Report (22) r6u p al 6, -- vvoki
.:16L-?-41832wws s._.
Job No. 16-483z SSheet No.
By RAD Date 4/16.
CARUSO
TURLEY CLIENT:
SCOTT Robert F. Vanney Architect
consulting 360 N. Robert Street, Suite 201
structural Saint Paul, MN 55101
engineers
PROJECT:
Kay Jewelers
Washington Square
Portland, OR
YOUR VISION IS OUR MISSION
PARTNERS
Richard D.Turley,PE
Paul G.Scott,PE,SE
Sandra J.Herd,PE,SE
Chris J.Atkinson,PE,SE ,<("QlEO PR re
Thomas R.Morris,PE � `F,,
Richard A.Dahlmann,PE �
,1( 1(.0•
gLti'eeR ‘1%,<C40. SC
EXPIRES:06-30-18
1215 W.Rio Salado Pkwy.
Suite 200
Tempe,AZ 85281
T:(480)774-1700
F:(480)774-1701
CARUSO TURLEY SCOTT Job Name
structural engineers
1215 W. Rio Salado Parkway,Suite 200
Tempe,Arizona 85281
1 Sheet No.
T:480 774-1700 • F:480 774-1701 Job No. ‘
www.ctsaz.com By E.I\P Date
I Nil ?C
c sry\IL C.., f
— 7-1
-7,JP r
7,
) 4/.1
r
z
Design Maps Summary Report Page 1 of 1
Pr)USGS triA
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 45.4504°N, 122.78122°W
Site-Soil-Classification-Sjte-Class D - Sti Soil"
Risk Category I/II/III
k � '� _
"`.' ?'7 ' p -.' - a n
ill'
16,
t� d
L
S:ie-_-',---?-=,-'-'----'-7- ' .Z.75f.r--:--7.-.-,:t,:;::-...;,;41e7-..*1_1,9,F41,..:. ''''''7,-."---14-1--.-:-,--,-;',:-.. .-1* .,„,-1--il‘:-1:___ . '---,-.. ,:::::5--,7-..,:ir-i-;-!J::-7_77:-.f...- -_-.
r e
s
.# Z i �xn
� ;- _£
a ns _
USGS-Provided Output {/ J w
SS = 0.978 g SMS = 1.084 g Sps = 0.723 g F
Si = 0.425 g SMI = 0.670 g Sol = 0.446 g l
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.
FACER Response Spectrum Design Response Spectrum
0.82
1.10 0.80
0.59 0.72
0.82 0.64
0.77 0.56
s0.66 3 0.48
a 0.55 I, a 0.40
0.44 f
0.32
0.33 0.24
0.22 0.16
0.11 0.02
0.00 0.04
0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
Period,T(sec)
Period,T(sec)
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.
http://ehpl-earthquake.cr.usgs.gov/designmaps/us/summary.php?template=ninimal&latitu... 4/14/2016
e:' i'-
6----1- 1
a a
_.--.—,
f I
DZ
1
P7 .----i
,
i
C ,
1
..-.?
II
I
II ...
LL
CARUSO TURLEY SCOTT Job Name
structural engineers
1215 W.Rio Salado Parkway, Suite 200
Tempe,Arizona 85281
( 3
T:480 774-1700 • F:480 774-1701 Job No. .v Sheet No.
www.ctsaz.com By /11P Date Lfr/
6Th)LC. S' \J-pip
°S 1-Thnv---VX
5
t t t
L) 5a -
File=t:1RAD116483K-11enercalc.ec6
Steel COIU(1111f ENERCALC,INC 1983-2015,Build:6.15.12.9,Ver:6.15:12.9 ,-
Lic.#: KW-06000624 Licensee:caruso turley scoff.
Description: grill column
_Code References . _ -___--.-___
Calculations per AISC 360-10, IBC 2012,CBC 2013,ASCE 7-10
Load Combinations Used :ASCE 7-10
General Information
Steel Section Name: HSS3x3x3/16 Overall Column Height 18.0 ft
Analysis Method: Allowable Strength Top&Bottom Fixity Top&Bottom Pinned
Steel Stress Grade Brace condition for deflection(buckling)along columns::
Fy:Steel Yield 46.0 ksi X-X(width)axis:
E:Elastic Bending Modulus 29.000.0 ksi Unbraced Length for X-X Axis buckling=18.0 ft,K=1.0
Load Combination: ASCE 7-10 Y-Y(depth)axis:
Unbraced Length for Y-Y Axis buckling=18.0 ft,K=1.0
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Column self weight included:123.660 lbs*Dead Load Factor
AXIAL LOADS..,
Axial Load at 18.0 ft,Xecc= 12.000 in.D=0,50 k
BENDING LOADS...
