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Specifications (2)
MILLER RECEIVED CONSULTING APR 2 5 2019 ENGINEERS CITY OFTIGARD BUILDING DIVISION STRUCTURAL CALCULATIONS Summerfield Club House Deck Repair 10650 SW Summerfield Drive, Tigard, Oregon Summerfield Civic Association March 26, 2019 Project No. 161307 12 pages 04/22/2019 Principal Checked , - s RUCTLiRq E1) PRQFF `` 510 3 y OREGON o 2G4RY 2 3 EXPIRES: 06-30-2020 4 *** 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 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 revisions to the previous calculations date 03/26/2019.This revision reduces the eccentricity to the columns and changes the beam manufacturer from Rosboro to Calvert.The existing structure is designed by others. ft 9570 SW Barbur Blvd Project Name Summerfield Club House Deck Repair Project# 161307 Suite One Hundred Portland,OR 97219 MiLocation 10650 SW Summerfield Drive, Tigard, Oregon MILLER Client Summerfield Civic Association n 04/22/19 Phone 503.246.1250 CO N SU-LT I N G Fax 503.246.1395 ALBS 03/26/19 1 of 12 www.miller-se.com By Ck'd Date Page ENGINEERS —�-110.-0"14-1T-6"+14-1 T-6"-011-17'-6"�1T-6"-110'-0"14- � 10'-0" 10'-0" +---- HA I ■ 17'-6" I I 10'-0" I I I I ■ I I 10'-0" —�" I � 17'-6" i N i I L20- '-0"-N I ►+� I ts 17'-0" I I ■ I I I I ■ 1 I 18'1-0" Aillik IL ■ I I re 10'-0" ROOF PLAN 17-6" ■ 17-6" E- ■ H COLUMN 17'-0" CASE 3 10'-0" ( 1 1 1 10'-o" 1 1 -7 r2a'-a"1 7 r- ■ COLUMN COLUMN ■ 18'-0" CASE 2 CASE 4 ----NN, 10'-0" +_____ HH ■ I + H 10'-0" -0110'-0"4-17'-6"-►1-17'-6"-014-17'-6"-01-17'-6"-0110'-0"1- CO LU M N MAIN LEVEL PLAN CASE 1 9570 SW Barbur Blvd Project Name Summerfield Club House Deck Repair Project# 161307 Suite One Hundred drill Portland,OR 97219 MILocation 10650 SW Summerfield Drive, Tigard, Oregon Client Summerfield Civic Association MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ALBEF-Au03/26/19 2 of 12 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 16" O.C. SEE PAGE 5 FOR DESIGN CHECK(N) BEAMS: DECK LOAD = (12 PSF DL + 100 PSF LL)(5'TRIB) = 560 PLF OR = (12 PSF DL+ 100 PSF LL)(10' TRIB) = 1,120 PLF BEAM SPANS = 10', 17', 17.5', 18' &20' USE (N) 5 1/2x14 CALVERT TREATED GLULAM FOR BEAMS W/ 18'-0" SPAN AND SHORTER SEE PAGE 6-7 FOR DESIGN USE (N) 5 1/2x16 CALVERT TREATED GLULAM FOR BEAMS W/20'-0" SPAN SEE PAGE 8 FOR DESIGN BEAM TO COLUMN CONNECTION: BEAM SPANS 18'-0" OR LESS MAX LOAD AT HANGER = (560 PLF)(18')/(2) = 5,040 LBS HANGER CAPACITY= 5,185 LBS >5,040 LBS USE HUCQ612-SDS HANGERS AT BEAM SPANS 18'-0" OR LESS 20'-0" BEAM SPAN & 10' SPAN W/10'TRIB MAX LOAD AT HANGER = (560 PLF)(20')/(2) = 5,600 LBS HANGER CAPACITY= 5,185 LBS <5,600 LBS - NG, USE CORBEL SUPPORT REQ'D BEARING LENGTH = (5,600 LBS)/(650 PSI)/(5.5") = 1.57" < 3.5" - USE 4x CORBEL REQ'D FASTENERS = (5,600 LBS)/(310 LBS/SCREW) = 18 SCREWS USE 4x6 PT HF CORBEL W/(18) SDWS22500DB SCREWS ROOF SHORING LOAD: ROOF LOAD = (15 PSF DL)(10')/(2)(10' MAX) = 750 LBS MAX 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 MILLER Client Summerfield Civic Association n 04/22/19 Phone 503.246.1250 