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REVIEWED BLD2021-1706+Structural_Analysis_or_Calculations+12.16.2021_10.15.10_AM+2576913C � ENGINEERING RECEIVED Dec 22 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 250 WI` Ave S Ste 200 Edmonds, WA 98020 Phone: (425) 778-8500 Fax: (425) 778-5536 civil & structural engineering & planning BLD2021-1706 REVIEWED BY CITY OF EDMONDS STRUCTURAL CALCULATIONS Kelnero Cocktails Patio Cover 826 Olympic Ave Edmonds, WA 98020 CIS Project No.: 21419.10 Project Description This project involves the structural design of a new patio cover over an existing deck at the front of a restaurant. The patio cover will have a wood -framed roof supported by wood columns. The columns will be embedded in pier footings to resist gravity and lateral loads. Scope of Work We will provide stamped structural calculations and construction drawings suitable for permit and construction. Basis of Design Roof Dead 8 psf Live 25 psf (snow) Wind Parameters Wind Speed, 3-Sec Gust 97 MPH Exposure Category B Risk Category II (Non -Essential Facility) Mean Height 11.2 (FT Above Grade Elevation) Seismic Parameters V = Wp*[Sds/(R/le)] = Sds/(6.5/1) = Cs*Wp Sds 0.86 Importance Factor, le 1 (Non -Essential Facility) Wp = Seismic Dead Weight of Structure Description By Date JDM 12 15 2021 0 CM Project Summary Checked Date ENGINEERING scale Sheet No. 250 4th Ave South NTS Project Job No. Suite 200 Edmonds, WA 98020 Kelnero Patio Cover 21419.10 Gravity Design Loads Roof DL Seam Metal Roof 2.5 psf 2x Decking 3.3 psf M/E 1.0 psf Misc 1.0 psf 7.8 psf USE 8.0 psf Roof ILL (Snow) 25.0 psf Description Gravity Design Loads By JDM Date 10/22/21 ^ Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 2 Project Kelnero Patio Cover Job No. Edmonds, WA 98020 21419 OEX FE � II � II N II LOUNGE A m EXISTING Z w EXISTING w BATH EXISTING z i w ENTRY EXISTING 36 EX EXIT SIGN; ACCE55113LE ROUTE EX POSTED OCCUPANCY SIGN PER IBC 1004.3 14' 8" 14 ~ EX P05TED DiRECT10NAL I Q SIGN TO NEAREST I BM02 I 11� I I I I_-- ACCESSIBLE ROUTE PER a-- — — — — — ----- ----- ----- ----- --- — 1BC111.2AND1CCA117.1 � II II II II II II II 3 I II II II II II II II x I o II II DECK II II 112x II "' II 3 EXISTING I I DECKING 1 1 II II II IITyp 36" WD HANDRAIL w MP 1:12 SLOPE II II II II II II DN I I EXISTING II II II I II III EX 39" WDIII UARDII RAIL I I tX 36" WD HANDRAIL BM01 W -RJ01 @3'8"OC KEY PLAN V) J_ N U co ° O z 3 U O In Z N O W � z J W W Y PRELIMINARY NOT FOR CONSTRUCTION Al law4�?4� --AL -LIO-t /" V -7 x -J�A"ko - CND-��. C1 ��� ��` 1(2 V4 Lka t y Ll -7ql U/V— L4 vtrti ? 1� V � OA"A ENGINEERINGScale 250 4th Ave. South Description By J V( A Date IO&/z( Checked Date Sheet No. Suite 200 Edmonds, WA 98020 425.778.8500 www.cgengineering.com 4 Project " V" Job No. 16) COMPANY PROJECT WoodWorks' Dec. 15, 2021 11:19 RJ01 SOFrWARE FOR WOOD DESIGN Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 2) Loads: Load I Type Distribution Pat- Location 1ft] Magnitude Unit tern Start End Start End Loadl Deatl Full Area No 8.00 (49.0") psf Load2 Snow Full Area Yes 25.00 (99.0") psf Self -weight Dead Full UDL No 4.0 if Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 10.982' 0.917' 8.5' 10.833' Unfactored• Dead Snow 149 421 217 591 Factored: Total 570 808 Bearing: F'theta 413 413 