Lat.Uniform Load from 0.0->10.0 ft creating My-y,L=0.0530 klft
DESIGN SUMMARY
Bending&Shear Check Results
PASS Max.Axial+Bending Stress Ratio = 0.3023 :1 Maximum SERVICE Load Reactions..
Load Combination +D+L+H Top along X-X 0.1750 k
Location of max.above base 6.644 ft Bottom along X-X 0.3828 k
At maximum location values are... Top along Y-Y 0.0 k
Pa:Axial 0.6237 k Bottom along Y-Y 0.0 k
Pn/Omega:Allowable 7,913 k
Max:Applied 0.0 k-ft Maximum SERVICE Load Deflections...
Mn-x/Omega:Allowable 4.522 k-ft Along Y-Y 0.0 in at 0.0ft above base
Ma-y:Applied 1.189 k-ft for load combination
Mn-y I Omega:Allowable 4.522 k-ft Along X-X 1.050 in at 8.456ft above base
for load combination:L Only
PASS Maximum Shear Stress Ratio= 0.02491 :1
Load Combination +D+L+H
Location of max.above base 0.0 ft
At maximum location values are...
Va:Applied 0.3550 k
Vn l Omega:Allowable 14.252 k
Load Combination Results
Maximum Axial+Bending Stress Ratios Maximum Shear Ratios
Load Combination Stress Ratio Status Location Stress Ratio Status Location
+D+H 0.149 PASS 17.88 ft 0.002 PASS 0.00 ft
+D+L+H 0.302 PASS 6.64 ft 0.025 PASS 0.00 ft
+D+Lr+H 0.149 PASS 17.88 ft 0.002 PASS 0.00 ft
+D+S+H 0.149 PASS 17.88 ft 0.002 PASS 0.00 ft
+D+0.750Lr+0.750L+H 0.226 PASS 6.52 ft 0.018 PASS 0.00 ft
+D+0.750L+0.750S+H 0.226 PASS 6.52 ft 0.018 PASS 0.00 ft
+D+0.60W+H 0.149 PASS 17.88 ft 0.002 PASS 0.00 ft
+D+0.70E+H 0.149 PASS 17.88 ft 0.002 PASS 0.00 ft
+D+0.750Lr+0.750L+0.450W+H 0.226 PASS 6.52 ft 0.018 PASS 0.00 ft
+D+0.750L+0.750S+0.450W+H 0.226 PASS 6.52 ft 0.018 PASS 0.00 ft
+D+0.750L+0.750S+0.5250E+H 0.226 PASS 6.52 ft 0.018 PASS 0.00 ft
+0.60D+0.60W+0,60H 0.090 PASS 17.88 ft 0.001 PASS 0.00 ft
+0.60D+0.70E+0.60H 0.090 PASS 17.88 ft 0.001 PASS 0.00 ft
7
Steel ColumnFile=t:1RAD116483K-1lenercalc.ec6
ENERCALC,INC.1983.2015,Build:6.15.12.9,Ver:6:15.12.9
Lic.#:KW-06000624 Licensee:caruso turley scott
Description: grill column
Maximum Reactions Note:Only non-zero reactions are listed.
