HomeMy WebLinkAbout101 E Railroad Ave #A Technical Inspection Booth - BuildingTECHNICAL
Permit 0qL(93
Address D I E Kai lrbo,.K
Project description �2, S f+ Mah►tied
■n spe c,-hon gaol 6-kovnala,d, Se-ciuri+0
Date the permit was finaled 01
Number of technical pages 18
5c,hj C ck+()
Raeli %o arr 'f Q1 wo +0 r
54 utv ra`;I Cal c oS R ss ble4 P vi (d n.3
Dural uIrriv0u
CITY OF PORT ANGELES Conatrucdon i+l »nn
The Issuance of this permit based upon these plans, specifi-
cations and other data shall not prevent the building official
from thereafter requiring the correction of errors in said
plans, specifications and other data, or from preventing
building operations being carried on thereunder when ,in
violation of all codes and ordinances of this jurisdiction
Approval
Date
UNITED STATES PORT OF ENTRY
FERRY DOCKS
PORT ANGELES, WA
RADIATION PORTAL MONITOR
By
4,e7 01 09PgsrAm
FINAL STRUCTURAL
CALCULATIONS
Calculation Number 5777 -S1. Rev 2
December 30, 2008
For
PNNL
MEIER Enterprises, Inc
8697 Gage Boulevard
Kennewick, WA 99336
(509) 735 -1589
(509) 783 -5075 fax
www m ererinc.com
Project No
jurisdiction. .13 C
5777
RECEIVED
FEB 0 2 2009
CITY OF PORT ANGELES
BUILDING DIVISION
FILE
4 -1S
0.-1k Looral-- koleb_s
Y-1°
Title Page Number
Purpose 1
Scope 1
Assumptions 1
Computer Programs 1
Design Inputs 1
Codes and Standard 1
References 2
Conclusions 2
Calculations
Project Design Values 3
Control Booth
Wind Loads 4
RPM
Wind 7
Seismic 8
Ballast I 1
Dock
Piles
FINAL STRUCTURAL
CALCULATIONS
FOR
PORT ANGELES, WA
TABLE OF CONTENTS
Decking 12
Stringer 28
Girder 46
60
FINAL STRUCTURAL
CALCULATIONS
FOR
PORT ANGELES, WA
Purpose
Analyze the existing ferry dock for new loads from the radiation portal monitors.
Seismic and wind forces will be considered.
Scope
This calculation determines if the existing members are sufficient to resist the new RPM
loads for the governing lateral case
Assumptions
For our analysis, we used the following assumption.
Wood grade Douglas Fir Select Structural
Deduction for wel'use 0%
Deduction for treatment 15%
Vehicle Type 16,000 lbf axle (see page 13)
Wind Speed 100 mph (3 -sec gust)
Exposure Category D
Importance Factor 1 0
Computer Programs
This design used the following programs on a microcomputer for the calculations
l ENERCALC Structural Library, Version 5 8 by ENERCALC Engineering
Software is an all around general structural program with the capabilities
of designing any structural member (beams, columns, foundations,
retaining walls) using Timber, Steel, Concrete, or Masonry The software
also has the capabilities to do analysis for beams or columns. The options
considered as part of this calculation are the Concrete Footings, beam and
column sizing, `built -up properties, and Seismic applied loading.
2. MATHCAD Version 14 by Mathsoft Engineering is a general math tablet
program
Design Input
Loads are specific to the site. Dimensions provided by PNNL.
Codes and Standards
The following codes were used in the design of the frame.
1 ASCE 7 -05
References
The following documents apply to these calculations. The edition of the document shall
be the latest available edition.
1 Software, Enercalc, Structural Engineering Library Version 5 8, Enercalc
Engineering Software. 2003
2 Software, MathCAD 14, Mathsoft Engineering and Education, Inc., 2007
3 Microsoft Word 2000, Microsoft Corporation, 2000
Conclusion
Control Booth
The existing structure is adequate to resist the new Loads from the booth
Ballast
The POV RPM. s do not require an additional ballast to resist the lateral forces.
The Cargo RPM's require a steel ballast with the dimension 2-ft x 6 -ft x 2 in
4x8 Decking
The decking is adequate to resist the new from the RPM's.
6x13 Stringer
The stringer is adequate to resist the new loads.
12x13 Girder
The girder is adequate to resist the new loads.
Piles
The pile is at maximum design capacity with the addition of the RPM loads. Although
the new stress exceeds the 1 0-ton limit as required by the client, it is sufficiently
conservative that the actual new total design load is expected to be at or just below the
l0 -ton limit. 1')
New Load t#1 -Ion
Absolute Maximum Load 15 -ton
2
(Design OK)
MEIER Enterprises, Inc.
8697 Gage Boulevard Kennewick, WA 99336
phone: 509.735 1589 fax: 509.783.5075
www.meierinc.com
Proposal No.
Customer PNN1.
Project Description
United States Port of l:.nt:n
Standard Design
Radiation Portal Monitor
Design Criteria
Provide structural analysis for the ;anchorage of a pre fabncatcd radiation portal monitor
Design Values
Wind
Vnnph 100
xposurc 1)' (exposure category based on terrain type)
Seismic
S 1 118
S1 0 467
Vertical Loads
2700•Ibf
\F ence 500 lbf
Unit Weights
Iconc 145 pcf
Pro }ect: No. 08 -5777 Date 12/30/2008 By Hsu Ck. 13y
(3 -sec gust: wind speed)
"ystl 490pcf (density of steel)
RPM Dimensions
rpm 7 ft -t- 5 75in (height of structure)
3ft 2m (length of RPM)
1 rpm
r.pl)n 1 ft 9.25m (width of RPM)
Ballast Dimensions
]ballast Gft
'ballast 2f1.
Asphalt Concrete
1 .5tn
t icp
(spectral response acceleration at short period)
(spectral response acceleration at 1 -sec period)
(dcnsntt of Concrete)
(length of ballast block)
(wu}rh of b /llast block)
(thickness of asphalt concrete)
Job Description Port Angeles, \X A (Rev 2)
(weight of individual PVT type radiation 13or111 n)oI1tor)
represents maximum weight that includes battery and control box
(weigth of battery and ccintrol box for P\!'1' type ra portal monitor)
Page of
'ywd 35pcf density of wood)
'yaep 150pcf (density of asphalt concrete)
RPM Base Plate Dimensions
abase 6 ft 2 in (length of RPM base plate)
"base 5 ft (width of RPM base plate)
abase 1 in (thickness of RPM base plate)
tgrout 1 m (thickness of leveling grout)
MEIER Enterprises, Inc.
8697 Gage Boulevard Kennewick, WA 99336
phone: 509 735.1589 fax: 509.783.5075
www.meierinc.com
Proposal No.
Customer PNNL
Overturning Anaivsts
Determine the foundation for Booths with a wind speed of 100 mph. Lightweight structure, wind governs.
Gravity Loads.
1.)unensions.
Mind Load.
Determine the -Applied \Vend Load for the location.
q, 0.00256K4 Kit: KcFVinph, I psf
\'t ndwa rd \X'a1]:
l.,ccvard \wall:
Side Walls:
GC:pi.a 0 18
Windward:
1 1 a
I lb ix (G1 C 1 GC pi.b) "r
100
K. =103
Kc] 0.85
1 1.0
1.0
0 85
Leeward:
1 2a q. cp.2 GCpt.a) x.A
1'2b qi Cp.'? GC'pi.b) \r
1a'= 1 -1 19.81 psf
Pb 1 1b r2 b 19.81 psf
1 wai f= max(f a P 19.81 psf
Page of 6
Project No. 08 -5777 !)ate 12/30/2008 By Hsu Ck. By
mph (\\'ind Speed, County Official)
Cp.1 0.61 Roof Load: Ch,4 —1.07
c —0 43 C. p.4 b —0.53
Cp.3 —0 45
GC pi.b "0 18
job Description Port Angeles. \VA\ (Rev 2)
1)]. booth.rool` 8 ps D1 booth floor 7 0 ps DL booth.walls 5.5•psf
Height. h booth 9 44-ft
Length: booth 18• ft
Width: dbooth 8.0• ft
(Velocity Pressure 1 xposure Coefficient \SCI: 71)5, pg 79 !'able 6 -3,
1. xposure D)
(Mind Directionality Factor, ASCh 7 -05, pg 80, fable 6 -4)
(1'opograplttc factor, Assumed flat terrain)
(lmportancc Factor ASCi 7 -05, pg. 77 1ablc 6 -1 Cat. 11)
(Gust Lffect Facto: ASCI: 7 -05, pg 26, Sect 6.5.8.1)
22.41 psf (Velocity Pressure ASCI. 7 -05, pg. 27 1.;q. 6 -15)
C'C p \r 1. 1a 7 S9.psf "'A (Wind Porce, ASCL 7 -02, pg. 32, Lq. 6 -17))
I 1b 15.66.psf *A
p2a 12.231psf *A Mind force, ASC1 7 -02, pg. 32, Eq. 6 -17)
1 2b —4 16-psf *Ar
MEIER Enterprises, Inc.
8697 Gage Boulevard Kennewick, WA 99336
phone 509 735.1589 fax: 509.783.5075
www.meierinc.com
Proposal No. Project No. 08 -5777
Customer PNNI,
Roof
1 c. C: •1•
3a 1 r. G 7 ]i 4 a G 'pt.a
1 -3b c1, (G 1 C p.4 a GC pt.b) T 1 r
1 3c (6 1 Cp.4.1) C) C: pt.a) A l
1. 3d c (61 Cp 4 b C C pt.b)
1:3 a 3a 1.3c 10.29•psf
1 31 1 31) 1i3d 1029•psf
1`")()f max(11 3 a` 1 31)1) 10.29•psf
tnd loads applied:
Determine the total wind load applied to the
structure with the wind load of 130 mph.
A. 11
h 1 00111 1 1 )001 :1
.1 12 booth cl booth
1 f.1 169 92 ft
1 'wtnd.1 (rib 1 '2a)• A f 1
Pwind.2 1 3a 1 f.2
'booth
h \vi d
c
clod
Booth Dead Load (Prom
Port -a -King
PK# -GS -071: 98041'1 Rev
7 Calcs).
AN 1 169 92 ft
\f.2 144 ft
•1 144 ft
1'wnnd.i 4 74 k
1' w,nc l 2 —3.52 k
hwind 4 72 ft
d wi ;d 4.00 ft
131, hoot:h (D1'booth.roof DI- booth. iloor)' d booth
131.. booth.walls 2 h booth (booth cl booth)
Date 12/30/2008 By
,Job Description Port Ang :Ivs, WA (Rcv 2)
1 —24 419. psf *Al (\X'ind Porcc, AS(:1: 7 -02, pg 32,1` j. 6 -17)
1 3 1 16.35•psf *A
1 —14 131 psf *A
1 3d 6.063•psf *Ar
Determine the total wind load applied to the structure with the wind load of 130 mph.
4.86•k
1 -lsu Ck. 13y
Page of
ME1ER Enterprises, Inc.
8697 Gage Boulevard Kennewick, WA 99336
www.meierinc.com
phone: 509 735 1589 fax: 509.783.5075 Z
Page of
Proposal No. Project No. 08 -5777 Date 12/30/2008 By Hsu Ck. By 1+`
Customer PNN1.. Job Description Port Angeles. WA (Rev 2)
\Vins loads applied.
Determine the Tension Toads of the anchors.
'fake the moment about C.'
(Ditooth.roof 1)L booth.floor) l booth
1`'tbooth h1booth.rf -t 1 t booth.wall
dbooth
Check dock members.
use half of the booth s width t0 transfer the compression load.
1 anchor
)dock 1
(2)(
1dock
19.51 psf
1 33
25 948 psf
\pply increase dock allowable for short term load
2
2
d booth
M booth. wall DJ- booth walls booth h booth dbooth h booth 2
h booth
M 1 wall' l booth h booth 1 1 1 roof l booth' d booth)
Max] 1 5•i\1
ht anchor 1 l booth
1: ach anchor will see 1/3 of the load for tension.
l anchor l l� wind.1
1 anchor 3 <t boot 1 anchor 0.6� k v anchor. 6
h
1 'booth.rf 8.64 k ft
M boo rh.\vall 9 14•k ft
h1boorh 17 78 k fe
M 21.82 k ft
1\1req 32.72 k ft
Kl anchor. 14 95•k ft
V anchor 039.k
Design OK. Minor uplift
load.
Use 1 /2 -m diameter bolt.
Dock members ok The overturning load
,noes not exceed snow load for the area.
MEIER Enterprises Inc.
8697 Gage Boulevard Kennewick, WA 99336
phone: 509.735.1589 fax: 509.783.5075
www.meierinc.com Page of P
Proposal No. Project No. 08 -5777 Date 12/30/2008 By Hsu Ck. By f"il. v
Customer PNNI., lob Description Port Angeles, WA (Rev 2)
LATERAL ANALYSIS
Main Wind Force Resisting System
ASO 7 -05 Analytical Method 2
Wind Pressures.
\T mp l 100
I xposurc 'D'
K(z) 2.01
1 0 (Topographic factor Section 6.5.7.2, pg 26)
Kd 0.85 (Wind directionality factor 'fable 6 -4 pg. 80 Maul Wind I-orcc Resisting System)
lw 1 0 (Importance factor for wind loads, Table 6 -1 pg. 77 Category 11)
(0.00256) K. K it l 'cl \hmph2 lw psf (Wine Stagnation Pressure, 3- second gust)
cJ� 19 9•psf
(.7 0 85 ((Just Effect hactor \SCI 7 -05 pg. 26, Section 6 5.8.1)
Structure wind force adjustment coefficient for solid freestanding walls and signs
l rpn)
13 /s t pt)) Jl 13 /s r13177 0.21 (aspect ratio of height to length of structure)
rpm conservative
(clearance rai of height to open area below sign)
s /h 1
(1 65)
1.55
Citch I J
tx
z h rpm
U.2\
l3 /stab
5)
Cf rJ)J)n linterp(13 /st:ab CCftab 13 /s 1.646 (force coefficient, pg 73 I 6 -20)
Design wind force
J)ov h rpm l rpm 23.684 ft
h rpm) l rpm 47.368 ft
l v pov 9 ("1x 470 421bf
l'wcgo (l 941 lbf
(Basic wind speed, figure 6 -1 pg 32, 3- second Gust)
(exposure category pg. 25 Section 6.5.6.3)
7 0 if 1: xposurc '13
9 5 if 1 xposurc 'C'
11 5 if 1= xposurc 'D'
\'cloc tv Pressure Coefficient fable 6 -2, pg. 79)
li
K(z) 0 91
z
1200.ft if 1: xposurc 13'
900 ft: if I xposurc. 'C.
700 ft if 1: xposurc D'
(tabulated design values from Figure 6 -20 pg 73)
(horizontal projected area of PO RPM)
(horizontal projected area of cargo RPM)
(design wind force on RPM)
(total design wind force)
a= 115
./A 700 ft
MEIER Enterprises Inc.
pit 8697 Gage Boulevard Kennewick, WA 99336
phone: 509.735.1589 fax: 509.783.5075 L.-
www.melerinc.com Page of
Proposal No. Project No 08 -5777 Date 12/30/2008 133 Hsu Ck. By
Customer PNNI, Job Description Pori Angeles, WA (Rev 2)
Seismic Design
‘SCE 7 -05, Seismic Demands on Nonstructural Components
Mapped Site Coefficients and Site Classification
S,_ 1 118
S 0467
Site '13'
Adjusted Max Considered Earthquake (MCE) Spectral Response Accel Parameters
fable 11.4 -1. Site Coefficient, Fa
S short
0.50
0 75
1 00
1 75
1 able 11 A -2: Site Coefficient, I'
/0 10\
0.20
S1 sec 0 30
0 40
050)
1 lintcrp(Sshort
f a 1 05
1 1 53
(l'he mapped 1\4C1 spectral response acceleration at short period, pg. 115, Section 11 4 1
Figure 22 1 through Figure 22 14)
(I'he mapped MCI: spectral response acceleration at 1 -sec period, pg. 115 Section 11 4 1
Figure 22 1 through Figure 22 1 4)
(Site classification based on soil properties, pg 115, Section 11 4.2)
0.8 (1,0\
0.8 1.0
'short 0 8 13 short 1 0
08 10
0.8 1 0)
0.s\
08
'''sec 0.8
0.8
0.8
•'short. if Site A
';short if Site '13'
C,short if Site 'C'
Dshort. if Site '13'
131 sec
1 .0\
,S
I 0
l 0
1.0
1 0)
I 'short. otherwise l
(Site class coefficient pg. 115 Table 11 4 -1)
(Site class coefficient pg. 115 Table 11 2)
'short
(1 7\
1.6
C 'l sec 1.5
14
13,
1 lintcrp(S1sec,
1) 1 sec
1.6
S ms fa Ss (MCI spectral reponse acceleration for short period adjusted for site class effects)
Sins 1 177 (Section 11 4 3 pg 115, Lquation 11 4 -1)
S m'I 1 S (MCI spectral reponse acceleration for 1-sec period adjusted for site class effects)
8m1 0 716 (Section 11 4 3 pg 115, Lquation 11 4 -2)
I" short:
"2.4`
2.0
1.8 1 .1 sec
I.6
1.5)
Aisec if Site A
13 lscc if Site '13'
C C1 sec if Site 'C'
171sec if Site 'D'
I 1 sec otherwise
(2.5"
17
1 .2
09
0 9
(3.5\
3.2
2.8
2.4
\2.4)
s 1
M- MEIER Enterprises Inc.
8697 Gage Boulevard Kennewick, WA 99336
phone: 509.735.1589 fax: 509.783.5075
www.meierinc.com Page of tom'
Proposal No Proicct No. 08 -5777 Date 12/30/2008 By Hsu Ck 13y
Customer. PNNI., Job Description Port: Angeles. \X A (Rev 2)
Design Spectral Acceleration Parameters
(Design earthquake spectral response acceleration parameter at shots period)
"'cis I Sms
Sds 0 735 (Section 11 4 pg. 115, Equation 11 4 -3)
Sd1 2 3 Sml (Design earthquake spectral response acceleration parameter at 1 -sec periods)
(Section 11 4 4, pg 115, 1:.quat[on 11 4 -4)
S d1 0 477
Occupancy Category and Importance Factor
Category I (Occupancy category of buildings, '1 able 1 1 below)
I able 1 I. Occu})anc] Categories fable 11.5 -1. Importance J actors
1 Buildings and other structures that represent low
hazard to human life in the event of failure
11 All buildings and other structures except those listed to
Occupancy atcgones 1 111 and 1\
1]1 Buildings and other structures that represent: a
substantial hazard to human life in the event of ftiltu:c
1V Buildings and other structures designated as essential
facilities
Ic..= 1.00 if Category 1'
1.00 if Category 11
1.25 if Category 'III
1.50 if Category 'IV'
lc 100 (Seismic design importance factor)
Seismic Design Category
(•atcgorvd. if Category 'IV' Catcgorv
A if S 0 167
'C if (Sd 0 167)-(Sd 0 33)
'D' if (Sd 0 33) (Sd s 0 50)
if Sd 0 50
'E if S 0 75
'0' otherwise
if Category IV'
A if S 0 167
.B if (Sds 0.167)•(Sd 0.33)
C if (Sd 0 33) (Seas 0.50)
if Sds 0 50
'E if S 0 75
'D' otherwise
Catcgoryd 'D' Cat:cgoryd D'
Design Category max(Catcgoryds Catcgorycll) (Assigned category based on the more severe of either the short
period vs. 1 -sec period response, pg 116, Section 11.6)
f Dcstgn Category '0'
if category
A if S cil 0.067
"C' if (Sd. 0.067).(Sd 0 133)
'D' if (Sd1 z 0 133)•(S 11 0.20)
if Sd1 0.20
'F' if S 0 75
D' otherwise
if Category IV'
A if Sd 1 0.067
'13 if (Sell 0.067)•(Shc 01 33)
'C' if
it Sd 0.20
E if Si >075
'D' otherwise
0 133)•(Sd 0.20)
MEIER Enterprises, Inc.
8697 Gage Boulevard Kennewick, WA 99336
phone: 509.735.1589 fax: 509.783.5075
www.meierinc.com
Page of ,,,--4---
Proposal No. Project No. 08 -5777 Date 12/30/2008 13y Hsu Ck. By
Customer PNN1. Job Description Port Angeles, \\'A (Rev -2)
Design variables
alp 1.0 (component amplification factor, pg 146, "1 able 13 5 -1 Rigid Components, Limited
mited
Deformity)
R 2.5 (component response modtfcation factor, pg 146, Table 13.5 -1 Rigid Components,
l..unttcd Deformity)
1 le 1 (importance factor pg. 143 Section 13 1 3
z rJJfll 0 fl:
Seismic design acceleration
(height in structure of point of attachment of component with respect to the base)
0 4 ap s cls rpm
s tict I 2 0 126 (actual seismic design force,.pg. 144 Expiation 13.3 -1)
R h rpm
I
Cs max I.6•S I 1.255 (maximm sctsmmc design force, pg 144 Expiation 13.3 -2)
C'smtn 0 3 Sds I 0.235 (minimum seismic design force, pg 144 l.,quatton 13.3 -3)
Cs mlax(Cs nnn(Cs C s max)) 0.235
Compare seismic to wind
wppov wi 2.7 k
p cgo 2\\• 5 4•k
LP" (Cs)( \C /p1 636 lbf
I.. (Cs)(\x p clyct 1271 lbf
J•.w 470 lbf
f 940.839Ibf
(weight of RSP unit and support shroud)
the weight of the ballast and steel base are neglected because their centers
of mass are effectively at grade.
(lateral seismic force of PC)V RPM)
(0 7) E po‘ 444 917 lbf
(lateral seismic force of cargo RPM)
(0.7)1.. 889.835 lbf
(PM RPM wind load)
(cargo RPM winch load)
lateral
'wind' if 0.70 L. pov)
'seismic' if (0 70 1s'pov) 1 'w hM
l atera l wind if (0 70 1: ego 1,wcgo
'seismic' tf (0 70.1, 1 w cgct
'wind'
(design seismic accicrations)
Cs 'min
M-- MEIER Enterprises, Inc.
8697 Gage Boulevard Kennewick, WA 99336
phone. 509.735.1589 fax: 509 783.5075
www.meierinc.com
Proposal No. Project No. 08 -5777 Date 12/30/2008 By Hsu Ck. 13�•
Customer PNN], job Description Port Anpeles. \X A (Rev 2)
Determine Required Size of Ballast
\\/Ind governs. Me lateral forces are as follows.
POV RPM
Required resisting moment, tin
rtll rcq.pov (1 5)ot 2.771 k ft
Required weight of ballast
`bar.rpm 2u1
'bar ballast 48m
ballast.rcq.pov
Required weight of ballast
\X ballast.t:eq.cgo
t ballasr.cgo ceil
t
ballast.rcq.cgo
to =tin
rmteti.pov pprn•)(•bar.rp111)
`bar ballast
111
'bar.ballast
IS\V 0 47 k
Overturning moment, otm
x bar ballast
ocn) po I z h t:pm 1 0s 1.847 k ft
ow— x bar rpm
0 018.k
l'w 0.941 k
NO ballast required
required weight is negligible
Cargo RPM
Overturning moment, otm Required resisting moment, rm
ot:m (l 1 05) 7 389•k ft rinrcc1.cgo (1 5)orm 11.083 k ft
base 1 tk,asc 'base �c'basc)�stl 1.259 I: (weight of steel RPM base plate)
bascl
rttl ral.cgo (2) (1\ })vt: eicc)(xbar.rpai) \X bau 1 JJ
0.884•k
Required thickness of ballast
\x, ba}lasr.rc<l.cgo
C I.804-in t -A5t
batlast.rcq.cl;o (ystl)(Iballast)wballast 41*
\X/ ballast.cgo 7 st• 1)( t ballast .cgo)( 0 98 k
Page of t
MEIER Enterprises, Inc.
iv t 8697 Gage Boulevard Kennewick, WA 99336
phone: 509 735 1589 fax: 509 783.5075 Z
www.meierinc.com
Page of r
Proposal No. Project No. 08 -5777 Date 92/3 {)/2008 liy Hsu Ck. By
Customer. PNN1, Jon) Description Port Angeles, \Vr\ (Rev 2)
VERTICAL ANALYSIS. 4x8 Decking, brn1
Check decking to withstand truck load
The material used for the decking is comprised of 4x8 lumber oriented along its weak axis, laid with one member
directly adjacent to the next.
"'Dail 7.251n (width of member)
dbm1 3.5m (depth of member)
]bnnl 24in (length of member)
\pp:oxlmatclt 1 1/2 inches of asphalt concrete covers the decking
dlacp 18.75•psf(unifornn weight of asphalt concrete per square foot of area)
where t act) 1 5•m (thickness of asphalt: concrete)
�acp 150 pcf (unit weight of asphalt concrete per cubic loot)
There is a sun posting a inlaximum per axle capacity of 16,000 -1bf.
in tire 4 (number of tires per axle)
Paste 16k (maximum allowable axle load)
axle
)'tire 4 k (maximum allowable load per tire)
la the
The maximum allowable tire pressure will be based on the recommendation of Section 3 30 on page. 38 of the \S11'1'0
design manual.
0 01 tiro 40. WI (design tire contact area)
ui.c. psi
))tare
tire
In order to approximate tire width, b, Section 3 30 from page 30 from •\ASJ -1T(') will be used as reference The length
in the direction of traffic to the width of the tie can be assumed to follow a 1.2.5 respectively
tire
b urs
trite
l nrc
rae.
100 psi (design lire pressure)
4 in (calculated width of are contact)
10-in (calculated length of tire contact)
MEIER Enterprises Inc.
8697 Gage Boulevard Kennewick, WA 99336
phone: 509.735.1589 fax: 509.783.5075
www.melerinc.com
Proposal No. Project No. 08 -5777 Date 12/30/2008 By Hsu Ck. 13y
Customer PNN7. job Description Port i\nl;eles. WA (Rev 2)
Modified design truck based on 16k posted axle lumt.
1
V
1
Y1 0
x 3521 ruck. used for pile analysis.
type 3 -3 Truck. 3S2 1 nick Governs.
1 1 1
r1
/r.
t 9 T T
l 1 1 1
Page 1 of _C- fr
1
M---' MEIER Enterprises, Inc.
8697 Gage Boulevard Kennewick, WA 99336
phone: 509.735.1589 fax: 509.783.5075
Page J y of �6:7-- www.meierinc.com age
Proposal No. Project No. 08 -5777 Date 12/30/2008 I3y Hsu Ck. By
Customer. PNNI, job Description Port Angeles, \Vi\ (Rev 2)
Case A\ Direction of traffic in the 1: \X' orientation
1'hc tributary loads experienced by a single plank of decking will be entered Into the structural design software
I'.ncrcale. Iwo conditions will be examined. 1 he first condition will determine the existing stresses in the member,
considering only the weight of the asphalt concrete and the truck as the dead and live loads per linear foot,
respectivcl\ Since the Width of the tire is less than that of the member, the entire load from a single Lire is assumed to
act on one member
tribbnl1 'bin1 7.25 in (tributary width of load to member)
The dead load as determined below will be applied to the enure length of the member.
wl cll.bml ((ll� 11 328•plf (uniform dead load per linear foot ofinembei)
1'he live Toad as determined below will be applied at mid -span, with a length equal to the length of the tire
wl ll.bnnl (I 4800•plf (uniform live load per linear foot of member)
I tire I0•lu (length of tiro which is equal to length of uniform live load)
1. he total load duration factors applied will be based on chapter: 4 of the 2005 edition of the Supplement t0 the
National Design Specification (NDS) l'hc) are as follows.
C
(repetitive member factor, entered directly into Licit it /i if applicable)
1 otal load duration factor
(wet service factor for bending stress)
(flat use factor for bending stress)
(incising /pressure treating factor for bending stress)
(short -tern) load increase)
Cl)(C1.f C, fu c 1 Cst) C. tit
l�.bnl l C 0 t 05 0.85 1.0) 0 892
i I50
The member is overstressed in the existing condition. Stress ratio 1.448 1
Case B: Direction of traffic in the N -S orientation s ee r <_t c 1 ct r
\ssume
the truck tires are perpendicular to the decking.
distance between tires is 1 c/c
w (Ptire)wbinl 8700•p1f (uniform Iive load per linear foot: of member)
bun, 4 in (width of one tire)
The member is overstressed in this condition as well. Stress ratio 0,913 1
MEIER Enterprises, Inc.
8697 Gage Boulevard Kennewick, WA 99336 C
phone. 509 735 1589 fax: 509.783.5075 ]ga
www.meierinc.com
Proposal No. Pro]ect No. 08 -5777 Date 12/3012008 By I Isu Ck. 13)'
Customer. PNN1, Job Descripuon Port Angeles. \V1\ (Rev 2)
Case A. Traffic parallel to decking
1
b.tirc
0 74
b tire
N
fire
footprint
=1x8
decking
Stringer
below
Case B. Traffic perpendicular to decking
N
Tire
footprint
4x8
decking
stringer
below
.—cy. sp
Load diagran
span
Load diagram
span
b tire
Litre eel sp
ttrc live load
dead load
(decking)
span 2
tire live load tire live load
dead load
(decking)
Full Length Uniform Loads
Trapezoidal Loads
#1 DL Left
DL Right
Summary
Section Name 4x8
Beam Width
Beam Depth
Member Type
Bm Wt. Added to Loads
Load Dur Factor
Beam End Fixity
Wood Density
Center DL
Left Cantilever DL
Right Cantilever DL
MEIER Enterprises, Inc
Span= 2.00ft, Beam Width 7.250in x
Max Stress Ratio
Maximum Moment
Allowable
Max. Positive Moment
Max. Negative Moment
Max Left Support
Max Right Support
Max. M allow
1,291 43 psi
892.00 psi
fb
Fb
Deflections
Center Span.
Deflection
.Location
.Length /Deft
Camber using 1.5
Center
Left
Right
Stress Calcs
Bending Analysis
Ck 35.405
Cf 1.000
Center
Left Support
Right Support
Shear Analysis
Design Shear
Area Required
Fv Allowable
Bearing Supports
Max. Left Reaction
Max. Right Reaction
Dead Load
-0.000 in
1.000 ft
168,073.1
D.L. Defl
0.000 in
0.000 in
0.000 in
Le
Rb
7.250 in
3.500 in
Sawn
0.892
Pin -Pin
35.000 pct
1.59 k -ft
0.00 k -ft
11.30 /ft
/ft
/ft
/ft LL Left 4,800.00 /ft�
/ft LL Right 4,800.00 /ft
Depth 3.5in, Ends are Pin -Pin
1448 1
1 6 k -ft
1 1 k -ft
at 1.000 ft
at 2.000 ft
0.00 k -ft
0.00 k -ft
1 10
fv 119.06 psi
Fv 160.56 psi
0.000 ft
0.000
Max Moment
1.59 k -ft
0.00 k -ft
0.00 k -ft
Left Support
3.02 k
18.816 in2
160.56 psi
2.02 k
2.02 k
Center Span
Left Cantilever
Right Cantilever
Douglas Fir Larch, No.1
Fb Base Allow
Fv Allow
Fc Allow
E
Total Load
-0.024 in
1.000 ft
988.30
LL
LL
LL
Reactions.
Left DL
Right DL
Sxx 14.802 in3
CI 2019.067
Sxx Req'd
21 43 in3
0.00 in3
0.00 in3
Right Support
3.02 k
18.816 in2
160.56 psi
Title Port Angeles, WA
Hsu Date:
Descripti on Radiation Portal Monitor
Scope Dock framing analsyis (Rev,Bf
8697 Gage Boulevard Konl)ewick. WA 99336
phon; 509 735 589 fax 509 /8`3 50/5
,A..11 .11 IC;'i elil l(:.i:U111
Rev 580004
User KW- 0600591 Vet 5.0.0.15-Jun-2007 General a Timber ce (Rev eo T laton t
%,c.dq:•...- ,x,ci .,n_ v?.^' aTd.`•• r•: .yx- x�,..,..........v 5 x.,vr.. '�'t »�a
ener Beam
777 structural ca al
Description 4x8 deck (existing Case A)
truck load (E W traffic parallel to decking)
General Information Co 1997/2001 NDS, IBC, A 50 Base are user defined
.r.- ,....t
Code Ref: 1997/20 2000/2003 I 2003 NFPA 00 se allowables a
;"7.-...,,-, c� ar..." ,.,a ..w:T "TFT*"',"`, •�r T "SE`=:C3'- ^���1:.�: tc h
-Ye.. .,s..�. a r .,o�P..,
Bearing Length Req'd
Bearing Length Req'd
2.00 ft
ft
ft
1,000.0 psi
180.0 psi
625.0 psi
1,700.0 ksi
/ft
/ft
#!ft
.Lu
.Lu
.Lu
3.0 k
41 k
Left 2.02 k
Right 2.02 k
Camber Left 0.000 in
Center 0.000in
Right 0.000in
Maximum Shear 1 5
Allowable
Shear
Left Cantilever
Deflection
.Length/Defl
Right Cantilever
Deflection
.Length/Deft
Start Loc 0.583 ft M ti
End Loc 1 417 ft
Overstressed in Bending
0.02 k Max 2.02 k
0.02 k Max 2.02 k
Dead Load
0.000 in
0.0
Area 25.375 1n2
Allowable fb
892.00 psi
892.00 psi
892.00 psi
0.446 in
0.446 in
0.000 in
0.0
0.00 ft
0.00 ft
0.00 ft
Job 08 -5777
Total Load
0.000 in
0.0
0.000 in
0.0
Title Port Angeles, WA
Dsgnr Hsu Date:
Description Radiation Portal Monitor
MEIER Enterprises, Inc
8697 Cage 33oulev:llci t(Qriii wick WA 99336 r-
phon =c 509 735 589 fax 509 783.5075 Scope Dock framing analsyis (Rev,B)
Job 08 -5777
www.M0iell; C cvnl
Rev. 580004
User. KW -0600591 Ver 5.8.0. 15-Jun-2007 General Timber Beam
(c )1983 -2007 ENERCALC Engineers Software v al cv a ti
5777 slr�cluraF caics (Roy 2}.eay. atlahon
s... m ..�.....:...rt......:..:.. --T= y--- cam...... �s
Description 4x8 deck (existing, Case A)
truck load (E -W traffic parallel to decking)
Query Values
M, V D (at Specified Locations Moment Shear Deflection
C«3 Center Span Location 0.00 ft 0.00 k -ft 2.02 k 0.0000 in
Right Cant. Location 0.00 ft 0.00 k -ft 0.00 k 0.0000 in
Q Left Cant. Location 0.00 ft 0.00 k -ft 0.00 k 0.0000 in
860 Gaga Bouk.ward Kenneerick V\4\ 99.536
phone 509 3...) 589 fax 509 783.5015
Olt IC (.0I tt
Rev 580004
User KW-0600591 Ver 5.8.0. 15-Jun-2007
(01983-2007 ENERCALC Engineering Software
Description 4x8 deck (existing, Case [3)
truck load (N-S traffic perpendicular to decking)
General Information
Full Length Uniform Loads
Center DL
Left Cantilever DL
Right Cantilever DL
Section Name 4x8
Beam Width
Beam Depth
Member Type
Bm Wt. Added to Loads
Load Dur Factor
Beam End Fixity
Wood Density
Max Stress Ratio
Maximum Moment
Allowable
Max. Positive Moment
Max. Negative Moment
Max Left Support
Max Right Support
Deflections
Center Span.
Deflection
.Location
.Length/Defl
Camber using 1.5
(di Center
Left
Right
MEIER Enterprises, Inc
7.250 in
3.500 in
Sawn
0.892
Pin-Pin
35.000 pcf
General Timber Beam
Trapezoidal Loads
#1 DL Left #/ft
DL Right #/ft
#2 DL Left #/ft
DL Right Mit
Summary
Span= 2.00ft, Beam Width 7.250in x Depth 3.5in, Ends are Pin-Pin
1 46 k-ft
0.00 k-ft
0.00 k-ft
Dead Load
-0.000 in
1.000 ft
187,846.4
D.L. Deft
0.000 in
0.000 in
0.000 in
LL Left
LL Right
LL Left
LL Right
Center Span
Left Cantilever
Right Cantilever
Douglas Fir Larch,
Fb Base Allow
Fv Allow
Fc Allow
E
1.074 1
1.5 k-ft
1 7 k-ft
at 1.000 ft
at 2.000 ft
0.00 k-ft
Max. M allow
fb 1 184.94 psi fv 172.51 psi Left DL
Fb 1,338.00 psi Fv 160.56 psi Right DL
1.65 Reactions.
Total Load Left Cantilever
-0.023 in
1.000 ft
1,031.38
Title Port Angeles, WA
Dsgnr• Hsu Date:
Description Radiation Portal Monitor
a
Scope Dock framing analsyis (Rev
Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined
2.00 ft
ft
ft
Select structural
1,500.0 psi
180.0 psi
625.0 psi
1.900.0 ksi
'Ef7
8,700.00 It/ft
8,700.00 #/ft
8,700.00 #/ft
8,700.00 #/ft
Deflection
.Length/Defl
Right Cantilever
Deflection
.Length/Defl
.Lu
.Lu
.Lu
Maximum $hear 1.5
Allowable
Shear Left
Right
Camber Left
Center
Right
l'$
!--7.-: 7 F A
11.30 #/ft LL #/ft
#/ft LL #/ft
#/ft LL #/ft
Start Loc
End Loc
Start Loc
End Loc
0.02 k Max
0.02 k Max
5777 structural talcs (Rev 2).ecwCalculation
1
0.333 ft
0.667 ft
1.333 ft
1.667 ft
Overstressed in Shear
Dead Load
0.000 in
0.0
0.00 ft
0.00 ft
0.00 ft
4 4 k
41 k
Job 08-5777
2.92 k
2.92 k
0.000 in
0.000 in
0.000 in
2.92 k
2.92 k
0.000 in 0.000 in
0.0 0.0
ly0
Total Load
0.000 in
0.0
VA'. 11181(..01 0 tuft)
ROY 580004
User Kw- 0600591 Ver 5.8.0. 15- Jun -2007
(c)1883.2007 ENERCALC Engineering Software
Description 4x8 deck (existing, Case B)
truck load (N -S traffic perpendicular to decking)
Stress Calcs
Bending Analysis
Ck 30.561
Cf 1.000
Center
Left Support
Right Support
Shear Analysis
Design Shear
Area Required
Fv Allowable
Bearing Supports
Max. Left Reaction
Max. Right Reaction
Query Values
MEIER Enterprises, Inc
Le
Rb
M, V D Specified Locations
Center Span Location
Right Cant. Location
Left Cant. Location
0.000 ft
0.000
Max Moment
1 46 k -ft
0.00 k -ft
0.00 k -ft
Left Support
4.38 k
27.263 in2
160.56 psi
2.92 k
2.92 k
0.00 ft
0.00 ft
0.00 It
General Timber Beam
Sxx 14.802 in3
CI 2923.266
Sxx Rea'd
13.11 in3
0.00 in3
0.00 in3
Right Support
4.38 k
27.263 in2
160.56 psi
0.00 k -ft
0.00 k -ft
0.00 k -ft
Title Port Angeles W
Dsgnr• Hsu 7 Date:
Description Radiation Portal Monitor
869i Gag(, Boulevard Kennewick. WA 99336
phone 509 /35 589 fax 509 783.5075 Scope Dock framing anaisyis (Revp')
Bearing Length Req'd
Bearing Length Req'd
Area 25.375 in2
Allowable fb
1,338.00 psi
1,338.00 psi
1,338.00 psi
0.645 in
0.645 in
Moment Shear Deflection
2.92 k
0.00 k
0.00 k
Job 08 -5777
0.0000 in
0.0000 in
0.0000 in
5777 structural talcs (Rev 2).ecw:Celwlatwn i
MEIER Enterprises, Inc.
8697 Gage Boulevard Kennewick, WA 99336
phone: 509 735.1589 fax: 509.783.5075
www.meierinc.com
Proposal No. Project No. 08 -5777 Date 12/30/2008 By Hsu Ck. 13v
Customer PNNI, Job Description Port: Angeles, WA (Rev 2)
Check decking to withstand RPM load
Cargo is worst cast. Convert RPM to uniform load:
\\'ballast.cgo 0 98 k
\•p 5 4•k
base 1.259•k
dl grout gr out 1 conc 12.083. psf
ballast.cgo i- Pcgo) base
dI
rpin.cgo
l'hc vertical dead Ioad
(lbasc)(
\'p t I)allast.cgo 6.38 k
I:.cceiitrici of the center of mass with respect to the center of the footing
(posinvc load is to the right of the centroid)
wbase
2
Short -term compressive load due to lateral forces
(weight of concrete ballast)
(weight of Cargo RPM)
(weight of steel footing)
(weight of grout:)
-t 'ligroin
259.836 psf
(total uniform load of RPM per square foot)
Compression Ioad due to overturning
I'he live load will be induced by the bearing pressure due to the governing lateral load. Bearing pressure will be
tictcnn using 1: ncrcalc.
cgc) 0 941 k (wind load due to Cargo RPM)
0 7 1, cgc) 0 89.k (seismic load due to Cargo RPM)
latcral 'wind' (governing lateral load case)
PXCC;c) maX(1 ^w cgc) 0 7 l'. 0 941 k (lateral load on RPM)
The lateral load is applied at the center 01 the structure s mass (seismic) or at 1.05 X h/2 (wind).
otm 7 389 -k ft (total overturning moment)
reference Cargo lateral analysis
(weight of Rings and ballasts, base plate entered
directly into l .nercalc)
X I) ar.rpm)( X•l cgo) `l' 2 \\Thaw)
\*p ballasr.cgo ''base
10 415 in
Page 2,x2 of
st rpm.cgo 1035.5psf dl rpnl.cgo 775.664 ps11
Title Port Angeles. WA p Job 08 5777
Dsgnr Hsu Date:
Ni E l E Enterprises, (r1 C Description adiation Portal Monitor
0697 Cage I3oolevoid Kennewick. WA 99336 e
phone 509 /35 1589 a: 509 783.5015 Scope Dock framing analsyis (Rev B)
:iv, .111111 emit: GGni
User Kw- 0600591 Ver 5.8.0. 15-Jun-2007 General Footing Analysis Design 5777 s.,
Rev' 588002
uuduralcalcs (Rev 2).ecw.Calwtation
(c)1983 -2007 ENERCM.0 Engineering Software M v.-...
.^r^ --,r ,�-c±r,^ r .c :.;e.o. .sZ G3....: ,:>:::.t;:..,....:ai�a:4. r;- -r,.. x. .:e- r:- a^�... ..-.st
Description Compression load from Cargo RPM due to overturning
Cargo RPM base plate
General Information
Allowable Soil Bearing
Short Terni Increase
Seismic Zone
Loads
Live Short Term Combined
fc
Fy
Concrete Weight
Overburden Weight
Applied Vertical Load.
Dead Load
Live Load
Short Tenn Load
Applied Moments.
Dead Load
Live Load
Short Term
Applied Shears.
Dead Load
Live Load
Short Term
Summary
5 OOft x 6.17ft Footing
Max Soil Pressure
Allowable
'X' Ecc, of Resultant
'Y' Ecc, of Resultant
X -X Min. Stability Ratio
Y Y Min. Stability Ratio
Footing Design
Shear Forces
Two -Way Shear
One -Way Shears.
Vu Left
Vu Right
Vu Top
Vu Bottom
Moments
Mu Left
Mu Right
Mu @Top
Mu Bottom
Code Ref: n....
w ACI 318-02 1997 UBC, 2003 IBC, 20 3 A 50 00 i
1,500.0 psf Dimensions.
1.000 Width along X -X Axis 5.000 ft
4 Length along Y Y Axis 6.167 It
Footing Thickness 1.00 In
Col Dim. Along X -X Axis 0.00 in
Col Dim. Along Y Y Axis 0.00 in
Base Pedestal Height 0.000 in
3,000.0 psi
60,000.0 psi
490.00 pcf
0.00 psf
6.380 k
k
k
Creates Rotation about Y Y Axis
(pressures left right)
k -ft
k -ft
7.390 k -ft
Creates Rotation about Y Y Axis
(pressures left right)
k
k
0.940 k
DL +LL DL +LL +ST
463.2 1,035.5 psf
1,500.0 1,500.0 psf
8.698 in 20.430 in
0.000 in 0.000 in
No Overturning 1.500 1
1.816
Min Steel
Rebar Center To Edge Distance
.ecc along X -X Axis 10.415 in
.ecc along Y Y Axis 0.000 in
Creates Rotation about X -X Axis
(pressures top bot)
k -ft
k -ft
k -tt
Creates Rotation about X -X Axis
(pressures top bot)
k
k
k
Max Mu
Required Steel Area
Shear Stresses.
1 -Way
2 -Way
ACI C-1 ACI C -2 ACI C -3 Vn Phi
2,231 73 psi 2,304.23 psi 1 481.29 psi 186.23 psi
64.87 psi 122.41 psi 78.69 psi 93.11 psi
52.08 psi 1.93 psi 1.24 psi 93.11 psi
70.59 psi 70.59 psi 45.38 psi 93.11 psi
70.59 psi 70.59 psi 45.38 psi 93.11 psi
ACI C -1 ACI C -2 ACI C -3 Ru Phi
0.68 k -ft -0.28 k -ft -0.18 k -ft 752.7 psi
0.71 k -ft 1 45 k -ft 0.93 k -ft 1614.0 psi
1.38 k -ft 1.38 k -ft 0.89 k -ft 1530.1 psi
1 38 k -ft 1.38 k -ft 0.89 k -ft 1530.1 psi
0.0000
0.00 in
Actual Allowable
1 453
999.990
Vn Phi
122.407 93.113 psi
2304.232 186.228 psi
As Req'd
999.99 in2
0.00 in2
0.00 in2
999.99 in2
Footing Shear Exceeded
1 Oin Thick, w/ Column Support 0 00 x 0 OOin x 0 Oin high
per ft
per ft
per ft
per ft
V .14. 111L'ii.dt1C (:Uri
Title Port Angeles, W
Dsgnr Hsu 7(")/ ).t$- Date:
lvl E I E R Enterprises, I n C Description Radiation Portal Monitor
8697 U Boulevard Kennewick. WA 99336
phone 509 1351589 fax 509 783.5075 Scope
Dock framing analsyis (Rev,,13)
Rev 580002 3
User KW- 0500591.Ver 5.8.0. 15- Jun -2007 General Footing Analysis Design 8777strucluralcalafRev2 ).ecw:Calculauon
c 1983 -2(107 ENERCALC Engineering Software t
Description Compression load from Cargo RPM due to overturning
Cargo RPM base plate
Soil Pressure Summary
Service Load Soil Pressures
DL LL
DL LL ST
Factored Load Soil Pressures
ACI Eq. C -1
ACI Eq. C -2
ACI Eq. C -3
ACl Factors (Pe
ACI C -1 C -2 DL
ACI C -1 C -2 LL
ACI C -1 C -2 ST
.seismic ST
r ACI 318 -02,
Left Right Top Bottom
32.25 463.24 247 74 247 74 psf
0.00 1,035.50 247 74 247 74 psf
45.15
0.00
0.00
648.53
1 449.71
931.95
346.84
346.84
222.97
346.84 psf
346.84 psf
222.97 psf
applied internally to entered loads)
1 400 ACI C -2 Group Factor 0.750 Add"! '1 4' Factor for Seismic
1 700 ACI C -3 Dead Load Factor 0.900 Add 'I '0.9' Factor for Seismic
1 700 ACI C -3 Short Term Factor 1.300
1 100 Used in ACI C-2 C -3
Job 08 -5777
1 400
0.900
M-- MEIER Enterprises, Inc.
8697 Gage Boulevard Kennewick, WA 99336
phone: 509.735.1589 fax: 509.783.5075
www.meierinc.com
Proposal No.
Customer PNN1..
Case •1. Determine tributary RPM dead load and lateral load
wbml 7.25.111
w 156.984 plf
w bm1 (s
C D st bml C 0 1 0 0.85 1.33) 1 131
Case 13. Similar condition above, without the lateral load
L21) (11.1,1111 w a di.bm1 156 984 plf
w2b st. bn11
=0
ill 0
C D b
Project No. 08 -5777 Date
468 631 plf
12/30/2008 By Hsu Ch. By
job Description Port. Angeles. \X A (Rev 2)
to single deck plank.
(width of member)
(uniform load per linear foot of member)
(short -term compressive load due to lateral forces)
(short term increase for wind /seismic)
note. C1)(Ch4 C f C: C
'l'otal stress ratio 0.151 1
(uniform load per linear foot of member)
(short -term compressive load due to lateral forces)
(load duration factor)
Total stress rano 0487 1
Case A governs. Beam is not overstressed. Stress ratio 0.151 1
New load induced by the RPM is less than the existing truck load.
Design OK
Page of
6
rt....Mei:AOC WM
Rev 580004
User KW.0600591 Ver 5.8,0, 15-Jun-2007
(01083-2007 ENERCALC En(aneenng Software General Timber Beam 5777 structural cafes (Rev neew:Calculatton 1
Description 4x8 deck (new Case A)
RPM lateral load
General Information
Section Name 4x8
Beam Width
Beam Depth
Member Type
Bm Wt. Added to Loads
Load Dur Factor
Beam End Fixity
Wood Density
Full Length Uniform Loads
Center DL
Left Cantilever DL
Right Cantilever DL
Summa
Center Span.
