Plans RECEIVED
OCTArt
3 2016 la
CITY F IGARD MILLER
CONSULTING
BUILDING TM/190N ENGINEERS -
SUPPLEMENTAL STRUCTURAL CALCULATIONS
Tigard Police Station Remodel
13125 SW Hall Boulevard, Tigard, Oregon
Kerry W.VanderZanden Architect pc
October 1, 2016
Project No. 160315
4' pages
Principal Checked: IA,--, E pze)(� .-601 67 ,
City of Tigard
App rov-d Plans dal/6
5,,,UCTUiy,�7TU � By Ka. Date
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y�OREGON o�ry "4" Approved pian
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EXPIP,ES: 12-31-Z Cr 16 OFFICE COPY
*** 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 SW Ba'hur SI.d. Suite 100 Portland, Oregon 97219-5412
Phone i503I 246-1750 Fax (5031 746-1395 www.r ,Her-se.com
•
Building Code: 2014 Oregon Structural Specialty Code
Soils Report No Soils Report by: WA 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 shearwalis
Element Roof
Load Type Dead
Basic Design Value(PSF) 15
Loads: Load Type Snow
Value(PSF) 20+5
Deflection Criteria L/240
Lateral Design Parameters:
Wind Design:ASCE 7-10 Wind Speed(3 sec.Gust): 130 MPH
Exposure B
Importance Factors lw= 1.00 IE= 1,50 is= 1.20 li= 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 0.9719
2%PE 6150 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 design for new beam to replace the existing bearing wall discovered during remodel.Original drawings show that the existing steel post is bearing on a
large concrete footing.Size is adequate for new load.At bearing wall on opposite side,the footing size is unknown.Minimum size is shown on details.New beam is
strapped at each end and to each truss to maintain stability.
9570 Sw Barb<r Stud. Project Name: Tigard Police Station Remodel Project# 160315
,r State One Hnorxed
Portend,OR 97219 Location: 13125 SW Hail Boulevard,Tigard,Oregon
MILLER (503)246-1250 Client Kerry W.VanderZanden Architect pc
CONSULTING
FAX:246-1395
ENGINEERS
BY: KMM Ck'd: Date: 10/01/16 Page 1 of
SIZE' NFw gU'41 A Naw o6F(c< S(9w,.v 4a//1-iof -
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9570 SW Barbur Blvd Project NameTigard Police Station Remodel Project # 160315
. di:
4
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 K"-' Ck'd Date 10/1/16 Page 2 of 4
I
2012 National Design Specification for Wood Construction(ASD) Reduction ion gF. saw Dewing F., E&E,,, Re= 729 OK<50
Mark North Office Beam at Bearing Wall Material:GLUCAN , ... Co 1.15 1.15. E',ps 950,000...psi _.
...._ Grade:24F-V4N8 WIDTH 3118 ' C, 1.00 1.OD tog 1.00. F. 21446 psi _...
Span 10.50 ft _. 4= 2.00 ft size=31/8x10112 - Cr 1.00 - - :._ Fe= -..2760 psi
x1= ._0.00 ft -w1= 780 lbs/ft _.......b. 3.125 - in _. C, 1.00 1.00 1.00 ._ 1.00 F,../Fb". 7.77
... x2= 10.50 ft v2= 780 lbs/ft d= 10.500 in C, 1.00 1.00 1.00_ .1.00. Fy'= 2740 psi _.
Xa= 0.00 ft Pa= 0 lbs A= 32:81 int 0, 1.00 F'o 305 psi
- : Xb= 0.00 ft Pb= 0 lbs S= 57.42 Ins Cv 1.000 F4'= 650 psi.
Xc= 0.00 ft Po= 0 lbs I= 301.46 in4 O. 0.993 E'° 1,800,000 psi
_._._R1=: 4096 lbs V= 3413 lbs E9= 542,637 kipsn2 . .C9, 1.00
R2 a 4096 lbs ..Mo 10749 .ft-lbs ._ ;.Fe= 2400 psi
LL tk,,,s=Li 380 Li_A. 0.25 inchs F.= 265 psi Material GLULAM
TL&mt='L! 240 Ti.A= 0:41 indis E= 1800 ks1 Grade24F-V4N8WIDTH 31/B
%U.:... 62.5% 1.= 4.12 ft E,,;,,_ 950 W I Load Duration,Co .TWO MONTHS 1.15 SNOW LOAD.
