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Plans (77) Y • •• •• • • • • •• • • • • • • • • .• • • •• • • • • •• •• • •••• •• •• • •• • •• •• •• • • • • • • • •• BECEVED • • • • • t M 1 Ll;E R.: • •: : : • •: :• E. 7 2t11f SI{ • ^'^• ••• • •• • • • CON :•vv. •.• •• ••• •••• CITY OF TIGARD ENGINEERS •.• •.• • • •• •• BUILDING DIVISION • • • STRUCTURAL C/LCIJL4TSQNS:•• : : • ... • • . 1 ' Summerfield Club House Deck Evaluation 10650 SW Summerfield Drive, Tigard, Oregon Summerfield Civic Association December 5, 2016 Project No. 161307 • 16 pages CITY OF TIGARD Principal Checked: ptI LIVED FOR CO E COMPLIANCE Approved: [ OTC: [' 1 Permit#: 0 ',a' .d -' Address: ,moi .... _ 4, a eC) 10 C T Uftei Suite,#: �c�ED PROFFss By: _,,_ . Date: 411` __ \, GIN - c�' __/0 ÷ F ,111 S 51043 �' o V�` ' `y OREGON � OFFICE COPY 0 t,p�C12Z , cp EXPIRES: 06-30-2018 *** 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 • V• •• •• • • • • •o Building Code: 2014 Oregon Structural Specialty Code • • • •• • • • • • • • ••• • • •• • • • • Soils Report: No Soils Report by: 'N/A • • • • • Bated: • WA a • a Soil Bearing: N/A PSF Retaining Walls: No Equivalent Fluid Pressure(active): N/A PCF Passive bearing: N/A PCF Friction: N/A • • • 4----T- •• Structural System: Building Structure •• • • •• • • •• • Vertical System: Wood framed Construction Laterl l Sys:.R/A. : w•: - i i•• -• • • • • Element Roof Deck ••• ••• ••• •• ••• • Load Type Dead Dead Basic Design Value(PSF) 15 100 •00 4 •• * • •• •• Loads: Load Type Snow Floor Live • • • Value(PSF) 20 100 •• •• ••• ••• •• • s 4r Deflection Criteria L/240 L/360 � I Lateral Design Parameters: Wind Design:ASCE 7-10 Wind Speed(3 sec Gust): 120 MPH Exposure B Importance Factors Iw= 1.00 IE= 1.00 Is= 1.00 l;= 1.00 Risk Cat: II (ice w/wind) (seismic) (snow) (ice) Seismic Design:N/A Design Summary: The following calculations are for the design of new framing members to replace deteriorated members on an existing exterior deck.The existing structure is designed by others.Also included is the design of guardrail post attachments for areas where the existing guardrail will be reattached to the new framing members. i a9570 SW Barbur Blvd. Project Name: Summerfield Club House Deck Evaluation Project#: 161307 A Suite One Hundred laPortland,OR 97219 Location: 10650 SW Summerfield Drive,Tigard,Oregon MILLER (503)246-1250 Client: Summerfield Civic Association FAX:246-1395 BY: ALB Ck'd: Date: 12/05/16 Page 1 of 16 • • •• •• •• • • • • •• • • • • • • • • • • • • • • • • •• •• • • • t • • it•• • • •• • • • • • • • • • •• •• •• • • • • • • • • • •• WIND LOADING ANALYSIS-Main.Wi�nd Force Resisting System Per ASCE 7-10 Code for Enclosed er Part lly Enclosed @uikkng9• Usin• Method 2:Anal tical Procedure Section.27&2: for Lew-Rise Btiik in•s Job Name: Su eject: Job Number: Originator: ( Checker: I ••• ••• • J •• •• Input Data: • •• • • 11/EVAPC041111111.111111 • • ••• •• - t • • • Wind Speed,V= 120 mph (Wind Map, Figure/6.5!1.4-C).• • • •• Bldg. Classification= II (Table 1.5-1 Risk Category) Wind Exposure Category= B (Sect.26.7) B Ridge Height, hr= 38.25 ft. (hr>=he) 111 Eave Height, he= 23.25 ft. (he<=hr) Building Width= 90.00 ft. (Normal to Building Ridge) Building Length= 220.00 ft. (Parallel to Building Ridge) L Roof Type= Gable (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?(YIN) Y (Sect. 26.2&Table 26.11-1) Ah, Hurricane Hurricane Region? N IN Resulting Parameters and Coefficients: hr h<-60 she Roof Angle, e= 18.43 deg. I< L Mean Roof Ht., h= 30.75 ft. (h=(hr+he)/2,for angle>10 deg.) Elevation Check Criteria for a Low-Rise Building: 1. Is h<=60'? Yes, O.K. 2. Is h<= Lesser of L or B? Yes, O.K. External Pressure Coeffs., GCpf(Fig.28.4-1): (For values, see following wind load tabulations.) Positive&Negative Internal Pressure Coefficients, GCpi (Table 26.11-1): +GCpi Coef. = 0.18 (positive internal pressure) -GCpi Coef.= -0.18 (negative internal pressure) If h<15 then: Kh=2.01*(15/zg)^(2/a) (Table 28.3-1) If h>= 15 then: Kh=2.01*(z/zg)^(2/a) (Table 28.3-1) (Note: z not<30'for Exp. B) a= 7.00 (Table 26.9-1) zg= 1200 (Table 26.9-1) Kh= 0.71 (Kh=Kz evaluated at z=h) Velocity Pressure: qz=0.00256*Kz*Kzt*Kd*VA2 (Sect. 28.3.2, Eq.28.3-1) qh= 22.11 psf qh=0.00256*Kh*Kzt*Kd*VA2 (qz evaluated at z=h) Design Net External Wind Pressures(Sect. 28.4.1): p=qh*[(GCpf)-(+/-GCpi)] (psf, Eq. 28.4-1) Wall and Roof End Zone Widths'a' and'2*a'(Fig.28.4-1): a= 9.00 ft. 2*a= 18.00 ft. 9570 SW Barbur Blvd Project Name Summerfield Club House Deck Evaluation Project# 161307 Suite One Hundred Portland,OR 97219 Location 10650 SW Summerfield Drive, Tigard, Oregon Client Summerfield Civic Association MILLER Phone 503.246.1250 p CONSULTING Fax 503.246.1395 ALB ET-4 11/8/16 2 of 19 www.miller-se.com By Ck d Date Page ENGINEERS • •• ••• •• • • • • •• ••• • • ••• ••• • • • •S . • • • • ••• •• • •• • • •• • • • ••• • • •• • • • • • • • • • • • • •• • • • • • • • • •• MWFRS Wind Load for Load Case A • . MWFRS Wind Load forbad Case B Surface GCpf p=Net Pressures(ps"l S'urfaca i•: *GZ✓pi . i tiePressures(psf) (w/+GCpi) (w/-GCpi). •: •• ti/+GC$i) (w/-GCpi) Zone 1 0.52 7.44 15.40' ' Zdr1e 1 '"-0745 '”13.13 -5.97 Zone 2 -0.69 -19.23 -11.28 Zone 2 -0.69 -19.23 -11.28 Zone 3 -0.47 -14.34 -6.38 ••,.Zpryea3 • -0,37 .1 •,12.16 -4.20 Zone 4 -0.42 -13.16 5.20 : Zorte 4: ' -:).Q5 : : ;43.93 -5.97 Zone 5 --- --- : Zorte 5: ': On :'• : 486 12.82 Zone 6 --- --- --- ' Z&1' 6 ' -T.29 ' 0 0-1'10.39 -2.43 Zone 1E 0.78 13.27 21.23 Zone 1E -0.48 -14.59 -6.63 y Zone 2E -1.07 -27.64 -19.68 Zone 2E -1.07 -27.64 -19.68 J Zone 3E i -0.67 -18.86 -10.91 Zone 3E -0.53 -15.70 -7.74 Zone 4E -0.62 -17.64 -9.69 Zone 4E -0.48 -14.59 -6.63 Zone 5E --- --- --- Zone 5E 0.61 9.51 17.47 Zone 6E --- --- --- Zone 6E -0.43 -13.49 -5.53 *Note: Use roof angle 0=0 degrees for Longitudinal Direction. For Case A when GCpf is neg. in Zones 2/2E: For Case B when GCpf is neg. in Zones 2/2E: Zones 2/2E dist. =I 45.00 ft. Zones 2/2E dist. =I 58.13 ft. Remainder of roof Zones 2/2E extending to ridge line shall use roof Zones 3/3E pressure coefficients. MWFRS Wind Load for Load Case A,Torsional Case MWFRS Wind Load for Case B,Torsional Case Surface GCpf p=Net Pressure(psf) Surface GCpf p=Net Pressure(psf) (w/+GCpi) (w/-GCpi) (w/+GCpi) (w/-GCpi) Zone 1T --- 1.86 3.85 Zone 1T --- -3.48 -1.49 Zone 2T -- -4.81 -2.82 Zone 2T --- -4.81 -2.82 Zone 3T --- -3.58 -1.59 Zone 3T --- -3.04 -1.05 Zone 4T --- -3.29 -1.30 Zone 4T --- -3.48 -1.49 Zone 5T -- Zone 5T --- 1.22 3.21 Zone 6T --- -- --- Zone 6T --- -2.60 -0.61 Notes: 1. For Load Case A(Transverse), Load Case B(Longitudinal), and Torsional Cases: Zone 1 is windward wall for interior zone. Zone 1 E is windward wall for end zone. Zone 2 is windward roof for interior zone. Zone 2E is windward roof for end zone. Zone 3 is leeward roof for interior zone. Zone 3E is leeward roof for end zone. Zone 4 is leeward wall for interior zone. Zone 4E is leeward wall for end zone. Zones 5 and 6 are sidewalls. Zone 5E&6E is sidewalls for end zone. Zone 1T is windward wall for torsional case Zone 2T is windward roof for torsional case. Zone 3T is leeward roof for torsional case Zone 4T is leeward wall for torsional case. Zones 5T and 6T are sidewalls for torsional case. 2. (+)and (-)signs signify wind pressures acting toward&away from respective surfaces. 3. Building must be designed for all wind directions using the 8 load cases shown below. The load cases are applied to each building corner in turn as the reference corner. 4.Wind loads for torsional cases are 25%of respective transverse or longitudinal zone load values. Torsional loading shall apply to all 8 basic load cases applied at each reference corner. Exception: One-story buildings with"h"<=30', buildings<=2 stories framed with light frame A construction, and buildings<=2 stories designed with flexible diaphragms need not be designed for torsional load cases. 5. Per Code Section 28.4.4, the minimum wind load for MWFRS shall not be less than 16 psf. S9570 SW Barbur Blvd Project Name Summerfield Club House Deck Evaluation Project# 161307 Suite One Hundred Portland,OR 97219 10650 SW Summerfield Drive, Tigard, Oregon MI6 Location 9 9 Client Summerfield Civic Association MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ALB Ck'd f Date 11/8/16 Page 3of 19 www.miller-se.com BY ENGINEERS . ` ' °°° �°° �°° �°° °° � • •° �°° • •° •°° = ° •• ° •° • ° °°� •• ° °° ° •° ° •• • ° ° •• • ° ° ° ° •° ° • •• •° ° •~ •• °• °° Low-Rise ° • • ° • °° Buildings, -- • : • '- h<=60' •• •°- w°° ••• ••°° nu •~ m� -- ° ° ~ ° ° °~ - .',7�'- � •° ° 1/41 � .q....4m 7- Wilk ''41-°'�7 �~ 0000 Load Case A | _/» �� -;)/ �1 � � � . 24400 •-..... . ~ m0 � u -,4l.: �� a nn ,0015 :41411°P . S.-- 1 :' x- Load Case B Basic Load Cases ^° . ruse ATnskon Case � - / Transverse Direction Longitudinal Direction Torsional Load Cases 9570 SW Barbur Blvd Project Name Summerfield Club House Deck Evaluation Project# 161307 et Suite One Hundred Portland,ORenu�o laLocation 10650 SW Summerfield Drive, Tigard, Oregon Client Summerfield Civic Association MILLER Phone 503.246.1250 CONSULTING muamu — 1�95 By ALB Ck'd ET-4") 11/8/16 page *�19 www.miller-se.comENGINEERS • •• •• • • •• • • •• ••• ••• ••• •• • • •• • • • • • •• "•• • • • • • "C5: : • C6 -0110'14-17'-6"114-17'-6" 17'-6" 17'-6"_110'-0" • • • • • • •• ,� 10'-0" 10'-0" • • • • •• •S• •.: • • • •• • I • • • • • • •• liglir • •• • , • • • 10'-0" ••• ••• •• •• ••• •18'-0" I I I t•!