Deflection
.Location
.Length/Defl
Camber using 1.5
(4) Center
Left
Right
Stress Calcs
Bending Analysis
Ck 27 141
Cf 1 000
(4) Center
CA Left Support
(4) Right Support
Shear Analysis
Design Shear
Area Required
Fv Allowable
Bearing Supports
Max. Left Reaction
Max. Right Reaction
Title Port Angeles, WA Job 08-5777
MEIER Enterprises, Inc Description iiadiation Portal 'Monitor
Dsgnr Hsu Date'
8697 Gage I3oulevard Kennewick. WA 99336 1.--
phone 509 /35 589 fax 509 783 50/5 Scope Dock framing analsyis (Rev,,f3)
Max Stress Ratio
Maximum Moment
Allowable
Max. Positive Moment
Max. Negative Moment
Max Left Support
Max Right Support
Max. M allow
fb 256.09 psi
Fb 1,696.50 psi
Deflections
Le
Rb
7.250 in
3.500 in
Sawn
1 131
Pin-Pin
35.000 pcf
Span= 2.00ft, Beam Width 7.250in x Depth 3.5in, Ends are Pin-Pin
-0.001 in
1.000 ft
20,109.5
D.L. Defl
0.002 in
0.000 in
0.000 in
0.32 k-ft
0.00 k-ft
0.00 k-ft
0.00 k-ft
2.09
0.000 ft
0.000
Max Moment
0.32 k-ft
0.00 k-ft
0.00 k-ft
Left Support
0.67 k
3.314 in2
203.58 psi
0.63 k
0.63 k
Code Ref 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user definedil
Center Span 2.00 ft .Lu 0.00 ft
Left Cantilever ft .Lu 0.00 ft
Right Cantilever ft .Lu 0.00 ft
Douglas Fir Larch, Select structural
Fb Base Allow 1,500 0 psi
Fv Allow 180.0 psi
Fc Allow 625.0 psi
E 1,900.0 ksi
157 00 #/ft LL 468.60 #/ft
Nit LL #/ft
#/fl LL #fit
0.151
0.3
2.1
1
k-ft
k-ft
at 1.000 ft
at 0.000 ft
Reactions.
fv 26.59 psi Left DL
Fv 203.58 psi Right DL
Dead Lqad Total Load Left Cantilever Dead Load
-0.005 in Deflection 0.000 in
1.000 ft .Length/Defl 0.0
5,193.70 Right Cantilever
Deflection 0.000 in
.Length/Defl 0.0
Sxx
CI
14.802 In3
631 767
Sxx Reo'd
2.23 in3
0.00 in3
0.00 in3
Right Support
0.67 k
3.314 in2
203.58 psi
Bearing Length Req'd
Bearing Length Req'd
Maximum Shear t5
Allowable
Shear
Left
Right
Camber Left
Center
Right
0.16 k
0.16 k
Area 25.375 in2
Allowable fb
1,696.50 psi
1,696.50 psi
1,696.50 psi
0.139 in
0.139 in
Beam Design OK
0.7 k
5.2 k
0.63 k
0.63 k
0.000 in
0.002 in
0.000 in
Max 0.63 k
Max 0.63 k
f2 VVS
Total Load
0.000 in
0.0
0.000 in
0.0
1•r •�•,.n leierir c.curft
Rev 580004
User KW-0600591 Vor5.8.0.15- Jun•2007
MEIER Enterprises, Inc
Title Port Angeles, WA
Dsgnr Hsu Date:
Description Radiation Portal Monitor
phonc 509 35 1589 fax 00:' 78.3 5075 Scope Dock framing analsyis (Rev.Bi
8691 Gage Boulevard Kennewick WA 99336
General Timber Beam
(c)1983-2007 ENERCAI.0 Engineering Software
Description 4x8 deck (new Case A)
RPM lateral load
Job 08 -5777
5777 structural calcs (Rev 2).ocv:Calculatron I;F
Query Values
-.,`Tn
,---e l: :,•:al. S .,g• :.,'..N .rt
M, V 0 Specified Locations Moment Shear Deflection
Center Span Location 0.00 ft 0.00k-ft 0.63 k 0.0000 in
CI Right Cant. Location 0.00 ft 0.00 k -ft 0.00 k 0.0000 in
Left Cant. Location 0.00 ft 0.00 k -ft 0.00 k 0.0000 in
General Information
Section Name 4x8
Beam Width
Beam Depth
Member Type
Bm Wt. Added to Loads
Load Dur Factor
Beam End Fixity
Wood Density
Full Length Uniform Loads
Center DL
Left Cantilever DL
Right Cantilever DL
Center Span.
Deflection
.Location
.Length/Defl
Camber using 1.5
Center
Left
Right
Stress Calcs
Bending Analysis
Ck 30.561
Cf 1.000
Center
Left Support
Right Support
Shear Analysis
Design Shear
Area Required
Fv' Allowable
Bearing Supports
Max. Left Reaction
Max. Right Reaction
MEIER Enterprises, Inc
8697 Gaye Boul-vv<rrd
phone 509 35 589
'AV1 >.ntefeline i:Vnl
Rev 560004
User KW- 0500591 Ver 5.8.0. 15-Jun-2007 General Timber Beam
(c)1983 -2007 ENERCALC Engmeenng Software T
Description 4x8 deck (new Case B)
RPM only
Summary
Span= 2.00ft, Beam Width 7.250in x
Max Stress Ratio
Maximum Moment
Allowable
Max. Positive Moment
Max. Negative Moment
Max Left Support
Max Right Support
Max. M allow 1.65
fb 66.14 psi
Fb 1,338.00 psi
Deflections
Le
Rb
Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined
7.250 in
3.500 in
Sawn
0.892
Pin -Pin
35.000 pcf
0.08 k -ft
0.00 k -ft
0.00 k -ft
0.00 k -ft
Dead Load
-0.001 in
1.000 ft
20,109.5
D.L. Defl
0.002 in
0.000 in
0.000 in
Reactions.
fv 6.87 psi Left DL 0.16 k
Fv 160.56 psi Right DL 0.16 k
0.000 ft
0.000
Max Moment
0.08 k -ft
0.00 k -ft
0.00 k -ft
Left Support
0.17 k
1 085 in2
160.56 psi
0.16 k
0 16 k
Kennewick WA 99336
ax 509 783 5075
157.00 /ft LL /ft
/ft LL /ft
/ft LL /ft
Depth 3.5in, Ends are Pin -Pin
0.049 1
0.1 k -ft
1.7 k -ft
at 1.000 ft
at 2.000 ft
Sxx 14.802 in3
CI 163.167
Sxx Req'd
0.73 in3
0.00 in3
0.00 in3
Right Support
0.17 k
1.085 in2
160.56 psi
Title Port Angeles, A
Dsgnr• Hsu <+Cf,,, Date:
Description Radiation Portal Monitor
Scope Dock framing analsyis (RewB)
Center Span 2.00 ft
Left Cantilever ft
Right Cantilever ft
Douglas Fir Larch, Select structural
Fb Base Allow 1,500.0 psi
Fv Allow 180.0 psi
Fc Allow 625.0 psi
E 1,900.0 ksi
Bearing Length Req'd
Bearing. Length Req'd
Maximum Shear *1 5
Allowable
Shear
Camber
.Lu
.Lu
.Lu
Area 25.375 in2
Allowable fb
1,338.00 psi
1,338.00 psi
1,338.00 psi
0.2 k
41 k
Left 0.16 k
Right 0.16 k
Left 0.000in
Center 0.002In
Right 0.000in
Max
Max
Total Load Left Cantilever Dead Load Total Load
-0.001 in Deflection 0.000 in 0.000 in
1.000 ft .Length /Defl 0.0 0.0
20 109.48 Right Cantilever
Deflection 0.000 in 0.000 in
.Length /Defl 0.0 0.0
0.036 in
0.036 in
5777 structural sates (Rev 2).ecw:Calwlation H
0.00 ft
0.00 ft
0.00 ft
Job 08 -5777
t C.
Beam Design OK
0.16k
0.16 k
MEIER Enterprises, Inc
8697 Gage (3oubvald Kennewick. WA 951336
phone 509 /35 1 539 ax 509 783 b075 Scope Dock framing analsyis (Rev.B)
Rev' 580004
User KW- 0600591 Ver 5.8.0. 15- Jun -2007
(c)1083-2007 ENERCALC Engineering Software
1 r.1. 4,-..::Kw- e,::,.._ r:.. .vim
Description 4x8 deck (new Case B)
RPM only
General Timber Beam
Title Port Angel s, W0
Dsgnr Hsu 1 Date:
Description Radiation Portal Monitor
5777 structural colts (Rev 21.ecw:Calculalwn] 1
Query Values
M, V D i Specified Locations Moment Shear Deflection
Center Span Location 0.00 ft 0.00 k -ft 0.16 k 0.0000 in
Right Cant. Location 0.00 ft 0.00 k -ft 0.00 k 0.0000 in
Left Cant. Location 0.00 ft 0.00 k -ft 0 00 k 0.0000 in
Job 08 -5777
MEIER Enterprises Inc.
8697 Gage Boulevard Kennewick, WA 99336
phone: 509.735.1589 fax: 509.783.5075
www.meierinc.com
Proposal No. Project No. 08 -5777 Date 12/30/2008 By 11su Ck. By
Customer PNNI., Job Description Port Angeles. WA (Rev 2)
VERTICAL ANALYSIS. 6x13 Stringer, bm2
Check stringer to withstand truck load
The stringer is rough sawn lumber Load is applied in the direction of the strong axis.
wb Gin (width of member)
d bn12 13m (depth of member)
l bm2 I Oft (length of member)
tribb 24111 (tributary width to mcmbei)
Che existing dead Toad condition for the member
L)1(11.bn12 (dl 57 917 plf (uniform dead load per linear foot of member)
(d ban 1) rl:ibbi112)Ow(i)
CD.bm2 C.D(1 0, 1 0 0.85 1 0) 0.85 :(short•tt' 1911 increase .for-wincilserslrric)
Case Direction of traffic in the 1. orientation.
Place the maximum load centered along the nlembcr s span.
1.. se the wheel base as defined per figure 3 7 7..\ 011 page 22 of AASI-I"1'C)
'bm2 611 (center to center spacing of axle loads)
P1 2 Pure 8 k (maximum tire load per. axle}
Total stress ratio 0.780 1
1 otal stress ratio 0 840 1
1 otal stress ratio 1.043 1
ase 13 Direction of traffic in the N -S orientation.
1 urn the stringer 90 -deg and place one halt of the axle load at the
mid -span of the beam.
24 —G
1)2 11.bm2 (2) 24 1 24 6 k (conc'd load)
Case 1'v'pe 3S2 truck N S orientation.
4
fills loading will increase existing stresses. Par RPM analysis,
conservative to use Case 13 This resluts in greater percentage of new P P
stresses.
24 —G 155k
P3 11.bm2 24 2 5 8131: (cone d load) Stringer
Case A governs. Beata is overstressed. Stress ratio 1.043 1
note. (cjl (:fit c:. (s
1
1
P
Stringer
(tire)
Page of L"
2
8K
P
Girder
Section Name
Beam Width
Beam Depth
Member Type
Bm Wt. Added to Loads
Load Dur Factor
Beam End Fixity
Wood Density
Full Length Uniform Loads
Center DL
Left Cantilever DL
Right Cantilever DL
Point Loads
Dead Load
Live Load
distance
Max Stress Ratio
Maximum Moment
Allowable
Max, Positive Moment
Max. Negative Moment
Max Left Support
Max Right Support
Max. M allow
fb 1,204 40 psi
Fb 1 453.27 psi
Deflections
Center Span.
Deflection
.Location
.Length/Defi
Camber using 1.5 D.
Center
Left
Right
Title Port Angeles, WA
Dsgnr• Hsu /ff Date:
MEIER Enterprises, Inc Description Radiation Portal Monitor
860 Gage Boulevard Kennewick. WA 99336
phone 509 i35 539 fax 509 183.5075 Scope Dock framing analsyis (Rev.8)
1',..Aii.tnEit,f 1(10 cunt
'Rev: 580004
User KW-0600591 Ver 5.0.0.15-Jun-2007 General Timber Beam 5777 structural calcs (Rev necw:Calculalion
(c)1983-2007 ENERCALC Engineering Software
.7'7, 4 ,a9Vr..''T•7(Z7W:Tf.'oj."'FIS7.'P..7SFCZ''..7
Description 6x13 stringer (existing, Case A)
truck load (traffic in E W direction perpendicular to stringer)
General Information Code Ref 1997/2001 NDS, 2000/2003 IBC 2003 NFPA 5000. Base allowables are user defined r
lbs
8,000.0 lbs
2.000 ft
6.000 in
13.000 in
Sawn
0.850
Pin-Pin
35.000 pcf
lbs
8,000.0 lbs
8.000 ft
Summary
Span= 10.00ft, Beam Width 6.000in x Depth 13.in, Ends are Pin-Pin
Dead Load
-0.008 in
5.000 ft
14 464 7
L. Defl
0.012 in
0.000 in
0.000 in
16.96 k-ft
0.00 k-ft
0.00 k-ft
0.00 k-ft
20.47
fv 159.65 psi
Fv 153.00 psi
Center Span
Left Cantilever
Right Cantilever
Douglas Fir Larch,
Fb Base Allow
Fv Allow
Fc Allow
E
10.00 ft
ft
ft
Select structural
1,500.0 psi
180.0 psi
625.0 psi
1,900.0 ksi
58.00 #/ft LL Nit
#/ft LL #/ft
#/ft LL #/ft
.Lu
.Lu
.Lu
lbs lbs
1.043 1
17.0 k-ft
20.5 k-ft
lbs lbs
lbs lbs lbs lbs
0.000 ft 0.000 ft 0.000 ft 0.000 ft
at 5.000 ft
at 10.000 ft
Reactions.
Left DL
Right DL
Right Cantilever
Deflection
.Length/Defl
0.00 ft
0.00 ft
0.00 ft
Repetitive Member
Job 08-5777
Irsajl
lbs
lbs
0.000ft
Overstressed in Shear
Maximum Shear 1.5 12.5 k
Allowable 11.9 k
Shear Left 8.38 k
(4) Right 8.38 k
Camber Left 0.000 in
Center 0.0121n
Right 0.000in
0.38 k Max 8.38 k
0.38 k Max 8.38 k
Total Load Left Cantilever Dead Load
0.165 in Deflection 0.000 in 0.000 in
5.000 ft .Length/Defl 0.0 0.0
727.06
Total Load
0.000 in 0.000 in
0.0 0.0
Vi !f Ii= ieii1C cunt
Rev 580004
User KW- 0800591 Ver 5.8.0. 15-Jun-2007 General Timber Beam
(c)1983.2007 ENERCALC Engtneeang Software w ti,
Description 6x13 stringer (existing, Case A)
truck load (traffic in E -W direction perpendicular to stringer)
Stress Calcs
Bending Analysis
Ck 31.307
Cf 0.991
Center
Left Support
Right Support
Shear Analysis
Design Shear
Area Required
Fv Allowable
Bearing Supports
Max. Left Reaction
Max. Right Reaction
Query Values
M, V D Specified Locations
Center Span Location
Right Cant. Location
Left Cant. Location
MEIER Enterprises, Inc
869i Gage Boulevard Kennoaick. WA 99336
phone 500 /3a 589 ax 509 /83.5075 Scope Dock framing analsyis (Rev p)
Le
Rb
0.000 ft
0.000
Max Moment
16.96 k -ft
0.00 k -ft
0.00 k -ft
Left Support
12.45 k
81.389 in2
153.00 psi
8.38 k
8.38 k
0.00 ft
0.00 ft
0.00 ft
Title Port Angeles, WA
Dsgnr Hsu l 4 Date:
Description Radiation Portal Monitor
Sxx 169.000 in3 Area 78.000 in2
CI 8384.792
Sxx Reo'd Allowable fb
140.06 in3 1 453.27 psi
0.00 in3 1 453.27 psi
0.00 in3 1 453.27 psi
Right Support
12.45 k
81.389 in2
153.00 psi
Bearing Length Req'd 2.236 in
Bearing Length Req'd 2.236 in
Moment
0.00 k -ft
0.00 k -ft
0.00 k -ft
5777 srruclural cafes (Rev 2).ecw:Cafcufatron j
Shear Deflection
8.38 k 0.0000 in
0.00 k 0.0000 in
0.00 k 0.0000 in
Job 08 -5777
I..
VA''W ni$itl if LU11
Rev 580004
User KW- 0600581 Vet' 5.8.0,15Jun•2007
3. Software r
General Timber 5 �Cal `araion
erter Beam
(c)1982007 ENERCALC Engineering 777 structural talcs (Rev 2).0
Description 6x13 stringer (existing, Case B)
truck Toad (traffic in N -S direction parallel to stringer)
General Information
Section Name
Beam Width
Beam Depth
Member Type
Bm Wt. Added to Loads
Load Dur Factor
Beam End Fixity
Wood Density
Full Length Uniform Loads
Center DL
Left Cantilever DL
Right Cantilever DL
Point Loads
Dead Load lbs
Live Load 6,000.0 lbs
.distance 5.000 ft
Summ
Fb 1 453.27 psi
Deflections
Center Span.
Deflection
.Location
.Length /Deft
Camber using 1.5
Center
Left
Right
METER Enterpnses, Inc
669/ (jag(. Baultvard Ken}awick WA 99336
phone 509 735 1589 fax 509 783 5075
6.000 in
13.000 in
Sawn
0.850
Pin -Pin
35.000 pcf
Span= 10.00ft, Beam Width 6.000in x
Max Stress Ratio
Maximum Moment
Allowable
Max. Positive Moment
Max. Negative Moment
Max Left Support
Max Right Support
Max. M allow
fb 1 133.39 psi
Dead Load
-0.008 in
5.000 ft
14,464 7
D.L. Defl
0.012 in
0.000 in
0.000 in
Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowabies are user defined I;
58.00 /ft
/ft
/ft
0.00 k -ft
0 00 k -ft
20 47
fv 63.49 psi
Fv 153.00 psi
Center Span 10.00 ft
Left Cantilever ft
Right Cantilever ft
Douglas Fir Larch, Select structural
Fb Base Allow 1,500.0 psi
Fv Allow 180.0 psi
Fc Allow 625.0 psi
E 1.900,0 ksi
Ibs Ibs
Ibs Ibs
0.000 ft 0.000 ft
LL
LL
LL
Reactions.
Left DL
Right DL
Title Port Angeles, WA
Dsgnr Hsu (C Date*
Description Radiation Portal Monitor
Scope Dock framing analsyis (Rev,B)
#/ft
/ft
/ft
lbs
lbs
0.000 ft
0.38 k
0.38 k
Right Cantilever
Deflection
.Length/Defl
.Lu
.Lu
.Lu
Ibs
Ibs
0.000 ft
0.00 ft
0.00 ft
0.00 ft
Repetitive Member
Ibs
Ibs
0.000 ft
Depth 13.in, Ends are Pin -Pin
0.780 1
16.0 k -ft Maximum Shear 1 5
20.5 k -ft Allowable 11.9 k
15.96 k -ft at 5.000 ft Shear Left 3.38 k
0.00 k -ft at 10.000 ft Right 3.38 k
5.0 k
Camber Left 0.000 in
Center 0.012 in
Right 0.000in
Max 3.38 k
Max 3.38 k
Job 08 -5777
0.000 in 0.000 in
0.0 0.0
Ibs
0.000 ft
Beam Design OK 1
Total Load Left Cantilever Dead Load T otal Lo ad
-0.112 in Deflection 0.000 in 0.000 in
5.000 ft .Length /Deft 0.0 0.0
1,073,49
Stress Calcs
Bending Analysis
Ck 31.307
Cf 0.991
Center
Left Support
Right Support
Shear Analysis
Design Shear
Area Required
F• Allowable
Bearing Supports
Max. Left Reaction
Max. Right Reaction
Query Values
M, V D Specified Locations
Center Span Location
Right Cant. Location
Left Cant. Location
MEIER Enterprises, Inc
8697 Gage t3oi.devard Kenn wick WA 99336
phone 509 3a 1589 far, 509 /83.5075 Scope Dock framing analsyis (Rev
VA WI el lllc cunt
Rev' 580604
User KW- 0600591 Vet 5.8.0. 15- Jun -2007 General Timber Beam
(c)1983.2007 ENERCALC Engineering Software
5777 structural talcs (Rev 2).eav:Calculauon
Description 6x13 stringer (existing, Case B)
truck load (traffic in N -S direction parallel to stringer)
Le
Rb
Title Port Angel s,
Dsgnr• Hsu *4, Date:
Description Radiation Portal Monitor
0.000 ft
0.000
Max Moment
15.96 k -ft
0.00 k -ft
0.00 k -ft
Left Support
4.95 k
32.369 in2
153.00 psi
3.38 k
3.38 k
0.00 ft
0.00 ft
0.00 ft
Sxx 169.0001113
CI 3384 792
Sxx Reed
131.80 in3
0.00 in3
0.00 in3
Right Support
4.95 k
32.369 in2
153.00 psi
Bearing Length Req'd
Bearing Length Req'd
Moment
0.00 k -ft
0.00 k -ft
0.00 k -ft
Area 78.000 in2
Allowable fb
1 453.27 psi
1 453.27 psi
1 453.27 psi
0.903 in
0.903 in
Shear Deflection
3.38 k
0.00 k
0.00 k
Job 08 -5777
0.0000 in
0.0000 in
0.0000 in
6? e
v 't' rtictUtt G LVttl
Rev 580004
User KW- 0800591. Ver 5.8.0. 15 -Jun -2007
(c)1983 -2007 ENERCALC EngneertogSoftware
Description 6x13 stringer (existing, Case C)
3S2 truck load (traffic in N -S direction parallel to stringer)
General Information
Section Name
Beam Width 6.000 in
Beam Depth 13.000 in
Member Type Manuf /So.Pine
Bm Wt. Added to Loads
Load Dur Factor 0.850
Beam End Fixity Pin -Pin
Wood Density 35.000 pcf
Full Length Uniform Loads
Center DL
Left Cantilever DL
Right Cantilever DL
Po int Loads
Dead Load lbs
Live Load 5,850.0 lips
.distance 3.000 ft
Center Span.
Deflection
.Location
.Length/Defl
Camber using 1.5
Center
Left
Right
MEIER Enterprises, Inc
869/ Gage Boulevard Kennewick. WA 99335
phone 509 135 589 fax 50 9 783 5075
tbs
5,850.0 lbs
7 000 ft
Summary
Span= 10.00ft, Beam Width 6.000in x
Max Stress Ratio
Maximum Moment
Allowable
Max. Positive Moment
Max. Negative Moment
Max Left Support
Max Right Support
Max. M allow 22.03
fb 1,314 46 psi fv
Fb 1,564.00 psi Fv
Deflections
18.51 k -ft
0.00 k -ft
0.00 k -ft
0.00 k -ft
Dead Load
-0.010 in
5.000 ft
12,180.8
D.L. Deft
0.015 in
0.000 in
0.000 in
General Timber Beam
Code Ref 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined
58.00 /ft
#/f1
/fl
118.30 psi
148.75 psi
Center Span
Left Cantilever
Right Cantilever
Southern Pine, Dense
Fb Base Allow
Fv Allow
Fc Allow
E
lbs
lbs
0.000 ft
Depth 13.in, Ends are Pin -Pin
0.840 1
18.5 k -ft
22.0 k -ft
at 5.000 ft
at 10.000 ft
Total Load
-0.200 in
5.000 ft
601.06
LL /ft
LL /ft
LL #/ft
Reactions.
Left DL
Right DL
Title Port Angeles, WA L
Dsgnr Hsu f r Date:
Description Radiation Portal Monitor
I--
Scope Dock framing analsyis (Rev IS)
10.00 ft
ft
It
structural 65 2.5
1 600.0 psi
175.0 psi
440.0 psi
1,600.0 ksi
[bs lbs
ibs Ibs
0.000 ft 0.000 ft
Maximum Shear 1 5
Allowable
Shear
0.38 k
0.38 k
Left Cantilever
Deflection
.Length /Defl
Right Cantilever
Deflection
.Length /Deft
Camber
.Lu
.Lu
.t-u
5777 structural calcs (Rev 2).eav:Catculation
Dead Load
0.000 in
0.0
0.00 ft
0.00 ft
0.00 ft
Repetitive Member
lbs
lbs
0.000 ft
Beam Design OK
9.2 k
11.6 k
Left 6.23 k
Right 6.23 k
Left Q.000in
Center 0.0151n
Right 0.000 in
Max 6.23 k
Max 6.23 k
Job 08 -5777
Total Load
0.000 in
0.0
0.000 in 0.000 in
0.0 0.0
lbs
lbs
0.000 ft
8691 Gage Boulevard Konne,'ick. WA 99
phone 509 /35 1589 fax 509 783.507'
h• Hid 111
Rev 580004
User KW- 0600591 Vor 5.8.0. 15-Jun-2007 General Timber Beam
(c)1983 72007 ENERCALC Englneenng Software
Description 6x13 stringer (existing, Case C)
3S2 truck load (traffic in N -S direction parallel to stringer)
Stress Calcs
Bending Analysis
Ck 27.817
Cf 1.000
Le
Rb
Center
Left Support
Right Support
Shear Analysis
Design Shear
Area Required
Fv Allowable
Bearing Supports
Max. Left Reaction
Max. Right Reaction
Query Values
M, V c D Specified Locations
Center Span Location
Right Cant, Location
Left Cant. Location
MEIER Enterprises, Inc
0.000 ft
0.000
Max Moment
18.51 k -ft
0.00 k -ft
0.00 k -ft
Left Support
9.23 k
62.034 in2
148.75 psi
6.23 k
6.23 k
0.00 ft
0.00 ft
0.00 ft
Title Port Ang fr9 Date:
Dsgnr Hsu
Description
Scope Dock framing analsyis (Rev 8)
Sxx 169.000 in3 Area 78.000 in2
CI 6234 792
Sxx Reo'd Allowable fb
142.04 in3 1,564.00 psi
0.00 in3 1,564.00 psi
0.00 in3 1,564.00 psi
Right Support
9.23 k
62.034 in2
148.75 psi
Bearing Length Req'd
Bearing Length Req'd
Moment
0.00 k -ft
0.00 k -ft
0.00 k -ft
Radiation Portal Monitor
2.362 in
2.362 in
Shear
6.23 k
0.00 k
0.00 k
Deflection
0.0000 in
0.0000 in
0,0000 in
Job 08 -5777
5777 structural talcs (Rev 2).ecw.Catculation
M MEIER Enterprises, Inc.
8697 Gage Boulevard Kennewick, WA 99336
phone. 509.735.1589 fax: 509.783.5075
Page Of rr
www.meierinc.com
Proposal No. Project No. 08 -5777 Date 12/30/2008 By Hsu Clc. 13y Lv
Customer PNNL job Description Port. Angeles. \\/A (Rev 2)
Check Stringer to withstand RPM load
(.'ase. A. The worst case Caro RPM load is checked alone, without the load of the truck.
wl dl.bm2 57 917 plf (dead load per linear foot of member)
w11 c11.1=9 (tribhn2)cllrptn.cgo 519 671 plf (dead load of Cargo RPM per linear foot of member)
w2 {o sr.biii2 (trilobm2)st 1551 329.plf (maximum short -term load per linear foot of member)
C D st.bm2 C D(1.0 1 0 0 85 1 33) 1 131 (short term increase for wind /seismic)
note. CD(CM Cfu C
3. atcral
load
sl'. w rpm
Girder
Load
Diagram
Dotal stress ratt<o 0.748 1
dl
Stringer
—r 1
ase 13 Cargo RPM only center no lateral load
'17 bm2 CD(1.0 1 0 0.85 1 0) 0.85 (load duration factor)
note. CD( C fu C °t C 's)
1 oral stress ratio 0.285 1
M-- MEIER Enterprises, Inc.
8697 Gage Boulevard Kennewick. WA 99336
phone: 509.735.1589 fax: 509.783.5075
www.melerinc.com
Proposal No.
Customer PNNI..
5ict
Project No. 08-5777 Date 12/30/2008 By Hsu <a:. By
ter(
Ti
Job Descrtpuo) Port Angeles. \\'r1 (Rev 2)
1
tE e) E HT
C„ lr d C-c.
comtvi tylf
Page of
Y.ww u eietlt C ■ur11
Rev' 500004
User KW- 0600591. Ver 5.6.0, 15-Jun.2007
()1903 -2007 ENERCALC Engineering Software
Description 6x13 stringer (new Case A)
RPM Toad lateral load
General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowabies are user defined 1
Section Name
Beam Width
Beam Depth
Member Type
Bm Wt. Added to Loads
Load Dur Factor
Beam End Fixity
Wood Density
Full Length Uniform Loads
Center DL
Left Cantilever DL
Right Cantilever DL
Trapezoidal Loads
#1 DL Left
DL Right
#2 DL Left
DL Right
Summary
Span= 10.00ft, Beam Width 6.000in x Depth 13.in, Ends are Pin -Pin
Max Stress Ratio 0.748 1
Maximum Moment
Allowable
Max. Positive Moment
Max. Negative Moment
Max Left Support
Max Right Support
Max. M allow
fb 1 446.90 psi
Fb 1,933.70 psi
De flections
Center Span.
Deflection
.Location
.Length /Dell
Camber using 1.5
Center
Left
Right
Title Port Angeles
Dsgnr• Hsu Date:
M E I E R Enterprises Inc Description tZadiation Portal Monitor
0697 Gage Boulevard K, iinoe/ick. WA 99336
phon•) 509 /35 1589 tax 509 783 5075
6.000 in
13.000 in
Sawn
1 131
Pin -Pin
35.000 pcf
1,551.30 #/ft LL Left
1,551.30 #/ft LL Right
519.70 /ft LL Left
519.70 /ft LL Right
Dead Load
-0.167 in
5.000 ft
717.0
D.L. Dell
0.251 in
0.000 in
0.000 in
58.00 /ft
/ft
/ft
20.38 k -ft
0.00 k -ft
0.00 k -ft
0.00 k -ft
27.23
fv 105.37 psi
Fv 203.58 psi
General Timber Beam
Center Span
Left Cantilever
Right Cantilever
Douglas Fir Larch.
Fb Base Allow
Fv Allow
Fc Allow
E
20.4 k -ft
27.2 k -ft
at 5.000 ft
at 0.000 ft
Total Load
-0.167 in
5.000 ft
717.01
LL /ft
LL #/ft
LL /ft
Reactions.
Left DL
Right DL
Select structural
1,500.0 psi
180.0 psi
625.0 psi
1,900.0 ksi
fl
/ft
Left Cantliever
Deflection
.Length/Defl
Right Cantilever
Deflection
.Length /Deft
Scope Dock framing analsyis (Rev B)
10.00 ft .Lu 0.00 ft
ft .Lu 0.00 ft
ft .Lu 0.00 ft
/ft Start Loc 2.500 ft
/ft End Loc 7.500 ft
Maximum Shear 1 5
Allowable
Shear
Camber
5.56 k
5.56 k
Start Loc
End Loc
5777 Structural talcs (Rev 2).ecw:Calculation
Repetitive Member
2.500 ft
7.500 ft
Beam Design OK
8.2 k
15.9 k
Left 5.56 k
Right 5.56 k
Left 0.000 in
Center 0.251 in
Right 0.000 in
Max 5.56 k
Max 5.56 k
Job 08 -5777
Dead Load Total Load
0.000 in 0.000 in
0.0 0.0
0.000 in 0.000 in
0.0 0.0
Stress Calcs
Bending Analysis
Ck 27 141 Le
Cf 0.991 Rb
MEIER Enterprises, Inc
8697 Gage Boulevard Konnvi ick. WA 99336
phone 509 735 589 fax 509 /83.5075
vAvvi.niiiit.tinc Qom
Rev 580004
Uer. 5 Ver 7 General Timber Beam
(c)1983-2007 ENERCAL6 Engineering Software 5777 structural talcs (Rev 2).eow:Calculatton
Description 6x13 stringer (new Case A)
RPM load lateral load
Center
Left Support
Right Support
Shear Analysis
Design Shear
Area Required
Fv Allowable
Bearing Supports
Max. Left Reaction
Max. Right Reaction
Query Values
m, v D Specified Locations
Center Span Location
Right Cant. Location
Left Cant. Location
0.000 ft
0.000
Max Moment
20.38 k-ft
0.00 k-ft
0.00 k-ft
Left Support
8.22 k
40.371 in2
203.58 psi
5.56 k
5.56 k
0.00 ft
0.00 ft
0.00 ft
Title Port Angeles,)/VA
Dsgnr Hsu /et Date:
Description Radiation Portal Monitor
Scope Dock framing analsyis (Rev'B)
Sxx 169.000 in3 Area 78.000 in2
CI 5562.290
$xx Reo'd Allowable fb
126.46 in3 1,933.70 psi
0.00 in3 1,933.70 psi
0.00 in3 1,933.70 psi
Right Support
8.22 k
40.371 in2
203.58 psi
Bearing Length Req'd 1 483 in
Bearing Length Req'd 1 483 in
Moment
0.00 k-ft
0.00 k-ft
0.00 k-ft
Shear Deflection
5.56 k 0.0000 in
0.00 k 0.0000 in
0.00 k 0.0000 in
Job 08-5777
t7tst=7:41
MEIER Enterpnses, Inc
869 Gage Boulevard Kennewick WA 99336
phone 500 '35 1589 fax 509 /83 5075
Wl rneivrit C cUttl
Rev 580004
User KW-0600591 Ver 5.8 0,15-Jun-2007 General Timber Beam
(0,983-2007 ENERCALC Evrteertng Software
Description 6x13 stringer (new Case B)
RPM load no lateral load
General Information
Section Name
Beam Width
Beam Depth
Member Type
Bm Wt. Added to Loads
Load Dur Factor
Beam End Fixity
Wood Density
Full Length Uniform Loads
Center
Left Cantilever
Right Cantilever
Trapezoidal Loads
#2 DL Left 519.70 #/ft
OL Right 519.70 #Ift
Summary
Span= 10.00ft, Beam Width v.: 6.000in x Depth 13.in, Ends are Pin-Pin
Max Stress Ratio
Maximum Moment
Allowable
Max. Positive Moment
Max. Negative Moment
Max Left Support
Max Right Support
Max. M allow
fb 414.25 psi
Fb 1 453.27 psi
Deflections
Center Span.
Deflection
Location
.Length/Defl
Camber using 1.5
Center
Left
Right
Stress Cates
Bending Analysis
Ck 31.307
Cf 0.991
Center
Left Support
Right Support
Shear Analysis
Design Shear
Area Required
Fv' Allowable
Bearing Supports
Max. Left Reaction
Max. Right Reaction
DL
DL
OL
6.000 in
13.000 in
Sawn
0.850
Pin-Pin
35.000 pcf
5.83 k-ft
0.00 k-ft
0.00 k-ft
0.00 k-ft
20.47
fv
Fv
Dead Load
-0.048 in
5.000 It
2,489.0
D.L. Defl
0.072 in
0.000 in
0.000 in
Le
Rb
0.000 ft
0.000
Max Moment
5.83 k-ft
0.00 k-ft
0.00 k-ft
Left Support
2.40 k
15.695 in2
153.00 psi
1.68 k
1.68 k
Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base altowables are user defined
58.00 #Ift
#/ft
#/ft
LL
LL
Center Span
Left Cantilever
Right Cantilever
Douglas Fir Larch,
Fb Base Allow
Fv Allow
Fc Allow
E
Left
Right
0.285 1
5.8 k-ft
20.5 k-ft
at 5.000 ft
at 0.000 ft
Sxx 169.000 in3
CI 1684.041
Sxx Req'd
48.17 in3
0.00 in3
0.00 in3
Right Support
2.40 k
15.695 in2
153.00 psi
Title Port Angeles3V1
Dsgnr Hsu Are Date:
Description Radiation Portal Monitor
Scope Dock framing analsyis (Rev B)
10.00 ft
It
ft
Select structural
1,500.0 psi
180.0 psi
625.0 psi
1,900.0 ksi
LL #/ft
LL #/ft
LL #/ft
#Ift
f t
Bearing Length Req'd
Bearing Length Req'd
•Lu
.Lu
.Lu
Start Loc
End Loc
Maximum Shear 1.5
Allowable
Shear
Reactions.
30.79 psi Left DL 1.68 k
153.00 psi Right DL 1.68 k
Area 78.000 in2
Allowable fb
1 453.27 psi
1 453.27 psi
1 453.27 psi
0.449 in
0.449 in
5777 structural calcs j
Rev 2).ecw:Catculation 2
,...-.:ce..:
0.00 ft
0.00 ft
0.00 ft
Repetitive Member
2.500 ft
7.500 ft
Beam Design OK
2.4 k
11.9 k
Left 1 68 k
Right 1.68 k
Camber Left 0.000in
Center 0.072in
Right 0.000in
Max 1.68k
Max 1.68 k
Job 08-5777
Total Load Left Cantilever Dead Load Total Load
-0.048 in Deflection 0.000 in 0.000 in
5.000 ft .Length/Deft 0.0 0.0
2,489.01 Right Cantilever
Deflection 0 000 in 0.000 in
.Length/Deft 0.0 0.0
MEIER Enterprises, Inc
8607 Gage Boulevard Kennewick. WA 99336
phone 509 /35 589 fax 509 783 50/5 Scope
Title Port M
Dsgnr• Hsu
Description
gels W�4
Date'
adiation Portal Monitor
.'/V nleii.lin; will
Rev 680004
USW" KW-0600591 Ver5.8.0.15•Jun•2007 General Timber Beam
(019834007 ENERCALC Engmeenng Software
^r -rc-- Mrrn� •m"'"�S s �.7_...._
Description 6x13 stringer (new Case B)
RPM load no lateral load
n_
Dock framing analsyis (Rev
5777 structural talcs (Rev 2).ecw:Calculatwn
j
Query Values
M, V D Specified Locations Moment Shear Deflection
Center Span Location 0.00 ft 0.00 k -ft 1.68 k 0.0000 in
Right Cant. Location 0.00 ft 0.00k -ft 0.00 k 0.0000 in
Left Cant. Location 0.00 ft 0.00 k -ft 0.00 k 0.0000 in
Job 08 -5777
MEIER Enterprises, Inc.
8697 Gage Boulevard Kennewick, WA 99336
phone: 509.735.1589 fax: 509 783.5075 Page _IL of C 7----
www.meierinc.com
Proposal No. Project No. 08 -5777 Date 12/30/2008 13y Hsu Ck. 131
Customer PNNI, .lob Description Port Angeles, \VA (Rev 2)
Case C The load of the truck will be applied at mid-span to a similar condition as above.
It is assumed the edge of the RP1VI will be no closer than 1' -0 from the center of tuc.
1'
(tire)
Girder
V
P211.bm2 Pore 4 I:
rrib2b 1 ft 4io 1 333 ft
Lateral
load
w2 d1.bm2
trib
3 24in
rrib2b
W 2 24in
C 1) st bm2 1 131
Case D• Similar to C, no lateral load
C 1.) bm2 0.85
I,oad
Diagram
0 -I'd r f
1 15 482 p1f
344 74 plf
P
Strider
1/2
'total stress ratio 0.808. 1
Total stress ratu> 1.037. 1
st
dl
Case D governs. Beam is not overstressed. Stress ratio 1.037 1
New load induced by the RPM is less than the existing truck load.
Design OK
w.rl?m
note. Cargo RPM centered on gilder
MEIER Enterprises, Inc
8691 Gage Boulevard Kennewick. WA 99336
phone 509 '35 1589 fei, 50 783.Q075
l'h'JS'..ri lt'll,f ll L Conn
Rev 580004 l"
User KW- 0600591. Ver5.8.0, 15- Jun -2007 e e Timber Beam
(c)1983 -2007 ENERCALC Engineering Software 5777 structural talc (Rev s (R 2).e rCalcuiation ,f
r .t
Description 6x13 stringer (new Case C)
RPM, truck load lateral load
General information
Section Name
Beam Width
Beam Depth
Member Type
Bm Wt. Added to Loads
Load Dur Factor
Beam End Fixity
Wood Density
Full Length Uniform Loads
Center DL
Left Cantilever DL
Right Cantilever DL
Trapezoidal Loads
#1 DL Left
DL Right
#2 DL Left
DL Right
Point Loads
Dead Load
Live Load
.distance
Max Stress Ratio
Maximum Moment
Allowable
Max. Positive Moment
Max. Negative Moment
Max Left Support
Max Right Support
Max. M allow
fb 1,561.95 psi
Fb 1,933.70 psi
Deflections
Center Span.
Deflection
.Location
.Length /Deft
Camber using 1.5
Center
Left
Right
6.000 in
13.000 in
Sawn
1 131
Pin -Pin
35.000 pcf
115.50 /ft
115.50 #/ft
344 70 #/ft
344 70 /ft
Ibs lbs
8,000.0 lbs Ibs
5.000 ft 0.000 ft
Dead Load
-0.018 in
5.360 ft
6,496.6
D.L. Defl
0.028 in
0.000 in
0.000 in
58.00 /ft
/fl
/ft
0.808 1
22.0 k -ft
27.2 k -ft
22.00 k -ft at 5.000 ft
0.00 k -ft at 10.000 ft
0.00 k -ft
0.00 k -ft
27.23
fv 95:73 psi
Fv 203.58 psi
LL Left
LL Right
LL Left
LL Right
Title Port Angeles, WA
Dsgnr Hsu Date:
Description Radiation Portal Monitor
Scope Dock framing analsyis (Revs
Code Ref: 1997/2001.NDS, 2000/2003 IBC, 2003 NFPA 5000 Base allowables are user defined I,
Center Span 10.00 ft
Left Cantilever ft
Right Cantilever ft
Douglas Fir Larch, Select structural
Fb Base Allow 1,500.0 psi
Fv Allow 180.0 psi
Fc Allow 625.0 psi
E 1,900.0 ksi
LL
LL
LL
Ibs
Ibs
0.000 ft
Summary
Span= 10.00ft, Beam Width 6.000in x Depth 13.in, Ends are Pin -Pin
Reactions.
Left DL
Right DL
Ibs
lbs
0.000 ft
/ft
0.59 k
1.56 k
Ibs
Ibs
0.000 ft
.Lu
.Lu
.Lu
#/ft
#/ft
/ft Start Loc 7.000 ft
#/ft End Loc
#/ft Start Loc
#/ft End Loc
Maximum Shear 1 5
Allowable
Shear Left
Right
Camber Left
Center
Right
Max
Max
0.00 ft
0.00 ft
0.00 ft
Repetitive Member
10.000 ft
7.000 ft
10,000 ft
Job 08 -5777
gi
Ibs Ibs
Ibs Ibs
0.000 ft 0.000 ft
Beam Design OK
7.5 k
15.9 k
4.59 k
5.56 k
0.000 in
0.028 in
0.000 in
4.59k
5.56 k
Total Load Left Cantilever Dead Load Total Load
-0.156 in- Deflection 0.000 In 0.000 in
5.040 ft .Length /Deft 0.0 0.0
767 45 Right Cantilever
Deflection 0.000 in 0.000 in
.Length /Deft 0.0 0.0
'.4'v4.111cj G<411
Rev 580004
User KW- 0800591 Ver 5 8.0. 15-Jun-2007
(c)1983.2007 ENERCALC Engineering Software
Bending Analysis
Ck 27 141
Cf 0.991
Center
Left Support
Right Support
Shear Analysis
Design Shear
Area Required
.Fv Allowable
Bearing Supports
Max. Left Reaction
Max. Right Reaction
Query Values
V D Specified Locations
Center Span Location
Right Cant. Location
Left Cant. Location
MEIER Enterprises, Inc
8697 Gag%: Boulevard Kohn;; rick. WA 99336
phon:; 509 735 589 titx 509 783 50 5
Description 6x13 stringer (new Case C)
RPM truck load lateral load
Le
Rb
0.000 ft
0.000
Max Moment
22.00 k -ft
0.00 k -ft
0.00 k -ft
Left Support
6.76 k
33.221 in2
203.58 psi
0.00 ft
0.00 ft
0.00 ft
General Timber Beam
Stress Calcs
Sxx 169.000 in3
CI 4591.882
Sxx Reo'd
136.51 in3
0.00 in3
0.00 in3
Right Support
7 47 k
36.680 in2
203.58 psi
4.59 k Bearing Length Req'd
5.56 k Bearing Length Req'd
Moment
0.00 k -ft
0.00 k -ft
0.00 k -ft
Title Port Angeles .WA
Dsgnr• Hsu Date:
Date:
Description Radiation Portal Monitor
Scope Dock framing analsyis (Rev')
Area 78.000 in2
Allowable fb
1,933.70 psi
1,933.70 psi
1,933.70 psi
1.225 in
1 482 in
Shear
4.59 k
0.00 k
0.00 k
Deflection
0.0000 in
0.0000 in
0.0000 in
Job 08 -5777
5777 structural talcs (Rev 2).ocw :Ca1culation I
v 'e,r.nleletkic GVni
Rev 580004 B
User KW- 0600591 Ver 5.8.0, 15.1. n -2007 Timber ea m
(c)1983 -2007 ENERCALC Engmeenng Software u (R erw.Ca on
c. -cY•r 1..- �..M1 771 cup.. r
General
Y 5777 structural cal (Rev 2). Icul
Description 6x13 stringer (new Case D)
RPM truck load, no lateral Toad
General Information
Section Name
Beam Width 6.000 in
Beam Depth 13.000 in
Member Type Sawn
Bm Wt. Added to Loads
Load Dur Factor 0.850
Beam End Fixity Pin -Pin
Wood Density 35.000pcf
Full Length Uniform Loads
Center DL
Left Cantilever DL
Right Cantilever DL
Trapezoidal Loads
#1 DL Left
DL Right
Point Loads
Dead Load
Live Load
.distance
Summary
Title Port Angeles W
Dsgnr Hsu /x' Date:
JvlEIER Enterprises, Inc Description Radiation Portal Monitor
8691 Gage Boulevard Kennewick WA 99336
phone 509 735 1589 ax 509 783.50/5 Scope Dock framing analsyis (Rev B)
lbs
8,000.0 Ibs
5.000 ft
Span= 10.00ft, Beam Width 6.000in x
Max Stress Ratio
Maximum Moment
Allowable
Max. Positive Moment
Max. Negative Moment
Max Left Support
Max @Right Support
Max. M allow
fb 1,506.88 psi
Fb 1 453.27 psi
Deflections
Center Span. Dead Load
Deflection -0.011 in
.Location 5.160 ft
.Length /Deft 11,075.6
Camber using 1.5' D.L. Defl
Center 0.016 in
Left 0.000 in
Right 0.000 in
Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allow) defined j I
es are user de
Ibs
Ibs
0 000 ft
Center Span 10.00 ft
Left Cantilever ft
Right Cantilever ft
Douglas Fir Larch, Select structural
Fb Base Allow 1,500.0 psi
Fv Allow 180.0 psi
Fc Allow 625.0 psi
E 1,900.0 ksi
58.00 /ft LL
/ft LL
/ft LL
Ibs
Ibs
0.000 ft
Depth 13.in, Ends are Pin -Pin
1 037 1
21.2 k -ft
20.5 k -ft
21.22 k -ft at 5.000 ft
0.00 k -ft at 10.000 ft
0.00 k -ft
0.00 k -ft
20.47
Reactions.
fv 85.99 psi Left DL
Fv 153.00 psi Right DL
Total Load
-0.149 in
5.000 ft
806.40
Ibs
Ibs
0.000 ft
Left Cantilever
Deflection
.Length /Defl
Right Cantilever
Deflection
.Length/Defl
#/ft
/ft
#/ft
115.50 /ft LL Left #/ft Start Loc
115.50 /ft LL Right #/ft End Loc
Ibs
Ibs
0.000 ft
Maximum Shear 1
Allowable
Shear
5 6.7 k
11.9 k
Left 4 44 k
Right 4.68 k
Camber Left 0.000in
Center 0.016in
Right 0.000in
0.44 k Max
0.68 k Max
.Lu 0.00 ft
.Lu 0.00 fl
.Lu 0.00 ft
Dead Load
0.000 in
0.0
Ibs
Ibs
0.000 ft
Overstressed in Bending
0.000 In
0.0
Repetitive Member
Job 08 -5777
7.000 ft
10.000 ft
Ibs
Ibs
0.000 ft
4 44 k
4.68 k
Total Load
0.000 in
0.0
0.000 in
0.0
Stress Calcs
Bending Analysis
Ck 31.307
Cf 0.991
MEIER Enterprises, Inc
8697 tragc t3oulkvard Kvnne,vick WA 99336
pliant 500 '35 1589 fox o09 783 o0i5
Le
Rb
Center
Left Support
Right Support
Shear Analysis
Design Shear
Area Required
Fv Allowable
Bearing Supports
Max. Left Reaction
Max. Right Reaction
Query Values
M, V D Specified Locations
Center Span Location
Right Cant. Location
Left Cant. Location
0.000 ft
0.000
Max Moment
21.22 k -ft
0.00 k -ft
0.00 k -ft
Left Support
6.53 k
42.683 in2
153.00 psi
4 44 k
4.68 k
0.00 ft
0.00 ft
0.00 ft
Moment
0.00 k -ft
0.00 k -ft
0.00 k -ft
Title Port Angele WA
Dsgnr• Hsu Date:
Description Radiation Portal Monitor
Scope
Dock framing anatsyis (Rev.BB
1, 'L'i (11eieHlr
Rev 580004
User KW -0600581 Ver 5.8.0. 15- Jun -2007 ener a Timber Beam
(c)1983 -2007 ENERCALC Engineering Software talcs slnrctura ce (R v 2).ecw alWlehon
Description 6x13 stringer (new Case D)
RPM truck load, no lateral Toad
Sxx 169.000 in3 Area 78.000 in2
CI 4436.767
Sxx Recl Allowable fb
175.23 in3 1 453.27 psi
0.00 in3 1 453.27 psi
0.00 in3 1 453.27 psi
Right Support
6.71 k
43.838 in2
153.00 psi
Bearing Length Req'd
Bearing Length Req'd
1 183 in
1.248 In
Shear
4 44 k
0.00 k
0.00 k
Deflection
0.0000 in
0.0000 in
0.0000 in
Job 08 -5777
MEIER Enterprises, Inc.
8697 Gage Boulevard Kennewick, WA 99336
phone: 509 735.1589 fax: 509.783.5075
www.meierinc.com
Proposal No. Project No. 08 -5777 Date 12/30/2008 By Hsu Ch By
Customer PNN1.,
VERTICAL ANALYSIS. 12x13 Girder, bm3
Check girder to withstand truck load
1'hc girder is rough sawn lumber The orient:anon of the member vanes from strong and weak axis. T'or the purpose of
design, assume the member 1s loaded about the weak axis.
w bm3 13in (width of member)
(11 12in (depth of member)
111113 1 Ofr (length of member)
rribl 10ft (tributary width to member)
The existing dead load condition for the member.
w l dl.bm3 (dlaCp)(tribbm3) (c1bm1)(tribbnl2)(1�cu1) (tcibbm3)�1wd) 587.083 1 1f
(uniform dead load per linear foot of member)
CD bn13 CD(1 0 1 0 0 85 1 0) 0.85 (short- term -for- fear- avltxl /setstnte)-
note. CD( C fu 'r C m
'1 raffle oriented in the N -S direction where the axle is parallel with the member
note centering both tires on the member does not produce the worst case
],cord Case 1 w/ two svninlettleal point loads. 1i\1iiiax (P)(a)
Load Case 2 w/ one conccntratcd point load: Mnlax (P)(1 /4)
P111.l)113 2 ]r are 8 IC (concentrated point load on nlenlbei)
bm3 6ft: (distance between point loads on member)
P
Girder
Load Case 1
1)
Case 3S2 1 ruck, N S direction fi`
Does not govern. p
P3 11.bm3 1)3 11.1m2 5.813-k Girder
1
Job Description Port Angeles, W.1 (Rex 2)
'Total stress ratio 0.839. 1
1
1)
G irdcr
Load Case 2: Governs
"1'01:01 stress ratio 1.080 1
1)
where. a 2fr
where 1/4 2 1/2 ft
Case 13. Traffic oriented m the 1 direction where the axle is perpendicular to the member resulting
7
P211.bm3 0 (1)axic) 1 1.2 k (tributary concentrated point load on member)
Case B governs.