X-X Axis Reaction Y-Y Axis Reaction Axial Reaction
Load Combination @ Base @ Top @ Base @ Top @ Base
+D+H 0.028 0.028 k k 0.624 k
+O+L+H -0.355 0.175 k k 0.624 k
+D+Lr+H 0.028 0.028 k k 0.624 k
+D+S+H 0.028 0.028 k k 0.624 k
+D+0.750Lr+0.750L+1-1 -0.259 0.138 k k 0.624 k
+D+0.750L+0.750S+H -0.259 0.138 k k 0.624 k
+D+0.60W+H 0.028 0.028 k k 0.624 k
+D+0.70E+H 0,028 0.028 k k 0.624 k
+D+0.750Lr+0.750L+0.450W+H -0.259 0.138 k k 0.624 k
+0+0.750L+0.750S+0.450W+H -0.259 0.138 k k 0.624 k
+D+0.750L+0.750S+0.5250E+1-1 -0.259 0.138 k k 0.624 k
+0.60D+0.60W+0.60H 0.017 0.017 k k 0.374 k
+0.60D+0.70E+0.60H 0.017 0.017 k k 0.374 k
D Only 0.028 0.028 k k 0.624 k
Lr Only k k k
L Only -0.383 0.147 k k k
S Only k k k
W Only k k k
E Only k k k
H Only k k k
Maximum Deflections for Load Combinations
Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance
+D+H -0.2539 in 10.510 ft 0.000 in 0.000 ft
+O+L+H 0.8117 in 7.973 ft 0.000 in 0.000 ft
+D+Lr+H -0.2539 in 10.510 ft 0.000 in 0.000 ft
+0+541 -0.2539 in 10.510 ft 0.000 in 0.000 ft
+0+0.750Lr+0.750L+11 0.5505 in 7.852 ft 0.000 in 0.000 ft
+D+0.750L+0.750S+H 0.5505 in 7.852 ft 0.000 in 0.000 ft
+D+0.60W+H -0.2539 in 10.510 ft 0.000 in 0.000 ft
+D+0.70E+H -0.2539 in 10.510 ft 0.000 in 0.000 ft
+D+0.750Lr+0.750L+0.450W+H 0.5505 in 7.852 ft 0.000 in 0.000 ft
+D+0.750L+0.750S+0.450W+H 0.5505 in 7.852 ft 0.000 in 0.000 ft
+D+0.750L+0.750S+0.5250E+H 0.5505 in 7.852 ft 0.000 in 0.000 ft
+0.60D+0.60W+0.60H -0.1523 in 10.510 ft 0.000 in 0.000 ft
+0.60D+0.70E+0.60H -0.1523 in 10.510 ft 0.000 in 0.000 ft
D Only -0.2539 in 10.510 ft 0.000 in 0.000 ft
Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft
L Only 1.0501 in 8.456 ft 0.000 in 0.000 ft
S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft
W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft
E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft
H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft
Steel Section Properties : HSS3x3x3/16
File=t:1RAD116483K-1lenercalc.ec6
Steel Column ENERCALC,INC.1983-2015,Build:6.15.12.9,Ven6.15.12.9
Lic.#:KW-06000624 Licensee:caruso turley Scott
Description: grill column
Steel Section Properties : HSS3x3x3116
Depth = 3.000—in I xx = 2.-46 m'�4 J = 4.030 m^4
S xx = 1.64 inA3
Width = 3.000 in R xx = 1.140 in
Wall Thick = 0.187 in Zx = 1.970 inA3
Area = 1.890 in"2 I yy = 2.460 inA4 C = 2.760 inA3
Weight = 6.870 plf S yy = 1.640 inA3
R yy = 1.140 in
Ycg = 0.000 in
M-y Loads
ii 1
0
c ■■ X *Load 1 _'2
M n
w
m
3.a Oin x
q
I
Loads are total entered value.Arrows do not reflect absolute direction.
CARUSO TURLEY SCOTT Job Name
structural engineers
1215 W. Rio Salado Parkway,Suite 200 q
Tempe,Arizona 85281 Job No. 1 (.--NI-\e`-‘) Sheet No. I
T:480 774-1700 • F:480 774-1701
www.ctsaz.com By ►tAil Date '1,--)
CI„..N-, L
. _ _ nal
■
I >
1
ii„.,,,,,,,,
i__, ,...,,,,J,,,,
L_
z //4N3 '-',/i6,- `i/A”
4
CARUSO TURLEY SCOTT
0 Job Name
structural engineers
,,---'• 1215 W. Rio Salado Parkway,Suite 200
Tempe,Arizona 85281 Job No. \ 1-.'4 71 Sheet No.
T:480 774-1700 • F:480 774-1701 ii\-1,4 ‘...iv, 1 to
wwW.ctsaz.com By Date
T T
_.,Q --= I D—Li i-en'eN'7(
tA.,10,t -ilv-i 7 177 `,.
sO# "I --d )Cate141;t..