CONSULTING Fax 503.246.1395 ALB t�nl 03/26/19 3 of 12 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,0,, Ra= 14.26 Olt<50 Mark (N)Deck Joist Material:DIMENSIONAL LUMBER Co 1.00 1.00 E'm;,,= 580,000 psi Grade:DF/L No.2 or Better C, 1.00 1.00 1.00 1.00 F50 3424 psi Span 10.00 ft ee= 2.00 ft size=2 x 10 Cr 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/F3'= 3.01 x2= 10.00 ft w2= 149.33 lbs/ft d= 9.250 in C; 1.00 1.00 1.00 1.00 Fb'= 1112 psi Xa= 0.00 ft Pa= 0 lbs A= 13.88 in3 C, 1.15 F,'= 180 psi Xb= 0.00 ft Pb= 0 lbs S= 21.39 in3 Cv 1.000 F '= 625 psi Xc= 0.00 ft Pc= 0 lbs I= 98.93 in° C, 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 Fb= 900 psi LL 4iimit=L/ 360 LL A= 0.13 inchs F„= 180 psi Material DIMENSIONAL LUMBER TL 4iimit=L/ 240 TL A= 0.21 inchs E= 1600 ksi Grade DF/L No.2 or Better %LL 62.5% 8e= 4.12 ft En,,= 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 Ev'e(Fv)(Cd)(Ct)(CM)(Ci)=180 psi Approx.weight 3.37 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 Fcl'=(Fc.L)(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 1,500Altddlli 1, 0.050 1,000 17 -0.100 a x 500 0 At 0 -0.150 500 -0.200 -1,000 0 -0.250 0 o o r m6 4 4 6 6 6 6 6 , 6 co oi oi o 0 0 _ oi « « M 6 e < 6 to ,o m , m m m W Sheer -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 Location 10650 SW Summerfield Drive, Tigard, Oregon Client Summerfield Civic Association MILLER Phone 503.246.1250 Fax 503.246.1395 -_ _ CONSULTING www.miller-se.com By ALB Ck'd Date 03/26/19 Page of4 12 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' CD= 1.00 Cm= 1.00 Ct= 1.00 P I _ e • _ Geometry: Ledger Thickness= 1.5 in b I Ledger Depth= 9.25 in -0 Sheathing Thickness= 0 in MI Main Member Thickness= 1.5 in Hi Ledger Material= Hem-Fir E1 Mid Ledger G= 0.43 1 ,- Main Member Mat.= Douglas Fir-Larch i Main Member G= 0.50 i 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 Ib/in*1.5"*1*1*1 V= 200 lb/fastener V= 200 lb/fastener =200 lb*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 1Fastener Spacing= 2.42 in Fastener Location: 51= 8.25 in =9.25"-1"S2= 5.83 in =8.25"-2.42" ilyirZT S3= 3.41 in =5.83"-2.42" 54= 0.99 in =3.41"-2.42" Withdrawal: Fastener 1= 81 lb =56.9 Ib*8.25"/5.83" 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*3.41"/5.83" Fastener 4= 10 lb =33.3 Ib*0.99"/3.41" Shear: Fastener 1= 187 lb =747 lb/(4 fasteners) Fastener 2= 187 lb =747 lb/(4 fasteners) Fastener 3= 187 lb =747 lb/(4 fasteners) Fastener 4= 187 lb =747 lb/(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) a Fastener 3= 10.1 degrees =arctan(33 lb/187 Ib) R Fastener 4= 3.0 degrees =arctan(10 lb/187 Ib) V Resultant,R: Fastener 1= 203 lb =sqrt(81 Ib2*187 IV) Fastener 2= 195 lb =sqrt(57 Ib2*187 1b2) Fastener 3= 190 lb =sqrt(33 Ib2*187 1b2) Fastener 4= 187 lb =sgrt(10 Ib2*187 1b2) Capacity,2,,': 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 Ib>190 lb,OK Fastener 4=200 Ib>187 lb,OK (4)0.25"dia.x 3.5"long Simpson SDS fasteners at 16"o.c.along ledger 9570 SW Barbur Blvd Project Name Summerfield Club House Deck Repair Project# 161307 Suite