_0.41! • i•_ � Ili 5 • ■ I • • • • • •• • 1 17'-0" I -J i-►N- 14- _J . •� •• • •• 1 2.O ••• &_,.10,4),.l' • • • ••' 1 10'0 1 ■ I I Aiiiiii 15'-0" I I I 1 • I 1 I I ■ 1 1 20'-0" 1 1 1 L I 1 1 1 • I 1 ■ 10,-0" ROOF PLAN +— a— — 18'-0" 17'-0" <______---B15 I— • ■ 15-0" 10'-0" 10'-0" I— �--- C9 -1 'T E 20'-0"1 -1111-I . (_20'-0" ----r—B 14 --+ 11 ( 10'-0" L ■ • . 1.■ 10'-0" r ■ • MIS • ■ a II ■ • II 1,‘ ■ C8 -NI10'-0' 17'-6" 17'-6" 17'-6"-+I+I17'-6"--11,110.-01.11- i B10 B8 UPPER LEVEL PLAN 9570 SW Barbur Blvd Project Name Summerfield Club House Deck Evaluation Project# 161307 Suite One Hundred Et Portland,OR 97219 MaLocation 10650 SW Summerfield Drive, Tigard, Oregon Client Summerfield Civic Association MILLER Phone 503.246.1250 �`" ' CONSULTING Fax 503.246.1395 ALB ' lit"'") 11/8/16 5 of 19 www.miler-se.com By Ck d Date Page ENGINEERS •• •• •• • • • • • • ••• ••• ••• ••• • • • • • • • • • •• • • • • • • . . _�_. • • • •• •• • •• ray tcc r-- es/a' • • • • • •• (JC FL(k)rt _ fc- ". •• • • •• • • •• • • • • • • • • • •• • • • •• • • • lel 7 'cte (3s- PCF-'pCucr jd)(3-S /Crz.} f (I 7..o PC-F Cor411:, (7: (0.11:i,‘g(g • ••• S Psi • Ll- PCckw IOoPSF • • ..• ... .. . • • ••• • • lJ L --ncs 56-x, ec 274 roe_ 1./7.FF(> PLZ17 Ir)ta_. DE- K 1/33 r$ ' • cS, cG jpr 07- Cts" esP 25 N5r, fl-\) ( ids pc.r. Pa Cls psi DL r- es r St ) ( '')(Iu ) /(7.) ( r (3) `75- err 12��ic yG N S - C l C7 z $5( c of Us E- 6?( frrr 0a57' >.S rw.- Pe; 7Faitrad 1 =e L-t5S 0,C, PL. 0,GQL, L-,)' ((IC eff oc.,) (o,G}-(1.1.3 psF w�)(0-c.))(ro.)/(z.-) rs, o(,)(0,q) ---(11,72 ( L.A.)(o.G,N)) (s')(ro')/(?Z( ‘./3. 5- LSI vz,i cry.-ops G Lf'-G =-z.„0-7 t_.6 J < 7 o Leif / f(n z�._.POP( a f t I3 -sr 4.6S 9570 SW Barbur Blvd Project Name Summerfield Club House Deck Evaluation Project# 161307 Suite One Hundred Portland,OR 97219 Location 10650 SW Summerfield Drive, Tigard, Oregon MILLER Client Summerfield Civic Association Phone 503.246.1250 CONSULTING Fax 503.246.1395 ALB 11/8/16 6 of 19 www.miller-se.com BY Ck d Date Page ENGINEERS •• •• •• • • • • •• • • ••• ••• ••• • • •• • • • • • •- •• • • • - 2012 National Design Specification for Wood Construction ••• Reduction•Bending•*Axial,Fc • E• Ent, • Fce,= 1002 psi Post Copyright©2008 Miller Consulting Engineers,Inc. • • •Co •1.15 • :1.15 S•• ••• Feet= 1002 psi Mark C4,C5,C6,and C7 Material:DIMENSIONAL LUMBER Rb, 6.0 -', Grade:Hem/Fir No.1,5 x 5 Post&Tin Cr 1.00 Rby 6.0 r J size=6 x 6 • Ct• 1.00• 1.06 1.00• 1.90• Fbe3 15610 psi N _t "' d,= 5.50 in I': �F l j.0(f 1/0• • •i I• Fbey 15610 psi 1-1� d2= 5.50 in i gr,: 1.00 : toe: too: v0: KM 1200 1-,^s .-a` I A= 30.25 in2 ••• U • 1.00•• MS 1.060• 1.110 KT 0.59 '-e�-" S,= 27.73 in' CT 1.00 Fb,* 1121 psi Height= 9 ft lu,= 9 ft Sy= 27.73 in3 Cv 1.00 Fby* 1121 psi P1= 2851 lb 1u2= 9 ft Le,= 16.56 ft •••C.••lei; ••• j•t i•• Fbe,/Fb,* 14 P2= 0 lb M,,,= 0 ft-lbs Le2= 16.56 ft : C40 ' 1..Q• - •• • • Fbey/Fby* 14 ex1= 0 in My„= 0 ft-lbs Fb,= 975 psi a CP • • • 0.70 • • • • Fe* 978 psi ,114 eyl= 0 in M4,= 0 ft-lbs Fby= 975 psi a Cfu"1.0I a Fb,' 1121 psi ext= 0 in My,,= 0 ft-lbs Ex= 1300 ksi CE 1.00 1.00 1.00 1.00 FbY 1121 psi ey2= 0 in Ke,= 1 Ey= 1300 ksi CE=Exterior wet use of SCL lumber Fc' 684 psi w,= 0 lbs/ft Ke2= 1Ex„,,= 470 ksi CSP 1 1.00 I 1.00 j I . 1300 psi wy= 0 lbs/ft le,= 9.00 ft Ey,,„,= 470 ksi CRP=Single Pile Factor(piles only) Ey 1300 psi Ie2= 9.00 ft Fc= 850 psi Cu I I I 1.00 I 1.00 Ex„,„,' 470000 psi le,/d,= 19.64 c= 0.8 Cu=Untreated Factor(piles only) Eym; 470000 psi le2/d2= 19.64 1,= 76.26 in° Material DIMor oroos°i E116161R • ly= 76.26 in4 Grade o,=r,r tw.i,S.s poste row- s. Fbx'=(Fbx")(CL)(Cfu)=1,121 psi Load Duration,CD T.vr MO,,T.S r s 5165,.rnar, w Fby=(Fby*)(CL)(Cfu)=1,121 psi Fe'=(Fc)(Cd)(Cm)(Ct)(Cf)(Ci)(Cp)=684 psi Temperature Factor,Ct T =taco V E'=(E)(Ct)(Cm)(Ci)=1,300 ksi Wet Service Factor,CM .rorsnmE.C.'or.:9, e' Emin'=(Emin)(Ct)(Cm)(Ci)(CT)=470 ksi Incising Factor,CI 000svo ISroTr'"roto V fbx=0 psi<Fbx'=1,121 psi Bending Capacity=0% Repetitive Factor Cr MENwR s TOT R€pemvr V fby=0 psi<Fby=1,121 psi Built up Member NO fc=94 psi<Fc'=684 psi Axial Capacity=13.8% Member s 2 e 6 x 6,DIMENSIONAL LUMBER Hem/Fir No.1,5 x 5 Post&Timber T r 9570 SW Barbur Blvd Project Name Summerfield Club House Deck Evaluation Project# 161307 Suite One Hundred at Portland,OR 97219 le Location 10650 SW Summerfield Drive, Tigard, Oregon Client Summerfield Civic Association MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ALB11/8/16 7 of 19 www.miller-se.com By Ck'd Date Page ENGINEERS • •• •• •• • • • • •• • • • • • • • • • • • • • • • • •• 5• • • • • • • ••• • • •• • • • • Loi (1 • • • • • • • •• • • 6ri+`A •• • • •• • •• •• • • • • • • • • • • •• • • • •• • • • 14-) • •• • • •• •• • • . ..,._................,._,_.,.,,,..._._._.. ••• ••• ••• •• 5•• • A ••• ••• • • •• •• • • f • • • • • ••• ••• •• • • lA • • • ••• • • DL f- LL W = eYo pc"f- >L 4-too i fF c i-)(!0,Wo'' )/(7) '7 00 lot-f" USE 5 7/16 x 14 ROSBORO TREATED GLULAM BEAM P6 9— r>� BE-Ar