.184 1.100 - - 1.00 1.00 2 Fc'comb 1300 1.60 - - 0.134 - - - - - 3 E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 5 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 5 Fc* 1300 1.15 1.00 1.00 - 1.100 - - 1.00 1.00 2 Fcp sup 405 - 1.00 1.00 - - - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC #4 = .6D+.6W, V = 98, V design = 98 lbs Bending(+): LC #5 = D+.6W, M = 405 lbs-ft Deflection: LC #4 = .6D+.6W (live) LC #5 = D+.6W (total) Axial : LC #2 = D+S, P = 1361 lbs Eq.15.4-1 : LC #3 = D+.75(S+.6W) fb= 454 Fb'= 2033 FcE= 317 Pxe/S=fc(6xe/d)= 137 Support : LC #2 = D+S; R = 1361 lbs, Cap = 4176, Lb = 1.50", Cb = 1.25 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 = 27.0e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow…) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. By: Alvin Chongmontre Shop Aurora Village 8431 244th St. SW, Edmonds, WA 09/06/17 Page 20 of 34 Project Sheet No. Location Date Job No. By By: Alvin Chongmontre Shop Aurora Village 8431 244th St. SW, Edmonds, WA 09/06/17 Page 21 of 34 GRAVITY DESIGN CRSI PROJECT THE SHOPS @ AURORA VILLAGE 8431 244TH STREET SW EDMONDS, WA PROJECT DESCRIPTION Project Sheet No. Location Date Job No. By By: Alvin Chongmontre Shop Aurora Village 8431 244th St. SW, Edmonds, WA 09/06/17 Page 22 of 34 LATERAL DESIGN PROJECT THE SHOPS @ AURORA VILLAGE 8431 244TH STREET SW EDMONDS, WA PROJECT DESCRIPTION Project Sheet No. Location Date Job No. By By: Alvin Chongmontre Shop Aurora Village 8431 244th St. SW, Edmonds, WA 09/06/17 Page 23 of 34 LATERAL DESIGN G B 1 5 13 5 ' - 3 " 76'-11" SW LINES PROJECT THE SHOPS @ AURORA VILLAGE 8431 244TH STREET SW EDMONDS, WA PROJECT DESCRIPTION Project Sheet No. Location Date Job No. By By: Alvin Chongmontre Shop Aurora Village 8431 244th St. SW, Edmonds, WA 09/06/17 Page 24 of 34 LATERAL DESIGN 24 ft. ave height 24 ft. ave height PROJECT THE SHOPS @ AURORA VILLAGE 8431 244TH STREET SW EDMONDS, WA PROJECT DESCRIPTION Project Sheet No. Location Date Job No. By By: Alvin Chongmontre Shop Aurora Village 8431 244th St. SW, Edmonds, WA 09/06/17 Page 25 of 34 LATERAL DESIGN SW LINES G B 1 5 project sheet no. location date job no. by wW1 27 Corner Wind wW2 19.0 Typical Wind AP 35.0 Typical Parapet Cs =0.13 Shear Wall Loads k =1 ROOF Height to roof =20 ft Wall ID AR Awall AW1 AW2 AP W VEQ VW VEQtot VFxtot VWtot Controlled 1 5198 2160 80 310 48 141143 18349 9730 18349 18349 9730 Seismic 5 5198 2160 80 310 186 141143 18349 14560 18349 18349 14560 Seismic B 5198 1232 80 600 360 116270 15115 26160 15115 15115 26160 Wind G 5198 1232 80 600 360 116270 15115 26160 15115 15115 26160 Wind wx =282285 lbs Cvx =1.00 Fx =36.7 kips Fx/V =1.00 adjustment factor By: Alvin Chongmontre Shop Aurora Village 8431 244th St. SW, Edmonds, WA 09/06/17 Page 26 of 34 PROJECT THE SHOPS @ AURORA VILLAGE 8431 244TH STREET SW EDMONDS, WA PROJECT DESCRIPTION project sheet no. location date 8/3/2017 job no. by Shear Wall Calculations ROOF Height to roof = 20.0 ft Wall ID LR LO VR-W VR-EQ Vtot vulti wDL h Mr HD 1 135 16 9730 18349 18349 154 187.5 20 3E+06 0 5 39 0 14560 18349 18349 470 187.5 