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Specifications
SL:vti�Mad MILLER RECEIVED CONSULTING APR 0 3 2019 ENGINEERS CITY OF TIGARD BUILDING DIVISION STRUCTURAL CALCULATIONS Summerfield Club House Deck Repair 10650 SW Summerfield Drive, Tigard, Oregon Summerfield Civic Association March 26, 2019 Project No. 161307 13 pages Principal Checked /y` J A�F,UCTUf � 0 1 Ne 4� 1p43 =y OREGON �G9R y 2 9 , CR WP.\ EXPIRES: 06-30-2020 *** 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.rniller-se.com Building Code: 2014 Oregon Structural Specialty Code Soils Report: No Soils Report by: N/A Dated: N/A Soil Bearing: N/A PSF Retaining Walls: No Equivalent Fluid Pressure(active): N/A PCF Passive bearing: N/A PCF Friction: N/A Structural System: Building Structure Vertical System: Wood framed Construction Lateral Sys: N/A Element Roof Deck Load Type Dead Dead Basic Design Value(PSF) 15 20 Loads: Load Type Snow Deck Live Value(PSF) 20 100 Deflection Criteria L/240 L/240 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 I,= 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 members that are deteriorated or not capable of supporting the code required loading on an existing deck.MCE previously provided stamped calculations and drawings dated 12-02-2016 for the repair of deteriorated deck framing,which has been completed.Other than the previous repair work by MCE,the existing structure is designed by others.Also included is the design of guardrail post attachments for areas where the existing guardrail will be attached to new framing. 9570 SW Barbur Blvd Project Name Summerfield Club House Deck Repair Project# 161307 Suite One Hundred as Portland,OR 97219 MILocation 10650 SW Summerfield Drive, Tigard, Oregon Client Summerfield Civic Association MILLER Phone 503.246.1250 Fax 503.246.1395 W CONSULTING www.miller-se.com By ALB Ck'd Date 02/20/19 Page 1 of 13 ENGINEERS 10'-0"14.1 T-6"+17,-6" 17,-6"717'-6"--10'_or 10'-0" I 110'-0" 1 I c l 10'-0" 1 17'-6" I I � m 10'-0" 1 m �� 1 I 1 17-6" 1 i I 20'-0" I ► I 1 i T 17'-0" I 1 T i 1 � 18'-0" 1 _ 1 1 1 1 r m 10'-0" ROOF PLAN m --m 17-6" 17-6" COLUMN 17-0" CASE 3 10'-0" 1 1 1 o' -0" ,.,_ COLUMN COLUMN m 18'-o" CASE 2 CASE 4 10.-o- i__ r_ r ( + p 10'-0" mI r r r U m r r U r r r m -N 10'-0"1t-17'-6"+14-17'-6"- -►N17'-6"-►N-17'-6"�10'-0"� COLUMN CASE 1 MAIN LEVEL PLAN 9570 SW Barbur Blvd Project Name Summerfield Club House Deck Repair Project# 161307 Suite One Hundred Al Portland,OR 97219 _ Location 10650 SW Summerfield Drive, Tigard, Oregon Client Summerfield Civic Association MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ALB02/20/19 2 of 13 www.miller-se.com BY Ck'd Date Page ENGINEERS REMOVE (E) DECK FRAMING AND REPLACE W/(N)2x JOIST W/WESTCOAT WATERPROOF DECKING SUPPORTED BY(N) BEAMS AND COLUMNS RATED FOR EXTERIOR USE DECK DEAD LOAD = (2.8 PSF DL JOIST)+(2.3 PSF DL PLYWOOD)(2)+(150 PCF DL WESTCOAT FINISH)(3/8")/(12) = 12 PSF DL DECK LIVE LOAD = 100 PSF (N) DECK JOIST DESIGN: SPAN = 10'-0" SPACING = 16" OC LOAD = (12 PSF DL + 100 PSF LL)(16"/12) = 149.3 PLF USE (N) 2x10 DF#2 JOIST AT 16" OC SEE PAGE 4 FOR DESIGN LEDGER DESIGN: TRIB = 5'-0" LOAD = (12 PSF DL + 100 PSF LL)(5') = 560 PLF USE 2x10 DF#2 LEDGER W/(4)#12 SCREWS INTO MIN 2x RIM BOARD AT 8"O.C. SEE PAGE 5 FOR DESIGN CHECK(N) BEAMS: DECK LOAD = (12 PSF DL+ 100 PSF LL)(10')/(2) = 560 PLF BEAM SPANS = 10', 17', 17.5', 18' &20' USE (N) 6x14 PT HF#1 FOR BEAMS W/ 10'-0" SPAN SEE PAGE 6 FOR DESIGN USE (N) 5 1/2x14 ROSBORO TREATED GLULAM FOR BEAMS W/ 17'-0"to 18'-0" SPAN SEE PAGE 7 FOR DESIGN USE (N) 5 1/2x16 ROSBORO TREATED GLULAM FOR BEAMS W/20'-0" SPAN