The URL can be used to link to this page

Home My WebLink AboutPermit File BLD-2019-0833 1211 10th Street (2) P2LO - 26i9 . 0g Gravity Analysis -- Job: Wikstrom Remodel and Addition Site: 1211 10th Street, Wanacortes, WA 98221 9878 ' Registered j ARCHITE Architect: Underwood &Associates, Ilc Michael G.Underwood t Mike Underwood, AIA State of Washington F II ° 1005 4th Street Anacortes, WA 98221 Date: 13-Nov-19 Basis of Design Code 2015 IRC and IBC Structural Concrete: Steel A.S.T.M A36 f'c= 3000.00 psi Fy= 36.00 ksi Fy= 40.00 ksi Fb= 24.00 ksi Dead Load= 1.40 ksi E= 29 x 10^6 psi Live Load= 1.70 ksi flexure= 0.90 Foundation Soil Type= soft clay,silt(default) axial tension = 0.90 Allowable Soil Bearing = 1500.00 psf axial compression = 0.70 Fasteners Metal Framing anchors, clips, angles,straps, hangers, etc. shear= 0.85 Use"Simpson Strong Tie"or Equal. Nails- Use common type. Bolts- A.S.T.M.A307 Lumber Properties beam width I weight I fb(single) I Ft/ I E x 10^6 I fc(perp) I fc(parallel) I grade 2x DF-L#1 1.50 32.0 1000 180 1.70 625 1500 #1 2X DF-L #2 1.50 32.0 900 180 1.60 625 1350 #2 2X DF-L stud 1.50 32.0 700 180 1.40 625 850 #3 (2)2x DF-L #1 3.00 32.0 1000 180 1.70 625 1500 #1 (2)2x DF-L #2 3.00 32.0 900 180 1.60 625 1350 #2 4x DF-L #ss 3.50 32.0 1500 180 1.90 625 1700 SS 4x DF-L #1 3.50 32.0 1000 180 1.70 625 1500 #1 4x DF-L #2 3.50 32.0 900 180 1.60 625 1350 #2 6x DF-L #ss 5.50 32.0 1500 170 1.60 625 1700 SS 6x DF-L #1 5.50 32.0 1000 170 1.60 625 1500 #1 6x DF-L #2 5.50 32.0 900 170 1.30 625 1350 #2 3.5" BC GLB 24f 3.50 36.4 2400 265 1.80 1100 1650 24f-V4 5.5" BC GLB 24f 5.50 36.4 2400 265 1.80 1100 1650 24f-V4 3.125" BC GLB 24f 3.13 36.4 2400 265 1.80 1100 1650 24f-V4 5.125" BC GLB 24f 5.13 36.4 2400 265 1.80 1100 1650 24f-V4 6.75" BC GLB 24f 6.75 36.4 2400 265 1.80 1100 1650 24f-V4 1.75"Versa-lam 2.0 1.75 37.0 2800 285 2.00 750 3000 2.0 2800 3.5"Versa-lam 2.0 3.50 37.0 3100 285 2.00 750 3000 2.0 3100 5.25"Versa-lam 2.0 5.25 37.0 3100 285 2.00 750 3000 2.0 3100 7"Versa-lam 2.0 7.00 37.0 3100 285 2.00 750 3000 2.0 3101 CEIITFri , DEC 2 3.2019 Basis of design Unit Weights FLOOR LOADS lower floor psf upper floor psf deck psf top finish „, .: ; . . 2.0 0.0 MIIIIIIIIE 4.5 substrate(top) none 0.0 none 0.0 none 0.0 substrate 3/4"osb 2.5 none 0.0 none 0.0 (bottom) insulation R30 batt-floor joll 0.4 0.0 0.0 16'oc framing 9.5 tji 2.5 none 0.0 _ 2x10 2.9 bottom finish none 0.0 none 0.0 none 0.0 pipes/misc pipes 1.0 none 0.0 none 0.0 total 8.4 total 0.0 none 7.4 ROOF LOADS flat roof psf sloped roof psf roof deck psf top finish none 0.0 Composition 3.5 0.0 shingles membraine 0.0 1.0 0.0 insulation above ' . linii,_ 0.0 ut�iR3i 0.0 , 0.0 plywood • sheathing none 0.0 5/8 tilitb 2.1 none 0.0 ceiling structure none 0.0 truss 2.2 none 0.0 insulation 'MI= 0.0 R38 batt-adv 0.5 0.0 frame clg bottom finish none 0.0 5/8"g.w.b. 2.8 none 0.0 drop ceiling none 0.0 none 0.0 none 0.0 pipes/misc none 0.0 pipes 1.0 none 0.0 total 0.0 total 13.1 total 0.0 WALL LOADS Interior Wall psf Exterior wall psf outer finish 1/2"g.w.b. 2.2 2.8 rigid insulation none a 0.0 i 0.0 fire layer none 0.0 0.0 substrate 7/16"osb 1.6 �.. 7.1t8"tab 1.6 16'oc framing 2x4 1.1 2x6 1.7 insulation R15 sound 141, 0.1 ` ' 0.2 interior finish 1/2"g.w.b. 2.2 1/2"g.w.b. 2.2 total 7.2 total 8.5 Basis of design SIMPLE BEAM -Uniform Load Job Wikstrom Remodel and Addition Beam number: Wikstrom rbl.xlsm Species/beam type 6x DF-L #1 Level: roof span/ 9.00 feet location or line: entry porch ends repetitive no Type: beam Fb load modifier normal load Use: Roof 1" deflection in 360.00 inches 13-Nov-19 design description _ area type load plf Beam Width b: 5.50 inch Live Loads weight per foot: 32.0 lbs LL floor 0.0 sf residential 40.0 = 0 LL attic 10.0 sf ordinary 10.0 = 100 Fv: 170.00 100 E: 1.6 x10A6 LL roofl 15.0 sf 4 to 12:12 16.0 = _ 240 240 fc(perpend.): 625 Dead Loads fc(post): 1500 lower floor 0.0 sf 8.4 = 0 upper floor 9.0 sf 0.0 = 0 deck 0.0 sf 7.4 = 0 Fb: 1000 flat roof 0.0 sf 0.0 = 0 load modifier(/m): 1.00 sloped roof 15.0 sf 13.1 = 196 repetitive factor(rf): 1.00 roof deck 0.0 sf 0.0 = 0 Fb: modified: 1,000 Interior Wall 0.0 sf 7.2 = 0 Exterior wall 1.0 sf 8.5 = 9 Beam 1.0 @ 11.3 = 11 design deflection A: 0.30 inch 216 snow loads deck 0.0 sf 25.0 = 0 flat roof 0.0 sf 25.0 = 0 sloped roof 15.0 sf 25.0 = 375 roof deck 0.0 sf 25.0 = 0 total LLR= roof live load 240 plf 375 total LL= live load 340 plf uniform w= 591 pfl total DL= dead load 216 plf total S = snow load 375 plf R1 A Roof DL+(LLr or Snow) 591 # Combinations= DL+ LL 556 # 2,660 2,660 Governing W = (largest combination) 591 # wl reaction V= R= z 2,660 # try beam height d = 9.25 inches 4.24 bd ft 102 #beam Bending moment M = '�'�1�2 5,984 ft/# 8 z section modulus S = bh 78 inA3 factor of safety 6 check bending Fb= S 916 < 1000 (design Fb) PASS 1.1 Shear 1.5V horizontal shear Fv= bd 78 < 170 (design Fv) PASS 2.2 Deflection moment of inertia I = 363 inA4 12 deflection D= *w(1^4) 0.15 inch < 0.30 (design A) PASS 2.0 384 E*/ Use Beam= 6x DF-L #1 x 9.25 Prepared by Mike Underwood 11/13/2019 Page 1 SIMPLE BEAM -Uniform Load (cont.) Job Wikstrom Remodel and Addition Beam number: Wikstrom rbl.xlsm Posts and Connections load + above + above = total axial load reaction-Ra = 2,660 + + = 2,660 lbs post a reaction-Rb = 2,660 + + = 2,660 lbs post b post R1 post R2 unsupported I= ' _J ft 1 ; " ft post material = i 2;2x DF-L #2 (2)2x DF-L #2 fc(post) = 1350 fc(post): 1350 post depth = 3.00 inches 3.00 inches post width = 3.50 inches 3.50 inches crit. dim. = 3.00 inches 3.00 inches 1/d = 40.0 < 50.0 PASS 40.0 < 50.0 PASS cross sec. req. = 2.0 in"2 2.0 in"2 Post area = 10.5 in"2 > 2.0 PASS 10.5 in"2> 2.0 PASS Post Cap= Post Base= footing soil bearing = 1500 psf from basis of design req'd = reaction/soil Ra = 2660 # Rb= 2660 # 1.8 ft"2 1.8 ft"2 min. =I 16.0 I in-sq min.