20 3E+05 2609 B 50 0 26160 15115 26160 523 30 20 3E+05 5289 G 50 0 26160 15115 26160 523 30 20 3E+05 5289 Shearwall Forces VWindtot vWtot VEtot vEtot 1 9730 82 SW1 18349 154 SW1 5 14560 373 SW1 18349 470 SW1 B 26160 523 SW1 15115 302 SW1 G 26160 523 SW1 15115 302 SW1 Roof By: Alvin Chongmontre Shop Aurora Village 8431 244th St. SW, Edmonds, WA 09/06/17 Page 27 of 34 15/32 APA Rated 1 HF2 10d Blocked SW1 Phi Vn 6" oc 506 Phi Vn 6" oc 707 SW2 4" oc 759 4" oc 1064 SW3 3" oc 990 3" oc 1384 SW4 2" oc 1295 2" oc 1812 WindSeismic PROJECT THE SHOPS @ AURORA VILLAGE 8431 244TH STREET SW EDMONDS, WA PROJECT DESCRIPTION Project Sheet No. Location Date Job No. By By: Alvin Chongmontre Shop Aurora Village 8431 244th St. SW, Edmonds, WA 09/06/17 Page 28 of 34 LATERAL DESIGN Roof Diaphragm Unblocked Blocked Typical @6 edge and @ 12 oc 6oc 4oc 2.5oc 2oc Seismic SD Wind SD Seismic SD Wind SD Seismic SD Wind SD Seismic SD Wind SD Seismic SD Wind SD 252 352 380 535 505 710 745 1050 855 1200 Floor Diaphragm Unblocked Blocked Typical @6 edge and @ 12 oc 6oc 4oc 2.5oc 2oc Seismic SD Wind SD Seismic SD Wind SD Seismic SD Wind SD Seismic SD Wind SD Seismic SD Wind SD 315 445 475 700 635 885 950 1335 1085 1520 Shearwall Blocked 6oc 4oc 3oc 2oc Seismic SD Wind SD Seismic SD Wind SD Seismic SD Wind SD Seismic SD Wind SD 460 645 686 945 890 1235 1130 1580 J Bolt Anchor Min Spacing oc inches (phi Vn) 61 44 41 30 32 23 25 18 Simpson LTP4 21 15 14 10 11 8 8 6 Simpson A35 21 15 14 10 11 8 9 6 5/8" Post Installed Anchors (6" wall) 36.5217391 26.04651163 24.48979592 17.77778 18.87640449 13.6032389 14.86725664 10.63291139 Holddown Post Install HILTI HIT HY200 Dia Embed Eff Phi Tn Pallow Pmax 1/2" dia 5 2000 1250 6" wall w/ DTT2Z 1250 (2) 1/2" dia 4 2800 1750 6" wall w/ (2)DTT2Z 1750 5/8" dia 5 2800 1750 8" wall w/ HDU2 1750 (2) 5/8" dia 4.5 3900 2437.5 8" wall w/ (2) HDU2 2437.5 Diaphragms, Shearwalls, and Holddown Capacity Summary PROJECT THE SHOPS @ AURORA VILLAGE 8431 244TH STREET SW EDMONDS, WA PROJECT DESCRIPTION Pr o j e c t Sh e e t N o . Lo c a t i o n Da t e Jo b N o . By By: Alvin Chongmontre Shop Aurora Village 8431 244th St. SW, Edmonds, WA 09/06/17 Page 29 of 34 LA T E R A L D E S I G N ROOF FLOOR G HF2= x 0.93 425 plf ASD /2 LRDF x 0.8 G HF2= x 0.93 ASD /2 LRDF x 0.8 ROOF FLOOR 315 plf 600 plf 440 plf 210 plf 155 plf 300 plf 220 plf 340 plf 252 plf 480 plf 352 plf 525 plf 400 plf 725 plf 555 plf 265 plf 195 plf 360 plf 275 plf 420 plf 315 plf 575 plf 445 plf PR O J E C T TH E S H O P S @ A U R O R A V I L L A G E 84 3 1 2 4 4 T H S T R E E T S W ED M O N D S , W A PR O J E C T D E S C R I P T I O N Pr o j e c t Sh e e t N o . Lo c a t i o n Da t e Jo b N o . By By: Alvin Chongmontre Shop Aurora Village 8431 244th St. SW, Edmonds, WA 09/06/17 Page 30 of 34 LA T E R A L D E S I G N G HF2= x 0.93 ASD /2 LRDF x 0.8 ROOF FLOOR G HF2= x 0.93 ASD /2 LRDF x 0.8 ROOF FLOOR 475 plf 630 plf 935 plf 1070 plf 665 885 1315 1500 235 plf 315 plf 665 plf 535 plf 335 445 655 750 380 plf 504 plf 745 plf 855 plf 532 708 1050 1200 595 plf 790 plf 1190 plf 1357 plf 835 1105 1665 1900 275 plf 