Specifications RECEIVED
E1WSTRUCTURAL
ENGINEERS MAY 2 7 2015
Engineers Northwest Inc.,P.S. CITY OF TIGARD
BUILDING DIVISION
COSTCO WHOLESALE
Tigard , OR
STRUCTURAL CALCULATIONS
FOR
FAN INSTALLATION
. c.FRO
\ri
: N
CITY OF TIGARD "�''
REVIEWED FOR CODE COMPLIAN(
Approved: [ v�
OTC: EXPIRES '36- /5 i
i
Permit#: mtp o/S-fb/so 5 -zl�-
Address: `78 C)4 ) KAC
Suite #: ( r
By A>W3---- Date: TjI 27l(`-
2014 Oregon Structural Specialty Code
OFFICE COPY May 22, 2015
ENW Project No. 93085023
•
• 9725 Third Avenue NE.Seattle,WA 98115
• 206.525.7560.fax 206.522.6698
www.engineersnw.com
E11N \ ENGINEERS NORTHWEST, INC., P.S. ^- STRUCTURAL ENGINEERS
9725 THIRD AVE NE,SUITE 207,SEATTLE,WA 98115 (206)525--7560 FAx(206)522-6698
PROJECT# ! 30I -0 2 3. PROJECT • 7/MAO a DATE
SUBJECT (Ea/1W7 MA/ /it/Wit/977o t/• SHEET OF
BY
/3°II//Mill C o!rQ 2 u/'{ G,'& ( ax/ 5'1140(7V M 5fl(441 7 7 64
- 2(112 l4c.
.‘Et sr lc pe=J/(7N: Ss = 0. 97i:9 c-►S 1. 6 g *$ a, 723
-= 0 yJY s,i, : u. 661 sit - U, Vas•
TAAI.. 1,../Ell-017 - .. . CCU /‘.
S C oft& d f 1, e / : ?N 57A1(/4 7/09!J I #145"IJ /41H ?OM,
{/?N OA) . .Y/47/07 /?/T- 7u/s 7.
741 /s L061376 /a13o+/ /e t714It/t 4/7E4
X171N1t ,13win/r/o htSr4A/ : cm !.l = 25p
lbw r. PL /o p t
/7I=. c±`7N ROOT title t ca)P ? G C1/!Y/ l Nr"" loop pU Iva? (..0'V
S1 414 PE AD . 1-04g 10 m*':'
Elit;(iS Design Maps Summary Report
User-Specified Input
Building Code Reference Document 2012 International Building Code
(which utilizes USGS hazard data available in 2008)
Site Coordinates 45.43484°N, 122.75813°W
Site Soil Classification Site Class D - "Stiff Soil"
Risk Category I/II/III
:1 A. .
_ _J 2mi 000m 0 A104141;. ,
3 ..,.'io, '. t(
BOaverton ki 2 6
__. 4 t 0 4
..._...._... , f
. 41111441, -" (7 ii
'I,. ..
1,
„,,,,,„„.„,„
;IP
iif
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olli,:1-:__, ::.17;4,kie,,,,,., 1.11: ,.,.;
---24 ' / .-..
ar.
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... „
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0 King L.it} Dr...rhar,
r1 i ''''''1
.'.' ,. MERICA -
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mapquest .o.--
e2eis P4 050;iiiiilliS'OP - -: @ AllseQuest
USGS-Provided Output
Ss = 0.978 g Sms = 1.085 g Sos = 0.723 g
S1 = 0.424 g S„, = 0.668 g S01 = 0.445 g
For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and
deterministic ground motions in the direction of maximum horizontal response, please return to the application and
select the"2009 NEHRP"building code reference document.
MCER Response Spectrum Design Response Spectrum
0139
0.10 080
0.55 072
0.29 0.64
0.71 0.56
ia o.ss 7, 0.42
1g 0.55 61 0.40 1
th I
0.44 0.32
0.33 0.24
0.22 0.16
0.11 0,02
0.00 0.00
0.00 0.20 0.40 0.60 0.90 1 00 1.20 1 40 1.60 1.20 2.00 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.90 2.00
Period, T(sec) Period, T(sec)
Although this information is a product of the U.S. Geological Survey, we provide no wan-anty, expressed or implied, as to the accuracy of
the data contained therein.This tool is not a substitute for technical subject-matter knowledge.