Member is overstressed.
Stress ratio 1.080 1
of (e"
MEIER Enterprises, Inc
6697 Gage Boulevard Kenne 'ick WA 99336
j)horic: 500 735 589 fax !.)(19 i83.507o
Title Port Angeles .WA
Dsgnr Hsu Ar Date:
Description Radiation Portal Monitor
Job 08-5777
'q
Scope Dock framing analsyis (Rev 0)
toeietitic cum
liev 580004
User KW0600591 Ver 5.8.0. 15-Jun-2007 General Timber Beam
(c)1983-2007 ENERCAL0 Encaneering Software 5777 structorai czacs (Rev 2) ecw•Catcolatvan 1
r7' o-••••,.:,,t•F••=rt 57T:7n, T 7'17. u ....,z .S.,'-$57.1.17.77.7.727; Fr-7777TV FE71 A
Description 12x13 girder (existing, Case A)
truck load (traffic oriented in the N-S direction)
General Information
Section Name
Beam Width
Beam Depth
Member Type
Bm Wt. Added to Loads
Load Dur Factor
Beam End Fixity
Wood Density
Full Length Uniform Loads
Center DL
Left Cantilever DL
Right Cantilever DL
Point Loads
Dead Load
Live Load
.distance
lbs
8,000.0 lbs
5.000 ft
Summary .1
Span= 10.00ft, Beam Width 13.000in x
Max Stress Ratio
Maximum Moment
Allowable
Max. Positive Moment
Max. Negative Moment
Max Left Support
Max Right Support
Max. M allow
fb 1,069.67 psi
Fb 1,275.00 psi
Deflections
Center Span.
Deflection
.Location
.Length/Defl
Camber using 1.5 D
Center
Left
Right
13.000 in
12.000 in
Sawn
0.850
Pin-Pin
35.000 pcf
27.81 k-ft
Dead Load
-0.040 in
5.000 ft
3,035.6
.L. Deft
0.059 in
0.000 in
0.000 in
0.00 k-ft
0.00 k-ft
0 00 k-ft
Code Ref: 1997/2001 NDS, 2000/2003 IBC 2003 NFPA 5000. Base allowebtes are user defined 11
\-7
587.00 #/ft LL
#/ft LL
#/ft LL
lbs lbs
lbs lbs
0.000 ft 0.000 ft
Depth 12.in, Ends are Pin-Pin
0.839 1
27.8 k-ft
33.1 k-ft
at 5.000 ft
at 10.000 ft
33.15
fv 62.50 psi
Fv 153 00 psi
Center Span
Left Cantilever
Right Cantilever
Douglas Fir Larch,
Fb Base Allow
Fv Allow
Fc Allow
E
Total Load
-0.121 in
5.000 ft
995.84
Reactions.
Left DL
Right DL
10.00 ft
ft
ft
Select structural
1,500.0 psi
180.0 psi
625.0 psi
1,900.0 ksi
lbs
lbs
0.000 ft
#/ft
#/ft
Maximum Shear 1 5
Allowable
Shear
Camber
3.12 k
3.12 k
Left Cantilever
Deflection
.Length/Defl
Right Cantilever
Deflection
.Length/Defl
,Lu
.Lu
.Lu
lbs lbs
lbs lbs
0.000 It 0,000 ft
97 k
23.9 k
Left 7 12 k
Right 7 12 k
Left 0.000in
Center 0.059in
Right 0.000in
Max 7 12k
Max 7 12 k
Dead Load Total Load
0.000 in 0.000 in
0.0 0.0
0.000 in
0.0
0.00 ft
0.00 ft
0.00 ft
lbs
lbs
0.000ft
Beam Design OK
0.000 in
0.0
Stress Calcs
Bending Analysis
Ck 31.307
Cf 1.000
Le
Rb
Center
Left Support
Right Support
Shear Analysis
Design Shear
Area Required
F• Allowable
Bearing Supports
Max. Left Reaction
Max. Right Reaction
Query Values
M, V D Specified Locations
Center Span Location
Right Cant. Location
Left Cant. Location
MEIER Enterprises, Inc
0.000 ft
0.000
Max Moment
27.81 k -ft
0.00 k -ft
0.00 k -ft
Left Support
9.75 k
63.722 in2
153.00 psi
7 12 k
7 12 k
0.00 ft
0.00 ft
0.00 ft
Sxx 312.000 in3
CI 7124.582
Sxx Read
261 75 in3
0.00 in3
0.00 in3
Right Support
9.75 k
63.722 in2
153.00 psi
0.00 k -ft
0.00 k -ft
0.00 k -ft
Title Port Angeles,
Dsgnr• Hsu Date:
Description Radiation Portal Monitor
869/ Gage Boulovard Kvnncwick WA 99336
phone 509 735 589 fox 509 783.50x'5 Scope Dock framing anaisyis (Rev,B)
Rev 580004
User KW- 0800591 Ver 5.8.0. 15- Jun -2007
NERCALC Engmeenng Software
General Timber Beam
(c)1083.2007 E .:Y 577r 2).6CwCcrahor
oral carts (Raw
Description 12x13 girder (existing, Case A)
truck load (traffic oriented in the N -S direction)
Bearing Length Req'd
Bearing Length Req'd
Area 156.000 in2
Allowable fb
1,275.00 psi
1,275.00 psi
1,275.00 psi
Moment Shear
0.877 in
0.877 in
7 12 k
0.00 k
0.00 k
Deflection
0.0000 in
0.0000 in
0.0000 in
Job 08 -5777
f$39i C go Bouk •lard Konrtu rick. 1h 99336
phon; 509 7 35 i h89 fax 509 783.50fb
vx'v,.nliaettoc cvnl
Rev: 580004
Use KW- 0690591. Ver 5.8.0. 15- Jun -2007
(c)1083 -2007 ENERCALC Engineering Software
Description 12x93 girder (existing, Case B)
truck load (traffic oriented in the W direction)
General Information
Section Name
Beam Width
Beam Depth
Member Type
Bm Wt. Added to Loads
Load Dur Factor
Beam End Fixity
Wood Density
Point Loads
Dead Load
Live Load
.distance
Center Span.
Deflection
.Location
.Length /Defl
Camber using 1.5
Center
Left
Right
MEIER Enterprises, Inc
lbs
11,200.0 Ibs
5.000 ft
13.000 in
12.000 in
Sawn
0.850
Pin -Pin
35.000 pcf
Full Length Uniform Loads
Center DL 587 00 /ft
Left Cantilever DL #/ft
Right Cantilever DL /ft
lbs
tbs
0.000 ft
Summary
Span= 10.00ft, Beam Width 13.000in x
Max Stress Ratio
Maximum Moment
Allowable
Max. Positive Moment
Max. Negative Moment
Max Left Support
Max Right Support
Max. M allow 33.15
fb 1,377.36 psi fv
Fb 1,275.00 psi Fv
Deflections
0.00 k -ft
0.00 k -ft
Dead Load
-0.040 in
5.000 ft
3,035.6
D.L. Deft
0.059 in
0.000 in
0.000 in
General Timber Beam
Ibs
Ibs
0.000 ft
Total Load
-0.153 in
5.000 ft
784.88
Title Port Angeles, WA
Dsgnr• Hsu /4/ Date'
Description Radiation Portal Monitor
Scope Dock framing analsyis (Rev,)
Center Span 10.00 ft
Left Cantilever ft
Right Cantilever ft
Douglas Fir Larch, Select structural
Fb Base Allow 1,500.0 psi
Fv Allow 180.0 psi
Fc Allow 625.0 psi
E 1,900.0 ksi
LL /fl
LL /ft
LL /ft
Ibs
Ibs
0.000 ft
Right Cantilever
Deflection
.Length!Defl
Camber'
.Lu
.Lu
.Lu
Depth 12.in, Ends are Pin -Pin
1.080 1
35.8 k ft Maximum Shear 1.5
33.1 k -ft Allowable
35.81 k -ft at 5.000 ft Shear
0.00 k -ft at 10 000 ft
Reactions.
77.88 psi Left DL 3.12 k Max
153.00 psi Right DL 3.12 k Max
0.00 ft
0.00 ft
0.00 ft
lbs tbs
Ibs lbs
0.000 ft 0.000 ft
12.1 k
23.9 k
Left 8.72 k
Right 8.72 k
Left 0.000in
Center 0.059in
Right 0.000in
Left Cantilever Bead Load
Deflection 0.000 in
.Length /Defl 0.0
Job 08 -5777
5777 structural calcs (Rev 2).ecwCalculation i
Code Ref: 1997/2001 NOS 2000/2003 IBC, 2003 NFPA 5000. Base aliowables are user defined t;a
Overstressed in Bending
8.72 k
8.72 k
tbs
Ibs
0.000 ft
0.000 in 0.000 in
0.0 0.0
�.i
Total Loa
0.000 in
0.0
Stress Calcs
Bending Analysis
Ck 31.307 Le
Cf 1.000 Rh
Center
Left Support
Right Support
Shear Analysis
Design Shear
Area Required
Fv Allowable
Bearing Supports
Max. Left Reaction
Max. Right Reaction
Query Values
M, V D Specified Locations
Center Span Location
Right Cant. Location
Left Cant. Location
MEIER Enterprises, Inc
869/ Gage Boulevard Kennewick. WA 99336
phone 609 736 580 fax 509 783 50(5
Description 12x13 girder (existing Case B)
truck load (traffic oriented in the E -W direction)
0.000 ft
0.000
Max Moment
35.81 k -ft
0.00 k -ft
0.00 k -ft
Left Support
12.15 k
79.408 in2
153.00 psi
8.72 k
8.72 k
0.00 ft
0.00 it
0.00 ft
Sxx 312.000 in3
CI 8724.582
$xx Req'd
337.05 in3
0.00 in3
0.00 in3
Right Support
12.15 k
79.408 in2
153.00 psi
Bearing Length Req'd
Bearing Length Req'd
Moment
0.00 k -ft
0.00 k -ft
0.00 k -ft
Title Port Angeles WA
Dsgnr• Hsu "2 (r Date:
Description adiation Portal Monitor
Scope Dock framing analsyis (Rev
1'.1•SW,Itt lCt it IC
Rev: 580004
User KW-0500591 Ver5.80.15 -Jun -2007 General Timber Beam
(c)1983 -2007 ENERCALC Engrneenng Software rT 5777 structural talcs (Rev 2).ecw:Calculatron
Area 156.000 in2
Allowable fb
1,275.00 psi
1,275.00 psi
1,275.00 psi
1.074 in
1.074 in
Shear
8.72 k
0.00 k
0.00 k
Deflection
0.0000 in
0.0000 in
0.0000 in
Job 08 -5777
lc
MEIER Enterprises, Inc.
8697 Gage Boulevard Kennewick, WA 99336
phone: 509.735.1589 fax: 509.783.5075
www.meierinc.com
Proposal No. Project No. 08 -5777 Date 12/30/2008 By Hsu Ck. By Cv
Customer PNNT. Job Description Port Angeles. WA (Rev 2)
Check girder to withstand RPM load
{-or this check Tile edge of the RPM is assumed to be offset 1 -0 from the are point load. See page
Case A. RPM and lateral load. 1 raffle in N S orientation, RPM centered with the short axis parallel to the member.
(dead load per linear foot of beam)
Casc B. Similar to Casc without the lateral load
C D.bm3 0 85
Case
w1 dl.bm3 587 083 plf
w2a dl.bm3 1602.319•plf
Ml st.bm3 otm 7 389•k ft
C D sr..bm3 .T CD(1.0 1 0 0 85 1 33) 1 131
P1 ll.bm3 8 k
CD st.bm3 1 131
(tire)
Girder.
Y.- 4
5
y
Lateral
load
Case D. Similar to Casc C no lateral
CD bm3 0.85
Load
Diagram
(tributary dead load of RPM per linear foot)
(short term moment load due to RPM, sec page 7—D
(short tern Increase for wild /seismic)
S1Ute.
'Dotal stress ratio 0.601 1
(short term increase for wind /seismic)
note :1( 2N1 Cfu C C
local stress ratio 0.689. 1
Similar to Case with the addition of one tire at the nitd -span of the girder
(concentrated load directly on the girder)
(short term increase for wind /seismic)
note CD( Cfu C �i ,c sr)
C C f
l> dl
Stringer
rota) stress ratio 0.860 'I
(short term increase for wind /seismic)
note: C])(Chl Cfu CI C51)
Dotal stress ratio 1.032 1
Case D governs. Beam is not overstressed. Stress ratio 1.032 1
New load induced by the RPM is less than the existing truck load.
Design OK
Page kt of sue'
General Information
Section Name
Beam Width
Beam Depth
Member Type
Bm Wt. Added to Loads
Load Dur Factor
Beam End Fixity
Wood Density
Full Length Uniform Loads
Center DL
Left Cantilever DL
Right Cantilever DL
Dead Load in
Live Load 88,662.301n
.distance 5.000 ft
Summary
MEIER Enterprises, Inc
8697 Gage Boulevard 1<cnne.v ck WA 99336
phone 509 735 589 fax 509 733 x075
rt u ii.III CUM
u s e r KW0000591 Vet 5 8 0 General Timber Beam
(c)1983 -2007 ENERCALC Engrneenng Software 577 7 structural caks (Rev C a
r._ c 'am e_1._. _.r r.��_., ti '"3: .tea T'. ^w: _'�.•_i_. a ?S
anon
Description 12x13 girder (new Case A)
RPM lateral Toad (traffic oriented in N -S direction)
13.000 in
12.000 in
Sawn
1 131
Pin -Pin
35.000 pct
Trapezoidal Loads
#1 DL Left 1,602.30 /ft LL Left /ft Start Loc
DL Right 1,602.30 #/ft LL Right /ft End Loc
Moment Loads
Deflections
Center Span. Dead Load
Deflection -0.112 in
.Location 5.000 ft
.Length /Defl 1,073.8
Camber using 1.5 D.L. Deft
Center 0.168 in
Left 0.000 in
Right 0.000 in
Code Ref' 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allawabies are user defined
.t,- cm.._,...__..,..:. :.':St.- w.c. t:".„ eT 7
Center Span
Left Cantilever
Right Cantilever
Douglas Fir Larch,
Fb Base Allow
Fv Allow
Fc Allow
E
10.00 ft
ft
ft
Select structural
1,500.0 psi
180.0 psi
625.0 psi
1.900.0 ksi
587 10 /ft LL #/ft
#/ft LL /ft
/ft LL #/ft
in
in
0.000 ft
Span= 10.00ft, Beam Width 13.000in x
Max Stress Ratio
Maximum Moment
Allowable
Max. Positive Moment
Max. Negative Moment
Max Left Support
Max Right Support
Max. M allow
in in
in in
0.000 ft 0.000 ft
Depth 12.in, Ends are Pin -Pin
0.601 1
26.5 k -ft
441 k -ft
26.53 k -ft at 5.000 fl
0.00 k -ft at 0.000 It
0.00 k -ft
0 00 k -ft
4411
fb 1 020.32 psi fv 69.66 psi
1 Fb 1,696.50 psi Fv 203.58 psi
Title Port Angeles A
Dsgnr Hsu Date:
Description Radiation Portal Monitor
Scope Dock framing analsyis (Rev6)
.Lu
.Lu
.Lu
in
in
0.000 ft
Maximum Shear 1 5
Allowable
Shear
Total Load Left Cantilever
-0.112 in Deflection
4 760 ft .Length/Defl
1,068.85 Right Cantilever
Deflection
.Length /Deft
Camber
Reactions.
Left DL 7 13 k
Right DL 7 13 k
10.9 k
31.8 k
Left 7.87 k
Right 7 13 k
Left 0.000 in
Center 0.168in
Right 0 000 in
Max 7.87 k
Max 6.39 k
Dead Load Total Load
0.000 in 0.000 in
0.0 0.0
0.000 in
0.0
0.00 ft
0.00 ft
0.00 ft
2.500 ft
7.500 ft
Job 08 -5777
5 1/ /7
(n in
in in
0.000 ft 0.000 ft
Beam Design OK
0.000 in
0.0
tYC, It ietiItct Coni
Rev 580004
User KW.0600591 Ver 5.8.0. 15- Jun.2007
(C)1983.2007 ENERCALC Engrneenng Software
Description 12x13 girder (new Case A)
RPM lateral Toad (traffic oriented in N -S direction)
Stress Caics
Bending Analysis
Ck 27 141 Le
Cf 1.000 Rb
Center
Left Support
Right Support
Shear Analysis
Design Shear
Area Required
Fv Allowable
Bearing Supports
Max. Left Reaction
Max. Right Reaction
Query Values
Title Port An
Dsgnr• Hsu
ME I E R Enterprises, Inc Description
869/ Cage Boul:•vard Kuncl. rick. WA 99336
phone 509.135 589 fax 509 783 0075 Scope
M, V D Specified Locations
Center Span Location
Right Cant. Location
Left Cant. Location
0.000 ft
0.000
Max Moment
26.53 k -ft
0.00 k -ft
0.00 k -ft
Left Support
10.87 k
53.380 in2
203.58 psi
7.87 k
6.39 k
0.00 ft
0.00 ft
0.00 ft
General Timber Beam
Sxx 312.000 in3
CI 7869.683
Sxx Read
187.64 in3
0.00 in3
0.00 in3
Right Support
8.65 k
42.492 in2
203.58 psi
5777 structural calcs (Rev 2):ecw:Catculatton
c7:';^'� 'cams trr w72 -:C'• '"R? a .w'•:1:::-VT: A
Bearing Length Req'd
Bearing Length Req'd
Moment
0.00 k -ft
0.00 k- ft
0.00 k -ft
geles,
a Date:
Radiation Portal Monitor
Dock framing analsyis (Rev 81
Area 156.000 in2
Allowable fb
1,696.50 psi
1,696.50 psi
1,696.50 psi
0.969 in
0.787 in
Shear Deflection
7 87 k 0.0000 in
0.00 k 0.0000 in
0.00 k 0,0000 in
Job 08 -5777
t w uleielirlc cum
Re 580004
User Kw -0800591 Vet 5.8.0.15 -Jun -2007 General Timber Beam
(c)1083 -2007 ENERCAt.0 Engineering Software ....u.
Description 12x13 girder (new Case B)
RPM lateral load (traffic oriented in N -S direction)
General Information Code Ref' 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name
Beam Width
Beam Depth
Member Type
Bm Wt. Added to Loads
Load Dur Factor
Beam End Fixity
Wood Density
Full Length Uniform Loads
Center DL
Leff Cantilever DL
Right Cantilever DL
Trapezoidal Loads
#1 DL Left
DL Right
Summary
Title Port Angeles, WA
Dsgnr• Hsu /e Date:
!v EIER Enterprises, Inc Description Radiation Portal Monitor
069/ Gaga t3otikvatd Keane, rick WA 99336
phone 509 735 1689 fax 509 783 5075 Scope Dock framing analsyis (Rev B)
Span= 10.00ft, Beam Width 13.000in x
Max Stress Ratio
Maximum Moment
Allowable
Max. Positive Moment
Max. Negative Moment
Max Left Support
Max Right Support
Max. M allow
fb 878.23 psi
Fb 1,275.00 psi Deflections
Center Span.
Deflection
.Location
.Length /Defl
Camber using 1.5
Center
Left
Right
Stress Calcs
Bending Analysis
Ck 31.307
Cf 1.000
Center
Left Support
Right Support
Shear Analysis
Design Shear
Area Required
Fv Allowable
Bearing Supports
Max. Left Reaction
Max. Right Reaction
Dead Load
-0.112 in
5.000 ft
1 073.8
O.L. Defl
0.168 in
0.000 in
0.000 in
Le
Rb
13.000 in
12.000 in
Sawn
0.850
Pin -Pin
35.000 pcf
22.83 k -ft
0.00 k -ft
0.00 k -ft
0.00 k -ft
33.15
0.000 It
0.000
Max Moment
22.83 k -ft
0.00 k -ft
0.00 k -ft
Left Support
9 76 k
63.782 in2
153.00 psi
7 13 k
7 13 k
587 10 #/fl
#/fl
/ft
Center Span
Left Cantilever
Right Cantilever
Douglas Fir Larch,
Fb Base Allow
Fv Allow
Fc Allow
10.00 ft
ft
ft
Select structural
1,500.0 psi
180.0 psi
625.0 psi
1,900.0 ksi
LL #/ft
LL /ft
LL /lift
.Lu 0.00 ft
.Lu 0.00 ft
.Lu 0.00 ft
1 602.30 #/ft LL Left /ft Start Loc 2.500 ft
1 602.30 #/ft LL Right /fl End Loc 7.500 ft
Depth 12.in, Ends are Pin -Pin
0.689 1
22.8 k -ft
33.1 k -ft
at 5.000 ft
at 0.000 ft
Reactions.
fv 62.56 psi Left DL 7 13 k Max
Fv 153.00 psi Right DL 7 13 k Max
Sxx 312.000 in3
CI 7130.831
Sxx Req'd
214.91 in3
0.00 in3
0:00 in3
Right Support
9.76 k
63.782 in2
153.00 psi
Bearing Length Req'd
Bearing Length Req'd
5 9.8 k
23.9 k
Left 7 13 k
Right 7 13 k
Camber Left 0.000 in
Center 0.168in
Right 0.000in
Maximum Shear 1
Allowable
Shear
Total Load Left Cantilever Dead Load
-0.112 in Deflection 0.000 in
5.000 ft .Length /Deft 0.0
1,073.80 Right Cantilever
Deflection 0.000 in
.Length /Deft 0.0
Area 156.000 in2
Allowable fb
1,275.00 psi
1,275.00 psi
1,275.00 psi
0.878 in
0.878 in
Job 08 -5777
5777 structural talcs (Rev 2).ecw Calculation
Beam Design OK
7 13k
7 13 k
Total Load
0.000 in
0.0
0.000 in
0.0
MEIER Enterprises, Inc
Title Port Angeles WA
Dsgnr Hsu Date:
Description Radiation Portal Monitor
phono 509 35 589 fax 509 783 5075 Scope Dock framing analsyis (Rev.-8)
8697 Gage Boulevard Kennewick WA 99336
RV.r110iuir iG.vVt11
Rev 5800 General Timber Beam
User KW 0800591 Ver 5.8.0. 15Jun -2007
(0 1983 -2007 ENERCAI.0 (Engineering Software_
Description 12x13 girder (new Case B)
RPM lateral Toad (traffic oriented in N -S direction)
Query Values
M, V D Specified Locations Moment Shear Deflection
Center Span Location 0.00 ft 0.00 k -ft 7 13 k 0.0000 in
Right Cant. Location 0.00 ft O.00k -ft 0.00 k 0.0000 in
Left Cant. Location 0.00 ft 0.00 k -ft 0.00 k 0.0000 in
Job 0 8-5777
5777 structural talcs (Rev 2).ecn:Calculatton
W■ .fl lOiLGfC COtn
Rev 580004
User KW- 0600591. Vet 5.80.15- Jun•2007 General Timber Beam
M1983.2007 ENERCALC Engineering Software .R -w ^ter:..:........
Description 12x13 girder (new Case C)
RPM, truck, lateral Toad (traffic oriented in N -S direction)
General Information
Full Length Uniform Loads
Center DL
Left Cantilever DL
Right Cantilever DL
Trapezoidal Loads
#1 DL Left
DL Right
Point Loads
Dead Load
Live Load
.distance
Section Name
Beam Width
Beam Depth
Member Type
Bm Wt. Added to Loads
Load Dur Factor
Beam End Fixity
Wood Density
Summary
L
Deflections
Center Span.
Deflection
.Location
MEIER Enterprises, Inc
869/ (cage Boulevard Konnvwick. WA 99336
phone 509 35 b49 x 5O'. ?33.50/5
Ibs
8,000.0 lbs
5.000 ft
Moment Loads
Dead Load in
Live Load 88,662.30 in
.distance 8.000 ft
i
13.000 in
12.000 in
Sawn
1 131
Pin -Pin
35.000 pcf
1,602.30 #Ift
1,602.30 /ft
Span= 10.00ft, Beam Width 13.000in x
Max Stress Ratio
Maximum Moment
Allowable
Max. Positive Moment
Max. Negative Moment
Max Left Support
Max Right Support
Max. M allow
fb 1 458.27 psi fv
Fb 1,696.50 psi Fv
37.91 k -ft
0.00 k -ft
0.00 k -ft
0.00 k -ft
44 11
Dead Load
-0.075 in
5.240 Ft
.Length/Defl 1 610.2
Camber using 1.5 D.L. Defl
Center 0.112 in
Left 0.000 in
Right 0.000 in
Title Port Angeles WA
Dsgnr Hsu �I
Description a
Date:
iation Portal Monitor
Scope Dock framing analsyis (Rev B)
Job 08 -5777
5777 structural talcs (Rev 2).ecw:Calculat _[3
Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowabies are user defined li
�y-.-..- eY• t... r•-.. �kl" l?,\-... rr. �S• ..•�,m:. t mac... .t .1
Center Span 10.00 ft .Lu 0.00 ft
Left Cantilever ft .Lu 0.00 ft
Right Cantilever It .Lu 0.00 ft
Douglas Fir Larch, Select structural
Fb Base Allow 1 500.0 psi
Fv Allow 180.0 psi
Fc Allow 625.0 psi
E 1,900.0 ksi
587.00 /ft LL /ft
/ft LL /ft
#Ift LL #/ft
LL Left /ft Start Loc
LL Right #/ft End Loc
lbs ibs 1bs
Ibs lbs Ibs
0.000 ft 0.000 it 0.000 ft
Ibs
Ibs
0.000 ft
in in in in
in in in in
0.000 ft 0.000 ft 0.000 ft 0.000 fl
Depth 12.in, Ends are Pin -Pin
0.860 1
37.9 k -ft
441 K -ft
at 5.000 ft
at 10.000 ft
89.29 psi
203.58 psi
Reactions.
Left DL 4 41 k
Right DL 8.25 k
Total Load Left Cantilever
-0.174 in Deflection
5.120 ft .Length /Defl
688.81 Right Cantilever
Deflection
.Length /Deft
6.000 It
10.000 ft
Ibs Ibs
Ibs Ibs
0.000 ft 0.000 ft
in
in
0.000 ft
Beam Design OK
13.9 k
31.8 k
Left 9.15 k
Right 11.51 k
Camber Left 0.000in
Center 0.112 in
Right 0.000in
Maximum Shear 1 5
Allowable
Shear.
Max 9.15k
Max 11.51 k
Dead Load
0.000 in
0.0
0.000 in
0.0
Total Load
0.000 in
0.0
0.000 in
0.0
In-#
in
0.000 ft
Stress Calcs
Bending Analysis
Ck 27 141
Cf 1.000
Center
Left Support
Right Support
Shear Analysis
Design Shear
Area Required
Fv Allowable
Bearing Supports
Max. Left Reaction
Max. Right Reaction
Query Values
MEIER Enterprises, Inc
Le
Rb
M, V D Specified Locations
Center Span Location
Right Cant. Location
Left Cant. Location
0.000 ft
0.000
Max Moment
37.91 k -ft
0.00 k -ft
0.00 k -ft
Left Support
12.78 k
62.779 in2
203.58 psi
9.15 k
11.51 k
0.00 ft
0.00 ft
0.00 ft
Sxx 312.000 in3
CI 9145.274
Sxx Req'd
268.19 in3
0.00 in3
0.00 in3
Right Support
13.93 k
68.419 in2
203.58 psi
Bearing Length Req'd
Bearing Length Req'd
Moment
0.00 k -ft
0.00 k -ft
0.00 k- ft
Title Port Anggles
Dsgnr Hsu c` Date:
Description Radiation Portal Monitor
669i Gage Boulevard Kennewick. WA 99 336 4-
phone 509 /35 1589 fax 509 183 a0i 5 Scope Dock framing analsyis (Rev-f3)
Area 156.000 in2
Allowable fb
1,696.50 psi
1,696.50 psi
1,696.50 psi
1126 in
1 417 in
Shear
9.15 k
0.00 k
0.00 k
Deflection
0.0000 in
0.0000 in
0.0000 in
Job 08 -5777
t h7
.V,er.maiFfinc cum
Rev 58000a
User.KW0600591 Ver 5.6.0. 15-Jun-2007 General Timber Beam
(01983.2007 ENERCALC Engmeenng Software
...;z;<•.r•<x••x-*s- —ia;, _�.ss yw.s_. z z -:tea
5777 structural oafcs (Raw ).ecvr a cuielwn
Description 12x13 girder (new Case C)
RPM truck, lateral load (traffic oriented in N -S direction)
Title Port Angeles WA, Job 08 -5777
Dsgnr• Hsu (e;? Date:
Description Radiation Portal Monitor
5697 Gage Boulevard Kennewick WA 99336 z"
phone 509 35 1589 fax 509 783 5075 Scope Dock framing analsyis (Rev-8)
MEIER Enterprises, Inc
\WA% HI(IL.fir L: Lute
&Ire= 5777 srrucl ecv. on Hera �m e e I cUt a ion
structural Re Carwta
Description 12x13 girder (new Case 0)
RPM, truck, no lateral load (traffic oriented in N -S direction)
General Information
Section Name
Beam Width
Beam Depth
Member Type
Bm Wt. Added to Loads
Load Dur Factor
Beam End Fixity
Wood Density
13.000 in
12.000 in
Sawn
0.850
Pin -Pin
35.000 pcf
Full Length Uniform Loads
Center DL 587.00 #/ft
Left Cantilever DL /ft
Right Cantilever DL /ft
Trapezoidal Loads
#1 DL Left
DL Right
Point Loads
Dead Load
Live Load
.distance
Deflections
Center Span.
Deflection
.Location
.Length /Defl
Camber using 1.5
Center
Left
Right
lbs
8,000.0 lbs
5.000 ft
Max Left Support
Max Right Support
Max. M allow
fb 1,316.18 psi
Fb 1,275.00 psi
-0.075 in
5.240 ft
1,610.2
D.L. Defl
0.112 in
0.000 in
0.000 in
Code Ref• 1997/2001 NDS, 2000/2003 IBC 2003 NFPA 5000. Base allowables are user defined °i
,.,+c^ new. er'. w•.YK`S' '..v.C•.,....".T <.A�t .y:: \.r.,. f .A \t. s._.
Ibs
lbs
0.000 ft
0.00 k -ft
0.00 k -ft
33.15
fv 96.39 psi
Fv 153.00 psi
Center Span
Left Cantilever
Right Cantilever
Douglas Fir Larch,
Fb Base Allow
Fv Allow
Fc Allow
E
LL
LL
LL
1 602.30 #/ft LL Left /ft Start Loc 6.000 ft
1,602.30 /ft LL Right #lft End Loc 10.000 ft
Summary
Span= 10.00ft, Beam Width 13.000in x Depth 12.in, Ends are Pin -Pin
Max Stress Ratio 1.032 1
Maximum Moment 34.2 k ft
Allowable 33.1 k -ft
Max. Positive Moment 34.22 k -ft at 5.000 ft
Max. Negative Moment 0.00 k -ft at 10.000 ft
lbs Ibs: lbs... lbs
lbs lbs lbs lbs
0.000 ft 0.000 ft 0.000 ft 0.000 ft
Reactions.
Left DL
Right DL
10.00 ft
ft
ft
Select structural
1,500.0 psi
180.0 psi
625.0 psi
1,900.0 ksi
-0.155 in Deflection
5.120 ft .Length /Defl
772.38
#/ft
/ft
/ft
.Lu
.Lu
.Lu
Maximum Shear 1 5
Allowable
Shear' Left
Right
Camber Left
Center
Right
441 k
8.25 k
Dead Load Total Load Left Cantilever Dead Load
0.000 in
0.0
Right Cantilever
Deflection
.Length /Defl
0.00 ft
0.00 ft
0.00 ft
lbs
lbs
0.000 ft
Overstressed in Bending
Max
Max
15.0 k
23.9 k
8.41 k
12.25 k
0.000 in
0.112 in
0.000 in
8.41 k
0.000 in 0.000 in
0.0 0.0
0.0
12.25 k
Total Load
0.000 in
Stress Calcs
Bending Analysis
Ck 31 307
Cf 1000
MEIER Enterprises, Inc
3697 Gage Boulevard Kennowic:k. WA 99336
Le
Rb
Center
Left Support
Right Support
Shear Analysis
Design Shear
Area Required
Fv Allowable
Bearing Supports
Max. Left Reaction
Max. Right Reaction
Query Values
M, V D Specified Locations
Center Span Location
Right Cant. Location
Left Cant. Location
8.41 k
12.25 k
0.00 ft
0.00 ft
0.00 ft
Bearing Length Req'd
Bearing Length Req'd
Moment
0.00 k -ft
0.00 k -ft
0.00 k -ft
Title Port Angeles �M1fA
Dsgnr• Hsu J i Date:
Description Radiation Portal Monitor
G
phone 500 735 589 fax 609 783.5015 Scope Dock framing analsyis (Rev-$)
rni teiif C Vrin
Rev' 500004
User KW- 0600591. Ver5.0.0.15- Jun -2007 General Timber Beam
(01903 -2007 C•NEIRCALC Engineering Software
Description 12x13 girder (new Case D)
RPM truck, no lateral Toad (traffic oriented in N -S direction)
0.000 ft Sxx 312.000 in3 Area 156.000 in2
0.000 CI 8406.422
Max Moment Sxx Req'd Allowable fb
34.22 k -ft 322.08 in3 1,275.00 psi
0.00 k -ft 0.00 in3 1,275.00 psi
0.00 k -ft 0.00 in3 1,275.00 psi
Left Support Right Support
11.67 k 15.04 k
76.289 in2 98.282 in2
153.00 psi 153.00 psi
1.035 in
1.508 in
Shear
8.41 k
0.00 k
0.00 k
Job 08 -5777
5777 structural calcs (Rey 2).ecw:Calculation
Iil
Deflection
0.0000 in
0.0000 in
0.0000 in
MEIER Enterprises, Inc.
8697 Gage Boulevard Kennewick, WA 99336
phone: 509.735.1589 fax: 509 783.5075
www.meierinc.com
Proposal No. Project: No. 08 -5777 Date 12/30/2008 By Hsu Ck. By
Customer PNNI., Job Description Port Angeles, \VA (Rev 2)
Check Piles to withstand truck load
Case -1 (1) 16k axel, place one are directly on pile
tr (I Oft:)" 100 ft
P dl.pi1e (ri
fl(2 1' 1 11.1�i1c (2 Pure) P 6.667 ton
Case 13. (1) 16k axle, center tires over pile
P l'
r7
P2 1211 T (2 P..._...) 5.6•ton G irdcr
10'
C; tsc. C 3S2 l ruck
P3s2 15 5k (total axle load for 3S2 truck)
1 (l'252) (2) T
10) 1 3 11. �ilc
8 X 4)
I :'xisting load with 3S2 truck is.
1'311.pilc P dl.pilc 10.981 ton
8.68 ton
tributary
area
10'
1: xisang Load is P dl.pilc: .i P111.pi1c 8.968 ton
P 1'
(dh t dbmt'�wd) d trio (2)(I1, 3) 2.301 ton
btn2
Girder, typ
i.Txisling Load is Pdl.pile P 7 901 ton
1
Girder
1 0'
Page
6'
0
r-.
pile, typ
1
of dam.'
tires, typ
MEIER Enterprises, Inc.
8697 Gage Boulevard Kennewick, WA 99336
phone: 509.735.1589 fax: 509.783.5075
www.meierinc.com
Proposal No. Project No. 08 -5777 Date 12/30/2008 13 Hsu Ck. 13y
Customer PNNL Job Description Port Angeles. \V1\ (Rev 2)
Check Piles to withstand RPM load
Similar to existing load check, keep total load under 10 -ton (per client)
Case Add RPM to L xtstmg case A
Only one RPM aced be added because the stand /stand dim exceeds the c/c spacing of piles.
tributary
area
Pdlrpm.pile
tributary
area
1'
Girder, typ
10 -ft
P
Girder
10'
1
\\'p cic c base \V ballast.cgo) 1 972 ton
pile, typ
tiro
Design OK
fhe total new load exceeds the preferred 10 -ton allowable, 1)d1.pilc N1 1lile 1'dlrpm.pilc 10 94. ton) but is
within the absolute maximum load of 15-tons.
MEIER Enterprises, Inc.
8697 Gage Boulevard Kennewick, WA 99336
phone: 509.735.1589 fax: 509.783.5075
www.meierinc.com s
Proposal No Project No. 08 -5777 Date 12/30/2008 By Hsu Ck. By
Customer PNNJ.. .Job Description Port Angeles, WA (Rev 2)
Case B Add to 1= xtst.tug Case CT with ehc 3S2'1'ruck
tributary
area
10'
G1rdCr, typ
h dl.pilc 2.301 ton
1'dl.rpm.pile 1 972 ton
P 8.68 ton
6'
T
1
1
tires, typ
c
pile, typ
Page of fr
Design OK
The total new load exceeds the preferred 10 -ton allowable J 'dl.pilc 1'311.pile -t� 1 'dl.rpm.pile 12.953-ton) but is
,vtthin the absolute maximum load of 15 tons.
1 I 1 1 1 1 1 5 I 1
N
wNB
1 j
D 10
THIS DRAWING SET CONTAINS MATERIAL THAT IS FOR OFFICIAL USE ONLY.
tOCA
DRAWING CONTENTS
COVER SNE
NE PUN
NLARG PUN
PLAN
ANo
8001
GOND SITE PUN
NURG PUN
ULE
EP01
DlACaaP
BLE /C
EOUI
(A80 E)
(A E)
LEGEND
(000 E) FD USE
(B
(8 R) GWE
e T(5) O000 U ERNAi ONAL
gNA
O N E ONA LEVA
C
0 ERs
LLAR
LuR UN 0%. NO
ND STYE
w •DO L D AND fOCT
MAX
PORT ANGELES, WA
UNITED STATES PORT OF ENTRY
RADIATION PORTAL MONITOR PROJECT
SAIC PVT
INITIAL INSTALLATION
POV AND CARGO RPM
100% DESIGN
mAko
IIIP
O oovic P 0N
LAS 0) C ONAI BIGI CO
LE
EA NAi ONAI R ■AAN Ua
J
w10 OT N 0 TON SOCLA
OICAL
OcAL EC ENTER
SNA UPA IONAL SAFETY N ADP
PER
N000 OEi
0000 uFABR
OOR
PLACES
RE R0 P08 LER
5 UWELUNC UP NN PANG P Owl LABOR T'
BOR O
ASC SOCIETY P0J
ASO LE ST E55 PASS
5 SOCIETY WT U OUAR FO0T
C RE OWR C
P RICAN [Tv
BEACO v LW. OR
BAT LYNN LIEN
C/C ELA
e 0
RP 0 T P
LEO
ry
RADA
CAP B RAOP
5
SAE tt
CAP ANAL s PILAR
c. 1 N E HEAL
C LEAK OF
RRUWT 1 CE
CO ACT RNA) SPC EWISORI
CAR EE E S
DR RP SO
DOT (s) x45) 16 Sttl
OS
PUS NEAT
0011 VO PLAST D
PR RICAL LIGN
ET LC TRAF
TOG OP
rAP
NAT AUB RPOR
E
L1S6 C LOGIC UWEV
AC
AC 0C R r C
NDC L1 1 C C RCN
L I 1
o
00
DC RU
(0 OD RPA10N
APERR:A
RRONE CONSIRUC
UNCLA IFIED
PORT ANGELES, WA
POV AND CARGO RPM
COVER SHEET
1 1 c 8/27/0 I� 3007 °F NONE
r WS7668 111611
STEEL
ALL 5TEEL STALL BE 1 A.36 6
Al WELDS SHALL RE I/O
10
GENERAL NOTES
(UNLESS 01NERw15E SPECIFIED)
GENERAL
I t ALL CONSTRUCT N 5HA1 EE E EED C 00 RNATONAL O101N
CODE (1 C -IBC). NATIONAL DEC CAL C00E (NEP0 0), AND LOCAL
OEOU0 *EATS.
OESKN DRAWINGS AND TAIEU Of w R (SO'M) AND /0 C.C.
SPELT-CATION ARO DAMON LOCATION Nur ExCEE BEDUIN
0 SHALL 11PRECEDENCE
010 (0 ALL Ex NL 05 PIONS ONS ABOVE AND BELOW GRADE AND O ENSIGNS
RKR TO a WANING WORK E CEP OK PORT NGwEER MALL BE NOTOEO Of
ANY O5CREPMIG (DO 0 SOLE DRAWINGS)
W ERULS SHALL BE A5 PEE D OR (01u1 OuAL1UF 5 OVEO Br
RA
INSTALL ALL T WLS Si ACCORDANCE ACT rmo
N .4. IONS
A SURFACES SURFACES DAMAGED DAR NC 0858 COON SHALL BE R *RED
EKSMG COND.. ARO ADAGE Su PACE F 5 (COLOR. SLOPE AND
10 VMS SHALL COUP TAI ATE DOT STANDARDS W
0 VANL
K CONTROL DEVICES (u CD) STANDARDS.
0 TRACTOR SHALL P0OU0E A SET RE DRAWINGS SHDwIN ALL
CHANGES MADE DURING CONSTRUCT
CO TRACTOR SHALL OB ARO P ALL ERMI1 AND ALL
AS ESCRIBEO VI DAPS N
CO TRACT SHALL CONTACT AND COWDIHAT VATH PROVE MANAGE
BEFORE TART OF CDYSTRUCTO
0ROJEC E (ER 0 MANAGER HALL BE NOME ANIF PANG
THE °RATAN POR C P AND AL SHALL BEM RE5P0551 LITV F
EXPENSES BRED AS 5 L OFF LURE 0 P ART OF E TOR
10 VERIFY ME SO 5 AN0 /0 VENfu4I.E 5 CORD 5 PRIOR 0 8 G
WORK PION SHALL BEAR NO BOO SIBIUry R FA LU N THE PAR
CONTRACTOR TO COORDINATE CTmTE TRACTOR'S MPLOYEE OR
SUBCO TRACTORS
ALL SALVAGEABLE EM EMOVE0 AND NO USE EWAN OPERTY THE
OWNER AND SHALL BE TONED BV CONTRACTOR, U LESS 0 ED OTHERWISE
CONTRACTOR SH(1 CO TACT SUB DC CARE OWNERS VERIFY LOCATIONS OF
CNRES (1 DA05) PRIOR LNG.
0(08 5 008 AN
HERE 50055Y SUBSTRUCTU ES 5 WITH NEW SUBSURFACE R NTS,
CONTRACTOR SHALL TRENG CAREFULLY TO LOCATE ALL ACTNE APO 10 E
UTURES AT THESE CROSSINGS t SHALL BE THE REASON Lay
CONTRACTOR TO LOCATE A EXISTING UOLIBES WHETHE SHOWN E
AND PRO EC THEM DAAAGE CONTRACTOR SHALL BEAM ALL ERSE
REP OR REPLACEUEN IN CONJUNCTION WIT THEE ECUIION OFT WORK.
ALL 0 ERIS AND TRASH SHALL BE 1JOVED SITE BY TRACT
BY THEE 0 OF EACH Bug (55 DAY
CO STRUCTON SHALL OT (STRICT A MAE -FOOT CLEAR ARD U
ACC 5 TO •NV ER POWER OSTROU ION 1ACIL n 5 (POWER OLES
PULL BO TRANSFORMERS, vA4LT5. MAPS. WAVES E ER5 APPURTENANCE
N
ETC) OR THE LOCATIO 0 NE HOOK- THE CO5570.605 00 A
SNL NOT BE
wiTHIN TEN FEET OU ANY POWER U 5 ENE OR N)41 OT THE ES ARE
LOCATED ON i PRO coy.
ALL COUP E ND wTERULS ROAD 0 EN CONTRACTORS E
IN CONFUC ENE SPECMUnONS AND DRAWING DRAW SKULL TARE
PRECEDENCE
0005 OF TOR
0 TRACTOR SHALL um,' AND PRO.apE NTERRUP POR
FACIE TES 1 ALL TWES
ON1RACTOR SHALL WIDE A TRAFFIC OR ULATKN PUN RIR APPROVAL Br POR
EACH WORK AREA FOR EACH PHASE OK CONSTRUCTIO APPROVAL SHALL BE
001604E DAYS RIOR TO ENCE* Of MOT CONTROL PROCEDUR
WELD ALL 1800(5 SHALL
ELMO ODAL1FCAn0N5 AND FABRICATION FOR CARBON SITE SHALL
2002 PERPORY 1005 NSUAL E%AA4NAn0N OF ALL FINAL WELDS
0 2002 BON WAN ACCEPT CE CRIER* ER DON PART
ALL STEEL N& SHALL BE 5 53. GRADE E
ALL STANL STEE 1 BOLTS AND WASHERS SKULL BE SE E5
ALL NON E5S 5 EEL U15. BOLTS AN0 ASTERS SHALL GALVANI
ABRKAIE ALL STRUCTURAL STEE FOR CLO FIT wint (RECUT HOL
0CCURAIEL AUG ED AND W11N TOLERANC GIVEN A5C 4ARUAL
0 STRUCION
E FORCING 5 EE SHALL BE DEFORM LLET STEEL BAR CO u1NG
GRADE 6 0 BARS
60 P08 BAR5SPEC FID A5 OOASTµ AS
0 LA R GE µBARS MALL BE
C 15UDU5 AROUND CORNERS AN0 LAPP( E 57ERN TONAL 8 00E.
AWS
ALAS
ALL uRFACE SHALL BE LANE AND PREPARE CT ACC RDANCE H
ME A no AND DECORATING CONTRACTOR OP (PDU) ARCNIT URA
TIRO AND WALL COVERING 4uGAL
E000 WE1AL
PONE COAT 163 ALKYD 0L ME (5 EEL URPA ONLY)
F1 5 URETHANE AVM) GLOSS ENAUEL
0108: 5AT(Y YELLOW
OUCH u D ANA ACES 004PLET0 DE 1 SIOU10N
TRAM TRA *ARK SHALL CO PL WITH STATE 001
ALL TRAFFIC *ARKIN S SHALL BE REF TORIZE ME 100PLAS0 RAT REAL
APPROVED BY STATE 001
XUVATTO BACKEILL
NE E ARD DIME 0UV•T0N5 EFT OPEN o4ERN051 STALL BE PLATED 0110
STEE PLATES OF E A 0 HK 55 CAPABLE OF CARRYING TRAFFIC LOADS
ANT1CPATED FOR OVEN LOCADO
CONTRACTOR S RESPONSIBLE FO ALL TRAFFIC CONTROL AND SHALL 004011 001
NE REWNE4 NT5 Of ME WORK AREA MATTE 00510OL HANDBOOK. THESE ARE
NI*UM REOUIREuENTS AND 1Ur BE •AGUE BY HE PORT AT T 501E
ExP(N5E OF THE CONTRACTOR.
CO TRACTO 5 RESPONSIBLE FOR COOR0NAT ALL RE40AAL w 5590
TO 0451RDO1 53(000(4EN15 AND WITHIN 1HE A00R0PRIAIE 5E0 DACE 80
SO 5 0 4AH A TRAFFIC AND 00100T SAFETY.
TRENCH G 5 0 CONDUIT 1N5TALLA1ON, ARD BACK LNG SMALL
ACCORDANCE WO TANOWD SPEC FICAT0N5 50 PUBLIC WORKS CO 00NN,
LATEST ERROR. 100 306
OPEN (NCR S 00 SHALL E DONE IN ACCORDANCE 0110 ME EOV1A1
OF OCCU TONAL SAFETY AND TEAL1 ADM S1RA1ION (OSHA) AND LOCAL
JURISDICTIONS. PR R 0 COUPE LING THE (000000100 0 TRENC*E5 FEE
DEPTH OR CREATE WHICH PERSON 'MU BE REDO RED E5CEND
CONTRACTOR 5KRL A /1
AND AY OR ANY EXCAVAIONRER PERMITS.
EMT ELL MATERIAL FOR USE UNDER SLABS SHALL E CLEAN. AN5NE,
R
AND EE OF G.ARK WAITER OR OTHER OELETERIO 5 UBSTUN0E5 0TERLA
SHALL 0 0 0 0*INAR1 OF ONE 51 E NO SHALL 004E SAND EOINALE
ALOE OF 01 1 NAN NOR GREAT THAN 60 0 AST 02 95 10
SHALL P 748 I/2 51EVE.
BACKFILL (C001 0)
OF
O ASPHALT NCHES N 5 AXONS TALL R 0 ROUGH N
NERCO 5 HALL LIED WITH BE SAw 5505 5HR qR 0 E TIM.
ALL THE BAC FILL 0VED AREAS SHALL APOUN
510N LARGE THAN 6' ALLOWED IRE BACK IL ERAL.
PACT BACKFRL UAL. Uf15 1 5 DENOTY.
T0(0 ME (10(50.) 5EPARA OUR NG x000 AND PLACE
LA (XIS N OR (PLACE LAN SUPT. Tu 0 *A
E PRO E PUCE EPA TO AT E TING RIGAIION
AND OTENARC
ALL BAC 0 ETE 5 HALT ALL
IC AROU 0 ONWI APAC1 0 BAC 110. HALL
THE (WA 5 C 0 E E ASPNHULR A BACKTILL 0 BAS
RAM SHALL VERIFY THAT THE W*E LL E001NE PACT ANAGE
0 NEW WORK
5 5005ED OP (TER BE u1HA1 TRACT SHALL
0.0 LOCAL OU T5
PA
EUT0
SLAB BE
OP
SHALL E C
CO PACT Mx
4 ruing
AREAS. (04700
P0500 B G NUTT Fool'
0 MAXI. DRY D 5111
PACipN. THE 100151008 COMER OF ME
THE 50ECF 0 4PAC110N MAr B 001
B 5 0[0
PACT SHALL DRY
TERMINAL)
AND
WIT R TH
5111
URIC
CTRKAL TALUD0N SH0L BE ACCORDANCE ATONAL ELECTRICAL
E AND PPLE.ENTE0 BY NE L AUTHORITY HANG RISOICT10N
TALLATION SHALL BE C EC ODE LUNGE AND REPO EOUIR
SHALL CONTRACT SE
ALL C M'D PULL STALL NUR K A 0 LAB MA HAS
ERMAN BLACK LETTER 1 BAC NO CABLE 6 N (1(01 E
5.u. 5HA BE CONSIS NT MN NDUIT SCH AND R. E ELECTRICAL
EuATK MARK CS
R *15 0 AND TALL TYPEWRIT PANE 010E0 NEW
P EN S D AND /0 AN C
ROM AND TALL AN TRONIULL ERA0 OR GRAVED ADT SIVE
LAB OEN IfIUigN NEW PANE UB -PANE AND /0
AS E 0
PRO,. PARATE 40450 50 STAL DUCT FOR (AC C RP
ALL RACAL GROUNDING L (AND LOCAL GROV
EOUIR MEATS) HATE UB LOCATED SE *RATE
E UTRAL SHALL 0 BE BOND 1 E NOUN BUS.