380 plf 595 plf 675 plf 420 550 835 800 475 plf 635 plf 950 plf 1085 plf 700 885 1335 1520 PR O J E C T TH E S H O P S @ A U R O R A V I L L A G E 84 3 1 2 4 4 T H S T R E E T S W ED M O N D S , W A PR O J E C T D E S C R I P T I O N Pr o j e c t Sh e e t N o . Lo c a t i o n Da t e Jo b N o . By By: Alvin Chongmontre Shop Aurora Village 8431 244th St. SW, Edmonds, WA 09/06/17 Page 31 of 34 LA T E R A L D E S I G N G HF2= x 0.93 575 plf 855 plf 1115 plf 1415 plf 810 1185 1545 1980 ASD /2 285 plf 425 plf 555 plf 705 plf 405 590 770 990 LRDF x 0.8 460 plf 685 plf 890 plf 1130 plf 645 945 1235 1580 PR O J E C T TH E S H O P S @ A U R O R A V I L L A G E 84 3 1 2 4 4 T H S T R E E T S W ED M O N D S , W A PR O J E C T D E S C R I P T I O N project sheet no. location date job no. by Concrete Breakout Strength of Anchor in Shear (Appendix D ACI-318 05) Anchor Governed by Concrete Breakout # Anchors = 1 s = 0 in f'c = 2500 psi hef = 4.5 in Ca1 = 6 in Ca2= 4 in Vb = 5.6 kips (D-24) e'v = 0 ψec,V = 1.00 (D-26) ψed,V = 0.83 (Controlling D-27 or D-28) ψc,V = 1 Avc = 108 in2 Avco = 162 in2 (D-23) Vcbg = 3.1 kips (D-22) f =0.75 (For Conc. Breakout Pryout) fNcbg = 2.35 kips Anchor Governed By Pryout Ncb = 30.99 kips (D-5) Kcp = 2 fVcpg =46.48 kips (D-30) Controlling Value =2.35 kips By: Alvin Chongmontre Shop Aurora Village 8431 244th St. SW, Edmonds, WA 09/06/17 Page 32 of 34 SHEARWALL CIP ANCHORS PROJECT THE SHOPS @ AURORA VILLAGE 8431 244TH STREET SW EDMONDS, WA PROJECT DESCRIPTION C- C - 2 0 1 5 © 2 0 1 5 S I M P S O N S T R O N G - T I E C O M P A N Y I N C . P R I N T E D 1 2 / 1 4 206 St r a p s & T i e s The larger LTP5 spans subfloor at the top of the blocking or rim joist. The embossments enhance performance. The LTP4 Lateral Tie Plate transfers shear forces for top plate-to-rim joist or blocking connections. Nail holes are spaced to prevent wood splitting for single and double top plate applications. May be installed over plywood sheathing. The A35 anchor’s exclusive bending slot allows instant, accurate field bends for all two- and three-way ties. Balanced, completely reversible design permits the A35 to secure a great variety of connections. MATERIAL: LTP4/LTP5–20 gauge; all others–18 gauge FINISH: Galvanized. Some products available in stainless steel or ZMAX® coating; see Corrosion Information, pages 13-15. INSTALLATION: • Use all specified fasteners. See General Notes. • A35–Bend one time only. CODES: See page 12 for Code Reference Key Chart. A35 A34 Joists to Plate with A Leg Inside Ceiling Joists to Beam Chimney Framing Joists to Beams Studs to Plate with B Leg Outside LTP4 Installed over Wood Structural Panel Sheathing LTP4 attaching Top Plates to Rim Joist 5 2 A351 A34 LTP5 3 A35 6 LTP5 Installed over Wood Structural Panel Sheathing LTP4 4 A35 LTP4/LTP5/A34/A35 Framing Angles & Plates Straps & Ties These products are available with additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson Strong-Tie for details. 1. Allowable loads are for one anchor. When anchors are installed on each side of the joist, the minimum joist thickness is 3". 