A 1 5/22/2015 10:10 A
FAN KIT
PACKING KIT(Standard) REQUIRED TOOLS
1. Blade Box—6 each 5/8"Wrenches (2)
5/8"Socket
2. Fan Motor Box 1/2"Wrenches(2)
a. Motor/Gearbox Assembly with VFD Control Panel 112"Socket
b. Remote Control Panel Torque Wrench (for use with sockets)
c. Category 5eEthemet Cable Set — 100 ft (one gray, 7/16"Wrenches(2)
one blue) 1/4"Cable cutter
d. Mounting Hardware #2 Standard screwdriver
Small Standard screwdriver
PACKING KIT(Networked)
1. Blade Box--6 each *For gtuiam installations, a drill and 1/2" dia. drill bit are
required.
2. Fan Motor Box
a. Motor/Gearbox Assembly with VFD Control Panel **For network installations, a RJ45 crimping tool is required.
b. Mounting hardware
3. Network Kit(one per order)
a. Touchscreen computer
b. Communication gateway with cable
c. Patch cable
d. Software key
e. Wall mount bracket
f. USB adapters (2)
4. Network Cable
a. Bulk Category 5eEthernet Cable
b. RJ45 connectors (male)
FAN PROPERTIES
Fan Diameter Hanging Maximum Typical
(Ft) Horse Power
Weight(Lb) Torque (Ft. Lb) Spacing(Ft)
8 1 160 55
10 1 181 _ 80
12 1 190 65
4 1 70
16 1 208 \ 90
18 1 222 i 300
90
20 1 232 r 95
20 1-112 — 232 95
24 1 240 — � 100
24 2 240 100
NOTE:
Uy6 24J4',-
For fan installations In facilities over 3,300'above sea level,
consult factory for fan performance factors.
September 2011 60113158---HVLS Fans 5
>92011 4Front•Engineered Stikine/1s,Inc.
1
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E1NWTENGINEERS NORTHWEST, INC., P.S. ^r STRUCTURAL ENGINEERS
9725 THIRD AVE NE,SuirE 207,SEATTLE,WA 98115 (206)525-7560 FAx(206)522--6698
PROJECT# PROJECT-__. DATE _
SUBJECT SHEET OF
BY _
{ ' uPlrsr ; IztaN(cx 9re evT
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* * * * Property of Engineers Northwest,Inc.,P.S.-Use by others unlawful * * **
EXISTING STEEL JOIST ANALYSIS WITH NON-UNIFORM LOADS
Input= I
Project Number= 93085023 I
Project Name= Fan Installation 1
Location= C. Tigard OR ,
Design By=
INPUT
ft
JOIST INFO: ft
Joist Spacing = 5 ft
Span, L= 40 ft PL P w
'NV Nir Vv. 11,7
40 ft •
ORIGINAL DESIGN
Unit Weight= 0 lb
Dead Load = 10 psf
Live Load = 25 psf
Other Load = 0 psf
PL Spacing = 0 ft
Distributed Load w= 35 psf x 5 ft = 175 plf
Point Load PL= (0.6 x 0 lb)/2 sides = 0 lb
New Design
Unit Weight= 200 lb
Dead Load = 10 psf
Live Load = 20 psf
Other Load = 0 psf
PL Spacing = 0 ft
Distributed Load w= 30 psf x 5 ft = 150 plf
kUE WC-11n06P 110I1 J1
300 /4- /--1 /q' : 7cI‘
I/ti itA Al E. s,-/ ,4R /AJ /3077017 G,-/v/'f.