SEE PAGE 8 FOR DESIGN 9570 SW Barbur Blvd Project Name Summerfield Club House Deck Repair Project# 161307 Suite One Hundred 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 i 02/20/19 3 of 13 wrvwv.miller-se.com BY Ck'd Date Page ENGINEERS 2012 National Design Specification for Wood Construction(ASD) Reduction Bending Fn Shear F, Bearing F,, E&E,,„ Re= 14.26 OK<50 Mark (N)Deck Joist Material:DIMENSIONAL LUMBER Co 1.00 1.00 E'min= 580,000 psi Grade:DF/L No.2 or Better C, 1.00 1.00 1.00 1.00 FbE= 3424 psi Span 10.00 ft t„= 2.00 ft size=2 x 10 CE 1.10 Fb*= 1139 psi x1= 0.00 ft w1= 149.33 lbs/ft b= 1.500 in CM 1.00 1.00 1.00 1.00 FbE/Fb*= 3.01 x2= 10.00 ft w2= 149.39:"lbs/ft d= 9.250 in C, 1.00 1.00 1.00 1.00 Fe= 1112 psi Xa= 0.00 ft Pa= 0 lbs A= 13.88 in' C, 1.15 F,;= 180 psi Xb= 0.00 ft Pb= 0 lbs S= 21.39 in' Cv 1.000 F,i= 625 psi Xc= 0.00 ft Pc= 0 lbs 1= 98.93 in° CL 0.977 E'= 1,600,000 psi R1= 747 lbs V= 632 lbs El= 158,291 kip-in' Cfu 1.00 R2= 747 lbs M= 1867 ft-lbs F5= 900 psi LL Aiimit=L/ 360 LL A= 0.13 inchs F„= 180 psi Material DIMENSIONAL LUMBER TL Admit=L/ 240 TL A= 0.21 inchs E= 1600 ksi Grade DF/L No.2 or Better %LL 62.5% e.-- 4.12 ft En,;n= 580 ksi Load Duration,Co TEN YEARS 1.0 OCCUP LIVE Fb'=(Fb)(Cd)(Ct)(CF)(CM)(Ci)(Cr)(CL)(Cfu)=1,112 psi F,,= 625 psi Temperature Factor,C, DRY T<=100°F Fe'=(Fv)(Cd)(Ct)(CM)(Ci)=180 psi Approx.weightF 3.37 lbs/ft Wet Service Factor,C,,, 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 Fci'=(Fci)(Ct)(CM)(Ci)=625 psi R2 Req'd Bearing Width 1.00 in. Repetitive Factor C, MEMBER IS REPETITIVE fb=1,047 psi<Fb'=1,112 psi Bending Capacity=94.2% M=1,867 ft-lbs<Mmax=1,982 ft-lbs Member 2 x 10 fv=68 psi<Fv'=180 psi Shear Capacity=37.9% Number of Plies 1 Ply V=632 lbs<Vmax=1,665 lbs Max LL Defl=0.134 inches=L/898 LL Defl.Capacity=40.1% (1 Ply) 2 x 10,DIMENSIONAL LUMBER DF/L No.2 or Better Max TL Defl=0.214 inches=L/562 TL Defl.Capacity=42.7% Copyright©2015 Miller Consulting Engineers,Inc. 2,000 0.000 1,500 IIIII -o.oso , Al 1,000 i .100.150 llkVIMIMlrW 1 -500 , -0.200 1 -1,000 0 < < 41 -0.250 0 o = _ r M m a a n m = m mma m ®shear t o o .- = r « ri , e 0 0 r = m m m -Moment Distance(ft) Distance(ft) Notes: 9570 SW Barbur Blvd Project Name Summerfield Club House Deck Repair Project# 161307 Suite One Hundred 04 Portland,OR 97219 MilLocation 10650 SW Summerfield Drive, Tigard, Oregon Client Summerfield Civic Association MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ALB Ckdr '''J Date 02/20/19 Pae 4 of 13 www.miller-se.com Byg ENGINEERS Ledger Design Loads: DL= 12 psf . LL= 100 psf TL= 112 psf =12 psf+100 psf Tributary Width= 5 ft w= 560.0 __plf =TL*Tributary Width=112 psf*5' C0= 1.00 C,n= 1.00 F 1 .- Ct= 1.00 e Geometry: Ledger Thickness= 1.5 in b I Ledger Depth= 9.25 in god Sheathing Thickness= 0 in 1MMI__.. Main Member Thickness= 1.5 in y 111 ,N 7-)a Ledger Material= Hem-Fir MIcn Ledger G= 0.43 i u-, Main Member Mat.= Douglas Fir-Larch Main Member G= 0.50 , Fasteners: Fastener Type= Simpson SDS Not installed on narrow face of 2x lumber Fastener Diameter= 1/4 in Fastener Length,L= 3 1/2 in Threaded Length,T-E= 2.25 in Thread Engagement= 1.50 in Penetration= 1.50 in Simpson SDS beyond main member! Penetration Factor= 1.000 Simpson SDS W= 172 lb/in/fastener W'= 258 lb/fastener =172 lb/in*1.5"*1*1*1 V= 200 lb/fastener V'= 200 lb/fastener =200lb*1*1*1 Fastener Group Spacing= 16 in O.C. Gravity Load= 747 lb/group No.of Fasteners= 4 per group Loaded Edge Distance= 1.00 in Unloaded Edge Distance= 1.00 in T1 Fastener Spacing= 2.42 in Fastener Location: Si= 8.25 in =9.25"-1" T2 S2= 5.83 in =8.25"-2.42" T3 