N L BREAKERS. FUSES AND E ECTRIC L 00 NT STALL AN
lER RAIN NO L THAN ME TAW RC
W C HEY BE UW BE
E
ALL RUES AND 0 ALL NEW AND ALL AR
ERWRITERS UBE (UL) AND SHALL BE LLEO BANN FOR
DESIGNED D APPROVED
ALL NDUIT5 AND W WIN MUU BER OF B N05 A
SU MAN N N
AS TO CONE 0 1 S RUCR 051 BS 4.
NA O 0
ALL FINAL TE 91.0. MIp. SHALL MADE E0 TIE C NTRA:T
CO NE SHALL 8 MADE 80 PACT L/C DAS
VENDOR Su ERV5100.
T CONTRACT R SHALL SEAL i10AL 0 RN TEM ERATURE CHANGE BY SEALIN E REVEAL A F AREAS
CO AUTDN
THE ENT SYST SHALL TES ED FOR C GROU D
INSULATION RE R N E AN
nvEEN CO 0UC10R5 D 0 00005
FURNISH ANO TALL ALL CON GAITS, IRE B SPIT HE
(WIT LAUDS). TALL SUNK DEVICES. ARO PANE BOARDS 60
0 PETE AND 0 (RAT 5,510.1 RATERS. LASED ALL CONN CTS, BREAKERS, E5, CONTACTORS. SW ES -BORES ONDUI
C 0 0 TA RE THAT ARE 01 UPPUEO EDUWIE
REWIRED PARE BY ME CONTRACT R
01 EFIw15 ED
ALL SW AND CU RUK CD `ORS OR OLLIN
ELECTRICAL CHAR° UGH¶ 0 M0 0 ORS iU
((N OVER 0 R) OR E OF LOCKED OPEN POSITION.
E LE` CAL D IN GRAM* AND DO 5M0 ALL OFFSETS.
E 5 CT 0 X• 0 SION 111 ,40 EOU
0 UT EL 0 BONS E C C SHALL DE ANE ACTUAL MATER
AND AR WARE REQUIRE AND VERIFY ALL MENSRIN BY (10 INSPECT
OFD RIAL AND CONCR NUS CONDUIT SHALL
(0 LOCAL CO (ROM 5H S 0 CE UNLESS 0 ERWSE
LECDRKAL 801111.5 0 A 0 D DEVICES INST LLED OUTDOORS SKULL BE E
wEANE PROOF CO 510 E STATT NLE55 Siff NE E
0 TRACT R SHALL RO10 AND INSTALL PULL WEAL PPOO
OSU UNC BOXES AND UL0S, A5 SSW, FACT
INST LUTON MD CODE (EVEN NOT SHOW 5)
POPE w
FOR ALL AND DAMP LOCATIONS USE `MT THAN
INSUUT
OR ALL WET LOCATION USE TIRE w1N HWN INSOLAT
NAL
CABLING 0 BOX AND ORS (INDOOR OUTDOOR)
O CGN1 BOX AND RSP SHALL CONDUCT (A 1405 SHIELD 0
OUTDOOR ATE() COMUUN1001 CAB WIN SHE VTR DI BURL. JACK
RE ER MB ...TON P DAL TOR UST DALU1 11A14µ
(MOON WPC5 1) ELOPED Z OTE THAT
CONTRACT SHALL WIT E5 RC WANU..
UR. R
230' USE Aw0
it 0 580 USE AWG
TRACT VERIFY AL LENGTHS E EED.
FED NG MSDALLE REOU 1NSTALLAT AND TES
CO G RD CABLE. 2 STRUN0 R R T BU SARA
ALL FINAL AN NS ALL MADE E NTRACi
CABLE (CATE0000 6)
CONTRAGTOR vERiu FNAL R GM5 r LI
0ERMRUi
ALL 6 CABLE WIT CONK OR, NO (LOOIN
AM OWED
E CO TRAM SHALL PROP TERN ALL E CABLES WITH 17105
CONN 005 ARO 5 ES E CABLES woo OMNISCANNER 2 CABLE
TESTS (OR APMGVED UN NO. Ru E OJNSCANN EGO 0
TRADEMARK OF ETWOR 5 D MUG
(FIBER OP1C CABLE)
CABLE SHALL 8E OWDOOR RATED 400E C
AND AFTER 0051ALLA000 OF 0BEO OPT C C LE. BEND AY
RA/6U RE5 L 55 1 N AV
E 0 510E ABLE OMUETER
E Br CARL WAN FACTO E
110N Wu. Rw
5 T0P UNLESS NOTED E15
U ERWINATEO BE ROC TURPS WILL B 0 ED 100E CO
ON 5P00L5 OR LOOPED WITH EN NU5 1 THAN
1 U15 CABLE 04IC1ER
ON wILL PROn0E PNNL TAT TA DOCK. LT5
000U TON F0 EACH FIBER RUN BCE. AND 5 R N
ALL C FIBER 0 USED SCULL 10 T AND 100E AND
CONN TORE SHALL E ADDRESSED
RAC10R SHALL 4100,1E A5 EN05 M5 OPn CARL
IR INCL E PARE EACH P PANE`)
E AND HAIL BY AN AO, LOGIE
TESTER 400E AND uo0E 5050 u5 (OR AP0R00(0 Ou L T)
NEC NE S SHALL EXHIBI 5BB LOSS PER CO TON DOT
300001 AND 550¶01, AS 4EA5U PER 1
TALL C
EACH C E TYPE NOUIi UL 0)
(P NI
CONDUIT AS SROWV E ORA,A,IN UnONS) SHALL RUN
U COTO 1 ARE 5H000 DRAWN 0 MRAL SHALL
CONDUIT 26 *PLUNC TO BASE CTUAL VAR 5
C 0 50LVEN 004.0 SCHEDU1 PVC FOR ALL
U ER080,40 CO D0T5.
USE M FOR ALL WET 8TER 0014E GRADE RACEWAYS
USE POLY E 001E0 0 ALL TRAR5 no. FRO H TALL MICA
USE POL04E COAT GALVANZ HOW ALL 01ERI ABOVE GRACE
RACEWAYS R NOPE AND ER
12. USE E 1 0 ALL N1ER0R RACEWAYS.
2 CO SION TYR FIRING SHALL BE USE WITH W5E x005(
PEAT (OUTDOORS).
(R0144DE PULL STR 05 LAZE N ALL E PTY CONDUITS, CA AND TAME
ER1IOM1 ALL PTY NWIT5 ALL E10T0 CONDUIT STUB UPS 50011. E%1EN
ABOVE FIN 5H
WIT LOCATED 0 ANY REA VEH ULAN TRAP MUST
PLACE OF (00 LOCAL C00E) BEL THE FACE ALL
ERG4O* NOW *050 BE PLACE LOW
CONDO TALL ROUTED AROV5 AND BENEATH ANON REBUT CAGE
0UNU1 1.15 AS URED
AFTERS LEIS SHALL BE US 0 ALL CONDUIT PEN T00T ME RSP
AND CONTROL 000 BATTERY Box D AL1 UNCnO Box
ONCR E
A L 0 ETC SHALL CONS OF PORRAN E E 0 AST C 5
E RA HAVE A ,500 051 OMINAL 04 SSNE GT ELATE SMALL
D ASN C33 03 C88, CI 31 0299 ATER CE ENT 00
TR D CONTEN OF CUSS ELY H C FORW AST,
61 AND AST *A%M SLU CAPER PUS¶
USE
AGG EGA WATER SHALL FORD ASD4 AND ALL E FRO
APPROVE SOURCE 0 ENSURE N 0R* 0 0411 A GRADING. LNER
u015TOR CONTENT VARIATIONS WILL NO CREASE D (MN IREAS
N FORM CONC EYE.
INC. PLACIN FF S C AND RING SHALL N RDARCE WIT
30 0 E TARDAO SPEC FIUi FOR PUB WOR 0 STRUCT
RE 5165 BARS SHALL OvERLAO BRA O FRS
REBAR SHALL 3 CLEAR TYPICAL AG*N ALL GRAD AND 1/2 LEAR
14PICAL PIKER FOR* D A R 5E
WHERE DOWEL VEIL LLY HONZ ALL 0NC0E15 (BAR
5 A (PDX ED Ex 05CRETE Orr -1S0 *50(550,
w0E8E CLANG 0 UPS LONG AN En 000 SON 10151 EDUCE
E PA 50N JOINT MAT RAL AND SE C REIE EBuR 000(1 APP
ADH 510E L ON THE NON MANS.) 051 SDES
N0u1NA4 TOR Z0NIAL CONCRETE SU PACE %POSED 0EA1 SHALL
SLOPED R DRAINAGE
3 ALL EXPOSE E1E EDGES LL BE CHAAF(RED 3/4
13.8 GRINDING, CH D 5ACK1 STALL BE DONE TO ACHIEVE 0
SMOOTH FACE NAL R N ALL HORIZO CAL R GENRT LOPE
CRE1 URFACE SHALL NAYS (A0 1AR00805)
ASPHALT CRE1 ANNG
000AC SHALL F M 0 T1PE -800 AND D B 8000 5
CIFCA1105 PUBLIC WORK CONSIRUCnON, UT EDITION, E
03 AND 6 FACE 005E 0 HAVE I/2 AOC EGNE
5uAC 0 vNG SHAALL FOR* STANDARD 50E FIUnONS PUB0C
0551RUCi000 LAT 1 EDITION. (0005 302 5
005HED AGGREGAI BASE *0TERNL SHALL C0NF0 HOARD
ELOCA1ION5 FOR UBLK WORKS CONSTRUCTION. LAt TON,
0 22
UBGRAOE RE ARATION AND PUCEUE 17 BASE AER0L SMALL
NGULO SPECIFICATIONS FOR PUBLIC WORKS CONS U 105, UT
EC0ON 301,
COORDINATE WITH PORI 1HORITY FOR ASPH0T COURSE
COORDINATE 1 PORT THORr1Y FOR BAS COURSE
AND BPE
1041
AL CRETE 5Aw U15 STALL BE 51PE 5,000 PST.
NON- E AST CI 0
GOP 0800 (LEAN CONCR E) STALL LOW- GM BACK L S5
Or 2 SAC Of TYPE DRIUND PE 00 FLO0* SAID
00EOU0 E WATER ACHIEVE AN TO
OF 20 B0 WEIGHT Of PLY ASH. TRAIN C0441
*155 HARDWARE
61 ANCHOR BOLTS SHALL A5T GRAD ANCHOR BOLT 50011
BE SBA DH
ALL 010ER 1301 SHALL E 930 OR SAE GRADE 5. WITH 651* A56 GRADE
CU5 Ex 075 ANO.AST* 36 PUT R WAR PUN WASINERS
00(005140 10VCN0 AND ALL AS50C0 RCN. (0015 (E
RvAS 0).
T D 14 vERIPY L 0 SANS THE 5000 (INC N4ED
T 70 ILL OR HOP DRILL ALL SD FACE 0 0 T E0
CONTRAC
ALL PRONG INSTAL ALL 0E0 E AND
NATER*L 5 ECIFICALL IDE01106 A GEE.
C TRACT SHALL PRO.RD N TALL ALL ELLA/4EOS HARD
(OUR TAKETE ROA TALATON (EVEN OWN THE
°RATAN.).
AL T gEOUIR FULL 1301 READ NUDE
ARATE
RIFT
RING 0 E ON
ALL RP4 TAROS SHALL BOND GROUNDS 0
OPPE COAT STEE ROUNDING ROO OR PLATE (LOCAL CODES
SHALL POLY).
ALL NEW POWER PANE SHALL BE *PIED NT RTEGRAT
AGE SUPPRES E FED PER 283 AND ULI 49
SURGE SUPPRESS DEVICES SHALL BE DIVIDED DIRECTLY
AOCE BOAR TERM U
TERMINATIONS Or EACH ETHERNET T CA
JA CABLE
CONTRACTOR C0u00NEN R.
*NCH DOWN LOCK TOOL LAND WIRE
SOD PO BE (CURE Y u0 T AND E DOWN CABLES
D 0 M
REVEAL T38 OVEUENT
ROVD ARE ERENTLY HARD AGAINST AFFEC
HT NO LO
TT LIT PROT CTO T
N /ATTRAC
(0 ■P REWIRE0040( D
0E DRAWNC BASED ON HORIZONTAL L0.OS AS FOLLOWS
40150 PADS OAS ON TOO *P BASIC IN SPEED win*
PORIARC FACT OF .00 AND 0POSU 50159C LOAD
ALL CONDUCT 54 C 45 BAS 0
wG ON 35A YARMU URREN
ORAw AT (2 VAC 00 AND SHALL BE S2E0 0 PREVENT
VOLTAGE ORO NOT 0 ED FOR FEEDER ITS AN0
oR BRANC C41T5.
TAL NONE
ALL ULVARIZED ITEMS SHALL BE NOT DIPPED GALVANIZED
OUNCE PE SOVARE FOOT ARE f BRIGATION. ALL WELDED
AREAS AND ALL AREAS WHE GALVAN4160 IZE0 URFACE HAS BROKEN
O ANY REASON. 5014.1 WITH 'ULVALO0'
APP DIVED VAL. APPLIE ACC uANUFACTURER
SP CATIO
ALL 0PO5E0 STEEL BE GALVARZED RATE
Au 5 OKAYED
TRAFFIC BARR
0 -RAILS. CONCRETE TRAFFIC BARRI SHALL EET AND BE
STALLED PER STATE DOT SP C 0 50
K
ALL -RAILS HALL BE DOVE ry ED
HOLD POINTS
ro4 N5PECTON ARD APPROVAL RIOR CONY DIEN OF
%UVAIION (40 ExCAV DON OR TRENCHING 5 RE000E0)
EOANDA)0 E%CAV nut AND A55EMBL5 N5PCCTTENN PRIOR
SCHEDULIN CONCRE (IF FOUNDABON ODIF0AT0N5 ARE RE0010 0)
CONCRETE SIRE GM TEST SPELT. MGR TO SETTING U RPM
TAROS (IP CONC E1E 5 5001000)
E %UV TON P 110NN PRIOR LUNG TRENCH (0
TRENCH. 5 U E0)
OvAL FOR CONCRETE 10E AND CORD TO COMMENCE
Y 1 VASE
ALL 0IR AND
CABLE INSPECTED O MUTT MUTT PRW 0
CONTRACT 50011 E' TRACTOR INSTALLATION SC SORE' T SORT FOR APPROVAL,.
ALL WIRE EL CABLE PULLED B, (5 CONTRACTORS WILL BE DATED
E1 CABLE E CuN (SEE 0 03 AND 1).
ET T E (C0 OPPER AND Eg0 ILL W BE E TESTED AND
ERfORU C.A. INSPECTION 0R 0 RELEASING WSDALLE
SPECIAL NSPECn
22 1 ONCR(TE
SOS TALL ANCHORS
SOUS
SPECIAL IN50ECTION 00 STEEL C0N51R0C1ION
TER R
ICAT
INSTRUCT. 00CULI
AuxurAC1 COnn[0 IALL TES
LI, FILL
P.`40 CONSTRUCT. 00C YTS
t 4t0 T'CAT
5 *Gnu. Or trtFoNG
5W5AE nt 0 m [L oR
SN
APPLICABLE KW
A H0. moo T a
AS CA
ABS 011 BC 17.3
NONE
ES SEE TABLE
NONE
NONE
UNCLA SSIFIED
"Nele* 5111 .>a TNAr
PORT ANGELES, WA
POV AND CARGO RPM
GENERAL NOTES
0/21/05 3001 L NONE
WS7668 Ii T
I i I
I i I
2
1
Q
—,r
SITE PLAN
0 i0 20 0 6
SULE FEE
A
J
UNCLASSIFIED
PORT ANGELES, WA
POV AND CARGO RPM
SITE PLAN
2/27/091=1"` wog sw»H
1 I 1 WS7668 �3'I1 1
I I I I I I I I I I I
N
z
o
ANN
1
O ENLARGED SITE PLAN
0 0
5 0
cCAIE EEE
No, UNCLA?sIF ED
11 01e1. 5
I 1 1 1 1 1 I
PORT ANGELES, WA
POV AND CARGO RPM
ENLARGED SITE PLAN
2 /27/09 I tr 3007 SNO0N
T I 1 -r-1` WS7668 T
3
N
CANOF, PPOR
OPY
1
4,1
P
(9 PIER PILING PLAN
o KA,E 10 20 rE
7
uTICLA
PORT ANGELES, WA
POV AND CARGO RPM
PIER PILING PLAN
2/27/09 1,7," 3007 .4 SKNO1
WS7668
�M JA/B DOLT BAR
STOP
WAIT FOR
OFFICER S
SIGNAL
SLOW
DOWN
MAXIMUM
SPEED
5 MPH
GRADE
RPM STOP SIGN DETAIL
0 J
SGLE FEE
O SIGN MOUNTING DETAIL
0 1 3
SCALE FEE
O PAINTED STOP LINE DETAIL
0 B
SCALE
3/ GL
1 /2
FE
O CARGO BOLLARD DETAIL
0 2 fi
SCALE
DE
s
E
8)
ow"
A2
BEAM
3/4 GAL J CAL
DDU
AS
O POV BOLLARD DETAIL
0 2 S
/2
SCALE FEE
V2 PLAT
O BOLLARD MOUNTING PLAN
0 2 J
SCALE FE
TAO FLAT
NOTFS
1) 80LUR PuT AFT Pui oAS
LDCA LLAR
PUT MUST NAV
PuN VG ANAL NAL or
G
LOT R L BASE
PUT
0
READ NOT 0 0 C T BEAM
I/ O LEAR
PUT EDGE OLUR
EL T PUT 0 uN Pui
LEAR SAS PUT
PPRDVE 'ATP UNCLASSIFIED
2e'�L sTi7 .r E:
PORT ANGELES, WA
POV AND CARGO RPM
SECTIONS AND DETAILS
2/27/0 1= 3007 "A HO.
WS 668 6 11 61 1
1 2 1
RPM CRITICAL DIMS
LAN
011.4
9
B
my
O
Dlu
(E)
PEN
3/0
5/8
1/A
I/O
BUu
C/C
3/A 52L
T. DDU LE
wASNER As
ALLA
BUM
F BDL
52LVANIZ
SP
L NOL
TRAM
BOIL
DS DO
PUT EDGE 410 /8 LEN
NOTE
0 LOCA
TONS
bN
LEVn BwE
1/2
88 RPM BASE PLATE DETAIL
0 6.
2
5521.E FEE
(1 I/2')
PLATE /PUT
1/2 SPOALT
LAID FLAT
PUT AS E
BUu
Two /STAND
I EAST 00000
LUTON DO
NOT ESS
OTTO
LOCK (5
CARGO RPM STAND ELEVATION
0 1 2 6'
SCALE FEET
71
F
L o
5)
000
O C
0 WER
U FLE
STEEL
BALL BLOCK Try
O DETAIL
S' z�
SCALE 1550
Puc
1'
4
5/8
5BY 00CK 99
PUC
0
o v
000
NI. 55 STEEL FOR
4OUN OPT1526 SENSORS,
E /A
Oo RPM STAND ELEVATION
0' 2'
1/2
SVLE FEE
wo
CASON (2 LOS.
2 PER R iw0
y)
5/8 500
EYE 2
TOOK (4 99 22 0 S)
NE PI O01 ET S AND PLUG
ET SCREW AFT
f0UN0Aib PLATE
Rw10 0 Puc
STRAP ETK55 EE
EACH ECi
E
TAND STAND
NTROL
y)
CO B PASS E
BAT BO CA ARE SHOW
TAL L T MAY SE
520 041,007 KAN B STALL,
1/A
I/O
BATTER'
H Les
I A B
iwo /srw0/
C ouc o
Bar /B0L!
R Tw0 IYP
W/
RPM STAND ANCHOR BOLT /ROD ALIGNMENT
Of i0 SCALE
NOTES;
STEEL BALLAST DETAIL i RP TAN° >I�i ou
(o 0N5 TABUUT
SCALF iEE
88
51EE 020
TANG
STEEL BASF PUT
Oi RPM STAND BOLT DETAIL
0 3
S T
O SECTION
0 1 2 3 6
SCLL® 5
FLAT wA50
RUCs
8E80E0 STUD
wD WASH R
MAX PROTRUy0 (4 P�)
1/2
FLAT WASH (2 Puc 5)
0 6
SCALE FEE
O SECTION
0 I 2
EC/LE RICHES
CAP T/L TORO
CAP
DIRECT TENSION INDICATORS (DTI)
TO CONNECT UPPER AND LOWER STANDS.
0)
UNCLASSIFIED
dyi ejei stn`
PORT ANGELES, WA
POV AND CARGO RPM
RPM STAND DETAILS
I 1 i 1 1 1 1 1
2/22/0 1111 3002 ''y NOON
WS7668 hl 1
I I I
1 1 1 8
2
1 1 1
C82 SPAN
BEAMS REL 0
51 r BAS PLAT
READ D5 DO 00
I/O 1EAR 0
PLAT EDGE P R
PLATE/PLAT
U0 TUT
E ROL (TR.LT T.) ON REI.00ATABLE P R1STAI]AT NS. DO 01 USE L8 ODTO
CONNECTIONS BECAUS T 5 NOT ACCESS BLE RUN L UID LE
THE JUNCTION B0 THE BOTTOM CONNECTION WITH TON
LEVA ABOVE ONCR LOCI (SE ELEC RCN. DRAWN S)
0 POV RPM STAND ELEVATION
0 E 2' 2 6
T/2 5
0 RPM BASE PLATE DETAIL
0 L 2 6E
/2
POV
TANG /STAND
CONTROL
(2 LOS.
U TYP E PM)
1 DETAIL
SCAL E !NCR
BATTERY 0
(1 LBS.
w oN
�oF .Lent
O RPM STAND ELEVATION
SCALE
51R0 7000
T EL
OAL ENSORS.
00010 jr.
STEEL STEEL
OUSING AND DETEC
CABRNET (2200 LBS.
RPM STAND
2 Y)
1 0
I.) COH1 AND BATTERY PASSEN SIDE ONL
CONT6 O 0 BATTER BO LOCATIONS ARE MOWN OR
E (RAE E'ER E WSTALUn 5 LMT T SEPARATE
CruR TO WITH 5T SPEC C C ME T
IL
I E E E SA ALLAnON NUAL. LATES
REVSION FOR CONTROL BATTERY 0 WALLA,
AEA 1 0050 (2 PLAC 5)
REAOED STUD
min ANO WAS
MERS
JIT. 09 22 LA PUG 5) 5/8 SHOLA.
or( ERNE AND PL G
PUCE
T/L
O SECTION
3
SCALE
GAP
DIRECT TENSION INDICATORS (DTI)
TO CONNECT UPPER AND LOWER STANDS.
0 (1 D)
SCALE
O RPM STAND BOLT DETAIL
0 SCALE 6
2 PEE
/2
(/2 1/1
BAR
BASE PLA
O SECTION
0 2 3
SCALE NCH
ovE oR cousTRUCTwx
UNCLASSIFIED
5111 Lar MN
PORT ANGELES, WA
POV AND CARGO RPM
RPM STAND DETAILS
2/21/0 I :Z 3001 ,MM MOWN
WS 7668 8 $1 6i 1
0 ELEVATION
0 1 1 4 6
1/2
FEET
ROOF
LOOR
BASE E J I
(RAVEN 7)
0 ELEVATION 0 ELEVATION
0 1 2 4 6 0 1 2 6
/2 IT■M■■=■=a 1/2 E!!■M■
SCALE FEET SCALE FEET
0 INTERIOR ELEVATION
1
0 ELEVATION
0 1 2 1 6
1/2 0 e5■T!
SCALE FEET
OF,
(Tip ANCHOR BOLT SECTION
0 6 I
1 /2 2
SCALE FEE
1/1 2094
LAIO FLAT
VANIZ
0 CBP BOOTH ASSEMBLY
SCALE 2 4 FEET
/2
(6)
MAN fA
CBP BOOTH ANCHOR PLAN
E 4. FEET
300
61
616
627
630
63
63
684
J
110N
OR NTER/00 ER/FAx
BOO SSEMBL H KANOED
DRAwER PLE CABINET
CAEON
*0640 REDESTAL (806/808/FILE)
WALL CLOCK
W E BASKE BUC POLYETH GALL
lAUL NE LE 0 E
(2 COOS (N NOwN)
CHAJR
DESK (60 L 2 2 0 29 1/2 m)
FOU PMENT CABINET 25 x 30' x 43 5
xa .so NEW x ACEWA H BARRER
ES
BOOT
577
ION AND
ENE, INVENTORr,
LAYOU AND
PROVE OR CONSTRUCTION
UNCLASSIFIED
PORT ANGELES, WA
POV AND CARGO RPM
BOOTH DETAILS
2/27/091:r 3007
Tir WS7668
1 1 1 1
SHOWN
11 61
2
N
NDTF`
I) co now.
v x taro
0 1 1s s
8001 AND
CANOPY
ENLARGED CONDUIT PLAN
0 10 n
SGIE FEE
0/w
DING
OVE OR CRSTRDC
UNCLA
PORT ANGELES, WA
POV AND CARGO RPM
ENLARGED CONDUIT PLAN
2/07/091 .)ool S0OVM
fir WS7668 i 1I16j T
1 1
120/2•0,. 1_PrS
-EXISTING- UUR BOOTH) i
I `NPER ,N SuRE.EE� PANEL A
n EPS /JD D (SO L CNE -L N E )R DORB
w RE -D
I
NEC( TACT[
I DEDICATED TALL
L-
M
IS
25
JS
J)
53
S00
32
•2
20
20
50C2 Swarcmw
WC CARCO NV
IMI_ s q) ESY
AuPS
PC.N urn
SEE ROUNDI6 0ETU M
CBP BOOTH
ONE -LINE DIAGRAM
2(0)
u0 EO
COP BOOT
NO A(C5) VIN BONDING
CAPER P NEC 250 8
(9 TABLE SO 6)
CLAD
0
GROUNDING DETAIL
1 Et WE
20 /30* ECE TACLE
DEDICATED EEE TACLE
MVP
MvAC
UK 2 MY EN
Nor SCul
ror To 5C4•2
NO A(CP)
HOUSING PER J(C)
(S ZE a TABL 6)
RvER
CARGO /BUS RPM CONDUIT LANE 1
ROUTING FOR BB /CB LOCATED ON STAND
SCALE NONE
NOTES
I CO
TON
PARE
ST-UL
EUv
ASPMAL
LfLR
PAss
O HMAC TRENCH DETAIL
0 6 1
SCALE FEE
LOGIS B SE
xUV N D 2C
AV xV DNS
C00RDINAt �tt EOU E
Pass s
ALL
PUN
ND
LAN B/8
POV RPM CONDUIT LANES 2 AND 3
ROUTING FOR BB /CB LOCATED ON STAND
RAE)
09015
SMALL
E
EUA
BY
DUI LEAD U
LOT ON
N ouch
TYP
UNCLA
p OR SIFI DDNS TRUOED b
1N
5)) mw..w...e.. •a TUxn
PORT ANGELES, WA
NOT POV AND CARGO RPM
PANEL SCHEDULE
A 2/27/00 }00) SNOM'N
I I I
1
1 1 f WS 7668 1221161 1
CB
LOCKABLE LOU CABINET
I i
I
I
1' I
i
I
i
EX CBP ILER
U
NOTES,
ALL CAB
LIES)
000 00011/0
E FENCE ERVAS
ULF TRACT
um. 5/0
/c)
7.
i
L i
ROB
O I E5
BOOT 1;1 Li
L—
NSPECTION CANOPY
_0(.7 i
Po5
<4
i
0/0
CONT OL
BOX 2
1
CARGO/BUS RPM LANE 1
MOUNTED ON
DRIVER SIDE
I
L_.
MU
0 ED ON
ASS SIDE 1
I I
_J
PASS
WIRING LEGEND
PACAT
POV RPM LANE 2 POV RPM LANE 3
KKR
RGOIMRNENTS FOR HANDLINO F0110 MATERIAL
ar1Er100 OCMOIr air° rgt1 14 eCtL
0 .01. 1.0 BON
L.
MOUNTED N
y stof
I
T egx
07203
J
FOR' eFrma UTE ONLY
PORT ANGELES, WA
POV AND CARGO RPM
WIRING SCHEMATIC
2/27/09 1,7, 3007 NONE
ws7668 3
vPS
0
MANUAL SHALL UBE 01508
ENABL
CLOCK POS
TWN iC
w.
a
IC oN
v1Ew_ G ttP
SCSI
BAT
SCSI
SySi
(S /W
R)
Lwr
1)
Lwr
8)
g ,0
3
O
0 0
2 NEUTRAL
LAN BEAL
9 HOi
OvE fOR CONSTRUC
UN CLASSIFIED
sTn ;1.-TN
PORT ANGELES, WA
POV AND CARGO RPM
TLC DIAGRAM
2/27/09 ic7r 3097 r«r NONE
WS7668 r4 16 1
CABLE SCHEDULE
10
LENGTH
PROM To CABLE TYPE L.) REMARK
CATIONS
D mart Beet
C BOOT
PIN CONTROL 202 LANE 1
ANNUNCIATOR (10TERNAL)
(I) A PR 50121.0013. DBR. 22 AWG
130
ALPHA 1 35377
NN2
RPM CONTROL 802 UNE 2
ANNUNCIATOR (INTERNAL)
(1) 1 PR SHIELDED. DBR, 22 ANAL
01.I00PIC WIRE 31827
ALPHA 5 35374
ANNS
PM CONTROL BOX 4NE 3
ANNUNCIATOR (INTERNAL)
(1) PR SHIELDED. DBR. 22 ANC
110
ALPHA 5 35375
.01
Pm CONTROL BOX UNE 1
ANNUNCIATOR (EXTERNAL)
(I) A PR SHIELDED. DBR. 22 AWG
100
AVH 5 35376
20
PPM CONTROL BOX UNE 2
IATOR (EXTERNAL)
(I) PR SHIELDED, 020, 22 AWG
C LAN
AVH 5 35376
2203
RPM CONTROL B02 LANE 3
ANN NC1ATOR (EXTERNAL)
(I) A PR SHIELDED. ORR. 22 000
40
ALPHA 5 35376
NN3. TLC2. TLU3 AN.
OLYMPIC WIRE 1172
Fl OLEIC CANOPY
C
C OWN LAN P09000
CO1
TELCO DEWRC AT EXISTING CRP BOOTH
N. BOOTH GTE It P EL (PP)
POTS
ROUT
0005
RPM LANE 3 ORIVCR SIDE
CISCO SWITCH AT E215TIND CRP BOOTH
NEW 8OO7H 6 PANEL (PP)
(1) CAT6
30
50075 0111.11 PIIR
001
NEW 000TH CATS OATC0 PANEL (PP)
NEW 000TH- CRP WORKSTATION
(I) GT6
10
20
11011TE UNDER PIER
0010
RPM UNE 2 PASSENGER SIDE
RPM LANE 2 DRIVER SLOE
07108
2
DET01
BW CONTROL BOX 1.010 1
1.55[00(5 BIDS LOWER REP
(I) 4 PR 101(12(0, 065, 21 *02
BELDEN R •1111.1
ALPHA 35184
0[703
R. CONTROL BOX LANE 1
DRIVER 5102 LOWER 25P
(1) 4 PR SHIELDED, DBR. 22 AW0
CORNING
ALPHA 35484
CORNING
PASSENGER 510E LOWER RSP
PASSENGER SIDE UPPER RSP
(1) A PR SHIELDED. DBR. 22 AWG
CO
ALPHA 35484
DET04
DRIVER SID[ LOWER R5?
DRIVER 510E UPPER RSP
(1) 4 PR SHIELDED. DBR. 22 AWG
ALPHA 35481
00105
101 CONTROL 802 LANE 2
PASSENGER SIDE RSP
(1) 4 PR SHIELDED. 020, 22 AWO
ALPHA 35484
DET00
RPM CONTROL B02 LANE 2
DRIVER 510E RIP
(1) PR SHIELDED. DBR. 12 AWO
2
ALPHA 35484
DE107
RPM CONTROL BOX LANE 3
PASSENGER 510E RSP
(I) PR 5HICWED, DBR. 22 WC
PI7
ALPHA 35464
0[706
201 CONTROL BOX UNE 3
DRIVER 510E RSP
(1) PO SHIELDED. DBR. 22 AWC
CA.. COLUMN 1000 2 DRIVER 510E
ALPHA 35464
2
20
0012 ROUTE UNDER CANOPY
PC01
CANOPY COL* N UNE 2 DRIVER 510E
CANOPY COLUMN LANE 3 PASSENGER 510E
PI I. P12. P21
IM CONTROL BOX LANE 1
CISCO ETHERNET SWITCH (BOOTH)
(1) CATS
150
CANOPY COLUMN UNE 3 PA55ENGER 510E
RP002
RPY CONTROL BOX LANE 2
CISCO ETHERNET SWITCH (BOOTH)
(1) CATS
0
PCO5
RPAS
RPM CONTROL BOX UNE 3
CISCO ETHERNET SW TC (BOOTH)
(1) CATS
110
ROUTE UNDER PIER
PC09
SOH 1
RPM BATTERY BOX LANE 1
RIM CONTROL BOX LANE 1
6 CONDUCTOR FUT CABLE
0
2
SOH 2
RPM BATTERY BOX UNE 2
RPM CONTROL BOX LANE 2
6 CONDUCTOR PLAT CABLE
I.
SPARE
500 3
RPM BATTERY BOX LANE 3
RPM CONTROL BOX 4NE 1
6 CONDUCTOR FLAT CABLE
ER
GC01
RP4 10X0 1 PA55ENGER SIDE
TCL1
CAT 6 PATCH PANEL
CBP 50010 PHO0C
POTS
10
CCU
TEU
CAT 6 PATCH PANEL
CRP BOOTH FAY
POTS
10
ROUTE UNDER NCR/CANOPY
6003
RPM UNE 2 DRIVER S1DE
RPM UNE 2 PASSENGER 5100
003
2
20
1101
RP4 CONTROL BOX LANE 1
TLC
(10) 5 WC SHIELDED. DBR
150
2
T.2
RPM CONTROL BOX LANE 2
TLC
(10) 15 A. SHIELDED. OBIS
0
005
7163
RIM CONTROL BOX LANE 3
TLC
(10) 15 ANC SHIELDED. DBR
0
0 DISCON 007
1104
CISCO ET ER ET S ITCH (BOOTH)
TLC
(1) GT6
10
MAIN DISCONNECT
GROUNDING RODS
007. 002
2
100
POWER
POI
EXISTING TRANSFORMER
NEW METER AT POLE
(3) 3/0 AWO
RIO
102
NEW 01CB AT POLE
MAIN DISCONNECT
(3) 3/0 *30
30
703
N DISCONNECT
000TH POWER PANEL A
(3) 3/0 AMC. 6 AWG 0RD
10
PO4
BOOTH POWER PANEL
N UPS
EXISTING
PRE WIRED BY BOOTH MANUFACTURER
POS
BOOTH POWER PANEL
INTERIOR LIGHTS
EXISTING
PRE WNEO BY BOOTH K NUFACTUFER
.6
BOOTH POWER P.EL A
INDOTH HVAC
EXISDNG
PRE WIRED BY BOOTH LIANUFACTURER
P07
BOOTH POWER PANEL 'A
EXTERIOR UGHT5
EXISTING
PRE WIND BY BOOTH 00AN 4CTUOE0
P08
SOOIN UPS
BOOTH PLUG MOW
(3) 2 A.
POWER CORD ATTACHED TO POWER STRIP
BOOTH UPS
COUP CABINET POWER STRIP
(3) 1I AWL
10
PIO
BOO. POWER PANEL
RI. BATTERY BOX LANE 1
(3) TNWN 12 A
130
•11
BOOTH POW. PANEL A
M BATTERY BOX.UNE 2
(3) TNWN 12 A
110
012
BOOTH POWER PANEL A
574 BATTERY BOX LANE 3
(3) TH W 12 WG
110
P13
RPM BATTERY BOX 400 1
Y CONTROL BOX NE 1
U
(3) 2 AWG
1 0
RPY BATTERY BOX UNE 2
RPM CONTROL BOX LAN0 2
P15
RPM BATTERY BOX LANE 3
RPM CONTROL BOX LANE 1
(3) 12 A00
0
P16
BOON POWER PANEL A
AREA LIGHTS UNE 1
(3) 12 PW
150
117
AREA LIGHT PASSENGER SLOE
AREA LIGHT DRIVER SIDE
(3) 2 ANC
50
P10
BOOTH PLUG MOW
BOOTH TLC
110VAC CORD
PROVIDED CABLE
P19
BOOTH TLC
BEACON LANE 1
(3) 12 AWO
50
P20
BOOTH TLC
BEACON UNE 1
(3) 12 AWG
70
P21
BOOTH TLC
BEACON LANE 3
(3) 12 AWG
90
COI
RPM UK I PASSENGER SID[
RPM 4NE 1 DRIVER 510E
(7) I/O A G
25
002
RPM UNE 1 DRIVER 510E
mAIN DISCONNECT C*SSIS GROUND
(1) I/O 000
ISO
003
RPM UNE 2 DRIVER SID[
RIM LANE 2 PASSE OER SIDE
0) 1/0 AWG
20
004
RPM LANE 2 PASSENGER SIDE
R. LANE 3 DRIVER SICE
(I) 1/0 ANC
005
RPM 4NE 1 PASSENGER 6100
RPM LAN[ 3 DRIVER SIDE
(I) 1/0 AWG
22
006
RPM LANE 3 DRIVER SIDE
MAIM DISCONNECT CHASSIS GROUND
0) I/O AWG
20
007
MAIN DISCONNECT
GROUND ROD
(I) 1/0 ANC
00
000
MAIN 01500NNCCT
GROUND ROD
(I) 1/0 AWO
100
CONDUIT SCHEDULE
I From T C FILL CO. SR[ C M REMARKS
COMMUNICATIONS
0
D mart Beet
C BOOT
0
INDOOR PLENUM
50
FIELD ROUTE IN C. TRAILER AND
UNDER CANOPY
C
C BOOT
C UN
PY3 .NI
NNE. 411111, TLC), T.I. TLC3
BELDEN 6.137E BELDEN ELECTRONICS DIV
01.I00PIC WIRE 31827
FI OUTS CANOPY
CCOS
CANOPY COLUMN UNE 1 DRIVER SIDE
RPM UNE 1 DRIVER SIDE
RPYI..01. ANN 1, 1LC
2
50
ROUTE UNDER PIER
C CO
LANE NE 1 DRIVER SIDE
RPM LANE 1 PASSENGER 5101
6{101
2
20
ROUTE UNDER PIER
C LAN
C LAN
.11 R14.13 A.112 .N3
TLC, 1LC3
ALPHA 121.E
CANOPY
0002
CAN UN DRIVE SLOE
GN OWY LAN 033(
NN3. TLC2. TLU3 AN.
OLYMPIC WIRE 1172
Fl OLEIC CANOPY
C
C OWN LAN P09000
R LAN IVER
ANN RP.. TLC1. TLC)
CON5000ATE0 WIRE 5051
2A VOC R VAC POWER CABLE (FROM POWER SUPPLY TO CAMERAS) 2 STRAND WITH SHIELD
ROUT
0005
RPM LANE 3 ORIVCR SIDE
RP4 UNE 3 PASSENGER 5100
0[10)
i
30
50075 0111.11 PIIR
0000
0001 UN[ 3 DRIVER SIDE
014 LANE 2 PASSENGER SIDE
0102, ANNE, 0P42, TW2
2
20
11011TE UNDER PIER
0010
RPM UNE 2 PASSENGER SIDE
RPM LANE 2 DRIVER SLOE
07108
2
50
ROUTE UNDER PIER
OUTSIDE
1.1W5107 0.311T 009W500T
BELDEN R •1111.1
AERIAL
024057 74101020, 2 STR NO SINGLE-ROOF FIBERS. INDOOR /OUTDOOR, AERIAL -UL FILLED
CORNING
SAW CUT 0005• ROAD CABLE
POWER
CORNING
0964000 1310 R20. 96 SINGLE 0000E FIBERS W7 A DIAMETER OF 5 (0311.)
CORNING
CO00LISC0PE PAVEMENT CABLE
0 0 0 5L F12NS, 48 0U171 MODE 50 m FIBERS WITH DIAMETER OF 870 (03112)
COLINSCOPE
CO
AIN I P H A p I Tr. tonne
METER
PO
1
210
P
C LAN
110 1 P12' P. P13 P20
PRI
CANOPY
PCO3
CANOPY COLD N LANE 1 DRIVER 510E
RPM UNE 1 DRIVER SIDE
PIO, PI6
2
50
ROUTE UNDER PER
PC0
RPM 4NE 1 DRIVER SDE
RP4 LANE 1 PASSE OCR 510E
PI7
2
20
ROUTE UNDER PIER
PCO5
CANOPY COLU N UNE 1 DRIVER SHOE
CA.. COLUMN 1000 2 DRIVER 510E
P11. P12. P20. P21
2
20
0012 ROUTE UNDER CANOPY
PC01
CANOPY COL* N UNE 2 DRIVER 510E
CANOPY COLUMN LANE 3 PASSENGER 510E
PI I. P12. P21
2
20
FIELD ROUTE UNDER CANOPY
PC07
CANOPY COLUMN UNE 3 PA55ENGER 510E
RPM UNE 3 DRIVER 510E
P11. 012
2
10
20707[ UNDER PIER
PCO5
RPM UNE 3 DRIVER SIDE
RPM LANE 2 PASSENGER SIDE
PII
2
10
ROUTE UNDER PIER
PC09
PC10
PETER
CRP BOOTH
002
2
10
SURFACE NOWT
PCII
Fily I P AL A p I Tmvlormo
CRP ROOTH
SPARE
2
2 0
GC01
RP4 10X0 1 PA55ENGER SIDE
RP LANE 1 DRIVER SIDE
GO1
2
20
ROUTE UNDER PIER
CCU
RPM UNE 1 DRIVER SIOC
MAIN DISCONNECT
CO2
2
130
ROUTE UNDER NCR/CANOPY
6003
RPM UNE 2 DRIVER S1DE
RPM UNE 2 PASSENGER 5100
003
2
20
RUM UNDER PIER
CC00
RIM UNE 2 PASSENGER SIDE
RNA LANE 3 DRIVER SIDE
GOA
2
10
ROUTE UNDER PIER
0005
R. LANE 3 PASSENGER 5100
RP UNE 3 DRIVER SIDE
005
2
20
ROUTE UNDER PICR
0006
RP LANE 3 DRIVER SIDE
0 DISCON 007
G06
2
120
ROUTE UNDER PIER/GNOPY
.07
MAIN DISCONNECT
GROUNDING RODS
007. 002
2
100
CABLE EQUIVALENCE SCHEDULE
4 PAIR
22 ANC
20 AWC
10 AWC
INDOOR PLENUM
000HAWK 0056175 13 AWO
ALPHA 5011.
ALPHA 07634
BEWEN 6341371 GRAYBAR
MI 37.
BERK TCK 611 .124 S BK R BER AI
BELDEN 66432 BELDEN ELECTRONICS MV
BELDEN 6.137E BELDEN ELECTRONICS DIV
01.I00PIC WIRE 31827
OLYMPIC WIRE 31117
CONSOLIDATED WIRE R9u
CONSOLIDATED WIRE 51942
OUTSIDE OR IN GROUND
MOHAWK AOVANCEXR, LAN TRAK, OSP
TP, OUTDOOR RATED. .51622
ALPHA 35484
ALPHA 30460
ALPHA 35316
HAWK •DV•NCENEY LAN TR., OSP
0057623. DIRECT BURL, SHIELDED
BELDEN TRW. BELDEN ELECTRONICS DIV
INDOOR NON PLENUM
MOHAWK .511155
ALPHA 121.E
ALPHA 2140
BELDEN 55.37E
BELDEN 53432
OLYMPIC WIRE 1172
OLYMPIC WIRE 3132
C0N50UDATED WIRE 500
CON5000ATE0 WIRE 5051
2A VOC R VAC POWER CABLE (FROM POWER SUPPLY TO CAMERAS) 2 STRAND WITH SHIELD
105100 BELDEN 8761 1 PAIR BELDEN 5760 1 PAIR
OUTSIDE ALPHA 35461 I PAIR AVH. 35372 1 PAR
PLC CABLE (FROM PLC CONNECTOR TO PLC. 10 PIN) 10 0 12 STRAND WITH SHIELD
0U1510E
0199. 35110 OR 35199/10
ALPHA 35170 OR 35430/72
BEWE 53561(12)
BEWEN 13662(11)
FIBER OPTIC CARLE
A17UCATION
5 STRAND 12 STRAND 2* STRAND
8*2*100TURER
OUTSIDE
1.1W5107 0.311T 009W500T
BELDEN R •1111.1
AERIAL
024057 74101020, 2 STR NO SINGLE-ROOF FIBERS. INDOOR /OUTDOOR, AERIAL -UL FILLED
CORNING
SAW CUT 0005• ROAD CABLE
0 01000 3 0 R20. 48 5HOLE 000E FIBERS WITH A DI METER OF 70 m (0.26177)
CORNING
0964000 1310 R20. 96 SINGLE 0000E FIBERS W7 A DIAMETER OF 5 (0311.)
CORNING
CO00LISC0PE PAVEMENT CABLE
0 0 0 5L F12NS, 48 0U171 MODE 50 m FIBERS WITH DIAMETER OF 870 (03112)
COLINSCOPE
1
1
1✓
EX E ABOVE GRAD C SAAL PVC COAT GALVANIZ
LOCAL UIT BY THOMAS BUT
RFOUIRFMFNTS FOR HANDLING 50110 MATERIAL
P10vE0 0 ONSiRU ONLY
FOR OFFICIAL USE ONLY
PORT ANGELES, WA
POV AND CARGO RPM
CABLE /CONDUIT SCHEDULE
2/21/091® 3007 0 NONE
WS7668 1 1 bi
1 1 1
2
10 8 f 1
YOM
541._
COVI LNt BCni0V1�
11[00—
wino
5141Ynn
fyl�Yihf
M Y[
N O
1 u.
Ifib
INRicas
M
01
i[ S
7 111
NV
11•
PPG 14111144141/10
Y 1j Et
Et
PM OK!
0
'01 AT TMA 11 KFECT
080.081 MO 0
108
I
0000 RPY NRD Al N YK
!u
OS 51
T 50.5 (XI
.p_
010
1K
00
1f
1
I
ROU ND Rao y.• X BIER CLAP 11 /K
CON1 PROV
I
CI
110
I I i
P V ICY we Y 0110
MIC
OC T 51 M
6NI ft 1
M .._1 B
11 01
Bg
1AtlNFl KaD
8!5!9!9
OIE
L
i[
DIE
I
'f
DI
—1
al
CI
NOT SHOWN IN DRAWINGS
RACEWAY WITH *AMER
CONE. PKOV
7000
1041
CONt ROV
Ci
CI
R7J�1ISR.P C1i.
1 11(1100 y Y TAI• au
@F10
0610 mom
1_
7111 Mep
LE R
IIIJ. nIb
NiiO
sl.1qgAaI ISP.1
!i
I f tIO 1 T�
fi X 1 1: •.f 9
[[1117 1
1 1
lei
11
111 Or
VENI
Vii--------i.%
MID
M ET U
6.1 W
eLb .upN.•
1P
CI
I N EEO 1 eT/
R.�OM� {0 OAT B PATCH RANK 141
PVC
Li
�aD
6CC 'TM.
041 008 r•uR.
1
OP
0I
T
ISO
1
MOUNTING 101.15
11!
13
VEHICLE PRESENCE SENSOR SUN SHIELDS
INNI
OTC
CI
XT.V9
PP ROVE OR CONSTRUE
UNCLASSIFIED
1E3
ANCHOR IDLY TEMPLATE
INNL
P.I.
Ott
CI
NOT SHOWN IN DRAWINGS
500
SUPC COMPUTER
••EDUIPMEO
WOOD OOD POE 1100 SUp15V1.044 000014
I
1491418000 COMPUTER
74 1.10.0[14 YONITM w 5IAT
DILL
11001 M10
OOTIPLEK 708
1704 PIV
PRINTER. COLOR INKJCT
NP
OESKJET 6840
I
CABLE. USE, FOR PRINTER
WORKSTATION COMPUTER
••COUIPMENT
NEEDED FOR EACH CEP WORKSTATION COMPUTER
CEP ORKST DO COMPUTER
DELL
OPT PLEX 755
FLAT SCREEN 0 ITOR
VIEWSO C
W /IN1(GRATED SPEAKERS
PRINTER. COLOR INKJET
DESKJCT 6E40
I 1
CABLE. USE, FOR PRINTER
UMW
10 FT, 16 FT
PRINTER ALL IN ONE PRINTER COPIER FAY,
SCANNER
0 JET 611
309
6
5 RGC PROTECT OM DEVICE
P019 STSTEI45
60
CIE
CI
328
1
ETHERNET SWITCH 24 PORT
CISCO SYSTEMS. INC
WS 037500 2415 5
OFE
CI
440
I
TLC
NIUNE
R72 TLC -04
LAP
CI
600
800TH RH. 0 Y
••CCUIP*E*1
NEEDED FOR EACH BOOTH 120. 1 Y 14
BUILDING RIGHT "AND DOOR
7ORTA K N0
1669650 RN
1
OVAL
PORTA KING
GE- 1220015000
P (*04 100
I
00130220000 1VSS
CO B)
FILE 000101(1 W/ LOCK ORAW(0S (501N 0 01510
0), RACK
FILE
0
CABINET W/ LOCK 2 DRAWERS (2010 0 X151*
O), BLACK
5
626
MOBILE PEDESTAL (BOX /BOX /FILE) 1600 SERIES
HON
16237
E
C
WALL CLOCK (1010), SELF ADJ STING FOR D T GM
SAVINGS TIME
5 PIES
5(12
NAST 0030(1
C
BUCK POLYETHYLENE 7
GALLON
cap
P000
010150
P
HEED TO SELECT 000 PART 4. WWHITE
B BUCK. BASE 15 BUCK
U001, LOOEM CUP ON DESK (2610 FLEX GOOSENECK). 35
XA
010
U
633
1
PRINTER STAND (0.51* 0 I6 310 X 1291)
STAPLES
32009 US
074
CI
Os
2 IT SK CHAIR
DIM 700
CU
CI
634
2 DESK (604 4 240 X 20 1 /211). CHARCOAL COLOR
23.100
0060241
OF(
CI
653
1 t IDR CABLE, USB, FOR PRINTER
*ELKIN
130133 10
OFF
CI
654
1 torr GELD, USE, (OR PRINTER
BELKIN
(30133 6
CFE
CI
660
!GLASS CLEANER, 20 02. NON AMMONIATCU
CEB7 307
0(E
NOT SHOWN IN DRAWINGS
EKON 429/ PLASTIC BRISTLES 13111 SWEEPING
501(11.