Capacity Joist 8501 8501 Support 8631 8631 Des ratio Joist 0.07 0.10 Support 0.07 0.09 Load comb #5 #8 Length 5.50 5.So Min reg'd 0.50* 0.51** Cb 1.07 1.07 Cb mi. 1.75 1.73 Cb support 1.11 1.11 Fc 905 405 `Minimum bearing length governed by the required width of the supporting member. RJ01 Lumber -soft, Hem -Fir, No.2, 4x6 (3-1/2"x5-112") Supports: All - Timber -soft Beam, Hem -Fir No.2 Roofjoist spaced at 44.0" c/c; Total length: 11.06% Clear span(horz): 0.688', 7.125', 2.125% Volume = 1.5 cu.ft.; Pitch: 2112 Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Anal sis/Desi Shear £v = 33 Fv' = 172 psi fv/Fv' = On19 Bending(') to = 530 Fb' = 1271 psi fb/Fb' = 0.42 Bending(-) £b = 232 Fb' = 1271 psi fb/Fb' = 0.18 Deflection: 0.10 = L/955 0.38 = L/290 in 0.25 Interior Live Total 0.14 = L/650 0.51 = L/180 in 0.28 Cantil. Live -0.04 = L/297 0.09 = L/120 0.40 Total -0.06 = L/201 0.12 = L/90 0.45 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 8 Fb'+ 650 1.15 1.00 1.00 1.000 1.300 - 1.00 1.00 1.00 - 4 Fb'- 850 1.15 1.00 1.00 1.000 1.300 - 1.00 1.00 1.00 - 2 Fcp' 401 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 4 CRITICAL LOAD COMBINATIONS: Shear : LC #6 = D + S (pattern: sSS) Bending(+): LC #4 = D + S (pattern: sSs) Bending(-): LC #2 = D + S Deflection: LC #4 = (live) LC #4 = (total) Bearing : Support 1 - LC #5 = D + S (pattern: SSs) Support 2 - LC #6 = D + S (pattern: aSS) D=dead S=snow 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: CALCULATIONS: V max = 509, V design = 425 lbs; M(+) = 779 lbs-ft; M(-) = 341 lbs-£t EIy = 63.08 1b-in^2 "Live" deflection is due to all n .-dead loads (live, wind, snow...) Total deflection = 1.5 dead + 'live - Bear ing: Allowable bearing at an angle F'theta calculated for each support as per NDS 3.10.3 Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS 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. 41 COMPANY PROJECT Wood W,,..,,o.,,...rks® DESIGN Dec. 15, 202111:21 BM01 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 2) Loads Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Dead Point No 0.15 149 lbs Load2 Dead Point No 3.81 149 lbs Load3 Dead Point No 7.48 149 lbs Load4 Dead Point No 11.15 149 lbs Load5 Dead Point No 14.81 149 lbs Load10 Snow Point Yes 0.15 421 lbs Loadll Snow Point Yes 3.81 421 lbs Load12 Snow Point Yes 7.48 421 lbs Loadl3 Snow Point Yes 11.15 421 lbs Loadl4 Snow Point Yes 14.81 421 lbs Self -weight Dead Full UDL No1 4.0 Iplf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : - 15.458' Unfactored• Dead Snow Factored: 214 594 396 1016 194 539 Total 808 1411 733 Bearing: Capacity Beam 5223 5580 5223 Support 25325 25325 25325 Des ratio Beam 0.15 0.25 0.14 Support 0.03 0.06 0.03 Load comb #3 #2 #4 Length 5.50 5.50 5.50 Min req'd 0.85 1.11 0.77 Cb 1.00 1.07 1.00 Cb min 1.00 1.34 1.00 Cb support - - - Pc su 1300 13001 1300 BM01 Lumber -soft, Hem -Fir, No.2, 4x6 (3-1/2'W-1/2") Supports: All - Lumber Post Column, Hem -Fir No.2 Total length: 15.44'; Clear span: 7.063', 7.063'; Volume = 2.1 cu.ft. Wet service; Incised; Lateral support: top = at end supports, bottom = at end 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 = 35 Fv' = 134 psi fv/Fv' = 0.26 Bending(+) fb = 533 Fb' = 1017 psi fb/Fb' = 0.52 Bending(-) fb = 613 Fb' = 1017 psi fb/Fb' = 0.60 Live Defl'n 