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3527 183rd Pl Ne Unit A_BLD6375_2025
Structural Calculations GOLDSTREAM CARPORTS 18405 35TH AVE NE ARLINGTON, WA 98223 prepared for: CARPORTS OF WASHINGTON P.O. BOX 2389 BUCKLEY, WA 98321 prepared by: 4815 Center Street Tacoma, WA 98409 November 26, 2024 S&H Job Number 20,763 GOLDSTREAM CARPORTS 18405 35TH AVE NE ARLINGTON, WA 98223 CALCULATIONS PREPARED FOR CARPORTS OF WASHINGTON P.O. BOX 2389 BUCKLEY, WA 98321 11/26/24 PREPARED BY 4815 Center Street Tacoma, WA 98409 November 26, 2024 S & H Job Number: 20,763 Designed: BDH Date: 11/26/24 Project Number: 20,763 Checked: CJT Date: Tacoma, WA â‹… (253) 474-9449 Project: GOLDSTREAM CARPORTS, ARLINGTON, WA Page: 1 of 31 CALCULATION INDEX BASIS 2 DESIGN LOADS 3 CARPORT SPECIFICATIONS 4 LATERAL ANALYSIS 5 - 9 TYPICAL MEMBER CHECKS 10 - 20 DECKING DECKING-PURLIN CONNECTIONS PURLINS PURLIN-BEAM CONNNECTIONS BEAMS POSTS FOOTING ALTERNATE FOOTING APPENDICES 21+ ENERCALC REPORTS SITE CONDITIONS Designed: BDH Date: 11/26/24 Project Number: 20,763 Checked: CJT Date: Tacoma, WA â‹… (253) 474-9449 Project: GOLDSTREAM CARPORTS, ARLINGTON, WA Page: 2 of 31 BASIS FOR DESIGN BUILDING CODE: 2021 edition of the International Building Code with State of Washington amendments shall be used and supplemented with ASCE 7-16. RISK CATEGORY: II. GRAVITY LOADS: Roof snow load: S≔25 psf. Roof dead load: self-weight. LATERAL LOAD CRITERIA: Wind speed: V≔98 mph. Exposure: C. Seismic site class: C. Seismic design category: D. FOUNDATIONS: Allowable soil bearing pressure: σmax≔1500 psf. Soil report supplied by Sondergaard Geoscience, PLLC; Concrete footings shall bear on firm, undisturbed soil 18" minimum below lowest adjacent grade. STRUCTURAL STEEL: Designed: BDH Date: 11/26/24 Project Number: 20,763 Checked: CJT Date: Tacoma, WA â‹… (253) 474-9449 Project: GOLDSTREAM CARPORTS, ARLINGTON, WA Page: 3 of 31 DESIGN LOADS SNOW LOAD: S=25 psf design roof snow load DEAD LOAD: Wroofing≔0.91 psf Wflashing≔0.12 psf Wdeck≔Wroofing+Wflashing=1.03 psf Wdeck=1.03 psf NS Designed: BDH Date: 11/26/24 Project Number: 20,763 Checked: CJT Date: Tacoma, WA â‹… (253) 474-9449 Project: GOLDSTREAM CARPORTS, ARLINGTON, WA Page: 4 of 31 CARPORT SPECIFICATIONS DESIGN IS BASED ON A TYPICAL 4-STALL CARPORT WITH 9'-0" X 18'-0" STALLS. DESIGN IS ALSO VALID FOR OTHER CONFIGURATIONS. CARPORT DIMENSIONS A≔36 ft carport roof length B≔18 ft carport roof width h≔8 ft average height of carport roof, structural height Designed: BDH Date: 11/26/24 Project Number: 20,763 Checked: CJT Date: Tacoma, WA â‹… (253) 474Â9449 Project: GOLDSTREAM CARPORTS, ARLINGTON, WA Page: 5 of 31 LATERAL ANALYSIS HORIZONTAL SEISMIC FORCES SHALL BE DETERMINED SEISMIC DESIGN CRITERIA IN ASCE 7Â16 SECTION 12.8 WITH THE ELF PROCEDURE. R≔1.25 response modi ication coef icient (ASCE TAB. 12.2Â1) Ie≔1.00 seismic importance factor (ASCE TAB. 1.5Â2) Ct≔0.02 building period coef icient (ASCE TAB. 12.8Â2) x≔0.75 building period coef icient (ASCE TAB. 12.8Â2) x ⎛ s ⎞ Ta≔Ct h ⎜――⎟=0.095 s approximate fundamental period (ASCE SEC. 12.8.2.1) âŽftx ⎠T≔Ta structural fundamental period (ASCE SEC. 12.8.2) D Seismic Design Category (ASCE SEC. 11.6) SDS≔0.762 design spectral response acceleration parameter at short periods (ASCE EQ. 11.4Â3) *SD1≔0.570 design spectral response acceleration parameter (ASCE SEC. 11.4Â4) SDS Cs1≔――=0.61 seismic response coef icient (ASCE SEC. 12.8Â2) ⎛R⎞ ⎜―⎟ âŽIe⎠SD1 Cs2≔―――((s))=4.793 seismic response coef icient (ASCE SEC. 12.8Â2) ⎛R⎞ T ⎜―⎟ âŽIe⎠Cs≔max⎛âŽmin⎛âŽCs1,Cs2⎞⎠,0.044 SDS Ie,0.01⎞⎠=0.61 (ASCE SEC. 12.8.1.1) STRUCTURE SEISMIC WEIGHT: Wdeck=1.03 psf Wbeam≔10 plf Wpurlin≔6.43 plf Wpost≔11.97 plf ⎛ ⎛1 ⎞⎞ WE≔Wdeck A B+2 Wpurlin A+2 Wbeam ((10 ft))+2 ⎜Wpost ⎜―h⎟⎟=1426.16 lbf ⎠âŽ2 ⎠⎠HORIZONTAL SEISMIC FORCE: Ï≔1.3 redundancy factor (ASCE SEC. 12.3.4.2) Ehâ‰”Ï Cs WE=1130.2 lbf seismic base shear (ASCE SEC. 12.4.2.1) *per exception in ASCE 7Â16 Section 11.4.8.1  Site Class D: S1= 0.38 FV= 1.9 SM1= 1.5(S1)(FV) = 0.855 (with Exception) SD1= 2/3(SM1) = 0.570 Designed: BDH Date: 11/26/24 Project Number: 20,763 Checked: CJT Date: Tacoma, WA â‹… (253) 474-9449 Project: GOLDSTREAM CARPORTS, ARLINGTON, WA Page: 6 of 31 WIND DESIGN CRITERIA VELOCITY PRESSURE SHALL BE DETERMINED IN ASCE 7-16 CHAPTER 26. V=98 mph basic wind speed (ASCE SEC. 26.5) C exposure category (ASCE SEC. 26.7.3) Kz≔0.85 velocity pressure expose coefficient (ASCE TAB. 26.10-1) Kzt≔1.0 topographic factor (ASCE SEC. 26.8.2) Kd≔0.85 wind directionality factor (ASCE TAB. 26.6-1) zg≔150 ground elevation in feet (ASCE Hazards) -0.0000362â‹…zg 0.995 ground elevation factor Ke≔e = (ASCE TAB. 26.9-1) 2 ⎛ psf ⎞ qz≔0.00256 Kz Kzt Kd Ke V ⎜――⎟=17.667 psf velocity pressure (ASCE EQ. 26.10-1) âŽmph2 ⎠qh≔qz (ASCE SEC. 26.10.2) Designed: BDH Date: 11/26/24 Project Number: 20,763 Checked: CJT Date: Tacoma, WA â‹… (253) 474-9449 Project: GOLDSTREAM CARPORTS, ARLINGTON, WA Page: 7 of 31 WIND DESIGN CRITERIA FOR MAIN WINDFORCE-RESISTING SYSTEM VERTICAL FORCES APPLIED TO MWFRS WILL BE DETERMINED USING THE DIRECTION PROCEDURE, AS OUTLINED IN CHAPTER 27 OF ASCE 7-16. ASCE 7-16 TABLE 27.3-4 ⎛0.25⎞ θ≔atan⎜――⎟=1.2 ° roof slope, use 0 deg. load coefficients ⎠12 ⎠G≔0.85 gust effect factor (ASCE SEC. 26.11.1) CASE A: CNWA≔1.2 CASE B: CNWB≔-1.1 CNLA≔0.3 CNLB≔-0.1 PNWA≔qh G CNWA=18 psf net design pressure for MWFRS (ASCE SEC. 27.3-2) PNLA≔qh G CNLA=4.5 psf net design pressure for MWFRS (ASCE SEC. 27.3-2) PNWB≔qh G CNWB=-16.5 psf net design pressure for MWFRS (ASCE SEC. 27.3-2) PNLB≔qh G CNLB=-1.5 psf net design pressure for MWFRS (ASCE SEC. 27.3-2) Designed: BDH Date: 11/26/24 Project Number: 20,763 Checked: CJT Date: Tacoma, WA â‹… (253) 474-9449 Project: GOLDSTREAM CARPORTS, ARLINGTON, WA Page: 8 of 31 HORIZONTAL FORCES APPLIED TO MWFRS WILL BE DETERMINED USING THE DIRECTIONAL PROCEDURE, AS OUTLINED IN CHAPTER 29 OF ASCE 7-16 ASCE 7-16 Table 29.4-2 D≔1 ft approximate depth of purlin and roof decking