One Hundred Ell Portland,OR 97219 IlliLocation 10650 SW Summerfield Drive, Tigard, Oregon MILLER Client Summerfield Civic Association Phone 503.246.1250 CONSULTING- Fax 503.246.1-395 ByALB Ck'd7 Date 03/26/19 Pa 5 of 12 www.miller-se.com Page ENGINEERS (N) DECK BEAM - 10'-0"SPAN & 10'TRIB 2012 National Design Specification for Wood Construction(ASD) Reduction Bending F, Shear F, Bearing F,i E&E,, Re 4.78 OK 5 50 Mark (N)Deck Beam(10'Trib) Material:Rosboro GLULAM Co 1.00 1.00 E',,,n= 930,000 psi Grade:24F-V5M1/SP Rosboro Treated Glulam C, 1.00 1.00 1.00 1.00 FbE= 48773 psi Span 10.00 ft t,= 2.00 ft size=5.5 x 14 CF 1.00 F5'= 2400 psi x1= 0.00 ft w1= 1120.00 lbs/ft b= 5.500 in C,, 1.00 1.00 1.00 1.00 FK/Fb'= 20.32 x2= 10.00 ft w2= 1120.00 lbs/ft d= 14.000 in C, 1.00 1.00 1.00 1.00 F,,= 2394 psi Xa= 0.00 ft Pa= 0 lbs A= 77.00 in2 C, 1.00 F.;= 265 psi Xb= 0.00 ft Pb= 0 lbs S= 179.67 in' C„ 1.000 F,2= 650 psi Xc= 0.00 ft Pc= 0 lbs I= 1257.67 in° CL 0.997 E'= 1,800,000 psi R1= 5600 lbs V= 4293 lbs El= 2,263,800 kip-int Cfu 1.00 R2= 5600 lbs M= 14000 ft-lbs F,,= 2400 psi LL 4,rxt=LI 360 LL 4= 0.10 inchs F„= 265 psi Material Rosboro GLULAM TL Ahrnit=U 240 TL 4= 0.12 inchs E= 1800 ksi Grade 24F-1.8E Calvert Treated Glulam LL 89.3% 1,= 4.12 ft E,,,,,= 930 ksi Load Duration,Co TEN YEARS 1.0 OCCUP LIVE Fb'=(Fb)(Cd)(Ct)(CM)(Cr)(Cv or CL)(Cfu)=2,394 psi F,3= 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 1.57 in. Incising Factor,C; MEMBER IS NOT INCISED Fc_.'=(Fci)(Ct)(CM)=650 psi R2 Req'd Bearing Width 1.57 in. Repetitive Factor C, MEMBER IS NOT REPETITIVE fb=935 psi<Fb'=2,394 psi Bending Capacity=39.1% SHEAR UNREDUCED M=14,000 ft-lbs<Mmax=35,841 ft-lbs Member 5.4375 x 14 fv=84 psi<Fv'=265 psi Shear Capacity=31.6% Number of Plies 1 Ply V=4,293 lbs<Vmax=13,603 lbs Max LL Defl=0.105 inches=L/ 1,148 LL Defl.Capacity=31.4% (1 Ply) 5.5 x 14,Calvert GLULAM 24F-1.8E Treated Glulam Max TL Defl=0.117 inches=L/ 1,025 TL Defl.Capacity=23.4% Copyright©2015 Miller Consulting Engineers,Inc. 15,000 0.000 -0.020 10,000 -0.040 a 5,000 r -0.060 z Ukailib. , 'E' _. a -0 080 c 0.100 -5,000 -0.120 -10,000 0 mi -0.140 = o o e < ,ri 7, Z Ti m oi 6 0 0 _ _ 7 , 6i m6 < < 6 L6 h 6 m . m m m m shear -MomentDistance(ft) Distance(ft) Notes: 9570 SW Barbur Blvd Project Name Summerfield Club House Deck Repair Project# 161307 Suite One Hundred al Portland,OR 97219 1 Mk Location 10650 SW Summerfield Drive, Tigard, Oregon /� Client Summerfield Civic Association / \04/22/19 MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ALB - - 03/26/19 6 of 12 www.miller-se.com By Ck'd Date Page ENGINEERS (N) DECK BEAM- 18'-0" MAX SPAN &5'TRIB 2012 National Design Specification for Wood Construction(ASD) Reduction Bending F, Shear F, Bearing F,i E&E,,;,, Re= 4.78 OK<50 Mark (N)Deck Beam Material:Rosboro GLULAM Co 1.00 1.00 E'm;n 930,000 psi Grade:24F-V5M1/SP Rosboro Treated Glulam C, 1.00 1.00 1.00 1.00 FbE= 48773 psi Span 18.00 ft e,= 2.00 ft size=5.5 x 14 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 F,/F,'= 20.32 x2= 18.00 ft w2= 560.00 lbs/ft d= 14.000 in