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REVIEWED BLD BLD2021-1002+Structural_Calculations+7.21.2021_10.29.46_AM+2312904civil & structural ENGINEERING engineering & planning RECEIVED BLD2021-1002 Jul 27 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 250 41" Ave S Ste 200 Edmonds, WA 98020 Phone: (425) 778-8500 Fax: (425) 778-5536 STRUCTURAL CALCULATIONS KC Morgan Residence 1053 B Ave S Edmonds, WA 98020 I CIS Project No.: 20436.10 Prolect Location 1053 B Ave South Edmonds, WA 98020 Proiect Description This project involves the removal of multiple bearing walls. The existing structure is a one-story single- family residence with a daylight basement. The bearing walls will be replaced with new beams, posts, and footings to support the existing roof/floor loads. The exterior walls are being altered, requiring lateral analysis & possible plywood upgrades. Scope of Work Provide structural calculations in accordance with current building code. Basis of Design Roof Loads Dead 15 psf Live 25 psf (snow) Floor Loads Dead 15 psf Live 40 psf Wind Parameters 97 MPH Wind Speed, 3-Sec Gust Exposure Category B IW = 1.0 (Non -Essential Facility) Mean Height = 14' Above Grade Elevation Seismic Parameters V=Wp*[Sds/(R/le)] = 0.854/(6.5/1) = Cs*Wp Sds = 0.854 le = 1.0 (Non -Essential Facility) Wp = Seismic Dead Weight of Stucture Description By ZSH Date 3/ 30/ 2021 Checked Date Project Summary ENGINEERING Seale Sheet No. NTS 250 4th Ave South Project Job No.. Suite 200 Edmonds, WA 98020 KC Morgan Residence 20436.10 Gravity Design Loads Roof DL Roofing Material 2.5 psf 1/2 Sheathing 1.6 psf Insulation 1.0 psf 1/2 Gypsum 2.5 psf Rafters @ 24" OC 2.2 psf M/E 1.2 psf Misc 1.0 psf 12.0 psf USE 15.0 psf Floor DL Flooring Material 2.0 psf 3/4 Sheathing 2.3 psf 1/2 Gypsum 2.5 psf 2x10 @ 16" OC 2.8 psf M/E 1.0 psf Misc 1.4 psf 12.0 psf USE 15.0 psf Exterior Walls Siding 2.0 psf 1/2 Sheathing 1.5 psf Insulation 1.0 psf 5/8 Gypsum 2.8 psf 2x6 @ 16" OC 1.7 psf Misc 1.0 psf 10.0 psf USE 10.0 psf Roof ILL (Snow) 25.0 psf Floor ILL 40.0 psf Description Gravity Design Loads By ZSH Date 03/30/21 Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 2 Project KC Morgan Residence Job No. Edmonds, WA 98020 20436.10 HF Column & HF Sill Plate Capacity TABLE IBC 2018, NDS 2018 6 7 8 9 10 11 12 13 14 15 16 (2) 2x4 HF Stud 5,149 4,121 3,311 2,693 2,224 1,862 1,579 1,355 1,175 1,028 906 PsILL 4,784 - - - - - - - - - - (3) 2x4 HF Stud 9,220 7,723 6,382 5,281 4,406 3,715 3,166 2,726 2,369 2,076 1,834 PSILL 6,910 6,910 - - - - - - - - - (4) 2x4 HF Stud 12,294 10,298 8,510 7,041 5,875 4,953 4,221 3,635 3,159 2,769 2,445 PsILL 8,505 8,505 8,505 - - - - - - - - (2) 3x4 HF Stud 10,245 8,581 7,091 5,868 4,896 4,128 3,518 3,029 2,632 2,307 2,038 PsILL 7,619 7,619 - - - - - - - - - (3) 3x4 HF Stud 15,367 12,872 10,637 8,802 7,343 6,191 5,277 4,543 3,948 3,461 3,057 PSILL 10,631 10,631 10,631 - - - - - - - - (2) 2x6 HF Stud 7,951 6,405 5,164 4,210 3,481 2,917 2,476 2,125 1,843 1,613 1,423 PSILL 7,518 - - - - - - - - - - (3) 2x6 HF Stud 16,730 15,297 13,636 11,927 10,333 8,934 7,746 6,750 5,918 5,221 4,634 PsILL 10,859 10,859 10,859 10,859 - - - - - - - (4) 2x6 HF Stud 23,902 22,755 21,314 19,614 17,764 15,903 14,146 12,558 11,158 9,942 8,891 PSILL 13,365 13,365 13,365 13,365 13,365 13,365 13,365 - - - - 4x6 HF #2 14,409 11,327 9,009 7,286 5,993 5,006 4,239 3,633 3,147 2,751 2,425 PSILL 8,328 8,328 8,328 - - - - - - - - 4x8 HF #2 18,744 14,808 11,809 9,566 7,876 6,583 5,577 4,782 4,142 3,622 3,193 PsILL 10,277 10,277 10,277 - - - - - - - - 4x10 HF #2 23,562 18,717 14,972 12,150 10,015 8,377 7,101 6,090 5,277 4,615 