Loading...
REV1 REVIEWED BLD2023-0976+Structural_Calculations+8.5.2024_8.26.47_AM+4420312Ccivil & structural ENGINEERING engineering & planning REVISION Aug 05 2024 BLD2023-0976 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT ...............................................4 REVIEWED BY CITY OF EDMONDS BUILDING DEPARTMENT:: .............................................. SUPPLEMENTAL STRUCTURAL CALCULATIONS 250 41h Ave S Ste 200 Edmonds, WA 98020 Phone: (425) 778-8500 Fax: (425) 778-5536 Hinman Residence Remodel and Addition 17715 761h Ave W Edmonds, WA 98026 9124 CG Project No.: 23144.10 Project Description A remodel is currently underway for an existing single-family home. The remodel included a 500sf addition to join the detached garage and house. During construction, a foundation assessment was completed for the existing house and settlement was observed in the southwest corner of the house. Piles will be added to stabilize the foundation. We also understand that you would like to add sheathing to the house. A lateral analysis will be required to determine the shear wall nailing. As part of the lateral analysis upgraded seismic connection details will also be provided. Project Updates: A: Pin Pile foundation added along west walls B: Solar panels added to new building - central area C: Existing building w/ 2x4 exterior walls replacing sheathing with Zip-R walls D: New window on south of building Scope of Work We will provide stamped structural calculations in accordance with the current building code. Basis of Design Pin Pile Capacity 6 K *(A) Roof Dead 19 psf *(B) (15 psf original + 4 psf solar panels) Live 25 psf (snow) Zip-R R-9 223 plf *(C) Floor Dead 15 psf Live 40 psf Deck Dead 10 psf Live 60 psf Description By SPM Date // 11 2024 Project Summary Checked Date ENGINEERING Scale NTS sheet No. 250 4th Ave South project Job No. Suite 200 Hinman-Turpin Residence 23144.10 1 Edmonds, WA 98020 W = 32U NLF DL = 120 PLF SL = 200 PLF W = 320 PLF DL = 120 PLF SL = 200 PLF I I + + f EXIST 2x4 RAFTERS @ 24" OC + + + + + + �ti + + + + + + EXIST 2x4 RAFTERS 24" OCF + t t t t 4 @ +a + + + + + 0 o + + + + + + + + + + -0 }++ XID+ N w @� + + x + + + + + + + + X C + + + + + +r6l -F '� + + + + + + + + + ++ + + +x + + + + + ++ + + + + SIMPSON++++++ + + + HUC HANGER-m + + + + + + ++ + + + + + + + + + + + + + + + + + t + + + + + O $ W + + + + + + +5. + w + + + NO 4 + + + + 6. ++ + + + + + + + + +NN- 6 + + + + + + + + x + + + + w� + + + + c7 + + + + + + + + + + Z,4q 6x10 DF#2 (FLUSH) SIMPSON HU HANGER, N O 4 10 TYP @ BEAM -TO -BEAM _ - CONNS + + + + + �5 + t t t t Q 6x10 DF#2(FLUSH) + + + + + 3 SIMPSON HUC HANGER 6 LL LL + + + A aa� + + N r N + + + co II II @ 24" OC SW6 I<li 4x8 HF#2 (HDR) n SW6 6x12 DF#2 PROVIDE CS20 STRAP @ EA SIDE OF EA TOP PLATE, TYP WHERE INTERRUPTED BY FULL HEIGHT COLUMN NEW SHEAR WALL TO BE RE -CONSTRUCTED FULL HEIGHT SW6 Al KEY PLAN - GRAVITY - PIN PILES - ROOF W = 410 PLF DL = 210 PLF SL = 200 PLF W = 41 U NLF- DL = 210 PLF SL = 200 PLF EXIST i LL W CRAWLSPACE iaCL avo A N V II II II > > J J p J 1 � U EXIST BEAM x O & POST LINE I v~i Sq wU F2 W I Z 9 A J 1 J I Q I 1 EXIST 2x6 @ 16" OC j d EXIST 2x6 @ 16" �I 1 WALL LINE 2 ' 1 I 9 ' S4. ' 1 1 F2 O I P � I 1 (M I W ' I LL DJ J 1 o J I O J ' x Q 1 �o ?) 