ENGINEERS-NORTHWEST,INC.P.S. SHEET OF
9725 THIRD AVE.N.E.(SUITE 207)
SEATTLE,WA.98115
••••Property of Engineers Northwest,Inc.,P.S.-Use by others unlawful****
EXISTING STEEL JOIST ANALYSIS WITH NON-UNIFORM LOADS
Input= I
Project Number= 93085023 1
Project Name= Fan Installation
Location= C.Tigard OR j
Design By=
d
INPUT
b
JOIST INFO: a +w2
Joist Type=\ ,11111 +M +w
Joist Designation= +P +w
Span, L= 40 ft 1111!l1111111111!!11!!!!!!!l1111111
Modulus of: ::las E= 29000 ksi `..-�---.--Airir
Moment Ix= 843 in4 _
RL RR
4 �
X
ORIGINAL DESIGN LOADS
Full Uniform:
w= 175 lb/ft Point: a(ft) P(Ib)
1
Start End 2
Distributed: b(ft) j w1 (lb/ft) I c(ft) w2(lb/ft)' 3
1 4
2 5
3 6
4 7
5 I 8
Moment: d(ft) ( M
1
2
3
NEW DESIGN LOADS
Full Uniform:
w= 150 lb/ft Point: a(ft) P(lb)
1 20 200
Start End 2
Distributed: b(tt) I w1 (Ib/ft)J c(ft) w2(lb/ft) 3
1 4
2 5
3 6
4 7
5 8
Moment: d(ft) M(ft-lb.)
1
2
3
5/22/2015
ExistloistAnatysis Report.xlsx
ENGINEERS•NORTHWEST,INC.P.S. SHEET OF
9725 THIRD AVE.N.E.(SUITE 207) r�
SEATTLE,WA.48115
OUTPUT
ORIGINAL DESIGN LOADS
End Reactions:
RL= 3500 lbs. RR= 3500 lbs.
Minimum Design Web Shear:
Vw_MIN = 875.01 lbs. (25%of end reaction per SJI Specifications)
Maximum Moments:
M)~)MAx= 35000 ft-lb @ x= 20 ft
M`)MAX= -3.5E-06 ft-lb @ x= 40 ft
Point of Zero Shear:
x(v=(n= 20 ft
Maximum Deflections:
-AMAX= -0.47 in @ x= 20 ft
+Qa+Ax= 0 in @ x= 40 ft
RATIO= 111021
NEW DESIGN LOADS
End Reactions:
R = 3100 lbs. RR= 3100 lbs.
Maximum Moments:
M°)MAx= 32000 ft-lb @ x= 20 ft
M )MAX= -3.1E-06 ft-lb @ x= 40 ft
Point of Zero Shear:
x(V-o)= 20.25 ft
Note: If the location of the point of zero shear moves more than 1-0"+1-between the original design loads and the
new design loads, stress reversals could occur in the diagonal web members. If adjacent diagonal web members
are not the same size, further detailed joist analysis would be required.
Maximum Deflections:
-AMAX= -0.43 in @ x= 20 ft
+oMAX= 0 in @ x= 40 ft
RATIO-- L11116
MAXIMUM STRESS RATIOS
Uanear= 0.959 @ x= 14.4 ft L: /ice Al E7 INtge/ J /,c j/:/7 7k./a L LJf3 P
Ubenwng= 0.914 @ x= 20 ft
MAXIMUM MOMENT RATIOS
M)')= 0.914
Mi)= 0.886
COMMENTS:
New design load for this new unit is acceptable.
5/22/2015
E x isU oist Ana tysis_Report.x lsx
ENGINEERS-NORTHWEST,INCP.S. SHEET OF
9725 THIRD AVE.N.E.(SUITE 207)
SEATTLE,WA.98115
Shear Diagram
4000 ...