Pb'-(FbXCd)(Ct)(CNn(Cr)(Cv or CL)(Cb)=2,740 psi F,< 650 psi:.... Temperature Factor,C, DRY.._T<=100°F.. -
Ev'=(Fv)(Cd)(Ct)CM)=305 psi Approx.weight s 9Wtt Wet Service Factor,Ca MOISTURE CONT LESS THAN 16%
E'(E)(Ct)(CM)=1,800,000 psi RI Req'd Bearing Width 2.02 kr. Incising Factor,Cl MEMBER IS NOT INCISED
Fal-(Fc.L)(Ct)(CM)=650 psi 82 Req'd Bearing Width 2.02 In. Repetitive Factor C, MEMBER IS NOT REPETITIVE
Po=2,248psi<Fb'=2,740psi Bending Capadty=82.0% Glulam Shear reduction SHEAR UNREDUCED
M=10,749ft-lbs<Mmax=13,111ft-lbs _. ._ Member __ 31/8x10112 - .:.. ....
. .` fv=156 psi<FY=305 psi .. Shear Capacrly-51.2% _._. Number of Ptfas - .1 Pry
V=3,413 lbs<Vmsx=6.6660is
Max LL Dell=0.255 Indies=LI494 LLDeft.Capacity=72.8% (1 Ply) S118x10112,GLULAM
24F V4N8 WIDTH 3118
Worn Dell=0.408 Indies=11 309 TL Dell.Capacity=77.7% S"/L r,X I OY I, vS RD F4'4
Cearrit-C1 essV PrQ*4
Copyright 02015 MIIMrConsulting Engineers,Inc
12,000 0.000
10,000 0.050
8,000 0.100 ... __ .\\N....,........
8,000 I -0.150
2 4'000 4200
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2,000 -0250
0 -0.300
- :2,000 -0.350
-4,000 A4o4
-6'°002 a 22 ,'aNAn 2222 `�#' 22 ,R.. 2S W mo -0.4602o3222 .2222993
-Moment Distance(ft) Dimno.(ft)
Notes:
9570 SW Barbur Blvd Tigard Police Station Remodel 160315
Project Name Project #
Porte One Hundred
Portland, OR 97219-5412Location 13125 SW Hall Boulevard,Tigard, Oregon
MILLER Client Kerry W.VanderZanden Architect pc
CONSULTING (503)246-1250
ENGINEERS Fax: 246-1395 By Je"°n Ck'd Date 10/1116 Page 3 Of
• 1
2012 National Design Specification for Wood Construction Reawian Bending 4daI,Fc E En* Fce1= 577 psi
Post Copyright 02008 MBler Consulting Engineers,Inc. Co 1.15 1.15 Foe2= 26818 psi
Mark i Dbl Stud Post at North Office Beam Material:DIMENSIONAL LUMBER Rb, 3.9
Grade:DFIL No.2 or Better
i yr 1.00 Rbr 5.2
Ft�e, size=(2)2 x 6 C, 1.00 1.00 1.00 1.00 Fbe, 41465 psi
q,L pp2 -d,= 5.50 In C, 1.30 1.10 Fbey 22885 psi
exz Ali
d2= 3.00 in Ca 0.85 0.85 0.90 0.90 KM 1200
zA= 16.50 .in' CI 1.00 1.00 1,00 1.00 KT 0.59.