D B+h ((6 in)) ε≔―――――=0.153 ratio of solid area to gross area h B Cf≔1.8 force coefficient (ASCE TAB. 29.4-2) Pf≔max⎛âŽqh G Cf,16 psf⎞⎠=27.03 psf Designed: BDH Date: 11/26/24 Project Number: 20,763 Checked: CJT Date: Tacoma, WA â‹… (253) 474-9449 Project: GOLDSTREAM CARPORTS, ARLINGTON, WA Page: 9 of 31 WIND DESIGN CRITERIA FOR COMPONENTS AND CLADDING VERTICAL FORCES APPLIED TO C&C WILL BE DETERMINED USING THE DIRECTIONAL PROCEDURE, AS OUTLINED IN CHAPTER 30 OF ASCE 7-16 ASCE 7-16 TABLE 30.7-1 a≔max((min((0.1 B,0.4 h)),0.04 B,3 ft))=3 ft a2 =9 ft2 4 a2 =36 ft2 EFFECTIVE WIND AREA MUST BE DETERMINED PER COMPONENT TO OBTAIN THE APPROPRIATE NET PRESSURE COEFFICIENT FOR C&C Designed: BDH Date: 11/26/24 Project Number: 20,763 Checked: CJT Date: Tacoma, WA â‹… (253) 474-9449 Project: GOLDSTREAM CARPORTS, ARLINGTON, WA Page: 10 of 31 TYPICAL MEMBER CHECKS DECKING DECKING SPECIFICATIONS: in4 I≔0.0619 ―― ft in3 Sneg≔0.0833 ―― ft in3 Spos≔0.0847 ―― ft 60 ksi Fallow≔―――=35.9 ksi 1.67 lmain≔10 ft length of main span lcant≔4 ft length of cantilevers b≔32 in width of one sheet of decking LOADING: D≔Wdeck=1.03 psf weight of decking S=25 psf snow load Designed: BDH Date: 11/26/24 Project Number: 20,763 Checked: CJT Date: Tacoma, WA â‹… (253) 474-9449 Project: GOLDSTREAM CARPORTS, ARLINGTON, WA Page: 11 of 31 LOADING FOR MAX BEARING: D + S w≔D+S=26.03 psf 1 2 lbfâ‹…ft Mneg≔―w lcant =208.24 ――― 2 ft 1 2 lbfâ‹…ft Mpos≔―w lmain -Mneg=117.135 ――― 8 ft Mneg fneg fneg≔――=29.999 ksi ――=83.5% Sneg Fallow Mpos fpos fpos≔――=16.595 ksi ――=46% Spos Fallow LOADING FOR MAX UPLIFT: 0.6D + 0.6W A ≔B b=48 ft2 T CN≔-1.1 (ASCE TAB. 30.7-1) W≔min⎛âŽqh G CN,-16 psf⎞⎠=-16.519 psf w≔0.6 D+0.6 W=-9.293 psf 1 2 lbfâ‹…ft Mpos≔-―w lcant =74.347 ――― 2 ft 1 2 lbfâ‹…ft Mneg≔-―w lmain -Mpos=41.82 ――― 8 ft Mpos fpos fpos≔――=10.533 ksi ――=29% Spos Fallow Mneg fneg fneg≔――=6.025 ksi ――=17% Sneg Fallow V-LINE 32, 26 GA. DECKING OK Designed: BDH Date: 11/26/24 Project Number: 20,763 Checked: CJT Date: Tacoma, WA â‹… (253) 474-9449 Project: GOLDSTREAM CARPORTS, ARLINGTON, WA Page: 12 of 31 DECKING-PURLING CONNECTION WIND LOADING (C&C ZONE 3) 1 ⎛1 ⎞ 2 AT≔―b ⎜―lmain+lcant⎟=6 ft tributary area of (1) screw 4 âŽ2 ⎠CN≔-3.3 (ASCE TAB. 30.7-1) W≔min⎛âŽqh G CN,-16 psf⎞⎠=-49.6 psf LOADING FOR MAX UPLIFT: 0.6D + 0.6W R≔((0.6 D+0.6 W)) AT=-174.7 lbf uplift reaction for (1) screw ALLOWABLE PULLOVER t1≔0.0179 in t2≔0.415 in Fu≔82 ksi 1.5 Ppullover≔――t1 t2 Fu=304.6 lbf allowable pullover load 3 -R ―――=57% Ppullover ALLOWABLE PULLOUT Ppullout≔289 lbf allowable pullout load (ESR-1979 TAB. 2) -R ―――=60% Ppullout #12-14 TEK SCREWS @ 9" O.C. OK Designed: BDH Date: 11/26/24 Project Number: 20,763 Checked: CJT Date: Tacoma, WA â‹… (253) 474-9449 Project: GOLDSTREAM CARPORTS, ARLINGTON, WA Page: 13 of 31 TYPICAL PURLINS PURLIN SPECIFICATIONS: 1 lmain≔―A=18 ft length of main span 2 1 lcant≔―A=9 ft length of cantilevers 4 1 b≔―B=9 ft tributary width of (1) purlin 2 D≔D b+Wpurlin=15.7 plf LOADING FOR MAX BEARING: D + S w≔D+S b=240.7 plf ⎛1 ⎞ R1≔w ⎜―lmain+lcant⎟=4.333 kip âŽ2 ⎠⎛1 2 1 2⎞ Mx1≔max⎜―w lcant ,―w lmain ⎟=116.98 kipâ‹…in âŽ2 8 ⎠V ≔max⎛―w――⎛ 2 l 2⎞, w ⎛ 2 l 2⎞, ⎞=2.708 kip y1 ⎜ âŽlmain + cant ⎠―――âŽlmain - cant ⎠w lcant⎟ âŽ2 lmain 2 lmain ⎠LOADING FOR MAX BEARING: 0.6D + 0.6W A ≔A b=324 ft2 tributary of (1) purlin T CN≔-1.1 (ASCE TAB. 30.7-1) W≔min⎛âŽqh G CN,-16 psf⎞⎠=-16.519 psf w≔0.6 D+0.6 W b=-79.783 plf ⎛1 ⎞ R2≔w ⎜―lmain+lcant⎟=-1.436 kip âŽ2 ⎠⎛1 2 1 2⎞ Mx2≔max⎜―w lcant ,―w lmain ⎟=-38.77 kipâ‹…in âŽ2 8 ⎠V ≔max⎛―w――⎛ 2 l 2⎞, w ⎛ 2 l 2⎞, ⎞=-0.539 kip y2 ⎜ âŽlmain + cant ⎠―――âŽlmain - cant ⎠w lcant⎟ âŽ2 lmain 2 lmain ⎠MAXIMUM VALUES: R≔max⎛âŽR1,abs⎛âŽR2⎞⎠⎞⎠=4.333 kip Mx≔max⎛âŽMx1,abs⎛âŽMx2⎞⎠⎞⎠=116.98 kipâ‹…in Vy≔max⎛âŽVy1,abs⎛âŽVy2⎞⎠⎞⎠=2.708 kip Designed: BDH Date: 11/26/24 Project Number: 20,763 Checked: CJT Date: Tacoma, WA â‹… (253) 474-9449 Project: GOLDSTREAM CARPORTS, ARLINGTON, WA Page: 14 of 31 Deflection Check: lmain Δa≔――=1.2 in allowable deflection (IBC TAB. 1604.3) 180 w≔S b=225 plf I ≔25.702 in4 (AEP SPAN) xe E≔29000 ksi 5 w l 4 Δ Δ≔――main――=0.713 in ―=59% 384 E Ixe Δa PER ATTACHED, (2) CS 10"x3 1/2", 12 GA. PURLINS OK (CFS 14) Fully Braced Strength - AISI S100-16/S3-22, US, ASD ¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯ Material Type: A653 SS Grade 55, Fy=55 ksi Axial Positive Bending Positive Bending Pao 33.175 k Maxo 161.08 k-in Mayo 37.82 k-in Ae 1.0857 in² Ixe 25.702 inâ´ Iye 2.892 inâ´ Ta 60.544 k Sxe(t) 4.8911 in³ Sye(l) 2.9439 in³ Sxe(b) 5.4165 in³ Sye(r) 1.1485 in³ Shear Vay 10.169 k Negative Bending Negative Bending Vax 12.024 k Maxo 161.08 k-in Mayo 35.41 k-in Ixe 25.702 inâ´ Iye 2.397 inâ´ Torsion Sxe(t) 5.4165 in³ Sye(l) 1.8857 in³ Ba 136.18 k-in² Sxe(b) 4.8911 in³ Sye(r) 1.0753 in³ Member Check - AISI S100-16/S3-22, US, ASD ¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯ Material Type: A653 SS Grade 55, Fy=55 ksi Design Parameters: Lx 18.000 ft Ly 0.000 ft Lt 18.000 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: Top kφ 0 k Red. Factor, R: 0.4 Lm 20.000 ft Loads: P Mx Vy My Vx (k) (k-in) (k) (k-in) (k) Entered 0.000 116.98 2.708 0.00 0.000 Applied 0.000 116.98 2.708 0.00 0.000 Strength 15.276 147.32 10.169 22.94 12.024 Interaction Equations Eq. H1.2-1 (P, Mx, My) 0.000 + 0.794 + 0.000 = 0.794 <= 1.0 Eq. H2-1 (Mx, Vy) Sqrt(0.527 + 0.071)= 0.773 <= 1.0 Eq. H2-1 (My, Vx) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 Designed: BDH Date: 11/26/24 Project Number: 20,763 Checked: CJT Date: Tacoma, WA â‹… (253) 474-9449 Project: GOLDSTREAM CARPORTS, ARLINGTON, WA Page: 15 of 31 PURLIN-BEAM CONNECTION R1=4332.6 lbf ASD-level bearing force -R2=1436.085 lbf ASD-level uplift force SHEAR DUE TO LATERAL FORCES (SEISMIC AND C&C) ARE OMITTED AS VERTICAL FORCES WILL GOVERN. SHEAR IN PURLIN: Ωv1≔2.00 shear safety factor Fu≔60 ksi ultimate stress for ASTM A307 Gr. A (AISC TAB. 2-6) t≔0.1017 in design thickness of purlin e≔4.5 in distance between bolt holes Pnv1≔4 t e Fu=109.84 