=I 16.0 I in-sq Use: Post and Footing "R1" P= 12,660 # 3.00 x 3.50 —=a • (2)2x DF-L #2 post 6.00 in-thk ' i2 ii C) : j < > (2)#4's e.w. 16.00 in-sq Use: Post and Footing "R2" P= 12,660 # 3.00 x 3.50 —__� S (2)2x DF-L #2 post ..................... /- < ----> (2)#4's e.w. 16.00 in-sq Prepared by Mike Underwood 11/13/2019 Page 2 SIMPLE BEAM -Uniform Load Job Wikstrom Remodel and Addition Beam number: Wikstrom rhl.xlsm Species/beam type 4x DF-L #1 Level: roof span/ 9.00 feet location or line: studio street header repetitive no Type: header Fb load modifier normal load Use: Roof 1"deflection in 360.00 inches 13-Nov-19 design description area type load plf Beam Width b: 3.50 inch Live Loads weight per foot: 32.0 lbs LL floor 0.0 sf residential 40.0 = 0 LL attic 3.0 sf ordinary 10.0 = 30 F v: 180.00 30 E: 1.7 x10^6 LL roof 5.0 sf 4 to 12:12 16.0 = 0 80 fc(perpend.): 625 Dead Loads fc(post): 1500 lower floor 0.0 sf 8.4 = 0 upper floor 0.0 sf 0.0 = 0 deck 0.0 sf 7.4 = 0 Fb: 1000 flat roof 0.0 sf 0.0 = 0 load modifier(lm): 1.00 sloped roof 5.0 sf 13.1 = 65 repetitive factor(rf): 1.00 roof deck 0.0 sf 0.0 = 0 Fb: modified: 1,000 Interior Wall 0.0 sf 7.2 = 0 Exterior wall 2.0 sf 8.5 = 17 Beam 1.0 @ 5.6 = 6 design deflection A: 0.30 inch 88 snow loads deck 0.0 sf 25.0 = 0 flat roof 0.0 sf 25.0 = 0 sloped roof 5.0 sf 25.0 = 125 roof deck 0.0 sf 25.0 = 0 total LLR= roof live load 80 plf 125 total LL= live load 110 plf uniform w= 213 pfl total DL = dead load 88 plf total S = snow load 125 plf R1 A Roof DL+(LLr or Snow) 213 # Combinations= DL+ LL 198 # 959 959 Governing W = (largest combination) 213 # wi reaction V= R= 2 959 # try beam height d = 7.25 inches 2.11 bd ft 51 #beam Bending moment M = w8 zZ 2,157 ft/# z section modulus S = bh 31 inA3 factor of safety 6 check bending Fb= s 844 < 1000 (design Fb) PASS 1.2 Shear 1.5V horizontal shear Fv= bd 57 < 180 (design Fv) PASS 3.2 Deflection moment of inertia I = bd^3 111 inA4 12 deflection D= s *w t 4 0.17 inch < 0.30 (design A) PASS 1.8 384 E*I Use Beam = 4x DF-L #1 x 7.25 Prepared by Mike Underwood 11/13/2019 Page 1 SIMPLE BEAM -Uniform Load(cont.) Job Wikstrom Remodel and Addition Beam number: Wikstrom rhl.xlsm Posts and Connections load + above + above = total axial load reaction-Ra= 959 + + i = 959 lbs post a reaction- Rb= 959 + + = 959 lbs post b post Ri post R2 unsupported I= ii, ft 19 0 ft post material= (2)2x DF-L #2 (2) 2x DF-L #2 fc(post)= 1350 fc(post): 1350 post depth = 3.00 inches 3.00 inches post width = inches 3 Cu inches crit. dim. = 3.00 inches 3.00 inches 1/d = 40.0 < 50.0 PASS 40.0 < 50.0 PASS cross sec. req. = 0.7 inA2 0.7 inA2 Post area= 10.5 inA2 > 0.7 PASS 10.5 inA2 > 0.7 PASS Post Cap= Post Base= footing soil bearing = 1500 psf from basis of design req'd = reaction/soil Ra= 959 # Rb= 959 # 0.6 ft^2 0.6 ft^2 min. =I 9.6 I in-sq min.=I 9.6 I in-sq Use: Post and Footing "R1" P = 959 # 3 x —_�� S (2)2xx post DF-L #2 post 6.00in thk ::' :::::::::::0: < > (2)#4's e.w. 16.00 in-sq Use: Post and Footing "R2" P = 959 # 3.00 x 3.50 -------------- (2)2x DF-L #2 post n 6.00 in-thk ::::::K:Q: : /- C, > (2)#4's e.w. 16.00 in-sq Prepared by Mike Underwood 11/13/2019 Page 2 SIMPLE BEAM -Uniform Load Job Wikstrom Remodel and Addition Beam number: Wikstrom rb2.xlsm Species/beam type 5.25"Versa-lam 2.0 Level: roof span I 24.00 feet location or line: carport support repetitive no Type: beam Fb load modifier normal load Use: Roof 1"deflection in 240.00 inches 13-Nov-19 design description area type load plf Beam Width b: 5.25 inch Live Loads weight per foot: 37.0 lbs LL floor 0.0 sf residential 40.0 = 0 LL attic 5.0 sf ordinary 10.0 = 50 F v: 285.00 50 E: 2.0 x10^6 LL roof! 5.0 sf 4 to 12:12 16.0 = 80 80 fc(perpend.): 750 Dead Loads fc(post): 3000 lower floor 0.0 sf 8.4 = 0 upper floor 0.0 sf 0.0 = 0 deck 0.0 sf 7.4 = 0 Fb: 3100 flat roof 0.0 sf 0.0 = 0 load modifier(lm): 1.00 sloped roof 11.0 sf 12.0 = 132 repetitive factor(rf): 1.00 roof deck 0.0 sf 0.0 = 0 Fb: modified: 3,100 Interior Wall 0.0 sf 7.2 = 0 Exterior wall 0.0 sf 8.5 = 0 Beam 1.0 @ 21.6 = 22 design deflection A: 1.20 inch 154 snow loads deck 0.0 sf 25.0 = 0 flat roof 0.0 sf 25.0 = 0 sloped roof 11.0 sf 25.0 = 275 roof deck 0.0 sf 25.0 = 0 total LLR= roof live load 80 plf 275 total LL= live load 130 plf uniform w= 429 pfl total DL= dead load 154 plf total S = snow load 275 plf R1 /R2\ Roof DL+(LLr or Snow) 429 # Combinations= DL+ LL 284 # 5,143 5,143 Governing W = (largest combination) 429 # wl reaction V= R= 2 5,143 # try beam height d= 16.00 inches 7.00 bd ft 518 #beam Bending moment M= w8 22 30,858 ft/# Z section modulus S= bh 224 inA3 factor of safety 6 check bending Fb= S 1653 < 3100 (design Fb) PASS 1.9 Shear 1.5V horizontal shear Fv= bd 92 < 285 (design Fv) PASS 3.1 Deflection bdA moment of inertia I = 3 1,792 inA4 12 deflection D= s *w(c^4) 0.89 inch < 1.20 (design A) PASS 1.3 384 E*I Use Beam = 5.25"Versa-lam 2.0 x 16.00 Prepared by Mike Underwood 11/13/2019 Page 1 SIMPLE BEAM -Uniform Load (cont.) Job Wikstrom Remodel and Addition Beam number: Wikstrom rb2.xlsm Posts and Connections load + above + above = total axial load reaction-Ra = 5,143 + + = 5,143 lbs post a reaction Rb = 5,143 + + _ = 5,143 lbs post b post R1 post R2 unsupported I = _ ft 11 0 ft post material = (2) 2x DF-L #2 6x DF-L #1 fc(post) = 1350 fc(post): 1500 post depth = 3.00 inches 5.50 inches post width = 3.50 inches 5 5D inches crit. dim. = 3.00 inches 5.50 inches l/d = 44.0 < 50.0 PASS 24.0 < 50.0 PASS cross sec. req. = 3.8 inA2 3.4 inA2 Post area = 10.5 inA2> 3.8 PASS 30.3 inA2 > 3.4 PASS Post Cap= Post Base= footing soil bearing = 1500 psf from basis of design req'd = reaction/soil Ra = 5143 # Rb= 5143 # 3.4 ft^2 3.4 ft^2 min. =I 22.2 I in-sq min.