662
DUST P AN, PLASTIC
E 174606
OFE
NOT SHOWN IN DRAWINGS
663
0157004 E TOWELS /WIPES ALL PURPOSE APPROX
12 1 100:
GC 20080 P C 5 F
56
0
604
CO PME 1 0 C 3/4 HEIGHT (22 U)
••10U1PMENT
NEEDED FOR EACH EQUIPMENT RACK 3/4 HEIGHT
!DOOR GB
(22 U)
U CRT H
HK4403000NU91
1
CASTORS
1
FIYE0 SHELF VENTED
UEBERT
15301001L
GCE NUT 4 SCREW PACKAGE ID 32 OTT 10
UEBERT
201000
P0001 DUN1 POWER STRIP 10 OUTLETS
woaK rrlrro* ups
••EQUIPMENT NEEDED FOR EACH WORK STATION UPS 00
1
UPS
EBERT
G 2 3000 ET 120
RACK MOUNT SET
1(BERT
0 K1 16 32
3
EXTERNAL BATTERY F00 UPS
UEBERT
0010 72VBAT
726
I
BOOTH GSCONNECT
SOUARC D
11224 DS
CP
CI
750
12
PADLOCK
GEE
CI
NOT SHOWN IN DRAWINGS
]/1 3/3 GO
S ELL
U
07000_
REQUIRES 3 10 FOOT LENGTHS PER'.
IAN R NIGH[
VD EMED TO THIN
O 1/2 TAT
C P 340
3/1 NA*N LLS
WO 5 0)
30
RPM VPS LOU TNG NAROwARE
CNAN EL NUTS
P7006 20 CO
CP
CI
MUIR. 10 PER LANE OR RPY SET
MR
HEX NUTS
I` UsT�Ei(K NUT
STAINLESS
R LAN SET.
R
0 HARD
B
B l s
/4 2000[ HEX
60
STAINLESS STEEL
1/4 1/4 00 STAINLESS TEEL
R LAN
R LA" sR
A �['�Y y 7
G 1300
POV AND CARGO RPM
r g r �3�
4
11�R IA ai DA 611ae n'PADrii!
7 y-- 7 77.._,: c.....
Fur PIN
I RR A fp A1�
5 .,g, D F
=t
FU WASHERS
ligI�k�isA� �r•or
7777. ..c....
01
a
i(
-ti.
O C
AID Yi A f
U Pr Mid 6ql
rhS w. B Ed e�.•.c-- e
-.a.vi
MODEL— DURALUMINUM 16896SW —LH —ST
BUILDING SIZE— 168' x 96
DESIGN CODES
2006 INTERNATIONAL BUILDING CODE
2006 INTERNATIONAL MECHANICAL CODE
2006 UNIFORM PLUMBING CODE
2008 NATIONAL ELECTRIC CODE
DESIGN CONDITIONS
CONSTRUCTION TYPE V —B
USE GROUP U
OCCUPANT LOAD 2
DESIGN LOADS
FLOOR LIVE LOAD 50 PSF
ROOF LIVE LOAD 20 PSF
WIND SPEED 90 MPH
WIND EXPOSURE CATEGORY B
IMPORTANCE FACTOR I 10
GROUND SNOW LOAD Pg 20 PSF
SEISMIC USE GROUP GROUP I
SEISMIC DESIGN CATEGORY D
SOIL PROFILE SITE CLASS D
SPECTRAL RESPONSE Ss 1.25, S1 0.50
SITE COEFFICIENT Fa 1 0, Fv 1.5
OCCUPANCY IMPORTANCE FACTOR le 1 0
BASIC STRUCTURAL SYSTEM AND
SEISMIC RESISTING SYSTEM LIGHT FRAMED WALLS WITH SHEAR PANELS
ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE PROCEDURE
DESIGN NOTES
USE (1) 1/2' HILTI KWIK BOLT II EXPANSION ANCHOR AT EACH
OF THE ANCHOR TABS W/3 1/2" MIN. EMBEDMENT
FIRE SEPERATION DISTANCE PER LOCAL CODE.
SITE WORK
THE SUPPORTING FOUNDATION STRUCTURE IS TO BE DESIGNED BY
A WASHINGTON REGISTERED PROFESSIONAL ENGINEER AND IS NOT PART
OF THIS INDUSTRIALIZED UNIT APPROVAL.
INDEX
INDEX AND DESIGN INFORMATION
FLOOR PLAN
ELEVATIONS
SECTION DETAIL
BASE FRAME LAYOUT
ROOF FRAME LAYOUT
RISER DIAGRAM AND PANEL SCHEDULE
FASTENING SCHEDULE
CORNER /VERTICAL TEE UPRIGHT DETAIL
EXTERIOR ROOF DETAIL
ANCHOR TAB DETAIL
SUGGESTED FOUNDATION PLAN
INDICATES SHEETS WITH SITE WORK
JOB NO.
mLE U.S. CUSTOMS
BORDER PROTECTION
PORT ANGELES, WA
SCALE
a9- e_p
PORTA -KING
4133 SHORELINE DRIVE
1 -800— BUILDING 314 -291
N/A
DRAWN BY
SHEET NO.
COVER
2
3
4
5
6
7
8
9
10
11
BUILDING SYSTEMS
EARTH CITY, MISSOURI 63045
—4200 FAX 314 -291 -2857
MODEL 16896SW —LH —ST
(TYP 16896SW— RH —ST)
DGR
DAM 5 -27 -09
REVISED
SHEET
COVER
96
2 1
—18
1
24 1/8"
44 36"
CIRCUIIT A CIRCU T '6'
36"
3' 4' 1/4' ALUM.
TEE UPRIGHT (TYP 9)
2 7/8' 2 7/B" 1/4' ALUM.
ANGLE CORNER (TYP 4)
IMPORTANT NOTE- VERIFY BOOTH
DESIGN IS COMPATIBLE WITH ON
SITE CONDITIONS FOR PROPER
ACCESSIBILITY
168
FORKLIFT POCKETS
r THIS SIDE
6 A.F.F
I
CIRCUIIT A CIRCU T "8
LFORKLIFT POCKETS
a THI SIDE
1
44
1 QTY 1' 9ONDUIT
THROUGH EXTERIOR WALL
w /2' STUB OUT QAPPED
ON EXTERIOR
CIRCUIT A 0J CIRCUIT "8
29 1/4
55" A.F.F.
I QTY 0 ONDUIT
THRO EXTERIOR WALL
w /2' STUB OUTS ON EXTERIOR
N
I
36 1/8"
NOTE USE (1) 5/8" DIA. HIT HY ISO /HIT -ICE
INJECTION ADHESIVE ANCHOR W /MIN. 7 1/2"
EMBED. (TYP 6 TABS)
PLAN VIEW
LEFT HAND LAYOUT
(RIGHT HAND LAYOUT TO BE MIRRORED ABOUT THE LONG AXIS)
DOWN SPOUT
(TYP 2)
19 7 i6
44 /2 O
019 7 /8
3'z3 "x4' 1/2" STEEL
ANCHOR TAB w/ 5/8 "0 HOLE
WELDED TO BASE FRAME
(TYP 6)
SITE WORK
DURALUMINUM MODEL 16896SW BUILDING NOTES:
0- 100 AMP SINGLE PHASE 24 CIRCUIT EXTERIOR LOAD CENTER w/ MAIN BREAKER
EXTERIOR RATED NEMA 3R (Q0124M100RB)
115V DUPLEX OUTLET w/ WIRE MOLD TO PLENUM (0 -2000)
230V, 30 AMP SINGLE OUTLET
128 WATT RECESSED FLUORESCENT T -8 TROFFER w/ SWITCH
40 WATT EXTERIOR INCANDESCENT LIGHT FIXTURE w/ SWITCH (V675 -CPW)
4 "x2" STEEL WIRE MOLD w/ DIVIDER COVER FOR DMA SIGNAL (G4000)
STEEL WIRE MOLD w/ 6gty 115V DUPLEX OUTLETS 0 24 0.C. (0 -3000)
WIRED TO 2 CIRCUITS AS NOTED w/ DEDICATED GROUNDS
EXTERIOR ROOF w/ 3" OVERHANG (SIDES A,B,C) 18" OVERHANG SIDE D
DOWN SPOUT (TYP 2) SHIP LOOSE
96" INTERIOR CEILING HEIGHT
ACOUSTICAL DROP CEILING (TILE CUT TO SIZE BY PORTAKING, TILE TO BE INSTALLED
BY OTHERS)
3068 12 GAUGE STEEL DOOR w /STEEL FRAME, VISION LITE THE FOLLOWING
HARDWARE:
OMNI SERIES MORTISED LEVER LOCK w/ MEDICO CYLINDER MEDICO
REMOVABLE CDRE CYLINDER KEYED TO PATRIOT SYSTEM
(08100 MD 03 625 B ICR W P)
HAGER STAINLESS STEEL BALL BEARING HINGES (BB1199NRP)
SEALS (HAGER 8615)
AUTOMATIC RETRACTABLE DOOR BOTTOM (PEMKO 411ASL)
THRESHOLD (PEMKO 16556)
-LCN ALUMINUM DOOR CLOSER (P1461H)
GLAZING: 5/8" MIRROR PANE INSULATED "LOW E" TEMPERED GLASS
INSULATION: WALLS FLOOR R -13, CEILING R -19
INTERIOR PANEL FINISH: 5/8" GRAY 81101L COVERED DRYWALL
SUBFLOOR: 2 LAYERS OF 3/4" ADVANTECH OSB
RAISED RUBBER DISK FLOOR (GRAY)
FORKLIFT POCKETS IN BASE w/ COVERS (SIDES A B)
U.L. LABEL FOR COMPLIANCE WITH THE N.E.C.
PTAC UNIT SHIPS INSIDE OF BUILDING, TO BE INSTALLED ON SITE BY OTHERS
PTAC CUTOUT TO HAVE HARDBOARD FILLER PANEL INSTALLED FOR SHIPPING
NOTE:
PORTA -KING TO SUPPLY 12 OTY 2 "x3/16" ALUMINUM
SHIMS PER BUILDING FOR LEVELING.
4133 SHORELINE DRIVE EARTH CITY, MISSOURI 63045
1 -800- BUILDING 314- 291 -4200 FAX 314- 291 -2857
JOB NO.
SCALE
a9 -Q-2o
PORTA —KING BUILDING SYSTEMS
TILE U.S. CUSTOMS
BORDER PROTECTION
PORT ANGELES, WA
N/A
MODEL 16896SW —LH —ST
(TYP 16896SW— RH —ST)
DRAWN BY DGR
DATE 5 -27 -09
REVISED
SHEET
1
0
U S CUSTOMS BORDER PROTECTION
ELEVATION A
0
U S CUSTOMS BORDER PROTECTION
O O
ELEVATION C
6
2 QTY 2 "0 CONDUIT
THROUGH EXTERIOR WALL ELEVATION B
W /2' STUB OUTS ON EXTERIOR
ELEVATION D
3' -4 3/8'
4
PORTA -KING BUILDING SYSTEMS
4133 SHORELINE DRIVE EARTH CITY, MISSOURI 63045
1- 800 BUILDING 314 291 -4200 FAX 314- 291 -2857
nTE U.S. CUSTOMS
BORDER PROTECTION MODEL 16896SW —LH —ST
PORT ANGELES, WA (TYP 16896SW— RH —ST)
JOB NO. N/A DRAWN BY DGR SHEET
SCALE DATE 5 -27 -09 2
REVISED
FINISHED
CEILING
96'
FINISHED
FLOOR
113 1
D
CAULK AROUND
LOAD CENTER
1 QTY 1 0 CONDUIT
THROUGH EXTERIOR WALL
W /2' STUB OUT CAPPED
ON EXTERIOR
8
O r 1
s
t
7 5/8
0
U S CUSTOMS BORDER PROTECTION
ELEVATION A
0
U S CUSTOMS BORDER PROTECTION
O O
ELEVATION C
6
2 QTY 2 "0 CONDUIT
THROUGH EXTERIOR WALL ELEVATION B
W /2' STUB OUTS ON EXTERIOR
ELEVATION D
3' -4 3/8'
4
PORTA -KING BUILDING SYSTEMS
4133 SHORELINE DRIVE EARTH CITY, MISSOURI 63045
1- 800 BUILDING 314 291 -4200 FAX 314- 291 -2857
nTE U.S. CUSTOMS
BORDER PROTECTION MODEL 16896SW —LH —ST
PORT ANGELES, WA (TYP 16896SW— RH —ST)
JOB NO. N/A DRAWN BY DGR SHEET
SCALE DATE 5 -27 -09 2
REVISED
113 1/4 110
OVERALL UPRIGHT
HEIGHT HEIGHT
47
48
GUTTER FASCIA
�EPDM MEMBRANE
A■,0UsTIO ,L DROP
CEILI50
2 5/8 4
ALUMINUM ANGLE
TOP FRAME
/8 INSULATED
LOW E GLAZING
ALUMINUM
NINDOW FRAME
INSULATED ALUMINUM
PANEL. WHITE
E "TERIOR DIAMOND
ALUMINUM
i
—3,4 058
WALL SECTION DETAIL
96
INTERIOR
HEIGHT
1 1 /2' POLYISOCYANURATE
INSULATIOhI
5/` GRAY VIN"L
COVERED DP' WALL
RUBBER
COVE BASE
RAISED RUBBER
DISK FLOUF
1 FLOOR
1 LAYER 4 OSB
1 1 /2 PULYISOCYANI IRA TE
INOULATION
C6 .8. STEEL 'H, NNEL
3 ,3 .4 1 'TEEL ANCHOR TAB
TITLE
PORTA -KING
4133 SHORELINE DRIVE
1- 800 BUILDING 314 -291
U.S. CUSTOMS
BORDER PROTECTION
PORT ANGELES, WA
JOB NO.
N/A
SCALE
BUILDING SYSTEMS
EARTH CITY. MISSOURI 63045
—4200 FAX 314 -291 -2857
MODEL 16896SW -LH -ST
(TYP 16896SW- RH -ST)
DRAYM BY
DGR
DATE 5 -27 -09
REVISED
SHEET
3
4
19 3/4
167 1/2
1- E
q
32' r 19 3/4
32
43 1/4'
32' 32
L 1 L
63 1
32'
FORKLIFT POCKETS
THIS SIDE
9
47
/2'
3/4
T
FORKLIFT POCKET
CHANNEL SUPPORTS
2 "x1/4' STEEL
BAR STOCK
(TYPICAL)
q
47 ,,/4
69 1/4'
9'
FORKLIFT POCKETS
THIS SIDE
9'
C6x8.2 STEEL
CHANNEL
(TYPICAL)
57 1/4
95
FORKLIFT POCKET SIZE. 9'x3" ON 32" CENTER
BASE FRAME LAYOUT
LEFT HAND LAYOUT
(RIGHT HAND LAYOUT TO BE MIRRORED ABOUT THE LONG AXIS)
TITLE
SCALE
p
PORTA -KING BUILDING SYSTEMS
4133 SHORELINE DRIVE EARTH CITY, MISSOURI 63045
1- 800 BUILDING 314 291 -4200 FAX 314 291 -2857
MODEL 16896SW -LH -ST
(TYP 16896SW- RH -ST)
DRAWN BY SHEET
N DGR
BASE FRAME LAYOUT
JOB NO.
DATE
REVISED
5 -27 -09
4
95 1/2'
167 1/2'
W
z
W
0)
LI ti
0
JUD
Z
Q W
LA_a
0 CC
o
0
W
1-
7:4
Z
N
0
2 5/8' 4 ALUMINUM
ANGLE PERIMETER
ROOF FRAME LAYOUT
JOB NO.
SCALE
a9 -Q-eD
PORTA -KING BUILDING SYSTEMS
4133 SHORELINE DRIVE EARTH CITY, MISSOURI 63045
1- 800- BUILDING 314 -291 -4200 FAX 314 291 -2857
TITLE
ROOF FRAME LAYOUT
N/A
MODEL 16896SW -LH -ST
(TYP 16896SW- RH -ST)
DRAWN BY DGR SHEET
DATE 5 -27 -09 5
REVISED
1 1/2' EMT CONDUIT STUBBED
THRU FLOOR FOR (3)- #1 THW
FEEDS AT SITE BY OTHERS
(FIELD WORK)
CONNECTION MADE AT SITE
BY OTHERS
(FIELD WORK)
SITE WORK
PANEL
120/240V SINGLE PHASE
3 WIRE, TO BE MARKED AS
APPROVED FOR USE AS
SERVICE EQUIPMENT
PANEL
100 A
ELECTRIC PANEL
RISER DIAGRAM
#6 COPPER GROUNDING ELECTRODE
IN ACCORDANCE WITH 2002
NEC ART 250, AT SITE BY OTHERS
(FIELD WORK)
SITE WORK
COPPER WIRE SIZES
15 AMP #14 MIN. WITH GROUND
20 AMP #12 MIN. WITH GROUND
30 AMP #10 MIN. WITH GROUND
40 AMP #8 MIN. WITH GROUND
60 AMP #4 MIN. WITH GROUND
90 AMP #2 MIN. WITH GROUND
PANEL SCHEDULE
1
3
5
7
9
11
13
15
17
19
21
23
100A SINGLE PHASE 120/24
230V OUTLET
INTERIOR LIGHTING
EXTERIOR LIGHT
SPACE
SPACE
SPACE
SPACE
SPACE
SPACE
SPACE
SPACE
OV 24 CIRCUIT LOAD CENTER
MAIN
30A
15A
15A
20A 115V DUPLEX REC.
20A (3) 115V DUPLEX REC'S 4
20A
(3) 115V DUPLEX REC'S
SPACE
SPACE
SPACE
SPACE
SPACE
SPACE
SPACE
SPACE
SPACE
2
6
8
10
12
14
16
18
20
22
24
NOTE THE CIRCUIT NUMBERS SHOWN DO NOT
NECESSARILY DENOTE THE ACTUAL CIRCUIT
NUMBERS, BUT ARE INTENDED TO DESIGNATE
DIFFERENT CIRCUITS.
a9-Q-Q0
PORTA —KING B
4133 SHORELINE DRIVE
1 -800- BUILDING 314 -291-
TITLE
RISER DIAGRAM, PANEL
SCHEDULE
JOB NO.
N/A
SCALE
UILDING SYSTEMS
EARTH CITY, MISSOURI 63045
4200 FAX 314 291 -2857
MODEL 16896SW -LH -ST
(TYP 16896SW- RH -ST)
DRAWN BY
DGR
DATE 5 -27 -09
REVISED
SHEET
6
DURALUMINUM FASTENING SCHEDULE
ROOF TEE INTERIOR BRACE TO PERIMETER ROOF FRAME
BASE INTERIOR SUPPORTS TO PERIMETER BASE FRAME
CORNER AND TEE UPRIGHTS TO BASE FRAME AND
ROOF FRAME
WALL PANELS TO CORNER AND TEE UPRIGHTS
ROOF PANELS TO ROOF FRAME
WINDOW FRAME TO WALL PANELS
WINDOW FRAME TO CORNERS OR TEES
BASE LAYER OSB TO BASE FRAME
TOP LAYER OSB TO BASE LAYER
(TOP LAYER TO BE PERP TO BASE LAYER)
3/16' FILLET AND BUTT WELD FULL LENGTH AT ALL INTERSECTIONS
3/16' FILLET AND BUTT WELD FULL LENGTH AT ALL INTERSECTIONS
(4) 1/4 x 11/16' DRIVE RIVETS EACH SIDE OF CONNECTION
1/4'x 11/16' DRIVE RIVET 12' o.c. ENTIRE PERIMETER
1/4 —20x 4 GRADE 5 BOLT 18'o.c. ENTIRE PERIMETER
#8x 5/8' SCREW, 12' o.c.
1 /8'x 1/2' POP RIVET 12'o.c.
1 1/4 SELF DRILLING TEK SCREW 10'o.c. PERIMETER AND FIELD
1 1/4 STAPLES, 6'o.c. PERIMETER AND FIELD
AND 3/8' BEAD OF AFG -01 CONSTRUCTION ADHESIVE
MIN. 8' o.c. ON BASE LAYER
1/4 11/16"
DRIVE RIVET
12'o.c.
1/4 11/16"
DRIVE RIVET
TITLE
FASTENING SCHEDULE
TYPICAL ELEVATION
r 1/8' 1/2' POP RIVET
#8x 5/8" TEK SCREW
SCREWS BOTTOM
.—OF PANEL ATTACH
TO INTERIOR FLOOR
a9
PORTA —KING BUILDING SYSTEMS
4133 SHORELINE DRIVE EARTH CITY, MISSOURI 63045
1 -800— BUILDING 314 291 -4200 FAX 314 291 -2857
MODEL 16896SW —LH —ST
(TYP 16896SW— RH —ST)
JOB NO. DRAWN BY
N/A DGR
SCALE DATE 5 -27 -09
REVISED
SHEET
7
(WALL PANEL)
DURALUMINUM FASTENING SCHEDULE
ROOF TEE INTERIOR BRACE TO PERIMETER ROOF FRAME
BASE INTERIOR SUPPORTS TO PERIMETER BASE FRAME
CORNER AND TEE UPRIGHTS TO BASE FRAME AND
ROOF FRAME
WALL PANELS TO CORNER AND TEE UPRIGHTS
ROOF PANELS TO ROOF FRAME
WINDOW FRAME TO WALL PANELS
WINDOW FRAME TO CORNERS OR TEES
BASE LAYER OSB TO BASE FRAME
TOP LAYER OSB TO BASE LAYER
(TOP LAYER TO BE PERP TO BASE LAYER)
3/16' FILLET AND BUTT WELD FULL LENGTH AT ALL INTERSECTIONS
3/16' FILLET AND BUTT WELD FULL LENGTH AT ALL INTERSECTIONS
(4) 1/4 x 11/16' DRIVE RIVETS EACH SIDE OF CONNECTION
1/4'x 11/16' DRIVE RIVET 12' o.c. ENTIRE PERIMETER
1/4 —20x 4 GRADE 5 BOLT 18'o.c. ENTIRE PERIMETER
#8x 5/8' SCREW, 12' o.c.
1 /8'x 1/2' POP RIVET 12'o.c.
1 1/4 SELF DRILLING TEK SCREW 10'o.c. PERIMETER AND FIELD
1 1/4 STAPLES, 6'o.c. PERIMETER AND FIELD
AND 3/8' BEAD OF AFG -01 CONSTRUCTION ADHESIVE
MIN. 8' o.c. ON BASE LAYER
1/4 11/16"
DRIVE RIVET
12'o.c.
1/4 11/16"
DRIVE RIVET
TITLE
FASTENING SCHEDULE
TYPICAL ELEVATION
r 1/8' 1/2' POP RIVET
#8x 5/8" TEK SCREW
SCREWS BOTTOM
.—OF PANEL ATTACH
TO INTERIOR FLOOR
a9
PORTA —KING BUILDING SYSTEMS
4133 SHORELINE DRIVE EARTH CITY, MISSOURI 63045
1 -800— BUILDING 314 291 -4200 FAX 314 291 -2857
MODEL 16896SW —LH —ST
(TYP 16896SW— RH —ST)
JOB NO. DRAWN BY
N/A DGR
SCALE DATE 5 -27 -09
REVISED
SHEET
7
3'x 4 x 1/4
ALUM. TEE UPRIGHTS
(RIVETED TO BASE FRAME
AND TYP TO ROOF FRAME)
II 27/8'x27/8'x1/4
ALUM. ANGLE CORNERS
(RIVETED TO BASE FRAME
AND TYP TO ROOF FRAME)
BASE FRAME
1/4 x 11/16' DRIVE R VET
(TYP 4 EACH TEE UPRIGHT,
AND TYP AT ROOF FRAME)
CORNER /VERTICAL TEE UPRIGHT DETAIL
1/4 x 11/16 DRIVE RIVET
(TYP 4 EACH SIDE ANGLE CORNER,
AND TYP AT ROOF FRAME)
JOB NO
SCALE
a_9 ep
PORTA -KING B
4133 SHORELINE DRIVE
1- 800 BUILDING 314 -291-
TITLE
CORNER /VERTICAL TEE
UPRIGHT DETAIL
N/A
UILDING SYSTEMS
EARTH CITY, MISSOURI 63045
4200 FAX 314 291 -2857
MODEL 16896SW —LH —ST
(TYP 16896SW— RH —ST)
DRAWN BY
DGR
DATE 5 -27 -09
REVISED
SHEET
8
GUTTER FASCIA 1 /4 -20} 4 CE,ADE J
BOLT 10 L1 C AT PERIMETER
II
I I
11
INI
VG 5'8 4
ALUMINUM ANGLE
TOP FRAME
(INTERIOR)
EXTERIOR ROOF CONNECTION DETAIL
EPDM MEMBRANE
ACOUSTICAL DROP
CEILING
INSULATED ALUMINIUM
PANEL, WHITE
03-Q -Q0
PORTA -KING BUILDING SYSTEMS
4133 SHORELINE DRIVE EARTH CITY, MISSOURI 63045
1- 800 BUILDING 314 291 -4200 FAX 314 291 -2857
TITLE
EXTERIOR ROOF DETAIL MODEL 16896SW
(TYP 16896SW- RH -ST)
JOB NO.
SCALE
N/A
DRAWN BY
DGR
DATE 5 -27 -09
REVISED
SHEET
9
ANCHOR TAB DETAIL
CORNER POST
WALL PANEL
BASE FRAME
3' x 3' x 1/4 STEEL ANGLE
x 4 LONG ANCHOR TAB, WELDED
TO BASE (TYP 6)
a9-Q4 s3
PORTA —KING BUILDING SYSTEMS
4133 SHORELINE DRIVE EARTH CITY, MISSOURI 63045
1- 800 BUILDING 314- 291 -4200 FAX 314 -291 -2857
TITLE
ANCHOR TAB DETAIL
JOB NO.
SCALE
N/A
MODEL 16896SW -LH -ST
(TYP 16896SW- RH -ST)
DRAWN BY DGR SHEET
DATE 5 -27 -09 1 0
REVISED
116'
96'
(BUILDING)
FOUNDATION NOTES
168'
u
188'
SUGGESTED FOUNDATION PLAN
NO SCALE
MIN. ALLOWABLE SOIL BEARING CAPACITY 2000 PSF
MIN. CONCRETE COMPRESSION STRENGTH 3000 PSI
NOTE FOUNDATION AND FOUNDATION DESIGN TO BE DONE BY OTHERS.
3'x 3'x 1/4 x 4 LONG STEEL
ANGLE ANCHOR TAB WELDED
TO BASE (TYP 6)
I SITE WORK
a.9-Q-R.n
PORTA -KING B
4133 SHORELINE DRIVE
1- 800- BUILDING 314 -291-
TITLE
SUGGESTED FOUNDATION PLAN
JOB NO.
N/A
SCALE
UILDING SYSTEMS
EARTH CITY, MISSOURI 63045
4200 FAX 314 291 -2857
MODEL 16896SW —LH —ST
(TYP 16896SW— RH —ST)
DRAWN BY
DGR
5 -27 -09
DATE
REVISED
SHEET
11
Larson Engineering, Inc.
5757 Phantom Drive, Suite 200
St. Louis, MO 63042 -2429
314 731 4710 Fax: 314 731 4712
www.larsonengr.com
5 Larson
U S. Customs Border Protection
Port Angeles, WA
Structural Calculations
Pre Assembled Building
Duraluminum
Book l of l
Calculation Release #1
Prepared for
Porta -King
Earth City, MO
I EXPIRES 3[i
Larson Engineering, Inc.
St. Louis, Missouri
Project Number 51090137 000
APR 2 2 2009
2009 Larson Engineering, Inc. All rights reserved.
2. Secure each angle to concrete with (1) diameter Hilti Kwik Bolt 3 with
minimum 3 1 /4" embedment.
3 Concrete assumed to be normal weight, f c =3000 psi.
4 The adequacy of the concrete foundation was not checked by Larson Engineering.
It is the responsibility of others to check the existing conditions.
Pre Assembled Building System
U.S. Customs Border Protection Port Angeles, WA
Prepared for
Porta -King
Earth City, Missouri
Important Field and Installation. Notes
1 Secure base track to concrete with (6) 3" x 3" x 1/4" x 4" long A36 Steel Angles
with 7/8" diameter hole.
5 Structure to be secured to concrete foundation by others.
Maximum loads to concrete at anchor locations are
Tension. T 0 857 kip
Shear- V 0 547 kip
Larson Engineering, Inc.
5757 Phantom Drive, Suite 200
St. Louis, MO 63042 2429
314 731 4710 Fax: 314 731 4712
www.larsonengr.com
5 Larson
Project Information.
Project: U S Customs Border Protection
Project Location. Port Angeles, Washington
Project Number- 51090137 000
Load Criteria
1 Structural loads per International Building Code 2006
2. Structural calculations based on Porta King drawings dated March 6, 2009
Structural Steel
1 Steel plates and shapes to be minimum A 36 steel.
Aluminum Systems
1 Aluminum extrusions shall be grade 6063 -T6 or 6005 -T6 as called for in the
calculations. Members designed per the Aluminum Association, "Specifications
for Aluminum Structures."
Panel Systems
1 Deflection of panels shall be L /180 at the center of the span for framing members.
2. Wall panels are to be constructed of 3 /4" OSB with exterior diamond embossed
aluminum panel and intenor panel finish of 5/8" vinyl covered drywall.
Fasteners, Welds, Anchors
Design Criteria
1 Screws shall be SAE Grade 2 or Grade 5 as called for in calculations with
diameters as shown on drawings.
2 Structural bolts shall be SAE Grade 5 with diameters as shown on drawings.
Design Criteria I
5 Larson
3 Concrete anchors shall be Hilti Kwik Bolt 3 anchors having diameter and
embedment as called for in the calculations. Install per manufacturer's
recommendations.
0
Larson Engineering, Inc.
5757 Phantom Drive, Suite 200
St. Louis, MO 63042 -2429
314 731 4710 Fax: 314 731 4712
www.larsonengr.com
Disclaimers
The following calculation package represents Larson Engineering's interpretation
of the design intent of the shop drawings and specifications. Larson Engineering
is not responsible for verification of dimensions, material take -offs, installation
and coordination with other building trades. If as -built conditions differ from the
conditions shown in this calculation package, Porta -King must bring these
differences to the attention of Larson Engineering so that the as -built conditions
can be structurally verified.
2. The adequacy and design of the concrete slab and/or footing was not checked by
Larson Engineering. It is the responsibility of others to check the existing
conditions.
Design Criteria II
5 Larson
APR 2 2 2009
f11 \IS9 4n�
Larson Engineering, Inc.
5757 Phantom Drive, Suite 200
St. Louis, MO 63042 -2429
314 731 4710 Fax: 314 731 4712
www.larsonengr.com
Building Plans and Details P -1 to P -6
Structural Calculations C -1 to C -28
RISA Model Analysis M -1 to M -29
Appendix A. Section Properties A -1 to A -3
Appendix B Technical Information. B -1 to B -13
Table of Contents
5 Larson
Building Plans and Details
Larson Engineering, Inc.
5757 Phantom Drive, Suite 200
St. Louis, MO 63042 -2429
314 731 4710 Fax: 314 731 4712
www.larsonengr.com
OD 96"
2 CITY r• CONDUIT
1HR0UGH EXTERIOR WALL
W/Y STUB OUTS ON DCIERIOR
I I
I I
2 11/16"
41 9/16
36"
168"
FORK 485 9
44"
PLAN VIEW
RIGHT HAND LAYOUT
STANDARD MODEL
29 1/4"
3'x3 "x4'x1 /4" STEEL
ANCHOR TAB w/ 7/8"0 HOLE
WELDED TO BASE FRAME
m T 3 W/ MIN. 31' D
7/8"
44 1 /2"
19 7/8"
DOWN SPOUT
(fl 2
DURMLMINIAI MODEL 16696SW BUILDING NOTES`
0— 200 AMP 9NGU:.PHASE 30 CIRCUIT EXTERIOR LOAD CENTER w/ MAIN BREAKER
EXTERIOR RATED NEMA 3R (Q0130M200RB) TVSS (002175SB)
115V DUPLEX OUTLET w/ MARE MOLD TO PLENUM (G -2000)
230V, 30 AMP MOLE OUTLET
64 WATT RECESSED FLUORESCENT T -B TROFFER w/ SWITCH
40 WATT EXTERIOR INCANDESCENT UGHT FIXIURE w/ SWITCH (V675-CPW)
230V, 14,600 C 17,000 H BTU 1HRU -WALL PTAC UNIT w/ T -STAT (AZ28EI5DAC)
rite STEEL WIRE MOLD w/ DIVIDER COVER FOR DATA SIGNAL (04000)
STEEL WWE MOLD w/ 6gt7 115V DUPLEX OUTLETS O 24' 0.0. 0-3000)
1 RUN O 32' A.F.F WIRED 10 LOAD CENTER, 1 RUN 0 21' A.F.F WIRED 10 CORD PLUG
0-- 115V DUPLEX OUTLET NENA L5-301 OUTLET ON DEDICATED CIRCUITS w/ WIRE MOLD
TO PLENUM (0 -2000)
EXTERIOR ROOF w/ 3' OVERHANG (SIDES A,B,C) 18' OVERHANG SIDE D
DOWN SPOUT (T1P 2) SHIP LOOSE
08" INTERIOR CEILING HEIGHT
ACOUSTICAL DROP CEILING (TILE CUT 10 SIZE BY PORTAKING, 11LE TO BE INSTALLED BY
CMOS
3068 12 GAUGE STEEL DOOR w/S1EEL FRAME. VISION UTE THE FOLLOWING HARDWARE:
BEST SERIES MORTISED LEVER LOCK w/ KEY PAD ENTRY SYSTEM
(45HZ- 7- TV- 15-KP- 826 -LC)
-HAGER ROTOR CONTINUOUS GEAR HINGE
SEALS (HAGER 8615)
-DOOR SWEEP (HAGER (7585)
1HRESHOLD (PEMKO 1865A)
-LON AWMINUTA DOOR CLOSER (P1461H)
DAZING: 5/8" MIRROR PANE INSULATED "LOW 8" TEMPERED GLASS
LEVOLCR MINI BLINDS (GRAY) FOR FIXED WINDOWS
INSULATION: WALLS FLO N R -13, CEILING R -16
INTERIOR PANEL FINISH:
R DRYWALL
SS OF ADVANTECH OSB
LAYERS
RNSED RUBBER DISC FLOOR (GRAY)
FORKLIFT POCKETS IN BASE w/ COVERS (SIDES A C)
U.L LABEL FOR COMPLIANCE VAIN THE N.E.C.
PTAC UNIT SHIPS INSIDE OF BUILDING, TO DE INSTALLED ON SITE BY OTHERS
PTAC CUTOUT TO HAVE HARDBOARD FILLER PANEL INSTALLED FOR SHIPPING
NO1E:
PORTA -KING TO SUPPLY 12 OTT Yx4'x3/16" ALUMINUM
SHAM PER BUILDING FOR LEVELING.
0
0
0
0
0
0
0
SHOP DRAWING
a9-Q-to
PORTA —KING BUILDING SYSTEMS
4133 SHORELINE DRIVE EARTH CITY, MISSOURI 63045
1- 800 BUILDING 314 -291 -4200 FAX 314 -291 -2857
111LE
U.S. CUSTOMS MODEL 16896SW —RH
BORDER PROTECTION
ae NO. REVISION 14.4 DRAWN 8Y DGR SHEET
SCALE DAZE 11 -29 -04 1 OF 5
NTS MIMED 03 -06 -09
U.S CUSTOMS BORDER PROTECTIO
/1
d
/1
1 19
ri
r
n C
ri
C
ELEVATION A
[U.S. CUSTOMS BORDER PROTECTION
11 r
r
ELEVATION C
7 -8'
1IIIIIIIII IIIIIIIIII IIIIIIIIII IIIIIIIIr
11111111111111101111111111111111111111
IIIIIIIIII IIIIIIIIII IIIIIIIIII IIIIIIIIII
CAULK 10000_,/
UWO CO=
-r
re
FINISHED
CEILING
FINI
98• 113
7 5/8'
art r. moor
1001■1 MOM IIALL
Ntt' alp Waal LOOM
3-4 sir
L
ROOF SLOPE
1/4- PER FOOT
ELEVATION B
ROOF SLOPE
1/4' PER FOOT
0
ELEVATION D
/4'
SHOP DRAWING
PORTA -KING BUILDING SYSTEMS
4133 SHORELINE DRIVE EARN CITY, MISSOURI 63045
1- 800 BUILDING 314 291 -4200 FAX 314 -291 -2857
TInE
U.S. CUSTOMS MODEL 16696SW —RH
BORDER PROTECTION
'TDB NO. REVISION 14.4 DRA Pl BY DGR SHEET
SCALE DATE 11 -29 -04 2 OF 5
NTS REVISED 03 -06 -09
FINISHED DROP CEL
FINISHED DROP CEIUNG
NG
ONO) MIN 11111.
191/V NNDI MILT
of
e/
INN I
m°°° ..MMN
I
44
NIN
"nmer
MM
NM
I
E4'
7!'
f�I
01000
r
115V PPM WW
r7
FINISHED DROP CEL
®00p fE Ma
54TAT
NG
ONO) MIN 11111.
191/V NNDI MILT
I
is 1/r
FINISHED FLOOR
FINISHED FLOOR
INTERIOR ELEVATION A
1/Y aoaur
Ca1WT
INTERIOR ELEVATION C
RUSHED FLOOR
INTERIOR ELEVATION D
FINISHED FLOOR
INTERIOR ELEVATION B
SHOP DRAWING
09-Q-QD
PORTA -KING BUILDING SYSTEMS
4133 SHOREUNE DRIVE EARTH CITY, MISSOURI 63045
1 -800- BUIL0ING 314 291 -4200 FAX 314 -291 -2857
1 TLE
U.S. CUSTOMS
BORDER PROTECTION
MODEL 16896SW -RH
DRAM BY DGR
JOB Na REVISION 14 4
SCALE NTS
DAZE 11 -29 -04
REVISED 03 -06 -09
SHEET
3 OF 5
#12 C�Rl 8" S
113 1/4"
OVERALL UPR 110„
HEIGHT HEIGHT
47
48"
GUTTER FASCIA
5/8" INSULATED
LOW E GLAZING
ALUMINUM
WINDOW FRAME
3/4 OSB
EPDM MEMBRANE
INSULATED ALUMINUM
PANEL, WHITE
ACOUSTICAL DROP
CEILING
2 5/8 "x 4
ALUMINUM ANGLE
TOP FRAME
EXTERIOR DIAMOND
EMBOSSED ALUMINUM
1 1/2" POLYISOCYANURATE
INSULA11ON
5/8" GRAY VINYL
COVERED DRYWALL
4 RUBBER
COVE BASE AISED RUBBER
DISK FLOOR
1 1/2" FLOOR
(2 LAYERS 3/4" OSB)
\_1 1/2" POLYISOCYANURATE
INSULATION
C6x8.2 STEEL CHANNEL
STEEL ANCHOR TAB
WALL SECTION DETAIL
96"
INTERIOR CONDUIT w/
HEIGHT 2" STUB OUT
LOCK NUT
BUSHING
WIRE MOLD
7 3/8"
EXTERIOR CONDUIT
SECTION DETAIL
SHOP DRAWING
PORTA-KING BUILDING SYSTEMS
4133 SHORELINE DRIVE EARTH CITY, MISSOURI 63045
1- 800- BUILDING 314 -291 -4200 FAX 314 -291 -2857
nnE
U.S. CUSTOMS
BORDER PROTEC110N
MODEL 16896SW -RH
ABM Ha REVISION 14.4 DRA" BY DGR
WALE NTS
DATE 11 -29 -04
HOMED 03 -06 -09
SHEET
4 OF 5
ALUMINUM
DRIVE RIVET
USE o )1Y 4 11 DWUt
IZiv Per Cowin
com oaXION
PANEL CONNECTION TEE DETAIL
CAULK
(TYPICAL ALL
CONNECTIONS)
2 7/B
CAULK
(TYPICAL ALL
CONNECTIONS)
PANEL CONNECTION CORNER DETAIL
ALUMINUM 2 7/B"
DRIVE RIVET
US- (0) iitr D NE
R1v ETS AT 141�Er-
COL MN N P
CONNECTION
1/4 H f
WINDOW GLAZING DETAIL
SHOP DRAWING
co yep
PORTA —KING BUILDING SYSTEMS
4133 SHOREUNE DRIVE EARTH CITY, MISSOURI 63045
1- 800 BUILDING 314 -291 -4200 FAX 314 -291 -2857
1111E
U.S. CUSTOMS
BORDER PROTECTION
ROD Ho. REVISION 14 4
SCALE NTS
MODEL 16696SW -RH
DRAWN BY DGR
DATE 11 -29 04
REVISED 03 -06 -09
SHEET
5 OF 5
95 /Y t
47 3/4
47 3 /4•
-19 3/4•
32•
69 1/4
F
320
q.
63 1/4' 9'
a g
FORAUFI POCKETS
THIS SIDE
L
r
FORKIJFT �J
32
32'
57 1/4•
q.
FORICUFT POCKET
CHAN EL SUPPORTS
Yx1 /4 STEEL
BAR STOCK
(TYPICAL)
06x8.2 STEEL
CHANNEL
g• 63 1/4
19 3/4'—
BASE FRAME LAYOUT
RIGHT HAND
FORKLIFT POCKET SZE 9x3 CH 3Y CENTER
SHOP DRAWING
o9 -Qe.0
PORTA —KING BUILDING SYSTEMS
4133 SHOREUNE DRIVE EARTH CITY, MISSOURI 63045
1- 800 BUILDING 314 -291 -4200 FAX 314 -291 -2857
1111E
U.S. CUSTOMS
BORDER PROTECTION
MODEL 16896SW —RH
JOB NO. REVISION 14 4 D"1414 BY DGR
SCALE NTS
DAZE 11 -29 -04
REVISED 03 -06 -09
SHEET
DETAIL
5 Larson
Structural Calculations
Larson Engineering, Inc.
5757 Phantom Drive, Suite 200
St. Louis, MO 63042 -2429
314 731 4710 Fax: 314 731 4712
www.larsonengr com
5 Larson
Larson Engineering, Inc.
5757 Phantom Drive, Suite 200
St. Louis, MO 63042 -2455
314.731 4710 Fax: 314 731 4712
www.larsonengr.com
L
J
SUBJECT. U.S. Customs SHEET NO. C -1
Border Protection PROJECT NO. 51090137.000
Port Angeles, WA BY RV DATE 4/21/2009
L
DESIGN LOADS
ROOF LOADS
FPDM Membrane rdl1 1 psf
Roof Panels rd12 2 psf
Insulation and drop ceiling Misc rdl3'= 6-psf
Alum Framing rdl4'= 2 psf
Roof Dead Load RDL E rdl RDL =11.0 psf
Roof Live Load RLL 20-psf
Total Roof Load: TRL RLL RDL TRL 31 psf
FLOOR LOAD
Rubber Floor fdl1 1 psf
(2) 3/4 OSB fdl2 5-psf
Floor Framing Insulation fdl3 2 psf
Floor Dead Load FOL Efdl FDL 8.0-psf
Floor Live Load FLL 50psf
Total Floor Load TFL FDL FLL TFL 58-psf
L oh
WALL LOAD
3/4 Duraflake wdl1 2 psf
1' insulation and Drywall wd12 2 psf
Framing wd13 1 psf
Wall Dead Load
BUILDING GEOMETRY
L 168(n
W 96in
H 113.25in
L 18•in
Woh 3-in
H 3in
TOTAL BUILDING DEADLOAD
Weight FDL L W RDL L W 2 (W L)•H WDL
Weight 44•kip
WDL Ewdl WDL 5.0-psf
L r L L o h L 15.5ft
Wr W 2 Woh W 102 in
5 Larson
Larson Engineering, Inc.
5757 Phantom Drive, Suite 200
St. Louis, MO 63042 -2455
314 731 4710 Fax: 314 731 4712
www.larsonengr.com
SUBJECT. U.S. Customs SHEET NO. C -2
Border Protection PROJECT NO. 51090137.000
Port Angeles, WA BY RV DATE 4/21/2009
SNOW LOADING (IBC 2006)
Ground Snow Load (Figure 1608.2) p 25psf
Exposure Category C 1.0 Partially Exposed
Thermal Factor (Ct) C 1.0
Importance Factor I 1.0 Occupancy Cat 11
pf 0 7 'Ce•Ct Is Pg pf 17.5
Design Snow Load
SL if(p 20psf max(pf 20psf I max(p RI Is))
SL 20.psf
TRL max(RDL SL, RDL RLL) TRL 31 psf
Llve Load Controls
WIND LOADING (IBC 2006)
Basic Wind Speed (Fig 1609): Speed 100mph
Importance Factor (Table 1604.5): (Category 11)
ra
Wind Exposure Category D
Exposure Coefficient (ASCE 7 -02, Table 6- 3XExposure B) Kh 1.03
Topographic Factor (ASCE 7 -02, Fig. 6 -4) (Assume Flat Terrain) Kzt 1.0
Wind Directionality Factor (ASCE 7 -02, Table 6 -4) Kd 0.85
Velocity Pressure q 0 00256•K Kzt K I psf q 22.41-psf
(ASCE 7 -02, eq. 6 -15)
Gust Effect Factor (ASCE 7 -02, 6.5.8.1) G 0.85
Internal Pressure Coefficient GC –018
W =1.18 H/W 'h /L W 0.57 W/L 'L /B'
External Pressure Coefficients C,,,, 0.8 Cp_roof –1.3
(ASCE 7 -02, Figure 6 -6)
C pIw –0.5 C –2.1
Design Wind Pressures (eq. 6 -17) p q G•C q•(GC
Pww q G'C ww 9 (GCpi)
Plw'= q G CI q•(GCp1)
Proof q G•Cp_roof q
Proofmax min[q•G•Cp_ q•(GCpI Proof]
Poh q•G'Cp_oh
Speed
V
mph
I, 1.0
p 19.3• psf
plw –5.5-psf
Proof –20 7 psf
Proofmax –28.8-psf
P –40 01.psf
5 Larson
Wind Load Parallel to Long Walls VwiL'= WL W 2 WL H (Wr W) V wiL e 8Ibf
Larson Engineering, Inc.
5757 Phantom Drive, Suite 200
St. Louis, MO 63042 2455
314 731 4710 Fax: 314.731 4712
www.larsonengr.com
SUBJECT. U.S. Customs SHEET NO. C -3
Border Protection PROJECT NO. 51090137.000
Port Angeles, WA BY RV DATE 4/21/2009
Wind Loads WL Pww Plw
WLr I Proofmaxl
WI- l P ohl
WL 2477 psf
WL 28.8•psf
WL 40 01.psf
H
Wind Load Parallel to Short Walls Vwis WL L 2) WL Hr (L L) V 1645•Ibf
5 Larson
Larson Engineering, Inc.
5757 Phantom Drive, Suite 200
St. Louis, MO 63042 -2455
314 731 4710 Fax: 314 731 4712
www.larsonengr.com
SUBJECT. U.S. Customs SHEET NO. C -4
Border Protection PROJECT NO. 51090137.000
Port Angeles, WA BY RV DATE 4/21/2009
SEISMIC LOADING (IBC 2006)
Site Class D
Seismic Use Group I
Occupancy Importance Factor (Table 16045):
Response Modification Factor (Table 1617.6.2):
Spectral Response Accel at Short Period (Fig. 1615(1)):
Spectral Response Accel at1 sec. Period (Fig. 1615(2)):
Site Coef as func of site class and Ss (Table 1615.1.2(1)):
Site Coef as func of site class and S1 (Table 1615.1.2(2)):
Building Period Coefficient (16174.2.1):
H
hroof ft
Aroof Wr Lr
Height of roof
Area of roof.
Dead Load of Root
Dead Load Walls:
Dead Load Floors:
Linear length of walls:
Dead Load at Roof Level:
List 2(W L)
H
Weight RDL L W WDL• 2 [2(L W)]
IE•= 1.0
R 2.5
S 1.462
0.663
F 1.0
F„• =1.5
C 0 02
hroof 9 44
Aroof 132 f t
2
RDL =11 psf
WDL 5-psf
FDL 8•psf
L1st 44. ft
Weight, 2.49.kip
5 Larson
Larson Engineering, Inc.
5757 Phantom Drive, Suite 200
St. Louis, MO 63042 -2455
314.731 4710 Fax: 314 731 4712
www.larsonengr com
V
SUBJECT. U.S. Customs SHEET NO. C -5
Border Protection PROJECT NO. 51090137.000
Port Angeles, WA BY RV DATE 4/21/2009
Find Seismic Shear:
Max Earthquake Response Accel Short Per for Short Per
SMS'= F 5
Max Earthquake Response Accel. Short Per for 1 sec. Per
SM1 Fv S1
Design Spectral Response Accel Parameter for Short Per
2
SDS 3 SMS
Design Spectral Response Accel Parameter for 1 sec. Per
2
SD1 3 SMt
Aproximate Fundamental Period: T CT'hroof T 011
SDS
Seismic Response Coefficients: C
R
IE
Cs Shall Not Be Less Than: C, 0 044•5 I
C 0.39
C 0.39
Cs ifRif( Cs2 C C52)) Cs3 C62 Cm C52))]
V C Weight,
V 970•Ibf
Design Lateral Load
VdesS max(Vwis Vs)
VdesL max(VWIL Vs)
Vdes maX(VdesS
4
3
C 2.46 C 0.04
VdesS 1.65•kip
Vdes 1.65•kip
S =1.46
5 0.99
SDS 0.97
SDI 0.66
SDI
C s 2 R
Ta
Wind Load Controls
V desL 0.97 kip Seismic Load Controls
5 Larson
Larson Engineering, Inc.
5757 Phantom Drive, Suite 200
St. Louis, MO 63042 -2455
314 731 4710 Fax: 314 731 4712
www.larsonengr.com
SUBJECT. U.S. Customs SHEET NO. C -6
ROOF DIAPHRAGM
Checking #12 4) Gr.