0.07 = < L/999 0.24 = L/360 in 0.28 Total Defl'n 0.11 = L/799 0.37 = L/240 in 0.30 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.15 0.97 1.00 - - - - 1.00 0.80 1.00 2 Fb'+ 850 1.15 1.00 1.00 1.000 1.300 - 1.00 1.00 0.80 - 3 Fb'- 850 1.15 1.00 1.00 1.000 1.300 - 1.00 1.00 0.80 - 2 Fcp' 405 - 0.67 1.00 - - - - 1.00 1.00 - - E' 1.3 million 0.90 1.00 - - - - 1.00 0.95 - 3 CRITICAL LOAD COMBINATIONS: Shear LC #2 = D + S Bending(+): LC #3 = D + S (pattern: Ss) Bending(-): LC #2 = D + S Deflection: LC #3 = (live) LC #3 = (total) Bearing : Support 1 - LC #3 = D + S (pattern: Ss) Support 2 - LC #2 = D + S Support 3 - LC #4 = D + S (pattern: sS) D=dead S=snow 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: CALCULATIONS: V max = 455, V design = 455 lbs; M(+) = 783 lbs-ft; M(-) = 901 lbs-ft EIy = 63.08 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 2.0 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS 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. . 6Ao'- Li\- (�J#4t - O-W-4� aO-j VU10 6� Aw" N&i-r-A I'V! 0-4 i APA Z- Ver �,' 60�q * - 4 v 1306 4 (ZI-t 7') 1.0 xc(- r�2 )< i2 X OIA YC (f >( 2) C =6 wri) ( �' vl") ( �' o \ (J L=WJISIII Description By Date Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 7 Project Job No. Edmonds, WA 98020 425.778.8500 0I U V-k, www.cgengineering.com COMPANY PROJECT Wood W,,..,,o.,,...rks® DESIGN Dec. 15, 202111:25 BM02 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 2) Loads Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Dead Point 0.23 217 lbs Load2 Dead Point 3.90 217 lbs Load3 Dead Point 7.56 217 lbs Load4 Dead Point 11.23 217 lbs Load5 Dead Point 14.90 217 lbs Load10 Snow Point 0.23 591 lbs Loadll Snow Point 3.90 591 lbs Load12 Snow Point 7.56 591 lbs Loadl3 Snow Point 11.23 591 lbs Loadl4 Snow Point 14.90 591 lbs Self -weight Dead Full UDL 13.1 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : k - 15.125' Unfactored• Dead Snow 636 1478 636 1478 Factored: Total 2114 2114 Bearing: Capacity Beam 8208 8208 Support 41153 41153 Des ratio Beam 0.26 0.26 Support 0.05 0.05 Load comb #2 #2 Length 5.50 5.50 Min req'd 1.42 1.42 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support - - Fc sup 1300 1300 BM02 Timber -soft, Hem -Fir, No.2, 6x12 (5-1/2"x11-1/2") Supports: All - Lumber Post Column, Hem -Fir No.2 Total length: 15.13`, Clear span: 14.188'; Volume = 6.6 cu.ft.; Beam or stringer Wet service; Incised; 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 = 31 Fv' = 129 psi fv/Fv' = 0.24 Bending(+) fb = 599 Fb' = 614 psi fb/Fb' = 0.98 Live Defl'n 0.20 = L/852 0.48 = L/360 in 0.42 Total Defl'n 0.38 = L/447 0.72 = L/240 in 0.54 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 140 1.15 1.00 1.00 - - - - 1.00 0.80 1.00 2 Fb'+ 675 1.15 1.00 1.00 0.988 1.000 - 1.00 1.00 0.80 - 2 Fcp' 405 - 0.67 1.00 - - - - 1.00 1.00 - - E' 1.1 million 1.00 1.00 - - - - 1.00 0.95 - 2 Emin' 0.40 million 1.00 1.00 - - - - 1.00 0.95 - 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 S=snow 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: CALCULATIONS: V max = 1306, V design = 1306 lbs; M(+) = 6054 lbs-ft Ely = 766.76 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 2.0 dead + "live" Lateral stability(+): Lu = 14.31' Le = 26.38' RB = 11.0 Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS 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. I CXAI A1 ; W�6 V-1 < Description By Date Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Project Job No. 9 Edmonds, WA 98020 Wal k 425.778.8500 www.cgengineering.com 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 = 1.291 Lat. = 47.817 Short & 1-Sec Period Mapped St = 0.455 Long. _-122.361 Aceleration Parameters (MCE) SMs = FaSs = 1.29 Fa = 1.000 ASCE 7-16 (Eq. 11.4-1) SMt = F St = 0.84 Fv = 1.850 ASCE 7-16 (Eq. 11.4-2) SDs = (2/3)SMs = 0.861 ASCE 7-16 (Eq. 11.4-3) SDt = (2/3)SMt = 0.561 ASCE 7-16 (Eq. 11.4-4) Ta = Cthn" = 0.12 Ct = 0.02 ASCE 7-16 (Table 12.8-2) hn = 11.21 x = 0.75 ASCE 7-16 (Table 12.8-2) R Factor = 1.5 (Timber Frame) 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 = 0.044SD51 = 0.038 W (Minimum Force) ASCE 7-16 (Eq. 12.8-5) V = (SDsIW)/R = 0.574 W (Governing Force) ASCE 7-16 (Eq. 12.8-2) V = (SD1IW)/RTa = 3.053 W (Maximum Force) ASCE 7-16 (Eq. 12.8-3) mDescription Seismic Base Shear By JD Date 10/22/21 Checked Date ENGINEERING scale NTS sheet No. 250 4th Ave. South Project Job No. Suite 200 Kelnero Patio Cover 10 Edmonds, WA 98020 21419.10 10122121, 8:18 AM L%TC Hazards by Location ATC Hazards by Location Search Information Marysville Address: 826 Olympic Ave, Edmonds, WA 98020, USA w" ' nett 1s9n o Coordinates: 47.81737099999999,-122.3608622-' ._� , Elevation: 189 ft Timestamp: 2021-10-22T15:18:15.232Z Redmond Seattle ° Hazard Type: Seismic o Reference Document: ASCE7-16 Go 9le Renoton Risk Category: II Site Class: D Basic Parameters Name Value Description SS 1.291 MCER ground motion (period=0.2s) S1 0.455 MCER ground motion (period=1.0s) SMS 1.291 Site -modified spectral acceleration value SMi * null Site -modified spectral acceleration value SDS 0.86 Numeric seismic design value at 0.2s SA SD1 * 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 CRS 0.909 Coefficient of risk (0.2s) CR1 0.895 Coefficient of risk (1.0s) PGA 0.55 MCEG peak ground acceleration FPGA 1.1 Site amplification factor at PGA PGA, 0.605 Site modified peak ground acceleration TL 6 Long -period transition period (s) SsRT 1.291 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.42 Factored uniform -hazard spectral acceleration (2 % probability of exceedance in 50 years) Sao 2.328 Factored deterministic acceleration value (0.2s) S1RT 0.455 Probabilistic risk -targeted ground motion (1.0s) S1UH 0.508 Factored uniform -hazard spectral acceleration (2 % probability of exceedance in 50 years) S1D 0.959 Factored deterministic acceleration value (1.0s) PGAd 0.82 Factored deterministic acceleration value (PGA) * See Section 11.4.8 Map data ©2021 Google 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 provided by the U.S. Geological Survey Seismic Design Web Services 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 and knowledge 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. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. 