v 3(0 10'-o" W = t Yo P '>L 4-05 ralF. L C)( 01-01' )/(71 = 7 oa /AX us6, ( (/`•f N ! /1 74-r✓, 3147E 104; 10 Fo t)k;"J 9570 SW Barbur Blvd Project Name Summerfield Club House Deck Evaluation Project# 161307 Suite One Hundred Portland,OR 97219 Location 10650 SW Summerfield Drive, Tigard, Oregon • MILLER Client Summerfield Civic Association Phone 503.246.1250 CONSULTING Fax 503.246.1395 ALB 11/8/16 8of19 www.miller-se.com By Ck d Date Page ENGINEERS • •• •• •• i • • • •• ••• ••• ••• ••• • • •• • • • • • ••• •• I • • • • • ••• • •• • •• • •• • • •• ••• • • • • • 2012 National Design Specification for Wood Construction(ASO) • • • Reduc!on Bening shear F,•Bearing F„ •@&E. Re 4.64 OK<50 Mark Beam B8 Material:Rosboro GLULAM Co 1,00 1.00 E',,„,, 930,000 psi Grade:24F-V5M1/SP Rosoboro Treated Glulam Cr 1.00 1.00 1.00 1.00 Fbe 47671 psi • • is • • •• Span 17.50 ft Cr,= 2.00 ft size=5.4375 x 14 •• • t •'400 • • •• • Fy*= 2400 psi x1= 0.00 ft w1= 700 lbs/ft b= 5.438 in : • u • 410 p•:00• 145.00 :..1.00 FbE/Fb*= 19.86 x2= 17.50 ft w2= 700 lbs/ft d= 14.000 in •:• ::i; •1 ••,lii.00 •:40 •••1.00 Fb 2394 psi Xa= 0.00 ft Pa= 0 lbs A= 76.13 in2 Cr 1,00 Fn= 215 psi Xb= 0.00 ft Pb= 0 lbs S= 177.63 in3 Cv 0.998 F,,'= 650 psi Xc= 0.00 ft Pc= 0 lbs I= 1243.38 in" ••• •GL• 49.997 r •• :• E. 1,800,000 psi RI= 6125 lbs V= 5308 lbs El= 2,238,075 kip-int : ratu • 1.00 R2= 6125 lbs M= 26797 ft-lbs F,= 2400 psi • • ••• ••• •• • • • , • ,• • • • • • • LL Aya,g=U 360 LLA= 0.44 inchs F„= 215 psi • M#tlRiel • • • • �Rolbero GLULAM - TL limn=L/ 240 TL A= 0.70 inchs E= 1800 ksi Grade 24F-V5M1/SP Rosoboro Treated Glula %LL 62.5% t,= 4.12 ft E,,,,,= 930 ksi Load Duration,Co TEN YEARS 1.0 OCCUP LIVE y Fb'=(Fb)(Cd)(Ct)(CM)(Cr)(Cv or CL)(Cfu)=2,394 psi F,„= 650 psi Temperature Factor,C, DRY T<=100°F Fv'=(Fv)(Cd)(Ct)(CM)=215 psi Approx.weight 18.50 lbs/ft Wet Service Factor,Cu MOISTURE CONT LESS THAN 19% E'=(E)(Ct)(CM)=1,800,000 psi R1 Req'd Bearing Width 1.73 In. Incising Factor,Ci MEMBER IS NOT INCISED Fcl'=(Fc1)(Ct)(CM)=650 psi R2 Req'd Bearing Width 1.73 in. Repetitive Factor C, MEMBER IS NOT REPETITIVE fb=1,810 psi<Fb'=2,394 psi Bending Capadty=75.6% SHEAR UNREDUCED M=26,797 ft-lbs<Mmax=35,431 ft-lbs Member 5.4375 x 14 Iv=105 psi<Fv'=215 psi Shear Capacity=48.7% Number of Plies 1 Ply V=5,308 lbs<Vmax=10,911 lbs Max LL Dell=0.436 inches=L/482 LL Defl.Capacity=74.7% (1 Ply) 5.4375 x 14,Rosboro GLULAM 24F-V5MIISP Rosoboro Treated Glulam Max TL Dell=0.697 inches=L/301 TL Dell,Capacity=79.7% Copyright©2015 Miller Consulting Engineers,Inc. 30,000 0.000 25,000 - -- - -0.100 20,000 `-. �,, -0.200 / V - - 15,000 ` 2 -0.300 a 10,000 ._ ` �_ g -0.400 - -' a 5,000 -0.500 g - -0.600 I, -5,000 0.700 - - -10,0 00 m oti n n o rym mu mr: mn 'on; o N n a ,n m 0800e o m e m a 2 2 w a 2 - a m a _N2 Shear i -Moment moDistance(ft) Distance(ft) I L Notes: 4 9570 SW Barbur Blvd Project Name Summerfield Club House Deck Evaluation Project# 161307 Suite One Hundred 04 Portland,OR 97219 IS Location 10650 SW Summerfield Drive, Tigard, Oregon Client Summerfield Civic Association MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ALB , E 11/8/16 9 of 19 www.miller-se.com By Ck d Date Page ENGINEERS • •• •• •• • • • • •• ••• ••• ••• ••• • • •• • • • • • •• •• • • • } • • ••• • • •• • S • • • • •• • }•y ••• • • •• • 2012 National Design Specification for Wood Construction(ASD) • • • Redman eentng F. Shear F,•Bearing F,, •Cs E,,,,,, Re= 4.70 OK<50 Mark Beam 1310 Material:DIMENSIONAL LUMBER Co 1.00 1.00 E'„,,,,= 446,500 psi Grade:Hem/Fir No.1,5 x 5 Beams&Stringers C, 1.00 1.00 1.00 1.00 Fes= 24284 psi • • • • •• Span 10.00 ft l„= 2.00 ft size=6 x 14 •• • Gr •069 • • •• • Fb•= 829 psi x1= 0.00 ft w1= 700 lbs/ft b= 5.500 in : • •eu • 110 ••;00• �.00 ••1.00 F./Fh.= 29.29 x2= 10.00 ft w2= 700 lbs/ft d= 13.500 in •:• !••i, •,Y'Y ••180 •'.10 •••0.95 F,'= 828 psi Xa= 0.00 ft Pa= 0 lbs A= 74.25 in' C, 1.00 F,'= 112 psi Xb= 0.00 ft Pb= 0 lbs S= 167.06 ine Cv 1.000 F„'. 405 psi Xc= 0.00 ft Pc" 0 lbs I= 1127.67 in° ••• •JI L998 • •• •• E'= 1,235,000 psi R1= 3500 lbs V= 2713 lbs E'l= 1,392,675 kip-in' ; `•u ; • 1.00 • • 4 • • R2= 3500 lbs M= 8750 ft-lbs F,= 1050 psi : • ••• .i• •• : : LL L14;mn=L/ 360 LLA= 0.07 inchs F,= 140 psi • MadtiMl • • • • DIMENSIONAL LUMBER TL ANm;,=L/ 240 TL A. 0.12 inchs E= 1300 ksi Grade Hem/Fir No.1,5 x 5 Beams&Stringer ~ %LL 62.5% 1,= 4.12 ft E,„,n= 470 ksi Load Duration,Co TEN YEARS 1.0 OCCUP LIVE Fb'=(Fb)(Cd)(Ct)(CF)(CM)(Ci)(Cr)(CL)(Cfu)=828 psi F.