C, 1.00 1.00 1.00 1.00 Fb'= 2393 psi Xa= 0.00 ft Pa= 0 lbs A= 77.00 in° Cr 1.00 F„= 265 psi Xb= 0.00 ft Pb= 0 lbs S= 179.67 in3 C< 0.997 Fri= 650 psi Xc= 0.00 ft Pc= 0 lbs I= 1257.67 in4 Cb 0.997 E'= 1,800,000 psi R1= 5040 lbs V= 4387 lbs El= 2,263,800 kip-in' Cfu 1.00 R2= 5040 lbs M= 22680 ft-lbs Fb= 2400 psi LL 4iimit=L/ 360 LL 4= 0.55 inchs F,,= 265 psi Material Rosboro GLULAM TL 4imit=L/ 240 TL 4= 0.61 inchs E= 1800 ksi Grade 24F-1.8E Calvert Treated Glulam %LL 89.3% /e= 4.12 ft Em,r= 930 ksi Load Duration,Co TEN YEARS 1.0 OCCUP LIVE Fb'=(Fb)(Cd)(Ct)(CM)(Cr)(Cv or CL)(Cfu)=2,393 psi F,= 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,CM 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'=(Fc L)(Ct)(CM)=650 psi R2 Req'd Bearing Width 1.41 in. Repetitive Factor Cr MEMBER IS NOT REPETITIVE fb=1,515 psi<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 Deft=0.546 inches=L/396 LL Defl.Capacity=91.0% (1 Ply) 5.5 x 14,Calvert Glulam 24F-1.8E Treated Glulam Max TL Defl=0.611 inches=L/353 TL Defl.Capacity=67.9% Copyright©2015 Miller Consulting Engineers,Inc. 25,000 0.000 - 20,000 -/ -0.100 15,000 -0.200 _.o 10,000 - -- - - - c -0.300 x 0 5,000 o.aoo o 0 �� -0.500 -5,000 - -0.600 -10,000 c, -0.700 ®shear o o M m A o M o -Moment Distance(ft) Distance(ft) Notes: ES 9570 SW Barbur Blvd Project Name Summerfield Club House Deck Repair Project# 161307 Suite One Hundred Portland,OR 97219 MkLocation 10650 SW Summerfield Drive, Tigard, Oregon /� MILLER Client Summerfield Civic Association / \04/22/19 Phone 503.246.1250 CONSULTING Fax 503.246.1395 ALB -- W 03/26/19 7 0t 12 www.miller-se.com By Ck'd Date Page ENGINEERS (N) DECK BEAM -20'-0"SPAN 2012 National Design Specification for Wood Construction(ASD) Reduction Bending F, Shear F, Bearing F,3 E&E,,. Ra= 5.11 OK<50 Mark (N)Deck Beam Material:Rosboro GLULAM Cc 1.00 1.00 E'00= 930,000 psi Grade:24F-V5M1/SP Rosboro Treated Glulam C, 1.00 1.00 1.00 1.00 FbE= 42677 psi Span 20.00 ft to= 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/Fb`= 17.78 x2= 20.00 ft w2= 560.00 lbs/ft d= 16.000 in C, 1.00 1.00 1.00 1.00 Fb'= 2364 psi Xa= 0.00 ft Pa= 0 lbs A= 88.00 inn C, 1.00 F,;= 265 psi Xb= 0.00 ft Pb= 0 lbs S= 234.67 in3 Cv 0.985 F„'= 650 psi Xc= 0.00 ft Pc= 0 lbs I= 1877.33 in° CL 0.997 E'= 1,800,000 psi R1= 5600 lbs V= 4853 lbs El= 3,379,200 kip-in' Cf„ 1.00 R2= 5600 lbs M= 28000 ft-lbs F,,= 2400 psi LL 4iirm=L/ 360 LL A= 0.56 inchs F„= 265 psi Material Rosboro GLULAM TL Ai,,it=L/ 240 TL A= 0.63 inchs E= 1800 ksi Grade 24F-1.8E Calvert Treated Glulam LL 89.3% /e= 4.12 ft E,n,n= 930 ksi Load Duration,Co TEN YEARS 1.0 OCCUP LIVE Fb'=(Fb)(Cd)(Ct)(CM)(Cr)(Cv or CL)(Cfu)=2,364 psi Fei= 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 Fc.L'=(FcI)(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<Fn'=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,Calvert Glulam 24F-1.8E Treated Glulam Max TL Deft=0.627 inches=L/383 TL Defl.Capacity=62.7% Copyright©2015 Miller Consulting Engineers,Inc. 30,000 0.000 25,000 -.100 - 20,000 -0200 -1;" 15,000 2 -0.300-- z 10,000 $ 5,000 c -0.400 0 -0.500 -5,000 - -0.600 -10,000 0 -0.700 ®Shear ci N 6 < n6 m ,.