Report : 1:141""iii
ECLIPSEENGINEERINECLIPSS E ENGINEERG . COM/
RECERI
r VET)
July 7,2016
JUL 2 0 2016
• Binh Dang-Ngo
CiTY ) 1;OAR')
j.
riAP
Sajo—Design,Construction, Procurement,Maintenance
HI °�I ' s o° ` w:
(514)385-0333 Ext.260
Re: Ann Taylor—Washington Square—AHU Support
9585 SW Washington Square Road
Portland,Oregon 97223
Binh,
As requested,we have provided calculations and a support detail for the transformer vertical and seismic anchorage at the
above noted project. The transformer will be supported on a Unistrut platform spanning between existing steel trusses.
We have based our design on an assumed air-handling unit (AHU) weight of 983 lbs as provided by Sajo. Information
regarding the existing support trusses was obtained via on-site measurements and surveying and provided to us via
sketches and pictures.
The AHU shall be supported on a new Unistrut frame spanning between existing steel trusses as shown on the attached
detail A and photo. No record drawings or loading information for the existing steel trusses was present at the time of this
analysis; therefore, the General Contractor for the AHU installation shall be responsible for field-verifying the following
assumptions use in our analysis:
1. Existing truss web members are minimum L3x2x3/16 with a minimum 1" long x 1/8" fillet weld to connect the
webs to the top and bottom chords of the truss
2. Existing truss top chord members are minimum C4x7.2 channel sections and bottom chord members are
minimum L3x3x3/16,both with a minimum 1"long x 1/8"fillet weld to connect the chords to the support beams.
3. Existing beams supporting the trusses are minimum HSS 7x7. We have assumed a minimum of an 1/8" wall
thickness as we cannot determine the thickness via non-destructive means.
The AHU anchorage has been designed for the required seismic loading of the Portland area and our design meets or
exceeds the requirements of the 2014 OSSC. We have designed the connections for the above noted platform assembly
to the existing steel trusses only. We do not take responsibility for the integrity of the components themselves, for any
other element,the supporting structure,or for the integrity of the structure as a whole.
Sincerely,
J
Eclipse Engineering,Inc. UL Z 4 201
�.- moi'
.`��so PROpk
Matt Galvin, EIT �✓0 "6'd>�2Project Engineer �. 7„•
En
dosed. Supporting Calculations w� ,
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LE ' 1 2018
MlSSOULA WHTEF1SHt
_ 113 west Man.She B. ,MT 58802 1005 Bak�Ave,SuYe E whish,MT 59937 SPOKANE BEND
Plane:(406)721.6733.Fax(406)721.4988 Phone:(406)962-3715•Fat 4053823718 421 Phone:ha Riverside 3A1-7 Stale 421Spokane,97/5788201 P78 SW Bluff 389-9659.
89D 9 Suite 8.Bend,541 31R-7702
(�921-7731•Fax(509)821.6704 Bane:(641)3883&i9•Fax(641)312.5708
% ECLI PSE ANN TAYLOR - PORTLAND 1
ENGINEERING 16-04-266 1
DATE: DRAWN BY: DESIGN BY:
WE MLG
(
AHU P1001 DOUBLE UNISTRUT
WEIGHT=983 Its,...) —MAX LENGTH=8'-0"
UNISTRUT CHANNEL NUT w/SPRING G
MIN.1/4"0 BOLT TO CONNECT
UNISTRUT BEAMS TOGETHER
rP1001 DOUBLE UNISTRUT
..:
■ -MAX LENGTH=8'-0"
— \
— — - - r- - - ! - - - T►
\\ I _4 (E)TRUSS TOP CHORD;GC TO
VERIFY IN FIELD MIN.C4x7.2
A' UNISTRUT CHANNEL NUT W/1/2"O
THREADED ROD TO TOP FLANGE OF
i _ (E)CHANNEL
(E)TRUSS WEBS;GC TO VERIFY IN
FIELD MIN.L3x2x3/16
i
____L._, / i
\ ---------
� (E)TRUSS BOTTOM CHORD;GC TO
\ VERIFY IN FIELD MIN. L3x3x3/16
GC TO VERIFY IN FIELD MIN. 1" GC TO VERIFY IN FIELD MIN.