= 405 psi Temperature Factor,C, DRY T<=100°F It Fv'=(Fv)(Cd)(Ct)(CM)(Ci)=112 psi Approx.weight 18.05; lbs/ft Wet Service Factor,Ca MOISTURE CONT LESS THAN 19% E'=(E)(Ct)(CM)(Ci)=1,235,000 psi R1 Req'd Bearing Width 1.57 in. Incising Factor,C, MEMBER IS INCISED Fc.L'=(Fcl)(Ct)(CM)(CI)=405 psi R2 Req'd Bearing Width 1.57 in. Repetitive Factor C, MEMBER IS NOT REPETITIVE fb=629 psi<Fb'=828 psi Bending Capacity=75.9% M=8,750 ft-lbs<Mmax=11,522 ft-lbs Member 6 x 14 fv=55 psi<Fv'=112 psi Shear Capacity=48.9% Number of Plies 1 Ply V=2,713 lbs<Vmax=5,544 lbs Max LL Deft=0.073 inches=L/ 1,845 LL Deft.Capacity=21.9% (1 Ply) 6 x 14,DIMENSIONAL LUMBER HemlFir No.1,5 x 5 Beams 8 Stringers Max TL Defl=0.117 inches=L/ 1,028 TL Deft.Capacity=23.3% Copyright®2015 Miller Consulting Engineers,Inc. --- ----- 10,000 II moo 5,000 - -0.020----- -- 6,000 --- D.aao 4,000 ,, �� �i S I -o Deo E. 2000 S -0.100 _..- -2,000 -4,000 ---i -0.120 -6,000 -0.140 o n o 2 ry N „m o .v ,n .n o a m �a . m m r oe oc ry N mm M6 p � � m 2 e cmm � m =Shear Distance(R) _-_Moment Distance(ft) Notes: I I 9570 SW Barbur Blvd Project Name Summerfield Club House Deck Evaluation Project# 161307 Suite One Hundred 1 Portland,OR 97219 10650 SW Summerfield Drive, Ti Oregon Tigard, Location 9 Client Summerfield Civic Association MILLER Phone 503.246.1250 �`' � CONSULTING Fax 503.246.1395 ALB r El-s") 11/8/16 10 of 19 www.miller-se.com By Ck d Date Page ENGINEERS • •• •• •• • • • • •• • • • • • • • • • • • • • • •�.. ..„.-............._..x.. . • •�' . •: : . ': :• I ( f51s-) (g/c/) ••• ••• • • •• •• ` • • • • • DL LL_ • • ••• ii• •• • • •(`(0 PSG DC, 4- /ac) 9X LC-)(l a'-v” )7(0 '7 Da t F• Corv.,rr�.oc.,✓ Wz= (Ko Yap i- too eft. cdti.�(l`\)--~1-(o et. PP:: S-1) ()-1.71) = 13r2,s" La et, (Ic est oL)L( )(9`) 4-(s')()o'1/Cz)(Y3)) (LIO F r)L roo eft- t t-)(s')(s') 4,425 (Ai (7c. ft.r) (/-7,s`') f(1311,,s-c o's) = 13,C1,7 Lev t2-t{ti-e.;2' 3,, A 7 . (700 PLF)(10') + (140 PLF)(5') + (4,425 LBS) = 12,125 LBS DC.,. 1°- ©,-75 LC o,7SSC� U7,--(0-to P5F nc (lao Psr- t- .)(o,rs-)) (s-') = 5--77 9 f er1 Pi 1-'7; sc..Vor)\(S`' ( r), 2-Jr�s�, �lsr = ( 5' err .50(.0."7r))(Cs 9(5')+ Cs`') ( to' /(' -) 0i7.6 = z,osr L-rsl tel-r C ` (C75- 1A-P')(1-1.7' (z,`7 s--3. ' / 0/6 Lt j I -.1°1-c7.7,6,,--)nr) 6.1 6,g (/`(') 1-.0„,0 1 c OS (0(7/ C,r3 0.4 L a:-(HO rs r 'DO 05.6,) - ( 11,1-3 19 f1(a.c) ( c-') 62-.3 1 r,. e, ((17; PSFF DL.)(o,c) - (19,-1-3 t'-7rF Li )(c.(;,`))(c')(17,s-') zzz L:BS 19-c-(0"PJF OL)(0,0 - (11,2.3 pjr w0(0,6)) ((S')(9') (r9(10')/(7-)(1'/'?)) (-6/ �Er70 r 19-r ( 6,2. . PtF)(/`),S') t (-Z -i. c_4f) ?‘,((. -L La".7 - No t-fp'czr r (6,Z,3 F) (1`0 + (- iS'Z,s- x--45/ )— ?/ f,dt (•Jo (,'rt,c,c'r USE 6x14 PT HF#1 AT B14 AND 5 7/16 x 14 ROSBORO TREATED GLULAM BEAM AT B15 -> 5F,Lic 106 12-14 fort Il_:c,,„ USE 5 1/2"x7 1/2"TREATED GLULAM POST AT C8 AND 5 1/2"x6"TREATED GLULAM POST AT C9 C r` 15-16 S Cr-) 9570 SW Barbur Blvd Project Name Summerfield Club House Deck Evaluation Project# 161307 Suite One Hundred Portland,OR 97219 10650 SW Summerfield Drive, Tigard, Location 9Oregon MILLER Client Summerfield Civic Association Phone 503.246.1250 EPA)CONSULTING Fax 503.246.1395 ALB l.�t-�"' 11/8/16 11 of 19 www.miller-se.com By Ck d Date Page ENGINEERS P14/7" Beam P14/7" Beam Project: I Project: I By: Date: Checked: Date: Page: By: Date: Checked: Date: Page: Description: Reactions - kips, kip ft Units: English -II Properties - X = feet, E = ksi, I = in`4 i �- -- X = 0; E = 1800; I = 1243.38; x X = 32; E = 1300; I = 1127.67; Moment Releases - X = feet T T T T 1 X = 17; X = 32; Supports - X = feet, Displacement = inches, Rotation = radians Shear - kips X = 0; Diss = 0; 55i 949925 X = 17; Disp = 0; X = 32; Disp = 0; j X = 47; Disp = 0; X = 57; Disp = 0; �\ \ \ \ Springs - X = feet, VSpring = kip/inch, RSpring = kip in/rad \.� ,� Point Loads - X = feet, PLoad = kips, Moment = kip ft \ \\ \�-6.083762 X = 32; PLoad = -1.3125; X = 47; PLoad = -1.925; Uniform Loads - XStart & XEnd = feet, UStart & UEnd = kip/ft Moment - kip ft XStart = 0; XEnd = 47; UStart = -.7; UEnd = -.7; XStart = 47; XEnd = 57; UStart = -.14; UEnd = -.14; -_25.285159 • • • • • • Analysis Data: •• • • • - •-- • • Beam Length = 57. feet '. ��--- Number of Nodes = 202 • • '=12.511098 • • Number of Elements = 201 Number of Degrees of Freedom = 404 ••••• •• • • • •• • Reactions: • • • Rotation - radians •• •• X Vert Rot • • • •• feet kips kip ft 4`009219 • • • • __. •••• • 0 5.950 \ _ �\ 1------,. . 17.000 11.200 i •_•• • 32.000 10.979 �'-',, 47.000 9.960 i •"04-• 57.000 -0.551110 --\ • • ---•• • �\ "' •••• • •••• -`-0.009203 • • • Equilibrium: •• • • •••• Force Reaction Diff Deflection - inches Vert -37.537 37.537 -0.000 kips Rot 978.425 -978.425 -0.000 kip ft .47.073920 Min & Max values: N ��, ,,.