kip SHEAR IN BOLTS: Ωv2≔2.00 shear safety factor Fnv≔27 ksi nominal shear strength for ASTM A307 bolts (AISC TAB. J3.2) d≔0.5 in bolt diameter Ï€ 2 2 Ab≔―d =0.196 in 4 Pnv2≔4 Ab Fnv=21.206 kip BEARING CAPACITY OF BOLTS: Ωb≔2.50 shear safety factor (AISI SEC. J3.3.1) d ―=4.916 t C≔3.0 bearing factor (AISI TAB. J3.3.1-1) mf≔0.75 modification factor for bearing connection type (AISI TAB. J3.3.1-2) Pnb≔4 C mf d t Fu=27.459 kip (AISI EQ. J3.3.1-1) ⎛Pnv1 Pnv2 Pnb⎞ Pa≔min⎜――,――,――⎟=10.603 kip allowable shear for (4) 0.5-in bolts ⎠Ωv1 Ωv2 Ωb ⎠max⎛âŽR1,-R2⎞⎠―――――=41% Pa (4) 1/2" A307 GR. A BOLTS OK Designed: BDH Date: 11/26/24 Project Number: 20,763 Checked: CJT Date: Tacoma, WA â‹… (253) 474-9449 Project: GOLDSTREAM CARPORTS, ARLINGTON, WA Page: 16 of 31 TYPICAL BEAM BEAM SPECIFICATIONS: L≔10 ft length of beam NOMINAL LOADS: FOR USE IN ENERCALC (SEE APPENDIX) ⎛1 ⎞ PD≔⎜―lmain+lcant⎟ D=0.283 kip dead load at each end of beam âŽ2 ⎠⎛1 ⎞ PS≔⎜―A B⎟ S=4.05 kip snow load at each end of beam âŽ4 ⎠⎛1 ⎞ PW1≔PNWB ⎜―A B⎟=-2.676 kip MWFRS force at one end of beam âŽ4 ⎠⎛1 ⎞ PW2≔PNLB ⎜―A B⎟=-0.243 kip MWFRS force at other end of beam âŽ4 ⎠W8x10 BEAMS OK (ENERCALC) Designed: BDH Date: 11/26/24 Project Number: 20,763 Checked: CJT Date: Tacoma, WA â‹… (253) 474-9449 Project: GOLDSTREAM CARPORTS, ARLINGTON, WA Page: 17 of 31 TYPICAL POST NOMINAL LOADS: FOR USE IN ENERCALC (SEE APPENDIX) PD≔2 PD+L Wbeam=0.665 kip axial dead load PS≔2 PS=8.1 kip axial snow load 1 VW≔―((1 ft)) A Pf=0.487 kip wind load about weak axis of post 2 1 VE≔―Eh=0.565 kip seismic load about weak axis of post 2 HSS6x4x3/16 OK (ENERCALC) Designed: BDH Date: 11/26/24 Project Number: 20,763 Checked: CJT Date: Tacoma, WA â‹… (253) 474Â9449 Project: GOLDSTREAM CARPORTS, ARLINGTON, WA Page: 18 of 31 TYPICAL FOOTING NOMINAL LOADS: FOR USE IN ENERCALC (SEE APPENDIX) PD≔PD+h Wpost=0.761 kip axial dead load PS=8.1 kip axial snow load VW=0.487 kip lateral wind load VE=0.565 kip lateral seismic load POLE FOOTING SPECIFICATIONS γconc≔150 pcf concrete unit weight ‾4‾⎛âŽâ€¾P‾D‾+‾‾PS‾⎞⎠‾ Dmin≔ ――――=32.9 in minimum diameter π⋅σmax DIAMETER≔36 in (PER ENERCALC) DEPTH≔4.0 ft (PER ENERCALC) Designed: BDH Date: 11/26/24 Project Number: 20,763 Checked: CJT Date: Tacoma, WA â‹… (253) 474Â9449 Project: GOLDSTREAM CARPORTS, ARLINGTON, WA Page: 19 of 31 UPLIFT CHECK WITH SOIL CONE THEORY ϕ≔30 ° γ≔110 pcf soil unit weight Ï€ 2 3 VFTG≔―DEPTH DIAMETER =28.274 ft 4 1 r≔DEPTH tan((Ï•))+―DIAMETER=3.809 ft 2 r hcone≔―――=6.598 ft tan((Ï•)) ⎛π 2 ⎞ 3 Vsoil≔⎜―r hcone⎟-VFTG=71.993 ft âŽ3 ⎠WFTG&cone≔γconc VFTG+γ Vsoil=12.16 kip 1 PDreq'd≔―A B ⎛âŽ-PNWB-PNLB⎞⎠=2.92 kip PDreq'd 4 ―――=24% WFTG&cone 3ÂFT DIAMETER x 4.0ÂFT DEEP FOOTING OK (ENERCALC) Designed: BDH Date: 11/26/24 Project Number: 20,763 Checked: CJT Date: Tacoma, WA â‹… (253) 474-9449 Project: GOLDSTREAM CARPORTS, ARLINGTON, WA Page: 20 of 31 TYPICAL ALTERNATE FOOTING NOMINAL LOADS: FOR USE IN ENERCALC (SEE APPENDIX) PD=0.761 kip axial dead load PS=8.1 kip axial snow load PW≔-PDreq'd=-2.919 kip axial wind load VW=0.487 kip MW≔VW h=3.892 kipâ‹…ft wind lateral load & moment VE=0.565 kip ME≔VE h=4.521 kipâ‹…ft seismic lateral load & moment 4-FT SQUARE x 2-FT DEEP FOOTING w/ (ENERCALC) (6) #4 BARS E.W. TOP & BOTTOM OK Tacoma, WA â‹… (253) 474-9449 APPENDIX Designed: BDH Date: 11/26/24 Project Number: 20,763 Checked: CJT Date: Tacoma, WA â‹… (253) 474-9449 Project: GOLDSTREAM CARPORTS, ARLINGTON, WA Page: 21 of 31 Steel Beam Project File: 20763 ENERCALC.ec6 LIC# : KW-06014086, Build:20.24.10.30 SITTS & HILL ENGINEERING, INC. (c) ENERCALC, LLC 1982-2024 DESCRIPTION: TYPICAL BEAM CODE REFERENCES Calculations per AISC 360-16, IBC 2021 Load Combination Set : ASCE 7-16 Material Properties Analysis Method :Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Completely Unbraced E: Modulus : 29,000.0 ksi Bending Axis : Major Axis Bending D(0.2830) S(4.050) W(-2.676) D(0.2830) S(4.050) W(-0.2430) W8x10 W8x10 W8x10 1 2 3 4 Span = 4.125 ft Span = 1.750 ft Span = 4.125 ft . Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load(s) for Span Number 1 Point Load : D = 0.2830, S = 4.050, W = -2.676 k @ 0.0 ft Load(s) for Span Number 3 Point Load : D = 0.2830, S = 4.050, W = -0.2430 k @ 4.125 ft DESIGN SUMMARY Design OK . Maximum Bending Stress Ratio = 0.881: 1 Maximum Shear Stress Ratio = 0.163 : 1 Section used for this span W8x10 Section used for this span W8x10 Ma : Applied 17.959 k-ft Va : Applied 4.374 k Mn / Omega : Allowable 20.377 k-ft Vn/Omega : Allowable 26.826 k Load Combination +D+S Load Combination +D+S Location of maximum on span 1.750 ft Span # where maximum occurs Span # 3 Span # where maximum occurs Span # 2 Maximum Deflection Max Downward Transient Deflection 0.301 in Ratio = 329 >=180. Span: 3 : S Only Max Upward Transient Deflection -0.175 in Ratio = 564 >=180. Span: 3 : W Only Max Downward Total Deflection 0.323 in Ratio = 306 >=120. Span: 3 : +D+S Max Upward Total Deflection -0.092 in Ratio = 1077 >=120. Span: 3 : +0.60D+0.60W . Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega +D+S Dsgn. L = 4.13 ft 1 0.881 0.163 -17.96 17.96 34.03 20.38 1.00 1.00 4.37 40.24 26.83 Dsgn. L = 1.75 ft 2 0.821 0.163 -0.00 -17.96 17.96 36.52 21.87 1.00 1.00 4.37 40.24 26.83 Dsgn. L = 4.13 ft 3 0.881 0.163 -17.96 17.96 34.03 20.38 1.00 1.00 4.37 40.24 26.83 . Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.3232 0.000 0.0000 0.000 2 0.0000 0.000 +D+S -0.0135 0.875 +D+S 3 0.3212 4.125 0.0000 0.875 Maximum Deflections for Load Combinations Load Combination Span Max. Downward Defl Location in Span Span Max. Upward Defl Location in Span +D+S 1 0.3232 0.000 2 -0.0135 0.875 +0.60D+0.60W 2 0.0022 0.735 1 -0.0919 0.000 D Only 1 0.0223 0.000 2 -0.0009 0.875 S Only 1 0.3009 0.000 2 -0.0125 0.875 W Only 2 0.0046 0.770 1 -0.1754 0.000 . Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Max Upward from all Load Conditions 4.383 5.492 Designed: BDH Date: 11/26/24 Project Number: 20,763 Checked: CJT Date: Tacoma, WA â‹… (253) 474-9449 Project: GOLDSTREAM CARPORTS, ARLINGTON, WA Page: 22 of 31 Steel Beam Project File: 20763 ENERCALC.ec6 LIC# : KW-06014086, Build:20.24.10.30 SITTS & HILL ENGINEERING, INC. (c) ENERCALC, LLC 1982-2024 DESCRIPTION: TYPICAL BEAM Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Max Upward from Load Combinations 4.383 4.383 Max Upward from Load Cases 4.050 5.492 Max Downward from all Load Conditions (Resisting Uplift -8.411 Max Downward from Load Cases (Resisting Uplift) -8.411 +D+S 4.383 4.383 D Only 0.333 0.333 S Only 4.050 4.050 W Only -8.411 5.492 . Steel Section Properties : W8x10 Depth = 7.890 in I xx == 30.80 in^4 J = 0.043 in^4 Web Thick = 0.170 in S xx 7.81 in^3 Cw = 30.90 in^6 Flange Width = 3.940 in R xx = 3.220 in Flange Thick = 0.205 in Zx = 8.870 in^3 Area = 2.960 in^2 I yy = 2.090 in^4 Weight = 10.000 plf S yy = 1.060 in^3 Wno = 7.570 in^2 Kdesign = 0.505 in R yy = 0.841 in Sw = 1.530 in^4 K1 = 0.500 in Zy = 1.660 in^3 Qf = 1.480 in^3 rts = 1.010 in Qw = 4.290 in^3 Ycg = 3.945 in Designed: BDH Date: 11/26/24 Project Number: 20,763 Checked: CJT Date: Tacoma, WA â‹… (253) 474-9449 Project: GOLDSTREAM CARPORTS, ARLINGTON, WA Page: 23 of 31 Steel Column Project File: 20763 ENERCALC.ec6 LIC# : KW-06014086, Build:20.24.10.30 SITTS & HILL ENGINEERING, INC. (c) ENERCALC, LLC 1982-2024 DESCRIPTION: TYPICAL POST . Code References Calculations per AISC 360-16, IBC 2021 Load Combinations Used : ASCE 7-16 General Information Steel Section Name : HSS6x4x3/16 Overall Column Height 8.0 ft Analysis Method : Allowable Strength Top & Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Brace condition : Fy : Steel Yield 46.0 ksi Unbraced Length for buckling ABOUT X-X Axis = 8.0 ft, K = 2.1 E : Elastic Bending Modulus 29,000.0 ksi Unbraced Length for buckling ABOUT Y-Y Axis = 8.0 ft, K = 2.1 . Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 95.760 lbs * Dead Load Factor AXIAL LOADS . . . Axial Load at 8.0 ft, Xecc = 2.0 in, D = 0.6650, S = 8.10 k BENDING LOADS . . . Lat. Point Load at 8.0 ft creating My-y, W = 0.4870, E = 0.5650 k . DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.3881 : 1 Maximum Load Reactions . . Load Combination +D+S Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are . . . Top along Y-Y 0.0 k Pa : Axial 8.861 k Bottom along Y-Y 0.0 k Pn / Omega : Allowable 32.229 k Maximum Load Deflections . . . Ma-x : Applied 0.0 k-ft Along Y-Y 0.0 in at 0.0ft above base Mn-x / Omega : Allowable 15.150 k-ft for load combination : Ma-y : Applied -1.461 k-ft Mn-y / Omega : Allowable 11.477 k-ft Along X-X 0.6526 in at 8.0ft above base for load combination :E Only PASS Maximum Shear Stress Ratio = 0.01977 : 1 Load Combination +D+0.70E Location of max.above base 0.0 ft At maximum location values are . . . Va : Applied 0.3955 k Vn / Omega : Allowable 20.003 k . Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Cbx Cby KxLx/Rx KyLy/Ry Stress Ratio Status Location +D+S 0.388 PASS 0.00 ft 1.00 1.53 90.40 123.68 0.000 PASS 0.00 ft +D+0.450W 0.174 PASS 0.00 ft 1.00 1.53 90.40 123.68 0.011 PASS 0.00 ft +D+0.70E 0.297 PASS 0.00 ft 1.00 1.53 90.40 123.68 0.020 PASS 0.00 ft . Maximum Reactions Note: Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top +D+S 8.861 -1.461 Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Maximum 8.861 -1.461 " Minimum 8.861 -1.461 Reaction, X-X Axis Base Maximum 8.861 -1.461 " Minimum 8.861 -1.461 Reaction, Y-Y Axis Base Maximum 8.861 -1.461 " Minimum 8.861 -1.461 Designed: BDH Date: 11/26/24 Project Number: 20,763 Checked: CJT Date: Tacoma, WA â‹… (253) 474-9449 Project: GOLDSTREAM CARPORTS, ARLINGTON, WA Page: 24 of 31 Steel Column Project File: 20763 ENERCALC.ec6 LIC# : KW-06014086, Build:20.24.10.30 SITTS & HILL ENGINEERING, INC. (c) ENERCALC, LLC 1982-2024 DESCRIPTION: TYPICAL POST Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Reaction, X-X Axis Top Maximum 8.861 -1.461 " Minimum 8.861 -1.461 Reaction, Y-Y Axis Top Maximum 8.861 -1.461 " Minimum 8.861 -1.461 Moment, X-X Axis Base Maximum 8.861 -1.461 " Minimum 8.861 -1.461 Moment, Y-Y Axis Base Maximum 8.861 -1.461 " Minimum 8.861 -1.461 Moment, X-X Axis Top Maximum 8.861 -1.461 " Minimum 8.861 -1.461 Moment, Y-Y Axis Top Maximum 8.861 -1.461 " Minimum 8.861 -1.461 . Steel Section Properties : HSS6x4x3/16 Depth = 6.000 in I xx = 16.40 in^4 J = 18.200 in^4 Design Thick = 0.174 in S xx = 5.46 in^3 Cw = 7.74 in^6 Width = 4.000 in R xx = 2.230 in Wall Thick = 0.187 in Zx = 6.600 in^3 Area = 3.280 in^2 I yy = 8.760 in^4 C = 7.740 in^3 Weight = 11.970 plf S yy = 4.380 in^3 R yy = 1.630 in Zy = 5.000 in^3 Ycg = 0.000 in Sketches Designed: BDH Date: 11/26/24 Project Number: 20,763 Checked: CJT Date: Tacoma, WA â‹… (253) 474-9449 Project: GOLDSTREAM CARPORTS, ARLINGTON, WA Page: 25 of 31 Pole Footing Embedded in Soil Project File: 20763 ENERCALC.ec6 LIC# : KW-06014086, Build:20.24.10.30 SITTS & HILL ENGINEERING, INC. (c) ENERCALC, LLC 1982-2024 DESCRIPTION: TYPICAL FOOTING Code References Calculations per IBC 2021 1807.3 Load Combinations Used : ASCE 7-16 General Information Pole Footing Shape Circular Pole Footing Diameter . . . . . . . . . . . 36.0 in Calculate Min. Depth for Allowable Pressures No Lateral Restraint at Ground Surface Allow Passive . . . . . . . . . . . . . . . . . . . . . . 