53= 3.41 in =5.83"-2.42" S4= 0.99 in =3.41"-2.42" T4 Withdrawal: Fastener 1= 81 lb =56.9 Ib*8.2595.83" Fastener 2= 57 lb =(747 lb*1.5")/(8.25"2/5.83"+5.83"+3.41"^2/5.83"+0.99"2/5.83") Fastener 3= 33 lb =56.9 Ib*3.4175.83" Fastener 4= 10 lb =33.3 Ib*0.99"/3.41" Shear: Fastener 1= 187 lb =747113/(4 fasteners) Fastener 2= 187 lb =747 lb/(4 fasteners) Fastener 3= 187 lb =747 lb/(4 fasteners) Fastener 4= 187 lb =747 Ib/(4 fasteners) Resultant Angle,a: Fastener 1= 23.4 degrees =arctan(81 lb/187 Ib) T Fastener 2= 17.0 degrees =arctan(57 lb/187 Ib) Fastener 3= 10.1 degrees =arctan(33 lb/187 Ib) R Fastener 4= 3.0 degrees =arctan(10 lb/187 lb) V Resultant,R: Fastener 1= 203 lb =sgrt(81 Ib2*1871b2) Fastener 2= 195 lb =sgrt(57 Ib2*187lb2) Fastener 3= 190 lb =sgrt(33 Ib2*1871b2) Fastener 4= 187 lb =sgrt(10 Ib2*187 lb') Capacity,Z0': Fastener 1= 207 lb =258*200/(258*cos(23)2+200*sin(23)2) Fastener 2= 204 lb =258*200/(258*cos(17)2+200*sin(17)2) Fastener 3= 201 lb =258*200/(258*cos(10)2+200*sin(10)2) Fastener 4= 200 lb =258*200/(258*cos(3)2+200*sin(3)2) Fastener Status: Fastener 1=207 lb>203 lb,OK Fastener 2=204 lb>195 lb,OK Fastener 3=201 lb>190 lb,OK Fastener 4=200 Ib>187 Ib,OK I(4)0.25"dia.x 3.5"long Simpson SOS fasteners at 16"o.c.along ledger 04A9570 SW Barbur Blvd Project Name Summerfield Club House Deck Repair Project# 161307 Suite One Hundred Portland,OR 97219 _ Location 10650 SW Summerfield Drive, Tigard, Oregon Client Summerfield Civic Association MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ALB02/20/19 5 of 13 www.miller-se.com By Ck'd Date Page ENGINEERS • 2012 National Design Specification for Wood Construction(ASD) Reduction Bending F, Shear F, Bearing F,, E&Er,,,, Rs= 4.70 OK<50 Mark (N)10'Deck Beam Material:DIMENSIONAL LUMBER Co 1.00 1.00 E',,,;,i 380,000 psi Grade:Hem/Fir No.2,5 x 5 Beams&Stringers C, 1.00 1.00 1.00 1.00 FbE= 20667 psi Span 10.00 ft e„= 2.00 ft size=6 x 14 C, 0.99 F00= 533 psi x1= 0.00 ft w1= 560.00 lbs/ft b= 5.500 in C. 1.00 1.00 1.00 1.00 FbE/Fb'= 38.78 x2= 10.00 ft w2= 560.00 lbs/ft d= 13.500 in C, 0.80 0.80 1.00 0.95 F,'= 532 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 in' Cv 1.000 F„, 405 psi Xc= 0.00 ft Pc= 0 lbs I= 1127.67 in' CL 0.999 E'= 1,045,000 psi R1= 2800 lbs V= 678 lbs El= 1,178,417 kip-in' Cfu 1.00 R2= 2800 lbs M= 7000 ft-lbs F,,= 675 psi LL Au,,=II 360 LL 4= 0.10 inchs F,= 140 psi Material DIMENSIONAL LUMBER TL A,,,,,=1../ 240 TL A= 0.11 inchs E= 1100 ksi Grade Hem/Fir No.2,5 x 5 Beams&Stringer LL 89.3% Ce= 4.12 ft E,,,,= 400 ksi Load Duration,CD TEN YEARS 1.0 OCCUP LIVE Fb'=(Fb)(Cd)(Ct)(CF)(CM)(Ci)(Cr)(CL)(Cfu)=532 psi F«= 405 psi Temperature Factor,C, DRY T<=100'F Fs'=(Fv)(Cd)(Ct)(CM)(Ci)=112 psi Approx.weight 18.05 lbs/ft Wet Service Factor,CM MOISTURE CONT LESS THAN 19% E'=(E)(Ct)(CM)(Ci)=1,045,000 psi i R1 Req'd Bearing Width 1.26 in. Incising Factor,C, MEMBER IS INCISED Fcl'=(Fcl)(Ct)(CM)(Ci)=405 psi R2 Req'd Bearing Width 1.26 in. Repetitive Factor Cr MEMBER IS NOT REPETITIVE fb=503 psi<Fb'=532 psi Bending Capacity=94.5% M=7,000 ft-lbs<Mmax=7,410 ft-lbs Member 6 x 14 fv=14 psi<Fv'=112 psi Shear Capacity=12.2% Number of Plies 1 Ply V=678 lbs<Vmax=5,544 lbs Max LL Defl=0.098 inches=L/ 1,226 LL Defl.Capacity=29.4% (1 Ply) 6 x 14,DIMENSIONAL LUMBER Hem/Fir No.2,5 x 5 Beams&Stringers Max TL Defl=0.110 inches=L/1,094 TL Defl.Capacity=21.9% Copyright©2015 Miller Consulting Engineers,Inc. 8,000 _ 0.000 6,000IIIIII 'glill 0.020 4,000 _ - - - , -0.040 a E. 2,000 \.