� s Min Shear = -6.084 kips at 47.000 feet _ Max Shear = 5.950 kips at 0 feet F,587694 Min Moment = -12.511 kip ft at 47.000 feet Max Moment = 25.285 kip ft at 8.500 feet Min Rotation = -0.009203 radians at 16.717 feet Max Rotation = 0.009219 radians at 0 feet Min Deflection = -0.587694 in at 8.500 feet Max Deflection = 0.073920 in at 51.000 feet • •• •• •• • • • • •• ••• ••• ••• ••• • • •• • • • • • •• •• • • • • • • ••• • • •• • • • • • • • � • - - 4, 2012 National Design Specification for Wood Construction(ASD) • • • Redscti•n Bening F• Shear F, •Bearing Fu •lb&E,,,, Ra= 470 OK<50 Mark Beam 814 Material:DIMENSIONAL LUMBER Co 1.00 1.00 E,,,, 470,000 psi Grade:Hem/Fir No.1,5 x 5 Beams&Stringers C, 1,00 1.00 1.00 1.00 F,E= 25562 psi Span 20.00 ft e,,, 2.00 ft size=6 x 14 •... ••Caf aPy 9 ••• •= a•• F51= 1036 psi x1= 0.00 ft w1= 700 lbs/ft b= 5.500 in • Mt • 1 i60 • 'Poo• x.00 •• 1.00 FyE/F5•= 24,67 • • • •• • • • x2= 20.00 ft w2= 700 Ibsfft d= 13.500 in • ••C; 140 1.00 41.00 • •.00 Fy= 1034 psi •Xa= 0.00 ft Pa= 0 lbs A= 74.25 in= ••• ••e, 00 ~• ••• • F,;= 140 psi Xb= 0.00 - ft Pb= 0 lbs S= 167,06 ina Cv 1.000 F„'= 405 psi Xc= 0.00 ft Pc= 0 lbs I= 1127.87 in" ••• • p.998 • •• •111 E'= 1,300,000 psi R1= 7000 lbs V= 6084 lbs El= 1,485,973 kip-in' •• Y •CR, 1,00 • R2= 7000 lbs M= 12511 ft-lbs F,,= 1050 psi • • ••• ••• •• �•1� • LL,64,,,,,r=L/ 360 LL Ls= 0.21 inchs F,= 140 psi : Majq�8{ • • • • •DIa 451ONAL LUMBER TL A,„,,=L/ 240 TL 0= 0.34 inchs E= 1300 ksi Grade Hem/Fir No.1,5 x 5 Beams&Stringer. %LL 62.5% P,= 4.12 ft E,,,,,,= 470 ksi Load Duration,Co TEN YEARS 1.0 OCCUP LIVE t Fb'=(Fb)(Cd)(Ct)(CF)(CM)(Ci)(Cr)(CL)(Cfu)=1,034 psi F,5= 405 psi Temperature Factor,C, DRY T<=100°F Fv'=(Fv)(Cd)(Ct)(CM)(Ci)=140 psi Approx.weight 18.05 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 3.14 in. incising Factor,C, MEMBER IS NOT INCISED Fcl'=(Fcl)(Ct)(CM)(Ci)=405 psi R2 Req'd Bearing Width 3.14 in. Repetitive Factor Cr MEMBER IS NOT REPETITIVE fb=899 psi<Fb'=1,034 psi Bending Capacity=86.9% M=12,511 ft-lbs<Mmax=14,398 ft-lbs Member 6 x 14 fv=123 psi<FY=140 psi Shear Capacity=87.8% Number of Plies 1 Ply V=6,084 lbs<Vmax=6,930 lbs Max LL Deft=0.213 inches=L/ 1,129 LL Defl.Capacity=31,9% (1 Ply) 6 x 14,DIMENSIONAL LUMBER HemlFir No,1,5 x 5 Beams&Stringers Max TL Deft=0.340 inches=L/706 TL Defi.Capacity=34.0% Copyright®2015 Miller Connoting Engineers,Inc. 40,000 - ---- 0.000 35,000 -0.200 ---- 30,000 -0.400 I 25,000 - -". - _ -0.600 - / \-- 20,000 ----/ \ 2 -0.800 - ji 15,000 $ 1.000 i i 10,000 \- � o -1.200 5,000 - -�. a -1.400 - Ai Q . 1.600. - --_ __-- ._._ --_ _. Ii -5,000 - - -1.800 --- _,_.G7 _- -- 10,000 - ..- o m m m m 2.00 2 22 2 e m m m n m m m2 m < m m m e 2 _ „ 2 e m 2 2 , 2 m 2 0 2 2 2 5 2 2 - ,. - 2 i ©Sh or i -_Menem I Distance(ft) I Distance till Notes: J 9570 SW Barbur Blvd Project Name Summerfield Club House Deck Evaluation Project# 161307 Suite One Hundred ESPortland,OR 97219 M 10650 SW Summerfield Drive, Tigard, Oregon Location 9 9 Client Summerfield Civic Association MILLER Phone 503.246.1250 ,�`' ' CONSULTING Fax 503.246.1395 ALB t -F. 11/8/16 13 of 19 W rw.miller-se.com By Ckd Date Page ENGINEERS • •• •• •• • • • • •• • • • • • • • • • • • • • • • • ••• ••• • • • • • • • • ••• • • •• • • • • • • • • •• • • • • • 2012 National Design Specification for Wood Construction(ASD) • • • Reduotn Bening t• Shear F,•Bearing F„ •E&5,,,,. Re 4.84 OK<50 Mark Beam B15 Material:Rosboro GLULAM Co 1.00 1.00 E',eie, 930,000 psi Grade:24F-V5M1/SP Rosoboro Treated Glulam C, 1.00 1.00 1.00 1.00 F,E= 47671 psi Span 17.00 ft Lu= 2.00 ft size=5.4375 x 14 •• ••Sr •1e00 ••• •• • • Fb.. 2400 psi x1= 0.00 ft w1= 700 lbs/ft b= 5.438 in : •v • 1 j t0 ••;00• 3.00 :9.1.00 FbE/F,,`= 19.86 x2= 17.00 ft w2= 700 lbs/ft d= 14,000 in •:• ::rf' •14:Ig ••T..00 •:.10 •••1.OQ Fe= 2394 psi Xa= 0.00 ft Pa= 0 lbs A= 76.13 in' C, 1.00 F,;= 215 psi Xb= 0.00 ft Pb= 0 lbs S= 177.63 in' Cv 1.000 F„'= 650 psi Xc= 0.00 ft Pc 0 lbs I= 1243.38 04 ••• •Gi.• 41.1.997 • •• •• E'= 1,800,000 psi R1= 5950 lbs V= 5950 lbs El= 2,238,075 kip-in' I IN • 1.00 • • R2= 5950 lbs M= 25285 ft-lbs F,,= 2400si • • ••• ••• •• • • p • • • • •• LL Al,,„,,=V 360 LLA= 0.37 tool'sF,= 215 psi • Medial • • • • 4 Ro4ro GLULAM TL 4,,,n=U 240 TL 4= 0.59 inchs E= 1800 ksi Grade 24F-V5M1/SP Rosoboro Treated Glula %LL 62.5% to= 4.12 ft E, = 930 ksi Load Duration,Co TEN YEARS 1.0 OCCUP LIVE IFb'=(Fb)(Cd)(Ct)(CM)(Cr)(Cv or CL)(Cfu)=2,394 psi F„= 650 psi Temperature Factor,C, DRY T<=100°F Fv'=(Fv)(Cd)(Ct)(CM)=215 psi Approx.weight :. 18.50. <'lbs/ft Wet Service Factor,CM MOISTURE CONT LESS THAN 19% 5'=(E)(Ct)(CM)=1,800,000 psi R1 Req'd Bearing Width 1.68 in. Incising Factor,C, MEMBER IS NOT INCISED Fci'=(Fcl)(Ct)(CM)=650 psi R2 Req'd Bearing Width 1.68 in. Repetitive Factor C, MEMBER IS NOT REPETITIVE fb=1,708 psi<Fb'=2,394 psi Bending Capacity=71.4% SHEAR UNREDUCED M=25,285 ft-lbs<Mmax=35,431 ft-lbs Member 5.4375 x 14 fv=117 psi<Fv'=215 psi Shear Capacity=54.5% Number of Plies 1 Ply V=5,950 lbs<Vmax=10,911 lbs Max LL Defl=0.368 inches=L/555 LL Defl.Capacity=64.9% (1 Ply) 5.4375 x 14,Rosboro GLULAM 24F-V5M11SP Rosoboro Treated Glulam Max TL Del=0.588 inches=L/347 TL Deft.Capacity=69,2% Copyright 02015 Miller Consulting Engineers,Inc. 30,000 1 ' 0.000 25,000 - _ - - ' ------- -0.100-- ------_ __------ - ---- - -__._. 