11 https://hazards.atcouncil.org/#/seismic?lat=47.81737099999999&ing=-122.3608622&address=826 Olympic Ave%2C Edmonds%2C WA 98020%2C USA 1/1 ufvrl� � = C�7Ct►')C .Z Q � 41 => V= �120 C ENGINEERING Description By —� Date 1012 ��` �t Checked Date Scale Sheet No. 250 4th Ave. South Suite 200 Edmonds, WA 98020 425.778.8500 2 project 0' Job No. www.cgengineering.com 10122121, 8:17 AM 8TCHazards by Location Search Information Address: 826 Olympic Ave, Edmonds, WA 98020, USA Coordinates: 47.81737099999999,-122.3608622 Elevation: 189 ft Timestam p: 2021-10-22T15:17:45.229Z Hazard Type: Wind ASCE 7-16 MRI 10-Year----------------------------------- 67 mph MRI25-Year ____________________ 73 mph MRI50-Year ____________________ 78 mph MRI100-Year ___________________ 83 mph Risk Category l _________________ 92 mph Risk Categoryll ________________ 97 mph Risk Category III _______________ 104 mph Risk Category IV 108 mph ASCE 7-10 ATC Hazards by Location Port Angel e,. Marysville w 189 n orett If v ;Google MRI 10-Year ------------------------------ 72 mph MRI25-Year _______________ 79 mph MRI50-Year _______________ 85 mph MRI100-Year ________________________ 91 mph Risk Category l _____________ 100 mph Risk Categoryll _____________ 110 mph Risk Category III -IV __________ 115 mph Redmond Seattle O Ren'on ASCE 7-05 ASCE 7-05 Wind Speed Map data ©2021 Google 85 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 and knowledge 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. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. 13 https://hazards.atcouncil.org/#/wind?lat=47.81737099999999&ing=-122.3608622&address=826 Olympic Ave%2C Edmonds%2C WA 98020%2C USA 1 /1 Topo North America TM 10 or Beach LundsGulch �cniclPoi' nt=NoJ Lynnwood i �Me d le r QV ^h x 1 Beverly Acres I m Br al17 1-73RD PL-SWy y 0 w �L 180T ST SW- �MQI 2 a I'n o T =L Perrinville m < S rk v, To ,Lynnwood � go = 524 % w D m f 1816 i 1 y7 —^ Cedar valley qfN Sorrnd 104 Edmo s M _-ST Sea ttle Heights A N t r 1 I i \ 212ST SW 232TH ST-SW n "v �—In r BOIy�Ol i < < < Edwards Point �` z m p179 Q 220THST 01; \ w- Woo we \Fo Esperanee 179 > S 1 30 y x Py rn _ fcr � 2315T ST SW =7 V' I I yr WACHUSETT RD rn� j Mountlaka terrace < , poi ell 03 m / Firdale it --------- ------------------- m NW 205TH-ST yGt244TH STSW 104 99 i o 178-� m I V� r Richmond Beach Echo Lake 2� 446.4 ft 400 ft 300ft SITE NOT ON UPPER 200ft HALF OF HILL 100 ft Kzt = 1.0 0 ft -100 ft 0 mi 2,640 ft 1 mi 1.50 mi 2 mi 2.50 mi 3 mi 3.50 mi 4.01 mi Lin Dist: 4.0 mi Terr Dist: 4.0 mi Elev Gain: 414.9 ft Avg Grade: 3 Climb Elev: 585.1 ft Desc Elev: 170.2 ft Max. Elev: 446.4 ft Min. Elev: -0.1 ft Climb Dist: 2.0 mi Desc Dist: 4,883.1 ft Data use subject to license. TN Scale 1 : 62,500 © DeLorme. Topo North America TM 10. MN (14.9-E) www.delorme.com 1" = 5,208.3 ft Data Zoom 11-6 14 Topo North America TM 10 Norma Beach zi Lunds Gulch �wnic- Polk t=Norttilynnwood -! Me d le QV ^h = 1 Beverly Acres I m Br ? nsB�y �1-73RD PL-SWy o 0 % 3LU 160, ST SW P m tM F f iz 99 OD a J = � o =L DI Perrinville m < )S rk u ;Lynnwood 3 -- CASP.ERS_ST I > m 1816 yy7 —^ Cedar Valley I Pxget'� 104ST Edmo s M N-ST Seattle Heights Ln a' Sound _- A ;o Yost1 D eow uz sT sw 2a2TH ST-SW D _ m v P-•(�I-- ITT I i OpIN m Im 3 Edwards Point 00 ` n _ 179 a w220TH ST SW m 220TH S7 SW Co Woodwer \Fo Esperance 1,79 S 2 = Py m 231ST ST SW =7 V i 6.1 Mountlake Terrace WACHUSETT RD Ln u, T Po well nn .0 . 