-___. -0.060 2 m -2,000 -0.100 -4,000 o „, a -0.120 = ,, = oi e ', = = O. ,, . = ®shear .6 w w w ,n < e Vi id m .o m r n w m m m Distance(ft) Distance(ft) -Moment Notes: 9570 SW Barbur Blvd Project Name Summerfield Club House Deck Repair Project# 161307 Suite One Hundred OAS Portland,OR 97219 _ Location 10650 SW Summerfield Drive,Tigard, Oregon Client Summerfield Civic Association MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 B ALB Ck'd Date 02/20/19 6 of 13 www.miller-se.com Y Page ENGINEERS 2012 National Design Specification for Wood Construction(ASD) Reduction Bending F, Shear F, Bearing F,,, E&Erne Re= 4.78 OK<50 Mark (N)Deck Beam Material:Rosboro GLULAM Co 1.00 1.00 E',�;,,= 930,000 psi Grade:24F-V5M1/SP Rosboro Treated Glulam C, 1.00 1.00 1.00 1.00 Fen= 48773 psi Span 18.00 ft e„= 2.00 ft size=5.5 x 14 Cr 1.00 F,4= 2400 psi x1= 0.00 ft w1= 560.00 lbs/ft b= 5.500 in CM 1.00 1.00 1.00 1.00 Fen/F1,'= 20.32 x2= 18.00 ft w2= 560.00 lbs/ft d= 14.000 in Ci 1.00 1.00 1.00 1.00 Fe'= 2393 psi Xa= 0.00 ft Pa= 0 lbs A= 77.00 in' C, 1.00 F:= 265 psi Xb= 0.00 ft Pb= 0 lbs S= 179.67 in' Ce 0.997 F„, 650 psi Xc= 0.00 ft Pc= 0 lbs I= 1257.67 in° Ci, 0.997 E'= 1,800,000 psi R1= 5040 lbs V= 4387 lbs El= 2,263,800 kip-int Cf., 1.00 R2= 5040 lbs M= 22680 ft-lbs F,= 2400 psi LL Aiimi,=L/ 360 LL A= 0.55 inchs F,= 265 psi Material Rosboro GLULAM TL Aumit=L/ 240 TL A.-- 0.61 inchs E= 1800 ksi Grade 24F-V5M1/SP Rosboro Treated Glulan %LL 89.3% 1,= 4.12 ft E,,in= 930 ksi Load Duration,Ce TEN YEARS 1.0 OCCUP LIVE Fb'=(Fb)(Cd)(Ct)(CM)(Cr)(Cv or CLXCfu)=2,393 psi Fri= 650 psi Temperature Factor,C, DRY T<=100'F Fv'=(Fv)(Cd)(Ct)(CM)=265 psi Approx.weight 18.72 lbs/ft Wet Service Factor,C. 'MOISTURE CONT LESS THAN 19% E'=(E)(Ct)(CM)=1,800,000 psi R1 Req'd Bearing Width 1.41 in. Incising Factor,C, 'MEMBER IS NOT INCISED Fc.L'=(Fc1)(Ct)(CM)=650 psi R2 Req'd Bearing Width 1.41 in. Repetitive Factor Cr MEMBER IS NOT REPETITIVE fb=1,515 psi x Fb'=2,393 psi Bending Capacity=63.3% SHEAR UNREDUCED M=22,680 ft-lbs<Mmax=35,827 ft-lbs Member 5.4375 x 14 fv=85 psi<Fv'=265 psi Shear Capacity=32.2% Number of Plies 1 Ply V=4,387 lbs<Vmax=13,603 lbs Max LL Defl=0.546 inches=L/396 LL Defl.Capacity=91.0% (1 Ply) 5.5 x 14,Rosboro GLULAM 24F-V5M1/SP Rosboro Treated Glulam Max TL Defl=0.611 inches=L/353 TL Defl.Capacity=67.9% Copyright St 2015 Miller Consulting Engineers,Inc. 25,000 imii 0.000 20,000 -0.100 15,000 WrimmAillik'gIM -0.200 -o 10,000 _ -0.300 5,000 '-_ = -0.400 0 O .. ... ..... r '� -0.500 -5,000 - -0.600 -10,000 a -0.700 = ®sheer t o o .- c, ,n ., u„o n m m a o .- oi .n a v, ,o r_ o o = r M M e e m o = _ ti �, e e -Moment Distance(ft) Distance(ft) Notes: 9570 SW Barbur Blvd Project Name Summerfield Club House Deck Repair Project# 161307 Suite One Hundred A Portland,OR 97219 MkLocation 10650 SW Summerfield Drive, Tigard, Oregon Client Summerfield Civic Association MILLER Phone 503.246.1250 moo''' CONSULTING Fax 503.246.1395 ALB (..�t-w 02/20/19 7 of 13 www.miller-se.com By Ck'd Date.__ Page _ ENGINEERS 2012 National Design Specification for Wood Construction(ASD) Reduction Bending F, shear F, Bearing F„ E&E,,,, Rs= 5.11 OK<50 Mark (N)Deck Beam Material:Rosboro GLULAM Co 1.00 1.00 E'ms= 930,000 psi Grade:24F-V5M1/SP Rosboro Treated Glulam C, 1.00 1.00 1.00 1.00 Fbc= 42677 psi Span 20.00 ft 1,= 2.00 ft size=5.5 x 16 Cr 1.00 Fb"= 2400 psi x1= 0.00 ft w1= 560.00 lbs/ft b= 5.500 in CM 1.00 1.00 1.00 1.00 FbE/Fs*= 17.78 x2= 20.00 ft w2= 560.00 lbs/ft d= 16.000 in C; 1.00 1.00 1.00 1.00 Fti= 2364 psi Xa= 0.00 ft Pa= 0 lbs A= 88.00 in' Cr 1.00 F,:= 265 psi Xb= 0.00 ft Pb= 0 lbs S= 234.67 inn Cy 0.985 F,.,'= 650 psi Xc= 0.00 ft Pc= 0 lbs I= 1877.33 in4 Ci. 0.997 E'= 1,800,000 psi R1= 5600 lbs V= 4853 lbs El= 3,379,200 