LONG,1/8"FILLET WELD FROM 1"LONG,118"FILLET WELD
TRUSS CHORDS TO(E)STEEL BEAM FROM TRUSS WEBS TO
(E)STEEL BEAM;GC CHORD MEMBERS—TYP
TO VERIFY IN FIELD
MIN.HSS7x7—TYP
A TRANSFORMER SUPPORT
SCALE:3/4"=1'-0"
Page 1 of 10
-
FRAMINGr EC LI PS Ann Taylor
CALCULATIONS AHU Support 5/18/2016
ENGINEERING Portland, OR
MLG
CODES: Current Editions of the: OSSC&ASCE 7
Design Inputs: UNISTRUT SUPPORT OF AIR-HANDLING UNIT
Unistrut Design Information- Unistrut Supporting Actual Unit
Simple Span Length= 8.0 ft Steel Yield Stress= 42 ksi
1/2 Weight of AHU = 563 lbs ** Modulus of Elast. = 29000 ksi
Width of Unit= 38 in
Dist. Load on Strut= 178 plf Unbraced Length X= 8.0 ft
Dist.To Start of Load = 2.4 ft Unbraced Length Y= 8.0 ft
** Includes vertical EQ force
Unistrut Section Properties-
Type of Joist= P1001 Unistrut
Area= 1.111 in2 Bracing Factor= 0.880
Effective Section = 0.571 in3 Self Weight= 10 plf
Moment of Inertia = 0.928 in4 Allow Dist. Load= 155 plf
Radius of Gyration, x= 0.577 in Allow Deflection = 0.363 in
Radius of Gyration, y= 0.651 in Allow Dist Load = 155 plf
at Deflection Limit
Unistrut Design-
Maximum Shear= 321.3 lbs
Maximum Moment= 982.3 ft-lbs
Maximum Distributed Load= 122.8 plf Convert Moment to Distributed Load
Allowable Uniform Load= 136.4 plf I LOAD OK I
Per Manfacturer
Deflection at Allowable Load= 0.363 in
Per Manfacturer
Set Deflection Limit= 240 L/240
Allowable Uniform Load= 155 plf I L/240 DEFLECTION OK I
at Deflection Limit
Shear Stress= 0.29 ksi Allowable Shear = 16.8 ksi
Bending Stress= 20.6 ksi Allowable Bending= 25.2 ksi
USE: P1001 Unistrut SPANNING 8 FEET
MAXIMUM TO SUPPORT AHU
Page 3 of 10
Taylor- Portland, OR 5/17/2016Ann Ta
Eclipse Engineering, Inc. Y
Consulting Engineers
Lateral MLG
CALCULATE SEISMIC DESIGN FORCE -
For Non-Structural Components
Properties of Components: Transformer
Height of Roof Structure - h:= 40•ft
Height of Component Attachment- z:= 36•ft
Design Spectral Response Coeff- SDS:= 0.722
Seismic Coefficients: ap:= 1.0 Ip:= 1.5 Rp:= 2.5
Weight of Component- IWp:= 983.11
Design Seismic Force: ASCE 7-05 Section 13.3.1
Seismic Force Lower Limit- Fp,,,in:= 0.3•SDS•Ip Wp= 319.4 lb
Seismic Force Upper Limit- Fpmax:= 1.6 SDS•Ip Wp= 1703.3 lb
0.4 •
Seismic Force - Fpl:= R Ds'Wp �1 + 2.h 1= 476 .9 lb
p
Ip
Lateral Seimic Force - Fp:= if(Fp1 >Fpmin,if(Fpi <Fpmax,Fp1,Fpmax),Fpmin) = 476.9 lb
IFp= 477 lb I
ASD Seismic Force - IFasd:= 0.7.Fp= 334 lb I
Concurrent Vertical Force - Tp:= 0.2•SDS•Wp= 141.9 lb
Page 4 of 10
L,ThY Ann Taylor-Washington Square
AHU Support
X Typical Steel Beam Loading, Reactions&Axial Forces
MLG 7/6/2016
FULL WT OF RTU 7—RTU LL
APPLIED AT
MID-SPAN OF (E)
BEAM FOR MAX
LOAD EFFECT -737.251b
(E) TRUSS DL --i,2661b1RTUEL
(E) TRUSS DL
10 / -167 250.51® 0 / -167
890.1 / 398.6
847.1 / 355.7
Loads: LC 3, DL + 0.75LL + 0.75EL
Envelope Only Solution
E Member z Bending Moments (lb-ft) (Enveloped)
cp Z-direction Reaction Units are lb and lb-ft (Enveloped)
0
o Eclipse Engineering, Inc.