3000 1 4-+ 1•....�.'".,....�..-.{.-1..$.-i.1--'-. .rt- -_ r-+--i- 4---- .-,..�..:.�_ t. ...;.....�-- -+-1
'i. 1 iii i ii . i 1 ''
1 . 11 • ! ' ! ' ! r s I s
2000 .-;--a. .- -. --�1--- - _; !_--- -- 1 _.l
y�- t s
i is ' i ! i it l ! I t ! I € , , il l s
: I 1 ; 111 tii ii t1 ' 1 i ! ! s ! Hi
loco -�--,--'- j--:.1._1...1...�. _�i` j-. .�.. _�..:_.T ! I�_�_.;..�... 1..� .� � ��._ 1
i`a 0 - 1 f ' 1 ' 1 . 1 . 1 ' f ' $ } • 1 ' 1 1 +1 ' i ' i ? 1 ' + - 1 . 1 ' 1 . 1 • + - 1 • • i
tN O tD N m it au tD (N a, C tD up N �-. !t a tD N m �Cj N 1b t{N� tmp g
g M 4, 4t W QS 44 64 'ii 'M 6" ai g N N M N M M : m Pft ?t T 4
-1000 -F--.. _. , . i .1- -- _-1_....;..— , s- _.-...;._-
! : i , 1 i_ ! t t , t . i ! 1 ! I :1 : I
-2000 — 1 r- ! ! . 1 i !.2{ 1 1
-3000 '--t-- -!--t'-`-l--i--fi-1- 1—. —{'-t- --+-'f--i. 1-i--f'—i--t i- - --' 'r-i-+-i•4"-I-i-'+-a..•t-,r—i 47.1--',) +^ +.;_t-
! i i I, II . I , ! s i I : 1 ! I i i ! i 'r :
,
x(ft) s
Moment Diagram
40000 r--1---•--r--T--7--7--7--T-r-T7-7-- • FT , ,--.*.-T--r-r--r--,---- r-,--+--r T^-.7---7-1-7--7-1--r-1-
1i1 ! ! II ! s ! ! ! I iii ! ! ! 1 i ! lit s si { 11 "
ii 1 ! 11 ! 1 WI ! ! ' I ! : 1 1 ' ii Ill 1 ! � I 1
! 1 - •-! l--�--i I 1 I _ i i i I ! _;_,1 ! 1 i
35000 - -;--�-�--..--;- !-�--�-i--�--.�•..--�--•� � ++- .- ,- - - ,. }
ill ; i i1 1i ! iil4.. 1 . , ii `i.' ~i ti ! iI :
11. 1 ! s M t ! i
30000 - --4-i•--i----} s ! , • 4.--,'r--1----i --j--i-1-i-i ' f---.t, --+--i-i.-L++-4-4-4-4--t-s`--
1 7 i H i ! 1 ! I 1 + 1
1 i ! s i , 11 li`. i ! 1 , I , I ...+ ! ; . ,
25000 - .,.-:-- .1. , -a --- — ! -
I i Iii 1 ' II1i 11 ' f1 ! Iisl I i+t ! , 1 I I
Tn. s l ! 1 1 ' 111 i ` 111 111 ' 1 1 t : s I
1
t I 0'; _ i I !
,� 20000 ---1---..--.--.--,--4--•-It ',Y a-- -_�-�•--t-i t{ i ! i ;--#-�{--�----�-- -�-•�--{�-wp..}..I--{--•-----'--f--------�-..+r--F--r--r.�-------_i it E 15000 —1-1-11---;t ; { 1 ; ! s ?.. 1.» -t 11_1 j__1 ,,...1...1., :41 1__i__,
I T- i��- --r--1-1-.- r^-- -T-1 177 1 ! 1 I i 1 j ( 1 •
2 i ! iif i ; i I ! Ii i � i { i 11113 : 1 1 ! 11 I1 1 1111^1
sii �: ! 1 1 ! ! ' 1s ii 11 IIII ! ! ',Vi ! i !
10000 -."'----1, 1----s_ _1 -._ I �-i 4--i_i—i—i i.i-t-i- ..�..t..:--1_.!.: :--u-7—_�..t.'. , ..1-_L_`-1
1 , 1 1 ! I . 1 , , I I I ! s ! 1 1 1 + i i
! li ii s ! s , ! 1 ! 111 ! I . Il ! • I
5000 --•.- .' ----1--r-----i--1.----ti---- L_. 4 I------i--l_i_�..-i-i-3.-I_:_...---1--.j_!.3._Ls-..! .. -1-
111 , i I . I • 1 ! ii ! i II ' ! 1
I I it ! Is s !