7 G A i � z I '57 A-4ale J NW 205TH-ST yGt249TH STrSW 99 1 G 2c�� 0 178- r Z Richmond Beach Li \f r / Echo Lake 2� 395.9 ft 300 ft 200 ft H/Lh < 0.2 BY 100ft INSPECTION 0 ft Kzt = 1.0 -100 ft 0 mi 2,640 ft 1 mi 1.50 mi 2 mi 2.50 mi 3 mi 3.50 mi 4.00 mi Lin Dist: 4.0 mi Terr Dist: 4.0 mi Elev Gain: 395.9 ft Avg Grade: 3 Climb Elev: 554.9 ft Desc Elev: 159.0 ft Max. Elev: 395.9 ft Min. Elev: -3.2 ft Climb Dist: 2.2 mi Desc Dist: 1.0 mi Data use subject to license. TN Scale 1 : 62,500 * 0 % 'h % 1 © DeLorme. Topo North America TM 10. 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V.4NZ114 L 3RD AVE W 74TH AVE W 73RD PLWF� Z m CV O Cl)� 7d p F 74TH AVE W 7 �A E W�1�' bF��n M3 bL 1 r -1�- = M..3AV_H.LbG • V 7.6T AVE W 7.6TH AVE W F O U O E d A,3AV H19L �i �3L 3 - 77TH AVE W 7TH AVE W. ---- 78TH FL i77�T �Hl �IJ ld H1LL 79TH W N\ °y I M 3AV H18L (� � a M-ld• Mld-HJ8- MldHl8L �� V W II J (n +- N CO Jy �_ �� F �,J y� �0 �n L v� 8 ST AVE W '�3 �c 81ST AVE W� -F a m 8i'ST PL 82ND VE W 82ND AVE, W � 82ND AVE W Gy AVE PL W' n� � ry = z Y r c,) 83RD W a 83RD E M �u N� 84T VE W 84T AV W ^ 3�- 3� w-a mco_85TH POW 85TVi'P'LW �, > J sN H M 2 1� Mild H158 � H AVE W 86TH PL _.4N-y"2� ��_ 87TH PL W- Fl N M u :' 88TH AVE W IPJE H PL'L�Ve O =ro FI en N o o L N C > > W X a a, (NUJ 89TH P W }��/��ar� N N� ��� 91ST AVE' W g9� 89TH 1} WOO DR � 7 cnzs'7 o O �1,92ND AVE W O� ND AV W PARK PC A a M 3Ab 4NZ6 s 1SiW `=. m o (n93RD-AVE'W AVE W _ _N W \ld ����� yyy�Q.. u~i 94TH pNV-jHJIH PLW E �" > 95TFI PLW 95TH o _Z CV F' 97TH"4VEW"97TH AVE'W M QQ 0yj -� w f 3 l0 `. ry 97TH__ PL W r Jti •��� ' I N LOTH PL S II 98TH'PL W�� , TIH\ �AIVE•W� 9TH AVE_S �1OOTjH AVE NI�Lv)_ 0 'ly. N 3AV H 13AV H y % E _oD �- TFI AVE S BT AVE•S P a N 3Ad Hi B AVE 5 7TN.PFL 5 y,C� = O 7TH AVE S �-� L �� ' _ � o `n E o N CV J' 3AV'H1L = �A AVE 5 n �p \ t'•._ J ` U E �� 6TH AVE S j 106TH AVE W = N•3AV H19 Nl 1IJ, f11; ' Ibj O OD in a la K W p _H190I w a �-/'; 'M 3AV Hl'80I N m v 3RD AVE �JN�c 0 "7NZ-W- �� E a 0 0 S NZ-) \ > U) -1- p XVM S4NOW " 0 R 0 DW AY_ PARK o 1KNOOT of] �(> W 3� I Jl -� 7i0 as i00NIHD - z \ o m CV I� •E c o E O a 2 o C) � w • L p � W Mo 0 CDJ - E E _ m o o O Cl o 0 0 _ Cl) N V N c6 Q C L U — O O z O N !_1A�p�A� L��tr/AVl i ATA- - _/_ 2. RM10 IV;/j V - q m7 mek 0-allry F TO ®. rAC42 �G a M a Va 66;4,1 �"Ore 3,e-41-6 Vv� Y N; 7 Lea av- A: Ous y 0 LW3 61-�Q 0 - C � : ENGINEERING Description By ==��,. Date E� �' Checked/ Date Scale Sheet No. 250 4th Ave. South Suite 200 Edmonds, WA 98020 425.778.8500 www.cgengineering.com 18 project - ( Vim- Job No. 'J 2L�1C� 6 Loi L®OLA g -A-rA11/2vgrU VV0 La" : Lovj l-W�AA l W;Ace Low low - 4Cll • S�� �o. 6tii (0. 6� = y Clara : 4 &&LL 14a Uo,cal► Nam; �kt (!&qpw� 2 G qv v t-10 ` U �7 Description By BOA Date Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Edmonds, WA 98020 19 Project /� Job No. 425.778.8500 www.cgengineering.com t VU0 ;1!14- VIA-01A t v 1-wit"I Cvf vy, 1, Z. LA-7 vu��l (P - (&.MIv = Lo �0'�, V ��h k«t l Ali grn.M,uOA UAM W-VL V v JOIAlmh �U?I,U'WA VOW", k.rr_ 7 1 Description By -CAA Date � ZZ X r Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Edmonds, WA 98020 425.778.8500 20 Project d b teL{ Job No. 