=I 22.2 I in-sq Use: Post and Footing "R1" P= 5,143 # 3.00 x 3.50 ------------- (2)2x DF-L #2 post i ..................... 12.00 in-thk ::•:0:;>:;:.:,:<-:'-':a;:•:: (3)#4's e.w. 24.00 in-sq Use: Post and Footing "R2" P= 5,143 # 5.50 x 5.50 — 6x DF-L #1 post 12.00 in-thk • J, :'-'.:::::::::::::: :::C::::: (3)#4's e.w. 24.00 in-sq Prepared by Mike Underwood 11/13/2019 Page 2 SIMPLE BEAM -Uniform Load Job Wikstrom Remodel and Addition Beam number: Wikstrom rb3.xlsm Species/beam type 6x DF-L #1 Level: roof span 1 14.00 feet location or line: carport header repetitive no Type: header Fb load modifier normal load Use: Roof 1"deflection in 240.00 inches 13-Nov-19 design description area type load plf Beam Width b: 5.50 inch Live Loads weight per foot: 32.0 lbs LL floor 0.0 sf residential 40.0 = 0 LL attic 2.0 sf ordinary 10.0 = 20 Fv: 170.00 20 E: 1.6 x10^6 LL roof 5.0 sf 4 to 12:12 16.0 = 80, 80 fc(perpend.): 625 Dead Loads fc(post): 1500 lower floor 0.0 sf 8.4 = 0 upper floor 0.0 sf 0.0 = 0 deck 0.0 sf 7.4 = 0 Fb: 1000 flat roof 0.0 sf 0.0 = 0 load modifier(Im): 1.00 sloped roof 5.0 sf 12.0 = 60 repetitive factor(rf): 1.00 roof deck 0.0 sf 0.0 = 0 Fb: modified: 1,000 Interior Wall 0.0 sf 7.2 = 0 Exterior wall 0.0 sf 8.5 = 0 Beam 1.0 @ 11.3 = 11 design deflection A: 0.70 inch 71 snow loads deck 0.0 sf 25.0 = 0 flat roof 0.0 sf 25.0 = 0 sloped roof 5.0 sf 25.0 = 125 roof deck 0.0 sf 25.0 = 0 total LLR= roof live load 80 plf 125 total LL= live load 100 plf uniform w= 196 pfl total DL= dead load 71 plf total S= snow load 125 plf R1 A Roof DL+(LLr or Snow) 196 # Combinations= DL + LL 171 # 1,374 1,374 Governing W = (largest combination) 196 # wl reaction V= R= 2 1,374 # try beam height d= 9.25 inches 4.24 bd ft 158 #beam Bending moment M = w8 22 4,809 ft/# section modulus S = 66z 78 inA3 factor of safety check bending Fb= S 736 < 1000 (design Fb) PASS 1.4 Shear 1.5V horizontal shear Fv= bd 41 < 170 (design Fv) PASS 4.2 Deflection moment of inertia I = bd^3 363 in^4 12 deflection D= s *w c 4 0.29 inch < 0.70 (design A) PASS 2.4 384 E*I Use Beam= 6x DF-L #1 x 9.25 Prepared by Mike Underwood 11/13/2019 Page 1 SIMPLE BEAM -Uniform Load (cont.) I Job Wikstrom Remodel and Addition Beam number: Wikstrom rb3.xlsm Posts and Connections load + above + above = total axial load reaction-Ra= 1,374 + 0 + u = 1,374 lbs post a reaction- Rb = 1,374 + 5,143 + = 6,517 lbs post b post Ri post R2 unsupported I= 11.0 ft 11 _ ft post material= _ (2)2x DF-L #2 6x DF-L #1 fc(post)= 1350 fc(post): 1500 post depth = 3.00 inches 5.50 inches post width = 3 50 inches 5.50 inches crit. dim. = 3.00 inches 5.50 inches 1/d = 44.0 < 50.0 PASS 24.0 < 50.0 PASS cross sec. req. = 1.0 in^2 4.3 in^2 Post area = 10.5 in^2> 1.0 PASS 30.3 in"2 > 4.3 PASS Post Cap= Post Base= footing soil bearing= 1500 psf from basis of design req'd = reaction/soil Ra= 1374 # Rb = 6517 # 0.9 ft^2 4.3 ft^2 min. =I 11.5 I in-sq min.=I 25.0 I in-sq Use: Post and Footing "R1" P= 1,374 # 3.00 x 3.50 (2)2x DF-L #2 post 6.00 in -thk .:•:•::.:,:.:::.:.::::.p:,' • (2)#4's e.w. 16.00 in-sq Use: Post and Footing "R2" P= 6,517 # 5.50 x 5.50 — liT ---------- 6x DF-L #1 post 12.00 in-thk '`: . >' :t.J.: : < > (3)#4's e.w. 30.00 in-sq Prepared by Mike Underwood 11/13/2019 Page 2 Lateral Analysis Job: Brom and Anne Wikstrom Site: 1211 10th Street 9878 Registered Anacortes, WA 98221 `AR ECT Michael G.Underwood Architect: underwood and associates, Ilc State of Washington 1 , eJlwa+a� Mike Underwood, AIA, NCARB n+ Sie 4c 1005 4th Street exp. 9/22/21 Anacortes, WA 98221 13-Nov-19 Scope of work- notes Addition and remodel of existing residence Basis of Design Code 2015 IBC 7-10 ASCE Occupancy Importance Cat. = II common occupancy & Location Latitude = 48.514059 Longitude = -122.616501 Building building type = Type V-B fire rating = none sprinklered = No Foundation Soil Type = 5 soft clay, silt soil class = 5 Allowable Soil Bearing = 1500 psf Default lateral bearing pressure = 100 pcf friction coefficient= 0.35 Concrete: (fc) footings = 3000 psi slabs/walls = 3000 psi Fasteners Metal Framing anchors, clips, angles, straps, hangers, etc. = Simpson Strong Tie or EQ Nails = Use common type. Bolts = A.S.T.M. A307 rebar= grade 40 40000 psi Structure components N/S length = 47.00 ft roof high E/W length = 53.00 ft roofer 8.60 ft 18.6 upper wall 5.00 ft top floor lower wall 5.00 ft 5.0 longer (f) = 53.0 ft floor 0.00 ft upper wall 0.00 ft middle roof pitch: 6:12 lower wall 0.00 ft 0.0 roof slope: 26.50 degree: floor 0.00 ft upper wall 0.00 ft lower floor lower wall 0.00 ft 0.0 0.00 C 0.00 ft ground 0.00 Mean roof height(h): 18.6 ft 1 Basis of design Page 