200.0 pcf Max Passive . . . . . . . . . . . . . . . . . . . . . . psf Controlling Values Governing Load Combination :+D+0.70E Lateral Load 0.3955 k Moment 3.164 k-ft NO Ground Surface Restraint Pressures at 1/3 Depth Actual 257.436 psf Allowable 259.117 psf Minimum Required Depth 4.0 ft Footing Base Area 7.069ft^2 Maximum Soil Pressure 0.1077 ksf Applied Loads Lateral Concentrated Load (k) Lateral Distributed Loads (klf) Vertical Load (k) D : Dead Load k k/ft 0.7610 k Lr : Roof Live k k/ft k L : Live k k/ft k S : Snow k k/ft 8.10 k W : Wind 0.4870 k k/ft k E : Earthquake 0.5650 k k/ft k H : Lateral Earth k k/ft k Load distance above TOP of Load above ground surface ground surface 8.0 ft ft BOTTOM of Load above ground surface ft Load Combination Results Forces @ Ground Surface Required Pressure at 1/3 Depth Soil Increase Load Combination Loads - (k) Moments - (ft-k) Depth - (ft) Actual - (psf) Allow - (psf) Factor +D+0.70E 0.396 3.164 4.00 257.4 259.1 1.000 Designed: BDH Date: 11/26/24 Project Number: 20,763 Checked: CJT Date: Tacoma, WA â‹… (253) 474-9449 Project: GOLDSTREAM CARPORTS, ARLINGTON, WA Page: 26 of 31 General Footing Project File: 20763 ENERCALC.ec6 LIC# : KW-06014086, Build:20.24.10.30 SITTS & HILL ENGINEERING, INC. (c) ENERCALC, LLC 1982-2024 DESCRIPTION: TYPICAL ALTERNATE FOOTING Code References Calculations per ACI 318-19, IBC 2021 Load Combinations Used : ASCE 7-16 General Information Material Properties Soil Design Values f'c : Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy : Rebar Yield = 60.0 ksi Soil Density = 110.0 pcf Ec : Concrete Elastic Modulus = 3,122.0 ksi Increase Bearing By Footing Weight = No Concrete Density = 145.0 pcf Soil Passive Resistance (for Sliding) = 100.0 pcf Ï• Values Flexure = 0.90 Soil/Concrete Friction Coeff. = 0.350 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 2.0 ft Min Steel % Bending Reinf. = Allow press. increase per foot of depth = ksf Min Allow % Temp Reinf. = 0.00090 when footing base is below = ft Min. Overturning Safety Factor = 1.0 : 1 Min. Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears : Yes = ksf when max. length or width is greater than Add Pedestal Wt for Soil Pressure : No = ft Use Pedestal wt for stability, mom & shear : No Dimensions Width parallel to X-X Axis = 4.0 ft Length parallel to Z-Z Axis = 4.0 ft Footing Thickness = 24.0 in Pedestal dimensions... px : parallel to X-X Axis = in pz : parallel to Z-Z Axis = in = Height in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis = Number of Bars 6.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 6.0 Reinforcing Bar Size = # 4 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads D Lr L S W E H P : Column Load = 0.7610 8.10 -2.919 k OB : Overburden = ksf M-xx = k-ft M-zz = 3.892 4.521 k-ft V-x = 0.4870 0.5650 k V-z = k Designed: BDH Date: 11/26/24 Project Number: 20,763 Checked: CJT Date: Tacoma, WA â‹… (253) 474-9449 Project: GOLDSTREAM CARPORTS, ARLINGTON, WA Page: 27 of 31 General Footing Project File: 20763 ENERCALC.ec6 LIC# : KW-06014086, Build:20.24.10.30 SITTS & HILL ENGINEERING, INC. (c) ENERCALC, LLC 1982-2024 DESCRIPTION: TYPICAL ALTERNATE FOOTING DESIGN SUMMARY Design OK Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.5625 Soil Bearing 0.8438 ksf 1.50 ksf +D+S about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 1.009 Overturning - Z-Z 6.422 k-ft 6.481 k-ft +0.60D+0.60W PASS 4.522 Sliding - X-X 0.2922 k 1.321 k +0.60D+0.60W PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS 1.850 Uplift -1.751 k 3.241 k +0.60D+0.60W PASS 0.06658 Z Flexure (+X) 1.856 k-ft/ft 27.874 k-ft/ft +1.20D+1.60S+0.50W PASS 0.06222 Z Flexure (-X) 1.734 k-ft/ft 27.874 k-ft/ft +1.20D+1.60S PASS 0.06222 X Flexure (+Z) 1.734 k-ft/ft 27.874 k-ft/ft +1.20D+1.60S PASS 0.06222 X Flexure (-Z) 1.734 k-ft/ft 27.874 k-ft/ft +1.20D+1.60S PASS 0.02966 1-way Shear (+X) 0.9431 psi 31.795 psi +1.20D+1.60S+0.50W PASS 0.02597 1-way Shear (-X) 0.8258 psi 31.795 psi +1.20D+1.60S PASS 0.02597 1-way Shear (+Z) 0.8258 psi 31.795 psi +1.20D+1.60S PASS 0.02597 1-way Shear (-Z) 0.8258 psi 31.795 psi +1.20D+1.60S PASS 0.04228 2-way Punching 6.342 psi 150.0 psi +1.20D+1.60S Top reinforcing mat required (see 'Bending' tab). Hand check required for anchor pullout. Detailed Results Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual / Allow Load Combination... Gross Allowable (in) Bottom, -Z Top, +Z Left, -X Right, +X Ratio X-X, +D+S 1.50 n/a 0.0 0.8438 0.8438 n/a n/a 0.563 Z-Z, +D+S 1.50 0.0 n/a n/a n/a 0.8438 0.8438 0.563 Footing Flexure Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn Status Flexure Axis & Load Combination k-ft Surface in^2 in^2 in^2 k-ft X-X, +1.20D+1.60S 1.734 +Z Bottom 0.2592 ACI 7.6.1.1 0.30 27.874 OK X-X, +1.20D+1.60S 1.734 -Z Bottom 0.2592 ACI 7.6.1.1 0.30 27.874 OK X-X, +1.20D+1.60S+0.50W 1.552 +Z Bottom 0.2592 ACI 7.6.1.1 0.30 27.874 OK X-X, +1.20D+1.60S+0.50W 1.552 -Z Bottom 0.2592 ACI 7.6.1.1 0.30 27.874 OK X-X, +0.90D+E 0.08561 +Z Bottom 0.2592 ACI 7.6.1.1 0.30 27.874 OK X-X, +0.90D+E 0.08561 -Z Bottom 0.2592 ACI 7.6.1.1 0.30 27.874 OK Z-Z, +1.20D+1.60S 1.734 -X Bottom 0.2592 ACI 7.6.1.1 0.30 27.874 OK Z-Z, +1.20D+1.60S 1.734 +X Bottom 0.2592 ACI 7.6.1.1 0.30 27.874 OK Z-Z, +1.20D+1.60S+0.50W 1.248 -X Bottom 0.2592 ACI 7.6.1.1 0.30 27.874 OK Z-Z, +1.20D+1.60S+0.50W 1.856 +X Bottom 0.2592 ACI 7.6.1.1 0.30 27.874 OK Z-Z, +0.90D+E 0.5133 -X Top 0.2592 ACI 7.6.1.1 0.30 27.874 OK Z-Z, +0.90D+E 0.8993 +X Bottom 0.2592 ACI 7.6.1.1 0.30 27.874 OK th Page: 28 of 31 18405 35 Avenue NE Final Geotechnical Report Arlington, Washington Foundation Support Conventional Spread Footings The foundation bearing stratum, consisting of medium dense recessional outwash sand or structural fill placed over these sediments, is relatively shallow and spread footings may be used for foundation support of lightly loaded residential structures. The depth to foundation bearing soils ranged was estimated at about 1 to 1.5 feet in the exploration pits. If needed, structural fill placed below foundation areas should consist of non-organic soil, free of deleterious materials, placed in maximum loose lift thicknesses of 8 inches with each lift compacted to at least 95 percent of the modified Proctor maximum dry density, as determined by American Society for Testing and Materials (ASTM): D 1557. Structural fill placed below footing areas should extend laterally beyond the footing edges a distance equal to or greater than the thickness of the fill. Sediments exposed in footing excavations should be compacted to a firm and unyielding condition prior to footing placement. For footings