20,000 , -0.200-- --..___...- ----- -- ---- -----. ------ r 10,00 ' ` -0,300 e F -0..0.00 - 2 5,000 - -------- ------ ----- - I I ' \ i .0.500- -- -- ---- ---_ __- --1 0 -5,000 -0.600 - - ------. ------------H -10,000 o m -0.700 c o ry m o m m m n m m oomN m a m m m 0.o nry mdg n r n ' m a o rwa n i =Shear L .Moment Distance(ft) Distance(ft) Notes: 0 9570 SW Barbur Blvd Project Name Summerfield Club House Deck Evaluation Project# 161307 drAll Suite One Hundred Portland,OR 97219 laLocation 10650 SW Summerfield Drive, Tigard, Oregon Client Summerfield Civic Association MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ALB 11/8/16 14 of 19 www.miller-se.com By Ck d Date Page ENGINEERS II e• •• •• • • • • •• • • ••• • • ••• • • •• • • • • • as a. • • a a • • 2012 National Design Specification for Wood Construction ••• Reduction•Bending••A2dal,Fc • E• En* • Fce1= 1165 psi • Post Copyright©2008 Miller Consulting Engineers,Inc. • • •Cc 4 1.15 a A.15 ••• ••• Fce2= 2166 psi Mark C8 Material:GLULAM Rb„ 4.9 r`''1 Grade:Comb.3 DF 2LD,4+LAMINAT Cr 1.00 Rby 7.8 4- `1Y711 x._ i .. S. • • • size=5 1!2 x 7.5 • C,• 1.00 • 1.05 1.00• 1.00• Fbe„ 41250 psi e • S. •• • d = 5.50 n • • Cr • 4.00 a 1 Q0• • • •• Fbey 16268 psi exa L_ =! d2= 7.50 in : 0.80 : 0.8fi; 0.83; Q83; KM 0 e a A= 41.25 int ••a Ci• toe• 1 tot*• 1.tt K? 0.00 _,, S„= 37.81 in3 CT 1.00 Fb„* 1840 psi Height= 19 ft kir= 11 ft S4= 51.56 in3 Cv 1.00 Fby* 1932 psi P1= 9800 lb lug= 11 ft Lei= 20.24 ft • aC i..1 4T• ••• 1%• ••• Fbe„/Fb„* 22 P2= 925 lb Mx„= 3,740 ft-lbs Lee= 20.24 ft Cay 6. 0.k• a a s ,:.• a a Fbey/Fby* 8 ex1= 4.58 in My„= 0 ft-lbs Rix= 2000 psi Cr, • • 1 I).5S I • • • Fc* 2116 psi eyl= 0 in M„= 0 ft-lbs Fby= 2100 psi Cfu 11141 •1.00 • Flay' 1840 psi ex2= 0 in My,,= 0 ft-lbs Ex= 1900 ksi CE 1.00 1.00 1.00 1.00 Fby' 1932 psi i ey2= 0 in Ke,= 1 Ey= 1900 ksi CE=Exterior wet use of SCL lumber Fc' 1059 psi w,= 0 lbs/ft Ke2= 1 Ex,„„,= 980 ksi C„ ( 1.00 1.00 I Ex' 1583 psi wy= 0 tbs/ft le,= 11.00 ft Ey,,, = 980 ksi Ce,=Single Pile Factor(piles only) Ey' 1583 psi lee= 11.00 ft Fc= 2300 psi C„ j I I 1.00 I 1.00 Ex,„;,,' 816340 psi le,/di= 24.00 c= 0.9 Cu=Untreated Factor(piles only) Ey,„„' 816340 psi le2/d2= 17.60 l„= 103.98 in' Material GL:nix • ly= 193.36 in, Grade Lomb 3 u'1W 4,,rnlM4':a:.. 4 Fb'=(Fb)(Ct)(Cm)(Cv or CI)=71,600.0 psi Load Duration,Co two rxanm< <1; SNOW 1040 e 0.00 Fc'=(Fc)(Ct)(Cm)=1,840.0 psi Temperature Factor,C, r.,,IOW E'=(Fc)(Ct)(Cm)=1,520.0 ksi Wet Service Factor,CM '«s nue CCw,11,,, Mr _ 0.00 Incising Factor,CI MEMBER 1S11±111SEa V ibx=1,187 psi<Fbx'=1,840 psi Bending Capacity=64.5% Repetitive Factor Cr MEMBER:SNOT Rr,rrmvr fby=0 psi<Fby=1,932 psi Built up Member so V fc=260 psi<Fe'=1,059 psi Axial Capacity=24.6% Member s is,'s V Combined Axial Compression and Bending Combined Capacity=89.1% 5112 x 7.5,GLULAM Equation 3.9-3;2005 NDS page 20 Comb.3 DF 2LD,4+LAMINATIONS f all 9570 SW Barbur Blvd Project Name Summerfield Club House Deck Evaluation Project# 161307 Suite One Hundred Portland,OR 97219 ISLocation 10650 SW Summerfield Drive, Tigard, Oregon Client Summerfield Civic Association MILLER Phone 503.246.1250 �1. ' CONSULTING Fax 503.246.1395 ALB ' Et'-�' 11/8/16 15 of 19 www.miller-se.com By Ck d Date Page ENGINEERS • •• •• •• • • • • •• ••• ••• ••• ••• • • • • • • • • • ••• ••• • • • • • • • • 2012 National Design Specification for Wood Construction •••Reduction tending 1'Axial,Fe •E• Erni* • Fee,= 1386 psi Post Copyright©2008 Miller Consulting Engineers,Inc. : : :CD :1.15 : 3.15 ••• :•• Fce2= 1165 psi Mark IC9 Material:GLULAM Rb, 6.9 t--- Grade:Comb.3 DF 2LD,4+LAMINAT C, 1.00 Rby 6.1 size=5 1/2 x 6 • C,• 1.00 • 1.00► 1.00• 1.01• Fbe, 20335 psi ��i \/ ___ d,= 6.00 in • G•r a 'f.00 • 1.Q0 : • • •• Fbey 26400 psi , I_ t__\_: d2= 5.50 In ; Civ; 0.80 ; Dada: 0.83: 0 3! KM 0 �:_ A= 33.00 in2 ••• q•• 1.00•••tem 1.00•• 1.OS KT 0.00 S.= 33.00 in3 CT 1.00 Fb,* 1840 psi Height= 19 ft lu,= 11 ft Sy= 30.25 in3 Cv 1.00 Flay* 1932 psi P1= 12250 lb lug= 11 ft Le,= 20.24 ft •3•Ct..•:•1. •• •• •• •• FbeJFb,* 11 P2= 1312.5 lb M„,,= 2,807 ft-lbs Lee= 20.24 ft • CL y I 1.00 Fbey/Fby* 14 ext= 2.75 in My„= 0 ft-lbs Fb,= 2000 psi • Cp i ••• O 5IL ••• • • Fc* 2116 psi I eyl= 0 in M,,„,= 0 ft-lbs Fby= 2100 psi • Cfu 4"1.00• " " " "~ Fb,' 1840 psi ext= 0 in Myh= 0 ft-lbs Ex= 1900 ksi CE 1.00 1.00 1.00 1.00 FbY 1932 psi il ey2= 0 in Ke,= 1 Ey= 1900 ksi CE=Exterior wet use of SCL lumber Fc' 1059 psi w,= 0 lbs/ft Kee= 1 Exm„= 980 ksi I C,, I 1.00 I 1.00 EX 1583 psi wy= 0 lbs/ft le,= 11.00 ft Ey,,,,,,= 980 ksi C,p=Single Pile Factor(Piles only) Ey' 1583 psi lee= 11.00 ft Fc= 2300 psi I Cu I I I 1.00 I , 1.00 Ex,„ 816340 psi le,/d,= 22.00 c= 0.9 C„=Untreated Factor(piles only) Ey,,, 816340 psi lee/d2= 24.00 1,= 99.00 in4 Material GruLA" r ly= 83.19 in" Grade ,.:.