- m m o ei 6 v ,n 6 r m oi o o « . a ,n . . , m 6 w e . ni e < vi a ,- m6 oi -Moment Distance(ft) Distance(ft) Notes: 9570 SW Barbur Blvd Project Name Summerfield Club House Deck Repair Project# 161307 Suite One Hundred Et Portland,OR 97219 MkLocation 10650 SW Summerfield Drive, Tigard, Oregon Client Summerfield Civic Association n 04/22/19 MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ALB Ck'damu/ 03/26/19 8 of 12 www.miller-se.com By __ Date Page ENGINEERS CHECK(N) COLUMNS: r� DL+LL CONTROLS r ROOF DECK LOAD = (12 PSF DL + 100 PDF LL)(10')/(2) = 560 PLF ROOF LOAD = (15 PSF DL)(10')/(2) = 75 PLF CASE 1 - 0 COLUMN TRIB = 15'-0" o0 PROOF= (75 PLF)(15') = 1,125 LBS [ECCENTRICITY= 0"] PDECK PDECK = (560 PLF)(15') = 8,400 LBS [ECCENTRICITY = (5.5")/(2) = 2.75"] /� MECC LOAD = (8,400 LBS)(2.75")/(12)(11')/(19') = 1,925 FT-LBS MECC LOAD USE (N) 5 1/2x6 CALVERT 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) = 2.75"] MECC LOAD= (9,800 LBS)(2.75")/(12) = 2,246 FT-LBS USE (N) 5 1/2x6 CALVERT 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 - X = (5.5")/(2) = 2.75"] + (560 PLF)(10')/(2) = 2,800 LBS [ECCENTRICITY - Y= (5.5")/(2) = 2.75"] MECC LOAD-x = (5,040 LBS)(2.75")/(12) = 1,155 FT-LBS MECC LOAD-Y= (2,800 LBS)(2.75")/(12) = 642 FT-LBS USE (N) 5 1/2x6 CALVERT TREATED GLULAM POST SEE PAGE 11 FOR DESIGN CASE 4- PROOF= (15 PSF)(125 FT2) = 1,875 LBS [ECCENTRICITY= 0"] PDECK= (560 PLF)(30')/(2) = 8,400 LBS [ECCENTRICITY= (5.5")/(2) = 2.75"] MECC LOAD-Y= (8,400 LBS)(2.75")/(12) = 1,925 FT-LBS USE (N) 5 1/2x6 CALVERT TREATED GLULAM POST SEE PAGE 11 FOR DESIGN 9570 SW Barbur Blvd Project Name Summerfield Club House Deck Repair Project# 161307 Suite One Hundred Aft Portland,OR 97219 Location 10650 SW Summerfield Drive, Tigard, Oregon MILLER Client Summerfield Civic Association A 04/22/19 Phone 503.246.1250 CO N S U tfitN G Fax 503.246.1395 ALB gel 03/26/19 9 of 12 www.miller-se.com By Ck'd Date Page ENGINEERS • 2012 National Design Specification for Wood Construction Reduction Bending Axial,Fc E Emin Fce,= 1386 psi Post Copyright©2008 Miller Consulting Engineers,Inc. Co 1.00 1.00 Fce2= 1165 psi Mark (N)Column Case 1 Material:GLULAM Rb„ 6.9 i_:y2� Grade:Comb.3 DF 2LD,4+LAMINAT Cr 1.00 Rby 6.1 ,� FT-f size=5 1/2 x 6 C, 1.00 1.00 1.00 1.00 Fbex 20335 psi d, ' d,= 6.00 in CF 1.00 1.00 Fbey 26400 psi e,2 , d2= 5.50 in CM 0.80 0.80 0.83 0.83 KM 0 P, de A= 33.00 in2 C, 1.00 1.00 1.00 1.00 KT 0.00 -e - r2 S,= 33.00 in3 CT 1.00 Fb,* 1600 psi Height= 19 ft lu,= 11 ft Sy= 30.25 in3 Cv 1.00 Fby* 1680 psi P1= 1125 lb 1u2= 11 ft Le,= 20.24 ft CL,, 1.00 Fbex/Fby* 13 P2= 8400 lb Mx,= 0 ft-lbs Lee= 20.24 ft CLy 1.00 Fbey/Fby* 16 ext= 0 in My,= 1925 ft-lbs Fbx= 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 My„= 0 ft-lbs Ex= 1900 ksi CE 1.00 1.00 1.00 1.00 Fby' 1680 psi ey2= 2.75 in Ke,= 1 Ey= 1900 ksi CE=Exterior wet use of SCL lumber Fc' 1033 psi wx= 0 lbs/ft Ke2= 1 Ex*,;,,= 980 ksi Cs, I 1.00 I 1.00 I I Ex' 1583 psi wy= 0 lbs/ft le,= 11.00 ft Eyn„n= 980 