4,069 PSILL 13,112 13,112 13,112 - - - - - - - - 6x6 DF #2 19,595 18,889 17,995 16,908 15,659 14,315 12,960 11,665 10,475 9,407 8,463 PSILL 13,087 13,087 13,087 13,087 13,087 13,087 - - - - - 6x8 DF #2 25,830 24,899 23,721 22,288 20,642 18,870 17,083 15,377 13,808 12,400 11,156 PsILL 16,149 16,149 16,149 16,149 16,149 16,149 16,149 - - - - 6xl0 DF #2 28,621 27,790 26,739 25,450 23,929 22,224 20,420 18,614 16,885 15,285 13,835 PSILL 20,604 20,604 20,604 20,604 20,604 20,604 - - - - - Description By ZSH Date 03/30/21 Wood Column Capacity Table Checked Date Scale Sheet No. ENGINEERING 250 4th Ave. South Suite 200 Project KC Morgan Residence Job No. 20436.10 01 GRAVITY KEY PLAN 0 6N1 1 8�a C � ENGINEERING 2S0 4th Ave. South Suite 200 Edmonds, WA 98020 425.778.8500 www.cgengineering.com a s D S W= use x tk WT a oR x /4t" ?� DR GG B ��s Weo�U.Jor6CS D 5 \ ASe- �ixt �T'# 3- per wv4wcr4s � 5 \ ft sc p r Co v+ Table Description Project K /l/j _ _r a By Date Checked Date Scale Sheet No. Job No. I ;�-OL-1l0 5 COMPANY PROJECT Works`�' r.rs sow �5 Mar. 30, 2021 14:56 Beam1 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 1) Loads Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 15.00(9.671) psf Load2 Snow Full Area 25.00(9.671) psf Self -weight Dead Full UDL 6.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 10'-4.8" Unfactored• Dead Snow 785 1257 785 1257 Factored: Total 2042 2042 Bearing: Capacity Beam 2042 2042 Support 2174 2174 Des ratio Beam 1.00 1.00 Support 0.94 0.94 Load comb #2 #2 Length 0.90 0.90 Min req'd 0.90 0.90 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fop sup 625 625 BM1 Glulam-Bal., West Species, 24F-1.8E WS, 3-1/2"x7-1/2" Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 10'-4.8"; Clear span: 10'-3'; Volume = 1.9 cu.ft.; 5 laminations, 3-1/2" maximum width, Lateral support: top = at supports, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using Nos 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 101 Fv' = 305 psi fv/Fv' = 0.33 Bending(+) fb = 1914 Fb' = 2682 psi fb/Fb' = 0.71 Live Defl'n 0.28 = L/444 0.34 = L/360 in 0.81 Total Defl'n 0.45 = L/273 0.52 = L/240 in 0.88 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cn*Cvr LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 0.972 1.000 - - 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S Bending(+): LC #2 = D+S Deflection: LC #2 = D+S (live) LC #2 = D+S (total) Bearing : Support 1 - LC #2 = D+S Support 2 - LC #2 = D+S D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC are listed in the Analysis output Load combinations: ASO Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2 CALCULATIONS: V max = 2027, V design = 1767 lbs; M(+) = 5233 lbs-ft EI = 221.48e06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Lateral stability(+): Lu = 10-3.88" Le = 18-12.00" RB = 11.8 Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NOS 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 117-2015 and manufactured in accordance with ANSI Al90.1-2012 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(oomp'n). lJ WoodWorks­ ,IWAREFORV, COMPANY PROJECT Mar. 30, 2021 14:56 Beam1' Design Check Calculation Sheet Wood Works Sizer 2019 (Update 1) Loads Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 15.00(9.671) psf Load2 Snow Full Area 25.00(9.671) psf Self -weight Dead Full UDL 7.9 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 10'-4.69" 10'- .85" Unfactored• Dead Snow 794 1256 794 1256 Factored: Total 2050 2050 Bearing: Capacity Beam 2222 2222 Support 2050 2050 Des ratio Beam 0.92 0.92 Support 1.00 1.00 Load comb #2 #2 Length 0.85 0.85 Min req'd 0.85** 