1 Design Criteria -Wind Main Wind Force Resisting System (MWFRS) wind speed (Vim) = 110 mph from local official V(asd) = 85 table 1609.3.1 IBC Wind directional (Kd) = 0.85 7-10: 26.6-1 (MWFRS) Wind directional (Kd) = 0.85 7-10: 26.6-1 Componients and Cladding wind category= B small town/wooded area determine Kzt= 1+(K1K2K3)^2 2-D escarpment 7-10 -26.8-1 H 0.0 ft height of hill or escarpment Lh 0.0 ft .5 x horizontal distance from base to ridge x 0.0 ft distance from crest to building z 18.6 ft building height above ground K1 = H/Lh 0.00 = 0.00 K2 = x/Lh 0.00 = 0.00 K3 = z/Lh 0.00 = 0.00 topo factor (Kzt) = 1.00 7-10: 26.8-1 adjustment factor(X) = 1.00 7-10: 28.6-1 (for height& exposure and wind category) ASCE 7-10 figure 28: 6-1 Use Min 10 with adjustment Pa: 24.10 24.10 24.10 Pb: 3.90 10.00 10.00 Pc: 17.40 17.40 17.40 Pd: 4.00 10.00 10.00 Design Criteria -Seismic Site Soil Class = 5 soft clay, silt Seismic Category= D1 period determination (building type) = wood frame Risk Category= II Sds = 0.649 usgs C t = 0.020 S d1 = 0.686 usgs Ss = 1.082 usgs h n = 18.600 ft Si = 0.429 usgs x= 0.750 Fa = 0.900 usgs 11.4.1 T= Ct*hn^x 0.179 F„ = 2.400 usgs 11.4.2 I e = 1.000 importance adjustment light frame- structural Cs = Sds 6.50 7-10 sec 12.8 /R 0.100 system (R): _ (i) conc wall -structural Cs = Sds system (R) = 5.00 7-10 sec 12.8 /(R) 0.130 1 steel frame -structural Cs = Sds s stem (R) 3.50 7-10 sec 12.8 /(R) 0.185 Y _ Cs= Sd1 Maximum (ultimate) _ /(T*(R)) 0.589 1 Minimum = Cs = .044*Sds*I 0.029 Load Summary w/safety factor Dead Loads Actual design value Live Loads Weight (unit# + 2sf) Roof deck DL = 0.0 psf 1 2.0 Snow LL: 15 psf roof DL = 12.0 psf 14.0 occupancy type: residential upper floor DL = 8.4 psf 10.4 floor LL: 40 psf lower floor DL = 0.0 psf 2.0 deck DL = 0.0 psf 2.0 roof LL:._ 16 psf wall DL = 8.5 psf 10.5 1 Basis of design Page 2 Unit Weights lower psf upper psf top finish IIIIIIIIIIIIIIII 0.0 carpet and pall 2.0 substrate(top) none 0.0 none 0.0 a substrate(bottom) none 0.0 19/32"osb 2.5 co o RJU Uall- IIUUI insulation ararae -4111 0.0 , , 0.4 --I framing at 16"oc none 0.0 9.5 tji 2.5 0 bottom finish none 0.0 none 0.0 Et pipes/misc none 0.0 pipes, misc 1.0 none 0.0 none 8.4 flat roof psf sloped roof psf none 0.0 Composition 3.5 top finish shingles membraine MIN 1 0.0 1.0 insulation above plywood none fi 0.0 0.0 a MOM sheathing none 0.0 5/8"osb 2.1 2 ceiling structure 24"OC 9.5 tji 0.0 truss 1.1 r�JO Udll-dUV 'y o insulation R38 batt-adv frame 0.0 F �� 0.5 0 1 bottom finish 5/8"g.w.b. 0.0 5/8"g.w.b. 2.8 drop ceiling none 0.0 none 0.0 pipes/misc pipes, misc 0.0 pipes, misc 1.0 total 0.0 total 12.0 Interior Wall psf Exterior Wall psf outer finish 1/2"g.w.b. 2.2 hardie siding 2.8 rigid insulation tic!sc 0.0 'Wilt.' 0.0 fire layer 0.0 0.0 - sheathing 7/16"osb 1.6 7/16"osb 1.6 (B 0 framing at 16"oc 2x4 1.1 2x6 1.7 cti R21 batt-2x6 illi insulation R15 sound 0.1 0.2 walls interior finish 1/2"g.w.b. 2.2 1/2"g.w.b. 2.2 total 7.2 total 8.5 deck psf top finish 0.0 substrate(top) none 0.0 substrate(bottom) none 0.0 - insulation l'i,:ail_= 0.0 0 0 framing at 16"oc none 0.0 a bottom finish none 0.0 pipes/misc none 0.0 total 0.0 roof deck psf top finish none 0.0 membraine 0.0 insulation above plywood 0.0 sheathing none 0.0 o a) ceiling structure 24"OC none 0.0 insulation ® 0.0 0 bottom finish none 0.0 drop ceiling none 0.0 pipes/misc none 0.0 total 0.0 1 Basis of design Page 3 P • II I f I P v II 9 P l 4 I V • t P II p a p i I Y a i i P f i i 1 I I Job: Brom and Anne Wikstrom Underwood &Associates, Ilc IF Site: 1211 10th Street Mike Underwood, AIA Anacortes, WA 98221 1005 4th Street Anacortes, WA 98221 Wind Zone Areas edge wind loads: wind load a= 0.1(1) = 5.3 or a= 0.4(h) = 7.4 smaller load 2a = 10.6 = 5.3 If each side N/S Zone area „c:"."'":7'• ' - -‘.----., D=232sf �B=14sf -- — — — — — B=14sf I C=445sf 11 --1=-- --- r—-- r=_=-1I ram =r— 1— ! Ij If: l I I( 11 11 I �I I1 �II ��_ il( �I �I 1l A=58sf it I I k I l l ,ii ! I UI 14 I I i j_.--A=58sf II 11 I� �I dill 111` li if I (il !II li Ili — li--tli----II----�I, .1i; I . ,4 I '1I!l I !1�---I!I--iiI Ili " I i' _ l l l i t 1 E/W Zone area t / D=246sf / ,,,..,B=648f �'B=14sf j ` _ �' - - -- - --=--_-- -r—'=-- - ----_---__----- �_- - 1 1 IrE-771A=58sf �I C=384sf i�-- —9 A=58sf i I� II I Job: Brom and Anne Wikstrom Underwood&Associates, Ilc = Site: 1211 10th Street Mike Underwood,AIA Anacortes, WA 98221 1005 4th Street „os 11/13/19 •Anacortes, WA 98221 `"i`' Wind forces Wind from schedule(with adjustments) I Pa: 24.10 Pb: 10.00 Pc: 17.40 Pd: 10.00 N/S v=Pa+Pb+Pc+Pd load area total a corner Pa 24.10 x 116 sf = 2796 b roof edge Pb 10.00 x 28 sf = 280 c wall Pc 17.40 x 445 sf = 7743 d roof Pd 10.00 x 232 sf = 2320 n/s V= 13,139 # E/W v=Pa+Pb+Pc+Pd load area total a corner Pa 24.10 x 11,3 sf = 2796 b roof edge Pb 10.00 x 78 sf = 780 c wall Pc 17.40 x 384 sf = 6682 d roof Pd 10.00 x 246 sf = 2460 e/wV= 12,717 # plan e/w 13,200 '<li 12,717 # 13,100 plan north 13,000 12,900 4 12,800 12, 00 I n/s 12,600 13,139 # 12,500 n/s V= e/w V= Job: Brom and Anne Wikstrom Underwood & Associates, Ilc Site: 1211 10th Street Mike Underwood, AIA 4 irt Anacortes, WA 98221 1005 4th Street 1 .Eh1,10„4 11 /13/19 Anacortes, WA 98221 }•' , i° ' ' Wind forces Hazards by Location Search Information eer Park Coordinates: 46.514059 122 F1135O= Elevation; 1t TIniestarnp: 2O1g•tO-22T17 13:22.081Z Z �v r—� I: 1 Hazard Type: Wind Go gle Wart garstufiling ASCE 7-16 ASCE 7-10 ASCE 7-05 MR! 10-Yo,-rr 68 •n111t MRI 10-Yixt! 72 rr;;•• A$CF 7.05 Wind `` .t,` 3 85 :1.;-0 MAI 26-Year 74 mph )a1RI25-Year 79 rr;_ MFt!50-Year •nph MR►1 r+r Year 85 typr, Wit 10O-Year 83 iiptl MR11C0-Year 91 11-v. Risk Category : :93 tipti Ries Cat+3 are I tCci'p rr•.,:?