1 F 1 d � W 90 PLF WALL LINE 4 ' -Dt=90PL HUC EA EIN TTEN f 1/4"0 x 1 /4"TITEN J/ TURBO SLCL WL, aP 1 S I M J J J J $ 4. LLLLaa LL m amma o DJ1 co N - II II II II � �pJ(n a o F2 [_,A DJ1 DJ1 a W F2 I �'IL �J n / PT 410 HF#2 11 1 PT 4x10 HF#2 KEY PLAN - GRAVITY - PIN PILES - FOUNDATION HUC EA END W/ (16) 1/4" o x 13/4" TITEN TURBO SCREWS 3 DRILL & EPDXY HORIZ WALL ksq, & FTG REINF INTO EXIST FIND W/ HILTI HIT-HY 200 & I 6" EMBED F1 I 6 S4. F1 j I I I I I I I I I I I I I F1 I I I I Fl DRILL & EPDXY HORIZ WALL & FTG REINF INTO EXIST FND W/ HILTI HIT-HY 200 & 6" EMBED I `7 I I I I I I I DF#2(DROPPED) Fr- R 4 I I I ry 4. A2 FOOTING SELF WEIGHT 6"� DL = (150 PCF)[(2' 6")(0' 611) + (1211)(1011)] = 313 PLF N O 12" WALL LINE 1 W = 640 PLF + 313 PLF = 953 PLF PILE CAPACITY: 6000 LB MAX SPACING: (6000 LB)/(953 PLF) = 6.3 FT USE: 5 FT SPACING WALL LINE 2 W = 410 PLF + 313 PLF = 723 PLF PILE CAPACITY: 6000 LB MAX SPACING: (6000 LB)/(723 PLF) = 8.3 FT USE: 6 FT SPACING WALL LINE 3 W = 896 PLF + 313 PLF = 1209 PLF PILE CAPACITY: 6000 LB MAX SPACING: (6000 LB)/(1209 PLF) = 4.9 FT USE: 4 FT SPACING WALL LINE 4 W = 90 PLF + 313 PLF = 403 PLF PILE CAPACITY: 6000 LB MAX SPACING (6000 LB)/(403 PLF) = 14.8 FT USE: 6 FT SPACING Description PIN PILE DESIGN By SPM Date07.01.24 Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 project Job No. Edmonds, WA98020 HINMAN-TURPIN RESIDENCE A3 425.778.8500 23144.10 www.cgengineering.com FOOTING SPAN CHECK - 4' DL+LL+SL 4' 0" FOOTING SPAN CHECK - 5' DL+LL+SL WALL LOAD: (658 DL + 460 LL + 275 SL) PLF TOTAL LRFD LOAD: 1690 PLF (1.2DL + 1.6SL + LL) Vu = (1690 PLF)(4 FT)/2 = 3380 LB Vn = 0(4/3)(A)(f")12bwh = .6(4/3)(1)(2500)12(6")(15") = 3600 LB... OK Mu = WL2/8 = (1690 PLF)(4 FT)2/8 = 7605 LB -FT Mn = 00.85(f,)(b)(h)2/6 = 0.6(0.85)(2500 PSI)(6")(15")2/6 = 287000 LB -FT... OK WALL LOAD: (553 DL + 400 LL) PLF TOTAL LRFD LOAD: 1304 PLF (1.2DL + 1.6LL) Vu = (1304 PLF)(5 FT)/2 = 3260 LB 51011 Vn = 0(4/3)(J\)(f")12bwh = .6(4/3)(1)(2500)1/2(6")(15") = 3600 LB... OK Mu = WL2/8 = (1304 PLF)(5 FT)2/8 = 4075 LB -FT Mn = 00.85(f,)(b)(h)2/6 = 0.6(0.85)(2500 PSI)(6")(15")2/6 = 287000 LB -FT... OK FOOTING SPAN CHECK - 6' WALL LOAD: (523 DL + 200 LL) PLF DL + LL + SL TOTAL LRFD LOAD: 950 PLF (1.2DL + 1.6LL) 61011 Vu = (950 PLF)(6 FT)/2 = 2850 LB Vn = 0(4/3)(A)(f")1/2b,vh = .6(4/3)(1)(2500),/2(6")(1511) = 3600 LB... OK Mu = WL2/8 = (950 PLF)(6 FT)2/8 = 4275 LB -FT Mn = 00.85(fc)(b)(h)2/6 = 0.6(0.85)(2500 PSI)(6")(15")2/6 = 287000 LB -FT... OK Description PIN PILE DESIGN By SPM Date07.11.24 Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Edmonds WA98020 Fi4 Project HINMAN-TURPIN RESIDENCE Job No. 425.778.8500 