0 i ! ii ' rri it , ' r . i ! ii , Ii
0 1p N W <t I Cp W N I c1 ' '.p 1D N , CO Sr tt tD fN I CO ' Kr fN tD tv I Cp Kt P
,
x(ft)
=curves for original design loads =curves for new design loads
5/22/2015
ExistJoistAnalysis Report.xlsx
4 I 3 C{7 2 I 1
REV.HISTORY:
r 2X 4"X 4"X 1/4"STL ANGLE ECO# DATE ( BY DESCRIPTION APPROVAL
T_ I L
A h. O 0
`
f _
2x va" I _ _ //''��fir~ ..'
STL DOUBLER PLATE -ac..: °° - --_ �� - _ \-BUILDING TRUSS
(8'WIDE) TYPICAL-ALL LOCATIONS .^ 7...� _-�T, , •�.
112 GRADE 5 FASTENERS I •
WITH LOCK NUTS .4„.....,..,...,.._ _ �� rail
END PLATE DOUBLER '�`'= - I!■ I
'
. - «..1
DETAIL � ',
-B
■- HVLS FAN
"L. I-21'2 NOTES:
■•U2" -1 ---1 --1
1.HVLS FAN TO BE CENTERED BETWEEN BUILDING TRUSS SECTIONS AND SECURELY
I! i �1 3,8 FASTENED. ENSURE SAFETY AND GUY WIRES ARE INSTALLED.
3
2.DOUBLER PLATE LENGTH TO BE SIZED TO STRADDLE BUILDING TRUSS.
} 3.IF ANGLE LENGTH"L"EXCEEDS 70 INCHES,AN ADDITIONAL 0 112'FASTENER
y I LOCATED AT 134 IS REQUIRED. (SEE VIEW)6 A 'f ii' TYPICAL BOLTING
�, A
�y I i c pwc-s-_ cRSS n..r...�wdoord.a"...,. ,..o...,.r,w.ww...dwur..st.w.•.+s.ww.w.ww�,d.y fed
-
DETAIL .A+uasOT.En.ddE-MOPS re upwmd atm...avre.md4,.HAe.ai(,kswat ha.and nay gobrnKdwdva..«d.a..
I I X .Sarno EMCTKPAI.I V,E le npcu eel.pncau..><Vlv.t
wTERU1 Ptc ona. MuttRUiaPd IL i1 - r WM OW+ETER 4.011 rams
I ir — .. XXX s GOO .Jr-vULAR -=1 O5a
0-crencm.OUAure muersDN MAYO. MOWN OATE LIMY *eV WE
0•RErcnsMSOwSNSCe. RK HOOFARD 2/2512011 1 OF 1 i 9
-•-- SCAIE Xedd Ef MUYtllR
INCH N/A
-. r PMT(Igcppigh PART MDa(iR 4SlE
NEXT ASSY USED ON J
APPLICATION , ;.Y7 � :` :T:
HVLS FAN INSTL DETAIL TRUSS F.i.-Truss A
4 ( 3 1, 2 1 1
ENGINEERS NORTHWEST,INC,P.S. SHEET OF
9725 Tr IRO AVENUE NE(SUITE 207)
SEATTLE,WA 98115
•••• Property of Engineers Northwest,Inc.,P.S.- Use by others unlawful
ASCE 7-10
Seismic Loads per ASCE 7-10-Chapter 13 Seismic Design Requirements for Nonstructural Components
Input Cells= j
Project Number: 93085023
Project Name: C.Tigard OR
Location:
Design By:
ASCE 7-10 Section 13.3 Seismic Demands on Nonstructural Components(Mechanical 8 Electrical Components)
All references below are to ASCE 7-10(U.N.O.)
Input
Mechanical and Electrical Component=Air-side HVAC,fans,air handlers,air conditioning units,cabinet heaters,sir distribution boxes,and other mechanical'
Table 13.6-1 Category* Mechanical and Electrical Components
Ss= 0.978
S1= 0.424
Site Class(soil)=
Risk Category= II Table 1.5-1
Average root height of structure,h= 30 ft
Height in structure of point of attachment
of component with respect to base,z= 30 ft
Component importance factor,1p= 1.0 Sect 13.1.3
Operating weight of mechanical unit,Wp= 200 lb.