ksi C,2=Single Pile Factor(piles only) Ey' 1583 psi Ie2= 11.00 ft Fc= 2300 psi C„ I I I 1.00 I 1.00 Exn„ 816340 psi le,/d,= 22.00 c= 0.9 Cu=Untreated Factor(piles only) Eyn,;, 816340 psi Ie2/d2= 24.00 I,= 99.00 in4 Material GLULAM V ly= 83.19 in4 Grade Comb.3DF 2LD,4.LAMINATIONS V Fb'=(Fb)(Ct)(Cm)(Cv or CI)=1,593.2 psi Load Duration,CD TEN YEARS 1.0 OCCUP LIVE V 0.00 Fc'=(Fc)(Ct)(Cm)=1,840.0 psi Temperature Factor,CI T<=l000r V E'=(Fc)(Ct)(Cm)=1,520.0 ksi Wet Service Factor,CM MOISTURE CONT>16% V 0.00 Incising Factor,CI MEMBER IS NOT INCISED IL fbx=0 psi<Fbx'=1,600 psi Bending Capacity=45.5% Repetitive Factor Cr MEMBERIS NOT REPETInVE V thy=764 psi<Fby'=1,680 psi Built up Member No 7; fc=289 psi<Fc'=1,033 psi Axial Capacity=27.9% Member s 1,8x6 Combined Axial Compression and Bending Combined Capacity=68.2% 5 1/2 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 Feel= 1386 psi Post Copyright©2008 Miller Consulting Engineers,Inc. CD 1.00 1.00 Fce2= 1165 psi Mark (N)Column Case 2 Material:GLULAM Rb, 6.9 I~v i� Grade:Comb.3 DF 2LD,4+LAMINAT Cr 1.00 Rby 6.1 ,� _i_ex size=5 1/2 x 6 C, 1.00 1.00 1.00 1.00 Fbex 20335 psi d 6.00 in CF1.00 1.00 Fbey 26400 psi e„, ' ,M d2= 5.50 in CM 0.80 0.80 0.83 0.83 KM 0 d2 A= 33.00 in2 C1 1.00 1.00 1.00 1.00 KT 0.00 ex2 ( S,= 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 1u2= 11 ft Le,= 20.24 ft Cu, 1.00 Fbe,/Fb,* 13 P2= 9800 lb M,,,= 0 ft-lbs Le2= 20.24 ft CLy 1.00 Fbey/Fby* 16 ext= 0 in My„= 2246 ft-lbs FIN= 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 My„= 0 ft-lbs Ex= 1900 ksi CE 1.00 1.00 1.00 1.00 FbY 1680 psi ey2= 2.75 in Ke1= 1 Ey= 1900 ksi CE=Exterior wet use of SCL lumber Fc' 1033 psi wx= 0 lbs/ft Ke2= 1 Exn,in= 980 ksi Csp I 1.00 I 1.00 I Ex' 1583 psi wy= 0 lbs/ft lel= 11.00 ft Eyn,;n= 980 ksi Csp=Single Pile Factor(piles only) Ey 1583 psi Ie2= 11.00 ft Fc= 2300 psi C„ I I I 1.00 I 1.00 Ex„,,,' 816340 psi lel/d1= 22.00 c= 0.9 Cu=Untreated Factor(piles only) Ey,„;,; 816340 psi le2/d2= 24.00 I,= 99.00 in4 Material GLULAM ly,= 83.19 in4 Grade Comb.3 DF 2LD,4+LAMINATIONS Fb'=(Fb)(Ct)(Cm)(Cv or CI)=1,593.2 psi Load Duration,CD TEN YEARS 1.0 OCCUP LIVE V 0.00 I Fc'=(Fc)(Ct)(Cm)=1,840.0 psi Temperature Factor,CI Tu=1o0oF V E'=(Fc)(Ct)(Cm)=1,520.0 ksi Wet Service Factor,CM MOISTURE CONT>16% V 0.00 Incising Factor,CI MEMBER IS NOT INCISED V fbx=0 psi<Fbx'=1,600 psi Bending Capacity=53% Repetitive Factor Cr MEMBER IS NOT REPETITNE V fby=891 psi<Fby'=1,680 psi Built up Member No V fc=337 psi<Fc'=1,033 psi Axial Capacity=32.6% Member sue o6 V Combined Axial Compression and Bending Combined Capacity=85.2% 5 1/2 x 6,GLULAM Equation 3.9-3;2005 NDS page 20 Comb.3 DF 2LD,4+LAMINATIONS A04/22/19 03/26/f 9 10 of 12 • 2012 National Design Specification for Wood Construction Reduction Bending Axial,Fc E Emin Fce,= 1386 psi Post Copyright©2008 Miller Consulting Engineers,Inc. CD 1.00 1.00 Fce2= 1165 psi Mark (N)Column Case 3 I Material:GLULAM Rb, 6.9 i_. -i Grade:Comb.3 DF 2LD,4+LAMINAT Cr 1.00 Rby 6.1 Y FT. I size=5 1/2 x 6 C, 1.00 1.00 1.00 1.00 Fbe„ 20335 psi a ao x ex, d,= 6.00 