23144.10 www.cgengineering.com Description #` By r Date { Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Edmonds, WA 98020 Project J F + v Job No. B2 42S.778.8500 ' www.cgengineering.com WoodWorks`" COMPANY PROJECT rWARF FOR WOOlr July 2, 2024 09:33 RJ1 Design Check Calculation Sheet Wood Works Sizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Full Area 19.00(24.0") psf SL Snow Full Area 25.00(24.0") psf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) 16.023' Unfactored: Dead Snow Factored: 304 401 304 401 Total 705 705 Bearing: Capacity Joist 705 705 Support 1360 1360 Des ratio Joist 1.00 1.00 Support 0.52 0.52 Load comb #2 #2 Length 1.16 1.16 Min req'd 1.16 1.16 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.25 1.25 Fcp sup 6251 1 625 RJ1 Lumber -soft, Hem -Fir, No.2, 2x12 (1-1/2"x11-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Roof joist spaced at 24.0" c/c; Total length: 16.0'; Clear span: 15.813'; Volume = 1.9 cu.ft. Lateral support: top = continuous, bottom = at supports; Repetitive factor: applied where permitted (refer to online help); 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 = 55 Fv' = 172 psi fv/Fv' = 0.32 Bending(+) fb = 1058 Fb' = 1124 psi fb/Fb' = 0.94 Live Defl'n 0.31 = L/610 0.80 = L/240 in 0.39 Total Defl'n 0.55 = L/347 1.06 = L/180 in 0.52 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 150 1.15 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 850 1.15 1.00 1.00 1.000 1.000 - 1.15 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 Load Types: D=dead S=snow Load combinations: ASD Basic from ASCE 7-16 2.4; all LC's listed in the Analysis report CALCULATIONS: V max = 701, V design = 614 (NDS 3.4.3.1(a)) lbs; M(+) = 2790 lbs-ft EI = 231.37e06 lb-inA2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.00 permanent + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2021) 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. B 3 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 1 f 6 no C44vy) . A x yyrw Description � � . By er �%,.e; Date ENGINEERING Checked! Date Scale Sheet No. 250 4th Ave. South Suite 200 Edmonds, WA98020 B4 project P "on,� �� � � ✓✓� �° �� � Job No. 425.778.8500 www.cgengineering.com �,� t Seismic Analysis Design Per 2018 IBC & ASCE 7-16 Seismic Coefficients Soil Site Class Occupancy Category Seismic Design Category D (per Geotech) II (non -essential facility) D SS = 1.311 Lat. = 47.838 St = 0.465 Long. _ -122.335 SMs = FaSs = 1.311 Fa = 1.000 SMt = F St = 0.853 Fv = 1.835 SDS = (2/3)SMS = SDt = (2/3)SM, _ Ta = Cthnx R Factor = IE Factor = 0.874 0.569 0.17 Ct = 0.02 hn = 18 x = 0.75 6.5 (Wood shear walls) 1.0 Seismic Base Shear V = 0.044SDS1 = 0.038 W V = (SDSIW)/R = 0.134 W V = (SDI IW)/RTa = 0.501 W (Minimum Force) (Governing Force) (Maximum Force) From Computer Program: Short & 1-Sec Period Mapped Acceleration Parameters (MCE) ASCE 7-16 (Eq. 11.4-1) ASCE 7-16 (Eq. 11.4-2) ASCE 7-16 (Eq. 11.4-3) ASCE 7-16 (Eq. 