- Risk Category 11 98 Tiph Ns*Cat g..rr II 1 14 nrcr Risk Category di i 03 74-,11 fie c Cate c t11-111 115 rr r Risk C;:h gory tV 109 •rnpIr T'rt /; .'!. UT NM' a/lrXa,.Irl) 0+(erit;+?,'I'' i1 -io lorkt'(rtlN21!a ii+Thu'i'.ard:!.'i 1!P iliij'tt�lfi{tl':i Litt +t�Ifi.:.`i .11 itot,'rri tile!!!u ititi t)coat.?iieter i•.:ia_i•'].. t1 ur'. :i4-4,11I 1: :. r2`; „ ?:• .+1-+1Cia't'%.'1t?+: •3.'r.P 1 Iiit3 f{j;;tl .4'tFii tie k5C.31 Lr:: /;?V et3'cttig prOf.' etlif LW: de?.i1rr • • 44 • t ._ - Job: Brom and Anne Wikstrom Underwood&Associates, Ilc Site: 1211 10th Street Mike Underwood, AIA Anacortes,WA 98221 1005 4th Street 11/13/19 y ^r,d Anacortes,WA 98221 '` Seismic Forces _ determine total load: Cs = 0.100 per criteria sheet N/S _ roof Weight unit load area roof 14.0 x 2,432.0 = 33,999 Weight unit # load length(If) height walls 5 10.5 x 47.0 x 5 0 = 12,361 V= CsW W= 46,360 V= 0.100 x 46,360 = 4,629 # upper floor Weight unit # load length(If) height walls 5 10.5 x 47.0 x 5.0 = 12,361 Weight unit load area roof deck 2.0 x 0.0 = 0 floor 10.4 x 0.0 = 0 Weight unit # load length(If) height walls 3 10.5 x 47.0 x 0.0 = 0 V= CsW W= 12,361 # V= 0.100 x 12,361 = 1,234 # middle floor Weight unit # load length(If) height walls 3 10.5 x 47.0 x 0.0 = 0 Weight unit load area roof 14.0 x 0.0 = 0 floor 2.0 x 0.0 = 0 Weight unit # load length(If) height crawl walls 5 10.5 x 47.0 x 0.0 = 0 V= CsW W= 0 # V= 0.100 x 0 = 0 # ground floor Weight unit # load length(It) height walls 5 10.5 x 47.0 x 0.0 = 0 V= CsW W= 0 # V= 0.100 x 0 = 0 # Job: Brom and Anne Wikstrom Underwood &Associates, Ilc Site: 1211 10th Street Mike Underwood,AIA Anacortes, WA 98221 1005 4th Street $n� 11/13/19 Anacortes,WA 98221 ''`' Seismic Forces determine total load: Cs = 0.100 per criteria sheet E/W roof Weight unit load area roof 14.0 x 2,432.0 = 33,999 Weight unit # load length(If) height walls 10.5 x 53.0 x 5.0 = 13,939 V= CsW W= 47,938 V= 0.100 x 47,938 = 4,786 # upper floor Weight unit # load length(If) height walls 5 10.5 x 53.0 x 5.0 = 13,939 Weight unit load area roof 14.0 x 0.0 = 0 floor 10.4 x 0.0 = 0 Weight unit # load length(If) height walls 2 10.5 x 53.0 x 0.0 = 0 V= CsW W= 13,939 # V= 0.100 x 13,939 = 1,392 # middle floor Weight unit # load length(It) height walls 2 10.5 x 53.0 x 0.0 = 0 Weight unit load area roof 14.0 x 0.0 = 0 floor 2.0 x 0.0 = 0 Weight unit # load length(It) height walls 5 10.5 x 53.0 x 0.0 = 0 V= CsW W= 0 # V= 0.100 x 0 = 0 # lower floor Weight unit # load length(If) height walls 5 10.5 x 53.0 x 0.0 = 0 V= CsW W= 0 # V= 0.100 x 0 = 0 # Job : Brom and Anne Wikstrom Underwood & Associates , Ilc --_ Site : 1211 10th Street Mike Underwood , AIA Anacortes , WA 98221 1005 4th Street 11 / 13/ 19 Anacortes , WA 98221 Seismic Forces LuCHazards by Location Search Information CAD Sr Coordinates: 48.514059 -122.616501 ; Elevation: ft • Timestamp: 2019-10-22T-7 16 3519,Z _ • Hazard Type: Seismic An dt:o r t e 5 > Reference Document: ASCE7-10 Risk Category: 1l G D gte Volunteer Ftirk Site Class: PACER Horizontal Response Spectrum Design Horizontal Response Spectrum Site) Salo) 1 0o 0 60 0.80 0.50 0.60 0.40 0.40 0.30 0.20 020 Qt0 0.00 0.00 0 5 10 IC Period ts) 0 5 10 is Period (z) Basic Parameters Name Value Description s; 1.082 1.10E9 Ore rd motion (pernod=0.2s) 0.429 MCER weird motion (perrod=1 ,0s) Sntg 0 074 Site-morflfied Spectral acceleration value Squt $.03 Srte-modified spectral acceleration value SOS 0.649 Numenc seismic design value at 02s SA �t 0.686 Numerc seismic design value at I Oa SA trAdditlonal Information Name Value Description SEC D Seismic dertlun category F,, Os Site amplatcatca factor at 0 2s F . 2.d Site amplification factor at 1.0s 0.973 Cnaliicientof risk (0.2s) Cr; r 0 5.42 Coefficient al risk (f 03) PGA 0 445 MCEe peak Oniund acceleration Fpcia 0.9 Site amplification factor at PGA PGiAnt 0 401 She modified peak ground 3.eeleralion 16 Long-Deric4 Vermilion penod i s) SsEIT 1 082 Probabtiisac risk-targeted ground motion (0.2s) SsUH 1 112 Factored uniform-hazard speanl acceleration 12. probability of rxceedant t in 50 years) SsD 1.579 Factored detetmtustrc acceleration value 10.2s) S 1 RT 0.429 Prtbabdesbc risk-targeted ground motion ( 1 Os) STLJH 0.455 Factored unirorm•harard spectral acceleration (2% probability of excel Luirm in 50 years! 5 t n 0 505 Factored rWterrnuEbc acceleration value (1 .Os) PG..d 0.599 Factored deterministic acceleration value (PGA) (rw :t.n is _nth:yeti eti tr+e;- DC) /101 r_4t'.CI :cif:4 liars }' . .. _. ) � •�•,l-!3�S L•. Ftl+ t4jr:r_•_s .^.l if, 1)3•>r,rsf:Lvi 1111C9 iLide dr.411r9 . L-j tcq_1 4013Pra.Ae PI—Li• Lrser..a•areitEdeiint•in ally {luiz"it Jhrd,+led VGi" '1"y ric: trrti` !n_ :c,ca1 AL•n•pnr• + • _ , • . . . . 