in Cr 1.00 1.00 Fbey 26400 psi exz , d2= 5.50 in CM 0.80 0.80 0.83 0.83 KM 0 Pe2 A= 33.00 in2 C; 1.00 1.00 1.00 1.00 KT 0.00 I eve 4 S,= 33.00 in3 Cr 1.00 Fb„' 1600 psi Height= 19 ft lu,= 11 ft Sy= 30.25 in3 Cv 1.00 Fby* 1680 psi P1= 1175 lb 1u2= 11 ft Le,= 20.24 ft Cc„ 1.00 Fbe,JFbx* 13 P2= 7840 lb M,,,= 642 ft-lbs Lee= 20.24 ft C[4 1.00 Fbey/Fby' 16 ext= 0 in Myr,= 1155 ft-lbs Fb,= 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 MA,= 0 ft-lbs Ex= 1900 ksi CE 1.00 1.00 1.00 1.00 Fby' 1680 psi ey2= 8.25 in Ke,= 1 Ey= 1900 ksi CE=Exterior wet use of SCL lumber Fc' 1033 psi wx= 0 lbs/ft Ke2= 1 Exm;„= 980 ksi I C, I 1.00 I 1.00 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 C„ I I I 1.00 I 1.00 Exm;,; 816340 psi le,/d,= 22.00 c= 0.9 Cu=Untreated Factor(piles only) Ey,„,„' 816340 psi le2/d2= 24.00 I,= 99.00 in4 Material GLULAM 7 ly= 83.19 in4 Grade Comb.3 DF 2LD.4.LAMINATIONS V Fb'=(Fb)(Ct)(Cm)(Cv or CI)=1,593.2 psi Load Duration,CD TEN YEARS 1.0 occur LIVE V 0.00 Fc'=(Fc)(Ct)(Cm)=1,840.0 psi Temperature Factor,Ct r<=100oF V E'=(Fc)(Ct)(Cm)=1,520.0 ksi Wet Service Factor,CM MOISTURE CONT>16% 7 0.00 Incising Factor,Cl MEMBER IS NOT INCISED fbx=233 psi<Fbx'=1,600 psi Bending Capacity=41.9% Repetitive Factor Cr MEMBER IS NOT REPETITIVE V fby=458 psi<Fby'=1,680 psi Built up Member No Z: fc=273 psi<Fc'=1,033 psi Axial Capacity=26.4% Member 51/8 x6 V Combined Axial Compression and Bending Combined Capacity=60.8% 5 1/2 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 Fce,= 1386 psi Post Copyright©2008 Miller Consulting Engineers,Inc. CD 1.00 1.00 Fce2= 1165 psi Mark 1(N)Column Case 4 Material:GLULAM Rb, 6.9 {-.y'-f Grade:Comb.3 DF 2LD,4+LAMINAT Cr 1.00 Rby 6.1 ,� e„ size=5 1/2 x 6 C, 1.00 1.00 1.00 1.00 Fbe, 20335 psi al ', d,= 6.00 in CF 1.00 1.00 Fbey 26400 psi e„2 - d2= 5.50 in CM 0.80 0.80 0.83 0.83 KM 0 Pe az A= 33.00 in2 C; 1.00 1.00 1.00 1.00 KT 0.00 evz ( S,= 33.00 in3 Cr 1.00 Fbx* 1600 psi Height= 19 ft lu,= 11 ft Sy= 30.25 in3 Cv 1.00 Fby' 1680 psi P1= 1875 lb 1u2= 11 ft Le,= 20.24 ft Cc, 1.00 Fbex/Fb,* 13 P2= 8400 lb M,n,= 0 ft-lbs Lee= 20.24 ft CCy 1.00 Fbey/Fby* 16 ext= 0 in MT= 1925 ft-lbs Fbx= 2000 psi CP 0.56 Fc* 1840 psi ey1= 0 in Mxh= 0 ft-lbs Fby= 2100 psi Cfu 1.00 Fb; 1600 psi ex2= 0 in My!,= 0 ft-lbs Ex= 1900 ksi CE 1.00 1.00 1.00 1.00 Fby' 1680 psi ey2= 2.75 in Ke,= 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 le,= 11.00 ft Ey,,,,,,= 980 ksi CsP=Single Pile Factor(piles only) Ey' 1583 psi 102= 11.00 ft Fc= 2300 psi C„ I I I 1.00 .I 1.00 EXrnir 816340 psi le,/d,= 22.00 c= 0.9 Cu=Untreated Factor(piles only) Eymir 816340 psi Ie2/d2= 24.00 I,= 99.00 in4 Material GLULAM ly= 83.19 in4 Grade Comb,3 DF 210,4.LAMINATIONS Fb'=(Fb)(Ct)(Cm)(Cv or CI)=1,593.2 psi Load Duration,CD TEN YEARS lb OCCUP LIVE V 0.00 Fc'=(Fc)(Ct)(Cm)=1,840.0 psi Temperature Factor,C, T<=100oF V E'=(Fc)(Ct)(Cm)=1,520.0 ksi Wet Service Factor,CM MOISTURE CONT>16% , 0.00 Incising Factor,CI MEMBER IS NOT INCISED r fbx=0 psi<Fbx'=1,600 psi Bending Capacity=45.5% Repetitive Factor Cr MEMBER IS NOTREPETIVE fby=764 psi<Fby'=1,680 