'I1 2Wia www.cgengineering.com �Uvav�h CO C, Z227 A. v14 (der WWAu oo Description By � Date (i• Checked Date ENGINEERING '� 1 Scale Sheet No. 250 4th Ave. South Suite 200 Edmonds, WA 98020 425,778.8500 2 project 11 ��t \� t1® Job No. It www.cgengineering.com COMPANY PROJECT Wood W,,..,,o.,,...rks® DESIGN Dec. 15, 202111:31 C1 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 2) Loads Load Type Distribution Location [ft] Magnitude Unit Start End Start End Loadl Dead Axial (E cc. = 0.92") 1298 lbs Load2 Snow Axial (Ecc. = 0.92") 2892 lbs Load3 Earthquake Pint 9.67 279 lbs Self -weight Dead Axoial 82 lbs Reactions (lbs): Unfactored• Lateral: 0' 9.67' Dead Snow Earthquak 279 Axial: Dead 1380 1380 Snow 2892 2892 Factored: L->R 195 Load comb #9 #1 C1 WORST -CASE LOADING DIRECTION Timber -soft, Hem -Fir, No.1, 6x6 (5-1/2"x7-1/2") Support: Non -wood Total length: 9.69; Volume = 2.8 cu.ft.; Post or timber Fixed base; Free top; Load face = depth(d); Wet service; Incised; Ke x Lb: 2.1 x 9.67 = 20.31 ft; Ke x Ld: 2.1 x 9.67 = 20.31 ft; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 7 Fv' = 179 psi fv/Fv' = 0.04 Bending(+) fb = 102 Fb' = 897 psi fb/Fb' = 0.11 Bending(-) fb = 580 Fb' = 1248 psi fb/Fb' = 0.47 Axial fc = 104 Fc' = 149 psi fc/Fc' = 0.69 Combined (axial + eccentric + side load be ding) Eq.15.9-1 = 0.95 Axial Bearing fc = 104 Fc* = 712 psi fc/Fc* = 0.15 Live Defl'n 0.79 = L/196 0.97 = L/120 in 0.82 Total Defl'n 0.79 = L/196 0.97 = L/120 in 0.82 Additional Data: FACTORS: F/E(psi) CD CM Ct CL/CP CF Fvy' 140 1.60 1.00 1.00 - - Fby' 975 1.15 1.00 1.00 1.000 1.000 Fb'- 975 1.60 1.00 1.00 1.000 1.000 Foy 850 1.15 0.91 1.00 0.210 1.000 Fc'comb 850 1.60 - - 0.153 - E' 1.3 million 1.00 1.00 - - Fc* 850 1.15 0.91 1.00 - 1.000 CRITICAL LOAD COMBINATIONS: Shear : LC #9 = D + 0.7E Bending(+): LC #2 = D + S Bending(-): LC #5 = 0.6D + 0.7E Deflection: LC #9 = D + 0.7E (live) LC #9 = D + 0.7E (total) Axial LC #2 = D + S Combined LC #3 = D + 0.75(S + 0.7E) fb= 450 FcE= 157 Pxe/S=fc(6xe/d)= 89 D=dead S=snow E=earthquake All LC's are listed in the Analysis output Load combinations: CALCULATIONS: Cfu Cr Cfrt Ci LC# - - 1.00 0.80 9 1.00 1.00 1.00 0.80 2 1.00 1.00 1.00 0.80 5 - - 1.00 0.80 2 3 1.00 0.95 9 - - 1.00 0.80 2 Fb'= 1248 V = 195 lbs; M(+) = 320 lbs-ft; M(-) = 1829 lbs-ft; P = 4272 lbs EIy = 135.18 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 2.0 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Axial load eccentricity applied in direction of load face only. It is the designers responsibility to check for effect of eccentricity in the other direction. M COMPANY PROJECT Wood W,,..,,o.,,...rks® DESIGN Dec. 15, 202111:33 C2 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 2) Loads Load Type Distribution Location [ft] Magnitude Unit Start End Start End Loadl Dead Axial (E cc. = 0.92") 372 lbs Load2 Snow Axial (Ecc. = 0.92") 953 lbs Load3 Earthquake Pint 8.75 279 lbs Self -weight Dead Axoial 55 lbs Reactions (lbs): Unfactored• 0' 8.75' Lateral: Dead Snow Earthquake 279 Axial: Dead 927 927 Snow 953 953 Factored: L->R 195 Load comb 1 #9 1 1 #1 C2 Timbersoft, Hem -Fir, No.1, W (5-1/2"x5-1/2") Support: Non -wood Total length: 8.75; Volume = 1.8 cu.ft.; Post or timber Fixed base; Free top; Load face = width(b); Wet service; Incised; Ke x Lb: 2.1 x 8.75 = 18.38 ft; Ke x Ld: 2.1 x 8.75 = 18.38 ft; 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 = 10 Fv' = 179 psi fv/Fv' = 0.05 Bending(+) fb = 99 Fb' = 897 psi fb/Fb' = 0.05 Bending(-) fb = 732 Fb' = 1248 psi fb/Fb' = 0.59 Axial fc = 96 Fc' = 180 psi fc/Fc' = 0.25 Combined (axial + eccentr c + side load be