Output
Site Coefficient,Fa= 1.109 Table 11-4.1
5M5= 1.085 Eqn 11.4-1
S05= 0.723 Eqn 11.4-3
zrh= 1
Component amplification factor,ap= 2.5
Component response modification factor,Rp= 6
Component overstrength factor, = 2.5
Fp= 0.362 'Wp,Eqn 13.3-1
Fp ms = 1.157 *Wp.Eqn 13.3-2
Fi, = 0.217 -Wp,Eqn 13.3-3
Fp II= 0.362 'Wp
Fo troth= 72.4 lb(ULT) ) 0 .7 ( 72 c/ /1.
Fp 1f„=+1- 0.145 'Wp,Sect. 13.3.1 (apply concurrently with horizontal force)
Fp „=+1- 29 lb(ULT),Sect 13.3.1(apply concurrently with horizontal force)
NOTES: 1. Anchors in concrete shall be designed in accordance with Appendix D of ACI 318.
2. Anchors in masonry shall be designed in accordance with TMS 402/ACI 530/ASCE 5. Anchors shall be
designed to be governed by the tensile or shear strength of a ductile steel element. See Sect 13.4.2.2 for
exception.
3. Post-installed anchors in concrete shall be prequalified for seismic applications in accordance with ACI 355.2 or
other approved qualification procedures. Post-installed anchors in masonry shall be prequalified for seismic
applications in accordance with approved qualification procedures.
4. Power actuated fasteners in concrete or steel shall not be used for sustained tension loads or for brace applications
in Seismic Design Categories D,E,or F unless approved for seismic loading. Power actuated fasteners in masonry
are not permitted unless approved for seismic loading. See Section 13.4.5 for exceptions.
5. Friction clips in Seismic Design Categories D,E,or F shall not be used for supporting sustained loads in addition
to resisting seismic forces.
%v%hL f&41 - c// It 7c 12,1n-- 7ohC.
ASCE7-10 Seismic Loadsidsx
Elec Mech Components
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Title Block Line 6 Pelted 22 MAY 2015 11_53A0
Steel Beam m File=1092.168 82 51cac-Idxar/11RAJ31-3491(OEEY-Z1926FTW-41F2PAC3-X EC6
ENERCALC,INC 1983-2015,Build:6.15.3 9,Ver:6.14.2.28
Lic.#: KW-06006898 Licensee:engineers northwest
Description: -None-
CODE REFERENCES
Calculations per AISC 360-10, IBC 2012, ASCE 7-10
Load Combination Set : ASCE 7-10
Material Properties
Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi
Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi
Bending Axis: Major Axis Bending
Load Combination ASCE 7-10 / J�
0(0.2)L(0.126) --'4-7 4 S.s om LA 7C rv4I 1,'A/' l''' `7"7"441`
v
1
Span=50P
L4x4x114
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Load(s)for Span Number 1
Point Load: D-0.20, L- 0.1260 k np 2.50 ft 0('
DESIGN SUMMARY -. V Desi•n OK
Maximum Bending Stress Ratio = 1 1 Maximum Shear Stress Ratio= 0,009 : 1
Section used for this span L4x Section used for this span L4x4x1/4
Ma:Applied 0.407 k-ft Va:Applied 0.1630 Ic
Mn/Omega:Allowable 3.300k-ft Vn/Omega:Allowable 17.964 k
Load Combination +D+L41 Load Combination +D+L+H
