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Specifications Art «��� SLU �r11��� • MILLER SEP 1 O 2039 CONSULTING CMY a ENGINEERS iN /da iAi� STRUCTURAL CALCULATIONS Sousou Residence Outdoor Cooking Cover 15075 SW Danube Drive, Tigard, Oregon All Oregon Landscaping July 29, 2019 Project No. 190908 11 pages OFFICE COPY Principal Checked: xw►,• upmt/ 'f 16655PE `y' OREGON • 4r 'EXPIRES: 12-31.-2 z.O f *** LIMITATIONS *** Miller Consulting Engineers, Inc. was retained in a limited capacity for this project. This design is based upon information provided by the client, who is solely responsible for accuracy of same. No responsibility and or liability is assumed by or is to be assigned to the engineer for items beyond that shown on these sheets. Engineering Practical,Diverse Structural Solutions Since 1978 9570 S W Barbur Blvd.,Suite 100, Portland,Oregon 97219-5412 Phone:(503)246-1250 Fax:(503)246-1395 www.miller-se.com /./ / i i i i i i i i i i i iii / / / / / / / / / / / / / / / T� . '110.. ,:11°111 /rerj .'l 1' :IA. ,ice ilii ,- , 7. oil roil , r t 00 r 0 1 / IIt • Al 0 7/7 COLUMN#1 J 0r .111 oo ,• • or JOIST /gor 00 # , 1 ,, Ij irt „iv,t • •� ;ri 4 401 :le ii i d II„_,..1 rwe,.. ,Ag1 4 rl „.r r n I l I, _ . _, .... . _ _ . as 9570 SW Barbur Blvd Project Name Sousou Residence Outdoor Cooking Cover 190908 Suite One Hundred Pro'ect# Portland,OR 97219 MillLocation 15075 SW Danube Drive, Tigard, Oregon MILLER Client All Oregon Landscaping Phone 503.246.1250 CONSULTING Fax 503.246.1395 DPH i,- 07/29/2019 www.miller-se.com By Ck'd I' '''" Date Page 1 of 12 ENGINEERS 2012 National Design Specification for Wood Construction(ASD) Reduction Bending Fe Shear F, Bearing F„ e&E,,,,, RB= 12.62 OK<50 Mark JOIST Material:DIMENSIONAL LUMBER Co 1.15 1.15 E'<,,,= 580,000 psi Grade:DF/L No.2 or Better C, 1.00 1.00 1.00 1.00 FOE= 4369 psi Span 14.00 ft e„= 2.00 ft size=2 x 8 Cr 1.20 Fs'. 1242 psi x1= 0,00 ft w1= 53.33333 lbs/ft b= 1.500 in Cm 1.00 1.00 1.00 1.00 Fsr/FO'= 3.52 x2= 14.00 ft w2= 53.33333 lbs/ft d= 7.250 in C, 1.00 1.00 1.00 1.00 Fe= 1218P si Xa= 0.00 It Pa= 0 lbs A= 10.88 in' C, 1.00 Fyi= 207 psi Xb= 0.00 ft Pb= 0 lbs S= 13.14 in' Cy 1.000 Xc= 0.00 ft Pc= 0 lbs I= 47.63 ' Fu` 625 psi in CL 0.981 E'= 1,600,000 psi R1= 373 lbs V= 341 lbs El= 76,216 kip-in' Ctu 1.00 R2= 373 lbs M= 1307 ft-lbs FO= 900 psi LL 0„m;t=L/ 360 LL A= 0.38 hobs F„= 180 psi 'Material DIMENSIONAL LUMBER TL Arm,=L/ 240 TL Es= 0.61 inchs E= 1600 ksi Grade DF/L No.2 or Better %LL 62.5% C„= 4.12 ft Emin= 580 ksi Load Duration,Co TWO MONTHS 1.15 SNOW LOAD Fb'=(Fb)(Cd)(Ct)(CF)(CM)(Ci)(Cr)(CL)(Cfu)=1,218 psi F55= 625 psi Temperature Factor,C, DRY T<=100°F Fv'=(Fv)(Cd)(Ct)(CM)(Ci)=207 psi Approx.weight 2.84 lbs/ft Wet Service Factor,CM MOISTURE CONT LESS THAN 19% E'=(E)(Ct)(CM)(Ci)=1,600,000 psi R1 Req'd Bearing Width 1.00 in. Incising Factor,C, MEMBER IS NOT INCISED Fol.