ova S,=. 15.13 in3 CT 1.00 _ Fir 1144.. psi
Height= 12.5 ft Iu,= 12.5 ft S,,= 8.25 -in' Cv 1.00 Fb,, 1144 psi
P1= 4100 lb lug= 1 ft Le,= 2.06 ft C„ , 1.00 Fbe„IFb,,: 38
P2= 0 lb Mm= 0 ft-lbs Lei= 23.00 ft C,y 1.00 Fbe,IFb,,. .. 20
ext= 0 In M,;,= 0 ft-lbs Fb,= 900 psi C, 0.36 Fc' 1456_ psi
eyt= 0 in Mm= 0 ft-lbs Fb,,= 900 psi Cfu 1.15 Fb,, 1144 psi
ext= 0 in M,,,= 0 ft-lbs Ex= 1600 ksi CE 1.00 1.00 1.00 1.00 Fb,' 1315
psi
ey2= 0 in Ke,= 1 Ey= 1600 tel Cs=Exterior wet use of SCL lumber FC 519 psi
w,= 0 lbs/ft Kee= i Ex„b= 580 ksi ) C,,, ) 1.00 ) 1.00 I I Ex' 1440 psi
wy= 0 lbs/ft Ie,= 12.50 ft Ey,,,,,= 580 tel Cm=Single Pile Factor(piles only) Ey' - 1440 psi
lei= 1.00 it Fc= 1350 psi C„ I I _. I 1.00 I 1.00 Ex,„„' 522000 psi
te,/d,= 27.27 c= 0.8 C„=Untreated Factor(plies only) Ey,, 522000 psi
lei/di= _4.00 I,= 41.59 in' Materialos+amosaunmae•
{_
ly= 12.38. in' Grade oytNo.2 crafteri
Fbx'�Fbx•)(CL)(Cfu)=1.144 psi Load Duration,Cu mamma LIT SICW WD !,:
Fby=(Fby*)(CLXCfu)=1,315 psi
F (Fc)(Cd)(Cm)(CtX )(Ci)(Cp)'518 psi Temperature Factor,C, r<_
E=(E)(Ct)(Cm)(Ci)=1,440 ksi Wet Service Factor,Ca namueeo2er>lens (y
Emln'=(Emin)(Ct)(CmXCf)(C1)=522 ksi Incising Factor,CI IunMMrs xorara
tbx=0 psi<Fb>t=1,144 psi Bending Capacity=0% Repetitive Factor Cr NEMER IS SOT SOMME
thy=0 psi<Fby'=1,315 psi Bunk up Member res F,
fc=248 psi<Fc'=519 psi Axial Capacity=47.9% Member __ (212,c6 t-x
(2)2 x 6,DIMENSIONAL LUMBER
DF/1 No.2 or Better
•
dills 957.0 SW Barbur Blvd Tigard Police Station Remodel 160315
Project Name Project #
Suite One Hundred
MbPortland, OR 97219-5412Location 13125 SW Hall Boulevard,Tigard, Oregon
Ml I L L E RClient Kerry W.VanderZanden Architect pc
CONSULTING (503)246-125010/1/16 of 4
ENGINEERS Fax: 246-1395 By Icy...., Ck'd Date Page
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9570 SW Barbur Blvd Project Name '4A20 Pa N°lL9 r� c'�Ltc�
1 Project # 16,&31r
4
- mik Suite One Hundred
Location 1312 S -S Lc a t 0a "ri 64#0,, O
Portland, OR 97219-5412
MILLER Client Xr,afsr v spit,ate 2 .r0te, 7TA4./4114,-r d 10c
(503)246-1250
CONSULTING ByYeti..., Ck'd Date lour /2e�/ Page 't
Fax: 246-1395 9 �� ��`
ENGINEERS
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9570 SW Barbur Blvd Project Name 76,44O too No/Z r N oF6a(-F Project # 14-03i Y-
Suite One Hundred
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13%2-C S1^) 1f�tc (�tv+� TGs " t72 .
Portland, QR 97219-5412
MILLER Client kr.(442y V►q 04-12. 24.40.fiv /9-4 cHere ,r) iR�.
(503)246-1250
CONSULTING Fax: 246-1395 By J m#., Ck'd Date l'It 1201G Page 122 of tf
ENGINEERS
GENERAL
THE CONTRACTOR IS RESPONSIBLE FOR VERIFICATION AND CORRELATION OF ALL ITEMS AND WORK NECESSARY FOR COMPLETION OF
THE PROJECT AS INDICATED BY THE CONTRACT DOCUMENTS.SHOULD ANY QUESTION ARISE REGARDING THE CONTRACT DOCUMENTS
OR SITE CONDITIONS, THE CONTRACTOR SHALL REQUEST INTERPRETATION AND CLARIFICATION FROM THE ENGINEER BEFORE
BEGINNING THE PROJECT. THE ABSENCE OF SUCH REQUEST SHALL SIGNIFY THAT THE CONTRACTOR HAS REVIEWED AND
. FAMILIARIZED HIMSELF WITH ALL ASPECTS OF THE PROJECT AND HAS COMPLETE COMPREHENSION THEREOF. THE CONTRACTOR
SHALL BE RESPONSIBLE FOR CONFORMANCE TO ALL SAFETY REGULATIONS DURING CONSTRUCTION.