kip-in' Cfu 1.00 R2= 5600 lbs M= 28000 ft-lbs Fb= 2400 psi LL 4iimit=1-/ 360 LL 4= 0.56 inchs F„= 265 psi Material Rosboro GLULAM TL Amit=L/ 240 TL 4= 0.63 inchs E= 1800 ksi Grade 24F-V5M1/SP Rosboro Treated Glulan %LL 89.3% le= 4.12 ft Ems„= 930 ksi Load Duration,Co TEN YEARS 1.0 OCCUP LIVE Fb'=(Fb)(Cd)(Ct)(CM)(Cr)(Cv or CL)(Cfu)=2,364 psi Fey= 650 psi Temperature Factor,C, DRY T<=100°F Fv'=(Fv)(Cd)(Ct)(CM)=265 psi Approx.weight 21.39 lbs/ft Wet Service Factor,C,,, MOISTURE CONT LESS THAN 19% E'=(E)(Ct)(CM)=1,800,000 psi R1 Req'd Bearing Width 1.57 in. Incising Factor,C, MEMBER IS NOT INCISED Fci'=(Fc1)(Ct)(CM)=650 psi R2 Req'd Bearing Width 1.57 in. Repetitive Factor C, MEMBER IS NOT REPETITIVE fb=1,432 psi<Fb'=2,364 psi Bending Capacity=60.6% SHEAR UNREDUCED M=28,000 ft-lbs<Mmax=46,239 ft-lbs Member 5.4375 x 16 fv=83 psi<Fv'=265 psi Shear Capacity=31.2% Number of Plies 1 Ply V=4,853 lbs<Vmax=15,547 lbs Max LL Defl=0.560 inches=L/428 LL Defl.Capacity=84.0% (1 Ply) 5.5 x 16,Rosboro GLULAM 24F-V5M1/SP Rosboro Treated Glulam Max TL Defl=0.627 inches=L/383 TL Defl.Capacity=62.7% Copyright©2015 Miller Consulting Engineers,Inc. 30,000 0.000 111111 25,000 11.111111.1111 -0.100 , 20,000 IIIIIIIMIII - IMIIIMINII 0.200 , 15,000 aWAIIIMMIlli _ -0.300 10,000 , AIMIIIIIIL t; -0.400 5,000 0 U rIA r r -0.500 -5,000 -0.600 10,000m m m -0.700 v 2 _ 2 m < .2 2 m n m m m r- 2 r , a LI m ,. m 2 ®shear r n < n m �o n m m r m Ti ,n m 2m m -Moment Distance(ft) Distance 110 Notes: 9570 SW Barbur Blvd Project Name Summerfield Club House Deck Repair Project# 161307 Suite One Hundred 0 Portland,OR 97219 111) Location 10650 SW Summerfield Drive,Tigard, Oregon Client Summerfield Civic Association MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ALB02/20/19 8 of 13 www.miller-se.com By Ck'd Date Page ENGINEERS CHECK(N) COLUMNS: DL+LL CONTROLS It PROOF DECK LOAD = (12 PSF DL + 100 PDF LL)(10')/(2)= 560 PLF ROOF LOAD = (15 PSF DL)(10')/(2) = 75 PLF CASE 1 - 00 COLUMN TRIB = 15'-0" yI I PDECK PROOF= (75 PLF)(15') = 1,125 LBS [ECCENTRICITY = 0"] PDECK= (560 PLF)(15') = 8,400 LBS [ECCENTRICITY= (5.5")/(2)+(5.5")/(2) = 5.5"] nn AA MECC LOAD= (8,400 LBS)(5.5")/(12)(11')/(19')= 2,229 FT-LBS MECC LOAD USE (N) 5 1/2 x 6 ROSBORO TREATED GLULAM POST SEE PAGE 10 FOR DESIGN CASE 2 - COLUMN TRIB = 17'-6" PROOF= (75 PLF)(17.5')= 1,312.5 LBS [ECCENTRICITY= 0"] PDECK= (560 PLF)(17.5')= 9,800 LBS [ECCENTRICITY= (5.5")/(2)+(5.5")/(2) = 5.5"] MECC LOAD= (9,800 LBS)(5.5")/(12)(11')/(19')=2,600 FT-LBS USE (N) 5 1/2 x 6 ROSBORO TREATED GLULAM POST SEE PAGE 10 FOR DESIGN CASE 3 - PROOF= (15 PSF)(78.33 FT2) = 1,175 LBS [ECCENTRICITY= 0"] PDECK= (560 PLF)(18')/(2) = 5,040 LBS [ECCENTRICITY= (5.5")/(2)+(5.5")/(2)= 5.5"] + (560 PLF)(10')/(2) =2,800 LBS [ECCENTRICITY= (5.5")/(2)+(5.5") = 8.251 MECO LOAD= ((5,040 LBS)(5.5")+(2,800 LBS)(8.25"))/(12)(11')/(19') = 2,452 FT-LBS USE (N) 5 1/2 x 6 ROSBORO TREATED GLULAM POST SEE PAGE 11 FOR DESIGN CASE 4 - PROOF= (15 PSF)(125 FT2) = 1,875 LBS [ECCENTRICITY= 0"] PDECK= (560 PLF)(10')/(2) = 2,800 LBS [ECCENTRICITY-X= (7.5")/(2)+(5.5")/(2) = 6.5"] + (560 PLF)(10')/(2)(2) = 5,600 LBS [ECCENTRICITY-Y= (5.5")/(2)+(5.5") = 8.25"] MECC LOAD-X= (2,800 LBS)(6.5")/(12)(11')/(19') = 878 FT-LBS MECO LOAD-Y= (5,600 LBS)(8.25")/(12)(11')/(19') = 2,229 FT-LBS USE (N) 5 1/2 x 6 ROSBORO TREATED GLULAM POST SEE PAGE 11 FOR DESIGN 9570 SW Barbur Blvd Project Name Summerfield Club House Deck Repair Project# 161307 Art Suite One Hundred 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 02/20/19 9 of 13 www.miller-se.com BY Ck'd Date Page ENGINEERS 2012 National Design Specification