MLG Ann Taylor AHU Support- (E) Steel Beam July 6, 2016 at 12:51 PM
16-04-266 Steel Beam Loading, Reactions & Moment Forces (E)Steel Beam.r3d
-:-:------------------mm.'..'....m..mm.m...ilRR!sA
Company : Eclipse Engineering,Inc. July 6, 2016
g 12:51
Job DesiNumberner : MLG 16-04-266 CheckedPM By.
T E c H n o L o c I E s Model Name : Ann Taylor AHU Support-(E) Steel Beam
Hot Rolled Steel Section Sets
Label Shape Type Design List Material Design R... A[n2] lyy[in4] Izz[in4] J[in4]
1 Top Chord C4x7.2 Beam Channel A36 Gr.36 Typical 2.13 .425 4.58 .082
2 Bottom Chord L3x3x3 Beam Wide Flange A36 Gr.36 `Typical 1.09 .948 .948 .014
3 Web L3x2x3 Column Single Angle A36 Gr.36 Typical .917 .305 .847 .012
4 Steel Beam' HSS7x7x2 Beam HSS Pipe A500 Gr.42 `Typical 3.16 24.8 24.8 "'38.2
Joint Boundary Conditions
Joint Label X[lb/in] Y Pb/in] Z[lb/in] X Rot.[k-ft/rad] Y Rot.[k-ft/rad] Z Rot.[k-ft/rad]
1 N1 Reaction Reaction Reaction Reaction
2 N2 Reaction Reaction Reaction
Hot Rolled Steel Design Parameters
Label Shape Length[ftl Lbyy[ft] Lbzz[ft] Lcomp top[ft] Lcomp bot[ft] L-torq... Kyy Kzz Cb Functi...
1 M2 Steel Beam 20.667 Segment Segment Segment Segment Segm... Lateral
Basic Load Cases
BLC Description Category X GravityY GravityZ Gravity Joint Point Distribu..Area(M...Surface...
1 DL DL -1 2
2 LL LL 1
3 EL EL 1
Load Combinations
Description Solve PD..SRSS B...Fa...B...Fa...BLC Fa...B...Fa...B...Fa...B...Fa...B...Fa...B...Fa...B...Fa...B...Fa...
1 DL+LL Yes Y DL 1 LL 1
2 DL +EL Yes Y DL 1 EL 1
3 DL +0.75LL+0.75EL Yes Y DL 1 LL.75 EL .75
Envelope AISC 14th(360-10):ASD Steel Code Checks
Member Shape Code Check Lo...LC Shear...Loc... Dir LC Pnc/om...Pnt/om[I...Mnyy/o... Mnzz/o... Cb Eqn
11 I M2 IHSS7x..1 .622 110..1. 3 1 .038 0 1 y 11 140933.4..179473.054112475.8..I12475.8..11....H1-..}
7x7x1/8 tube steel beam adequate to support loads from
existing trusses and addition of AHU; General Contractor to
verify in field minimum 1/8" wall thickness on steel beam
RISA-3D Version 14.0.0 [N:\...\...\...\...\...\HVAC Support\revisions 2016-07-05\(E)Steel Beam.r3d] Page 1
Page 7 of 10
og EC_LI PS E Ann Taylor AHU 7/6/2016
ENGINEERING
Portland,OR MLG
Weld Size Verification
Weld Design per AISC Part 8
Worst-Case Truss Web Connection
Axial Demand on Weld- Pw:= 9411b Per RISA3d Model
Throat Length of Weld- dw:= 1 in
8
Nominal Weld Strength- FEXX:= 70ksi
Omega(ASD)for Welds- w•.= 2.00 rr
Allowable Weld Strength- Law:= 0.6•FEXX '1w 1.dw= 2.227 x 104•plf
2
Pte,
Required Weld Length- Lir:= — = 0.507 in
Law
IGC to verify in field minimum 1"long, 118"fillet weld for all web to chord-I
connections on existing truss.