=(Fcl)(Ct)(CM)(Ci)=625 psi R2 Req'd Bearing Width 1.00 in. Repetitive Factor Cr MEMBER IS NOT REPETITIVE fb=1,193 psi<Fb'=1,218 psi Bending Capacity=97.9% M=1,307 ft-lbs<Mmax=1,334 ft-lbs Member 2 x 8 fv=47 psi<Fv'=207 psi Shear Capacity=22.7% Number of Plies 1 Ply V=341 lbs<Vmax=1,501 lbs Max LL Dell=0.379 inches=L/443 LL Dell.Capacity=81.3% (1 Ply) 2 x 8,DIMENSIONAL LUMBER DF/L No.2 or Better Max TL Den=0.607 inches=L/277 TL Deft.Capacity=86.7% Copyright©2019 Miller Consulting Engineers,Inc. 1,400 - 0.000 1,200 1,000 0.100 800 -0.200 a 600 t -0.300 e 400 200 G -0.400 - Q .. -0.500- -200 - -- -400 - - -0.600 -600 - -0.700-0 n `,..° mmom �, o e N d o em „m _ v m m m oo fC=SIahear Distance(ft) Distance(ft)-Moment - Notes: w=(25+15)PSF(16'/12)=53.33 PLF ------------ dril 95 i0 SW BaHund Brbur lvd Project Name Sousou Residence Outdoor Cooking Cover Project# 190908 Portland,OR 97219 IllaLocation 15075 SW Danube Drive, Tigard, Oregon MILLER Client All Oregon Landscaping Phone 503.246.1250 CONSULTING Fax 503.246,1395 DPH 1. 07/29/2019 www.miller-se.com By Ck'd I '"'' Date 2 of 12 ENGINEERS Page 2012 National Design Specification for Wood Construction(ASD) Reduction Bonding F, Shear F, Searing F,, E&E,,,„ Re= 4.34 OK<50 Mark BEAM#1 Material:DIMENSIONAL LUMBER Co 1.15 1.15 E'm� i- 470,000 psi Grade:DF/L No.2,5 x 5 Beams&Stringers C, 1.00 1.00 1.00 1.00 FbE= 30007 psi Span 14.50 ft L„= 2.00 ft size=6 x 12 Cr 1.00 F5" 1006 psi x1= 0.00 ft w1= 280 lbs/ft b= 5.500 in Cb, 1.00 1.00 1.00 1.00 FbE/Fb'= 29.82 x2= 14.50 ft w2= 280 lbs/ft d= 11.500 in C, 1.00 1.00 1.00 1.00 Fb.= 1005 psi Xa= 0.00 ft Pa= 0 lbs A= 63.25 in' Cr 1.00 F„:= 196 psi Xb= 0.00 ft Pb= 0 lbs S= 121.23 int Cv 1.000 F„'= 625 psi Xc= 0.00 ft Pc= 0 lbs I= 697.07 in Cb 0.998 E'= 1,300,000 psi R1= 2030 lbs V= 1762 lbs El= 906,188 kip-in2 Cfu 1.00 R2= 2030 lbs M= 7359 ft-lbs Fb= 875 psi • LL 4i;,,,,,=L/ 360 LL A= 0.20 inchs F„= 170 psi Material (DIMENSIONAL LUMBER TL A1,,, =L/ 240 TL A= 0.31 inchs E= 1300 ksi Grade DF/L No.2,5 x 5 Beams&Stringers LL 62.5% /,= 4.12 ft Ea,,,,= 470 ksi Load Duration,Co TWO MONTHS 1.15 SNOW LOAD Fb'=(Fb)(Cd)(Ct)(CF)(CM)(Ci)(Cr)(CL)(Cfu)=1,005 psi F,,= 625 psi Temperature Factor,C, DRY T<=100°F Fv'=(Fv)(Cd)(Ct)(CM)(Ci)=196 psi Approx.weight 15.37 lbs/ft Wet Service Factor,C,, MOISTURE CONT LESS THAN 19% E'=(E)(Ct)(CM)(Ci)=1,300,000 psi R1 Req'd Bearing Width 1.00 in. Incising Factor,C, MEMBER IS NOT INCISED Fcf=(Fc.1)(Ct)(CM)(Ci)=625 psi R2 Req'd Bearing Width 1.00 in. Repetitive Factor C, MEMBER IS NOT REPETITIVE fb=728 psi<Fb'=1,005 psi Bending Capacity=72.5% M=7,359 ft-lbs<Mmax=10,148 ft-lbs Member 6 x 12 fv=42 psi<Ey'=196 psi Shear Capacity=21.4% Number of Plies 1 Ply V=1,762 lbs<Vmax=8,244 lbs Max LL Dell=0.196 