0.85** Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fop sup 1 625 625 **Minimum bearing length governed by the required width of the supporting member. BM1 PSL, PSL, 2.2E, 3-1/2"x7-1/4" Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 10'-4.69"; Clear span: 10'-3"; Volume = 1.8 cu.ft. Lateral support: top = at supports, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using Nos 2018: Criterion Analysis Value Design Value Unit Anal sis/Desi n Shear fv = 105 Fv' = 334 psi fv/Fv' = 0.32 Bending(+) fb = 2056 Fb' = 3258 psi fb/Fb' = 0.63 Live Defl'n 0.25 = L/490 0.34 = L/360 in 0.73 Total Defl'n 0.41 = L/300 0.52 = L/240 in 0.80 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 290 1.15 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 2900 1.15 - 1.00 0.977 1.000 - 1.00 1.00 - - 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 2.2 million - 1.00 - - - - 1.00 - - 2 Eminy' 1.14 million - 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S Bending(+): LC #2 = D+S Deflection: LC #2 = D+S (live) LC #2 = D+S (total) Bearing : Support 1 - LC #2 = D+S Support 2 - LC #2 = D+S 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: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2 CALCULATIONS: V max = 2036, V design = 1784 lbs; M(+) = 5254 lbs-ft EI = 244.53e06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Lateral stability(+): Lu = 10-3.88" Le = 18'-11.88" RB = 11.6 Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. FIRE RATING: LVL, PSL and LSL are not rated for fire endurance. 4. SCL: Structural composite lumber design has assumed: - dry service conditions - no preservative or fire -retardant treatment - no notches 5. SCL deflection is based on apparent modulus of elasticity (MoE) that incorporates the effect of shear deflection. Sizer does not currently calculate shear deflection separately using true MoE. 7 COMPANY PROJECT Works`�' r.rs sow �5 Mar. 30, 2021 14:57 Beam1" Design Check Calculation Sheet Wood Works Sizer 2019 (Update 1) Loads Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 15.00(9.671) psf Load2 Snow Full Area 25.00(9.67') psf Self -weight Dead Full UDL 8.1 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : k 1a'-s.sz" Unfactored• Dead Snow 803 1268 803 1268 Factored: Total 2071 2071 Bearing: Capacity Beam 2071 2071 Support 3538 3538 Des ratio Beam 1.00 1.00 Support 0.59 0.59 Load comb #2 #2 Length 1.46 1.46 Min req'd 1.46 1.46 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fop sup 625 625 BM1 Lumber -soft, Hem -Fir, No.2, 4x12 (3-1/2"x11-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 10'-5.92"; Clear span: 10'-3.0"; Volume = 2.9 cu.ft. Lateral support: top = at supports, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using Nos 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 63 Fv' = 172 psi fv/Fv' = 0.37 Bending(+) fb = 863 Fb' = 1040 psi fb/Fb' = 0.83 Live Defl'n 0.12 = < L/999 0.35 = L/360 in 0.34 Total Defl'n 0.19 = L/653 0.52 = L/240 in 0.37 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 850 1.15 1.00 1.00 0.968 1.100 - 1.00 1.00 1.00 - 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear LC #2 = D+S Bending (+): LC #2 = D+S Deflection: LC #2 = D+S (live) LC #2 = D+S (total) Bearing : Support 1 - LC #2 = D+S Support 2 - LC #2 = D+S 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: ASO Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2 CALCULATIONS: V max = 2047, V design = 1653 lbs; M(+) = 5309 lbs-ft EI = 539.86e06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Lateral stability(+): Lu = 10-4.44" Le = 19'-8.63" RB = 14.7 Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), 