'd ; TV..eeUC'O i. it eiasrt: I % Job: Brom and Anne Wikstrom Underwood&Associates, Ilc Site: 1211 10th Street Mike Underwood,AIA 11/13/19 Anacortes, WA 98221 1005 4th Street wr+ Anacortes,WA 98221 Seismic Distribution Summary roof upper floor middle floor lower floor N/S 4,629 1,234 0 0 E/W 4,786 1,392 0 0 Force Distribution greater force height Wihi I % roof level V1 4,786 x 18.60 = 89,028 93% upper floor V2 1,392 x 5.00 = 6,959 7% middle floor V3 0 x 0.00 = 0 0% lower floor V4 0 x 0.00 = 0 _ 0% 95,987 100% V= V1+V2+V3 = V4 V1 4,786 V2 1,392 V3 0 v4 0 6,178 # total max seismic force on building Distributed force: I V1 6,178 x 93% = 5,730 # V2 6,178 x 7% = 448 # V3 6,178 x 0% = 0 # V4 6,178 x 0% = 0 # Job: Brom and Anne Wikstrom Underwood &Associates, Ilc --- Site: 1211 10th Street Mike Underwood,AIA 11/13/19 Anacortes,WA 98221 1005 4th Street u;: Anacortes, WA 98221 Wind Distribution Summary I height roof 13.6 ft 73.1% 13,139 # N/S upperflr 5.0 ft 26.9% 12,717 # E/W lower flr 0.0 ft 0.0% lower floor 0.0 ft 0.0% 18.6 100.0% 0% is ground or lowest level N/S Force Distribution force % roof level 13,139 x 73% = 9,607 # upper floor 13,139 x 27% = 3,532 # middle floor 13,139 x 0% = 0 # lower floor 13,139 x 0% = 0 # 100% 13,139 E/W Force Distribution force roof level 12,717 x 73% = 9,299 # upper floor 12,717 x 27% = 3,419 # middle floor 12,717 x 0% = 0 # lower floor 12,717 x 0% = 0 # 100% 12,717 Governing Forces force from n/w e/w Seismic Wind Seismic Wind _ roof level 5,730 9,607 5,730 9,299 upper floor 6,178 13,139 6,178 12,717 middle floor 0 0 0 0 _ lower floor 0 0 0 0 Job: Brom and Anne Wikstrom Underwood & Associates, Ilc '— Site: 1211 10th Street Mike Underwood, AIA + Anacortes, WA 98221 1005 4th Street ea 11/13/19 Anacortes, WA 98221 Diaphragms roof level use = roof 53.0 ft N/S governing force 4-4,649 # force = 9,607 = max.wall line force length (11:1 47.00 ft Vn1S = 102 plf E/W governing force force = 9,299 A 1-4,649 # max.wall line force length Verve = 88 plf 4,803 4,803 control force (greater) = 102 plf north mark diaphragm - use : A roof -s+w 7/16" shtg - use 8d's at 6" edges -12" field [460 plf] Job: Brom and Anne Wikstrom Underwood &Associates, Ilc Site: 1211 10th Street Mike Underwood,AIA Anacortes, WA 98221 1005 4th Street 11/13/2019 Anacortes,WA 98221 upper floor forces total force total force "plan north E/V1l length N/S v= length ~ force= 9,299 # ttttt force= 9,607 # 111IP- 4— f— L= 47.0 ft L= 53.0 ft 4— V= 198 plf v= 181 plf 4-- width (ft) o o i N width (ft) 53 forceI co co rn rn 7) & 22n/s total 9607 6� 6) — coM y I 3 -� H 5.5 1088 u _ 5.5 1088 {s.. 5.7 1128 Ed I 5.7 1128 6.2 1227 6.2 1227 ii- 5.1 1009 1009 1 0 198 ~ 198 e/w totals 47.0 9299 I Job: Brom and Anne Wikstrom Underwood&Associates,Ilc _ _ Site: 1211 10th Street Mike Underwood,AIA ..Rrr ,, Anacortes,WA 98221 1005 4th Street 1 11/13/19 Anacortes,WA 98221 etZ upper level shear walls Shearwall= force= 363 # Gridline 1 length= 16.50 ft sw = 1 force V= V=length Zi:::i V= 22 #ft sw = SW = force=width of wall x V use se B 4- 363 # 1/2 or 5/8" GWB-use 6d coo "oc [50 Of] height Overturning= = Mot force x height 10.0 Mot = 3,625 #ft Resistance= Mr= weight x area x(12/2) Mr(wall) = 8.5 10.0 136.1 = 11,598 # Mr(roof) = 12.0 12.0 136.1 = 19,569 # length 16.50 Mr(tloor) = 8.4 0.0 136.1 = 0 # 31,167 # 7 (force—resistance) T- -1721 # shearwall length—Z ft end offset Simpson Hardware = hold down to foundation hold down to foundation a) aa> none none L -0 L o c o c L 0 L a' = none 0 none o 0 c 0 Shearwall= force= 1994 # Gridline = 2 length = 20.00 ft sw = 2 V— force V= 100 #ft SW = shearwall length Z i:::i SW = force=width of wall x V use B wall N �-- 688 # 7/16"shtg-use 8d's at 6"edges-12"field, blocked edges [155 Of] height 1 0 0 Overturning= Mot =force x height Mot = 6,879 #ft Resistance= Mr = weight x area x(12/2) Mr(wall) = 8.5 10.0 23.8 = 2,028 # 6.90 Mr(rool) = 12.0 10.0 23.8 = 2,852 # Mr(floor) = 8.4 0.0 23.8 = 0 # 4,880 # 7, (force—resistance) T= 312 # shearwall length—2 f t end offset Simpson Hardware = n. hold down to foundation to hold down to foundation a HDU2-SDS2.4 HDU2-SDS2.4 L L o c o c _. 0 6-SDS 1/4 x 2 1/2"screws, 5/8"bolt, 3"min _cm 6-SDS 1/4 x 2 1/2"screws, 5/8" bolt, 3"min o wood thickness, [3075#] 0 wood thickness, [3075#] Job: Brom and Anne Wikstrom Underwood&Associates,Ilc : Site: 1211 10th Street Mike Underwood,AIA . ;:,t Anacortes, WA 98221 1005 4th Street i 11/13/19 Anacortes,WA 98221 .-'XIa upper level shear walls Shearwall= force= • ' # Gridline= 2 length = _ i, ft sw= 3 force V_ shearwall lengthV= 100 #ft SW= �i.i SW = force=width of wall x V use B wall �— 1296 # 7/16"shtg-use 8d's at 611155 edges-12"field, blocked edges [ pf] heightN Overturning= Mot=force x height 1 Mot = 12,960 #ft Resistance= Mr=weight x area x(12/2) Mr(wall) = 8.5 1) 84.5 = 7,199 # Mr(root) = 12.0 1 0 J 84.5 = 10,123 # length 13 00 Mr(floor) = 8.4 0 C0 84.5 = 0 # 17,323 # 7 (force-resistance) T= -349 # shearwall length-Z ft end offset Simpson Hardware= 7, hold down to foundation hold down to foundation a i none none o c o c L N L cp -c none 5 none o 0 c w Shearwall= force= 2c2:- # Gridline= 3 length= '8 50 ft sw= 4 V— force V= 142 #ft sw = 4 she arwall length E ... -- SW = force=width of wall x V use B wall use B A-- 923 # 7/16"shtg-use 8d's at 6"edges-12"field, blocked edges [155 Of] height Overturning= Mot =force x height Mot = 9,234 #ft Resistance= Mr = weight x area x(12/2) Mr(wail) = 8.5 10.0 21.1 = 1,800 # b `= Mr(root) = 12.0 21.1 = 2,531 # Mr(floor) = 8.4 21.1 = 0 # 4,331 # 7, (force-resistance) T= 817 # shearwall length-Z ft end offset Simpson Hardware= hold down to foundation hold down to foundation a HDU2-SDS2.4 HDU2-SDS2.4 o c o c -C °' 6-SDS 1/4 x 2 1/2"screws, 5/8"bolt, 3"min _c 