inches=L/889 LL Den.Capacity=40.5% (1 Ply) 6 x 12,DIMENSIONAL LUMBER DF/L No.2,5 x 5 Beams 8 Stringers Max TL Dell=0.313 inches=L/556 TL Den.Capacity=43.2% Copyright&t 2019 Miller Consulting Engineers,Inc. 8,000 -- 0.000- 6,000 -0.050 I 4,000 ---- -0.100 0 5 -0.150--- 17 2,000 a E -0.200 o -0.250 -2,000 -0.300- -4,000 - o -0.350-o Shear o m m n v n r m m o o ci r n .r o N M 2o n m m r r m m m m o n N vi n e -Moment Distance(ft) Distance(ft) Notes: w=(15+25)PSF(1472)=280 PLF • all 9570 SW Barbur Blvd Project Name Sousou Residence Outdoor Cooking Cover Project# 190908 Suite One Hundred Portland,OR 97219 Ila Location 15075 SW Danube Drive, Tigard, Oregon MILLER Client All Oregon Landscaping Phone 503.246.1250 CONSULTING Fax 503.246.1395 DPH7tw+. 07/29/2019 ENGINEERS www.miller-se.com By Ck d Date Page 3 of 12 2012 National Design Specification for Wood Construction Reduction ton Bending Axial,Fc E Emin Fce,= 1205 psi Post Copyright©2019 Miller Consulting Engineers,Inc. Cu 1.60 1.60 Fce2= 1205 psi Mark IPI ( Material:DIMENSIONAL LUMBER Rbx 5.7 Fn-j Grade:Hem/Fir No.1,5 x 5 Post&Tin Cr Y 1.00 Rby 5.7 F lex,r}-( size=6x6 C go . 1,00 1.00 1.00 1.00 Fbex 16683 psi d' d1= 5.50 in CF 1.00 1.00 Fbey 16683 psi e.2 L P2 I d2 d2= 5.50 in CM 1.00 1.00 1.00 1.00 KM 1200 A= 30.25 in2 C, 0.80 0.80 0.95 0.95 KT 0.59 eye s„= 27.73 in3 CT 1.00 Fbx` 1248 psi Height= 9 ft lu,= 8 ft Sy= 27.73 in3 Cm 1.00 Fby` 1248 psi P1= 4060 lb lug= 8 ft Le 1= 14.72 ft CL„ 1.00 Fbex/Fbx` 13 P2= 0 lb M,,,,= 0 ft-lbs Lee= 14.72 ft CLy 1.00 Fbe ` ext= 0 In Myv= 0 ft-lbs Fbx= 975 psi Cu ✓Fb y 13 ey1= 0 in Mxh= 1,889 ft-lbs Fby= 975 psi Cfu 1.00 0 72 Fc' 1088 psi Fb; 1248 psi ex2= 0 in Myh= 0 ft-lbs Ex= 1300 ksi CE 1.00 1.00 1.00 1.00 Ft) 1248 psi ey2= 0 in Ke,= 1 Ey= 1300 ksi CE=Exterior wet use of SCL lumber N'x= 0 lbs/ft Ke2= 1 E1Fc' 789 psi 410= 470 ksi I C„ � 1.00 I 1.00 I I Fc',sill 405 psi wy= 186.6111 lbs/ft le,= 8.00 ft Eym,0= 470 ksi CsR=Single Pile Factor(piles only) Ex' 1235 psi lee= 8.00 ft Fc= 850 psi I Cu I I I 1.00 L 1.00 Ey' 1235 psi le,/d,= 17.45 Fc,sill= 405 psi Cu=Untreated Factor(piles only) E le2/d2= 17.45 c= 0.8 Ex„,,„' 446500 psi Eyml„' 446500 psi Ix= 76.26 in* ly= 76.26 in4 Material DIMENSIONAL LUMBER V Fbx'=(Fbx`)(CL)(Cfu)=1,248 psi Grade Hem/Fir No.1,5 x 5 Post&limber V Fby'=(Fby')(CL)(Cfu)=1,248 psi Load Duration,Cm TEN MINUTES 1.6 WIND/SEISMIC V Fc'=(Fc)(Cd)(Cm)(Ct)(Cf)(Ci)(Cp)=789 psi Temperature Factor,C, T o=108or V E'=(E)(Ct)(Cm)(Ci)=1,235 ksi Wet Service Factor,Cm MOISTURE CONT>19% V Emin'=(Emin)(Ct)(Cm)(Ci)(CT)=447 ksi Incising Factor,CI MEMBER IS INCISED V fbx=817 psi<Fbx'=1,248 psi Bending Capacity=65.5% Repetitive Factor Cr MEMBER IS NOT REPETITIVE V fby=0 psi<Fby'=1,248 psi Built up Member No fc=134 psi<Fc'=789 psi Axial Capacity=17.0% Member 6 x 6 V Sill PL? No V Sill PL Type