psi Built up Member No fc=311 psi<Fc'=1,033 psi Axial Capacity=30.1% Member 51/806 Combined Axial Compression and Bending Combined Capacity=71.1% 5 1/2 x 6,GLULAM Equation 3.9-3;2005 NDS page 20 Comb.3 DF 2LD,4+LAMINATIONS A04/22/19 ---- _- _ -m - - . - 03/26/19 11 of 12 Deck Guardrail Post Anchorage Uniform Load= 50 plf Post spacing= 4 ft Load to top of post= 200 lb q = 405 psi(perp to grain bearing at joist) Z CD= 1.6 z= 2.125 in(assumed compression zone) 2x BLOCKING b= 3.5 in(post width) AT PERP TO JOIST d = 9.25 in (joist depth) -00 y= 6.92 in =9.25"-1.625"-(2.125"/3) 1 v Lc) Reaction based on load: R - H = 42 in Nr A M= 853 ft-lb =200*(42+5/8+1.625+6.92)/12 jaT / Rreq = 1479 lb =8531b* 12/6.92" HL - RE Ro,Wood= 1506 lb =405psi*2.125"/2*3.5" 19 I 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 I Post design: b= 3.5 in d= 3.5 in S= 7.146 in3 =3.5*3.5^2/6 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 OK Use 4x4 PT#2 HF or#2 Western Cedar Post at 4'o.c. I Loads on Blockin end connections: Joist Spacing = 16.00 in o.c. V= 564 lb =752ft-lb/16*12 Try A35 clips Vc= 600 lb 564<600 OK !Use Simpson A35 at ends of blocks with joists at 16"o.c. I TOP RAIL DESIGN: VMAX=200 LBS MMAX=(200 LBS)(4')/(4)=200 FT-LBS VALLoW=(2/3)(1.5")(5.5")(Fv=150 PSI)(C,=0.8)(C2=1.6)=1,056 LBS>200 LBS MALLOW=(5.5")2(1.5")/(6)(F2=850 PSI)(CF=1.5)(C,=0.8)(C,"=1.15)(CD=1.6)/(12) = 1,182 FT-LBS>200 FT-LBS USE MIN 2x6 FLAT PT HF#2 RAIL SS 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 , Mk MILLER Client Summerfield Civic Association Phone 503.246.1250 -CONSULTING Fax 503.246.1395 ALB 'o 03/26/19 12 of 12 www.miller-se.com By Ck'd Date Page ENGINEERS FOR OFFICE USE ONLY—SITE ADDRESS: This form is recognized by most building departments in the Tri-County area for transmitting information. Please complete this form when submitting information for plan review responses and revisions. This form and the information it provides helps the review process and response to your project. City of Tigard • COMMUNITY DEVELOPMENT DEPARTMENT le III = Transmittal Letter etter T t G A R D 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard-or. v TO: TD DATE RECE ED: DEPT: BUILDING DIVISION i APR 252019 FROM: )At4-u, COMPANY: N1�) Lia✓d�9t � • CA-�Ch� (�N S iV�-J c�i t �^J PHONE: 9 1- a..7 BY: RE: ( p(oS U U,nN[vE(ZP1CL 4 \fl'Z -4771/ 0 (Site Address) (Permit Number) 5v -t - C L-}u t 1 - (Project name or subdivision name and lot numb-. ATTACHED ARE THE FOLLO I Si Ats Copies: Description: Copies: Description: 3 Additional set(s) of plans. - � Revisions: Cross section(s) and details. Wall bracing and/or lateral analysis. Floor/roof framing. Basement and retaining walls. Beam calculations. Z Engineer's calculations. Other(explain): REMARKS: EaJ-&S 4 E. C,o c7_,-1) Cot- S FOR OFFICE USE ONLY Route. o Pe ► t Tec Ian: Date: . — ) C Initials: 1.) Fees Due: It Y ❑ No Fee Description: j Amount Due: Special Instructions: Reprint Permit(per PE): ❑ Yes / nNo ❑ 7k_ Applicant Notified: Date: r .l jj Init I:\Building\Forms\TransmittalLetter-Revisions 061316.doc