founded either directly on medium dense native soil, or on structural fill placed over these materials, we recommend that an allowable bearing pressure of 1,500 pounds per square foot (psf) be used for design purposeFebruary 23, 2021 s, including both deadSONDERGARRD GEOSCIENCES, PLLCand live loads. An increase of one-third may be used for short-term wind or seismic loading. Perimeter footings for the proposed buildings should be buried a minimum of 18 inches into the surrounding soil for frost protection. No minimum burial depth is required for interior footings; however, all footings must penetrate to the prescribed stratum, and no footings should be founded in or above loose, organic, or existing fill soils. Seismic Hazard Area Based on review of AMC Chapter 20.93 Part VI, the site soils are not of low density. In our opinion, seismic hazard mitigations are not required nor recommended. It is our opinion that earthquake damage to the proposed structures, when founded on suitable bearing strata in accordance with the recommendations contained herein, will likely be caused by the intensity and acceleration associated with the event. Structural design for the project should follow 2015 IBC standards. The 2015 IBC defines Site Classification by reference to Table 20.3.-1 of the American Society of Civil Engineers publication ASCE 7, the current version of which is ASCE 7-10. In our opinion, the subsurface conditions at the site are consistent with a Site Classification of “D†as defined in the referenced documents. February 23, 2021 SONDERGARRD GEOSCIENCES, PLLC 5 ASCE Hazards Report Page: 29 of 31 Address: Standard: ASCE/SEI 7-16 Latitude: 48.163346 18405 35th Ave NE Risk Category: II Longitude: -122.181426 Arlington, Washington Soil Class: D - Stiff Soil Elevation: 130.8281382186525 ft 98223 (NAVD 88) Wind Results: Wind Speed 98 Vmph 10-year MRI 68 Vmph 25-year MRI 74 Vmph 50-year MRI 79 Vmph 100-year MRI 84 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2 Date Accessed: Tue Nov 26 2024 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. Page: 30 of 31 Seismic Site Soil Class: D - Stiff Soil Results: SS : 1.065 SD1 : N/A S1 : 0.38 TL : 6 Fa : 1.074 PGA : 0.451 Fv : N/A PGA M : 0.518 SMS : 1.144 FPGA : 1.149 SM1 : N/A Ie : 1 SDS : 0.762 Cv : 1.313 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Data Accessed: Tue Nov 26 2024 Date Source: USGS Seismic Design Maps 31 of 31 RESIDENTIAL BUILDING DESIGN REQUREIMENTS Assistance Bulletin#29 RESIDENTIAL BUILDING #29 DESIGN REQUIREMENTS City of Arlington Community and Economic Development THIS BULLETIN IS INTENDED TO PROVIDE DETAILED INFORMATION REGARDING PLAN PREPARATION FOR RESIDENTIAL BUILDINGS BUT MAY Office Hours: NOT BE ALL EMCOMPASSING. Monday - Friday 8:00am – 12:00pm 1:00pm – 5:00pm A. THE CITY OF ARLINGTON CURRENTLY ENFORCES THE FOLLOWING: A1. International Codes 1. 2018 International Building Code (IBC) 2. 2018 International Residential Code (IRC) 3. 2018 International Mechanical Code (IMC) 4. 2018 International Fuel Gas Code (IFGC) 5. 2018 International Fire Code (IFC) 6. 2018 Uniform Plumbing Code (UPC) 7. 2018 International Property Maintenance Code (IPMC) 8. 2018 International Existing Property Code (IEBC) 9. 2018 Washington State Energy Code (WSEC) 10. 2009 Accessible & Usable Buildings and Facilities (ICC/A117.1) A2. Washington State Amendments Contact us: 1. WAC 51-50 Washington State Building Code 360-403-3551 2. WAC 51-51 Washington State Residential Code ced@arlingtonwa.gov 3. WAC 51-52 Washington State Mechanical Code 4. WAC 51-54 Washington State Fire Code 5. WAC 51-56 & 51-57 Washington State Plumbing Code and Standards Visit us: 6. WAC 51-11 Washington State Energy Code 18204 59th Ave NE 7. WAC 296-46B Electrical Safety Standards, Administration, and Arlington, WA 98223 Installation B. STRUCTURAL REQUIREMENTS Design Wind Speed: Exposure C, 85-100 miles per hour Roof Snow Load: 25 pounds per square foot Dead Snow Load: 10 pounds per square foot Seismic Zone: D1 Climate Zone: 4-C Rainfall: 2 inches per hour for roof drainage design. Frost Line Depth: 18 inches This Assistance Bulletin only applies to properties within Soil Bearing Capacity: 1,500 psf. unless a Geo-Technical Report is provided. (IRC TABLE 401) Arlington City Limits www.arlingtonwa.gov library.municode.com/wa/arlington /codes/code_of_ordinances REV2022 City of Arlington P a ge | 1 CIVIL STRUCTURAL SURVEY 4815 CENTER STREET TACOMA, WA. 98409 PHONE: (253) 474-9449 FAX: (253) 474-0153 http://www.sittshill.com/ CIVIL STRUCTURAL SURVEY 4815 CENTER STREET TACOMA, WA. 98409 PHONE: (253) 474-9449 FAX: (253) 474-0153 http://www.sittshill.com/ CIVIL STRUCTURAL SURVEY 4815 CENTER STREET TACOMA, WA. 98409 PHONE: (253) 474-9449 FAX: (253) 474-0153 http://www.sittshill.com/ CIVIL STRUCTURAL SURVEY 4815 CENTER STREET TACOMA, WA. 98409 PHONE: (253) 474-9449 FAX: (253) 474-0153 http://www.sittshill.com/ CIVIL STRUCTURAL SURVEY 4815 CENTER STREET TACOMA, WA. 98409 PHONE: (253) 474-9449 FAX: (253) 474-0153 http://www.sittshill.com/ CIVIL STRUCTURAL SURVEY 4815 CENTER STREET TACOMA, WA. 98409 PHONE: (253) 474-9449 FAX: (253) 474-0153 http://www.sittshill.com/ CIVIL STRUCTURAL SURVEY 4815 CENTER STREET TACOMA, WA. 98409 PHONE: (253) 474-9449 FAX: (253) 474-0153 http://www.sittshill.com/ CITY OF ARLINGTON 18204 59th Avenue NE, Arlington, WA 98223 INSPECTIONS: 360-403-3417 - Permit Center: 360-403-3551 BUILDING PERMIT 3527 183RD PL NE UNIT A Permit #: 6375 PERMIT EXPIRES 180 DAYS AFTER Parcel #: 31052100200100 DATE OF ISSUANCE. Scope of Work: Construction of 5 space carport Valuation: 10759.44 OWNER APPLICANT CONTRACTOR GOLDSTREAM VENTURE Goldstream Venture Partners, LLC SIERRA CONSTRUCTION CO PARTNERS, LLC 18912 NE 168TH PO Box 1727 14800 NE North Woodinville Way WOODINVILLE, WA 98072 Bellevue, WA 98009 Woodinville, WA 98072 425-652-3898 425-487-5200 LIC: 600 634 891 EXP: 08/31/2025 LIC: SIERRCC145N8 EXP: 03/31/2026 