11.4-4) ASCE 7-16 (Table 12.8-2) ASCE 7-16 (Table 12.8-2) ASCE 7-16 (Table 12.2-1) ASCE 7-16 (Table 1.5-2) ASCE 7-16 (Eq. 12.8-5) ASCE 7-16 (Eq. 12.8-2) ASCE 7-16 (Eq. 12.8-3) ' ..r`... Seismic Base Shear Ly LS 07/02/24 Checked Date ENGINEERING scale NTS Sheet No. 250 4th Ave. South project Job No. Suite 200 Hinman Residence 1 Edmonds, WA 98020 23144.10 �' 6/19/23, 1:09 PM ATC Hazards by Location A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. O The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. ATCHazards by Location Search Information Address: 17715 76th Ave W, Edmonds, WA 98026, USA Coordinates: 47.83823049999999,-122.3353428 Elevation: 261 ft Timestamp: 2023-06-19T20:08:34.181 Z Hazard Type: Seismic Reference Document: ASCE7-16 Risk Category: II Site Class: D-default Basic Parameters Angeles' Sequ,m Marysville Baker=SnOyualmie wh 261 ft rett National L lslanTods o EdmIV 'irk. Seattle oRedmord 0 Go g le Bremerton - - r,i„i„ Map data ©2023 Google Report a map error Name Value Description SS 1.311 MCER ground motion (period=0.2s) St 0.465 MCER ground motion (period=1.Os) SMS 1.573 Site -modified spectral acceleration value SMt null Site -modified spectral acceleration value SIDS 1.049 Numeric seismic design value at 0.2s SA SDt * 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 1.2 Site amplification factor at 0.2s Fv * null Site amplification factor at 1.0s CRS 0.905 Coefficient of risk (0.2s) CRt 0.894 Coefficient of risk (1.0s) PGA 0.562 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.674 Site modified peak ground acceleration TL 6 Long -period transition period (s) SsRT 1.311 Probabilistic risk -targeted ground motion (0.2s) C2 https://hazards.atcouncil.org/#/seismic?lat=47.83823049999999&ing=-l22.3353428&address=17715 76th Ave W%2C Edmonds%2C WA98026%2C ... 1/2 Seismic Forces - Vertical Distribution Refer to ASCE 7-16 Section 12.8.3 k = 1.0 Diaphragm DL Area wpL Story wI < h;k wx, hXk Shear Sum Level (psf) (ft) (kips) Elev. (h) (k-ft) Ewi � hi Fx Fx Roof Framing 20 1475 29.5 8 236 1.00 2.1 2.1 0 0.0 0 0 0.00 0.0 2.1 0 0.0 0 0 0.00 0.0 2.1 0 0.0 0 0 0.00 0.0 2.1 0 0.0 0 0 0.00 0.0 2.1 E = 29.5 - 236 1.00 2.1 - Base Shear (ULT) 3.0 kips * 25% Reduction per IEBC 304.3.2 Base Shear (ASD) 2.1 kips * note that all table forces are ASD Seismic Forces - Vertical Distribution Including Rho Refer to ASCE 7-16 Section 12.3.4.2 Sum Diaphragm Rho Shear Level p FX FX Roof Framing 1.0 2.1 2.1 1.0 0.0 2.1 1.0 0.0 2.1 1.0 0.0 2.1 1.0 0.0 2.1 E = 2.1 - Diaphragm Forces - Vertical Distribution Refer to ASCE 7-16 Section 12.10.1.1 Diaphragm w; Level (kips) E w; (kips) F; (kips) E F; (kips) E F; • wPX E wI Fpx (Min) 0.2SDSIWpx Fpx (Max) 0.4SDS'Wpx FpX Govern Roof Framing 29.5 29.5 2.1 2.1 2.1 3.7 7.4 3.7 0.0 29.5 0.0 2.1 0.0 0.0 0.0 0.0 0.0 29.5 0.0 2.1 0.0 0.0 0.0 0.0 0.0 29.5 0.0 2.1 0.0 0.0 0.0 0.0 0.0 29.5 0.0 2.1 0.0 0.0 0.0 0.0 Description By Date Seismic &Diaphragm Force Distribution LS 07/02/24 Checked Date ENGINEERING scale NTS sheet No. 250 4th Ave. South project Job No. Suite 200 Hinman Residence C3 Edmonds, WA 98020 23144.10 Wind Design (ASCE 28.5 Enclosed Simple Diaphragm) 2018 IBC ASCE 7-16 Building Exposure Exp.