for Wood Construction Reduction Bending Axial,Fc E Em in Fce1= 1386 psi Post Copyright©2008 Miller Consulting Engineers,Inc. Co 1.00 1.00 Fce2= 1165 psi Mark (N)Column Case 1 Material:GLULAM Rby 6.9 F ev' 1 Grade:Comb.3 DF 2W,4+LAMINAT Cr 1.00 Rby 6.1 _ YFT size=5 1/2 x 6 Ct 1.00 1.00 1.00 1.00 Fbe„ 20335 psi -d, tri le`' d1= 6.00 in CF 1.00 1.00 Fbey 26400 psi WE d2= 5.50 in CM 0.80 0.80 0.83 0.83 KM 0 zj F0 1 d0..1 A= 33.00 in2 C; 1.00 1.00 1.00 1.00 KT 0.00 I e,z � Sy= 33.00 in3 CT 1.00 Fb„* 1600 psi Height= 19 ft lu1= 11 ft Sy= 30.25 in3 Cv 1.00 Fby* 1680 psi P1= 1125 lb 1u2= 11 ft Le,= 20.24 ft CLx 1.00 Fbex/Fb„* 13 P2= 8400 lb M,v= 0 ft-lbs Lee= 20.24 ft C13 1.00 Fbey/Fby* 16 ex1= 0 in My,= 2229 ft-lbs Fby= 2000 psi Cr, 0.56 Fc* 1840 psi ey1= 0 in Myh= 0 ft-lbs Fby= 2100 psi Cfu 1.00 FID; 1600 psi ex2= 0 in Myh= 0 ft-lbs Ex= 1900 ksi CE 1.00 1.00 1.00 1.00 Fby' 1680 psi ey2= 5.5 in Ke,= 1 Ey= 1900 ksi CE=Exterior wet use of SCL lumber Fc' 1033 psi w„= 0 lbs/ft Kee= 1 Ext,,;,,= 980 ksi I Cep I 1.00 I 1.00 I I Ex' 1583 psi wy= 0 lbs/ft le,= 11.00 ft Ey,,,n= 980 ksi CsP=Single Pile Factor(piles only) Ey' 1583 psi Ie2= 11.00 ft Fc= 2300 psi I C„ I I I 1.00 I 1.00 Ex., 816340 psi le,/d,= 22.00 c= 0.9 Cu=Untreated Factor(piles only) Ey„,„' 816340 psi Ie2/d2= 24.00 l„= 99.00 in° Material ctucaN ly= 83.19 in° Grade cI,.30f 2D,4.UMRNAT V Fb'=(Fb)(Ct)(Cm)(Cv or CI)=1,593.2 psi Load Duration,CD TIAI MRS IA MCP LIVE 0.00 Fc'=(Fc)(Ct)(Cm)=1,840.0 psi Temperature Factor,C1 I..noaF • E'=(Fc)(Ct)(Cm)=1,520.0 ksi Wet Service Factor,CM go[srueECM'x1 w - 0.00 Incising Factor,CI NENsaeasorWISED V fbx=0 psi<Fbx'=1,600 psi Bending Capacity=52.6% Repetitive Factor Cr MEMBERm Mar eaeeun uE V flay=884 psi<Fby'=1,680 psi Built up Member No V fc=289 psi<Fc'=1,033 psi Axial Capacity=27.9% Member 51/2x6 V Combined Axial Compression and Bending Combined Capacity=77.8% 51/2 x 6,GLULAM Equation 3.9-3;2005 NDS page 20 Comb.3 DF 2LD,4+LAMINATIONS 2012 National Design Specification for Wood Construction Reduction Bending Axial,Fc E Ern in Fce1= 1386 psi Post Copyright©2008 Miller Consulting Engineers,Inc. Co 1.00 1.00 Fce2= 1165 psi Mark (N)Column Case 2 Material:GLULAM Rbx 6.9 I ev'1 Grade:Comb.3 DF 2LD,4+LAMINAT Cr 1.00 Rby 6.1 V size=5 1/2 x 6 Ct 1.00 1.00 1.00 1.00 Fbex 20335 psi d dIIM x �e" d1= 6.00 in CF 1.00 1.00 Fbey 26400 psi e,z � ' � d2= 5.50 in CM 0.80 0.80 0.83 0.83 KM 0 2 h_`�i A= 33.00 in2 C; 1.00 1.00 1.00 1.00 KT 0.00 ` ex, Sx= 33.00 in3 CT 1.00 Fbx* 1600 psi Height= 19 ft lu1= 11 ft Sy= 30.25 in3 Cv 1.00 Fby* 1680 psi P1= 1312.5 lb Iu2= 11 ft Le,= 20.24 ft Cr„ 1.00 Fbe„/Fb„* 13 P2= 9800 lb Mre= 0 ft-lbs Lee= 20.24 ft Cay 1.00 Fbey/Fby* 16 ex1= 0 in My„= 2600 ft-lbs Fbx= 2000 psi C, 0.56 Fc* 1840 psi ey1= 0 in Myth= 0 ft-lbs Fby= 2100 psi Cfu 1.00 Fbx 1600 psi ex2= 0 in Myh= 0 ft-lbs Ex= 1900 ksi CE 1.00 1.00 1.00 1.00 Ft) 1680 psi ey2= 5.5 in Ke1= 1 Ey= 1900 ksi CE=Exterior wet use of SCL lumber Fc' 1033 psi w,,= 0 lbs/ft Ke2= 1 Ex,,,„,= 980 ksi I CsP I 1.00 I 1.00 I I Ex' 1583 psi wy= 0 lbs/ft lel= 11.00 ft Ey„,,= 980 ksi Cyn=Single Pile Factor(piles only) Ey' 1583 psi Ie2= 11.00 ft Fc= 2300 psi Cu I I I 1.00 I 1.00 Exr,„; 816340 psi le,/d,= 22.00 c= 0.9 Cu=Untreated Factor(piles only) Eym; 816340 psi Ie2/d2= 24.00 I„= 99.00 in° Material nova +' ly= 83.19 id* Grade Comb.3tx29D,4+LAMINATIONS 'V Fb'=(Fb)(Ct)(Cm)(Cv or CI)=1,593.2 psi Load Duration,CD TEN YEAR 1.e occuacrve M. 0.00 Fc'=(Fc)(Ct)(Cm)=1,840.0 psi Temperature Factor,C1 +4.3130oF V E'=(Fc)(Ct)(Cm)=1,520.0 ksi Wet Service Factor,CM Moaroxe CCM a361b f 0.00 Incising Factor,CI MEMBER aNOT DOSED V