Fastener Spacing
Wall Height
Wall Length
Wall Width
Wind Load
Roof Wind Load
Yellow 5931bf
w (WL)-( 1
w•L
M
8
Compression in Chord
W
BoltTension WL 2 J Sp
Border Protection PROJECT NO. 51090137.000
Port Angeles, WA
5 Diaphragm 5olts
Sp 18in
H =944ft
L 14ft
W 8ft
WL 24.8.psf
WL 28.8•psf
Tallow 527Ibf
w= 116.9•plf
M 2863.2 1 bf ft
M
Compression) W
BoltTension 2 BoltShear 2
0.29 1.00 OK
Tallow Vallow
BY RV DATE 4/21/2009
(Sheet B -5)
Compression) 358•Ibf
Vdes
Collector Force Compression2 2 Compression2 823.4bf
Maximum Force in Chord based on RISA Analysis Sheet M -17 Compression3 1.337kip
Compression max(Compressionl Compression2 Compression3) Compression 1337 Ibf
Compression
BoltShear W Sp BoltShear 250 7 Ibf
BoltTension 172.8•Ibf
Use #12 4 Gr. 5 Thru Bolts ®18' O.C.
Larson Engineering, Inc.
5757 Phantom Drive, Suite 200
St. Louis, MO 63042 2455
314 731 4710 Fax: 314 731 4712
www.larsonengr.com
5 Larson
u
2.625
Length
2.625
SUBJECT. U.S. Customs SHEET NO. C -7
Border Protection PROJECT NO. 51090137.000
Port Angeles, WA BY RV DATE 4/21/2009
2 5/8 x 4" x 3/16" ANGLE TOP TRACK DESIGN
Roof Wind Load:
Total Roof Load:
Tributary Width:
Length between supports.
W
tw 2
Unbraced Length (fastener spacing):
SECTION PROPERTIES 2 5/8 x 2 5/8 x 3/16' ALUM ANGLE Conservative Check
(6063 -T6) Sheet Al:
S 0.335•in
S S
E 10100•ksi
A 0.9492 in
Mmax
fb S
x
Fb1•=
Fb1 151 ksi
I 0 636.in
I I
3
t• in
16
WL 28.8-psf
TRL 31 psf
tw 48-in
L 48•in
Lb 18•in
r 0.8181•in
r r
b 2.625•in
k•= 1.0
CHECK BENDING BETWEEN SUPPORTS (Sheets 52 -53)
w (TRL) tw w 124•plf
w tw•WL w 115.2 pif
w max(w w w= 124•plf
Mmax 0125•w•L Mmax 248•Ibf ft
f 8.88•ks1
Lb Lb Lb 87000
22,15.ksi i 94 16.7 ksi 0.073•ksi ksi
r r r LJ 2
ry
5 Larson
Larson Engineering, Inc.
5757 Phantom Drive, Suite 200
St. Louis, MO 63042 -2455
314.731 4710 Fax: 314 731 4712
www.larsonengr.com
SUBJECT. U.S. Customs
Border Protection
Port Angeles, WA
Allowable Sending Stress (6063 -T6 Alum. Spec.17) (Sheet 5 -3
b b b 4930
10 20•ksi if 23 27.9-ksi 0.808.— ksi ksi
t t t
Fb2 if
Fb2 16.6•ksi
Fb min(Fb1 Fb2)
fb Fb
L
k 58.7
r
CHECK DEFLECTION
5 w Ls
384E I
Ls
Hallow 240
Deflection Is OK
Angle Is OK In Bending Between Supports
Compression
fa A
k L Ls 51100
F <7814.2- 0074•k f 2
x x LS
k—
r
f F OK Angle Is OK In Compression
2 5 /8"x 4"x 3/16"Aluminum Angle Top Track OK
SHEET NO. C -8
PROJECT NO. 51090137.000
BY RV DATE 4/21/2009
Fb 15.09•ksi fb 8.88•ksi OK
Check Diaphragm Chord Forces
(Allowable Axial Stress 6063 -T6 Alum. Spec No. 7) (Sheet 52)
Compression in Chord Compression 1337 Ibf
A 011in
Dallow 0.2 in
f 1.41 ksi
t
ksi F 9.86•ksi
5 Larson
Vsl
Larson Engineering, Inc.
5757 Phantom Drive, Suite 200
St. Louis, MO 63042 -2455
314.731 4710 Fax: 314.731 4712
www.larsonengr.com
WIND
DIRECTIDN
z
D
SUBJECT. U.S. Customs SHEET NO. C -9
Border Protection PROJECT NO. 51090137.000
Port Angeles, WA BY RV DATE 4/21/2009
OVERTURNING
Building Length L =14ft
Building Width W 8ft
Building Height H 944ft
Roof Length L 15.5ft
Roof Width W 8.5 ft
Overhang Length
Overhang Width
L 1.5•ft
Woh 0.25•ft
Wall Wind Load WL 2477 psf
Roof Wind Load WL 28.8-psf
Overhang Wind Load WL 40 01.psf
Overturning Moment Due To Wind
H (W �W1
M WL L 2 H WL H L H WL L W•I 2) WL W' Loh J' 2J
M 31.2 kip.ft
Overturning Moment due to Seismic
M V H M 9152 ft lbf
Maximum Applied Overturning Moment
M max(M M M 31169 ft lbf
Actual Resisting Overturning Moment
W11 W
Mres'= FDLLW 2I +RDLL 2 WDL H L W WDL 2 W H 2 W
Mres =177 kip ft
Larson Engineering, Inc.
5757 Phantom Drive, Suite 200
St. Louis, MO 63042 -2455
314 731 4710 Fax: 314.731 4712
www.larsonengr.com
5 Larson
orn
br k 3 r f
Hold Down Angle
SUBJECT. U.S. Customs SHEET NO. C -10
Border Protection PROJECT NO. 51090137.000
Port Angeles, WA BY RV DATE 4/21/2009
Required Holddowri Loads
M reg M 0 6 Mres
Mreq
Tmax W
V max WL L (H) WL Loh Hr
3" x 3" x 1/4" x 4" LONG STEEL HOLD DOWN BRACKET
Loading at Each Bracket
Tmax
Tbrkt 3 Tbrkt 856.58• I bf
Vbrkt
Vmax
6
I (0.5in) Hold Down Angle Section Properties
brk#
arm 1.5in Z (4{n) 4 Z 0.25 in 3
Check Angle Used For Bracket
F Y 36ksi
Mbrkt' Tbrkt arm
F y Z x
Mallow 1.67
Mallow Mbrkt
Vbrkt 546.92 Ibf
Mbrkt 1284.87 Ibf in
Mallow 5389.22 Ibf in
OK
Use 3"x3"x1/4" A36 Steel Angle, 4" Long
M feg 20.6.kip ft
Tmax 2569 7 Ibf
Vmax 3281.5•Ibf
Larson Engineering, Inc.
5757 Phantom Drive, Suite 200
St. Louis, MO 63042 -2455
314.731 4710 Fax: 314 731 4712
www.larsonengr.com
5 Larson
SUBJECT. U.S. Customs SHEET NO. C -11
Border Protection PROJECT NO. 51090137.000
Port Angeles, WA BY RV DATE 4/21/2009
CHECK 3/4' HILTI KWIK BOLT 3 W/ 31/4° EMBED. IN CONCRETE
LOADING AT EACH BOLT
Tbolt Tbrkt Tbolt 857 Ibf
Vbolt Vbrkt Vbolt 547 Ibf
Tallow 24251bf (Sheet 5 -1) Tbd 857 Ibf
Vallow 49001bf
COMBINED
5 5
3 3
T bolt V bolt
0.20
T a llow V al low
Vallow 4900 lbf Vbolt 547 lbf OK
1.00 OK
USE MIN 3/4" 0 HILTI KWIK BOLT W/ 31/4" EMBED. IN CONCRETE
OK
L Ibf
Larson Engineering, Inc.
5757 Phantom Drive, Suite 200
St. Louis, MO 63042 -2455
314.731 4710 Fax: 314.731 4712
www.larsonengr.com
5 Larson
WELD LOAD DIAGRAM
SUBJECT. U.S. Customs SHEET NO. C -12
Border Protection PROJECT NO. 51090137.000
Port Angeles, WA BY RV DATE 4/21/2009
CHECK WELD (3/16" FILLET WELD)
Weld Section Properties
b 3•in
d 2.5•in
Length of Weld
Section Modulus of Weld
Forces on Weld
Vbrkt
f,,
Lweld
Tbrkt
fvy Lweld
F
Vb arm T arm
S
2 2
fr (f,2 fbz) +-f
Fillet Weld Capacity:
Lweld 2 dw
0.6.70ksi 0707 01875•in
F f OK
2.0
d
Sw 3
Lweld 5•in
S 2.083•in
Ibf
f 1094•—
in
Ibf
f 171.3• in
lbf
fb 10105•
in
Ibf
f 1132.9•—
in
Ibf
F 2783.81•
in
3/16° Fillet Weld w/ Min Length
2.5 In on each side Is OK
5 Larson
O of Lateral Load
Larson Engineering, Inc.
5757 Phantom Drive, Suite 200
St. Louis, MO 63042 -2455
314.731 4710 Fax: 314 731 4712
www.larsonengr.com
SUBJECT. U.S. Customs SHEET NO. C -13
Border Protection PROJECT NO. 51090137.000
Port Angeles, WA BY RV DATE 4/21/2009
LATERAL FORCE RESISTING SYSTEM
Deflection of Elev D due to Unit Load
Deflection of Elev 5 due to Unit Load
Rigidity of Elev D
Rigidity of Elev B
Lateral Load Distributed to Elev D
Lateral Load Distributed to Elev B
Distance from Centroid of
Building to Elev D
Distance from Centroid of
Bulding to Elev B
Distance from Centroid
to Center of Rigidity
Moment due to Eccentricity
Lateral Load in Long Walls
VdesL max(VwIL Vs)
Lateral Load Taken by Elevation A
Lateral Load Taken by Elevation 5
Lateral Load Taken by Elevation C
Lateral Load Taken by Elevation D
AD 1.53in LISA, Shseet M 4
AD 0.33in °RI5,A,S4e047 2
1
Rp
Rp 0.65•in 1
D
1
RB R5 3.03•in -1
0 B
Vdes RD
PD PD 291.93•Ibf
R B
D
Vdes RB
P5 P5 1353.47lbf
+R B
L
XD 2 XD 7ft
L
x 2 x 7 ft
XCR
M lat
Vc W
—XD-RD XB RB
VB PB
Vc•= VA
VD P
Rp RB
Mlat Vdes XCR
VdesL
VA max V
xCR 4.52 ft
Miat 743•1(iP•ft
V 928.86• I bf
VA 928.86•Ibf
VB 1353.47 lbf
V 928.86• Ibf
Vp 291.93•Ibf
5 Larson
Larson Engineering, Inc.
5757 Phantom Drive, Suite 200
St. Louis, MO 63042 -2455
314.731 4710 Fax: 314 731 4712
www.larsonengr.com
SUBJECT. U.S. Customs SHEET NO. C -14
Border Protection PROJECT NO. 51090137.000
Port Angeles, WA BY RV DATE 4/21/2009
CHECK SHEAR PANELS
Total Lateral Load:
CHECK TYPICAL ALUMINUM PANEL
Ta 1.86kip
A 9in 0 0202in
Plat Vdes
SHEET M -18
Pl 1645.4.1bf
Allowable Tension Stress (3003 -H14 Alloy Spec. No.1, SHT 5-7)
T
f A f 10.23•ksi
F 10.5ksi
f
0.97
F
1.0 OK
USE ALUMINUM PANEL AS STRAP BRACING
IN PANELS AT WINDOWS IN LONG WALLS
Larson
Larson Engineering, Inc.
5757 Phantom Drive, Suite 200
St. Louis, MO 63042 -2455
314.731 4710 Fax: 314.731 4712
www.larsonengr.com
SUBJECT. U.S. Customs
Border Protection
Port Angeles, WA
T 0.682kip SHEET M -10
SHEET NO. C -15
PROJECT NO. 51090137.000
BY RV DATE 4/21/2009
CHECK FULL HEIGHT PANEL CONNECTION
T 1.86-kip See Risa Output Sheet M -18
1600lbf
Vallow (Sheet B -11) Vallow 640 Ibf
25
T
Number of Rivets Required NoRIV NoRiv 2.91
Vallow
Number of Rivets Used Noused'= ceil(NoR Noused 3
T
Shear on Each Rivet: 620 Ibf
Noused
Use minimum (4)1/4" Drive Rivets in each Corner
at full height Panel to Column Attachment
CHECK PANEL CONNECTION (AT WINDOWS ON LONG SIDES)
16001 bf
Vallow (Sheet 8 -11) Vallow 640•Ibf
2.5
T
Number of Rivets Required No NoRiv 1.07
Vallow
Number of Rivets Used Noused ceil(NoR Noused 2
T
Shear on Each Rivet: 341 Ibf
Noused
OK
OK
Use minimum (2)1/4" 4 Drive Rivet In each Corner at Panel
to Column Attachment at Window panels on long sides
5 Larson
Load 1)iagra
3
Larson Engineering, Inc.
5757 Phantom Drive, Suite 200
St. Louis, MO 63042 -2455
314 731 4710 Fax: 314 731 4712
vnw✓.larsonengr.com
F
P
4
SUBJECT. U.S. Customs SHEET NO. C -16
Border Protection PROJECT NO. 51090137.000
Port Angeles, WA BY RV DATE 4/21/2009
4" x 3" x 1/4" ALUMINUM TEE STUD
Number of Columns in Controlling Wall: No 5
Height of Shear Panel Below Windows:
V
Point load at top of column: F F 185.8•Ibf
No
Length of column: L� 104 in
Unbraced Length: Lb 47 in
Trib Width TW 481n
Wind Load p W11 19.3•psf
Roof Load TRL 31 psf
Roof Trib Area TA 05W TW TA 16ft 2
SECTION PROPERTIES OF 4 x 3 x 1/4 ALUM TEE (6005 -T5) Sheet A2
I 2.7692 in l 0.5674•in Flange Dimensions
S 1.0 in S 0.3782 in b 1.375•in
r 1.281 in
E 10100•ksi
Lb
S
r
Fbx11 13.2 ksi
S =8105
r 0
A 1.6875•in
ALLOWABLE DEFLECTIONS STRESSES Sheet 512, 513
Allowable Wind Load Stress (6005 -T5 Al Spec. No.11):
87000 j)
Fbx11 if S 21 21•ksi if S 79 23.9•ksi 0124•ksi S, 2 ksi
S
Allowable Wind Load Stress (6005 -T5 Al. Spec. No.15):
r b b 182
Fbx15 if 6.5 21 ksi if 10 27.3•ksi 0.93•ksi•—
t t t b
Fbx15 21 ksi
Fb min(Fbx11 Fbx15) Fbx 13.2 ksi
H pan 42in
t 0.25•in
t
ksi
5 Larson
Larson Engineering, Inc.
5757 Phantom Drive, Suite 200
St. Louis, MO 63042 -2455
314.731 4710 Fax: 314 731 4712
www.larsonengr.com
SUBJECT. U.S. Customs
Border Protection
Port Angeles, WA
Allowable Wind Load Stress (6005 -T5 Al Spec. No. 11):
L
r
87000
Fbyll if S 21 21 ksi if S 79 23.9-ksi 0 124•ksi S, 2 ksi
S
Fbyn 194•ksi
Allowable Wind Load Stress (6005 -T5 Al Spec. No. 15):
b
F by15 if 5 6.5 21 ksi if
t
Fbyls 21-ksi
F b y min(Fby113 Fby15)
CHECK FOR BENDING (DEAD SEISMIC STRONG AXIS1
M
M
fb 8
x
Pww TW" Lcol
8
M 723.88 I bf ft
f 8.69•ksi
fbx
0.66
F bx
Stud Column Is OK For Stress
WIND LOAD ANALYSIS
5 36.69
Allowable WL Deflection:
5•pww TW Lcoi 4
y_max
384.E I
Lcol
Stud Column Is OK For Deflection
Fb 19 4•ksi
SHEET NO. C -17
PROJECT NO. 51090137.000
BY RV DATE 4/21/2009
b
10 27.3•ksi 0.93•ksi
t t
Ay_max 0.35•in
Dy_allow 1 8 0 Dy_allow (158 in
182
b
t
ksi
Larson Engineering, Inc.
5757 Phantom Drive, Suite 200
St. Louis, MO 63042 -2455
314 731 4710 Fax: 314 731 4712
www.larsonengr.com
5 Larson
SUBJECT. U.S. Customs SHEET NO. C -18
Border Protection PROJECT NO. 51090137.000
Port Angeles, WA BY RV DATE 4/21/2009
CHECK FOR AXIAL
Column Axial Load: p ool TA (RDL) P c01 176•Ibf
C 0.6 (Ends pinned and sidesway prevented)
n 195
3.14 E
Fe 2 F 777ksi
Lb
r
n
l
f A f 01 ksi
Allowable Axial Stress (6005 -T5 Al Spec. No. 7 8.1):
Lb Lb Lb 51100
Fax7'= 1 0 0•ksi i 66 20.2 ksi 0 126 ksi ksi
r r rx Lb J 2
b b b 1970ksi
Fax8.1 if t 2.4 21ksi if 12 23.1ksi 0 787ksi t 2
(t)
Fax if(Fax7 Fax8.1 Fax7 Fax8.1) Fax 15.58- ksi
Fao Fax8.1
CHECK COMBINED STRESS
f
Cm fbx
0 41
Fax fa
1 F F bx
e
fa fbx
0.66
Fao Fbx
1.0
1.0
Stud Column Is OK For Combined Stress
rx
Larson Engineering, Inc.
5757 Phantom Drive, Suite 200
St. Louis, MO 63042 -2455
314 731 4710 Fax: 314.731 4712
www.larsonengr.com
5 Larson
SUBJECT. U.S. Customs SHEET NO. C -19
Border Protection PROJECT NO. 51090137.000
Port Angeles, WA BY RV DATE 4/21/2009
CHECK FOR BENDING (DEAD SEISMIC WEAK AXIS)
Mcant= 0.334kip ft Risa Output Sheet M -11
Mcant
fby S
F by
f 10.6•ksi
fby
0.548 1.0 OK
CHECK FOR AXIAL
Column Axial Load: Prisa 1.612kip See Risa Sheet M -18
I'col i'risa (RDL) TA
C 0.6 (Ends pinned and sidesway prevented)
n 1.95
3.14 E
Fe 2
Lb
r nu
y
P col
fa A
F 15.58•ksi
F 18.77ksi
CHECK COMBINED STRESS
fa C m fby
Fax fa
t 1_ J F b Y
F
0 45 1.0
fa fby
=0.6 1.0 OK
F Fb
Stud Column Is OK For Combined Stress
Stud Column Is OK For Stress
F 777 ksi
f 1.06•ksi
Pcei 1.79•kip
5 Larson
Larson Engineering, Inc.
5757 Phantom Drive, Suite 200
St. Louis, MO 63042 -2455
314 731 4710 Fax: 314 731 4712
www.larsonengr.com
SUBJECT. U.S. Customs SHEET NO. C -20
Border Protection PROJECT NO. 51090137.000
Port Angeles, WA BY RV DATE 4/21/2009
CHECK FOR BENDING (DEAD 0.75 *0.7 *SEISMIC 0.75L STRONG AXIS)
0 75p TW Lcoi
M
M
f S
x
8
M 542.91•Ibf ft
fbx 6.51•ksi
fbx
=049 1.0 OK
F bx
CHECK FOR AXIAL
Column Axial Load: P ool TA (075RLL RDL) P ool 416•Ibf
C 0.6
n 125
3.14 E
Fe 2
Lb
r
Pcol
fa A
n
F 15.58•ksi
F 18.77 ksi
CHECK COMBINED STRESS
fa C m fby
Fax fa
1— F Fby
F
(Ends pinned and sidesway prevented)
F 777 ksi
f 0.25•ksi
0.36 1.0
f fb
=0.56 1.0 OK
F Fb
Stud Column Is OK For Combined Stress
Stud Column Is OK For Stress
5 Larson
Larson Engineering, Inc.
5757 Phantom Drive, Suite 200
St. Louis, MO 63042 2455
314 731 4710 Fax: 314 731 4712
www.larsonengr.com
I
O
O
SUBJECT. U.S. Customs SHEET NO. C
Border Protection PROJECT NO. 51090137.000
t
T
Port Angeles, WA BY RV DATE 4/21/2009
CHECK MOMENT CONNECTION TO TOP TRACK
Mcant 334•Ibf ft
x'= 0.5.2in y'= 0.5.1.375in
Mcant Y
V
6x 4y
Mcant X
V
Y 6x 4y
Vfast V 2 V 2
1600•Ibf
Vallow 2.5
Vfast
0.96 OK
Val low
V 349.21•Ibf
V 507.94• I bf
V fast 616.41.1bf
Vail„ 640•Ibf
THEREFORE USE (6)1/4 DRIVE RIVETS
5 Larson
Larson Engineering, Inc.
5757 Phantom Drive, Suite 200
St. Louis, MO 63042 -2455
314 731 4710 Fax: 314 731 4712
www.larsonengr.com
Lood Diagram
8
P
SUBJECT. U.S. Customs SHEET NO. C -22
Border Protection PROJECT NO. 51090137.000
Port Angeles, WA BY RV DATE 4/21/2009
27/8 "x27/8 "x1/4" ANGLE STUD
Length of column:
Unbraced Length:
Trib Width
Wind Load
Roof Load
Roof Trib Area
Compression in Column from Strap Bracing in Tension:
Number of Panels in Critical Direction:
Height of Panel:
Width of Panel:
L col 104• i n
Lb 47 in
TW 24in
p 11w 19.3.psf
TRL 31 psf
TA 0.5W TW
NOpan 5
H pan 3.5-ft
Wpan 3.2 ft
Plat Lcol
Load at each panel. P Pan 814.87 Ibf
Pan NO H pan Pp
an
0 atan 0 47.56•deg
Wpan
Compression in Column: C P pan tan(0)
C 891.26•Ibf
Column Axial Load: Pco11 TA TRL C Peon 1139.26•Ibf
Column Axial Load from Risa Sheet M -17
Pco12= 1.124.kip TA TRL Pc012 1.37 kip
Column Axial Load: Pcol max(Pco11 Pco12) Pcol 1.37 kip
SECTION PROPERTIES OF 2 7/8 x 2 7/8 x 1/4 ALUM ANGLE (6005 -T5) Sheet A3
I 1.089 in I 1.089•in
S 0.528•in S 0.528.in b 2.625-in
r 0.89•in r 0.89•in t 0.25•in
E 10100•ksi A 1.375•in
Flange Dimensions
5 Larson
Larson Engineering, Inc.
5757 Phantom Drive, Suite 200
St. Louis, MO 63042 -2455
314.731 4710 Fax: 314 731 4712
www.larsonengr.com
SUBJECT. U.S. Customs
Border Protection
Port Angeles, WA
ALLOWABLE DEFLECTIONS STRESSES Sheet 512.613
Allowable Wind Load Stress (6005 -T5 Al Spec. No.11):
Lb
r
S 52.81
SHEET NO. C -23
PROJECT NO. 51090137.000
BY RV DATE 4/21/2009
87000
Fbx11 if S .5 21 21 ksi if S 579 23.9.ksi 0124•ksi S 2 ksi
S
Fbx11 174•ksi
Allowable Wind Load Stress (6005 -T5 Al Spec. No.15):
b (b b 182
Fbx15 if 6.5 21 ksi if 5. 10 273•ks1 0.93•ksi ksi
t t t b
t 1)
Fbx15
173- ksi
Fbx'= min(Fb11 Fbx15) Fbx 17.3•ksi
Allowable Wind Load Stress (6005 -T5 Al Spec. No.11):
Lb
r
b
Fb if t 6.5 21
Fbyi5 17.3•ksi
F min(Fby11 F by15)
S=52.81
87000
Fbyl1 if S 5. 21 21 ksi if S 79 23 ksi 0124• ksi S 2 ksi
S
F by11 174 ksi
Allowable Wind Load Stress (6005 -T5 Al Spec. No.15):
b b 182
ksi if 5.10 27.3•ksi 0.93•ksi•— b
t t
Fb 17.3-ksi
t
ksi
5 Larson
Larson Engineering, Inc.
5757 Phantom Drive, Suite 200
St. Louis, MO 63042 -2455
314 731 4710 Fax: 314 731 4712
www.larsonengr.com
SUBJECT. U.S. Customs SHEET NO. C -24
Border Protection PROJECT NO. 51090137.000
Port Angeles, WA BY RV DATE 4/21/2009
CHECK FOR BENDING
M
M
fb S,
fbx
=047
F bx
Pww n'`�' Lcol
f 8.23•ksi
Stud Column Is OK For Stress
WIND LOAD ANALYSIS
Allowable WL Deflection:
5.p„, TW L
Dy_max
384.E I
Lcol
�y_allow 180
Stud Column Is OK For Deflection
Mcant 0198kip ft RISA>outj t,
8 SHT' M -10'
M 361.94•Ibf ft Mcant 198•Ibf ft
Mcant
fb S
y
f 4.5•ksi
fby
0.26
F by
Dy_max 0 44•in
°y_allow 0.58•in
Larson Engineering, Inc.
5757 Phantom Drive, Suite 200
St. Louis, MO 63042 -2455
314 731 4710 Fax: 314 731 4712
www.larsonengr.com
5 Larson
SUBJECT. U.S. Customs
Border Protection
Port Angeles, WA
CHECK FOR AXIAL
C m 0.6
n 1.95
3.14 E
F
i
fa A
Allowable Axial Stress (6005 -T5 Al Spec. No. 7 8.1):
Fax7 if
Lb
r y l
Fax8.1 if
n
Lb
0•ksi
r
Fax If(Fax7 Fax8.1 Fax7 Fax8.1)
SHEET NO. C -25
PROJECT NO. 51090137.000
BY RV DATE 4/21/2009
(Ends pinned and sidesway prevented)
F 18.31•ksi
f 1 ksi
Lb Lb 51100
66 20.2 ksi 0126•ksi• ksi
rx rx b
2
b b b 1970ksi
2.4 21ksi if 12 23.1ksi 0 787ksi
t t t 2
b
Stud Column Is OK for Combined Stress
t l
F 13.55•ksi
Fao Fax8.1
f C fb fa Cm fby
—037 OK —0.24 OK
F f Fax fa
1 Fb 1 Fb
F F
f fb fa fby
0.54 OK =0.33 OK
Fao Fbx Fao Fby
5 Larson
Larson Engineering, Inc.
5757 Phantom Drive, Suite 200
St. Louis, MO 63042 -2455
314 731 4710 Fax: 314 731 4712
www.larsonengr.com
MEM
ENI
Load Diagram
SUBJECT. U.S. Customs SHEET NO. C -26
Border Protection PROJECT NO. 51090137.000
Port Angeles, WA BY RV DATE 4/21/2009
PLYWOOD FLOOR DECK DESIGN (Single Span Condition)
Deck Span: Ldeck 34in
Tributary Width: TW 12 in
Total Floor Load: TFL 58•psf
DECK SECTION PROPERTIES 3/4 OS5 Sheet 58
in
4
IxP 0 036 ft
DEFLECTION ANALYSIS
w TFL
WS Ldeck 12
4
w•
lbf
E 1800000 2
i n
2
1 11 3 i n
KS 0.232—
ft I 3.613 ft
lbf lbf
Fbp 1650 —2 FSP 48-2
in in
D y_max 921 6E I xP
Ldeck
Ay_allow 240
Deck Is OK for Deflection
Dy_max 011 in
Dy_allow 014•in
ALLOWABLE UNIFORM LOAD BASED ON SENDING STRESS Sheet 510
[96•F b KS•(2)
W Wb= 64•psf
2
L deck 12
Wb TFL
Deck Is OK for Bending Stress
ALLOWABLE UNIFORM LOAD BASED ON SHEAR STRESS Sheet 510
24.F I
W 122 psf
W TFL Deck Is OK for Shear Stress
5 Larson
Larson Engineering, Inc.
5757 Phantom Drive, Suite 200
St. Louis, MO 63042 -2455
314.731 4710 Fax: 314.731 4712
www.larsonengr.com
SUBJECT. U.S. Customs SHEET NO. C -27
Border Protection PROJECT NO. 51090137.000
Port Angeles, WA BY RV DATE 4/21/2009
Check 3" Insulated Aluminum Roof Panels
Roof Snow Load SL 20•psf
Max Wind Load WL 28.8•psf
Roofspan W Roofspan 8ft
MaxRoofLoad max(TRL WL MaxRoofLoad 31 psf
Allowable Roof Panel Span From Allowable Span Table
Max Allowable Span 9' 2' Sheet 56
Roofspan Max Allowable Span OK
Use 3" x 0.024" Insulated Aluminum Roof Panels
5 Larson
Larson Engineering, Inc.
5757 Phantom Drive, Suite 200
St. Louis, MO 63042 -2455
314 731 4710 Fax: 314.731 4712
www.larsonengr.com
SUBJECT. U.S. Customs SHEET NO. C -28
Border Protection PROJECT NO. 51090137.000
Port Angeles, WA BY RV DATE 4/21/2009
C6x8.2 CHANNEL (FORKLIFT POCKETS)
Building Weight: Weight 442•kip
C6x8.2 Steel Channel Section Properties
A 2.39in I 13.1in
Z 5.16in
Check Overall Channel Bending
L =28in
101in Leant 101 in
Lcant'
Weight
w'=
4 Leant
w'
M
aPP 2
Lb Oft
F y Z x
Mall 1.67
Mapp
Mall
0.5 1.0 OK
Ax_allow 240
w 131.33•plf
Mapp 4.65•kip•ft
Mall 9.27 kip•ft
CHECK DEFLECTION
w L 1
Ax 384.E I x (5 24• Leant 2)
Leant
A x max w 2 4 E Ix (L 3 6• Lcant 2 L 3• Lcant 3
2 L c ant
F 36ksi
E 29000ksi
C6x8.2 OK for bending at forklift pockets
Ax allow 0.84 -In
-0 01 in
Ox_max
Ox_max 0.58•1n
OK For Defection
5 Larson
RISA Model Analysis
Larson Engineering, Inc.
5757 Phantom Drive, Suite 200
St. Louis, MO 63042 -2429
314 731 4710 Fax: 314 731 4712
www.larsonengr.com
Loads: BLC 1 Unit Load
Results for LC 1, Unit Load
1k M5
BA
Csl
Larson Engineering Inc.
RV
51090137 000
1 N
7A 7
U S Customs Border Protection Port Angeles WA
ELEVATION B
Apr 16 2009 at 8 37 AM
ELEVATION B.r3d
1
Ll.
wm[ Laoei
N1
X In
J
0
0
b
7 -4
tire
0
0
1 .1 04e =3:
3
1
N4
I
0
0
0
0
2.758e -4
4
N6
.326
.009"
0
0
p":
5.596e-4'
5
1
N7
0
0
0
0
0
6.896e -4
N8
.322
-.009
0.
0.
0
-5.301 e -4
3.762e -4
7
1
N7A
0
0
0
0
0
8
1
N8A
.322
.01:2.
0
0
0
2.714e -4
Joint Deflections (Bv Combination)
NA°2
Company Larson Engineering Inc. Apr 16, 2009
Designer RV 8 37 AM
Job Number 51090137 000 U S Customs Border Protection Port Angeles, WA Checked By
7 [inl X Rotati fradl Y Rotation fradl Z Rotation fradl
RISA -3D Version 8 0.2 [F \Calcs \Models \ELEVATION B r3d] Page 1
Nit
L x
1k
Loads: BLC 1, Unit Load
Results for LC 1, Unit Load
11
co
M
E
V
A
N
9
M15
Lo
2
d
Csl
Ai
13
Larson Engineering Inc.
RV
51090137 000
5
N
U S Customs Border Protection Minneapolis MN
ELEVATION D
N8
10
N8A
7
Apr 16 2009 at 8 44 AM
ELEVATION D.r3d
1
1
N1
0
0
0
0
2.159e -3
2
.1
N3
.005
0
0
0
0
0
0
0
5.038e -4'.
1.01e-3
3
1
N4
4
1'.
N6
1.529
-.003
0
0
0
1.479e -3
5
1
N7
0
0
0
0
0
2.667e -3
6
1
N8
1 528
-.008:
0
0
0
2241e -3..
7
1
N7A
.175
-.001
0
0
0
2.162e -2
N8A
.122
-.006
0.
0
0
1,977e -2
1.234e -2
9
1
N9
1.488
-.003
0
0
0
10,"
1
N1'0
1.409
-.008
0.
0
0
1 :595e -2.
11
1
N11
1.49
.005
0
0
0
-6.951e-3
12
-.1...
N12
1.531'
0
0
0
0
7.471e -4,
13
1
N13
0
0
0
0
0
2.492e -4
Joint Deflections (Bv Combination)
411
Company Larson Engineering Inc. Apr 16, 2009
Designer RV 8 45 AM
Job Number 51090137 000 U S Customs Border Protection Minneapolis, MN Checked By
Rotation frad
RISA -3D Version 8 0.2 [F \Calcs \Models \ELEVATION D r3d] Page 1
1
vak 0, 9 3 k N AL"IS I S C A1
1 17k
Loads: BLC 2, Lateral Load
Results for LC 2, Lateral Load
M8
Larson Engineering Inc.
RV
51090137 000
1 3
M9 M10
M11 M12
M33
M
N
20
M30A
19
M32
7
4 14
o
M34 M35
18
M31
15
Rep
22
M32A
r
2
21
o
U S Customs and Border Protection Port Angeles, WA
ELEVATION A
13
24
23
6 10 12
Apr 16 2009 at 8 45 AM
ELEVATION A.r3d
Results for LC 2, Lateral Load
Member z Bending Moments (k -ft)
Larson Engineering Inc.
RV
51090137 000
MMMMM
lie Il•
IE01 I.CC.
I••••
I!:,..•. ROUES
�U•,
I...
I•...
11...E
1•••,
I•.•,
I••0
I•.,
•1
IC'
I.
If
u
OW OM
III NM
MI III
at
Am
SI
a MR .i .iii
AI as MO (..ii
,11.1 iii pU a I
1.1 11•111 /NM
•111110•11 r..:�. neon a t
EM.AI 02.'241
innm maw am
/..1 I.'/•• 111. '/.111
VMu u• ��a 1+■1p1
1••N MN
111•111 =a
art
iii •ii RI
ISM II•• MR MCI
.a1 r/ t1. 111111 u
Sal n 1.1
u
ii n
11
11111E 11f
.EIM,
••1•'
:7
U S Customs and Border Protection Port Angeles, WA
Apr 16 2009 at 8 51 AM
ELEVATION A.r3d
1
M1
N1
N2
.902
.245
T Columns
Column
None
gen Alum
Default
2
M2
N3
N4
.001.
'T`Columns
Column
None.
genr.Alurim`
=G3efault
3
M3
N4
N16
T Columns
Column
None
gen Alum
Default
4"
M4
N6
N17
T Columns
Column
None.
gen_Alum'
Default
5
M5
N8
N18
T Columns
Column
None
gen Alum
Default
6
MB
N10
N11.
T Columns.
Column
None
gen_Alum'
Default.
7
M7
N12
N13
T Columns
Column
None
gen Alum
Default
8..
M8:.,.
N2
N6
L.Colurnns
Column
None
gen
'Default:::::
9
M9
N5
N7
L Columns
Column
None
gen Alum
Default
1.0'
M10
N7
N9
L Columns
Column
.None
gen;
:Defau
11
M11
N9
N11
L Columns
Column
None
gen Alum
Default
12
M12
N11
'N13
L Columns
Column
None
<gen_Alum.
Dfault.
13
M13
Ni
N4
Strap Bracing
None
None
gen Alum
Default
1.4
M14
N3
N14
Strap Bracing
None
None
gerCAlum
Default
15
M15
N6
N9
Strap Bracing
None
None
gen Alum
Default
.16
M16
N8
N21
Stra p Bracin
9
None
..'None.
00 Awl.'
..;Default.
17
M17
N10
N23
Strap Bracing
None
None
gen_Alum
Default
18:.1.
M18
'N12:
N21
S rap.Bracing::
None
None-.
genAium
'Default
19
M19
N10
N15
Strap Bracing
None
None
gen Alum
Default
.20,...'
M20
N6
N4
$tra B p racing.
None
None
gen_Alum.:
Default
21
M21
N3
N19
Strap Bracing
None
None
gen Alum
Default
1
T Columns
2 1/2' T Stud
Column gen Alum
.902
.245
.546
.001
L. Coltimn.. :2S18'
Angle $f_.
,.Column.....gen_Alum
...949
.636
.2636
.001.
3
Strap Bracing
RE0.0202X6
None gen Alum
.121
.364
4.1212e -6
1.64499e -5
Joint Coordinates and Temperatures
1
3
5
7
8
9
1 0
11
12
13
14
15
16
17
19
20
21
22
23
24..
Ni
.N2.
N3
4
N5
N6�....
N7
N8
N9
N10
N11
..N12
N13
N14
N15
N16
N17
N18-
N19
.1420
N21
N22.
N23
.N24
0
40.5
40.5
79.5
79.5
100.5.
100.5
139.5
139.5
168
168
79.5
100.5
40.5.
79.5
100.5
0
139.5
139.5
168
.168...
0
104
0
42
104
104
104
104
42
42
89
8
42
89
42
89
42
.:89.....
0
0
0
0
0
104
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
p
M
Company Larson Engineering Inc. Apr 16, 2009
Designer RV 8 51 AM
Job Number 51090137 000J S Customs and Border Protection Port Angeles, WA Checked By
General Section Sets
Label X[in]
Member Primary Data
Mater
Y finl
Z [in]
RISA -3D Version 8 0.2 [F \Calcs \Models \ELEVATION A.r3d]
Temp [F] Detach From Dia
J fin41
Material Desian Rules
Page 8
22
M22.
N8
N7
-.745
0
Strap Bracing
None
None
gen_Aium
"D efault.
23
M23
N16
N5
4
0'..
T Columns
Column
None
genAlum
Default,
Default
24
M24
N1:7.,
N7
-.102
4
T. Columns
Column
None
gen_A(uin.
25
M25
N18
N9
5
2
T Columns
Column
None
gen Alum
Default
Default
26:
M26
N16
N7
N12
.108....
Strap:Bracing
.None
None
gen Aiurri
27
M27
N17
N5
-1.17
0
Strap Bracing
None
None
gen_Alum
Default
.28
:M30.
N4
N14
NC
window frame
Beam
None.
gen Conc..:'
gen_Conc..
Typical
Typical
29
M32
N16
N17
window frame
Beam
None
30
M30A
N19
N4
window ,frarne
Beam
,None
gen_Conc.
:Typical
Typical
Typical
Typical
31
M31
N15
N21
window frame
Beam
None
gen_Conc..
32°
M32A
N21
N23
window frame
Beam
None
genCohe...
33
M33
N20
N16
window frame
Beam
None
gen_Conc..
34.
M34
'N18
.N22
window frame,
Beam
'None
gen_Conc.....
gen_Conc..
Typical
Typical
Default
35
M35
N22
N24
window frame
Beam
None
36
M36
N
N5
Strap Bracing"
None.
None
gen_ Alurri
37
M37
N16
N2
Strap Bracing
None
None
gen_Alum
Default
..38
M38
N18
N11
Strap Bracing
None
None
gen_Alum
gen Alum
Defaulf
Default
39
M39
N22
N9
Strap Bracing
None
None
40;.
M40
N22
N13:
;.Strap;8raciiig
None
None:'..
gen Default.
gen_Alum Default
41
M41
N24
N11
Strap Bracing
None
None
1
2
N1
-.32
-.745
0
0
0
-.079
2
2
N3.
-.233
.237
0
4
0'..
-.105
3
2
N6
.148
-.72
0
0
0
-.102
4
2
N8
-.37
.439
0
0
0
.075..
5
2
N10
-.208
.021
0
0
0
-.1
6
2
N12
.108....
768'
0
0
0
:101
7
2
Totals:
-1.17
0
0
COG (in):
NC
NC
NC
Company Larson Engineering Inc. Apr 16, 2009
Designer RV 8 51 AM
Job Number 51090137 000J S Customs and Border Protection Port Angeles WA Checked By
Member Primary Data (Continued)
Joint Loads and Enforced Displacements (BLC 1 Unit Load)
1
N19
L
X
1
Joint Label
LDM
Joint Loads and Enforced Displacements (BLC 2 Lateral Load)
1
N2
L
X
1.17
Basic Load Cases
1
Unit Load
Lateral Load
None
None
ry
1
BLC Description
Load Combinations
Descri•tion SolvePD... SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor
1=111.1M0 1 M_I_—
1
ORE
Unit Load
Lateral'Load
Joint Reactions (By Combination)
Joint Label L D M Direction
Category X Gravity Y Gravi
Z Gravity Joint Point Distributed Area (Me... Surface
RISA -3D Version 8 0.2 [F \Calcs \Models \ELEVATION A.r3d]
M. 8
Rules
Direction Magnitude[(k k -ft). (in rad). (k"s ^2 /i...
Magnitude[(k.k -ft). (in rad) (k *s ^2 /i...
MZ rk -ft
Page 9
1
2
M1
1
-.314
.096
0
0
0
0
-.079
2.
N2
2
-.314
:096.
0..
f3
0
0_
3
N3
0
3
-.314
.146
0
0
0
0
.134
4
....:042.
:003
4
-.314
..146
7:675e =3
0
0:
Q
:1.83
5
.004
0
5
.171
.253
0
0
0
0
6
2
M2
1.
:607.
:111.
2
0
0
0
....'105...
7
0
0
2
.607
.111
0
0
0
-.009
8
.0
;.0
3
.607
-.111'
N9
0
0
0
.08 8`
9
2.51e 4
10
4
.607
-.111
0
0
0
0
.185
10
11
2
5
.607
.111
0'
0.
0
.282
11
2
M3
1
A76
.16
0
0
0
.282
12
2
.176
.16
0
0.
0'.
0
.125:.
13
N14
.036
3
.176
.16
0
0
0
0
.031
14
.004
4
.176....
..16
7.834e -3
0
0.....
0
..7.-.1B7.
15
.00.4
0
5
.176
.16
17
0
0
0
.344
16
2
M4
1
.53:1..
,..105...
2 4.......
0
....::0...._.
__0;......
-:102
17
0.
0,.......
2
.531
-.105
0
0
0
.092
18.
0
7.703e -3
3:
,161
.142.
N20
0
0
0.
..235,„.
19
4 :755e -3
21
4
.161
.142
.047
0
0
0
-.029
20
2 "2
2
5
.161...
.142.
0
0
0
.293
21
2
M5
1
.938
-.094
0
0
0
0
.075
22
N24
2
..938
-.094
0.
0.
0..
0:.....
.:1....
23
3
.938
.149
0
0
0
.224
24
4
-938..
.149..
0
0
0
-.053'
25
5
.938
.149
0
0
0
-.33
26
2
M6
1"
.488
-.108
0
0
0'
27
2
.488
-.108
0
0
0
.135
28
3
012
.161
0
0
0
145.:.
1
2
Ni
0
0
0
0
0
0
2,
N2
.693
.003
0
0..
0
1 :653e -4
3
2
N3
0
0
0
0
0
0
4:..
2
-N4
....:042.
:003
0
0
0
7:675e =3
5
2
N5
.589
.004
0
0
0
5.156e -4
N6
7
2
N7
.586
.003
0
0
0
6.643e -4
8
2
N8
0......
.0
;.0
9
2
N9
.584
.01
0
0
0
2.51e 4
10
2
N10
0
0
0'
0....
0
11
2
N11
.582
.002
0
0
0
1.174e -3
12.
2
N12
13
2
N13
.583
.005
0
0
0
8.519e -4
1`4
2
N14
.036
-.002
0:
0
0
7 065e -3
15
2
N15
.063
.004
0
0
0
7.834e -3
16
2
N16
.573'
.00.4
0
0
0
4.67e
17
2
N17
.549
.003
0
0
0
5.666e -3
:18
2 4.......
N18
,57
.009..
0
0.
0,.......
4.183e :3:;
19
2
N19
.059
.001
0
0
0
7.703e -3
20
2'
N20
.572
:003'
0
0
0
4 :755e -3
21
2
N21
.047
.002
0
0
0
7.802e -3
2 "2
2
N22.
:574
=.002.
0
0
,.0
4�29e-3-
23
2
N23
.045
-.003
0
0
0
7.685e -3
24
2
N24
.57
:005..... 0.
0.
0.
4.488e -3:
Joint Deflections (Bv Combination)
M -9
Company Larson Engineering Inc Apr 16, 2009
Designer RV 8 51 AM
Job Number 51090137 000J S Customs and Border Protection Port Angeles WA Checked By
Y finl
X Rotation fradl Y Rotation fradl Z Rotation fradl
Member Section Forces (Bv Combination)
Sec Axial v Shearfkl
RISA -3D Version 8 0 2 [F \Calcs \Models \ELEVATION A.r3d]
-ftl v -v Momentfk -..z -z Momentfk
Page 10
29
4
-.012
.161
0
0
0
-.204
30
5:
-.032
-.281
0
0
0
0
31
2
M7
1
.768.
.108
0
0
0
-.101
32
2
.768
.108
0
0
Q
...134
33
3
.301
.159
0
0
0
.146
3 4
.4
301
159
0
0`...
0
198..
35
5
.118
.275
0
0
0
36.
,M8.
....1
.962
0
37
2
.962
0
0
0
0
0
38
3`
.962.
39
4
.962
0
0
0
0
0
40..._
5
.962
41
2
M9
1
.858
.004
0
0
0
.01
42
2
.858'
.004
0
0
0
.013'
43
3
.858
.004
0
0
0
.017
.44
4
.858
-.004.
0
0'
0
.021
45
5
.858
.004
0
0
0
.024
46.
2
M1"0..
1
.722
.023.
0'
D'
0-
.005..
47
2
.722
.023
0
0
0
.015
48-
3
.7222
...023
0
0
-.024.
49
4
.722
.023
0
0
0
.034
50
5
..722
.023
0
0..
0
-.044
51
2
M11
1
.41
0
0
0
0
0
52
2
.41
53
3
.41
0
0
0
0
0
.41
55
5
.41
0
0
0
0
0
"56
2
M12
1
-.052
0
0
0
0.
0
57
2
-.052
0
0
0
0
0
:58"....
3
.0521.
59
4
-.052
0
0
0
0
0
'60..:
5
:052
0
0.
0'
61
2
M13
1
-.599
0
0
0
0
0
62
2
-:599
0.
0
63
3.
.599
0
0
0
0
0
.6 4
4.
-.599.
0
0...
0.......
0
65
5
-.599
0
0
0
0
0
56.:..2
M14
1
.-.505
0
0
0'
0..
67
2
.505
0
0
0
0
0
68
3
.505
'0
0:
69
4
.505
0
0
0
0
0
,70
5
-.505
71
2
M15
1
-1.276
0
0
0
0
0
72
2
-1.276
.0
73
3
1.276
0
0.
0
0
0
74
4
1276
0'.
0
0'
0
0........
75
5
1.27
0
0
0
0
0
76'..
2..
..M16
1
-.682
0
0
0.
0
0;...
77
2
0
0
0
0
0
78
3
-.682
79
4
.682
0
0
0
0
0
80:'`
5
-.682
0
0
Q
0
0
81
2
M17
1
.563
0
0
0
0
0
..;82...
2
_:563
0
0.
0
0
0.
83
3
-.563
0
0
0
0
0
4
-.563
.84.
85
5
.563
0
0
0
0
0
Company Larson Engineering Inc. Apr 16, 2009
Designer RV 8 51 AM
Job Number 51090137 000J S Customs and Border Protection Port Angeles, WA Checked By
Member Section Forces (By Combination) (Continued)
RISA -3D Version 8 0.2 [F \Calcs \Models \ELEVATION A.r3d]
-ftl v -v Momen z -z Momentfk
Page 11
M m b 1-al./CI e er
86 2 M18 "1" 0 nl
,,o....... _._0... 0 :0
87 2 0 0 0 0 0 0
88 3 0. Q 0 0 0 0
89 4 0 0 0 0 0 0
90 5 0. 0 0 0 0 0
91 2 M19 1 0 0 0 0 0 '0
92 2 0 0 0 0 0 .0.
93 3 0 0 0 0 0 0
94. 4...
0 0 0 0 0 0':...
.95 5 0 0 0 0 0 0
96 2 M20 1 0. 0. 0 0 0. 0
97 2 0 0 0 0 0 0
'98 3 0. 0 0 0.. 0 0..,
99 4 0 0 0 0 0 0
100, 5- 0 0 0 0 0 0
101 2 M21 1 0 0 0 0 0 0
102 2 0" 0 0. 0 0 "0.
103 3 0 0 0 0 0 0
104: 4 0. 0. 0 0 0. .0......:
105. 5 0 0 0 0 0 0
106 .2 M22 1 0 0 0 0 0„
0
107 2 0 0 0 0 0 0
100,,:.. 3 0.. 0 0 0:.. 0.. 0.....
109 4 0 0 0 0 0 0
1 "10..._.... 5" 0 ..:...........0 0. 0 0,.: ...0:
111 2 M23 1 .139 -.283 0 0 03
112. 2 .139 -.283 :0 0 0 .2
113 3- .139 .283 0 0 0 .167
114;_ 4, .139 -283. 0 0 0 .079..
115 5 139 .283 0 0 0 01
-116 :2 M24 1 .161 -.212 0- 0 0. -.293
117 2 .161 -.212 0 0 0 -.227
1 '18' 3 .161 -.212 0 0 0 -.161
119 4 .161 ..212 0 0 0 .095
'120 5 .161 .2"12.
0..... 0" 0:...- =.029
121 2 M25 1 1.09 .299 0 0 0 -.33
122 2 1.09 299 0 0 0: -.236:
123 3 1.09 .299 0 0 0 -.143
-.124 4 1.09 -.299 0 0 0" Q49
125 5 1.09 .299 0 0 0 .044
126. 2 M26 1: -:373 0 0 0 0 .A
127 2 .373 0 0 0 0 0
.128 3 -.373 0 0 0. 0 0:
129 4 -.373 0 0 0 0 0
130. 5 -.373 0 0. 0 0 0
131 2 M27 1 0 0 0 0 0 0
132 2 '0. 0 0 0 0. '0'
133 3 0 0 0 0 0 0
1`34" 4. 0 0 0 0 0: 0
135 5 0 0 0 0 0 0
136 2 .M30 1 .096` 0 0.. 0_ 0' 0
137 2 .096 0 0 0 0 0
;138 3 ..096.. 0 0 0 0.. 0
139 4 .096 0 0 0 0 0
140.
5 .096 .0. Q. 0 0 0
141 2 M32 1 .354 0 0 0 0 0
:142 2 .354 0 0 0 0 O.