Hem/Fir V Fire Treated? No V Combined Axial Compression and Bending Combined Capacity=76.6% Equation 3.9-3;2005 NDS page 20 6 x 6,DIMENSIONAL LUMBER Wy=3359 lb/2/9'=186.6 plf Hem/Fir No.1,5 x 5 Post&Timber column Deflection=PL3/(3E1)=(3359 LB/2)((9'/2)"12)3/(3`(1100000 PSI)'(76.26 IN4)(0.7)=0.736 L/293 FTG CHECK: q=4060 LB/(Pi)(2')2/4=1015 PSF USE 2'-0"DIA FOOTING-SEE PAGE(11) FOR REQUIRED DEPTH Art 95 ce SW On Bar Blvd Project Name Sousou Residence Outdoor Cooking Cover Project# 190908 d Portland,OR 97219 111) Location 15075 SW Danube Drive, Tigard, Oregon MILLER Client All Oregon Landscaping Phone 503.246.1250 CONSULTING Fax 503.246.1395 DPH " 07/29/2019 www.miller-se.com By Ck'd I' '1''`` Date 4 of 12 ENGINEERS Page 7/29/2019 ATC Hazards by Location STCHazards by Location Search Information ti Address: 15075 Southwest Danube Drive,Tigard, OR 97224, l Vancouver USA {m 484 ft o Tillamook rtland Coordinates: 45.4098229,-122.83206110000003 State Forest Hiilsboroo p o Be erton Grisham Elevation: 484 ft 901 g Mt. Timestamp: 2019-07-29T20:55:33.225Z5 Natior Hazard Type: Seismic C`f ti 3Go (Ale Reference ASCE7-10 Map data©2019 Google Document: Risk Category: II Site Class: D MCER Horizontal Response Spectrum Design Horizontal Response Spectrum Sa(g) Sa(g) 1.00 0.80 0.60 0.60 0.40 0.40 0.20 0.20 0.00 0.00 0 5 10 15 Period(s) 0 5 10 15 Period(s) Basic Parameters Name Value Description SS 0.952 MCER ground motion(period=0.2s) S1 0.422 MCER ground motion(period=1.0s) SMS 1.065 Site-modified spectral acceleration value SM1 0.665 Site-modified spectral acceleration value SDS 0.71 Numeric seismic design value at 0.2s SA SD1 0.444 Numeric seismic design value at 1.0s SA Additional Information Name Value Description SDC D Seismic design category Fa 1.119 Site amplification factor at 0.2s F„ 1.578 Site amplification factor at 1.0s 5 of 12 7/29/2019 ATC Hazards by Location CRs 0.896 Coefficient of risk(0.2s) CR1 0.871 Coefficient of risk(1.0s) PGA 0.418 MCEG peak ground acceleration FPGA 1.082 Site amplification factor at PGA PGAM 0.452 Site modified peak ground acceleration TL 16 Long-period transition period(s) SsRT 0.952 Probabilistic risk-targeted ground motion(0.2s) SsUH 1.062 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) SsD 1.5 Factored deterministic acceleration value(0.2s) S1 RT 0.422 Probabilistic risk-targeted ground motion(1.0s) Si UH 0.484 Factored uniform-hazard spectral acceleration (2%probability of exceedance in 50 years) S1D 0.6 Factored deterministic acceleration value(1.0s) PGAd 0.509 Factored deterministic acceleration value(PGA) The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct,ATC and its sponsors and contributors assume no responsibility or liability for its accuracy.The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy,suitability and applicability by engineers or other licensed professionals.ATC does not intend that the use of this information replace the sound judgment of such competent professionals,having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use.Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. 6 of 12 WIND LOADING ANALYSIS -Wall Components and Cladding Per ASCE 7-10 Code for Buildings of Any Height Using Part 1 &3: Analytical Procedure(Section 30.4&30.6) Job Name: Subject: Job Number: Originator: Checker: Input Data: Wind Speed, V= 120 mph (Wind Map, Figure 26.5-1A-C) Bldg. Classification= II (Table 1.5-1 Risk Category) Exposure Category= B (Sect.26.7) B Ridge Height, hr= 9.58 ft. (hr>=he) Eave Height, he= 9.00 ft. (he<=hr) Building Width= 14.00 ft. (Normal to Building Ridge) Building Length= 26.83 ft. (Parallel to Building Ridge) Roof Type= Monoslope (Gable or Monoslope) k Topo. Factor, Kzt= 1.00 (Sect. 26.8& Figure 26.8-1) Plan Direct. Factor, Kd = 0.85 (Table 26.6) . . . ......... . Enclosed?(YIN) Y (Sect. 28.6-1 & Figure 26.11-1) Hurricane Region? N 0 0 Component Name= Wall (Girt, Siding, Wall,or Fastener) hr Effective Area,Ae= 257.1528 ft.^2 (Area Tributary to C&C) he Resulting Parameters and Coefficients: L Elevation Roof Angle, 0= 2.39 deg. Mean Roof Ht., h= 9.00 ft. (h= he,for roof angle<=10 deg.) Wall External Pressure Coefficients, GCp: GCp Zone 4 Pos. = 0.68 (Fig. 30.4-1, GCp is reduced by 10%for roof angle<=10 deg. ) GCp Zone 5 Pos. = 0.68 (Fig. 30.4-1, GCp is reduced by 10%for roof angle<=10 deg.) GCp Zone 4 Neg. = -0.77 (Fig.30.4-1, GCp is reduced by 10%for roof angle<=10 deg. ) GCp Zone 5 Neg. _ -0.81 (Fig. 30.4-1, GCp is reduced by 10%for roof angle<=10 deg. ) Positive&Negative Internal Pressure Coefficients, GCpi (Figure 26.11-1): +GCpi Coef. = 0.18 (positive internal pressure) -GCpi Coef. = -0.18 (negative internal pressure) If z<= 15 then: Kz=2.01*(15/zg)^(2/a) , If z> 15 then: Kz=2.01*(zlzg)^(2/a) (Table 30.3-1) a= 7.00 (Table 26.9-1) (Note:z not<30'for Exp. B, Case 1) zg= 1200 (Table 26.9-1) Kh= 0.70 (Kh =Kz evaluated at z=h) Velocity Pressure:qz=0.00256*Kz*Kzt*Kd*V^2 (Sect. 30.3.2, Eq. 30.3-1) qh =I 21.95 Ipsf qh=0.00256*Kh*Kzt*Kd*V^2 (qz evaluated at z=h) Design Net External Wind Pressures(Sect. 30.4&30.6): For h <=60 ft.: p=qh*((GCp)-(+/-GCpi)) (psf) For h> 60 ft.: p=q*(GCp)-qi*(+/-GCpi) (psf) where:q =qz for windward walls, q =qh for leeward walls and side walls qi=qh for all walls(conservatively assumed per Sect. 30.6) 95 t0 SW On BarHbur Blvd Project Name Sousou Residence Outdoor Cooking Cover Project# 190908 Sred Portland,OR 97219 1111 Location 15075 SW Danube Drive, Tigard, Oregon Client All Oregon Landscaping MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 DPH 07/29/2019 ENGINEERS www.mlller-se.com By Ck'd 7"+�' Date Page of 12 "ASCE710W.xls"Program Version 1.0 Wind Load Tabulation for Wall Components&Cladding Component z Kh qh p=Net Design Pressures(psf) (ft.) (psf) Zone 4(+) Zone 4(-) Zone 5(+) Zone 5(-) Wall 0 0.70 21.95 18.79 -20.76 18.79 -21.77 For z=hr: 9.58 0.70 21.95 18.79 -20.76 18.79 -21.77 For z=he: 9.00 0.70 21.95 18.79 -20.76 18.79 -21.77 For z=h: 9.00 0.70 21.95 18.79 -20.76 18.79 -21.77 Notes: 1. (+)and (-)signs signify wind pressures acting toward&away from respective surfaces. 2.Width of Zone 5(end zones), 'a'= I 3.00 (ft. 3. Per Code Section 30.2.2, the minimum wind load for C&C shall not be less than 16 psf. 4. References :a.ASCE 7-10, "Minimum Design Loads for Buildings and Other Structures". b. "Guide to the Use of the Wind Load Provisions of ASCE 7-02" by:Kishor C. Mehta and James M. Delahay(2004). h Is 5i 6 sJ 1 ,4. / {; r -.4 i 5 .5 `4 •r t Wall Zones for Buildings with h <=60 ft. all 9570 On SW Barbur HunBlvd Project Name Sousou Residence Outdoor Cooking Cover Project# 190908 Sd Portland,OR 97219 MaLocation 15075 SW Danube Drive, Tigard, Oregon MILLER Client All Oregon Landscaping Phone 503.246.1250 CONSULTING Fax 503.246.1395 DPH -- 07/29/2019 ENGINEERS www.miller-se.com By Ck'd ifDate Page 8 of 12 SEISMIC DESIGN FORCE,Section 13.3: Elements of Structures,Nonstructural Components, and Equipment Supported by Structures Site Class: D ASCE 7-10,Sec.20.3,Table 20.3-1,pg. 152 Seismic Design Category: D ASCE 7-10,Sec.11.6,pg 56 Risk Category: I I IBC 2012 Sec 1604.5,pg 336 Ss= 95.20% ASCE 7-10,Figure 22-1 page 158 Fa= 1.12 ASCE 7-10 Table 11.4-1 pg 55(Linear interpolation is used) Skis= 1.07 ASCE 7-10 eqn.11.4-1 pg 55 SDS= 0.71 ASCE 7-10 eqn.11.4-3 pg 55 IE= 1.00 ASCE 7-10 Sec 13.1.3,pg 87 ap= 2.5 ASCE 7-10 Table 13.6-1,pg 93 RP= 6.00 ASCE 7-10 Table 13.6-1,pg 93 Z(ft)= 9.58333333 Component attachment elevation w/respect to grade h(ft)= 9.58333333 Structure roof elevation with respect to grade F = 0.355 *Wp ASCE 7-10 Eq.13.3-1,pg 88 OR 1.137 *Wp ASCE 7-10 Eq.13.3-2,pg 89 Not less than 0.213 *Wp ASCE 7-10 Eq.13.3-3,pg 89 Fa= 0.355 *Wp 0.2SosWp= 0.142 *Wp (ASCE7-10 Sec. 13.3,pg 88) SEISMIC: FSEISIMIC=(14')(26'+10"/12)*(15 PSF)(0.355)(0.7)=1400 LB WIND: FWIND-LONG=(9'+7"/12)*(26'+10"/12)*(21.77 PSF)*(0.6)=3359 LB FWIND-SHORT=(9'+7"/12)*(14')*(21.77 PSF)(0.6)=1752 LB WIND CONTROLS IN BOTH DIRECTIONS 9570 SW Barbur Blvd Suite One Hundred Project Name Sousou Residence Outdoor Cooking Cover Project# 190908 Portland,OR 97219 Location 15075 SW Danube Drive, Tigard, Oregon MILLER Client All Oregon Landscaping Phone 503.246.1250 CONSULTING Fax 503.246.1395DPH 07/29/2019 www.miller-se.com By Ck'd Date Page 9 of 12 ENGINEERS WIND LOADING ANALYSIS - Roof Components and Cladding Per ASCE 7-10 Code for Bldgs.of Any Height with Gable Roof 0<=45°or Monoslope Roof 0<=3° Using Part 1 &3:Analytical