Location of maximum on span 2.500ft Location of maximum on span 0.000 ft
Span#where maximum occurs Span#1 Span#where maximum occurs Span#1
Maximum Deflection
Max Downward Transient Deflection 0.007 in Ratio= 9,135
Max Upward Transient Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.017 in Ratio= 3532
Max Upward Total Deflection 0.000 in Ratio= 0<180
Maximum Forces&Stresses for Load Combinations
Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values
Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega
+D+H
Dsgn.L= 5.00 ft 1 0.076 0.006 0.25 0.25 5.51 3.30 1.00 1.00 0.10 30.00 17.96
Dsgn.L= 5.00 ft 1 0.123 0.009 0.41 0.41 5.51 330 1-00 1.00 0.16 30.00 17.96
+D+Lr+H
Dsgn.L= 5.00 ft 1 0.076 0.006 0.25 0.25 5 51 3.30 1.00 1.00 0.10 30.00 17.96
+D+S+11
Dsgn.L= 5.00 ft 1 0.076 0.006 0.25 0.25 5.51 3.30 1.00 1.00 0.10 30.00 17.96
+0+0.750Lr+0.750L+H
Dsgn.L= 5.00 ft 1 0.112 0.008 0.37 0.37 5.51 3.30 1.00 1.00 0.15 30.00 17.96
+0+0.750L+0.750S+H
Dsgn.L= 5.00 ft 1 0.112 0.008 0.37 0.37 5.51 3.30 1.00 1.00 0.15 30.00 17.96
+0+0.60W+H
Dsgn.L= 5.00 ft 1 0.076 0.006 0.25 0.25 5.51 3.30 1.00 1.00 0.10 30.00 17.96
+0+0.70E+H
Dsgn.L= 5.00 ft 1 0.076 0.006 0.25 0.25 5.51 3.30 1.00 1.00 0.10 30.00 17.96
+D+0.750L r+0.750L+0.450 W+H
Dsgn.L= 5.00 ft 1 0.112 0.008 0.37 0.37 5.51 3.30 1.00 1.00 0.15 30.00 17.96
+D+0.750L+0.750S+0.450W+H
Dsgn.L= 5.00 ft 1 0.112 0.008 0.37 0.37 5.51 3.30 1.00 1.00 0.15 30.00 17.96
+D+0.750L+0.750S+0.5250E+H
Dsgn.L= 5.00 ft 1 0.112 0.008 0.37 0.37 5.51 3.30 1.00 1.00 0.15 30.00 17.96
+0.60D+0.60W+0.60H
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Steel Beam file-=\1192.168 82.51cala-Iibraryt1RAJ 31-319K0EEY-Zt926F1W--41F2PAC3-X EC6 .
ENERCALC,INC 1983-2015,Build 6.15.3.9,Ver.6.14.2.28 '.
Lic.#: KW-06006898 Licensee:engineers northwest.;
Description: -None-
Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values
Segment Length Span# M V Mmax+ Mmax• Ma-Max Mnx Mnx1Omega Cb Rm Va Max Vnx VnxlOmega
Dsgn.L= 5.00 It 1 0.045 0.003 015 0.15 5.51 3.30 1.00 1.00 0.06 30.00 17.96
+0.60D+0.70E+0.60H
Dsgn.L= 5.00 ft 1 0.045 0.003 0.15 0.15 5.51 3.30 1.00 1.00 0.06 30.00 17.96
Overall Maximum Deflections
Load Combination Span Max. Dell Location in Span Load Combination Max.'+Detl Location in Span
+D+L41 1 0.0170 2.500 0.0000 0.000`Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2 - -
Overall MAXimum 0.163 0.163
Overall MINimum 0.060 0.060
+0-41 0.100 0.100
+D+L+H 0.163 0.163
+D+Lr+H 0.100 0.100
+D+S+H 0100 0.100
+0+0.750Lr+0.750L4 0.147 0.147
+0+0.750L+0.750S+H 0.147 0.147
+D+0.60W+1-1 0.100 0.100
+D+0.70E+-1 0.100 0.100
+0+0.750Lr+0.750L+0.450W+4-1 0.147 0.147
+D+0.750L+0.750S+0.450W+1 0.147 0,147
+0+0.750L+0.750S+0.5250E+H 0.147 0.147
+0.60D+0.60W+0.60H 0.060 0.060
+0.60D+0.70E+0.60H 0.060 0.060
D Only 0.100 0.100
Lr Only
L Only 0.063 0.063
S Only
W Only
E Only
H Only