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. COMPANY PROJECT Works`�' r.rs sow r5 Mar. 30, 2021 14:56 Beam2 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 1) Loads Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load4 Dead Full Area 15.00(5.711) psf Loads Snow Full Area 25.00(5.71') psf Self -weight Dead Full UDL 5.2 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : k 9'-1.5" 75" Unfactored• Dead Snow Factored: 414 651 414 651 Total 1066 1066 Bearing: Capacity Beam 1066 1066 Support 1821 1821 Des ratio Beam 1.00 1.00 Support 0.59 0.59 Load comb #2 #2 Length 0.75 0.75 Min req'd 0.75 0.75 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fop sup 625 625 BM2 Lumber -soft, Hem -Fir, No.2, 4x8 (3-1/2"x7-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 9'-1.5"; Clear span: 9'; Volume = 1.6 cu.ft. Lateral support: top = at supports, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using Nos 2018: Criterion Analysis Value Design Value Unit Anal sis/Desi n Shear fv = 54 Fv' = 172 psi fv/Fv' = 0.31 Bending(+) fb = 939 Fb' = 1249 psi fb/Fb' = 0.75 Live Defl'n 0.15 = L/725 0.30 = L/360 in 0.50 Total Defl'n 0.25 = L/443 0.45 = L/240 in 0.54 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 850 1.15 1.00 1.00 0.983 1.300 - 1.00 1.00 1.00 - 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S Bending(+): LC #2 = D+S Deflection: LC #2 = D+S (live) LC #2 = D+S (total) Bearing : Support 1 - LC #2 = D+S Support 2 - LC #2 = D+S 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: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2 CALCULATIONS: V max = 1058, V design = 910 lbs; M(+) = 2398 lbs-ft EI = 144.49e06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Lateral stability(+): Lu = 9-0.75" Le = 16'-8.13" RB = 10.9 Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NOS 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. C01 'D CM Description By Date Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Edmonds, WA 98020 project Job No. 425.778.8500 O www.cgengineering.com ot� p � s 'a.oflo �s� FmUy MMJA4kW ayje `o,eAt ne vw O's) = 3R61 A = ( la" �� - a cta A Description ENGINEERING 250 4th Ave. South Suite 200 project Edmonds, WA 98020 425.778.8500 www.cgengineering.com C Av D � 1Na= CIS C Go`i- - �L%( ) � vex,W8/ F mv'�h I Y- 4!)06"q MdemeeAtl Kew By Date Checked Date Scale Sheet No. Job No. V r;� Seismic Analysis Design Per 2018 IBC & ASCE 7-16 Seismic Coefficients Soil Site Class D (assumed) Occupancy Category II Seismic Design Category D From Computer Program: SS = 1.282 Lat. = 47.802 Short & 1-Sec Period Mapped St = 0.450 Long. _-122.371 Aceleration Parameters (MCE) SMs = FaSs = 1.28 Fa = 1.000 ASCE 7-16 (Eq. 11.4-1) SMt = F St = 0.83 Fv = 1.850 ASCE 7-16 (Eq. 11.4-2) SDs = (2/3)SMs = 0.855 ASCE 7-16 (Eq. 11.4-3) SDI _ (2/3)SMt = 0.555 ASCE 7-16 (Eq. 11.4-4) Ta = Cthn' = 0.14 Ct = 0.02 ASCE 7-16 (Table 12.8-2) hn = 14 x = 0.75 ASCE 7-16 (Table 12.8-2) R Factor = 6.5 (Wood shear walls) ASCE 7-16 (Table 12.2-1) IE Factor = 1.0 (Non -Essential Facility) ASCE 7-16 (Table 1.5-2) Seismic Base Shear V = 0.044SDS1 = 0.038 W (Minimum Force) ASCE 7-16 (Eq. 12.8-5) V = (SDSIW)/R = 0.131 W (Governing Force) ASCE 7-16 (Eq. 12.8-2) V = (SD1IW)/RTa = 0.590 W (Maximum Force) ASCE 7-16 (Eq. 12.8-3) Description Seismic Base Shear By ZSH Date 03/16/21 Checked Date ENGINEERING scale NTS Sheet No. 250 4th Ave. South project Job No. Suite 200 KC Morgan Residence 12 Edmonds, WA 98020 20436.10 LATE Hazards by Location Search Information Marysville 0 Address: 1053 B Ave S, Edmonds, WA 98020, USA Wh.,*, c-erett 1232 ft o Coordinates: 47.8018033,-122.3705596 flliood L Elevation: 