Procedure(Section 30.4&30.6) Job Name: Subject: Job Number: Originator: Checker: Input Data: A Wind Speed, V= 120 mph (Wind Map, Figure 26.5-1A-C) Bldg. Classification= II (Table 1-1 Occupancy Category) Exposure Category= B (Sect.26.7) B Ridge Height, hr= 9.58 ft. (hr>= he) Eave Height, he= 9.00 ft. (he<=hr) Building Width = 14.00 ft. (Normal to Building Ridge) Building Length = 26.83 ft. (Parallel to Building Ridge) Roof Type= Monoslope (Gable or Monoslope) Topo. Factor, Kzt= 1.00 (Sect. 26.8&Figure 26.8-1) Plan Direct. Factor, Kd = 0.85 (Table 26.6) Enclosed?(Y/N) N (Sect. 28.6-1 &Figure 26.11-1) Hurricane Region? N 0 . li Component Name= Joist (Purlin, Joist, Decking,or Fastener) hrA Effective Area,Ae= 1692.188 ft.^2 (Area Tributary to C&C) he Overhangs? (Y/N) N (if used,overhangs on all sides) Y L Resulting Parameters and Coefficients: Elevation Roof Angle, 0= 2.39 deg. Mean Roof Ht., h= 9.00 ft. (h =he,for roof angle<=10 deg.) ' ° (). z) L) AJ _ f Roof External Pressure Coefficients, GCp: -a GCp Zone 1-3 Pos. = 0.20 (Fig.30.4-2A, 30.4-2B,and 30.4-2C) _; c) �.2.� GCp Zone 1 Neg. = -0.90 (Fig.30.4-2A,30.4-2B,and 30.4-2C) GCp Zone 2 Neg. = -1.10 (Fig. 30.4-2A, 30.4-2B, and 30.4-2C) `3 __ r GCp Zone 3 Neg. = -1.10 (Fig. 30.4-2A, 30.4-2B, and 30.4-2C) ROOF PIAN Positive&Negative Internal Pressure Coefficients, GCpi(Figure 26.11-1): +GCpi Coef. = 0.55 (positive internal pressure) Roof Zones for Buildings with h>60 ft. (for Gable Roofs<=10°and Monoslope Roofs -GCpi Coef. = -0.55 (negative internal pressure) 3°) If z<= 15 then: Kz=2.01*(15/zg)^(2/a), If z> 15 then: Kz=2.01*(z/zg)^(2/a) (Table 30.3-1) a= 7.00 (Table 26.9-1) zg= 1200 (Table 26.9-1) (Note:z not<30, Exp. B, Case 1) Kh= 0.70 (Kh = Kz evaluated at z=h) Velocity Pressure:qz=0.00256*Kz*Kzt*Kd*V^2 (Sect. 30.3.2, Eq. 30.3-1) qh = 21.95 psf qh=0.00256*Kh*Kzt*Kd*V^2 (qz evaluated at z=h) Design Net External Wind Pressures(Sect.30.4&30.6): For h <=60 ft.: p=qh*((GCp)-(+/-GCpi)) (psf) For h> 60 ft.: p=q*(GCp)-qi*(+/-GCpi) (psf) a_ ._ where:q=qh for roof qi=qh for roof(conservatively assumed per Sect. 30.6) Et 9570 SW Barbur Blvd Project Name Sousou Residence Outdoor Cooking Cover Project# 190908 Suite One Hundred Portland,OR 97219 la Location 15075 SW Danube Drive, Tigard, Oregon MILLER Client All Oregon Landscaping Phone 503.246.1250 CONSULTING Fax 503.246.1395 DPH _ 07/29/2019 ENGINEERS www.miller-se.com By Ck d 1/ Date Page 10 of 12 Wind Load Tabulation for Roof Components &Cladding Component z Kh qh p= Net Design Pressures(psf) (ft.) (psf) Zone 1,2,3(+) Zone 1 (-) Zone 2(-) Zone 3 (-) Joist 0 0.70 21.95 16.46 -31.83 -36.22 -36.22 For z=hr: 9.58 0.70 21.95 16.46 -31.83 -36.22 -36.22 For z=he: 9.00 0.70 21.95 16.46 -31.83 -36.22 -36.22 For z=h: 9.00 0.70 21.95 16.46 -31.83 -36.22 -36.22 Notes: 1. (+)and (-)signs signify wind pressures acting toward&away from respective surfaces. 