= B Section 1609.4 Section 26.7.3 Basic Wind Speed V= 97 Per Jurisdiction Risk Category IW= II Table 1.5-1 Top of Roof Height (feet) h= 17.5 Mean Roof Height (feet) hmean= 13.5 Building Length (feet) L= 53 Building Width (feet) W= 39 End Zone Width, a (feet) a= 3.9 Figure 28.6-1 Roof Angle Angle= 24.6 Design Wind Pressure, P,3 Ps30A= 18.9 Figure 28.6-1 Design Wind Pressure, Ps3 Ps30B= 2.4 Figure 28.6-1 Design Wind Pressure, Ps3 Ps30C= 13.6 Figure 28.6-1 Design Wind Pressure, Ps3 Ps30D= 2.7 Figure 28.6-1 Height/Exposure Adjustm Amax= 1.00 Topo. Effect Coeff., Kzt Kzt= 1.31 Vasd = V it*V0.6 Section 1609.3.1 Design Wind Load ULT ASD ps=A*Kzt*ps30 ps=A*Kzt*ps30*O.6 p530A= 24.8 14.9 p530B= 3.1 1.9 ps30C= 17.8 10.7 ps30D 3.5 2.1 Minimum Wind Load ULT ASD ps=A*Kzt*ps30 ps=X*Kzt*ps30*O.6 ps30A,c= ps30B,D= 16.0 8.0 9.6 4.8 Description ENGINEERING 250 4th Ave South project Suite 200 Edmonds, WA 98020 Wind Summary Hinman Residence By LS Date 7/2/2024 Checked Date Scale Sheet No. NTS Job No. 23144.10 6/19/23, 1:07 PM ATC Hazards by Location A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. O The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. ATCHazards by Location Search Information i Angeles' �"i l a Mt.. Address: 17715 76th Ave W, Edmonds, WA 98026, USA � -- Sequ,m Marysville Baker=Snoualmie 4 wh 261 ft rett National L Coordinates: 47.83823049999999,-122.3353428 o rslanTods Elevation: 261 ft Edm Timestamp: 2023-06-19T20:06:17.207Z J r Seattle oRedmord Hazard Type: Wind O Go Bremerton - - gle r,1,1w Map data ©2023 Google Report a map error 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 MRI25-Year 73 mph MRI25-Year 79 mph MRI50-Year 78 mph MRI50-Year 85 mph MRI 100-Year 83 mph MRI 100-Year 91 mph Risk Category 1 92 mph Risk Category 1 100 mph Risk Category II 97 mph Risk Category II 110 mph Risk Category III 105 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. Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. 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. C5 https://hazards.atcouncil.org/#/wind?lat=47.83823049999999&ing=-l22.3353428&address=17715 76th Ave W%2C Edmonds%2C WA 98026%2C USA 1/1 ENGINEERING Scale Sheet No. 250 4th Ave. South 5uite 200 Project Job No. C6 Edmonds, WA 98020 425.778.8500 Z www.cgengineering.com KEY PLAN - LATERAL - EXISTING BUILDING - ROOF Framing' Fasteners Shear Values ZIP Systems Nominal Maximum Edge/Field Minimum Allowable Seismic Allowable Wind Stud Stud Fastener R- Spacing Spacing Specifications' Spacing Penetration into Controlled Shear Controlled Shear sheathing (in.) Framing (in.) Values' ' 10 (PIf) Values' lPIf ) Types (min.) (in.) R-3 2-by-4 24 0.131" shank nails 4/12 1.5 245 343 R-3 2-by-4 24 0.131" shank nails 3/12 1.5 280 393 16ga staples, 