M -kt
Company Larson Engineering Inc. Apr 16, 2009
Designer RV 8 51 AM
Job Number 51090137 000J S Customs and Border Protection Port Angeles, WA Checked By
Member Section Forces (Bv Combination) (Continued)
RISA -3D Version 8 0.2 [F \Calcs \Models \ELEVATION A.r3d]
-ftl v -v MomentFk z -z Moment(k
Page 12
LL, M
M -kt
Company Larson Engineering Inc. Apr 16, 2009
Designer RV 8 51 AM
Job Number 51090137 000J S Customs and Border Protection Port Angeles, WA Checked By
Member Section Forces (Bv Combination) (Continued)
RISA -3D Version 8 0.2 [F \Calcs \Models \ELEVATION A.r3d]
-ftl v -v MomentFk z -z Moment(k
Page 12
143
3
.354
0
0
0
4.
.354
0
0
0.
.144..
145
5
.354
0
0
0
-'146.
2
M30A
1
.242
147
2
.242
0
0
0
1:48
3
..242
0
0
0
149
4
.242
0
0
0
:150
5.....,
242
151
2
M31
1
.243
0
0
0
152.
2
.243
0
0
0
153
3
.243
0
0
0
1:54
4
.243
155
5
.243
0
0
0
'.156.
2
M32A
1
.049
-0
0
157
2
.049
0
0
0
158'
3
.049
159
4
.049
0
0
0
'160
5.
.049
0
0
"0-
0.
161
2
M33
1
-.014
0
0
0
0
162
"2
-.014`
0......
0
Q
0
163
3
.014
0
0
0
0
164
4.
-.014
165
5
.014
0
0
0
0
166
2
M34
1
-.054
167
2
.054
0
0
0
0
168-'.
3
-:054
.0..
0
0
Q
169
4
-.054
0
0
0
0
X 170
5
-.054
0
171
2
M35
1
.085
0
0
0
0
0
:172:-
2
.085
173
3
.085
0
0
0
0
0
174
4'
:085
0
0
0
175
5
.085
0
0
0
0
0
1
2
M36
1
.411
0.
0
0
0
0'
177
2
.411
0
0
0
0
0
178'
3
-.411
0
0
0
0.
179
4
.411
0
0
0
0
0
"180
5
-.411
0
0
181
2
M37
1
.492
0
0
0
0
0
182
2
.492
0
0
0
0-
183
3
.492
0
0
0
0
4
.492.
0
0.
..v......
.184
185
5
.492
0
0
0
0
0
1.86
2
M38.
1=
.423-
0
0
-0.
0'
Q
187
2
.423
0
0
0
0
0
188."
3
-.423
0,
0
0..
Q
0,
189
4
-.423
0
0
0
0
0
190
5
-.423
191
2
M39
1
.384
0
0
0
0
0
192
2.
.384
0
0
0
0.
0
193
3
.384
0
0
0
0
0
194
,4
.384
0
0-
.0
195
5
.384
0
0
0
0
0
..2
M40
1
-253
0
0
.1'96
197
2
-.253
0
0
0
0
0
198
3
.253.
0
0
0
199
4
.253
0
0
0
0
0
Company Larson Engineering Inc. Apr 16, 2009
Designer RV 8 51 AM
Job Number 51090137 �000J S Customs and Border Protection .Port Angeles WA Checked By
Member Section Forces (Bv Combination) (Continued)
Member Label
RISA -3D Version 8 0 2 [F \Calcs \Models \ELEVATION A.r3d]
-ftl v -v 9omentfk-
Page 13
200
5
.253
201
2
M41
1
.394
0
0
0
0
0
202
2
.394.
203
3
.394
0
0
0
0
0
204:
4
.394.
0
0
0
205
5
.394
0
0
0
0
0
M -13
Company Larson Engineering Inc. Apr 16, 2009
Designer RV 8 51 AM
Job Number 51090137 000J S Customs and Border Protection Port Angeles WA Checked By
Member Section Forces (Bv Combination) (Continued)
-ftl v -v Momentfk z -z Moment
RISA -3D Version 8 0.2 [F \Calcs \Models \ELEVATION A.r3d] Page 14
Loads: BLC 2, Lateral Load
Results for LC 2, Lateral Load
Larson Engineering Inc.
RV
1.36k M5
3
8A
1
U S Customs Border Protection Port Angeles, WA
51090137 000 ELEVATION B
8
7A 7
Apr 16 2009 at 8 57 AM
ELEVATION B.r3d
Results for LC 2, Lateral Load
Member z Bending Moments (k -ft)
Larson Engineering Inc.
RV
51090137 000
0.1
UMW,
MEM
AI
MAMEI
■O
■:91l
■Ilp
ME W
MEW
MOM
MOM
MOM
NOM
WI
\W1
MW
ON
ME
M1
■1
n
ii
li iu
A MI
MS MS
1111 OM
U ia I
KM I
EAMON
ii11•0• ii1HW
'API., S iLr7:IuPi Ifid1Y`OMM
mum i•om moll
alum AMM
UMW ��IM/
MAW UR ■I MI W���I
E WOW MMEM
EMU MIMI NM
EMS MEIN. MOWN
EMS MIMEO ��E1
EMI ME11�1 MEW W M1
EMI MUM
MI' MUM
NW MM1 MEW NM MEM
MEW MUM
ME MEWS
MIF ■NW1 SW
MI 1 MEM MN NM
MI MOM WI
■M1
■•1 •I
1 1
1 MI
1
U S Customs Border Protection Port Angeles, WA
Apr 16 2009 at 8 58 AM
ELEVATION B.r3d
1
M1
N6
V N4
v M y-
T Columns
Column
None
gen_Alum
Default
2
M2
N3
N1°
25
0
L Columns
Column
None
gen_Alum'.
Default
3
M5
N3
N8
N7
96
L Columns
Column
None
gen Alum
Default
4
M6
N1
N7
7
N7A
L Columns
Column
None
gen_Alum
Default
5
M5A
N8
N7
L Columns
Column
None
gen_Alum
Default
6
'M6A
N1
N6
Strap Bracing..
None
None
gen_Alum
Default..
7
M7
N3
N4
Strap Bracing
None
None
gen_Alum
Default
8
6.48
N7A
N8A
L'Co{umns
Column
None
'den Aiurn.
Default
9
M9
N4
N8A
Strap Bracing
None
None
gen_Alum
Default
10..
M10,
N7A
N6"
Strap Bracing'
None
None
gen_Alum
Default
11
M11
N7
N8A
Str Br acing
None
None
gen Alum
Default
12
,1\41
12.
N7A
N8
S tra p B racing
None
.None..
9en Alurrt
Default
1
N1
0
0
0
0
11111.11111111111
IOIIIIIIIIIMII
.001
0..
104
0.
0..
3
N4
25
0
0
0
4
N6
None
104..
0
0111111011111
5
N7
96
0
0
0
6
N8..
96
104
0
0
7
N7A
72
8
104
0
0
1
T Columns
2 1/2' T Stud
Column
gen Alum
.902
.245
.546
.001
2
L- Columns
2,5/8' Angle St.:.
Column
gen_Alum
.949
.121
.636
.364
636.
4.1212e -6
..001
1.64499e -5
3
Strap Bracing
RE0.0202X6
None
gen_Alum
Company Larson Engineering Inc.
Designer RV
Job Number 51090137 000 U S. Customs Border Protection Port Angeles, WA
Joint Coordinates and Temperatures
Y Hint
General Section Sets
Basic Load Cases
Load Combinations
Member Primary Data
Joint Label
Joint Label
Ma
Joint Loads and Enforced Displacements (BLC 1
LDM
Joint Loads and Enforced Displacements (BLC 2
LDM
Unit Load)
BLC Description Category X Gravity Y Gravity 2 Gravity
Unit Load None
Direction
Lateral Load)
RISA -3D Version 8 0.2 [F \Calcs \Models \ELEVATION B r3d]
Direction
M il.s
Apr 16, 2009
859 AM
Checked By
etach From D
in4
n Rules
Magnitudef(k.k -ft). (in.rad). (k *s ^2 /i
1
N3
L
X
1
Magnitude[(k.k -ft). in.rad). (k *s ^2 /i...
1
N3
L
X
1.36
Joint Point Distributed Area (Me... Surface
1
2
Lateral Load
None
1
1
Description SoIvePD... SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor
1
Unit Load
Lateral Load:
Yes
Yes
1
2
1
1
Page 1
1
LL,
2
IVICI IIUCI LQUCI
M1
vcV
1
-.28
O- I'I
1.13
J v„a.u,,,,.
-.024
0
0
0
-.101
u .79�.
=:498
..:.024`u:
=0: >L
„:a.
3
:i...
-.a...
.05._...,
3
0
0
0
3
0
1.13
-.024
0
0
0
.002
053`,<
507
d
0'
_F _1 :13':,
..a .024:
0,_'
0
2
0; :r.....
5
0
0
5
1.13
-.024
0
0
0
.105
4.20g4;4
7
2
N7A
0
:076
.023'... :::..,ww
0
0:
_....0;
5.116e -4
7
N8A
.438,
2
-.017
-.076
:0
.023
0
3:69fie. =4
0
0
-.047
8..`
a
3
5 .076 2
9
4
.076
-.076
.023
.0
0
a..
•Q7-��. ,..'_:_�023�,
0�,,.:
0
t�:5:
5,
0;..,... _...,.......0.�.
0
0
1024k
.096
11
2
M5
1
1.33
.076
2,
x,.
07 6: ,..........:0;
0
.0:;,_
0
0:
0.......
.056...._.
-.005
13
3
1.056
.017
4
1 :.056
-102
0`...
0"
0
15
5
.261
.102
0
0
0
1'
085.'
0'r
'0-;.:
0
102;
17
2
0
.085
0..
0
.068
19
4
0,,._....
.098
0
0
-.088
20
5
.098:
.....:..........._0.........
0:.:......
_...........0�
21
........::......s..
2
M5A
1
1.124
.025
0
0
0
.111
22".......
2 ..:......,1.
.025:.,
0:
0
:.0
056`,..:
23
3
1.124
-.025
0
0
0
.001
24'...
:...4
1.124,..,..
-.025:
0......
O,. t,.
Or`<..
,.._.._:054..,_...
25
5
1.124
.025
0
0
0
.108
<M6A .1.......
1
1=.10;1:.:.
27
2
1.101
0
0
0
0
0
-1:.1;01,.:,
s- 5.,_.....0
.,_:....0
0; .................:0
0:.
29
4
-1.101
0
0
0
0
0
,30:.........
5.
=1.10f
31
2
M7
1
0
0
0
c-
33
3
0
0
0
0
:I
4
L
0
1
LL.
2
JUII11 LdUCJ
N1
z u 1�
0
-.28
1
-1.232
1 �u i�
0
�.,,J
0
J
0
0
-9.767e-4
u .79�.
=:498
1:50
3
2
N4
0
N7
0
0
0
0
0
3.751e -4
0
0
443._
<..,,a.._
507
d
0'
00
5
2
N7
0
5
2
0
0
0
0
9.378e -4
A38',..
J
012
COG (in}:
:NC
4.20g4;4
7
2
N7A
0
0
0
0
0
5.116e -4
N8A
.438,
-.017
0:
:0
0
3:69fie. =4
1
Lk-.
2
Joint a e
Ni
-.28
1
-1.232
�0
0
u .79�.
=:498
3
2
N7
.025
1.22
3
0
0
0
0
<..,,a.._
507
d
0'
00
0
5
2
Totals.
-1.36
0
0
COG (in}:
:NC
.._,NC a
N.0
_x,_
11
Joint Reactions (Bv Combination)
N4 17
Company Larson Engineering Inc. Apr 16, 2009
Designer RV 8 59 AM
Job Number 51090137 000 U S Customs Border Protection Port Angeles, WA Checked By
L b I
Joint Deflections (Bv Combination)
Member Section Forces (Bv Combination)
RISA -3D Version 8 0.2 [F \Calcs \Models \ELEVATION B r
-f
rad
-ftl y -y Momentfk <.z -z Momentfk
35
5
1,.
Q-�
1.
.028
0
0
0
..121`
36
2
M8
37
2
.028
0
0
0
.06
38..
3
1.612.
.028.
0
0...
0....
0:.......
39
4
1.612
.028
0
0
0
-.062
40
5;
1 1Z
.028
...............0
0
0
.123
41
2
M9
1
1.86
0
0
0
0
0
4.
2
43
3
1.862
0
0
0
0
0
".:44
...4
1.862..
45
5
-1.862
0
0
0
0
0
46
2.
M10..
1
0
0
0
0
Q
0
47
2
0
0
0
0
0
0
48
3
0
0
0
0.
0
0'
49
4
0
0
0
0
0
0
50
5
0
0
0
0
51
2
M11
1
0
0
0
0
0
0
52
2
0
53
3
0
0
0
0
0
0
4.
55
5
0
0
0
0
0
0
56
2
M12
1..
-1.049
57
2
-1.049
0
0
0
0
0
58
3
1.049
59
4
1.049
0
0
0
0
0
60
5
-1.049
0`....
0.
0......
0.
0'
Company Larson Engineering Inc. Apr 16, 2009
Designer RV 8 59 AM
Job Number 51090137 000 U S Customs Border Protection Port Angeles, WA Checked By
Member Section Forces (Bv Combination) (Continued)
Torauefk -ftl v -v Momentfk z -z Momentfk-
RISA -3D Version 8 0.2 [F \Calcs \Models \ELEVATION B r3d] Page 3
S CON SF VAT l V S,)
1 17
Loads: BLC 2, Lateral Load
Larson Engineering Inc.
RV
51090137 000
N 6
IN 7A
U S Custom and Border Protection Port Angeles, WA
ELEVATION C
M14
13
12
Apr 16 2009 at 9 AM
ELEVATION C.r3d
M45
o
M
2
9
2,
Q
N
N
Vt7ZI
22
i' v
bW £W "x
25
X20
M41
in
7
17
S CON SF VAT l V S,)
1 17
Loads: BLC 2, Lateral Load
Larson Engineering Inc.
RV
51090137 000
N 6
IN 7A
U S Custom and Border Protection Port Angeles, WA
ELEVATION C
M14
13
12
Apr 16 2009 at 9 AM
ELEVATION C.r3d
Results for LC 2, Lateral Load
Member z Bending Moments (k -ft)
Larson Engineering Inc.
RV
51090137 000
/I
WIN
Mtn
I•■►
••v
I••■■
n^C■10
■1111
■1111
1
•■■1
MEV
1.111
1.11
111■
1111
U S Custom and Border Protection Port Angeles, WA
01
Apr 16 2009 at 9 00 AM
ELEVATION C.r3d
1
M3
N6
N7
0
T Columns
Column
None
gen_Alum
Default
2.�•...-
-M4'
.�N7
N20=
Columns =:ColutYrt
r
None."
g e n_Alil"m?
��Defaultr u.
3
M5
N7A
N23
48
T Columns
Column
None
gen_Alum
Default
oluiiin
Column
None-
=gen
.�De #cult..
5
M12
N8
N9A
48
L Columns
Column
None
gen_Alum
Default
...,..M13..
N9A.._.:....
N1:1..:..
L:.Columns.
,Column
None°- ..v,
:geri_AIum:
Default
7
M14
N11
N13
87
L Columns
Column
None
gen_Alum
Default
.8 :M16
Ni N
N8:._
134`
'Str racing;;
ap:B
;None<.
None
den Alum°
.'Defy ult
9
M17
N6
N17
134
Strap Bracing
None
None
gen_Alum
Default
10
N12
.'N1:
168':.
15,04,p::Bracingi
None,_
None.
gen_Aurri
Default":
11
M19
N10
N13
168
Strap Bracing
None
None
gen_Alum
Default
1�2'.`
�M22:._-
N=12:._.�
N9= 1-
:87'...
0.:..: .a..
None_.....
_9en_:Qlum.:,
Default.-
13
M24
N7A
N7
48
Strap Bracing
None
None
gen_Alum
Default
1.4,4
M26......
N6.
N4:..
r
87,.
:Strap Bracing.
None,
None...
gen_Alum;,:
s „':Default
15
M26
N10
N9A
Strap Bracing
None
None
gen_Alum
Default
16
°M27
N20
N8
te r....
T Columns t
r
Column
None
en�`�Alum'-�
9...--..
:Default'
17
M30
N23
N9A
T Columns
Column
None
gen_Alum
Default
N9A
r
Stra B[acii
p g,
None
n
...=No •.5_..•
n
g en; Alum
F 4: Default
19
M35
N23
N8
Strap Bracing
None
None
gen_Alum
Default
N:7_..<•
:..._.,N >17
...........:.::window:;.frame:;
=Beam,';.....;
None:, ,:.gen_Conc.
t
gen_Conc..
Typical
21
M45
N20
N23
window frame
Beam
None
22
-M
_■10
N1'1-
T Columns
Column'
None:...
gen •Alum
Default..,,
23
M23
N1
N4
L Columns
Column
None
gen_Alum
Default
24.
r M
M24A:.
N
,,:N12
N13.-
q,
:L Columns;-
Co umn'
I None
*It. VW
efault
D
1
N1
2 1/2' T Stud
Column
0
0
0
0
2..'
L:Columns
2 `5/8!' An le St:.
9.
Column
en_Alum v.
4.- 94 "9
636'
,`104
3
Strap Bracing
RE0.0202X6
None
3
N6
.364
4.1212e -6
48
0
0
0
5
N8
48
104
0
0
.NM,. .,'t
87,,...
..0
a0:. ........w
0:,, .....5...
.r,
7
N9A
87
104
0
0
N40
134`
0
0
0
9
N11
134
104
0
0
10
N12
168':.
0:......
0-
0
11
N13
168
104
0
0
N17.
:87'...
..:.:x:42
0.:..: .a..
Ox..
j
13
N20
48
89
0
0
1.4,4
:rN23
r
87,.
..59.,,,_.....
v. �0.. ...........................s
r
,z...
1
T Columns
2 1/2' T Stud
Column
gen Alum
.245
.546
.001
2..'
L:Columns
2 `5/8!' An le St:.
9.
Column
en_Alum v.
4.- 94 "9
636'
........:636...'::...:
.w,.....0 "01'.•....,.....__..:
3
Strap Bracing
RE0.0202X6
None
qen Alum
.121
.364
4.1212e -6
1.64499e -5
Company Larson Engineering Inc. Apr 16, 2009
Designer RV 9 AM
Job Number 51090137 000U S Custom and Border Protection Port Angeles, WA Checked By
Joint Coordinates and Temperatures
General Section Sets
Shape
Member Primary Data
Joint Label
Material
Joint Loads and Enforced Displacements (BLC 1 Unit Load)
L D
RISA -3D Version 8 0.2 [F \Calcs \Models \ELEVATION C r3d]
Li
M -21
Detach From Diap...
in4
Material Design Rules
Direction I Magnitudel(k,k -ft). (in.rad). (k *s ^2 /i.,. 1
1
N4
L
Page 1
1
2
N1
0
0
0
0
0
0
0
.059
2'....
.235
0
0
0:.
0
1':3:13e -3.'r
3
2
N6
0
0
0
0
0
0
.003
2'
N7.
.024.
"00.4.`.'.:..
..w
s'
,�r
5
2
N8
.229
.009
0
0
0
1.384e -4
6..M
2N_<
...N7A. _....w
O..w <x
..._._..0-...
0
0.......- ..__........,0......
Y
0..._
7
2
N9A
.226
.002
0
0
0
1.672e -4
.8,x_.:,..2
-..:u N:10
0;1
2
0
.094
NC
9
2
N11
.223
-.009
0
0
0
3.194e -4
101,
2:.:
N:12
7
2
.807
11
2
N13
.222
.008
0
0
0
6.297e -4
3
N17
018
001
0
O.A.
0�,
-2 733e -3
13
2
N20
.219
.008
0
0
0
1.982e -3
212
002
0
0
.062
1
2
N1
M3
1
.807
-.035
0
0
0
.059
2'....
0
-.027
2
2
.80:7'
.035....
0:
3
-0'
N7A
0
.003
3
0
0
0
3
.807
.035
0
0
0
.034
;057
5
2
N12
.8077
:035:.
0"
0`,
s
.0
.0'54'
5
Totals.....
-1;17
5
.807
.035
0
0
7
2
0
.094
NC
NC
NC
.053,,.
=094
7
2
.807
.053
0
0
0
.042
y.. 8w._....
3
3....:.x:.....:807
053
..._..0'
...:0...
01'.,.....
9
4
.807
.053
0
0
0
.062
1
2
N1
.425
-.91
0
0
0
.059
2'....
3
2
N7A
-.352
-.57
0
0
0
-.032
N:10; .r.
:239:
;057
5
2
N12
.014
.727
0
0
0
.062
6
2_t
Totals.....
-1;17
0
0
7
2
COG (in).
NC
NC
NC
Company Larson Engineering Inc. Apr 16, 2009
Designer RV 9 AM
Job Number 51090137 000U S Custom and Border Protection Port Angeles, WA Checked By
Joint Loads and Enforced Displacements (BLC 2 Lateral Load)
1
N4
L
X
1.17
Basic Load Cases
BLC Description
Joint Label L D M Direction Magnitude[(k k -ft) (in rad) (k *s ^2 /i
1
Unit Load
ateral:Load
None
ty
ty
1
Load Combinations
Description SolvePD... SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor
1
Unit Load
Lateral Load
Yes
Yes:
1
2:,-:
1
Joint Reactions (Bv Combination)
Category X Gravity Y Gravi
Joint Deflections (Bv Combination)
LC Joi
Member Section Forces (Bv Combination)
Z Gravi
RISA -3D Version 8 0.2 [F \Calcs \Models \ELEVATION C r3d]
Joint Poin
Distributed Area (Me Surface
I�l 22
Z fk -ft
ion (r l Z Rotation frad
-ftl v -v Moment(k z -z Moment
Page 2
m- 23
Compan Larson Engineering Inc. Apr 16, 2009
Designer RV 9 AM
Job Number 51090137 000U S Custom and Border Protection Port Angeles WA Checked By
Member Section Forces (Bv Combination) (Continued)
Member Label Sec Axialrkl v Shearfkl z Shearfkl
RISA -3D Version 8 0.2 [F \Calcs \Models \ELEVATION C r3d]
-ftl v -v Momentfk z -z Moment fk
Page 3
.807.
053:
11
2
M5
1
.288
.036
0
0
0
.032.
a
13
3
.099
.051
0
0
0
.084
4.:
051<.
:0;..,..."
.r.......0;r
.,..r..-
0>r,.......
r.,= :0';,i...
15
5
.099
.051
0
0
0
.106
,16.4':..2
M11
1:
1.158.
-:01'4
0';°
0
0
2 :045'
17
2
1.158
.014
0
0
0
-.031
1:.
.014`.
'0`
0r
01�7��
19
4
1.158
.014
0
0
0
-.003
21
2
M12
1
.817
.01
0
0
0
-.012
.51 7
-:01
0:.;
0'.ww
0 V::
-:004
23
3
.817
.01
0
0
0
.004
:817
01.,
0
0::
O ..,r,'
013:
25
5
.817
.01
0
0
0
.021
:003.:
-..�0: F•,..
Y >0�...,:
"qWF
:0;, ....4
-.:00
27
2
.64
-.003
0
0
0
-.001
_.64
:.003:.......x,
0
,..x,....
0
0._..
:002'
29
4
.64
-.003
0
0
0
.005
30;
5-,
:64
:003
0
.008
31
2
M14
1
.24
-.036
0
0
0
-.045
-036
0`
0
33
3
.24
.036
0
0
0
.005
�..4-
35
5
.24
-.036
0
0
0
.056
36:_;
ry_.2
M16,., .4_<...
„„,,.._.1._.
.987
37
2
-.987
0
0
0
0
0
38`
-:987
0'
Or...
.,Ow...
39
4
.987
0
0
0
0
0
987
;0.
�0
•:0�.'..
�0
=0�...-
41
2
M17
1
.258
0
0
25
r
43
3
.258
0
0
0
0
0
4 "4: z:•
4
:258
45
5
-.258
0
0
0
0
0
M15..
1
-.942
47
2
.942
0
0
0
0
0
-:942
49
4
.942
0
0
0
0
0
50t
..r...._.
.:5..:'.......:942
0
�0.
0:
0
51
2
M19
1
0
0
0
0
0
52
2'„
127...,
;0
:'0''-
53
3
.727
0
0
0
0
0
`�0�`
J
t.
55
5
-.727
0
0
0
0
0
'1A22',;..
1:.,
0:....
„�0:.....
=>f.
.0.
:0=
•0
Os_.>
5 7
2
0
0
0
0
0
0
58
5
4
0
0
0
0
0
0
0
61
2
M24
1
0
0
0
0
0
0
63
3
0
0
0
0
0
0
65
5
0
0
0
0
0
0
M25
m- 23
Compan Larson Engineering Inc. Apr 16, 2009
Designer RV 9 AM
Job Number 51090137 000U S Custom and Border Protection Port Angeles WA Checked By
Member Section Forces (Bv Combination) (Continued)
Member Label Sec Axialrkl v Shearfkl z Shearfkl
RISA -3D Version 8 0.2 [F \Calcs \Models \ELEVATION C r3d]
-ftl v -v Momentfk z -z Moment fk
Page 3
67
2
0
0
0
0
0
0
69
4
0
0
0
0
0
0
71
2
M26
1
0
0
0
0
0
.0
73
3
0
0
0
0
0
0
75
5
1
0
0
0
0
0
,N/17`.. i
x1
9T
x073'.:
0
0'
'0..
°x= F11=4'`.....
77
2
.9
.073
0
0
0
-.091
3
*;073:
r.
79
4
.9
.073
0
0
0
-.046
81
2
M30
1
.099
-.064
0
0
0
-.106
.82.
>,...:.....r,,,:..,:.
..2?_
"..:.099
83
3
.099
.064
0
0
0
-.066
.099:....
:064
0;.........
0.
-:046,
85
5
.099
-.064
0
0
0
-.026
:86......2
M34;
1
.258"
0
0:�.,
�0:....
`.0'..........:
0,..
87
2
.258
0
0
0
0
0
.258..
89
4
.258
0
0
0
0
0
90.
5
25
8
„..r
0.
t
0•......
91
2
M35
1
0
0
0
0
0
0
93
3
0
0
0
0
0
0
95
5
0
0
0
0
0
0
96
r.,2
,..::_,:M4`:1
:088`...... s
.,......0_
...,.0
0
0°
97
2
.088
0
0
0
0
0
_..5
x..,...
0:
<,_.0:.
0:......," ..,........On.._.
99
4
.088
0
0
0
0
0
100:
x5.
88
101
2
M45
1
.115
0
0
0
0
0
1:02..
:2
.1;15
0
0
0 ........<:.O:v
0.::....
103
3
.115
0
0
0
0
0
104
4
.1:15
0
0.:
0..
0...
O
105
5
.115
0
0
0
0
0
:4,06_;;
;>'2'
M22A
.826.
..:01
"0'•"
r ......`''0
0:
x:057.
107
2
.826
.013
0
0
0
.029
'168
3 r
:826.
"013.
:r:. 0
•0
0...._•,.
:00 =1
109
4
.826
.013
0
0
0
.026
5
....826.
111
2
M23
1
.014
.012
0
0
0
.059
�1.12�•
.��:...,c.
M2
:014
4:01Z-
1
x� Oz��..
�0.
�>0
.:gin
<033
113
3
.014
.012
0
0
0
.007
X1:14
<4..
=:01:4
:01:2
0`;
0
•0
:01'9;
115
5
.014
.012
0
0
0
-.045
M24'A.
1° ....:.....:727..
.-:01.4
0
r.0
...0.,............._
:062
117
2
.727
.014
0
0
0
.033
::118:.r
3
727..
.:01'4
0
0
0
:0
119
4
.727
.014
0
0
0
-.026
?1,20
5
..72T
'0.14
0'
0
0
0
Member Section Forces (Bv Combination) (Continued)
RISA -3D Version 8 0.2 [F \Calcs \Models \ELEVATION C r3d]
M -24
Company Larson Engineering Inc. Apr 16, 2009
Designer RV 9 AM
Job Number 51090137 000U S Custom and Border Protection Port Angeles, WA Checked By
-ftl v -v Moment z -z Moment
Page 4
Loads: BLC 2, Lateral Load
Results for LC 2, Lateral Load
.292k
Larson Engineering Inc.
RV
51090137 000
11
a
M
M14
9
M15
t1 f�i, t13
5
U S Customs Border Protection Minneapolis, MN
ELEVATION D
8
10
8A
7
Apr 16 2009 at 9 AM
ELEVATION D.r3d
Results for LC 2, Lateral Load
Member z Bending Moments (k -ft)
Larson Engineering Inc
RV
51090137 000
K .I l 0
anal anal
aal i so
i u
0
U S Customs Border Protection Minneapolis MN
Apr 16 2009 at 9 AM
ELEVATION D.r3d
1
M1
N6
N4
0
.902
T Columns
Column
None
gen
Default
2
,M2`
N3
N1
N4
48
None,....
L'Colunins:
Column
:gen Alum
"Default'
3
M5
N3
N8
0
L Columns
Column
None
gen_Alum
Default
4
_..M6.
N1..
N7
96
104
L Columns
Column..
None.
:gen_Aluni
,Default.
5
M5A
N8
N7
L Columns
Column
None
gen_Alum
Default
M6A
N4
"N8A
0
Strap Bracing
None..:..
None.
gen_Alum
Default''„,
7
M7
N7
N7A
11
N11
Strap Bracing
None
None
gen Alum
Default
M8.
N9
N8.
0
0
Strap Bracing
None
None.
gen_Alum'
.Default
9
M9
N10
N6
Strap Bracing
None
None
gen_Alum
Default
10
M10"
,N11
N6.
Strap Bracing
Non
None
gen _Alum`
Default
11
M11
N9
N3
Strap Bracing
None
None
gen_Alum
Default
12
"6/112
N11
N9.
L Columns
Column'
None
gen_Alum,
Default
13
M13
N13
N12
L Columns
Column
None
gen_Alum
Default
14
I M14
N9
N10
window frame'
Beam
None
gen. Cone.,
Typical
Typical
15
M15
N7A
N8A
window frame
Beam
None
gen_Conc..
1
N1
0
0
0
.902
.245
2
N3
0
104.
2 518' Angle St..
Colu n
en Alum
3
N4
48
0
0
0
RE0.0202X6
4
N6'
48
104
0
0
5
N7
96
0
0
0
6.:
N8
96
104
0
a,
7
N7A
48
42
0
0
N8A
96
42
0
0,
9
N9
48
87
0
0
10
N10
96
87
0
d:
11
N11
0
87
0
0
12
....N12
8..
104
0
0
13
N13
8
0
0
0
1
T Columns
2 1/2' T Stud
Column
qen Alum
.902
.245
.546
.001
2:...:L
Columns
2 518' Angle St..
Colu n
en Alum
.949
.636
.636
.001....
3
Strap Bracing
RE0.0202X6
None
qen Alum
.121
.364
4.1212e -6
1.64499e -5
Company Larson Engineering Inc Apr 16, 2009
Designer RV 9 AM
Job Number 51090137 000 U S Customs Border Protection Minneapolis, MN Checked By
Joint Coordinates and Temperatures
General Section Sets
Member Primary Data
Basic Load Cases
BLC Description
Joint Label
Joint Label
Category X Gravi
A in2l
Joint Loads and Enforced Displacements (BLC 1 Unit Load)
L D.M
Joint Loads and Enforced Displacements (BLC 2 Lateral Load)
LDM
Y. Gravity Z Gravi
RISA -3D Version 8 0.2 [F \Calcs \Models \ELEVATION D r3d]
Izz fin41
\A -Z1
Detach From Diap...
J fin4
erial Design Rules
Direction Magnitude[(k,k -ft), (in.rad). (k *s ^2 /i...
1
N3
L
X
1
Direction Magnitude[(k,k -ft). in.rad), (k *s ^2 /i...
X
1
N3
L
.292
Joint Point Distributed Area (Me... Surface
1
Unit Load
Lateral Load
None
None
ty
ty
1
Page 1
1
2
M1
1
0
.075
0
.2
0
0
2.
0
447.
.002
.027
2...
3
2..
N4
.081
0
-.121
.0.
0
2.95e -4
0
.075
N6
.165,:
3
0,
0'
3
0
.081
2
.121
0
0
0
0
0
7.788e -4
.097
2....,
x.
...446
4
0
.081
0.
.07
0
0
N7
0
0
0
.105.
5
6.312e -3
8.
5
N$A
.081
_.002
.07
0
.0
5774e43
0
2
N9
-.046
6
2
M2
1,
3.603e -3
-.083
.1
0�
0
0
0
..008
7
N11
.435
2
0
-.167
0
.039
0
0
N12
0
0
0"
-.103
8
-2.181e-4
13
3
N13
-.167
0
-:039
0
0
7.276e -5
0
.019:.....
9
4
.167
-.039
0
0
0
.066
10
5
-.167
-.039
0
0
0
.151:...'
11
2
M5
1
.13
.01
0
0
0
.008
12
2
.122.
.006
Q
0
Q
-:007
13
3
.122
.006
0
0
0
-.02
14
4
.084
-.003
0
0:
0
.013...
15
5
.084
-.003
0
0
0
.018
16
2:..
M6
1
0'
-:335.
.....Q
0.
0
:.1;51
17
2
0
.006
0
0
0
-.003
18
.019.
0 0...
0
.032
19
4
0
.019
0
0
0
-.006
20
5
0
.019:.
Q
0..
0
.043."
21
2
M5A
1
.09
.161
0
0
0
-.018
22
2
:09
.124
0
0
0
.163....
1
2
N1
0
0
0
0
0
6.305e -4
-1.471e-4:
2
2.
N3
447.
.002
0.
0
0
3
2
N4
0
0
0
0
0
2.95e -4
N7
.075
N6
-446
0.
0,
0'
0
0
5
2
N7
0
0
0
0
0
7.788e -4
6
2....,
N8
...446
.002:
0
0
0.
6:54.4e. -4:.
7
2
N7
.051
0
0
0
0
6.312e -3
8.
NC
N$A
036
_.002
NC
0'
5774e43
9
2
N9
.435
0
0
0
0
3.603e -3
10
N10
41.1
-.002
0.
0
0
4 ;657e -3.
11
2
N11
.435
.001
0
0
0
2.03e -3
12
2
N12
.447
0
0"
0
4
-2.181e-4
13
2
N13
0
0
0
0
0
7.276e -5
1
2
N1
-.039
-.502
0
0
0
0
2'
2
N4
-.32
-.247
0
0
0
0
3
2
N7
.075
.412
0
0
0
0
4
2
N18
.008
:337
5
2
Totals.
-.292
0
0
6
2
COG (in).
NC
NC
NC
Company Larson Engineering Inc. Apr 16, 2009
Designer RV 9 AM
Job Number 51090137 000 U S Customs Border Protection Minneapolis MN Checked By
Load Combinations
Description SoIvePD... SR... BLC Factor BLC Factor BLC Factor LC Factor BLC Factor BLC Factor BLC Factor BLC Factor
1 Unit Load Yes 1 1
1-4teral Load 1=111111111117111131111111111111111-_- -111111111111
Joint Reactions (Bv Combination)
Joint Deflections (Bv Combination)
Member Section Forces (By Combination)
Z fkl
RISA -3D Version 8 0.2 [F \Calcs \Models \ELEVATION D r3d]
k -ft
M -23
MZ1k -ft
ion fradl Z Rotation frad
-ft] y -y Moment[k z -z Moment k-..
Page 2
23
3
.09
.124
0
0
0
.115
24
4
:43
.075.
25
5
.43
.075
0
0
0
-.043
�0;:..
�:0�, r
4411
27
2
.517
0
0
0
0
0
.:517,..,,',.
29
4
-.517
0
0........
0
0
-.517
0
31
2
M7
1
0
0
0
0
0
33
3
0
0
0
0
0
0
‘34
n,
4;,..:
0.-
0
Or<
OY..
0
0:..
35
5
0
0
0
0
0
0
M8
0
37
2
-.26
0
0
0
0
X
39
4
.26
0
0
0
41
2
M9
1
0
0
0...
0
0
0
43
3
0
0
0
0
0
45
5
0
0
0
0
0
0
46 .a .x2
M10
xw1'....
:252:
.......:0
0
:0,
.0'......,........
s...:0..,_..,.,
47
2
.252
0
0
0
0
0
3;
:252
0
:0'..^‘
D
0...
0
49
4
51
2
M11
1
.278
0
0
0
0
0
52x-
_;2:
:x::278
..........0
.:0....
..0
" 0;
.:,..:.0:
53
3
.278
0
0
0
0
0
54.
4
278&_...
55
5
.278
0
0
0
0
Q
y z
M12
:...:1
m. n
x099;
>0
s.0
=b...
57
2
.099
0
0
0
0
0
;,.....,..09
59
4
.099
0
0
0 ._...v......,.,
61
2
M13
1
.004
.008
0
0
0
.068
63
3
.004
.008
0
0
0
.034
0
::0 ..v:. _...._ _.0
65
5
-.004
.008
0
0
0
0
66:.;
2.::....._
M14
...1
:..M....:285.
0..,
67
2
.285
0
0
0
0
0
68x
3':.
.......285
,0 ................::'0
i
69
4
.285
0
0
0
0
0
:.70
;5:......,,.....
285
u
:.0.....v..
>0:
r0°
0
..0.....w.....
71
2
M15
M
1
0
0
0
0
0
.....191
.191..
73
3
.191
0
0
0
0
0
74
4.
19.1..E
.1'917
75
5
.191
0
0
0
0
0
Tv1 -Zq
Company Larson Engineering Inc. .Apr 16, 2009
Designer RV 9 AM
Job Number 51090137 000 U S Customs Border Protection Minneapolis MN Checked By
Member Section Forces (By Combination) (Continued)
Member Label Sr e Axialfkl v Shearfkl z S hear[k]
-ft] v -z Moment
RISA -3D Version 8 0.2 [F \Calcs \Models \ELEVATION D r3d]
Page 3
Appendix A
Larson Engineering, inc.
5757 Phantom Drive, Suite 200
St. Louis, MO 63042 -2455
314 731 4710 Fax: 314 731 4712
www.larsonengr com
Larson
Section Properties
Larson Engineering, Inc.
5757 Phantom Drive, Suite 200
St. Louis, MO 63042 -2455
314.731 4710 Fax: 314 731 4712
www.larsonengr.com
Larson
Area
Perimeter
Sounding box
Centroid.
Moments of inertia
Section Modulus
;Product of inertia
Radii of gyration
Principal moments
SUBJECT
0 9492
10 5000
X -0 7257 18993
SHEET NO' f'I
A
PROJECT NO
BY
Y 1.8993 0.7b
X 0.0000
Y 0 0000
X 0 6360
Y 0 6360
X 0,3349
Y 0 3349
XY 0 3791
X 0 8185
Y 0,8185
and X -Y directions about centroid
I 0 2569 along [0,7071 0 7071]
J 10150 along L -0 7071 0 7071]
DATE
OF
t
Larson Engineering, Inc.
5757 Phantom Drive, Suite 200
St. Louis, MO 63042 -2455
314.731 4710 Fax: 314.731 4712
www.larsonengr.com
Larson
Centroid
Area:
Perimeter
Bounding box
SUBJECT
Moments of inertia
Product of inertia
Radii of gyration
Principal moments
X41
v l y r
4 x3 x� 6.oas Tee
SHEET NO. ift 2._ OF
PROJECT NO
BY
16875
14 0000
X -15000 15000
Y: -2 7639 12361
X 0 0000
Y 0 0000
X 2 7692
Y 0.5674
XY 0 0000
X 12810
Y 0 5799
and X -Y directions
0
DATE
-Ty,. 0 792i i 3
/4 5
about centroid
I 0 5674 along CO 0000 1.0000]
J 2 7692 along C-1 0000 0 0000]
Larson Engineering, Inc.
5757 Phantom Drive, Suite 200
St. Louis MO 63042 2429
314 731 4710 Fax: 314 731 4712
www.larsonengr.com
Larson
SUBJECT
L 2 /8 x2%8 X Y4
Area: 1 3750
Perimeter 11 5000
Bounding box: X. —0 8111 2 0639
Y 2.0639 0 8111
Centroid: X. 0 0000
Y 0 0000
Moments of inertia X 1 0894
Y 10894
Product of inertia XY 0 6472
Rodii of gyration X 0 8901
Y 0 8901
Section Moduli: X. 0 525
Y 0 525
Principal moments and X —Y directions about centroid.
I 0 4422 along [0 7071 0 7071]
J: 1 7367 along -0 7071 0 7071]
SHEET NO. A 3
PROJECT NO.
BY
DATE
Appendix B
Larson Engineering, Inc.
5757 Phantom Drive, Suite 200
St. Louis, MO 63042 -2455
314.731 4710 Fax: 314 731 4712
www.larsonengr.com
Larson
Technical Information
Larson Engineering, 'Fin.
757 Phanom Di ac, S., i2 X 00
S Louis, 80 .,3042'_^ -55
14.731 4710 Fox' "14.7 '1 4712
.www.larsoneng.com
SUBJECT.
1 Intermediate Toad values for other concrete strengths and embedments can
be calculated by linear Interpolation.
2 Unless othaiwise noted, values drown are valid for the shear plane acting
through either the anchor body or the anchor threads.
3 Values shown are for a shear plane through The anchor body. When the shear
plane Is acting through the threads, reduce the shear value by 10%
4 Values shown are for a shear plane Through the anchor body. When the shear
plane is acting through the threads, reduce The shear value by 12%
5 Values shown are for a shear plane thmugh the anchor body. When the shear
plane is acting through the threads, reduce the shear value by 20%
6 Values shown are for a shear plane through the anchor body.When the shear
plane is acting through the threads_ reduce the shear value by 7%
7 Values shown are for a shear plane through the anchor body.When the shear
plane is acting through the threads, reduce the shear value by 27%
SHEET NU. b
?orJEO.T n10.
BY DATE
Kw)k Bolt 3 Expa 8S Ob`4 Anchor 4 .5
Table 2 Carbon Steel Kwik Bolt 3 Allowable Loads in Uorrnal- Weight Concrete
f 4000 psi (27.6 MPa) f 6000 psi (41 4 MPa)
Shear'
lb (kN)
Anchor
Diameter
in. (mm)
1/4
(6.4)
3/8
(9.5)
1/2
(12.7)
5/8
(15.9)
314
(19.1)
(25.4)
Embedment
Depth
in. (mm)
11/8 (29) 300
(1.3)
2 (51)
635
(2.8)
3 (76)
755
(3.4)
1 -5/8 (41)
2 -1/2 (64)
3-1/2 (89)
2-1/4 (57)
3-1/2 (89)
4 -3/4 (121)
4 (102)
5 -1/2 (140)
730
(3.2)
1260
(5.6) 1460
1580 (6.5)
(7.
1235 1865
1930
(8.6)
2135
(9.5)
3/4 (70) 1920
2
(8.5)
2660
(11.8)
3285
(14.6)
3 -1/4 (83)
2120
(9.4)
4 -3/4 (121) 3240
(14.4)
6-1/2 (165) 4535
(202)
4 -1/2 (114)
6 (152)
9 (229)
ft, 2000 psi (13.8 MPa) f, 3000 psi (20.7 MPa)
Shear'
lb (kN)
Tension Shear'
lb (kN) Ib (14)
Tension
lb )d4)
3330
(14.8)
4930
(21.9)
6670
(29.7)
530
(2.4)
715
(3.2)
365
(1.6)
795
(3.5)
530
1135
(5.0)
910 1275
(4.0) (5.7).
1095
(4.9)
1420
(6.3)
1090
(4.8)
3020
(13.4)
4885
(21.7)
4090
(18.2)
5340
1555
(5,9)
1770
(7.9)
1450
(6.5)
Tension
lb (kN)
430
(1.9)
B00
(3.6)
340
(3.7)
1850
(8.2)
1965
•(8.7)
Shear'
lb (kN)
Tension
lb (kN)
530
(2.4)
1460
(6.5)
2060
(9.2)
^150
(9.6)
1430
(6.4)
2300 1620
(10.2) (7,2)
2735
(12.2)
2185
(9.7)
2355
(10.5)
2750
(12.2)
2065
(92)
3020
(13.4)
3695
(16.4)
2425
(1D.8)
4260
(18.9)
(23.8) 5660
(26.1)
7070 4050
(31 4) (18.0)
6000
9200 (26.7)
(40.9) 7670
(34.1)
3029
(13.4)
3410
(15.2)
4885
(21.7)
4900
(21.8)
5340
(23.8)
7600
(33.8)
9200
(40.9)
2440
(10.9)
2575
(11.5)
2210
(9.8)
3385
(15.1)
4100
(18.2)
2730
(12.1)
5285
(23.5)
7185
(32)
4670
(20.8)
7070
(31 4)
8670
(38.6)
550
(2.4)
845
(3.8)
1975
(B.B)
3240
3020 (14.4)
(13.4) 3620
(16.1)
4070
(18.1)
2830
(12.6)
4770
4885 (21.2)
(21.7) 5325
(23.7)
6155
7325' (27 4)
(32.6) 7005
(31.2)
5710 3785
(25.4) (16.8)
8140 5070
(36.2) (22.6)
8400
9200 (37 4)
(40.9) 10670
(47.5)
530
1480'
(5.5)
3020
(13.4)
4885
(21.7)
5710
(25.4)
7325'
(32.6)
9200
(40.9)
N` .hnH. om 1 ProductTechnlcal Gwde�2e06 227
Hilti Inc. (US)1- e00- 979�oon I vrnrvv. .hil: om ten espanol 1'90Q -a79 -5 I HIS tCznadat Corp.'I -600- 363 -4 B I wv+w.
Typo of Stress
TENSION, axial
TENSION
IN'BEAMS,
extreme fiber,
net section
BEARINCa
pe of Stress
COMPRESSION
IN COLUMNS,
axial
COMPRESSION
IN COLUMN
ELEMENTS,
gross section
Any tension member
Flat elements In uniform tension
Round or oval tubes
Flat elements In bending In their own plane,
symmetric shapes
On rivets and bolts
Type of Member or Element
On flat surfaces and pins and on bolts In slotted holes
All columns
Type of Member or Element
Flat elements supported on one edge
columns buckling about a symmetry axis
Flat elements supported an one edge
columns not buckling about a symmetry axis
Hat elements supported on both edges
Flat elements supported
on one edge and with
stiffener on other edge
Flat elements supported on both edges
and with an lntermedlate stiffener
Curved elements supported on both edges
gross section
net section
E1- -1
FLI
I1
b.
1
R 3,
f��Jl l'T(1"J
Sao.
3.4.
1
6
Sec. Allowable
3.4. Stress,
S g S,
9.1
9.2
10
Allowable Stress
15
15
15
18
20
31
21
iF
S,
15
15
:4ta
0
2.1
0.9
,tt1
WhIte'bars apply to unwelded metal
el; ia�l0���1�! �G' apRfy: �lPl��idl .d- �aifep��� ?r61�l�r�al�,.
14.2 -0.074 hiJr
Table 2 -24
.AILILOWAI: V-E STRESSES FOR
V3UVV-®VNGTYPE STRUCTURES
For tubes with circumferential welds, Sections 3.4 10, 3.4 12, and
3.4 16.1 apply for R„/ t •c 20
Allowable. Stress,
S S Sz
i t j;0.0'IG..IrL/r 1r '1a1
16.1 0.456 bit
5:'p 0 Ir 1s
16.1 0.158 b/t
16.1 0.144 b/t
6063 -T6 Extrusions and Pipe
see Part IA Section 3.4.9 1
'15.6 0,502 >I
S
sea Part IA Section 3.4.9.2
Allowable Stress,
S S
74 51100 /(IdJi)a
.10
12
.25
14
341;
39
81
120 /(bit)
GG• /.(bit)'
1970 /(t? /t)L
1b70.I(b /r) i;
410 /(b /r)
'goo, /ib(t) .1.
n;
3190 i( Ra 49b /r)4
3109 y
0
a
rn
1
11
O
n1
-1
in
0)
1
rri
0
Single
web shapes
15
22
10.7 0.073 L lr
04
87000 I(L
141
Eiiriq
i igr 14
roueL“'4* 4 1 1
lN 'I
•:"..i.11, V-
.1.qh. 'i
2
t l: ..i''T
1(11. /11 n
i(
.1i...1
.13,, Fth. Rh
Round or oval tubes
12 INVIP
18
35
27.7 1.70 if R
102
Same as
htt, ""V1 tr' ..4-'4''''
260
I
P PI)PD,m•
GOMPFIESSJON
IN BEAMS,
extreme fiber
gross section
1.-11---
13
20
15
27.0 0431
t d
Ivinr.7,0 "11)119TV''''''''
8 :1
:..I.144... 0
35
35
.i
11400 Lb
1Ti TDT
ryivcip i.' I!'
l
•I
Solid rectangular and round sections
1 -1
0
lt i1Al
i 6 AY.
2
14
15
130
16J- 0.140
2LS.
2400
4r, r r i r :V.
1.09
12
.-kli• s y
.1.
L,S„
Tubular shapes
1..
44,-/
20600
r 2L
TittegaP,41'
OA'
5J1101",
g9.0ir
rn
71:1411P4a
li. i! S
g 1 1 q! l1 'I
.?,sqr
152 1(8/1)
1, 1
7 1.(44)
COMPRESSION
IN BEAM
ELEMENTIn S.,
(element
uniform
compression),
gross section
b I 1 l
Flat elements supported on one edge I I
15
15
7.2
19.0 0.541 bit
•,7 'T•FRM,3 Avf:1!,
•gt••§4.:•qiig.10/ •t;." i tli.
3p1.4sit.torim
x ertf, ffl
1 I
15
23
19.0 0.170 bit
39
464 l(b11)
Flat elements supported on both edges
•,t
L 40 038/J/( 1, :i i,t
'pl.
.,24.7:, !go
Curved elements supported on both e
16.1
10
1.6
16.5 0.093 I fTiTt
r.....mv2- !vv ..r,,...•
4-e
6;11 1 1 9,1q51 Mat I' r -.1i,
;V
189
i:
Q80 I
4Rdi
)(1
3780
t 35
41 gt
r.” yv
J
IA.,
7
-41.1.;
5:1 1 .-iiil, r.y;
q''00.
A
1. t,. ,r' 35 1
i
Flat elements supported on
one edge and with stiffener
on other edge
15.2
sea Part IA Section 3.4 16.2
b,
15.3
see Part IA Section 3.4.16.3
Fiat elements supported on both 4
edges and with an
intermediate stiffener
COMPRESSION
IN•BEAM
ELEMENTS',
(element In
bending In own
plane) gross
section
Fiat elements sUpported on tension edge, -Li-
---1
17
la
2D
10
27.9 0.808 bit
Aui-4-1,...-ri
Tg 0 01,:hiti.r,,,u11,, r„
27.9 0.155 bit
441 •Imi •i
'Ic)Og Os'r tilt...V.il
23
1,
si 4
90
1.87
li
4930 1(b10
..4.,:. .2 y; Ai
,41930..1(b/0 l•
t
114
20
4 ..0 1. 0 4
63
compression edge free
y
Flat elements supported on bolh edges II,
1250 /(h/t)
r
;t• tQT@. ,N.1/
0....-1,..,'-nt
4
_OA d,
Tad,
18
21
20
123
27.9 0.007 1
208
'91 r.y,
)B a I
2910 1(8/1)
Flat elements supported an both ed ges
and with a longitudinal aliffener
h
4/1
I''''''56l5%
:-.n
0 4v 01
•j,';172
4
t' I't ft.?•-.1trl.11E
0)0 bit t `.ir
h. f
3 ,..,c .,31 1.