232 ft Timestamp: 2021-03-12T22:54:06.531 Z Redmond Redo Seattle Hazard Type: Seismic o Reference ASCE7-16 Go (;J e tw ^� Map data ©2021 Google Document: Risk Category: II Site Class: D Basic Parameters Name Value Description SS 1.282 MCER ground motion (period=0.2s) St 0.45 MCER ground motion (period=1.Os) SMS 1.282 Site -modified spectral acceleration value SM1 * null Site -modified spectral acceleration value SDg 0.854 Numeric seismic design value at 0.2s SA SDI * null Numeric seismic design value at 1.0s SA * See Section 11.4.8 -Additional Information Name Value Description SDC * null Seismic design category Fa 1 Site amplification factor at 0.2s FV * null Site amplification factor at 1.0s CRg 0.911 Coefficient of risk (0.2s) CRt 0.896 Coefficient of risk (1.0s) PGA 0.544 MCEG peak ground acceleration FPGA 1.1 Site amplification factor at PGA 13 PGAM 0.599 Site modified peak ground acceleration LATE Hazards by Location Search Information Address: 1053 B Ave S, Edmonds, WA 98020, USA Coordinates: 47.8018033,-122.3705596 Elevation: 232 ft Timestamp: 2021-03-12T22:53:13.657Z Hazard Type: Wind Marysville 0 whi,*h C ,erett 1 232 ft ° -� Lfl v Redmond Seattle ° 0 C70 gle ® Map data ©2021 Google ASCE 7-16 ASCE 7-10 ASCE 7-05 MRI 10-Year 67 mph MRI 10-Year 72 mph ASCE 7-05 Wind Speed 85 mph MR125-Year 73 mph MRI25-Year 79 mph MRI 50-Year 78 mph MR150-Year 85 mph MRI 100-Year 83 mph MRI 100-Year 91 mph Risk Category I 92 mph Risk Category 1 100 mph Risk Category II 97 mph Risk Category II 110 mph Risk Category III 104 mph Risk Category III -IV 115 mph Risk Category IV 108 mph The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area — in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience a14nowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. 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MN(15.0-E) m o z www.delorme.com 1" = 5,208.3 ft Data Zoom 11-6 H 63RD'P� + 63RD PL W 64THIjLA'VE, W� M 3nb ONZ9 \66TH'_e Ln �Qv 65TH PL W II 3�66TH AVE W AVE _W p�W 3 I- y< 66TH AVE W u)_ =66SH (n �, o �� M M.3^ N 3Ab_H1L 0 y.k1�9 Lu--- u� _ m v~i 68-TH AVE W-68- -PL-W m M 3%1tl'H189 9 0 z �-= I f 69TH PLLW t� r` -- 390I2f.3f119 W o 5 e a m c� o I f210 N M 3Ab H10L ' _� u�i 31 ��� M 3A�H10L � p a f J 73RD AVEW 0 73RD AVE W~_ AVE W N EVEV W o H -- ' g 'lZ W '7}4' ' �75TH,A u 76TH AVE W '' N N ^' M Q �C' N' 0 76TH PL--=�N gURKE AVE gURKE AVE N 3 = // �- 4 =/ 77 H PL]N1 7� MH AVE W— 77Tr}1 AVE \N j8rTH AVE W J 78TH PL W ] 11 M-ld HILL 79TH AV W Jl �` y d Hl8L- ld H18` �^Id H181 --t �n ,n 815T AVE W - w c 815T AVE W� o[� - -10 L (' 'J-1 �N�.. VE W E W g2ND AVE W'F m 82N r VE �N a ' L2ND PLW Z63R� ,i F 8 RD'AVE W p, 83 RD'PL W'rn p ! 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Fl - MN.3AV_HlT-T�i 3AV•Hll n i ' , ; 106TH AVE o ' ' NJ )4 ry MN IlHlET �N 3/1tl 19'' rLL 21t!Iil� , ld Hl_ 90Iy L� lL0 MN ld Hll,T Ln n ^ z wl a - M 3AV OT M l � O to ^ ' 18TH.AVE NW ti) m . 5 �a 5 = I Ln $ i ',, NJ Adnocoom M E ip o "- _ ��Y. i I a m..o. o . w 1 _w �l �> + TIMMB R N lL_ I 20T( H(.A�V�EJN�W a' JVM SONOWO3 ��y/ -O - Nl b39WI1 - o z N �p Op OO ' DNPY 4ARK RDY� 3/Iy -- ,. i o z H1bTT 1j ��-%NOO RD�3 J _ w N M O�p ( lz MN9AbZ ¢ N \ Oa N ONIHJ�+*"'�--' y a MN 3hV H19Z Y 1 Z Q z o E 0 Ul a 4. O Q. a '2 z Y `w 93 W _ O O _ _ N L E N O � a) V N M O C E N O O O O O M O O O O LO V M N O O i y Y O O O O O O O O O N _r CD• 0- p 6 M p N -. • Vl < V CO CD x 3 N N m _ m 0 — O boo m T l J 1 I I 2 1 0 m N j p 3 m 0 1. T m ?` Z. 26TH AVE NIWS N __� $ ��++po CHINO K RD rr D m �? 