Specifications fit
MILLER
CONSULTING
ENGINEERS
STRUCTURAL CALCULATIONS
Tigard Police Station Remodel
13125 SW Hall Boulevard, Tigard, Oregon
Kerry W. VanderZanden Architect pc
March 22, 2016
Project No. 160315
4 pages
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*** 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
95/0 SW Bart,' Blvd Sante 100 Portland Oregon 97219-5412
Phone f503} 246 1250 Fax 1503) 246-1395 www or Wlerse con'
Building Code: 2014 Oregon Structural Specialty Code
Soils Report: No Soils Report by: N/A Dated: N/A
Soil Bearing: 1500 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: Flexible Diaphragm/Wood shearwalls
Element Roof
Load Type Dead
Basic Design Value(PSF) 15
Loads: Load Type Snow
Value(PSF) 20+5
Deflection Criteria U240
Lateral Design Parameters:
Wind Design:ASCE 7-10 Wind Speed(3 sec Gust): 130 MPH
Exposure B
Importance Factors Iw= 1.00 IE= 1.50 Is= 1.20 ll= 1.25 Risk Cat: IV
(ice w/wind) (seismic) (snow) (ice)
Seismic Design
Latitude: 45.425000
Seismic design parameters are based on published Longitude: -122.767000
values from the USGS web site. 2%PE In 50 years,0.2 sec SA=Ss 0.971g
2%PE in 50 years,1.0 sec SA=S1 0.422g
(Site class B parameters are indicated on this page,for actual site class
used in design,refer to seismic design summary)
Design Summary:
Provide structural calculations for the remodel of the interior walls for the building.The remodel is removing sections of two bearing walls.Beams have been designed to
span the new openings.It was unclear whether or not the walls were used as shearwalls for the existing structure.To be conservatiove,an analysis was done to compare
the change in the demand/capacity ratios.The change was found to be less than 10%.
.t 9570 SW Barbur Blvd. Project Nara: Tigard Police Station Remodel Project#: 160315
A Suite One Hundred
Portland,OR 97219 Location: 13125 SW Hall Boulevard,Tigard,Oregon
M I L L E R (503)246-1250 Client: Kerry W.VanderZanden Architect pc
CONSULTING
ENGINEERS FAX:246-1395 �'"
BY: 14 t+'►n1 Ck'd: !�,?J Date: 03/22/16 Page 1 of if
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9570 SW Barbur Blvd Project NameTigard Police Station Remodel Project # 160315
Suite One Hundred
Portland, OR 97219-5412 Location 13125 SW Hall Boulevard, Tigard, Oregon
MILLER Client Kerry W.VanderZanden Architect pc
CONSULTING (503)246-1250
ENGINEERS Fax: 246-1395 By Ck'd LPS Date 3/22/16 Page Z of`1
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2012 National Design Specification for Wood Construction(ASD) Reduction Bending F. Shear F, Bearing F,, E a E,,,,, Ra= 5.04 OK<50
Mark Hallway Beam Material:GLULAM Ca 1.15 1.15 E'„,y,= 950,000 psi
Grade:24F-V4N8 WIDTH 5 1/8 C, 1.00 1.00 1.00 1.00 Fye- 44862 psi
Span 14.00 ft [„= 2.00 ft size=5 1/8 x 131/2 CF 1.00 Fe= 2780 psi
x1= 0.00 ft w1= 1000 lbs/ft b= 5.125 in Cu 1.00 1.00 1.00 1.00 F5./Fe= 16.25
x2= 14.00 ft w2= 1000 lbs/ft d= 13.500 in C, 1.00 1.00 1.00 1.00 Fp= 2751 psi
Xao 0.00 ft Pa= 0 lbs A= 69.19 in' C, 1.00 F,;= 305 psi
Xb= 0.00 ft Pb= 0 lbs S= 155.67 ins Cs/ 1.000 F,.,'= 650 psi
Xc= 0.00 ft Pc= 0 lbs 1= 1050.79 in' Cy 0.997 E= 1,800,000 psi
R1= 7000 lbs V= 5875 lbs E'l= 1,891,413 kip-in' Cs, 1.00
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R2= 7000 lbs M= 24500 ft-lbs F5= 2400 psi
LL Awns=U 360 LLA= 0.30 Inchs F,= 265 psi Material GLULAM (
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TL ti.,*=L/ 240 TLA= 0.49 inchs E= 1800 ksi Grade 24F-V4N8 WIDTH 5 1/8 r
%LL 62.5% t.= 4.12 ft E,..= 950 ksi Load Duration,Co TWO MONTHS 1.15 SNOW LOAD {
Fb'=(Fb)(Cd)(Ct)(CM)(Cr)(Cv or CL)(Cfu)=2,751 psi F„= 650 psi Temperature Factor,C, DRY T<=100'F
Fv'=(Fv)(Cd)(Ct)(CM)=305 psi Approx.weight µr,`,�,; lbs/ft Wet Service Factor,Ca MOISTURE CONT LESS THAN 16% •
E'=(E)(Ct)(CM)=1,800,000 psi R1 Req'd Bearing Widlh 2.10 In. Incising Factor,C, MEMBER IS NOT INCISED
Fcl'=(FclXCt)(CM)=650 psi R2 Req'd Bearing Width 2.10 in. Repetitive Factor C, MEMBER IS NOT REPETITIVE
lb 1,889 psi<Fb'=2,751 psi Bending Capacity=68.7% Glulam Shear reduction SHEAR UNREDUCED
M=24,500 ft-lbs<Mmax=35,888 ft-lbs Member 51/B x 13 1/2
fv=127 psi<Fv'=305 psi Shear Capacity=41.8% Number of Plies 1 Ply S'
V=5,875 lbs<Vmax=14,057 lbs y.