-mn.3 L.2w 4.LA,ln&'2 vs V Fb'=(Fb)(Ct)(Cm)(Cv or CI)=1,592.1 psi Load Duration,Co rwo'um*r,2 :, WM/1010 V 0.00 Fc'=(Fc)(Ct)(Cm)=1,840.0 psi Temperature Factor,C, T -lqfxY V E'=(Fc)(Ct)(Cm)=1,520.0 ksi Wet Service Factor,CM '0221242(W' 16i% • 0.00 Incising Factor,CI MEMBER:215`21220 V fbx=1,021 psi<Fbx'=1,840 psi Bending Capacity=55.5% Repetitive Factor Cr MTMBYA:5 2OT Arvr:T1 r V fby=0 psi<Fby=1,932 psi Built up Member No V fc=411 psi<Fe=1,059 psi Axial Capacity=38.8% Member s 1;5 x 6 Combined Axial Compression and Bending Combined Capacity=93.9% 54/2 x 6,GLULAM Equation 3.9-3;2005 NDS page 20 Comb.3 DF 2LD,4+LAMINATIONS f is 9570 SW Barbur Blvd Project Name Summerfield Club House Deck Evaluation Project# 161307 Suite One Hundred , as Portland,OR 97219 Location 10650 SW Summerfield Drive, Tigard, Oregon Client Summerfield Civic Association MILLER Phone 503.246.1250 �`� ' CONSULTING Fax 503.246.1395 ALB 1 .T-'^) 11/8/16 16 of 19 www.miller-se.com By Ckd Date Page . ENGINEERS • •• •• •• • • • • •• • • • • • • • • • • • • • • • • 410 •• • • • • • • • • • • • • • • • • • • • • • • • •• • • • • • •• •• • • •• • • •• • i 1 V30c 2 ca c.• C.0 . " 12,-. (.Th a:t.. `)l r) :.`.: 300 '"(i i-�'C_ 7'r z.cltr:S i i•i ._.»...,� ••• ••• ••• •• ••• • •• •• ._._ r 4:1 •• /� 7 • • B✓ij5 (30o (ZS)�\f . «)t(3��F(3.S") I �LTS��)/-z-) • • • • ••• •• • • • • MI6/5`7r 7, ca1 /(Cs'") i-{s )(-/T)) �(ti (f 5r9 c.r,/ , Glft'.L(G (30Lf': 3„ n I , 3,S 7F� 0 - (22,cm, Pt � (c),�t /z 7� .� 3, Mir ai 7" > ai 8`i C f ,, i1► __ III S" C-(:-t'l-c.. RS(7'..-s.7 A-u.ow = el OS- es �(CD, ,C)( ) (c:71- y " w.. (0,7 5")t-. \\,) /1(4- (4-I 9 H t c > /, 219 c-af t./C r:- 3/1" i H74-(.1 w/ a,fie S6 (,- a1tf ` C. C..lc. -o r 67CL. c e to (.0A10 fir C-0 le t3 'c-� Cto r'sF oL floo r'.1 (-0(s-`)(17.5') = 12/ zro c_gr ( „)(. 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(.(74//3 ( " IKON 1/2." 1111 T om= (4405- pry)( ''')/C-�(6,2-r'')2' 2 (d. 5-")z) �� 1� 7 ct Sp L-iss ( S F1EFt hF44.12 =t > 1, '7�15- 1 S�Z 1 USE (7, 34" 0 77-170A 6Ourf 3 'i' 0 w eqftt ,r ..S 1�7' C,e2 L S (Z.) y c� 5ftz:t^ 9570 SW Barbur Blvd Project Name Summerfield Club House Deck Evaluation Project# 161307 Suite One Hundred Portland,OR 97219 11111 Location 10650 SW Summerfield Drive, Tigard, Oregon Client Summerfield Civic Association MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ALB 11/8/16 170f 19 www.miller-se.com BY Ckd Date Page ENGINEERS • • •• • •• • • • • •• ••• ••• •• ••• • • •• •• • • • • •• • • • • • • • ••• • •• • • • • Cc,14e.!-u- SU neer.'r 't C ". 4(7C fill (lar -S) • • • •• • • • • Pc, (is ply (c-t)(5`)(;&47)) • • i /y� • •• •• • • •• • • •• • 7zc (4f •• • • ,__• •. • ••• • -1,000 C,(SJ ••• ••• • t P3F O\ 4- too Pr+= C..C.) )( '`) • • i•• ••• • • • • • • • • • • • • • ••• • • • • • if - 3/,roo c_f3J Vc a(z. c t- (-/,ow) Lai i- (3,76c, urn" iM,„0.0 ,..., (1,OOt 14 )(kg-2(I(?)-1 (z,?s”1) +-(3)500 (40) ((I,S" ( '/3}-h- r") (I.:75-9) 7O 2N-L,r?I �,I.. 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Orn 0 SY'C.i-'1 ,S 4 9570 SW Barbur Blvd Project Name Summerfield Club House Deck Evaluation Project# 161307 Suite One Hundred Portland,OR 97219 111111 Location 10650 SW Summerfield Drive, Tigard, Oregon MILLER Client Summerfield Civic Association Phone 503.246.1250 CONSULTING Fax 503.246.1395 ALB11/8/16 18 of 19 www.miller-se.com By Ck d Date Page ENGINEERS • S. •• •• • • • • •• • • • • • • • • • • • • • • • • •• •• • • • • • • •.• • • •• • • • • R(e S a l'E To z tThj Z-r� e g. 1-"fe t \ ("44 • • • • • • • • • • S`b Pt.+ b ,...se e °) (412: 'a'7��••+-.71,14�� r J3•S "� • • •• • • • •• • • •• • • • • • • • • • •• :5,/00 T-19-l (,j�f i •i • •• •• •• • • ••• ••• ••• •• ••• • St+g e of (SES cot-41J = (3,/oo yrL-cgs 63,3" ") ••• ••• • • •• •• 2..-3(3 Ll3s /Fy' i i • • • ••• ••• •• • • • ScR wS 7-Ajr0 Cr:44m Tico L13c// r) (1 ,c.1 `( //..- --. TArt.4.Ju = ( . - L( /ic., ,t,') C,')=1'C` 'IJY (,135/ c.e-ct1 > 3`IS' c.Ist Scg.. 1 ,rrf Ore,fc 7-r^"G Vscx„ , = (Z7 035/r-7) ( . o,c..)/ z ) • los- Lc/5.44_0, • -?7._ t--1y/c c rz t,i > c LAS tre X4471 Ct cte. lk�+c��.F M 6 = (23c) PLr)( I'') 7-7 M UU�w (3 /00(3 ) (Iz")( /(2)11("/ /(I.<-,) 2,1:73 z-,.)res > z?� 7:10-LAf US L "2 7c ac 4/(6 STL IAG C,E LI/ S77S ZS". s 2.r-L_ Ai I`60.c, 7-07-0 e/ t- rt NY7.w., .. SPS%s 2.1s fc,P malas r"7" lfZ," &oY-hal7 4f' .F Ci 17:c.1z x-r,16 4 9570 SW Barbur Blvd Project Name Summerfield Club House Deck Evaluation Project# 161307 Suite One Hundred as Portland,OR 97219 Location 10650 SW Summerfield Drive, Tigard, Oregon MILLER Client Summerfield Civic Association Phone 503.246.1250 ��" ' CONSULTING Fax 503.246.1395 ALB , �,�..1--`^) 11/8/16 19 of 19 www.miller-se.com By Ck'd Date Page ENGINEERS