24TH VE NW Co 3 114TH ` ��00 �00�Oa' J f_ �B. oON/ -�' n m p 1 q Gd A^' MONDS o z g a - TIM8ERIN J -'rm MN 3A. tl H ;DZT�r N1-b39WIl inn_ °o E WAY p m Lac 3 o 3 o 3 N; i J(111 M ld H1-ATI } y3- (. z MN 3Atl H18T , N �^ J ��Z 107T 10 4-=+:E p im S 3 Imlo l- -' PL W 7 14TH PL NW, ��� 106TH PL W i �` 13�TH�PL FRIAR T -K LN ° M 3AV H190T V 119 m 3 6TH AVE N _ p 11`i' n, _- _ ._T_ . - ' I°� 3 9TH AVE N - N 3a ________________ __________ 1.1TH AVE'NW"'r'11? S 3AV H1L w LB t,11 MOTHAVEN-�`01ST�`ad15,TflT__ X m < —�/3Ao8� z 4TH STH AVE. NWdr��d° .`.M.3AVH1S A`t,ENw ►,M Id H1L6^fNA bH16tl1-9THAVEN_- _L9TH:•AVEN��9(���� 1 ld �l�d Yet i FIB �a ; p�k Cr H7L6OLYMPICIAVE w co 3 2NDIAVE NW (P',a-1��Mld.H156c to MN 3AV 15T �" n M 3/1V Hlb6H1D6 -- DAYTON.PL N 90THTP_L 4y ' tN�'01 Aa _� �� Q r 3AV NWlA G N <<Z FLgNO' ,'10o E R p 915TL W,LA N °3AV ON26�3�dyy1 -m M 3Atl ONZ61 ila QOOM t} 1 M 3AV 1S,T6� -3 �J O ?y M ld H169 'M Atl 68 N v N _ > x —M ld H1L8 LI,NDE[[�V AV,E N m - _=ln ld H1B8 -�'� to 3AV H1881< iur .�� 85TH PL W _ yim ��� N ld Hl y H198 3n r- L w 3 WHITMAE�I m 85TH AV -1 �f 1 1Jy 84TH-AV _ m ` g Wdl >N 3Ai 1� �1 r z i� M�d.Oa£8 m M 3Ad ova M Z' m M ld.ONZS--- tl o -r -. M3A - I I �M 3Atl 15T8 o ' -�+•_ : M l H108 �'�-_ I`�'"m 78TH PL x +> 7_8 H AVE W tl Hi9L tiA N M ° M 3!� Lly �I a r M MLId H1S8�wow 1 :`t 1 ruin o AR M 3AV H148' 8 w ,' M 3A Oa£8 NZ8 --M 3�tl ONZ'8 M 3Atl ON - vi_ Tel- N rr M 3AV 15j8 In,W _ Fo x -.-� 78TH PL n 8TH AVE•W I W AV H16L �� �M ld H18L [ j�'�M ld �Hr18L —3AV r w [w "M A. H1LL N.3AV. 3>06 N AV13HaI1B M'1d:F119LJ o L M'ld HILL �— J FN N M 3AV H- I _ N ,N T-- 'M 3AV H19L x< m CD D m o 3 �r f2 �` 74TIq AVEW N � _ �� ��' Mr a?L __, Z� m Su o'_y£, - r 1 0 1 J1 1 1 _ _—� r 3Atl H1bL m M ld.H1bt- / v -1 -�f° r` 7,M VrOa£L a O Oz iv n _ o '� z Z bin r a� m --I O M 3AV HlOL O �� m N N 70TH AVE W Lie. o o �7 _ BLUE RIDGE pR i+ Mild H169 � I v eDr z z--' m.—C) 67T + 67TH PC' 7TH AVE N - I- m HAVE' _ y1+"r" _ 1, w 68TH AUE W M-ld=H189 M-3AV_H189' r� _fn �w r3A M1H1199 CD 1 3' M�H1g9IM3AV �J F{199-M 3Atl H199 M ld H159 � �a�y�� � \ �lr 3 62ND AVE W M`3AVHlbM 9 M ld aa£9 A ld-Oa£9 s 0 Seismic Forces - Vertical Distribution Refer to ASCE 7-16 Section 12.8.3 k = 1.0 Diaphragm DL Area Level (psf) (ft) wpL (kips) Story wi. hi Elev. (h) (k-ft) w.. h.k Ewi � hik Shear Sum F. FX Roof Framing 20 650 13.0 8 104 1.00 1.2 1.2 E = 13 - 104 1.00 1.2 - Base Shear (ULT) 1.7 kips Base Shear (ASD) 1.2 kips * note that all table forces are ASD Seismic Forces - Vertical Distribution Includina Rho Refer to ASCE 7-16 Section 12.3.4.2 Diaphragm Rho Shear Sum Level p FX FX Roof Framing 1.0 1.2 1.2 E = 1.2 - Diaahraam Forces -Vertical Distribution Refer to ASCE 7-16 Section 12.10.1.1 Diaphragm w; E w; F; E F; E F; • wPX FPx (Min) FPx (Max) FPX Level (kips) (kips) (kips) (kips) E w; 0.2SDSiWpx 0.4SDSIWpx Govern Roof Framing 13.0 13.0 1.2 1.2 1.2 1.6 3.2 1.6 2nd Framing 0.0 13.0 0.0 1.2 0.0 0.0 0.0 0.0 Y`.._ Seismic & Diaphragm Force Distribution ZSH ✓ " 03/31/21 Checked Date ENGINEERING Scale NTs Sheet No. 250 4th Ave. South project Job No. '� 9 Suite 200 KC Morgan Residence Edmonds, WA 98020 20436.10 � l -v�t4G Fe'r- s reo 5W't� WT = ti3' D 4 : i,ak iC- D; reGt�oi/t P� = IAA �64 a -- 0.q (4) _ 5, ` Psi W;4 T-c"rGeS C Description By Z/ y Date `� Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Edmonds, 200 Project Job No. sWA 98020 �%C A �1 f� �j 425.778.8500 20 www.cgengineering.com A FEQ = 1.2 K F,N = 0.9 K LATERAL KEY PLAN 21 Upper Floor Shear Walls - Walls Below the Roof Framing i Story HI = Fx (EQ) = 1.2 kips (Story Shear) Fx wind = 0.9 kips Sto Shear Wall Hi= Max lt/w Wx = 93.2 PLF seismic Sos = 0.855 Wx= 68.8 PLF wind X - Direction Walls Fnl I wind I cnl I wind FI rl WinA 1 Wall Line Wall Mark SW Length Trib