1 :TP .t(
I 1
6.5
39
11.0 0.059 tilt
77
4.1 ill
38700 /(h/Da
SHEAR IN
ELEMENTS,
gross section
Unstiffened flat elements supported
on both edges
.86700 (h 0
.t1n2';:6iA)lt;
Ill\ 57 ,c:t
...1ilatd..4 o.crieV..tire' 11
6.5
8.5
78
d'I
53200 /(a./0°
.:r;edO
Stiffened flat elements supported
on both edges
ril
4, I,
1 •71i1
k r t eg9W0i01 6 r isi ii
0
de
0],
-u
:0
ni
C
I¢lfl: !!11111RIDI [1111 11!.I Ril
Nominal Max
Fastener Threads Thread Allowable 0.038 0.060 0.072 0.080 0.'100 0.125 0.156 0.188 0.250 0.312 0.375 0.438 0.500 0.563 0.625 0.688 0.750
Size per Inch Diameter Shear (Ibs)
(In)
##6 18 0.1840 212 150 212 212 212 212 212 212 212 212 212 212 212 212 212 212 212 212
I! Et�1�� .oErEll!'ffEI:EtIi�LEIII'.li EI:�tK;�adEll IEFIEE[���E4LCll "lElElrt.F 1: l:�! fl ll�l.dl, l I: I l.E!�� .L111IJ�QI.I IL[��LiLEI :Il��Q11 III��,1 III: I4.. dl'CI'I 41ell 1:1 t1A011 i1.1gP4r11 lli dd.11 1 11 N411 I'IJa6d11:
�tE•I
#12 14 0.2160 366 311 366 366 366 366 366 366 366 1 366 1 366 366 1 366 366 1 66 1110011' 66
,I iilt r,;:121111, 1 1 .1111I„.; 11 11riG 1t, 11t8 1111,[ 111 a I11rerlrtl1t �,t 1 l ill:,:.:., :.l;'12@0III'' f 2 r r.4V61 ;[.4a0 111:.(. �I.II LL al I,l V II fliii'i•p•I'I111LL I` i 11 II 1# 111I11� ,11.1I E1 !#'r?r11I 111i: 0ll IE 1 i 1
5/16 1'II 12 n 1 i'.tl 750 802 802 802 802 802 802 802 802 802 802 802 802
el.III 1111111 11:11.114141;111.141 Ial'li 4i8i'1i11 Ill: iiI:ll'N'N4'11111)I1IU1:I 11111 II'I'I lll 11!ifl 511IH•N'dµ11 II?1i( .d1 lull :�l';11'11i1(6 Il iN9�11.111i1 -1 111111 -1 '.'11111A1 X11 I1Fi'1. I IIII1 I.
AAMA Table 23
Addendum Table 42
Aluminum-Strength 6063 -T6
Allowable Tension Equations
Pullout Values• not
shown for t 2/N
unless tested
1'hI VI I'N!:S51PfnIt !I''i r5�rrnlnl ri i:v.>n:.irwuin
Fy(psl)
Fu(psl)
25000
30000
Allowable Shear
Stress (psi) Fv=
Tension /Fastener Pull -out Capacity
12,000
For 0.038' a t 5 2/N P (1 /3)(K)(Tr)(d)(l)(F /(3)
K 0.580 for 0.038' s t <0.080'
K 0,665 for 0.080' s t 5 2/N
For 21N t <4/N P (113)t1.2`d "FV (4 /N t) 3.Z6`d`F `(t 21N)]
For 4N s t s 0.3125' P (1/3)(0.9)( Tr)(d)(t)(F„) /(3)
For 0.3125' s t P (t- 1 /N)`[TSA(I)]`Fv`N
Base Metal Thickness (in)
Max
Fastener Threads TSA(I) Allowable 0.038 0.060 0.072 0.080 0.100 0125 0.156 0.188 0.250 0.312 0.375 0.438 0.500 0.563 0.625' 0.688
Size per inch Tension
(Ibs)
1, l 102:. �Lr r 1, 10:N ;IIILI;' JJ y i IJJ F 7 .:�9. 367 1 3 7 `�'I 6'rlli I1I I i 6 7 •II '�!67I.Il 3
#k8 18 0.0100 367 I:lIJ•:J1li: il1 1111 LI. i,dLI 83 10 ll1 �;l 132 .R1 165 234 349 LJ.ai l
I I'4 l 3667 111a0.111:1 LE:f,}��I:EJ. t llfl���ll !.uf) i1 367 367
:Clm ;�;ti rl E,l�l; dilk'til J11U.I 1 .a,1:1 Lll1lll aL1
i,ll
11
#12 14 0:0190 633 110 132 174 217 271 373 527 633 633 633 633 633 633 633 633
!I l:E:
I 1 1 1 r i moo VIII off' �;.��,111�IIB�;11J Il:jd��lll
5
I!111 ll l ,...,..1 l lt tl :I0.. '•Itfl U I r ;2 01} I ltt li'il.i11:1 .:.,g,,...
l:ll!.II;GI:
II.r=tillltl Ct 11 l :ll..l I:II .,.I.,....,UJ lll...dll Nib
..-1 :,:..Jl 1I25Iom Lu �..IJ,1:1L 1}.11,l:: I l lI 6J3�1. 11od ..11l'GI: ..:I111J.1o.: ,Il I 1.l.i i. LCg:
t!12I
668 1109 1388 1.386 1388 1388 '1388 1388 1388
Ed,1n :1� 1 /s., t111l'�Eliffi ti!
5/15 12 0.0380 80 1368
I 11eQ IH..,.. b'�1. 1 I iI .��b! Ilz�a�all'I'?ol6ai I'I�iIa�hll��0;�;�'1 l�n4�l Ilza;�'�I
l IIIo!'o'Sgt !1'II°i! p69,1{I,I.
ShearlFastener Bearing Capacity
(Note: Values shown for round holes see Alum Design Manual for slotted)
Base Metal Thickness (in)
Allowable Bearing Equation (Fby_allow)(D)(t)
Fby_allow comes from Table 5.1 1a of the 'Specifications for Aluminum Structures' Fifth Edition (1986)
0.750
367
633
Roll;
'1388
1120661:
ti
0
5
CD
z
0
J
rn
Fby_allow
(psi) 2
24000
AAMA Table 23
Addendum Table 42
Aluminum-Strength 6063 -T6
Allowable Tension Equations
Pullout Values• not
shown for t 2/N
unless tested
1'hI VI I'N!:S51PfnIt !I''i r5�rrnlnl ri i:v.>n:.irwuin
Fy(psl)
Fu(psl)
25000
30000
Allowable Shear
Stress (psi) Fv=
Tension /Fastener Pull -out Capacity
12,000
For 0.038' a t 5 2/N P (1 /3)(K)(Tr)(d)(l)(F /(3)
K 0.580 for 0.038' s t <0.080'
K 0,665 for 0.080' s t 5 2/N
For 21N t <4/N P (113)t1.2`d "FV (4 /N t) 3.Z6`d`F `(t 21N)]
For 4N s t s 0.3125' P (1/3)(0.9)( Tr)(d)(t)(F„) /(3)
For 0.3125' s t P (t- 1 /N)`[TSA(I)]`Fv`N
Base Metal Thickness (in)
Max
Fastener Threads TSA(I) Allowable 0.038 0.060 0.072 0.080 0.100 0125 0.156 0.188 0.250 0.312 0.375 0.438 0.500 0.563 0.625' 0.688
Size per inch Tension
(Ibs)
1, l 102:. �Lr r 1, 10:N ;IIILI;' JJ y i IJJ F 7 .:�9. 367 1 3 7 `�'I 6'rlli I1I I i 6 7 •II '�!67I.Il 3
#k8 18 0.0100 367 I:lIJ•:J1li: il1 1111 LI. i,dLI 83 10 ll1 �;l 132 .R1 165 234 349 LJ.ai l
I I'4 l 3667 111a0.111:1 LE:f,}��I:EJ. t llfl���ll !.uf) i1 367 367
:Clm ;�;ti rl E,l�l; dilk'til J11U.I 1 .a,1:1 Lll1lll aL1
i,ll
11
#12 14 0:0190 633 110 132 174 217 271 373 527 633 633 633 633 633 633 633 633
!I l:E:
I 1 1 1 r i moo VIII off' �;.��,111�IIB�;11J Il:jd��lll
5
I!111 ll l ,...,..1 l lt tl :I0.. '•Itfl U I r ;2 01} I ltt li'il.i11:1 .:.,g,,...
l:ll!.II;GI:
II.r=tillltl Ct 11 l :ll..l I:II .,.I.,....,UJ lll...dll Nib
..-1 :,:..Jl 1I25Iom Lu �..IJ,1:1L 1}.11,l:: I l lI 6J3�1. 11od ..11l'GI: ..:I111J.1o.: ,Il I 1.l.i i. LCg:
t!12I
668 1109 1388 1.386 1388 1388 '1388 1388 1388
Ed,1n :1� 1 /s., t111l'�Eliffi ti!
5/15 12 0.0380 80 1368
I 11eQ IH..,.. b'�1. 1 I iI .��b! Ilz�a�all'I'?ol6ai I'I�iIa�hll��0;�;�'1 l�n4�l Ilza;�'�I
l IIIo!'o'Sgt !1'II°i! p69,1{I,I.
ShearlFastener Bearing Capacity
(Note: Values shown for round holes see Alum Design Manual for slotted)
Base Metal Thickness (in)
Allowable Bearing Equation (Fby_allow)(D)(t)
Fby_allow comes from Table 5.1 1a of the 'Specifications for Aluminum Structures' Fifth Edition (1986)
0.750
367
633
Roll;
'1388
1120661:
ti
0
5
CD
z
0
J
rn
Aluminum Strength 6063 -T6
Fy(psi)
25000
Allowable Shear
Stress (psi) Fv=
12,000
Threads
per Inch
Nominal
Thread
Diameter
(in)
Fu(psl)
30000
0.060
Base Metal Thickness (in)
Fastener
Size
Threads
per Inch
TSA(I)
Max
Allowable
Tension
,(Ibs)
0.038
0.060
0.072
0.080
0.100
0.125
0.156
0.188
0.250
0.312
0.375
0.438
0.500
0.563
0.625
0.688
0.750
#8
I.I t i
i. i 4yl}�,,ttrr!!
tL°ISWklkfk<
#12
18
F• tr:
'r''''e E.F ��iEtlLEti
14
0.0100
rr u
�r r1
0.0190
595
7 i
r ttl tt »r
tt:r t �����kFk[I:
1027
53
t� 'Will
E:t.
83
i i
Fr
aaqq
[iiL`ik!i:kli,i'�:14���
110
100
„x..
f
132
132
4 ';al
kt2t����?t!
174
165
:ffF1'i ",t':zf,:
�t
tFEh�t�'tt,t
217
234
r
rr��9
�L�r1E
I
271
349
F�. �:.f
t{1k��{{rtI!
ME
F�tt1'LtFFI
373
465
F�QB a.s:
AN IL
�tF �_tt
527
595
gli "t•
.:r73D_1
595
t
f: 73
Mill
.,1027
595 1 595
1
%I7'3D r 7:'.91): i
1
u ....sC l r,:,:..,.�:.:,
'10271 1027
595
''.I
3r�'�
'7���
>.,,,T:w, ,..:.N,
1027
595
i
:7�
1027
595
I.
7�
.I
1027
595
I ;lln�a_,
1027
595
il,... SDI
1027
832
r, i
,,.,E
E��!
:E°LF[kFE� i
5/16
�ki'
31,8.;1,,,
f�
f
s rb [b�e�4� ttlk�
12
TEL trn::
.[F 42� it
,I
'IT
tr
:SCr�!•Q
0.0380
^•cd
t I
-.0 (J
t
E
t g ft
f, l? �t, �lU::3r':.�icFtsn6(!kkLnklF4l�F
2251
La
Y[ 1:33�aH fr
rp.�..5
„it!
'�2'2�.t
=;[I�
r
EL- q rti ,d.
fCl!iQekEl!
'u.r
r_
tr:...11:
E
Ir`
�tE:
R. -N
p
•ltr, 'I
t.
h. .;eG:
I: p
�'lF:
$l {43k.t�l
:.I
p 60
�k�: Y1P
F� ..I
'96:3 "l
kl!l. ti °L,
1109
,l
ii11331:1
C��._LL f'
Dug
'1547
i' f
:,�8 7
5'::'228
,.6 .rr rr.
E �44f 1
i1. 8,
'1� t_.
(I:l
2251
1:3:
,�:.u":
2251
'1 :3
.9`.}
.L
2251
5'
Ikl A 4''
2251
;I,
.9'3b✓'
344:
t.!.::..t�
2251
3°
i�355
668
i O2 I
1913
°e1t,':.,3Z
1938
:2.6.52;
r3'12,'a ".�(a355
AAMA Table 24
Addendum Table 42
Allowable Tension Equations
Pullout Values not
shown for t 2/N
unless tested
For 0.038" 5 t 5 2/N P (1 /3)(K)(rr)(d)(t)(F /(3)
K 0.560 for 0.038' 5 t 0.080'
K 0.665 for 0.080' S t 5 2/N
For 2/N t 4/N P (1/3)[1.2 *d *F„ *(4 /N t) 3.26 *d *F *(t- 2 /N)]
For 4N 5 t 5 0.3125" P (1/3)(0.9)( rr)(d)(t)(F /(3)
For 0.3125° 5 t P (t 1 /N) *[TSA(I)] *Fv *N
Allowable Bearing Equation (Fby_allow)(D) t)
Fby_allow comes from Table 5.1 16 of the 'Specifications for Aluminum Structures' Fifth Edition (1986)
14'
Tension /Fastener Pull -out Capacity
Shear /Fastener Bearing Capacity
s shown for round holes, see Alum Design Manual for slotted
M F I
[U C -0 9
N .p (n d
o 0
1
3 j N <D 0
0) CO
u, c
u' 2
N C7
y o
0
w
0
m
to
0
co
m
0
-n
Fby_allow (psi)
24000
Base Metal Thickness (in)
Fastener
Size
Threads
per Inch
Nominal
Thread
Diameter
(in)
Max
Allowable
Shear (Ibs)
0.038
0.060
0.072
0.080
0 100
0.125
0.156
0.188
0.250
0.312
0.375
0.438
0.500
0.563
0.625
0.688
0 750
#8
ui
.its I
F t tr:
:Ws4'�k`kD4 %ird.:
#12
18
'I'''[" •tt
J �kFi4;l
14
0.1640
0.1640
'EM
t�ik��0'tJ
0.2160
344
3t It;` kt
t .t-.c:
Ma ''}[i
itra+.` `..L.
593
x
td:�
4 14 -0 ;:k
A'C UH+ I�r�„t sii�y
1300
t
150
'F. a
.i. .0
tr, t
1.3
r:Ykkt,b
t k,.
:Ge:,c gc J t6rtY :kw,.
:r
qtr!..
-2:..
.::.::.:.:!'fi
236
a:
'I.
:.k
.4w .��TFA�
311
i
i36 ,
;ICE
28
I'' 1
-3��p
t.,�Strr:
373
315
,,t�
.6" ;I
t 6 N�h'
415
344
k?
�.42'1s�:
344
EI .I
Z�-
UAL
593
E, 4
938
344
��y 11;
Lt r
593
;F1776(ki
1170
"'qi':
..I40.:l
3 44
i .tkl,k:Fr
Ip,���E
a,.
:4,7'i:",4ffi
593
1300
344
.r;q
42
'.k:I n. ..�:Cr
593
Ix: 't
1300
344
.u.:
h: ':r'
d�1:..,:::
_....s
593
r ri
e� ,t778i
tl °,t.t..:
1300
Ili�9ti7�!
344
a
eI 'x
s.., -b:4.
;593
a. :N
'i i
kt7{ 1�
1300
.,t
�,I
:1�37..,1A971
344
1 ,1 4 1..
kkkZ A 'kSW
593
I::�
�'17� G;
_i_.:....
1300
344
:I.k:
4 1'
..�.„�t ;,ti,...;ll
593
i.il
i..
1300
r 3
11:9 7'`
344
42:
593
1300
:�,9 �Fj•
3.
344
u
21
593
�78'��_��`
l_
0
1300
1'� T
I 3
344
n nni
:ti 421
5
:776'!
...L
1300
7'
;.1;93.
344
.ji X121
..t.:......
59 3
I ti
1 776
:l:. .t..
1300
:`p
o p
.3
It
518
,cr.rv::..:t:
//IIl4
kkikktkk.". uKi:
5/16
�It
i1`:.e'� %8, r.:
r tc •i,
°k: :I
4..
N. ft sGv.. Kt
12
rpr
r..•
::.rrY
1 D p
4�.. 4�-: Lt:[ I'€
0.3125
:,cn:..:
et %.q, �7 5 t1,F,
r
.I
,.I:43
:tJ: .,6
nitNll.
I��.lr:;;l1
.,.,.ed!!
::I
tt 80'�,
j� .,xJ6
it
r:
::1::., -i!i!
.1.
kt.
`t,
750
::19pRF['a11f125R
1'
Il �8 I
1.1 '.'I
,1937,
AAMA Table 24
Addendum Table 42
Allowable Tension Equations
Pullout Values not
shown for t 2/N
unless tested
For 0.038" 5 t 5 2/N P (1 /3)(K)(rr)(d)(t)(F /(3)
K 0.560 for 0.038' 5 t 0.080'
K 0.665 for 0.080' S t 5 2/N
For 2/N t 4/N P (1/3)[1.2 *d *F„ *(4 /N t) 3.26 *d *F *(t- 2 /N)]
For 4N 5 t 5 0.3125" P (1/3)(0.9)( rr)(d)(t)(F /(3)
For 0.3125° 5 t P (t 1 /N) *[TSA(I)] *Fv *N
Allowable Bearing Equation (Fby_allow)(D) t)
Fby_allow comes from Table 5.1 16 of the 'Specifications for Aluminum Structures' Fifth Edition (1986)
14'
Tension /Fastener Pull -out Capacity
Shear /Fastener Bearing Capacity
s shown for round holes, see Alum Design Manual for slotted
M F I
[U C -0 9
N .p (n d
o 0
1
3 j N <D 0
0) CO
u, c
u' 2
N C7
y o
0
w
0
m
to
0
co
m
0
-n
wee ow,.
3 TS
DPW
Allowable Span Table and Uplift Fastener Spacing
WI Pres
3,0 Inch' 0.024" 1.6pcf EPS 0.024"
A plied pllIl
re Win
Applied Downward Pressure for Design
Spa I
F nets
89010 Load Case
ure
10 0 l
Pans LI Load
Sn w L d
1 psf
20 psf
20 psf
25 of
30 psf
35 psf
40 psf
95 psf
50 psf
55 psf
10 psf
16' 5"
55
11'
10
18
25
32
37
42
47
7"
10 psf
15 psf
15' 3"
5"
15 ps
20 psf
13' 75
4"
20 psf
25 psf
12' 4'
121-4•
4
25 psf
30 psf
11 5"
11' 6"
11' 6"
3
30 psf
35 psi'
43' 9"
10' 9'
10' 9"
3
35 psf
40 psf
9 -q
5 4
q -q
q -q
q -q
3
40 psf
45 psf
5' 4'
e' 4'
8' 4"
5' 4'
0' 0
S 9
0 4
3
95 psf
50 psf
7' -6'
T -6'
6'
7 6•
-6
7 fi
-6
7 6
fi
3"
50 psf
5S psf
fi' -9"
6' -9"
fi' -9'
6' 9"
6' -9'
fi' 9'
6' -9"
6' 9"
6 -0
6 -9
3 1
55 psf
Downward
Wind Load
(psf)
Applied Roof Loads (Ma 'mum of Liv nd Snow Loads) (psf)
Uve Loads
Snow Loads
10
20
20
25
30
35
40
45
50
55
0
15
25
25
30
35
40
45
50
55
60
10
18
25
32
37
42
47
52
57
62
67
15
25
25
35
40
45
50
55
60
65
70
20
31
31
41
44
48
53
58
63
68
73
25
38
38
48
50
53
56
61
66
71
76
30
44
44
54
57
59
62
65
70
75
80
35
51
51
61
63
66
68
71
73
70
83
40
57
57
67
70
72
75
77
80
82
86
45
64
64
74
76
79
81
84
86
89
91
50
70
70
80
83
85
88
90
93
95
98
55
77
77
87
89
92
94
97
99
102
104
60
83
83
93
96
98
101
103
106
100
111
Expo ure
Component
Direction of
Basic Wind Speed (MPH)(3
85
90
100
110
120
130
140
150
150
UBC
Load
B
Roof System
Upward
17
19
23
25
29
34
40
46
Downward
9
10
12
13
15
18
21
24
C
Roo(Syslem
Upward
20
23
28
30
35
42
40
55
Downward
10
12
14
15
18
21
25
29
D
Roof System
Upward
24
27
34
36
43
51
59
67
Downward
13
14
17
19
22
26
30
35
GOVERNING
JURISDICTION
BASIC WIND SPEED (MPH)
IBC, IRC
FBC
85
90
100
110
120
130
140
150
UBC
70
75
80
90
100
110
120
130
0
0
P0D6ES5n7Ml
El6 NEEEN0 LICENCES
CO
sc
WI
sa
3
:0000
135 5
3009
m
15371 C
m
m
W ;7911
eui
11 /01/07
51/11 /05
10/01/05
11/64/00
01/10/05
03/31/05
53/31/05
03/64/00
0100/05
01/30/03
01/30/55
0 /30/05
51/35 /00
00 /30/03
05/30/05
00 /30 /50
05/30/05
00/40/50
05/30/05
07/11/00
07/31/05
07/31/05
07/31/00
01/35 /00
11/31/00
103
aA
Ill
FA
01115
R-
m
4555
53
oa
0005
11/01/00
11/31/00
11/34/05
11/31/05
10/31/00
103
11/31/55
11/31/05
11/31/00
01/31/09
04/01/59
00/35/50
60/03/30
00/31/00
09/39/09
10/31/09
10/31/00
72/34/09
11/31/00
11 /31/09
11/31/09
12/31/09
G 531 19/31/10
11M5m 1/04/0
STEP I DEFINE DESIGN PARAMETERS
A. CONTACT LOCAL JURISDICTION FOR ALL PARAMETERS
B. DEFINE GOVERNING DESIGN CODE SELECT ONE
1. UNIFORM BUILDING CODE (UBC)
2. INTERNATIONAL BUILDING CODE (IBC)
3. INTERNATIONAL RESIDENTIAL CODE (IRC)
4. FLORIDA BUILDING CODE (FBC)
5. OTHER
C. DEFINE BASIC WIND SPEED (MPH) SELECT ONE
1. IBC, IRC 8 FBC WIND SPEEDS ARE FOR 3 -SEC GUST SPEED
2. UBC WIND SPEEDS ARE FOR FASTEST MILE
D. DEFINE 'BASIC' DESIGN ROOF LOAD
1. PATIO LIVE LOAD SELECT ONE
a. 10 PSF
b. 20 PSF
2, ROOF SNOW LOAD SELECT ONE
0 PSF
b. 10 PSF
20 PSF
d. 30 PSF
40 PSF
f. 50 PSF
0. 55 PSF
E. DEFINE EXPOSURE CATEGORY SELECT ONE
1. EXPOSURE B
2. EXPOSURE C
3. EXPOSURE 0
NOTE, NOT REQUIRED FOR UBC JURISDICTIONS
STEP II DETERMINE APPLIED' LOADS
A. SELECT APPROPRIATE TABLE BASED ON GOVERNING CODE. USE
ASCE 7 -02 FOR FBC.
B. LOCATE APPROPRIATE COLUMN FOR BASIC WIND SPEED.
C. LOCATE APPROPRIATE SECTION FOR WIND EXPOSURE, COMPONENT
AND DIRECTION OF APPLIED LOAD
D. THE NUMBER AT THE INTERSECTION OF THE APPROPRIATE ROWS AND
COLUMN ARE THE DESIGN UPWARD 8 DOWNWARD WIND LOADS.
E. ENTER DESIGN PRESSURES BELOW
1. ROOF LIVE LOAD (LL)
2. ROOF SNOW LOAD (SL)
3. ROOF WIND LOAD UPWARD (WLup)
4. ROOF WIND LOAD DOWNWARD (WI...)
STEP II (CONTINUED1
IBC,1136 and ASCE 7 Applied' Vertical Wind Loads
(1) FASTEST MILE WIND SPEED
(2) UPLIFT PRESSURES MAY BE REDUCED BY 25 PERCENT FOR ENCLOSURES
LESS THAN OR EQUAL TO 10 FEET
(3) 3- SECOND GUST SPEED
F DETERMINE APPUED DOWNWARD ROOF LOAD:
1. LOCATED APPROPRIATE TABLE FOR ROOF DEAD LOAD (DL). USE DL
2 PSF FOR COVERS WITHOUT ROOFING. USE DL 5 PSF FOR
COVERS WITH UP TO 3 PSF ROOFING.
2. LOCATE APPROPRIATE ROW FOR APPLIED WIND PRESSURE.
3. LOCATE APPROPRIATE COLUMN FOR APPUED ROOF LOAD.
4. THE NUMBER AT THE INTERSECTION OF THE APPROPRIATE ROW
AND COLUMN 10 THE "APPLIED DOWNWARD ROOF PRESSURE'
EXAMPLE:
GIVEN:
Applied Downward Roof Load
DL 2 PSF
LL 10 00F
SL 20 PSF
WI-DOWNWARD 10 PSF (IBC, 90 MPH EXP B)
SOLUTION:
THE 'APPLIED DOWNWARD ROOF LOAD' 15 22 PSF
Downward
Wind Load
(psf)
10
20
25
30
35
40
45
50
55
60
Applied Roof Loads (Maximum of Liv and Snow Loads) (psf)
Uve Loads
10
12
22
28
35
41
48
54
61
67
74
80
20
22
22
22
20
35
41
40
54
61
67
74
80
Snow Loads
20
22
29
32
38
45
51
58
64
71
77
84
90
25
27
34
37
41
47
54
60
67
73
80
86
93
30
32
39
42
45
50
56
83
69
76
82
89
95
35
37
44
47
50
53
59
85
72
78
85
91
98
40
42
49
52
55
58
62
68
74
81
87
94
100
45
47
54
57
60
63
67
70
77
83
90
96
103
50
52
59
62
65
68
72
75
79
88
92
99
105
55
57
64
67
70
73
77
80
83
8a
95
101
108
1. As ume Root Dead Load of 2 psf
Applied Downward Roof Load
1. As ume Roof Dead Load of 5 psf
9010 IF NOT
WET SIGNED WITH BLUE INK
C
L�II
0
a
5
w
w
m
o d:
n
WET SIGNED DOCUMENT 91A5
EMBOSSED CORPORATE SEAL
cE
A
5
0
C.A1
v
0
Type of Stress
TENSION axial
TENSION
IN BEAMS,
extreme fiber
net section
BEARING
Type of Stress
COMPRESSION
IN COLUMNS,
axial
COMPRESSION
IN COLUMN
ELEMENTS,
gross section
Type of Member or Element
Any tension member
gross section
net section
Flat elements In uniform tension
Round or oval tubes
Flat elements in bending in their own plane,
symmetric shapes
On rivets and bolts
On flat surfaces and pins and on bolts In slotted holes
Type of Member or Element
7
8
8.1
All columns
Flat elements supported on one edge
columns buckling about a symmetry axis
IEH
Flat elements supported on one edge
columns not buckling about a symmetry axis
L Ht
Flat elements supported on both edges
Ibi
H
Flat elements supported
on one edge and with
stiffener on other edge
rte+
Flat elements supported on both edges
and with an Intermediate stlffener
Curved elements supported on both edges
Sec.
3.4.
1
2
3
4
5
6
Sec.
3.4.
9
9.1
9.2
Allowable Stress
7
3.5;
10.5
10.5
10.5
12
13.5
21
13.5
Allowable
Stress,
S S
8.5
3.0
8.5
3.0
8.5
8.5
S'
Allowable Stress,
S <S <8
0 8.0 0.039 kL/r
D
?.7 0.0077 kUr
2:3 3.1 0.048 bit'
a.3 .51 !(bit)
3.8 9.5 0.252 bit 25 1970 /(b /t)
3.8 9.5 0.252 bit
2.3
12
3.0 7.3
6.8
Table 2 -3
ALLOWABLE STRESSES FOR
UGLDR 4G TYPE STRUCTURES
3003 -H14 Sheet, Plate, Drawn Tube
White bars apply to unwelded metal
Shaded.bars apply to weld- affeoted:metal
For tubes with circumferential welds, Sections 3 4 10 3,412, and
3 4 16 1 apply for R t 20
3.1 7 :.0:048 b /t
9.5 0.079 bit
3.1. 0015 bit
see Part IA Section 3.4.9 1
see Part IA Section 3.4,9.2
9.3 0.305 4Rbit
5
138
Allowable Stress,
5 S
51100 1(kL/r)
'236 51100 i(kUr)
19 89 /(bit)
43
60
104
420
3.0. .3 :9 3:2,ti b:073 1060• 3190
19.7,0 1(b /t)
282 /(bit)
163 /(b /t)
3190 R 6 )11 435it)2
Rbit
'35
_arse% I Clly st�nuy w
757 °hansom Drive, Suite 200
St Louis. MO 63042 -2455
"14 731 4710 Fax: "14 731 4712
www.larsonengr.com
.11UtiJ21.1.
-1
,.C. 0 13.0 GP DIF e0. a GiGUF =701,5 14.70 NFU=
INC_UDO AL 00011GTA1 G16DS 125 THOSE 007591717:3! 11
•1-1 4 2 013 5.roOci I. see 5r 1 512=- .read er, :c sal. 0 ..m
Opn I0r'; nIn
Rona al Aopra:• A 1 13 iB /Q A I /2 16/Q
Tti S°3- male _-!6- Area 6lomen1 e ?"IGrg Arta Moment Fedfre ,411
Weight 2.4. cr (ue -rdl at 01.750 Shea
p1 1., She b...0o Modulo Candor 1, Nacs:iv Comical
GRl go-' /F1 fm /GI rat �R'rCi �R
Unscdd roels
c /164.1 1.0 5.2. 01 0.02 0.112 24o 0.o50 0.001 0.023
3/0.13 1.1 0=78 1366 0.039 0.152 1110 0.7 0.002 0.023
15/13 112 -13 15 0_90 5.067 0.213 21 1.007 0.004 1056 50
9/2' L 5/0 13 0.319 ._10 0.71 0.37 .054 1385 5.01a 17.09 2.106
23/23 3r' -U 1 2 0115 32•. 1335 0.49. 150 0.520 0_'21 3.413
,11.11 2.6 0.607 3309 01-40 0.478 .17 I. 50 0.172 0.3? 0 1
1.1 .0 0.342 111a /.,73 0959 1143 0.210 0.060 6523
1 -1/3 -0 el 0.E59 .J25 .0.67 1.04 60 .07 0.283 0.760 0 31
Sanded 9on&.
1/4-5 0.0 02o 0.96 0.008 1.054 2.550 0.348 0.001 0.009 1519
11/7 -0 1.0 0194 0.50 0.019 0.093 to 0.417 0.001 001. 150
310-5 1.1 01 1.307 0,027 0.125 ..00 052 0.053 0.03 0370-
15/32-5 1.4 0. 21 1. -7 0.066 0.214 .113 1304 0.006 0.067 1434
1,7,5 15 2-25 1.47 3.077 014 1.240 0.509 0007 753
19/3 1S. 054 0.11. 0113 5471 lie 0.023 9.137 2.261
515.0 1.8 0550 1470 0.12 033. .024. 1528 0.021 11.4 3.119
22.(21-0 03 0553 2....M 0.179 0389 6501 1.73- 0.050. can .1218
1/4.5 2 r 0563. 0394 0197 1412 670 2.001 0.063 .0185 .07
7/02 16 0-03a 2 a. .0270• 0515 8.050 2151 0.104 0394. 5070
_1 -5 ..1 ,0.817' 031 0.423• 0164 .3.302 3113 0.125 3.591 .031
I- 1 /6-1. 2:3 056' 2554 .5340= 0 :820• ..EP3' 11E0 0.271 X0744 0..20
roedo-Sanded Ponolo
314 5 15 ,7'01. 2198 .0993 0/71 -5152 1.159 1 1006 0.061 1.746
19(12- 5510-T 1.8" 5 01109 1S: 4421 0327 X45 135 0.013 0.125
a 3/ -T 12 11.379 2.710 0.193 0390- 5509 1.422 1032 0.219 .625
1.118.1 13 -'E2-839 4568 0.633 0.077 11.52 .0o 1 0143 821:
ST5UCN7UlL 1 AND MARINE.
562^ P.ppld 'atonal 10 Face 0r0, Slrn55 Applied Perpendicular la Face Gra:
Morainal Approx. I. A 1 75 15/0 A 1 d5 15/0
imclrnes imam 1;eravc Area Moment a edin, •o10ng Area Mammal E9edive Rolling
C°9-1 weigh Thienrss [R =(dl 0f s--di Shear fm• //8j 51350 sneer
1pa) For Shea Inertia Modal= Goldoni Incrtie Moral= Constant
611 fn 7 0 1, 1 [a 0 /711 (R -BI Gn r &1 GR=/[t1
B Y DATE
Urosanded Panes
571641 1.0 036 1.619 0.0752 0.11 2567 1.108 0.002 0.029
5/8-4 1.7 0371 '332. 0_041 0.195 1107 1.438 0.003 0.043 ,307
15/31 15 095 3.719 0.074 5.579 2157 3175 0.013 0.11a 1403
19/32 &5/0-11 1.0 0.707 1464 0.154 1437 5.605 1,41 0.045 0140 3.072
23/22- 33/431 23 0119 40.719 0.3. 03-59 1148 1013 016 0.199 3540
7/841 2a 0775 4388 03- 0.690 6348 3.513 0.131 145 4.73
1.71 15 •1.588. 5200 052 0. 1512 .651 0171 0.701 435
1 -1/0 -1 3.] 1.118_ au 0151 1.10 9901 2543 1400 1 7513
Sanded Panels
1/42 0.8 0342 1.280 0.012 0.003 1909 0 0.001 0.011 7723
1/32- 1_0 0365 1.200 5.526 0.13 7.364 0-751 0101 0.0 -.297
3/8-0 1.1 01 1.520 0.536 0.177 1.096 1.11 0.002 0.013 .927
15(22- 1_ 01.37' 1.9' 0.007 0.24 .107 2-160 0909 0.093 1405
1(3-5 15 054.9, .1347 0.075 0.271 457 0.014 1-171 2-725
11/2 -5 1.7 3.309: 3.013 0.110 0_230 030 1301 0.03 0.199 _911
783 1_9 07e .3.113 0.131 0.301 5_934 .751 0_045 0.011 4373
33(42.5 2.1 0.,47 '37.55 0.112 0.39 -6.109 3 0.085 5.339 -55
314- 1 0148 4.04 0.202 0.464 7529 5:"./4 0.108 0.413 4
7/64. 2, 0570• 395 0.408 0569 .7_539 4.473 0_179 0.577 .046
1S: .4-0 1.091 5 715 1479 0.027• 1978 5193 d_321 04711 6.
3 118'.0 0 1.121 .3 53 0.0 0.-55 8-841- 6 0.474 1.090 0377
ad1- 0ande6 cL:
1/2 15 :0343 2-4 0.03 -012 .511 15-420 0.030 0.162 1
19/3' &917.1 1.3 9.107 =127 0.1: 0.319- .300 2.799 0.050 0.259 3.193
23/ -33/4 7 2 2 .1229- 4.00. 0.701 0. 09 55. 3.625 0.075 3.3.5 .39
Larson Engineei no, inc.
5757 Phantom Drive Suite 200
5+ Louis, MO 53 042 -24 0
1= 7'1 4710 Fax. "1 7"1 471,
www.lersonenor corn
TABLE 3
ALLOWABLE STRESSES FOR PLYWOOD (psi) conforming to Volunrary Product Standard PS 1 95 tor Cansrrucrion and indueN l
Plywood. Stresses are based an normal durerion.af load, and on common structural applications where panels are 24' or
grater in width -or other use condition=_, sae Section 3.3 for modifications.
Type of Stre,ss
EGREME FIBER STRESS IN BENDING (F6)
TENSION IN PLANE OF PUES (F
Face Grain Parallel or Perpendicular ro Span
(At 45' ro Face Grain Use 1/6 F
COMPRESSION IN PLANE OF PLIES
Parallel or Perpendicular to Face Grain
(Ar45° to Face Grain Use 1 /3 F J
SHEAR THROUGH THET(-iCKNE5S1
Parallel or Perpendicular to Face Grain
(At 45' to Face Grain Use 2 F,
ROLLING SHEAR (IN THE PLANE OF PUSS)
Parallel or Perpendicular to Face Grain
(Ai 45° to Face Grain Use 1 1/3 F,)
SUBJECT.
c b
F,
F,
F
SHItI NU.
PROJECT in,
DAT E
Grade Stress L=_ve((
9-
Species Set 5.2 S -3
Group
of Dry
Face Ply Net Dry Wet Dry Only
1 14.430 2000 1190 1650 1650
3 980 1400 320 1200 1200
4 940 1330 720 1110 1110
1 970 1640 900 1540 1540
2 730• 1200 680 1100 1100
3 610 1060 580 990 990
d 610 1000 580 950 950
1 155 190 155 190 160
2 3 120 140 120 140 120
4 110 130 110 130 115
Marina
Structural I
All Othed'-1
63 75 63 75
44 53 44 53 48
1 70,000 90,000 70,000 90,000 82,000
60,000 75,000 60,000 75,000 68,000
3 50,000 60,000 50,000 60,000 55,000
4 45,000 50,000 45,000 50,000 45,000
MODULUS OF RIGIDITY (OR,
SHEAR MODULUS
Shear in Plane.Eerpendicular to Plies G
(through the thickness)
(At 45° to Face Grain Use 4G)
BEARING (ON FACE) 1 210 340 210 340 340
Perpendicular to Plane of Plies F 2, 3 135 210 .135 210 210
4 105, 160 .105 160 160
MODULUS OF ELASTICITr fFI 1 1,500,000 1,800,000 1,500,000 1,800,000 1,800,000
BENDING IN PLANE OF PLIES 2 1,300,000 1,500,000 1,300,000 1,500,000 1,500,000
E 3 1 100,000 1,200,000 1 100,000 1,200,000 1,200,00
Face Grain Parallel or Perpendicularta Span. 4 900,000 1,000,000 900,000 1,000,000 1,000,000
(1) See pages 12.and -13 for Guide
To qualify for sires level'S -1 gluelines nut be eaarior and only veneer arcds N, A, and C (neural, not repaired) are allowed in either fam. or bade
For sires levels -2, gluelines rauth be exterior and ieneer grade C- Plugged and 0 ars allowed on the face or had
Sires level 5-3 includes pp pan with interior or internediole (IMGI g(uelines.
(2) Padua stresses 25% for 3 -idyer (4 -15r 5 =p1y) panels over 5/8` ibid Euch layups are poMible under 9S 1 95 For APA FATED SHEkkTH NG,
APA BATED TURD- I -F_OOR UNDE'.LAYMEhFf, C -C Plugged and C -0 Plugged grades over 5/8' thrcuoh 3/4' thid..
(3) Sheer through the- thiclmss sreses for MARINE and SPECIAL 0 iE8OP, grades may be increased 33% See Section 3.2.1 for conccions under which Stre-SZCS
for cater grades may beinmo;ad_
pert +ood fa__ ctrl is p r oerl
to ;he support the three span condition is
a_m!mzd for rapport spring up to and
including 16 inch; the two span condition.
LS cssnr3ed for face o airt pamilP7 r suppors
when the support Taring is 20 or24 indt5,
old the single -span condition is used for
spans Ftata than 24 inches. Fote -Inrh-
nominal framing is aswnedfor suppers
spacing of 48 inchs or greeto:
The equations presoued in this section are
stmAard beam formulas alter to accept
the mi r. rl mis noted 1 h forme lrt; are
prO irled for computing tuniforat loads Olt
plywood ova conventional framing They
assume one way anion, rather thini
two-way, or slab anion. The milking
toads are assumed to be applied to falsized
panels in standard sheathing type applica
bons. LOeds are far the plywood onry, and in
no way account for the design of the uf, Ling
s,mports. tvr'-hrrconsid rotionshouldbe
ev. en to rraantrated loads, in compliance
with local Building codes and with published
recumnendatians of APA The i n
Wood Association.
4.I.I Uajui ni Loads Based on
Be /cling Stress
The following formulas shall be used for
comparing loads based on allowable
bendiug (Fb)
For a single span:
96 Fb
`r11
Lar s'
Larson Engines- ng, nc.
757 Phantom Drive Suite 200
St Louis. MO 63042 455
314 731 =710 Fa:. 14 7 -1
vrww.larsonangr corn
wb
For a two -spy condidot
96Fb16
w1,
w
111111 U 11111111111(
w
1
f1
I111111111111111111111111W
SUBJECT.
For <Cm condidon:
120 F _{S
vb ai
w as
Where.
milli! I!twill 111111I111I
t_ r J
I t 1
wb umfom, load based on
bending s (psa
allowable be_ndhig cats (psi) Ctt
t� o rcdvZ serdon modulus (in.f!t)
span cent_�r to- r:Iltcr of
suppor fin.)
4.12 Uniform Loads Based
on Shear Stress
The following forum! shall be used for
coripudng loads bated on allowable
shearsry Ct Span conditions are as
shown in Section 4.1.1 and symbols are
the same otherwise noted.
For ashigle span:
24F, (Ib /O)
For a two :pan condition:
192 F (Ib /Q)
P2
For three -sprit condiion_
20 F (Ib /Q)
w
r)
Ns isiior n 10 based on
shear scz s
(psi)
F allowable roll
Step; (psi)
lb /Q rolling sh r constant Cut'-
P clesr span (in.) (canter-to-
center span "anus
support width)
Fora single span
db
SHEET NO.
PROJECT yin
BY
1=, Uniiora L gods Based on
D f a :on _equi, �,ier t
The following fo_i_l. t l:: �h_ be used for
cornnudag defleodon under unloim
toad, or allowable loads based on
deflecioa require_'naus.
4 13.1 Bolding Dr fle
The following Eon 2S are used to
compute deflection due (0 bending. For
mmost Cses, as described in SPrrinn 3.4
=_single rzculadon s sailident, using
these 2quarions and the effective moduli
of elasttd:y listed in able 3. For ses
wh?T� Sher ,-1 ll2caoa. S computed
sena_ramly, and added to bending ddec-
den to obrain meal deflection, E for
rhP=e bending deflection eq iatious
should be increased 1091
921.6 El
For a rwo- pen condition:
2220 E
For a three -span mnriirinn:
w e. 3 4
1743 EI
O:;IE
Where;
6. bending delr -nnn Gam-)
w u-ifotra Ioad (psi)
E modulus of el sddty fps0
1 effective moment of inerda
Can /Et)
P duo span SW
SW sn port n dth faaoT,
equal to 0.23" for iw -inch
nominal framing and 0.625
for four -inch nomoal 5 -ia:mg.
For additional inforrnzdon on
this factor sae APA P•
Renoir Nu_ -tier 120.
DIAMETER�T
m (inch)
PART RI P,
11+1ATS ANSI CM
H (age)
L> i i t4lA T� S +SAP.
N IES)
.3 2 k S 1
l 4-` 1
1150 0}
2.3l0 0)
4 0
8a l r0S I3
IS S0 (.2S)
3560
4 5 0
ZS- 106 -XX -13
WOO (676)
5340 (1 0)
6 41 ()I
32= C.Ei C .l3•
EGOO 03251
0340 (2100)
4 6 (3 f6)
36- 106 -XX- l6
3000 (675)
4000
6 4
8 0
U1...108-X
30- l i0- XX- 16
59G) (133 a)
(21X01
7100 (1600)
10680 (2400)
9 5
39- 112 -KC -16
115& (26600)
17 (40 001
0
t(7
Larson Engineering, Inc.
5757 Phantom Drive, Suite 200
St. Louis, MO 63042 -2455
314.731 4710 Fax: 314.731 4712
www.larsonengr.com
Larson
1
CD
SUBJECT SHEET NO 6) OF
PROJECT NO.
BY DATE
Genarai Per arnence Guidelirtes
The in ermotion shown on Ihlt page Was determined under
ene sa cf taz4 monditiem s and is supplied as a cannel gulda
an1y, Os card liana" Vary with eoch application Sfrr.gfh data
giJan 1s for failur=e of the product or for sufficient deft oration
i make °he product inoperoille No safety f¢afor has been
applied I f i s recommended thu the user Test the produe
for his. pariia applioatlom
SOLJTHCO NO 38 ALUMINUM O R I E RIVETS
t�iv�ts "firs tested et nominal drip
in rd rte -d.st el 4 1 Pi 41
NOTE; 1 Above Yafui* era for vnivtroal he rlve e
rife far lull beezlar head vnd cauntorsuhk
head Pivata cta apAraxima ely sitai tar
Figura& arm 1ha avoraga of 1ha data
REF F 3OAU a(` 91. W &CZ PRN ae 0
ast REY E 11f5Jp3 aDS .DGsO ALuA111 3JI8 A0 1/4 R[VETS
LJ
c
0
0
0
to
Type of Stress
TENSION, axial
TENSION
IN BEAMS,
extreme fiber,
net suction
BEARING
Type of Stress
COMPRESSION
IN COLUMNS,
axial
COMPRESSION
IN COLUMN
ELEMENTS,
gross section
Any tension member
Fiat elements In uniform tension
Round or oval tubes
On rivets and bolts
Type of Member or Element
Flat elements In bending In their own plane,
symmetric shar5es
On flat surfaces and pins and on bolts In slotted holes
All columns
Type of Member or Element
Flat elements supported on one edge
columns buckling about a symmetry axis
Flat elements supported on one edge
columns not buckling about s symmetry axis
Flat elements supported on both edges
Flat elements supported
on one edge and with
stiffener on other edge
Hat elements eupported on both edges
and with an Intermediate stiffener
Curved elements supported on both edges
gross section
net section
L _I
H ti
W b I' b.
11
Sec.
3.4.
1
Sec.
3.4.
6.1
9.1
9.2
10
Allowable Stress
19
21
19
24
28
39
26
Allowable
Stress,
S<S,
21
S,
0
gp i1Pt;
2.4
i {'F8 ar FB;t
21
7.6
Table 2 -2C
ALLOWABLE STRESSES FOR
SUI9LD NGTYPE STRUCTURES
6005 -T5 Extrusions up through 1.000 in thick
6105 -T5 Extrusions up through 0.500 in thick
White bars apply to unwelded metal
i.SljadeiN alt a to' Ida metal'
..PP..Iy W..
For tubes with circumferential welds, Sections 3.4 10, 3.4.12, and
3.4.16.1 apply for R,,/ t 20
Allowable Stress,
S, <S <S
20.2 0.126 kilt
4 P9 .(t ilt l l
23.1 —0.787 b/t
21 2.4 23.1 0.787 bit
0624
23.1 —0.247 bit
S„
66
a
'10
19.
12
33
82
see Part IA Suction 3.4.9.1
see Parl IA Section 3.4.9.2
Allowable Stress,
S S
51100 1(1(1J0
5 .1 10 0"
154 /(b /l)
,iii ,.(bio
1970 /(b
1.970 /(I /t)
491 /(b /t)
271. /,(b /t)
0
1
R1
v
3
3
0
COMPRESSION!
IN BEAMS,
extreme fiber,
gross section
COMPRESSION
IN BEAM
ELEMENTS,
(element In
uniform
compression),
gross section
COMPRESSION
IN BEAM
ELEMENTS,
(element In
bending In own
plane), gross
section
pHEP■R IN
ELEMENTS,
gross section
Tubular shapes.
Single web shapes
Bound or oval tubes
So lid rectangular and round seclIons
Flat elements supported on one edge
Flat elements supported on
one edge and with stiffener
on other edge
Flat elements supported on both
edges and with an
Intermediate stiffener
'Flat elements supported on both edges
Curved elements supported on both edges
Flat elements supported on tension edge,
compression edge free
Flat elements supported on both edges
Flat elements supported on both edges
and with a longltudihal stiffener
Unstlflened flat elements supported
on both edges
Stiffened flat elements supported
on both edges
1 T E
Ft,
-1:
b I
m b"
__11
/Th_r
b.
1
1 I
b
11
12
13
14
'15
16
16.1
16.2
15.3
17
13
19
20
21
21
25
21
21
...p
21
25
28
2B
28
Li "ir4.s
21
2D
v-
p q 4 .Q..
`1.
28 14
8
123
01.1P11[
6.5
11,
21
7‘
'6P. Ida
110
35
'V8cOlc•
23,9 0.124 Ldr
71:Q5: V::
39.3 -2.70 RA
q.41=141t,.;
d L
40.5 0.927
t cl
,L„
A
23.9 0.233 i i 2LL S°
,ti
Pillaitti,%• 7,..111,9
is 11t•
ed 006 l 2g •-.0. '1
I:i.
1P:4 r N1P
27.3 0.930 bit
l• .1„
0:3.-0 26 'bit 1 i
27.3 0.202 bit
i7i
riV'q `,11.PR9' 1?/f.4i
2.1 23.2 0.944 4Rdt
48 40.5 0.270 bit
1 I
:11Nq ID10qq no:
40.5 0:117 bit
go,.
18,7
15.8 -0.101 bit
26 hit
12
02
.4-- 1 ,172 18700.0 ./(1-s..110
79
81
1E14
29
50.
'1680
0
33
02
141
{lad
see Part IA SectIon 3.4 16.2
see Part IA Section 3.4 10.3
9.'1 40.5 1.41 bit 19
Ogg 70277 bit
75
173
64
66
.139
87000
,PgPtior.1
'11400
d
1
Hci
23600
182 l(b11)
/MO
550 i(bit)
Same as
gO. /OM
3780
4930 l(b11)
1520 1(1111)
%.t.. :30'r /(ri)t)
3500 /(11/1)
2040 i(h11)
53200 /(e,11)'.
53200
38700 IthltY.
(E3E1
0
0
'13