2. Some illustrations show connections that could cause cross-grain tension or bending of the wood during loading if not reinforced sufficiently. In this case, mechanical reinforcement should be considered. 3. LTP4 can be installed over 3⁄8" wood structural panel sheathing with 8dx1 1⁄2 nails and achieve 0.72 of the listed load, or over 1⁄2" and achieve 0.64 of the listed load. 8d commons will achieve 100% load. 4. The LTP5 may be installed over wood structural panel sheathing up to 1⁄2" thick using 8dx1 1⁄2 nails with no reduction in load. 5. Connectors are required on both sides to achieve F 2 loads in both directions. 6. NAILS: 8dx1 1⁄2 = 0.131" dia. x 1 1⁄2" long. See pages 22-23 for other nail sizes and information. Model No. Type of Connection Fasteners Direction of Load DF/SP Allowable Loads SPF/HF Allowable Loads Code Ref.Floor (100) Roof (125)(160)Floor (100) Roof (125)(160) A34 1 8-8dx1 1⁄2 F1 395 485 515 340 415 445 IP1, L5, L18, F13 F25 395 455 455 340 390 390 A35 2 9-8dx1 1⁄2 A1, E 295 365 395 255 315 340 C1 210 210 210 180 180 180 3 12-8dx1 1⁄2 A2 295 365 380 255 315 325 C2 295 365 370 255 315 320 D 230 230 230 200 200 200 4 12-8dx1 1⁄2 F1 595 695 695 510 600 600 F25 595 670 670 510 575 575 LTP4 5 12-8dx1 1⁄2 G 580 670 670 500 570 575 I14, L5, F13H580600 600 500 515 515 LTP5 6 12-8dx1 1⁄2 G 580 620 620 500 535 535 IP1, L18, F25H545 545 545 470 470 470 These products are approved for installation with the Strong-Drive ® SD Connector screw. See page 27 for more information. page By: Alvin Chongmontre Shop Aurora Village 8431 244th St. SW, Edmonds, WA 09/06/17 Page 33 of 34 C- C - 2 0 1 5 © 2 0 1 5 S I M P S O N S T R O N G - T I E C O M P A N Y I N C . P R I N T E D 1 2 / 1 4 46 Ho l d o w n s & T e n s i o n T i e s HDU/DTT Holdowns Holdowns & Tension Ties Vertical Wood Member Thickness Studs/Post FloorJoist 2 - 2xBlocking ThreadedRod Typical HDU Tie Between Floors Horizontal HDU Offset Installation (Plan View) See Holdown and Tension Tie General Notes on page 45.Hangernot shown This product is preferable to similar connectors because of a) easier installation, b) higher loads, c) lower installed cost, or a combination of these features. HDU holdowns are pre-deflected during the manufacturing process, virtually eliminating deflection under load due to material stretch. They use Simpson Strong-Tie® Strong-Drive® SDS Heavy-Duty Connector screws which install easily, reduce fastener slip and provide a greater net section when compared to bolts. The HDU series of holdowns are designed to replace previous versions of the product such as PHDs as well as bolted holdowns. The HDU2, 4 and 5 are direct replacements for the PHD2, 5 and 6, respectively. The DTT tension ties are designed for lighter-duty holdown applications on single 2x posts. The new DTT1Z is installed with nails or Simpson Strong-Tie Strong-Drive SD Connector screws and the DTT2Z installs easily with the Strong-Drive SDS Heavy-Duty Connector screws (included). The DTT1Z holdowns have been tested for use in designed shearwalls and prescriptive braced wall panels as well as prescriptive