0 6-SDS 1/4 x 2 1/2"screws, 5/8" bolt, 3"min o wood thickness, [3075#] a wood thickness, [3075#] Job: Brom and Anne Wikstrom Underwood&Associates,IIc ', Site: 1211 10th Street Mike Underwood,AIA ,_'.F I Anacortes,WA 98221 1005 4th Street 11/13/19 Anacortes,WA 98221 '', `• j,' upper level shear walls Shearwall= force= 2810 # Gridline = 4 length = 17.75 ft sw = 5 b— force V= 158 #ft sw = 5 shearwall length E i...i SW = force=width of wall x V use C wall 1-- 1250 # 7/16"shtg-use 8d's at 4"edges-12"field, blocked edges [230P t] height Overturning= = Mot force x height 10.0 Mot = 12,504 #ft Resistance= Mr = weight x area x(12/2) L. Mr(wall) = 8.5 10.0 31.2 = 2,659 # Mr(roof) = 12.0 11.0 31.2 = 4,112 # length 7.90 Mr(floor) = 8.4 0.0 31.2 = 0 # 6,771 # T (force—resistance) T= 775 # shearwall length—Z ft end offset Simpson Hardware= 7, hold down to hold down in hold down to foundation cu 0 HDU2-SDS2.4 HDU2-SDS2.4 L L o c o c - °' 6-SDS 1/4 x 2 1/2"screws, 5/8" bolt, 3" min -c °' 6-SDS 1/4 x 2 1/2"screws, 5/8" bolt, 3"min I o wood thickness, [3075#] o U, wood thickness, [3075#] c I Shearwall= force= 1813 # Gridline = 5 length = 36.0 ft sw= 6 v= force V= 50 #ft SW = shearwall length E .. SW = force=width of wall x V use B wall 1813 # 7/16"shtg-use 8d's at 6"edges-12"field, blocked edges plf]\\N 1— height 1 \ Overturning= Mot =force x height Mot = 18,126 #ft Resistance= Mr = weight x area x(12/2) Mr(wall) = 8.5 10.0 648.0 = 55,210 # 36.00 Mr(root) = 12.0 10.0 648.0 = 77,630 # Mr(floor) = 8.4 0.0 648.0 = 0 # (force—resistance) 132,840 # T= 1 T= -3231 # shearwall length— ft end off set Simpson Hardware = hold down to hold down 175 hold down to hold down Co none none L -0 L O c O c L 0 L 0 o none c none c o Job: Brom and Anne Wikstrom Underwood&Associates,Ilc ' Site: 1211 10th Street Mike Underwood,AIA -,-,-F, • Anacortes, WA 98221 1005 4th Street 1 11/13/19 Anacortes,WA 98221 '`4°d upper level shear walls Shearwall= force= 1088 # Gridline= A length = ft sw= 7 force V_ shearwall length E i:::i V= 121 #ft SW= SW= force=width of wall x V use B wall F- 1088 # 7/16"shtg-use 8d's at 6"edges-12"field, blocked edges [155 plf] height Overturning= Mot=force x height 10 0 Mot = 10,881 #ft Resistance= Mr= weight x area x(12/2) Mr(wall) = 8.5 10.0 40.5 = 3,451 # ::\ Mr(root) = 12.0 5 ,0 40.5 = 2,426 # length 9 00 Mr(floor) = 8.4 0 40.5 = 0 # 5,877 # 7, (force—resistance) T= 589 # shearwall length—z ft end offset Simpson Hardware = m hold down to hold down r,, hold down to hold down O HDU2-SDS2.4 HDU2-SDS2.4 o c o c -. °' 6-SDS 1/4 x 2 1/2"screws, 5/8"bolt, 3"min � °' 6-SDS 1/4 x 2 1/2"screws, 5/8" bolt, 3"min o wood thickness, [3075#] o wood thickness, [3075#] c Shearwall= force= 2216 # Gridline= B length = 23.0 ft sw= 8 V— force V= 96 #ft SW= shearwall length E' SW= force=width of wall x V use B wall 4— 289 # [155 7/16"shtg use 8d's at 6 edges-12"field, blocked edges plf] height 1C 0 Overturning= Mot =force x height Mot = 2,890 #ft Resistance= Mr = weight x area x(12/2) Mr(wall) = 8.5 10.0 4.5 = 383 # 3 00 Mr(root) = 12.0 15 0 4.5 = 809 # Mr(floor) = 8.4 C 0 4.5 = 0 # 1,192 # 7, (force—resistance) T= 679 # shearwall length—-ft end offset Simpson Hardware = U hold down to foundation �, hold down to foundation ca HDU2-SDS2.4 HDU2-SDS2.4 L -0 L o c O c -0 06-SDS 1/4 x 2 1/2"screws, 5/8" bolt, 3" min .c o 6-SDS 1/4 x 2 1/2"screws, 5/8" bolt, 3"min o wood thickness, [3075#] o wood thickness, [3075#] 0 Job: Brom and Anne Wikstrom Underwood&Associates,Ilc Site: 1211 10th Street Mike Underwood,AIA <F.-I r 1 Anacortes,WA 98221 1005 4th Street ► 11/13/19 Anacortes,WA 98221 upper level shear walls Shearwall= force= 2216 # Gridline = B length = 23.0 ft sw = 9 force V= V=length E . V= 96 #ft sw = SW = force=width of wall x V use B wall o 1927 # 7/16"shtg-use 8d's at 6"edges-12"field, blocked edges [1 plf] height Overturning= Mot=force x height 10.0 Mot = 19,268 #ft Resistance= Mr =weight x area x(12/2) Mr(wall) = 8.5 10.0 200.0 = 17,040 # Mr(roof) = 12.0 5.0 200.0 11,980 # length 20.00 Mr(floor) = 8.4 0.0 200.0 = 0 # 29,020 # 7, (force—resistance) T= -500 # shearwall length—2 f t end offset Simpson Hardware= hold down to foundation hold down to foundation a) o none none o c o c L N L N t none = none o ' o c co Shearwall= force= 2354 # Gridline = C length = 8.5 ft sw= 10 V= force V= 277 #ft sw= 10 shearwall Length E SW = force=width of wall x V use D wall ° 1108 # 7/16"shtg use 8d's at 3"edges 12"field, blocked edges[310 plf] height 10.0 Overturning= Mot =force x height Mot = 11,079 #ft Resistance= Mr = weight x area x(12/2) Mr(wall) = 8.5 10.0 8.0 = 682 # 4.00 Mr(roof) = 12.0 0.0 8.0 = 0 # Mr(floor) = 8.4 0.0 8.0 = 0 # 682 # 7, (force—resistance) T= 2971 # shearwall length— ft end offset Simpson Hardware= hold down to foundation in hold down to foundation 17) • HDU2-SDS2.5 3 HDU2-SDS2.5 -0 L o C o C -C a) 6-SDS 1/4 x 2 1/2"screws, 3"min wood _c a) 6-SDS 1/4 x 2 1/2"screws, 3"min wood o thickness, SB5/8x24 bolt, 18"embed. [3075#] o thickness, SB5/8x24 bolt, 18"embed. [3075#] Job: Brom and Anne Wikstrom Underwood&Associates,Ilc Site: 1211 10th Street Mike Underwood,AIA �m-r`; Anacortes, WA 98221 1005 4th Street V 11/13/19 Anacortes,WA 98221 «1:1 upper level shear walls Shearwall= force= 2236 # Gridline= D length = 5 0 ft sw= 11 V— force V= 447 #ft sw= 11 shearwall length E i...i SW= force=width of wall x V use F wall • 4-- 1118 # 7/16"shtg-BOTH