fbx=0 psi<Fbx'=1,600 psi Bending Capacity=61.4% Repetitive Factor Cr MEMBER ISNOT eEFEnnM V flay=1,031 psi<Fby'=1,680 psi Built up Member No fc=337 psi<Fc'=1,033 psi Axial Capacity=32.6% Member 51/2x6 y Combined Axial Compression and Bending Combined Capacity=97.0% 5 1/2 x 6,GLULAM Equation 3.9-3;2005 NDS page 20 Comb.3 DF 2LD,4+LAMINATIONS 02/20/19 10 of 13 2012 National Design Specification for Wood Construction Reduction Bending Axial,Fc E Ernie Foe,= 1386 psi Post Copyright©2008 Miller Consulting Engineers,Inc. CD 1.00 1.00 Fce2= 1165 psi Mark (N)Column Case 3 Material:GLULAM Rb, 6.9 i�'y Grade:Comb.3 DF 2LD,4+LAMINAT Cr 1.00 Rby 6.1 size=5 1/2 x 6 C1 1.00 1.00 1.00 1.00 Fbe, 20335 psi ext dr � d1= 6.00 in Co 1.00 1.00 Fbey 26400 psi e,a d2= 5.50 in CM 0.80 0.80 0.83 0.83 KM 0 , a2 A= 33.00 int C; 1.00 1.00 1.00 1.00 KT 0.00 7..____.ySx= 33.00 in3 CT 1.00 Fb,* 1600 psi Height= 19 ft lu1= 11 ft Sy= 30.25 in3 Cy 1.00 Fby* 1680 psi P1= 1175 lb 1u2= 11 ft Lel= 20.24 ft C. 1.00 Fbe,/Fb,* 13 P2= 7840 lb M,,,= 0 ft-lbs Le2= 20.24 ft CLy 1.00 Fbey/Fby* 16 ex1= 0 in My„= 2452 ft-lbs Fbe= 2000 psi CP 0.56 Fc* 1840 psi ey1= 0 in M,h= 0 ft-lbs Fby= 2100 psi Cfu 1.00 Fbx 1600 psi ex2= 0 in Myh= 0 ft-lbs Ex= 1900 ksi CE 1.00 1.00 1.00 1.00 FbY 1680 psi ey2= 8.25 in Ke1= 1 Ey= 1900 ksi CE=Exterior wet use of SCL lumber Fc' 1033 psi wx= 0 lbs/ft Ke2= 1 Ex„„= 980 ksi I CsP I 1.00 I 1.00 I I Ex' 1583 psi wy= 0 lbs/ft lel= 11.00 ft Eym, = 980 ksi CsP=Single Pile Factor(piles only) Ey' 1583 psi le2= 11.00 ft Fc= 2300 psi I CP I I I 1.00 I 1.00 Exmi 816340 psi le,/d,= 22.00 c= 0.9 C„=Untreated Factor(piles only) Ey„,,,,' 816340 psi le2/d2= 24.00 Ix= 99.00 in4 Material SWAM iv I,= 83.19 in4 Grade Cara.3oF2LD,4.L4MtNATWt4s In Fb'=(Fb)(Ct)(Cm)(Cv or CI)=1,593.2 psi Load Duration,CD TER TEARS 1.0 oaleuee v 0.00 Fc'=(Fc)(Ct)(Cm)=1,840.0 psi Temperature Factor,C. I.r=toWoF nr E'=(Fc)(Ct)(Cm)=1,520.0 ksi Wet Service Factor,CM Mots1umoaar=x6% • 0.00 Incising Factor,CI MoetleRrsnoToo aeD V fbx=0 psi<Fbx'=1,600 psi Bending Capacity=57.9% Repetitive Factor Cr MEoEERts NOT RE emwn V thy=973 psi<Fby'=1,680 psi Built up Member No V fc=273 psi<Fc'=1,033 psi Axial Capacity=26.4% Member 303313 V Combined Axial Compression and Bending Combined Capacity=82.6% 51/2 x 6,GLULAM Equation 3.9-3;2005 NDS page 20 Comb.3 DF 2LD,4+LAMINATIONS 2012 National Design Specification for Wood Construction Reduction Bending Axial,Fc E Emin Foe,= 1386 psi Post Copyright©2008 Miller Consulting Engineers,Inc. CD 1.00 1.00 Fce2= 1165 psi Mark (N)Column Case 4 Material:GLULAM Rb, 6.9 � hGrade:Comb.3 DF 2LD,4+LAMINAT Cr 1.00 Rby 6.1 Y size=5 1/2 x 6 C, 1.00 1.00 1.00 1.00 Fbe, 20335 psi d x Jex1 d1= 6.00 in CoCE 1.00 1.00 Fbe 26400 psi exz L d2= 5.50 in CM 0.80 0.80 0.83 0.83 KM 0 L . 12...1 A= 33.00 in2 C, 1.00 1.00 1.00 1.00 KT 0.00 e,z S,= 33.00 in3 CT 1.00 Fbx* 1600 psi Height= 19 ft lu1= 11 ft Sy= 30.25 in3 Cy 1.00 Fby* 1680 psi P1= 1875 lb 1u2= 11 ft Le,= 20.24 ft CL, 1.00 Fbee/Fbx* 13 P2= 8400 lb M,,,= 2296.5 ft-lbs Le2= 20.24 ft CLy 1.00 Fbey/Fby* 16 ext= 0 in Mm= 743 ft-lbs Fb,= 2000 psi Cp 0.56 Fc* 1840 psi ey1= 0 in Mei= 0 ft-lbs Fby= 2100 psi Cfu 1.00 Fbx 1600 psi ex2= 6.5 in Myh= 0 ft-lbs Ex= 1900 ksi CE 1.00 1.00 1.00 1.00 FbY 1680 psi ey2= 8.25 in Ke1= 1 Ey= 1900 ksi CE=Exterior wet use of SCL lumber Fc' 1033 psi w,= 0 lbs/ft Ke2= 1 Exmm= 980 ksi I CsP I 1.00 I 1.00 I I Ex' 1583 psi WY= 0 lbs/ft le,= 11.00 ft Ey,,.