7/16" R-3 2-by-4 16 3/6 1 210 294 crown, 2" length R-6 2-by-4 24 0.131" shank nails 4/12 1.5 230 322 R-6 2-by-4 24 15ga staples, 7/16" 3/6 1 NA' NA crown, 2.5" length R-6 2-by-4 24 0.131" shank nails 3/12 1.5 255 357 R-9 2-by-4 24 0.131" shank nails 3/12 1.5 240 336 R-12 2-by-4 24 0.131" shank nails 3/12 1.5 5 301 For SI: Inch = 25.4mm; 1 pound per foot (ppf) = 14.59 N/m. 1 Prescriptive bracing requirements with Douglas Fir larch Framing under the 2015Veaterhan 9 IRC, 2 Not approved for use as prescriptive wall brat ADJUSTED CAPACITY FOR HF GRADE10mph. 3 Engineered shear wall requirements with Dou = 240*[1- (0.50-0.43)] = 223 PLF009 IBC. 4 For framing with other than Douglas Fir -Larch, Specific Gravity Adjustment Factor - [1 - (0.50 • SG)), where SG -Specific Gravity of the framing lumber in accordance with the ANSI/AWC NDS. This adjustment factor must not be greater than 1. S Type R-3 R-sheathing panels have a foam plastic insulation thickness of .5". Type R-6 R-sheathing panels have a foam plastic insulation thickness of 1". R-9 R-sheathing panels have a foam plastic insulation thickness of 1.5". Type R-12 R-sheathing panels have a foam plastic insulation thickness of 2". 6 Fasteners must be common nails or equivalent, or staples, of a type generally used to attach wood sheathing. 7 The shear walls must have a maximum height to width aspect ratio of 2:1. 8 This panel and fastening configuration is only applicable to the prescriptive bracing requirements under the 2015 IRC. 9. All panel edges must be backed by framing 10. ZIP System R-sheathing used as the lateral resistance system in seismic zones C, Du, D1, D! and E should be designed in accordance to ER-482. Upper Floor Shear Walls - Walls Below the Roof Framing X - Direction Walls Fx (EQ) = 2.1 kips (Story Shear) Story Hi = 8 Fx wind = 4.1 kips(Story Shear Wall Hi= 8 Max IJw 3.5 Wx= 2125.0 PLF seismic Scs= 0.87 Wx= 4130.0 PLF wind EQ Wind EQ Wind Governing EQ Wind £ 1.0 2.1 4.1 nput Cell Input Cell w/ Formula Description Upper Floor Shear Walls LS Date 07/02/24 Checked Checked Date X-Direction ENGINEERING Seale NTS Sheet No. 250 4th Ave. South Suite 200 Project Hinman Residence Job No. C9 Edmonds, WA98020 23144.10 Wall Line Wall Mark SW Length Trib Width EQ, WL 2wlh EQ Shear Wind Shear SW Callout Reduced HD Length Gross Uplift Gross Uplift (o.s-o.tasm(pL 0.6*DL Net Uplift Hold -dorm 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 7.25 5.667 0.5 - 1.0 1.0 82 82 114 114 R-9 R-9 6.8 5.2 0.7 0.7 1.4 1.4 0.1 0.1 0.1 0.1 0.2 0.1 0.2 0.1 1.2 1.3 1.2 1.3 HDU2 HDU2 HDU2 HDU2 1.1 - 2.1 - 0.0 0.0 B 1 2 6.75 4.25 0.5 - 1.0 1.0 97 97 134 134 R-9 R-9 6.3 3.8 0.8 0.9 1.6 1.7 0.1 0.1 0.1 0.1 0.2 0.1 0.2 0.1 1.5 1.6 1.5 1.6 HDU2 HDU2 HDU2 HDU2 1.1 - 2.1 - 0.0 0.0 Shearwalls: 1/2" sheathing w/ HF studs Nil - 0 plf R-9 - 223 plf plf plf plf plf plf plf Re -Galt 1200 plf Fbldown Table Nil - 0 kips None - 0.5 kips HDU2 (2}2x HF 2.215 kips HDU4 (2}2x HF 3.285 kips HDUS (2}2x HF 4.065 kips HDUS 4x DF#2 6.970 kips HDU11 6x6 DF#1 9.535 kips HDU14 6x6 DF#1 14.445 kips kips kips Re -Galt 14.5 kips Upper Floor Shear Walls - Walls Below the Roof Framing dIIIIIIIII Y - Direction Walls Fy (EQ) = 2.1 kips (Story Shear) Story Frr = 8 Fy wind = 3.6 kips(Story Shear Wall Frr= 8 Max IJw 3.5 Wy = 49 PLF seismic S- = 0.87 WY = 83 PLF wind EQ Wind EQ Wind Governing EQ Wind Wall Wall SW Trib EQ, WL EQ Wind SW Reduced Gross Gross (0.6A.14S.)DL 0.6*DL Net Uplift Hold -dorm Line Line DL Line Mark Length Width 2w/h Shear Shear Callout HD Length Uplift Uplift End i End j End i End j EndilEndjl End i End j Load Load Trib 1 A 4 13.5 1.0 30 35 R-9 3.5 0.3 0.5 0.1 0.1 0.1 0.1 0.4 0.4 None None 0.7 1.1 0.0 B 4 - 1.0 30 35 R-9 3.5 0.3 0.5 0.1 0.1 0.1 0.1 0.4 0.4 None None - - 0.0 C 3.5 - 0.9 34 41 R-9 3.0 0.3 0.5 0.1 0.1 0.1 0.1 0.4 0.4 None None - - 0.0 D 3.5 - 0.9 34 41 R-9 3.0 0.3 0.5 0.1 0.1 0.1 0.1 0.4 0.4 None None - - 0.0 E 3.5 - 0.9 34 41 R-9 3.0 0.3 0.5 0.1 0.1 0.1 0.1 0.4 0.4 None None - - 0.0 F 4 - 1.0 30 35 R-9 3.5 0.3 0.5 0.1 0.1 0.1 0.1 0.4 0.4 None None - - 0.0 2 A 8.5 21.5 1.0 57 69 SW6 8.0 0.5 0.8 0.6 0.6 0.7 0.7 0.1 0.1 None None 1.1 1.8 13.0 B 10 - 1.0 57 69 SW6 9.5 0.5 0.8 0.7 0.7 0.8 0.8 0.0 0.0 None None - - 13.0 3 8 0.4 0.7 r r r� £. 43.0 2.1 3.6 nput Cell Input Cell w/ Formula Description Upper Floor Shear Walls By LS Date 07/02/24 Checked Date Y-Direction ENGINEERING Scale NTS Sheet No. 250 4th Ave. South Suite200 1 O Project Hinman Residence Job No. Edmonds, WA98020 23144.10 0 be a v:4 G< r- Description By Datep gs Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Edmonds, WA 98020 Project � r" b '=4 s ' '"1 Job No. C 11 425.778.8500 , a www.cgengineering.com Seismic Forces - Vertical Distribution Refer to ASCE 7-16 Section 12.8.3 k = 1.0 Diaphragm DL Area wpL Story wI < h;k wx, hXk Shear Sum Level (psf) (ft) (kips) Elev. (h) (k-ft) Ewi � hi Fx Fx Roof Framing 24 2460 59.0 8 472 1.00 5.7 5.7 0 0.0 0 0 0.00 0.0 5.7 0 0.0 0 0 0.00 0.0 5.7 0 0.0 0 0 0.00 0.0 5.7 0 0.0 0 0 0.00 0.0 5.7 E = 59.0 - 472 1.00 5.7 - Base Shear (ULT) 7.9 kips Base Shear (ASD) 5.7 kips * note that all table forces are ASD Seismic Forces - Vertical Distribution Including Rho Refer to ASCE 7-16 Section 12.3.4.2 Sum Diaphragm Rho Shear Level p Fx Fx Roof Framing 1.0 5.7 5.7 1.0 0.0 5.7 1.0 0.0 5.7 1.0 0.0 5.7 1.0 0.0 5.7 E = 5.7 - Diaphragm Forces - Vertical Distribution Refer to ASCE 7-16 Section 12.10.1.1 Diaphragm w; Level (kips) E w; (kips) F; (kips) E F; (kips) E F; • wPX E wI Fpx (Min) 0.2SDSIWpx FPx (Max) 0.4SDS'Wpx FpX Govern Roof Framing 59.0 59.0 5.7 5.7 5.7 7.4 14.7 7.4 0.0 59.0 0.0 5.7 0.0 0.0 0.0 0.0 0.0 59.0 0.0 5.7 0.0 0.0 0.0 0.0 0.0 59.0 0.0 5.7 0.0 0.0 0.0 0.0 0.0 59.0 0.0 5.7 0.0 0.0 0.0 0.0 Description By Date Seismic &Diaphragm Force Distribution LS 07/02/24 Checked Date ENGINEERING scale NTS sheet No. 250 4th Ave. South project Job No. Suite200 Hinman Residence C12 Edmonds, WA 98020 23144.10