SIDES-use 8d's at 4"edges-12"field, blocked edges, 3x studs at edges [460 plf] height Overturning= Mot=force x height 100 Mot = 11,178 #ft Resistance= Mr=weight x area x(12/2) �` Mr(wall) = 8.5 10.0 3.1 = 266 # , 1. Mr(roo� = 12.0 0 0 3.1 = 0 # length 250 Mr(floor) = 8.4 0.0 3.1 = 0 # 266 # 7, (force—resistance) T= 5456 # shearwall length—Z ft end offset Simpson Hardware= ,, 'hold down to foundation in hold down to foundation a HDU5-SDS2.5 HDU5-SDS2.5 -0 L 0 = 0 = � °' 14-SDS 1/4 x 2 1/2"screws, 3"min wood _c °' 14-SDS 1/4 x 2 1/2"screws, 3"min wood o thickness,SB5/8x24 bolt, 18"embed. [5645#] o thickness, SB5/8x24 bolt, 18"embed. [5645#] Shearwall= force= # Gridline = E length = '' ft sw = 12 V— force V= 92 #ft sw = 12 shearwall length ZED SW = force=width of wall x V use B wall �' 504 # 7/16"shtg-use 8d's at 6"edges-12"field, blocked edges [155 plt] height Overturning= Mot =force x height Mot = 5,045 #ft Resistance= Mr = weight x area x(12/2) Mr(wall) = 8.5 10.0 15.1 = 1,289 # 0-50 Mr(roof) = 12.0 10 0 15.1 = 1,812 # Mr(noor) = 8.4 C Cr 15.1 = 0 # 3,101 # 7, (force—resistance) T= 389 # shearwall length—Z ft end offset Simpson Hardware = hold down to foundation in. hold down to foundation ea HDU2-SDS2.4 HDU2-SDS2.4 L '0 o c O c L -0 .c a 6-SDS 1/4 x 2 1/2"screws, 5/8"bolt,3"min _c a6-SDS 1/4 x 2 1/2"screws, 5/8" bolt,3"min o wood thickness, [3075#] o wood thickness, [3075#] Job: Brom and Anne Wikstrom Underwood&Associates,Ilc _; Site: 1211 10th Street Mike Underwood,AIA •A, t Anacortes,WA 98221 1005 4th Street a 11/13/19 Anacortes,WA 98221 ZIV upper level shear walls Shearwall= force= 1207 # Gridline = F length = 8.0 ft sw = 13 force V= V= 151 #ft sw = shearwall length E ... SW = force=width of wall x V use B wall ' \k-,...z:: 4- 1207 # 7/16"shtg -use 8d's at 6"edges-12"field, blocked edges [155 plf] height Overturning= Mot =force x height 10.0 Mot = 12,068 #ft Resistance= Mr=weight x area x(12/2) Mr(wall) = 8.5 10.0 32.0 = 2,726 # Mr(roof) = 12.0 5.0 32.0 1,917 # length 8.00 Mr(floor) = 8.4 0.0 32.0 = 0 # 4,643 # 7, (force-resistance) T= 990 # shearwall length-z ft end offset Simpson Hardware = 175 hold down to hold down hold down to foundation o HDU2-SDS2.4 HDU2-SDS2.4 ' -c � a o c o c °' 6-SDS 1/4 x 2 1/2"screws, 5/8" bolt, 3" min -c ' 6-SDS 1/4 x 2 1/2"screws, 5/8" bolt, 3"min o wood thickness, [3075#] o wood thickness, [3075#] c I i I S 1 • • JI f I I • i • 1 • I . I II i I 1 I Job: Brom and Anne Wikstrom Underwood &Associates, Ilc _� ' Site: 1211 10th Street Mike Underwood,AIA r • r, Anacortes, WA 98221 1005 4th Street Z s, WA 98221 ,I ; l:A, 11/13/2019 shearwall plan plan north `p 4 ST I . G —1: II - I , — JJ�� i ci - - --'41—/I-- ---1-1f.il- / � l - - - - - - - -_ — S A wall 1/2 or 5/8"GWB-use 6d coolers at 7"oc [50 plf] B wall 7/16"shtg-use 8d's at 6"edges-12"field, blocked edges [155 plf] N G wall 7/16"shtg-use 8d's at 4"edges-12"field, blocked edges [230 plf] D wail 7/16"shtg-use 8d's at 3"edges- 12"field, blocked edges [310 plf] U E wall 7/16"shtg-use 8d's at 2"edges- 12"field, blocked edges, 3x studs at edges [3 (n 7/16"shtg -BOTH SIDES-use 8d's at 4"edges-12"field, blocked edges, 3x F wall studs at edges [460 plf] 7/16"shtg-BOTH SIDES-use 8d's at 3"edges-12"field, blocked edges, 3x G wall studs at edges [620 plf] co N 7/16"shtg-BOTH SIDES-use 8d's at 2"edges-12"field, blocked edges, 3x H wall studs at edges [790 plf] 19/32"shtg-BOTH SIDES- use 8d's at 2"edges-12"field, blocked edges, 3x J wall studs at edges [950 plf] • • • 1 . 0 • I Prescriptive Braced Wall Schedule Job: Wikstrom 1 Lower 11/13/2019 location: 1211 10th Street story: top of 1 number of stories: 1 Wind Calculations numbered lines lettered lines Exposure category B 1.00 1.00 Roof Eave/ridge height(ft) 7.5 0.80 0.80 adjustment 0 - roof only Wall height 11 _ 1.05 1.05 - Braced Wall lines 2 1.00 1.00 2 Wind Factor Total 0.84 0.84 Braced Wall required Bracing Braced Bracing Line Required Wind Factor Gypsum factor panels with bracing length Status Wall line Method Spacing (ft) Bracing(ft) Total hold downs length (ft) provided 602.10.4 602.10.3(1) from above 602.10.3(2) ft. 4 cs-wsp 20.0 3.0 0.84 1 no 2.5 21.0 OK 5 cs-wsp 20.0 3.0 0.84 1 no 2.5 34.0 OK none 0.0 0.0 0.84 1 no 0.0 na OK none 0.0 0.0 0.84 1 no 0.0 na OK none 0.0 0.0 0.84 1 no 0.0 na OK 0 cs-wsp 24.0 3.6 0.84 1 no 3.0 5.5 OK A cs-wsp 24.0 3.6 0.84 1 no 3.0 20.0 OK none 0.0 0.0 0.84 1 no 0.0 na OK none 0.0 0.0 0.84 _ 1 no 0.0 na OK none 0.0 0.0 0.84 1 no 0.0 na OK Seismic Calculations adjustments Story Height(ft) 11 1.20 Wall Dead Load >8 to<15 psf 1.00 Roof Ceiling Dead Load 1 2 or 3 story roof<15psf 1.00 Stone/Masonry no 1.00 Cripple Wall no 1.00 no modification Seismic Factor Total 1.20 Braced wall required Bracing Braced Bracing Wall Line Required Braced Wall Seismic Wall line Method Length (ft) Bracing (ft) Line Spacing(ft) line spacing factor total bracing length Status factor length (ft) provided 602.10.4 602.10.3(3) 602.10.3(4) from above 4 cs-wsp 58.0 10.0 20.0 1 1.2 12.0 21.0 OK 5 cs-wsp 58.0 10.0 20.0 1 1.2 12.0 34.0 OK none 0.0 0.0 0.0 1 1.2 0.0 na OK none 0.0 0.0 0.0 1 1.2 0.0 na OK none 0.0 0.0 0.0 1 1.2 0.0 na OK 0 cs-wsp 20.0 3.4 24.0 1 1.2 4.1 5.5 OK A cs-wsp 20.0 3.4 24.0 1 1.2 4.1 22.1 OK none 0.0 0.0 0.0 1 1.2 0.0 na OK none 0.0 0.0 0.0 1 1.2 0.0 na OK none 0.0 0.0 0.0 1 1.2 0.0 na OK f S r. a 1 e i I V .l s I S i 1 I I i • I I I 1 i i Y 1 i I I I J I �j • I 1 I