Width EQ, WL 2wdh EQ She Wind Shear SW Callout Reduced HD Length Gross Uplift Gross Uplift (0.6-0.143m(DL 0.6*DL Net Uplift Hold-down Line Load Line Load DL Trib End i End j End i End j End i End j End i End j A 1 2 4 4.5 12.875 - 1.0 1.0 141 141 74 74 SW6 SW6 3.5 4.0 1.3 1.3 1.0 0.9 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 1.1 1.1 1.1 1.1 HDU2 HDU2 HDU2 HDU2 1.2 - 0.9 - 5.7 5.7 B C D E i Shearwalls: 1 /2" sheathing w/ HF studs Nil - 0 plf SW6 8d@6"o 242 plf SW4 8d@4b.c. 350 plf SW3 8d@3b.c. 455 plf SW2 8d@2"o c. 595 plf 2SW4 8d@4b.c. 706 plf 2SW3 8d@3b.c. 910 plf 2SW2 8d@7b.c. 1190 plf Re-Csc 1200 plf C 4�M ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA98020 Holdown Table Nil 0 kips None - 0.5 kips HDU2 (2}2x HF 2.215 kips HDU4 (2}2x HF 3.3 kips HDU5 (2}2x HF 4.1 kips HDUB 4x DF#2 7.0 kips HDU11 6x6 DF#1 9.5 kips HDU14 6x6 DF#1 14.4 kips kips kips Re-Calc 14.5 kips Upper Floor Shear Walls X-Direction KC Morgan Residence Input Cell Input Cell w/ Formula ZSH 03/31/21 Date Sheet No. NTS 22 20436.10 www.hiltims Prof is Anchor 2.8.3 Company: Page: 1 Specifier: Project: Address: Sub -Project I Pos. No.: Phone I Fax: Date: 11/19/2019 E-Mail: Specifier's comments: 1 Input data��� Anchor type and diameter: HIT-HY 200 + HAS-E 5/8 Effective embedment depth: hsf,act = 12.000 in. (haf,umit = in.) Material: 5.8 Evaluation Service Report: ESR-3187 Issued I Valid: 3/1/2018 1 3/1/2020 Proof: Design method ACI 318-11 / Chem Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.250 in. Anchor plate: Ix x ly x t = 3.000 in. x 3.000 in. x 0.250 in.; (Recommended plate thickness: not calculated Profile: no profile Base material: cracked concrete, 2500, fc' = 2,500 psi; h = 24.000 in., Temp. short/long: 32/32 °F Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [lb, in.lb] 23 x Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hill is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force 1 2,800 0 0 0 max. concrete compressive strain: [°A.] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 2,800 [lb] resulting compression force in (x/y)=(0.000/0.000): 0 [Ibj Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load Profis Anchor 2.8.3 Page: 2 Project: Sub -Project I Pos. No.: Date: 11 /19/2019 Load Nu. [lb] Capacity � Nn [lb] Steel Strength* 2,800 10,650 Bond Strength** 2,800 4,877 Sustained Tension Load Bond Strength* N/A N/A Concrete Breakout Strength** 2,800 2,871 * anchor having the highest loading **anchor group (anchors in tension) 3.1 Steel Strength Nsa = ESR value refer to ICC-ES ESR-3187 � Nsa Nua ACI 318-11 Table D.4.1.1 Variables Ase,N [in .2) fut. [psi] 0.23 72,500 Calculations NI f!hl Results Nsa [lb] steel Nsa [lb] Nua [lb] 16,385 0.650 10,650 2,800 Utilization PN = Nua/� Nn Status 27 OK 58 OK N/A N/A 98 OK 24 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilt! is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: 3.2 Bond Strength ANa W Na — (ANaO ed,Na Y cp,Na Nba Na Nua ANa = see ACI 318-11, Part D.5.5.1, Fig. RD.5.5.1(b) AN.O — (2 CNa)2 CNa = 10 da 2 uncr 1100 1 IV ec,Na = � 1 + e'N 1.0 CNa / Wed,Na=0.7+0.3�Ca=e �1.0 CNa J Ycp,Na = MAX(Ca=min CN. c 1.0 Cac Cac 1 Nba = iv a ' T k,c ' R ' da ' hef Page: Project: Sub -Project I Pos. No.: Date: ACI 318-11 Eq. (D-18) ACI 318-11 Table D.4.1.1 ACI 318-11 Eq. (D-20) ACI 318-11 Eq. (D-21) ACI 318-11 Eq. (D-23) ACI 318-11 Eq. (D-25) ACI 318-11 Eq. (D-27) ACI 318-11 Eq. (D-22) Variables C k,c,uncr [pSO de [In.] 1 hef [In.] 1 1 Ca,min [in.] T k,c [psi] 2,220 0.625 12.000 3.000 1,170 ec1,N [in.] ec2,N [in.] Cac [in.] X a 0.000 0.000 25.950 1.000 Calculations CNa [In.] AN. [In.2] 1 AN.0 [in. 2] ed,Na 8.839 