ding) Eq.15.9-1 = 0.63 Axial Bearing fc = 96 Fc* = 712 psi fc/Fc* = 0.06 Live Defl'n 0.80 = L/131 0.88 = L/120 in 0.91 Total Defl'n 0.80 = L/131 0.88 = L/120 in 0.91 Additional Data: FACTORS: F/E(psi) CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fv' 140 1.60 1.00 1.00 - - - - 1.00 0.80 9 Fb'+ 975 1.15 1.00 1.00 1.000 1.000 - 1.00 1.00 0.80 2 Fb'- 975 1.60 1.00 1.00 1.000 1.000 - 1.00 1.00 0.80 5 Fc' 850 1.15 0.91 1.00 0.253 1.000 - - 1.00 0.80 2 Fc'comb 850 1.60 - - 0.186 - - - - - 9 E' 1.3 million 1.00 1.00 - - - - 1.00 0.95 9 Emin' 0.47 million 1.00 1.00 - - - - 1.00 0.95 9 Fc* 850 1.15 0.91 1.00 - 1.000 - - 1.00 0.80 2 CRITICAL LOAD COMBINATIONS: Shear LC #9 = D + 0.7E Bending (+): LC #2 = D + S Bending(-): LC #5 = 0.6D + 0.7E Deflection: LC #9 = D + 0.7E (live) LC #9 = D + 0.7E (total) Axial LC #2 = D + S Combined LC #9 = D + 0.7E fb= 740 Fb'= 1248 FCE= 192 Pxe/S=fc(6xe/d)= 12 D=dead S=snow E=earthquake All LC's are listed in the Analysis output Load combinations: CALCULATIONS: V = 195 lbs; M(+) = 101 lbs-ft; M(-) = 1692 lbs-ft; P = 1380 lbs EIy = 99.13 lb-inA2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 2.0 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Axial load eccentricity applied in direction of load face only. It is the designers responsibility to check for effect of eccentricity in the other direction. 23 v C T 1 � 1 C�e&L (C C he'i _ W iva uo� - I Ob 0 a. b w _ (a,00t-O(-33.4�')0'5.4.7 -�r- (u)(VII 40 (W) (o) C Description By TI?M Date 161,zzl- te'6IZZl-z ���, Checked Date ENGINEERING �' Scale Sheet No. 250 4th Ave. South Suite 200 project Job No. Edmonds, WA 98020 i9 VAr® 5w 24 425.778.8500 www.cgengineering.com [. It (t�f l*A 60A t a. � Q + 0. -7C ieweo `) tlA�C 4eW;4 Description By i gA Date 0 '2�Zi, Ltj - om{ ,� & Checked Date 6 ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 project ` Job No. Edmonds, WA 98020;0 25 425.778.8500 www.cgengineering.com O P A d� �.'' 11111 '- OWC4 PROVIDE 1'-8" SONOTUBES, TYP (8) LOCATIONS; PER SPREADSHEET, PROVIDE MINIMUM 4' DEEP PILES 'I Description By mm Date (U I y-[ ` 'M Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Edmonds, WA 98020 425.778.8500 26 project dA ® Vdf Job No. (� www.cgengineering.com `t l Ilnput Data: Chapter 5 DESIGN TOOLS - Spreadsheets/Tables Section 5.2: General Analysis 2018 IBC Pole Foundation Design - C1 Footings Updated 7/11/2014 225 pcf x 1.33 for short-term increase b = 1.67 ft diameter of pole d = 3.83 ft depth of embedment but not over 12 feet In= 9.67 f distance from ground surface to point of application of P P = 279 Ibs applied lateral force S = 1300 Ibs/ftz/ft lateral bearing of depth from Table 1806.2 or soils report Ssub1 = 383 allowable lateral soil -bearing pressure at a depth of one third the depth of embed Ssub3 = 1149 allowable lateral soil -bearing pressure at the depth of embedment Non -constrained pole: to be used where no constraint is provided at the ground surface. A = 2.34P/(S1*b) = 1.02 d = A/2(1+sgrt(1+4.36h/A) = 3.83 Feet Iterate d above until estimated depth equals calculated depth. Use Goal Seek. Description Pole Foundation Design By JDM Date 12/15/2021 !1 Checked Date ENGINEERING scale sheet No. 250 4th Ave. South Suite 200 Project Kelnaro Patio Cover Job No. 27 Edmonds, WA 98020 21419.1 IBC Pole Foundation.xls