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR LIC #: EXP: LIC #: EXP: JOB DESCRIPTION PERMIT TYPE: ACCESSORY STRUCTURE CODE YEAR: 2021 STORIES: 1 CONST. TYPE: DWELLING UNITS: OCC GROUP: U; Utility BUILDINGS: OCC LOAD: PERMIT APPROVAL The issuance or granting of this permit shall not be construed to be a permit for, or approval of, any violation of this Code or any other ordinance or order of the City, of any state or federal law, or of any order, proclamation, guidance advice or decision of the Governor of this State. To the extent the issuance or granting of this permit is interpreted to allow construction activity during any period of time when such construction is prohibited or restricted by any state or federal law, or order, proclamation, guidance advice or decision of the Governor of this State, this permit shall not authorize such work and shall not be valid. The building official is authorized to prevent occupancy or use of a structure where in violation of this Code, any other City ordinances of this jurisdiction or any other ordinance or executive order of the City, or of any state or federal law, or of any order, proclamation, guidance advice or decision of the Governor. The building official is authorized to suspend or revoke this permit if it is determined to be issued in error or on the basis of incorrect, inaccurate or incomplete information, or in violation of any City ordinance, regulation or order, state or federal law, or any order, proclamation, guidance or decision of the Governor. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY; NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC110/IRC110. SALES TAX NOTICE: Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form and coded City of Arlington #3101. 4-28-25 04/28/2025 Applicant Signature Date Building Official Date CONDITIONS Carport gutters and downspouts are required. Downspouts shall be connected to the onsite drainage. Tightline roof downspouts to carport drains shown on approved civil plan. No galvanized finish is allowed. Galvanized shall be painted. Adhere to the approved plans. Approved job copy shall be onsite for inspection. Call for inspection. The property owner shall ensure that the construction project complies with all applicable zoning codes and regulations. The property owner shall also ensure that the construction project does not cause any adverse impact on the surrounding environment or community. The property owner shall be responsible for obtaining all necessary permits and approvals from the relevant authorities before commencing construction. The property owner shall ensure that the construction project complies with all applicable design review requirements. THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 04/28/2025 Processing/Technology $25.00 04/28/2025 Building Permit $286.76 04/28/2025 State Surcharge - Commercial $25.00 04/28/2025 Building Plan Review $189.68 04/28/2025 Credit Card Service $15.79 Total Due: $542.23 Total Payment: $542.23 Balance Due: $0.00 CALL FOR INSPECTIONS Call by 3:30 pm for next day inspection, allow 48 hours for Fire Inspections When calling for an inspection please leave the following information: Permit Number, Type of Inspection being requested, and whether you prefer morning or afternoon INSPECTION INFORMATION Pass/Fail Roof and Wall Colors MS C ® olorfaSt45 Paint SySteM 29 & 26 GauGe White (30) Light Stone (63) Ash Grey (25) Charcoal (17) Ocean Blue (35) Taupe (74) Red (24) Brown (12) Burnished Slate (49) Dark Brown (44) Purlins will be color #41 Sierra Green (20) Forest Green (26) Fern Green (07) Galvalume (41) Non-Painted Finish 25 Year Warranty MS C ® olorfaSt45 Paint SySteM 29 GauGe only Bright White (39) Ivory (28) Patriot Red (73) Zinc Grey (29) MS C ® olorfaSt45 Paint SySteM 26 GauGe only All 29 & 26 Gauge Colors Meet or Exceed Steep Slope ENERGY STAR® Requirements Polar White (80) Mocha Tan (22) Antique Bronze (D4) MS(9R)/5-15 20213 84th Avenue South metalsales.us.com Kent, WA 98032 800.431.3470 Toll Free 45 Year Paint Warranty 253.872.5750 Phone Color selections are close representations but are limited by printing and viewing conditions. Actual samples are available upon request. For all specific warranty, application, installation, 253.872.2008 Fax and technical information regarding these products contact your local sales representative. PANEL PROFILES 9" Classic Rib® 3/4" 36" Coverage 9" 3/4" Delta Rib 3 36" Coverage 9" Pro-Panel II® 5/8" 36" Coverage 12" PBR-Panel 1-1/4" 36" Coverage 4-9/16" V-Line 32 1-3/8" 32" Coverage with Striationswith Striations with Striationswith Striations 1" with Striations1" 1" 1" with Striations1" 1" 12" Coverage 12" Coverag12" Coverage e16" Coverage16" Coverag16" Coverage e Image IIImage IITM with Minor Ribswith Minor Ribs with Minor Ribswith Minor Ribs 1" with Minor Ribs1" 1" 1" with Minor Ribs1" 1" 12" Coverage 12" Coverag12" Coverage e16" Coverage16" Coverag16" Coverage e PAINT COLOR AND GAUGE AVAILABILITY Classic Rib® PBR-Panel Color Code Delta Rib 3 Pro-Panel II® V-Line 32 Image IITM Antique Bronze D4 26 Ga 26 Ga 26 Ga 26 Ga Ash Grey 25 29 Ga / 26 Ga 29 Ga / 26 Ga 26 Ga 26 Ga Bright White 39 29 Ga 29 Ga Brown 12 29 Ga / 26 Ga 29 Ga / 26 Ga 26 Ga 26 Ga Burnished Slate 49 29 Ga / 26 Ga 29 Ga / 26 Ga 26 Ga 26 Ga Charcoal 17 29 Ga / 26 Ga 29 Ga / 26 Ga 26 Ga 26 Ga Dark Brown 44 29 Ga / 26 Ga 29 Ga / 26 Ga 26 Ga 26 Ga Fern Green 07 29 Ga / 26 Ga 29 Ga / 26 Ga 26 Ga 26 Ga Forest Green 26 29 Ga / 26 Ga 29 Ga / 26 Ga 26 Ga 26 Ga Ivory 28 29 Ga 29 Ga Light Stone 63 29 Ga / 26 Ga 29 Ga / 26 Ga 26 Ga 26 Ga Mocha Tan 22 26 Ga 26 Ga 26 Ga 26 Ga Ocean Blue 35 29 Ga / 26 Ga 29 Ga / 26 Ga 26 Ga 26 Ga Patriot Red 73 29 Ga 29 Ga Polar White 80 26 Ga 26 Ga 26 Ga 26 Ga Red 24 29 Ga / 26 Ga 29 Ga / 26 Ga 26 Ga 26 Ga Sierra Green 20 29 Ga / 26 Ga 29 Ga / 26 Ga 26 Ga 26 Ga Taupe 74 29 Ga / 26 Ga 29 Ga / 26 Ga 26 Ga 26 Ga White 30 29 Ga / 26 Ga 29 Ga / 26 Ga 26 Ga 26 Ga Zinc Grey 29 29 Ga 29 