THE CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE. UNLESS OTHERWISE SPECIFICALLY NOTED,
' THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION OR CONSTRUCTION LOADS. ONLY THE CONTRACTOR SHALL PROVIDE ALL
METHODS, DIRECTION AND RELATED EQUIPMENT NECESSARY TO PROTECT THE STRUCTURE, WORKMEN AND OTHER PERSONS AND
PROPERTY DURING CONSTRUCTION. THE CONTRACTOR SHALL,AT HIS OWN EXPENSE, ENGAGE PROPERLY QUALIFIED PERSONS TO
DETERMINE WHERE AND HOW TEMPORARY PRECAUTIONARY MEASURES SHALL BE USED AND INSPECT SAME IN THE FIELD. ANY
MATERIAL NOT AS SPECIFIED OR IMPROPER MATERIAL INSTALLATION OR WORKMANSHIP SHALL BE REMOVED AND REPLACED WITH
SPECIFIED MATERIAL IN A WORKMANLIKE MANNER AT THE CONTRACTOR'S EXPENSE.
THESE PLANS, SPECIFICATIONS, ENGINEERING AND DESIGN WORK ARE INTENDED SOLELY FOR THE PROJECT SPECIFIED HEREIN.
MILLER CONSULTING ENGINEERS DISCLAIMS ALL LIABILITY IF THESE PLANS AND SPECIFICATIONS OR THE DESIGN, ADVICE AND
INSTRUCTIONS ATTENDANT THERETO ARE USED ON ANY PROJECT OR AT ANY LOCATION OTHER THAN THE PROJECT AND LOCATION
SPECIFIED HEREIN. OBSERVATION VISITS TO THE JOB SITE AND SPECIAL INSPECTIONS ARE NOT PART OF THE STRUCTURAL
ENGINEER'S RESPONSIBILITY UNLESS THE CONTRACT DOCUMENTS SPECIFY OTHERWISE.
NON STRUCTURAL PORTIONS OF PROJECT,INCLUDING BUT NOT LIMITED TO PLUMBING,FIRE SUPPRESSION,ELECTRICAL,MECHANICAL,
LAND USE,SITE PLANNING,EROSION CONTROL FLASHING AND WATER-PROOFING ARE BEYOND THE SCOPE OF THESE DRAWINGS AND
ARE PROVIDED BY OTHERS.
TEMPORARY SHORING
WHEREVER SHORING IS REQUIRED,THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING A SHORING SYSTEM THAT PREVENTS -
SETTLEMENT AND/OR DAMAGE TO EXISTING FACILITIES AND PROTECTS PERSONNEL,THE PUBLIC,AND THE BUILDING,SUPPORTING
STREETS,WALKWAYS,UTILITIES,IMPROVEMENTS AND EXCAVATION AGAINST LOSS OF GROUND OR CAVING OF EMBANKMENTS DURING
CONSTRUCTION,AS REQUIRED.THE CONTRACTOR SHALL LOCATE THE SYSTEM CLEAR WITHOUT OBSTRUCTION OF THE PERMANENT
STRUCTURE AND TO PERMIT CONSTRUCTION TO PROCEED. [SHOP DRAWINGS FOR SHORING,BRACING AND UNDERPINNING ARE
REQUIRED TO BE SUBMITTED FOR REVIEW BY THE ENGINEER OF RECORD.]
BUILDING CODE
ALL PHASES OF THE WORK SHALL CONFORM TO THE 2014 OREGON STRUCTURAL SPECIALTY CODE, BASED ON THE 2012
INTERNATIONAL BUILDING CODE(IBC),INCLUDING ALL REFERENCE STANDARDS,UNLESS NOTED OTHERWISE.
DESIGN LOADS
LIVE LOAD REDUCTION FOR BEAMS AND COLUMNS WAS NOT USED. DESIGN FOR MECHANICAL LOADS INCLUDES ONLY THOSE
INDICATED ON STRUCTURAL DRAWINGS.THE FOLLOWING ARE THE DESIGN REQUIREMENTS:
STRUCTURAL DESIGN CRITERIA
RISK CATEGORY II
DESIGN DEAD LOADS
ROOF 15 PSF
FLOOR N/A
WALLS N/A
ROOF LIVE LOAD SNOW LOAD CONTROLS DESIGN
,,. , ii c r 4/
ROOF SNOW LOAD a' ,,-
DESIGN
DESIGN ROOF SNOW LOAD 25 PSF t r r}a
SNOW DRIFTING None 9 t :`.