Max LL Defl=0.304 Inches=L/553 LL Deft.Capacity=85.2% (1 Ply) 6 118 x 13 112,GLULAM 3
24F-V4N8 WIDTH 5118
Max TL Deli=0.487 inches=L/345 TL Deli Capacity=69.5% 1
Copyright O 2015 Miller Consulting Engineers,Inc.
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Tigard Police Station Remodel 160315 ir
13125 SW Hall Boulevard, Tigard, Oregon
Kerry W.VanderZanden Architect pc
3/22/16 3 of k-/
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2012 National Design Specification for Wood Construction(ASD) Reduction Bending F. Shear F, Baring F,, E&E,°, Ra= 6.75 OK<50
Mark Locker Room Beam Material:GLULAM Co 1.15 1.15 E',,,,,= 950,000 psi
Grade:24F-V4N8 WIDTH 3 1/8 C, 1.00 1.00 1.00 1.00 F's= 25020 psi
Span 8.00 ft L„= 2.00 ft size=31/8 x9 CF 1.00 F1'. 2760 psi
x1= 0.00 ft w1= 780 lbs/ft b= 3.125 in CL, 1.00 1.00 1.00 1.00 F,,,./F.,•= 9.07
x2= 8.00 ft w2= 780 lbs/ft d= 9.000 In C, 1.00 1.00 1.00 1.00 F:= 2743 psi
Xe= 0.00 ft Pa= 0 lbs A= 28.13 in2 C, 1.00 F;= 305 psi
Xb= 0.00 ft Pb= 0 lbs S= 42.19 ins Cv 1.000 F,,,'= 650 psi
Xe= 0.00 ft Pc" 0 lbs 1= 189.84 in` CL 0.994 E'= 1,800,000 psi
R1= 3120 lbs V= 2535 lbs El= 341,719 kip-n= Chi 1.00
R2= 3120 lbs M= 6240 ft-lbs F.= 2400 psi
LLA,,,,=U 360 LLA= 0.14 inchs F„= 265 psi Material GLULAM
TLA,,,,,=u 240 TLA= 0.22 inchs E= 1800 ksi Grade 24F-V4N8 WIDTH 31/8
%LL 82.5% I.= 4.12 ft E,,,,,_ 950 hal Load Duration,Ce TWO MONTHS 1.15 SNOW LOAD f
Ft&(Fb)(Cd)(Ct)(CM)(Cr)(Cv or CL)(Cfu)=2,743 psi F„= 650 psi Temperature Factor,C, DRY T<=100°F 4
FV=(Fv)(Cd)(Ct)(CM)=305 psi Approx.weight 0,,i 0'. lbs/ft Wet Service Factor,Ca MOISTURE CONT LESS THAN 16%
E'=(E)(Ct)(CM)=1,800,000 psi R1 Req'd Bearing Width 1.54 In. Incising Factor,C. MEMBER IS NOT INCISED
For=(Fci)(Ct)(CM)=650 psi R2 Req'd Bearing Width 1.54 in. Repetitive Factor C, MEMBER IS NOT REPETITIVE F
fb=1,775 psi 0 Fb'=2,743 psi Bending Capacity=64.7% GWiam Shear reduction SHEAR UNREDUCED
M=6,240 ft-lbs<Mmax=9,644 ft-Ibs Member 3 1/8 x 9
Iv=135 psi<FV=305 psi Shear Capacity=44.4% Number of Plies 1 Ply
V=2,535 lbs<Vmax=5,714 lbs €
Max LL Deb=0.135 Inches=L/710 LL Deb.Capacity=50.7% (1 Ply) 3 1/8 x 9,GLULAM
24F•V4N8 WIDTH 3 1/8
Max TL Deb=0.216 inches=L/444 TL DeB.Capacity=54.1% I.
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Tigard Police Station Remodel 160315
13125 SW Hall Boulevard,Tigard, Oregon
Kerry W.VanderZanden Architect pc
3/22/16 II of L/
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