Worst-Case Truss Reaction
Resultant Reaction- Pw.= 8221b Per RISA3d Model
•
Throat Length of Weld- d� := gin
Nominal Weld Strength- FEXX:= 70ksi
Omega(ASD)for Welds- S2w:= 2.00 rr
Allowable Weld Strength- Law:= 0.6•FEXX•2'Qw 1•dw= 2.227 x 104•plf
Pw
Required Weld Length- Lir:= — = 0.443 in
Law
IGC to verify in field minimum 112"long, 118"fillet weld for all truss chord
to steel beam connections
Page 8 of 10
- CHANNEL NUT LOAD DATA
FOR 15/8" (41 MM) WIDTH SERIES CHANNEL R
UNISTRUT
MAXIMUM ALLOWABLE PULL-OUT AND SLIP LOADS
:. .A1 , ,
Channel Nut Gage Channel Allowable Pull-Out Strength Resistance to Slip �
.
Size/Thread Torque
Lbs kN Lbs kN Ft Lbs N•m
3/a" 10 2500 11.1 a'
s. 1700 7.6 125*y 170 y 3
1 250® '. 11.1 150® 6.7 17®* z o
135
'/2" - 13 P1000 1500 x
2000 50 70
2 P3000 8.9 6.7
A6" - 14 i 10 ,t®
1 41
3/a" 16
,e,,,L't:
P5500 . ;��� .� 4.4 • ��'
1000 ' 4.4 800 3.6 .19 25
5/,s" 18 000 ffir
3.6 500 2.2 11
Ya" 20 15
600 2.7 -300 1.3 6`
'/2" - 13 6.78 �
1 500 1500' � 6.7
50 70
3/s" 16 12 P3300 1000 4.4 800 . 3.6 19 ` -
5/,s" 18 800'Y 3.6 25 .`
500 - 2.2 11 15 14 44 1
1/4" -20 600 2.7 300 1.3 6 .: rip
8
,h" - 13 1400
6.2 1000 4.4 50 , 70 . ,
3/e" 16 P1100 1000 4.4
14 750 3.3 19
5/,s" 18 & 25
.6 400 1
P4100 .8 11 15
800 3
'/a" -20 600 2.7 300 1.3 s
'/2" - 13
1000
4.4 1000 44 50 70
3/a" - 16 P2000 1000 4.4 750 ` . 3.3
19
5A6" 18 16 & 800 25 i
P4000 3.6 400 1.8
11 15
1/4" -20 600 '' 2.7 300 1.3
6. 8
*May require 3/a"or 1'thick fitting.
Nut design loads include a minimum safety factor of 3.
Note:Refer to the Channel Nut Selection Chart on the following two pages for the part number. - £
Lateral Force from AHU EL = 344# '=
Channel Nut sliding resistance = 1500# allowable
Therefore, use Unistrut Channel Nut to fasten
Unistrut to existing steel channel
444
7
000.„7 oit
451
5554
aycJvI ,
69
5/17/2016 Design Maps Summary Report
5. Design Maps Summary Report
User-Specified Input
Building Code Reference Document ASICE ich 7�10 Standardlizes Shazard(wdata available in 2008)
Site Coordinates 45.44806°N, 122.78226°W
Site Soil Classification Site Class D - "Stiff Soil"
Risk Category I/II/1II
, k k‘fottiv + - i _ -,,,,;.--;..,...,„ , 4,,,'4 •-'7,0,' ;.1.- .,ortianv ts' ' .,' liaLF
, ,„....k.„,,,..,.,..7,,;„.„,.A-4,;,....; ,,,,i,ifri 0 1,-..,' ;,,,,.4.'44:••--.•* IS Ina. 4 *" , e'to..t,'i. , ti .1. . c - "'I, -'.
e.
- %
Of
USGS-Provided Output
S = 0.976 g SMS = 1.083 g Sps = 0.722 g
Ss
= 0.425 5M1 = 0.669 g Sol = 0.446 g
1 - 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 NEI-IRP" building code reference document.
•
!ACE'''.Response Spectrum Design Response Spectrum
0.22
0.20
0.72
1.10
0.99 0.64
0.22 0.56
0.77 T 0.48
'a0.66
+� 1 0.40 0
II 0.55 i
ga 0 32
0.44 0.24 `
0.33 0.16
0.22 0.02
0.11
0.00
0.00 0.00 0.20 0.40 0.60 0.00 1.00 1.20 1.40 1.60 1.20 2.00
0.00 0.20 0.40 4.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 period■ T(sec)
Period. T(see)
For PGAH, TL, CRS, and CR, values, please view the detailed report.
Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the
accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. Page 10 of 10
http://ehp2 earthquake.wr.usgs.gov/designmapslus/summary.php?template=minimal&latitude=45.448061&longitude= 122.782263&siteclass=3&riskcategory=0.. 1/1