, , , .,,,,..).._, _ ,,,,,....\
IMPORTANCE FACTOR Is=1.0 Lt._.,
GROUND SNOW LOAD PG=15 PSF 11 PI,• ^i
,�;, OREGON Ay
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'EXPIRES: 12-31-ZDtE,
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EXPOSURE FACTOR CE=1.0
THERMAL FACTOR Cr=1.0
FLAT ROOF SNOW LOAD PF=11 PSF
- WIND DESIGN DATA
N/A
SEISMIC DESIGN DATA
N/A
FOOTINGS AND RETAINING STRUCTURES
FOUNDATION CRITERIA
ASSUMED SOIL BEARING PRESSURE 1500 POUNDS PER SQUARE FOOT(PSF).
WOOD FRAMING
ALL STRUCTURAL WOOD COLUMNS AND BEAMS TO BE DOUGLAS FIR/LARCH (DF/L), #1 UNLESS NOTED OTHERWISE. ALL JOISTS,
PURLINS,AND GIRTS TO BE DF/L#2 AND BETTER UNLESS NOTED OTHERWISE.ALL BLOCKING AND NON-STRUCTURAL FRAMING TO BE
CONSTRUCTION GRADE AND BETTER.ALL WOOD PLATES IN CONTACT WITH CONCRETE OR MASONRY SHALL BE HEM-FIR#2 PRESSURE
TREATED UNLESS NOTED OTHERWISE. ALL COLUMNS SHALL HAVE SOLID BLOCKING FOR THE FULL COLUMN AREA TO SUPPORTING
MEMBERS BELOW.COLUMNS SHALL ALIGN THROUGH ALL FLOORS TO THE FOUNDATION.
ALL PREFABRICATED METAL TIMBER CONNECTORS AND HANGERS SHALL BE FULLY BOLTED AND/OR NAILED AS INDICATED BY
MANUFACTURER,UNLESS NOTED OTHERWISE.ALL CONNECTORS,HANGERS AND FASTENERS SHALL BE CORROSION PROTECTED PER
MANUFACTURERS RECOMMENDATIONS. SIMPSON PREFABRICATED METAL TIMBER CONNECTORS NOTED. OTHER TYPES OF METAL
CONNECTORS REQUIRE PRIOR REVIEW.
WOOD FRAMING FASTENING SCHEDULE
ALL NAILS SHALL BE COMMON AND NAILING SHALL BE PER THE NAILING SCHEDULE UNLESS OTHERWISE NOTED ON THE DRAWINGS.
THE FOLLOWING NAIL SIZES SHALL BE USED UNLESS NOTED OTHERWISE:
6D NAIL 0.113 INCH DIA.X 2 INCHES LONG WITH MIN.HEAD DIA.17/64 IN.
8D NAIL:0.131 INCH DIA.X 2%INCHES LONG WITH MIN.HEAD DIA.9/32 IN.
10D NAIL 0.148 INCH DIA.X 3 INCH LONG WITH MIN.HEAD DIA.5/16 IN.
- 12D NAIL:0.148 INCH DIA.X 3%INCHES WITH MIN.HEAD DIA.5/16 IN.
16D NAIL:0.162 INCH DIA.X 3 l INCHES WITH MIN HEAD DIA. 11/32 IN.
GLUE LAMINATED BEAMS
GLUE LAMINATED BEAMS SHALL BE 24F-V4; DF/L, EXCEPT CANTILEVERED OR CONTINUOUS BEAMS TO BE 24F-V8, COMPRESSION s
PERPENDICULAR TO GRAIN TO BE 650 PSI, DRY USE (MOISTURE CONTENT LESS THAN 16% IN SERVICE CONDITIONS), INDUSTRIAL r
GRADE, 2 COATS OF SEALER THAT BOND TO THE SURFACE OF THE MEMBER, WATERPROOF GLUE, AND IS MANUFACTURED AND
CERTIFIED PER THE AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (RITC), ANSI/AITC A 190.1, ASTM D-3737 AND CERTIFICATION
STAMPED.CAMBER IS EQUAL TO A 2600' RADIUS BETWEEN SUPPORTS FOR SPANS OVER 24', OR AS NOTED ON DRAWINGS. NO WHITE
SPECK PERMITTED. GLUE LAMINATED COLUMNS SHALL BE COMBINATION NO. 3. DF/L, INDUSTRIAL GRADE,AITC CERTIFICATION, DRY
USE(MOISTURE CONTENT LESS THAN 16%IN SERVICE CONDITIONS),(2)COATS OF SEALER. EASE EDGES ON GLUE LAMINATED BEAMS
TO BE COMPATIBLE WITH STEEL AT CONNECTIONS.
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,PiRES: 12-31-20,6 l
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