106.07 312.50 0.802 w ec1 Na Y ec2 Na Y cp Na Nba [Ib] 1.000 1.000 1.000 27,567 Results Na [lb] k w bond Ne [lb] Nua [lb] 7,502 0.650 4,877 2,800 3 11/19/2019 25 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Profis Anchor 2.8.3 Company: Page: 4 Specifier: Project: Address: Sub -Project I Pos. No.: Phone I Fax: Date: 11/19/2019 E-Mail: 3.3 Concrete Breakout Strength Ncb = (Nc IV ed,N W c,N W cp,N Nb ACI 318-11 Eq. (D-3) Ncb >_ Nua ACI 318-11 Table D.4.1.1 ANc see ACI 318-11, Part D.5.2.1, Fig. RD.5.2.1(b) ANcO = 9 hef ACI 318-11 Eq. (D-5) IW ec,N = 1 + eN <_ 1.0 ACI 318-11 Eq. (D-8) 3 hef W ed,N = 0.7 + 0.3 ( c—in )< 1.0 1.5hef ACI 318-11 Eq. (D-10) W cp,N = MAX(ca=min 1.5h& 51.0 ) ACI 318-11 Eq. (D-12) lac cac Nb = kc a, a -Ff. hef5 ACI 318-11 Eq. (D-6) Variables hef [in.] ed,N [in.] ec2,N [in.] ca,min [in.] W c,N 12.000 0.000 0.000 3.000 1.000 ca. [in.] kc % a fc [psi] 25.950 17 1.000 2,500 Calculations AN, [in•2] ANco [in.2] W ect N W ec2 N W ed,N W cp,N Nb [lb] 216.00 1,296.00 1.000 1.000 0.750 1.000 35,334 Results A Ncb [lb] A, concrete Neb [lb] Nua [lb] 4,417 0.650 2,871 2,800 26 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 HIM AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan i www.hilti.us Profis Anchor 2.8.3 Company: Page: 5 Specifier: Project: Address: Sub -Project 1 Pos. No.: Phone I Fax: Date: 11/19/2019 E-Mail: 4 Shear load Load V a [lb] Capacity � Va [lb] Utilization pv = Vua/� Vn Status Steel Strength* N/A N/A N/A N/A Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength (Bond Strength controls)* N/A N/A N/A N/A Concrete edge failure in direction ** N/A N/A N/A N/A * anchor having the highest loading **anchor group (relevant anchors) 5 Warnings • The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (STAG 001/Annex C, EOTA TR029, etc.). This means load re -distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used. The 4) factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • Installation of Hilti adhesive anchor systems shall be performed by personnel trained to install Hilti adhesive anchors. Reference ACI 318-11, Part D.9.1 Fastening meets the design criteria! 27 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hill AG, Schaan www.hilti.us MMU Profis Anchor 2.8.3 Company: Page: 6 Specifier: Project: Address: Sub -Project I Pos. No.: Phone I Fax: Date: 11/19/2019 E-Mail: 6 Installation data Anchor plate, steel: - Anchor type and diameter: HIT-HY 200 + HAS-E 5/8 Profile: no profile Installation torque: 360.000 in.lb Hole diameter in the fixture: df = 0.688 in. Hole diameter in the base material: 0.750 in. Plate thickness (input): 0.250 in. Hole depth in the base material: 12,000 in. Recommended plate thickness: not calculated Minimum thickness of the base material: 13.500 in. Drilling method: Hammer drilled Cleaning: Compressed air cleaning of the drilled hole according to instructions for use is required 6.1 Recommended accessories • Suitable Rotary Hammer • Properly sized drill bit • Compressed air with required accessories to blow from the bottom of the hole • Proper diameter wire brush 11 Coordinates Anchor in. Anchor x y c.x c+x c•y c+y 1 0.000 0.000 - - 3.000 3.000 Setting • Dispenser including cassette and mixer • Torque wrench K Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Profis Anchor 2.8.3 Company: Page: 7 Specifier: Project: Address: Sub -Project I Pos. No.: Phone I Fax: Date: 11/19/2019 E-Mail: 7 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. 29 Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROFIS Anchor( c ) 2003-2009 Hilt! AG, FL-9494 Schaan Hilt! is a registered Trademark of Hilt! AG, Schaan