= 980 ksi CsP=Single Pile Factor(piles only) Ey' 1583 psi Ie2= 11.00 ft Fc= 2300 psi I Cu I I I 1.00 I 1.00 Exm;, 816340 psi lel/d,= 22.00 c= 0.9 C„=Untreated Factor(piles only) Eyrnx 816340 psi le2/d2= 24.00 Ix= 99.00 in4 Material WHAM ly= 83.19 in4 Grade Canb.315E 8D,4.LeMMfl if Fb'=(Fb)(Ct)(Cm)(Cv or CI)=1,593.2 psi Load Duration,CD TeX TEARS 3.e OCCUR UY1 0.00 Fc'=(Fc)(Ct)(Cm)=1,840.0 psi Temperature Factor,C. T<=w6oF ; E'=(Fc)(Ct)(Cm)=1,520.0 ksi Wet Service Factor,CM Mmsntnecont=tsx V 0.00 Incising Factor,CI MEMBER is tea MISER a, fbx=835 psi<Fbx'=1,600 psi Bending Capacity=69.7% Repetitive Factor Cr MEMBER IS NOT REFETTT1vE V fby=295 psi<Fby'=1,680 psi Built up Member No V fc=311 psi<Fc'=1,033 psi Axial Capacity=30.1% Member 51/8.6 ' Combined Axial Compression and Bending Combined Capacity=100.4% 5 1/2 x 6,GLULAM Equation 3.9-3;2005 NDS page 20 Comb.3 DF 2LD,4+LAMINATIONS 02/20/19 11 of 13 CORBEL SUPPORT DESIGN MAX LOAD AT CORBEL= 9,800 LBS (COLUMN CASE 2) CHECK BEAM BEARING ON CORBEL- WAN Fc= (5.5")(5.5")(650 PSI) = 19,663 LBS > 9,800 LBS ,:/■ CHECK ATTACHMENT OF CORBEL TO POST- VMAX= 9,800 LBS MMAX = (9,800 LBS)(5.5")/(2) = 26,950 IN-LBS VCONN = (2 BOLTS)(1,490 LBS/BOLT)+(2 SPLIT RINGS)(4,380 LBS/RING) = 11,740 LBS > 9,800 LBSI. 5.5" MCONN = (405 PSI)(II)((3.25")2-(0.75")2)/(4)(9") = 28,628 IN-LBS > 26,950 IN-LBS (WASHER BEARING CONTROLS CAPACITY) USE 6x6 PT HF#2 CORBEL ATTACHED TO COLUMN W/(2)4" DIA SPLIT RINGS AND (2) 3/4" DIA THRU BOLTS AND USE (2)ADDITIONAL 3/4" DIA THRU BOLTS FROM BEAM TO COLUMN 9570 SW Barbur Blvd Project Name Summerfield Club House Deck Repair Project# 161307 Suite One Hundred A Portland,OR 97219 Location 10650 SW Summerfield Drive, Tigard, Oregon Client Summerfield Civic Association MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395B ALB Ck'd D-.`") 02/20/19 02/20/19 e 12 of 13 www.miller-se.com Y Page ENGINEERS Deck Guardrail Post Anchorage L, Uniform Load= 50 plf Post spacing= 4 ft Load to top of post= 200 lb q= 405 psi(perp to grain bearing at joist) CD= 1.6 z= 2.125 in(assumed compression zone) 2x BLOCKING PERP AT PERP TO b= 3.5 in(post width) JOIST d= 9.25 in (joist depth) y= 6.92 in =9.25"-1.625"-(2.125"/3) V 1 Reaction based on load: - y-1 1-11a-1", , H= 42 in M= 853 ft-lb =200*(42+5/8+1.625+6.92)/12 : .■ Z Rre4.= 1479 lb =853lb* 12/6.92" L A da Ro,wood= 1506 lb =405psi"2.125"/2*3.5" _ _ 1479< 1506 0K L Washer size= 2.25 in Diameter or square? Diameter bolt size= 1/2 in dia. washer area w/bolt hole= 3.73 in2 =3.14/4`(2.25^2-(0.5+1/16)^2) Cb,(NDS 3.10.4)= 1.17 =(2.25+0.375)/2.25 Fc= 405 psi =3.73*405* 1.17 Washer Cap. = 1767 lb 1479< 1767 0K DTT2Z= 1800 lb 1479< 1800 0K Use Simpson DTT2Z holdowns and 2.25"dia.washers Post design: b= 3.5 in d= 3.5 in S= 7.146 in3 =3.5"3.5^216 M= 752 ft-lb =200*(42+1.5+1.625)/12 fb= 1263 psi =752*12/7.146 Cf= 1.5 Ci= 0.8 Fb',(HF PT)= 1632 psi = 1.6*850*1.5*0.8 1263< 1632 OK Fb',(Western Cedar)= 1680 psi = 1.6*700*1.5 1263< 1680 0K Use 4x4 PT#2 HF or#2 Western Cedar Post at 4'o.c. Loads on Blockin end connections: Joist Spacing= 16.00 in o.c. V= 564 lb =752ft-Ib/16*12 Try A35 clips Vc= 600 lb 564<600 OK (Use Simpson A35 at ends of blocks with joists at 16"o.c. TOP RAIL DESIGN: VM,,x=200 LBS MMg2=(200 LBS)(4')/(4)=200 FT-LBS V,Low=(2/3)(1.5")(5.5")(F 150 PSI)(C,=0.8)(Co=1.6)=1,056 LBS>200 LBS Mnuow=(5.5")2(1.5")/(6)(F2=850 PSI)(CF=1.5)(C;=0.8)(C,"=1.15)(C0=1.6)/(12) =1,182 FT-LBS>200 FT-LBS (USE MIN 2x6 FLAT PT HF#2 RAIL 9570 SW Barbur Blvd Project Name Summerfield Club House Deck Repair Project# 161307 1111 Suite One Hundred Portland,OR 97219 la Location 10650 SW Summerfield Drive, Tigard, Oregon Client Summerfield Civic Association MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ALB E� 02/20/19 13 of 13 www.miller-se.com By Ck'd Date Page ENGINEERS