Ga Galvalume unpainted 41 29 Ga / 26 Ga 29 Ga / 26 Ga 26 Ga 26 Ga DC PROPERTY LINE PHASE 2 BUILDING 2 (PHASE 1) DW GARDEN BUILDING 3 (PHASE 1) DW LAWN GAME 36 UNITS ALLEY 36 UNITS RECREATION FF = 130.6' FF = 130.6' & PET PARK F DW .E F . .E .C .C .C . .E . F 1 22' - 9" OPEN TYP TYP FITNESS 1 1 COURT SPACE 18' - 0" AS109 AS110 18' - 0" 18' - 0" 1 1 CARPORT (6) CARPORT (2) 9' - 0" CARPORT (3) CARPORT (4) CARPORT (2) 3110 RUSTON WAY, SUITE E, 3110 RUSTON WAY, SUITE E, TACOMA, WA 98402 EXISTING BUS STOP (253) 272-4214 24' - 0" CARPORT (6) CARPORT (6) CARPORT (6) S PHASE 2 6) ( T COMERCIAL R M O P AREA R A O C F.E.C. 18' - 0" K E NEW BUS STOP AREA, 1' CARPORT (4) Y OFF EXISTING LANE LINE 1 18' - 0" P O CARPORT (6) CARPORT (6) 1' - 0" 1' - 0" CARPORT (6) I N BUILDING 1 (PHASE 1) STAMPED ASPHALT T 24 UNITS 3'x3' 8' - 0" 23' - 11 3/4" ) PROPERTY LINE 6 B FF = 130.6' ( T TYP. COMP R O BUILDING 1 L P 46' - 7" SIM R 3 A V C - AS110 D F.E.C. 1 1 E L C OPEN Y C E PARTNERS SPACE / R 18405 35TH AVENUE, NEARLINGTON, WA 98223 H 18405 35TH AVENUE, NEARLINGTON, WA 98223 S 1- A R CARPORT (5) AMENITY (PHASE 1) A124--- T 6' - 6" FF = 130.5' TRASH/RECYCLE GOLDSTREAM VENTUREPARTNERS 1 1 1 Project 2 2 E 0 1 T /2 A 0 PROPERTY LINE D /3 8 0 ts n 183RD PLACE NE e S m N m o IO C IS n V o E ti c R u 6 tr 7 s 0 n 2 o 2 C # 5' WIDE TEMP. ASPHAULT SIDEWALK (PHASE 1) e E it C S B SITE PLAN PHASE 1 EDGE OF EXISTING RIGHT OF WAY # 2 1 3/64" = 1'-0" PROJECT: 2003 PM: KK PLN#785 Entitlement Submittal SITE PLAN GENERAL NOTES ARLINGTON MATRIX BUILDING 1 1. SEE ALL DRAWINGS FOR CALLOUTS IN COMMON. THE DRAWINGS DO NOT ANNOTATE ALL OCCURRENCES PARKING TOTAL MINI-PARK AREAS • 3-STORY BUILDING 24 RESIDENTIAL UNITS BLDG 1 BLDG 2 BLDG 3 OF ELEMENTS FOR CONSTRUCTION. SUFFICIENT INFORMATION HAS BEEN PROVIDED TO PRECISELY TOTAL # OF UNITS: 96 UNITS • 7,717 SF GROSS PER FLOOR • REQUIREMENT: 65 SF/PERSON 1.20 CONSTRUCT THE PROJECT. IT IS THE CONTRACTORS RESPONSIBILITY TO COORDINATE THE ARCHITECTS BUILDING AREA: 95,529 SF/1000 = 96 STALLS 12,636 SF (= 194.4 * 65 SF) • 23,151 SF TOTAL GROSS DESIGN INTENT IN AREAS THAT ARE NOT FULLY DETAILED. AMENITY BUILDING: 2,780 SF/1000 = 3 STALLS • 7,125 SF NET HEATED PER FLOOR 1-BED, 9 6 6 2-BEDS 60 * 2.4 = 144 PERSONS 6038 REGISTERED 2. REFER TO ELEVATION KEYNOTES ON THIS SHEET FOR CALLOUT INFORMATION. 1-BATH 1-BEDS 27 * 1.4 = 37.8 PERSONS ARCHITECT • 21,375 SF TOTAL NET HEATED RR 3. REFER TO THE CIVIL DRAWINGS FOR RELATED INFORMATION. TOTAL MIN. STALLS REQUIRED: 99 STALLS 1-BED W/DEN 09 * 1.4 = 12.6 PERSONS FFOO 4. REFER TO THE LANDSCAPING DRAWINGS FOR PLANTING AND IRRIGATION DESIGN AS = 194.4 PERSONS • STANDARD STALLS: 36* UNIT MIX: 1-BED, TOTAL AREA 12,636 SF = 194.4 * 65 SF TT OONN WELL AS SITE AMENITY FEATURES. • 9 x 1-BED 1-BATH 3 6 6 NNOO TTII 5. AS PART OF THIS PROJECT SCOPE THE CONTRACTOR SHALL INCLUDE ASPHALT STRIPING, ADA STALL • STANDARD STALLS CARPORT: 74 JON CARLTON GRAVESUUCC DESIGNATION, AND EMERGENCY VEHICLE DESIGNATIONS. SIGNAGE TEMPLATES AND COLORS SHALL MATCH • RETAIL (ON SITE): 8** • 3 x 1-BED W/DEN (1 IS TYP-A) (W/ DEN) (1 IS TYP-A) (1 IS TYP-A) (1 IS TYP-A) 12,636 SF PROVIDED STATE OF WASHINGTONTTRR • 12 x 2-BED STANDARDS AS SET BY THE CITY OF ARLINGTON. • COMPACT: 21 - AMENITY 2,780 SF NNSS 6. SEE ELECTRICAL DRAWINGS FOR SITE LIGHTING DESIGN (BIDDER DESIGN). • TOTAL ON SITE: 139 BUILDING 2 & 3 2-BED, 12 24 24 - POOL AREA 3,600 SF CCOO 7. TIGHT-LINE DOWNSPOUTS TO APPROVED STORM SYSTEM PER CIVIL DRAWINGS. • @ROW (SMOKEY PT): 10 • 3-STORY BUILDING 36 RESIDENTIAL UNITS 2-BATH - FLEX SPACE 1 1,530 SF Stamp 8. CONTRACTOR TO PROVIDE CUT SHEETS FOR ALL SITE WORK AMENITIES TO ARCHITECT FOR REVIEW AND • TOTAL OVERALL: 149 (1 IS TYP-A) (1 IS TYP-A) - FLEX SPACE 2 726 SF • 12,063 SF GROSS PER FLOOR REUSE OF DOCUMENTS APPROVAL PRIOR TO COMMENCING CONSTRUCTION. - PLAYGROUND AREA 4,000 SF THIS DOCUMENT AND THE IDEAS AND DESIGNS INCORPORATED HEREIN, AS • 36,189 TOTAL SF GROSS INSTRUMENTS OF PROFESSIONAL SERVICE, ARE THE PROPERTY OF GRAVES + 9. CONCRETE SIDEWALK WORK SHALL INCLUDE PROVISION OF CONTROL JOINTS WITH PATTERNS AS *INCLUDES 6 ADA STALLS ASSOCIATES AND ARE NOT TO BE USED OR REPRODUCED IN WHOLE OR IN PART • 11,176 SF NET HEATED PER FLOOR SUMMARY WITHOUT THE WRITTEN AUTHORIZATION OF GRAVES + ASSOCIATES. INDICATED OR OTHERWISE AT NO GREATER THAN 5'-0" O.C. **INCLUDES 1 ADA VAN STALLS TOTAL OPEN SPACE REQUIREMENT • 33,528 SF TOTAL NET HEATED • 27 x 1-BED: 10. CONTRACTOR SHALL CONFIRM FINISH CONTROL JOINT PATTERN AT FLATWORK LOCATED AT ALL BUILDING • REQUIREMENT: 5% TOTAL GROSS AREA ENTRANCES PRIOR TO PERFORMING WORK. EV STALL REQUIREMENT 5% OF OVERALL • 9 x 1-BED W/ DEN: (3 ARE TYP-A) 148,597 SF * 0.05 = 7,427 SF MIN REQUIRED UNIT MIX • 60 x 2-BED: (2 ARE TYP-A) 11. SIDEWALK FINISHES SHALL BE "LIGHT BROOM" FINISH CONFORMING TO ACCESSIBILITY STANDARDS. • 24 x 2-BED (1 IS TYPE A) 12. SEE CIVIL DRAWINGS FOR FLAT WORK GRADES AND CROSS SLOPES. CONTRACTOR SHALL REVIEW FINAL PARKING STALL DIMENSIONS • 6 x 1-BED 7,744 SF PROVIDED GRADING FOR ACCESSIBLE PEDESTRIAN PATHWAYS IN FIELD WITH ARCHITECT PRIOR TO POUR. ALL • STANDARD STALL = 9'-0" x 18'-0" TOTAL:96 UNITS (5 ARE TYP-A) - NEAR PLAYGROUND 2,309 SF • 6 x 1-BED W/DEN (1 IS TYPE A) ACCESSIBLE PATH CONSTRUCTION SHALL STRICTLY ADHERE TO MAX GRADE AND CROSS SLOPES. • ADA STALL = 9'-0" x 18'-0" - NEAR FLEX 2 1,673 SF SITE PLAN PHASE 1 13. ALL FENCES TO BE PROVIDE THROUGH-VISIBILITY AND COMPLY WITH BUILDING PERMIT REQUIREMENTS • COMPACT STALL = 8'-0" x 15'-0" - NEAR RETAIL 3,762 SF AMENITY BUILDING PER LMC. 14.04 TOTAL AREA 7,744 SF • 1-STORY BUILDING 14. SIGN AT ENTRANCE OF PROPERTY TO BE INSTALLED PROVIDING A MAP OF THE ENTIRE COMPLEX, BIKE STALLS • 2,780 SF GROSS INCLUDED ROADWAY LAYOUT, BUILDING LOCATIONS, AND BUILDING ADDRESSES. BIKE STALL REQUIRED: 39 STALLS • 2,645 SF NET HEATED 15. SIGN TO BE INSTALLED AT ENTRANCE STATING "NO TRESPASSING IN THIS PROPERTY. 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