2.Width of Zone 2(edge), 'a'= 3.00 3.Width of Zone 3 (corner), 'a'= 3.00 Ift. ft. 4. For monoslope roofs with 0<=3 degrees, use Fig. 30.4-2A for'GCp'values with 'qh'. 5. For buildings with h >60'and 0> 10 degrees, use Fig. 30.6-1 for'GCpi'values with 'qh'. 6. For all buildings with overhangs, use Fig. 30.4-2B for'GCp'values per Sect. 30.10. 7. If a parapet>=3'in height is provided around perimeter of roof with 0<= 10 degrees, Zone 3 shall be treated as Zone 2. 8. Per Code Section 30.2.2, the minimum wind load for C&C shall not be less than 16 psf. 9. References :a.ASCE 7-02, "Minimum Design Loads for Buildings and Other Structures". b. "Guide to the Use of the Wind Load Provisions of ASCE 7-02" by: Kishor C. Mehta and James M. Delahay(2004). CHECK UPLIFT: UPLIFT=(36.22 PSF)(0.6)(14'/2)(26+10"/12)/2=2041 LB GRAVITY LOAD=(26'+10"/12)/2(14'/2)(15 PSF)(0.6)+(pi)(2')2/4*(5.5')(150 PCF)(0.6)=(851 +1555)LB=2406 LB GRAVITY LOAD>UPLIFT,THEREFORE OKAY Art 9570 SW Barbur Blvd Project Name Sousou Residence Outdoor Cooking Cover Project# 190908 Suite One Hundred Portland,OR 97219 111111 Location 15075 SW Danube Drive, Tigard, Oregon MILLER Client All Oregon Landscaping Phone 503.246.1250 CONSULTING Fax 503.246.1395 DPH 1, 1. 07/29/2019 ENGINEERS www.miller-se.com By Ck'd I' `'� Date Page 11 of 12 1 EMBEDDED POLE DESIGN PER 2012 IBC SECTION 1807.3 P=3349 LB [PG 9]/2= 1679.5 LB P 1.6795 k Applied lateral force, kips h 4.5 ft distance from ground surface to P, ft q 400 psf/ft allowable soil-brg Table 1806.2, psf/ q=2(200)=400 * b 2.00 ft 24" dia. or diagonal dimension of a 1.41 post, ft d_est 5.50 ft ESTIMATED embedment, ft 5.50 for pressure * 2 times with 1/2" movement at ground surface Constrained Condition S_3 2200 psf q*d est d^2 7.3 4.25*P*1000*h/(S 3*b) d 2.70 ft depth of embedment, ft OK Constrained UNconstrained S_1 733 psf q*d est/3 A 2.7 ft 2.34*P*1000/(S 1*b) d 5.20 ft A/2*(1+(1+4.36*h/A)^.5) OK UNconstrained P= 1.7 k at 4.5 ft b width: 2.00 ft h d_est: 5.50 ft WIND FORCE MUST TERMINATE IN THE q SOI) : 400 psf POST SINCE THERE ARE NO SHEAR WALLS.WIND IN THE LONG DIRECTION CONTROLS DESIGN.POST ARE 9 FT TALL A OK Constrained AND THE RESULTANT FORCE ACTS IN OK UNconstrained THE CENTER OF THE POST 4.5 FT. d CorscRvq-civf: ASt...h,(.s Sni.. Volume:0.6 CY 'A``s `fa L;.) 'nom` v b < > POLE FOUNDATION ELEVATION USE 2'-0"DIA x 5'-6"DEEP FOOTING WITH P.T.POST 6"CLEAR FROM BOTTOM Art 9570 SW Barbur Blvd Project Name Sousou Residence Outdoor Cooking Cover Project# 190908 Suite One Hundred j Portland,OR 97219 MkLocation 15075 SW Danube Drive, Tigard, Oregon MILLER Client All Oregon Landscaping Phone 503.246.1250 CONSULTING Fax 503.246.1395 DPH07/29/2019 www.miller-se.com By Ck'd IST, Date Page 12 of 12 ENGINEERS