wood-deck applications (see page 209 for deck applications). For more information on holdown options, contact Simpson Strong-Tie. HDU SPECIAL FEATURES: • Holdown designs virtually eliminate deflection due to material stretch. • Uses Strong-Drive SDS Heavy-Duty Connector screws which install easily, reduce fastener slip, and provide a greater net section area of the post compared to bolts. • Strong-Drive SDS Heavy-Duty Connector screws are supplied with the holdowns to ensure proper fasteners are used. • No stud bolts to countersink at openings. MATERIAL: See table FINISH: HDU – Galvanized; DTT1Z and DTT2Z – ZMAX® coating; DTT2SS – stainless steel INSTALLATION: • See General Notes on page 45. • The HDU requires no additional washer, the DTT requires a standard cut washer (included with DTT2Z) be installed between the nut and the seat. • Strong-Drive SDS Heavy-Duty Connector screws install best with a low speed high torque drill with a 3⁄8" hex head driver. CODES: See page 12 for Code Reference Key Chart. Pilot Holes for Manufacturing Purposes (Fastener not required) SO HDU U.S. Patent 6,112,495; 5,979,130 15⁄8" 15⁄8" 31⁄4" 615⁄16" DTT2Z Model No.Ga Dimensions (in.)Fasteners Minimum Wood Member Thickness (in.) Allowable Tension Loads (160)1 Code Ref.W H B CL SO Anchor Bolt Dia. (in.) Post Fasteners DF/SP SPF/HF Deflection at Allowable Load (in.) DTT1Z 14 1 1⁄2 7 1⁄8 1 7⁄16 3⁄4 3⁄16 3⁄8 6-SD #9x1 1⁄2 1 1⁄2 840 840 0.170 1606-10dx1 1⁄2 910 640 0.167 8-10dx1 1⁄2 910 850 0.167 DTT2Z 14 3 1⁄4 6 15⁄16 1 5⁄8 13⁄16 3⁄16 1⁄2 8-SDS 1⁄4"x1 1⁄2"1 1⁄2 1825 1800 0.105 I6, L8, F5 8-SDS 1⁄4"x1 1⁄2" 3 2145 1835 0.128 DTT2Z-SDS2.5 8-SDS 1⁄4"x2 1⁄2"3 2145 2105 0.128 HDU2-SDS2.5 14 3 8 11⁄16 3 1⁄4 1 5⁄16 1 3⁄8 5⁄8 6-SDS 1⁄4"x2 1⁄2"3 3075 2215 0.088 HDU4-SDS2.5 14 3 10 15⁄16 3 1⁄4 1 5⁄16 1 3⁄8 5⁄8 10-SDS 1⁄4"x2 1⁄2"3 4565 3285 0.114 HDU5-SDS2.5 14 3 13 3⁄16 3 1⁄4 1 5⁄16 1 3⁄8 5⁄8 14-SDS 1⁄4"x2 1⁄2"3 5645 4065 0.115 HDU8-SDS2.5 10 3 16 5⁄8 3 1⁄2 1 3⁄8 1 1⁄2 7⁄8 20-SDS 1⁄4"x2 1⁄2" 3 6765 4870 0.084 3 1⁄2 6970 5020 0.116 4 1⁄2 7870 5665 0.113 HDU11-SDS2.5 10 3 22 1⁄4 3 1⁄2 1 3⁄8 1 1⁄2 1 30-SDS 1⁄4"x2 1⁄2"5 1⁄2 9535 6865 0.137 7 1⁄4 11175 8045 0.137 HDU14-SDS2.5 7 3 25 11⁄16 3 1⁄2 1 9⁄16 1 9⁄16 1 36-SDS 1⁄4"x2 1⁄2" 4x63,4 10770 7755 0.122 170 7 1⁄43 14390 10435 0.177 I6, L8, F5 5 1⁄22,3 14445 10350 0.177 1. See page 45 for Holdown and Tension Tie General Notes. 2. Noted HDU14 allowable loads are based on a 5 1⁄2" wide post (6x6 min.). 3.HDU14 requires heavy hex anchor nut to achieve tabulated loads (supplied with holdown). 4.Loads are applicable to installation on either narrow or wide face of post. These products are available with additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson Strong-Tie for details. Preservative- treated barrier may be required Post size byDesigner Minimum woodmember thickness Vertical HDU Installation 17⁄16" 11⁄2" 71⁄8" 415⁄16" DTT1Z U.S. Patent Pending page 46 UPDATED 03/27/15 (T h i s p a g e h a s b e e n u p d a t e d s i n c e p r i n t i n g ) By: Alvin Chongmontre Shop Aurora Village 8431 244th St. SW, Edmonds, WA 09/06/17 Page 34 of 34