II, ".--- ..- ,
+ -7) ( -;,?' l'-- )
)
-1- 1 ...k2r. Z., 1
c„,".] ( 000 3 1 6.-2-
::- ( ) ,,) .---_.- /1 -----0.'"' ive.'1X
'..-
P
4
Project Name: New WorkSpace Page 1 of 1
Model: B1 Date:04/14/2016
Code: 2007 NASPEC[AISI S100-2007] Simpson Strong-Tie®CFS Designer 1.4.2.0
100.00
ISM MI
R1 R2
10.33
Section: (2)6005162-43 Boxed C Stud Fy=33.0 ksi
Maxo= 2779.9 Ft-Lb Moment of Intertia,I=4.63 in^4 Va=2831.3 lb
Loads have not been modified for strength checks
Loads have been multiplied by 0.70 for deflection calculations
Flexural and Deflection Check Deflection
Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/
Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio
Span 1333.9 0.480 1333.9 None 2779.9 0.480 0.131 U944
Combined Bending and Web Crippling
Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners
Pt Load P(Ib) (in) (lb) (Ib) (Ft-Lb) Value Required?
R1 516.5 1.00 518.2 906.8 0.0 0.52 NO
R2 516.5 1.00 518.2 906.8 0.0 0.52 NO
Combined Bending and Shear
Reaction or Vmax Mmax Va Intr. Intr.
Pt Load (Ib) (Ft-Lb) Factor V/Va M/Ma Unstiffened Stiffened
R1 516.5 0.0 1.00 0.18 0.00 0.18 N/A
R2 516.5 0.0 1.00 0.18 0.00 0.18 N/A
v
SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com
Project Name: New WorkSpace Page 1 of 1
Model: B2 Date:04/14/2016
Code: 2007 NASPEC[AISI S100-2007] Simpson Strong-Tie@ CFS Designer 1.4.2.0
100.00
VIE MIMI
R1 R2
21.00
Section: (2)1000S162-68 Soxed C Stud Fy=50.0 ksi
Maxo= 10751.0 Ft-Lb Moment of Intertia,I=23.96 inA4 Va=6690.8 lb
Loads have not been modified for strength checks
Loads have not been modified for deflection calculations
Flexural and Deflection Check
Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection
Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio
Span 5512.5 0.513 5512.5 None 10751.0 0.513 0.619 L/407
Combined Bending and Web Crippling
Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners
Pt Load P(Ib) (in) (Ib) (Ib) (Ft-Lb) Value Required?
R1 1050.0 1.00 1707.2 2987.6 0.0 0.32 NO
R2 1050.0 1.00 1707.2 2987.6 0.0 0.32 NO
Combined Bending and Shear
Reaction or Vmax Mmax Va Intr. Intr.
Pt Load (Ib) (Ft-Lb) Factor VNa M/Ma Unstiffened Stiffened
R1 1050.0 0.0 1.00 0.16 0.00 0.16 N/A
R2 1050.0 0.0 1.00 0.16 0.00 0.16 N/A
SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com
Project Name: New WorkSpace Page 1 of 2
Model: Cl Clete:04/14/2016
Code: 2007 NASPEC[AISI S100-2007] Simpson Strong-Tie®CFS Designer 1.4.2.0
10.00
1
Section: (2)362S162-43 Boxed C Stud Fy=33.0 ksi
Maxo= 1224.0 Ft-Lb Moment of Intertia,I=1.42 in^4 Va=3478.2 lb
Loads have not been modified for strength checks
Loads have not been modified for deflection calculations
Flexural and Deflection Check
Deflection
Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/
Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio
Span 0.0 0.000 0.0 None 1224.0 0.000 0.000 L/0
Combined Bending and Web Crippling
Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners
Pt Load P(Ib) (in) (Ib) (Ib) (Ft-Lb) Value Required?
R1 0.0 1.00 553.5 968.6 0.0 0.00 NO
R2 0.0 1.00 553.5 968.6 0.0 0.00 NO
Combined Bending and Shear
Reaction or Vmax Mmax Va Intr. Intr.
Pt Load (Ib) (Ft-Lb) Factor VNa 1111/Ma Unstiffened Stiffened
R1 0.0 0.0 1.00 0.00 0.00 0.00 N/A
R2 0.0 0.0 1.00 0.00 0.00 0.00 N/A
Combined Bending and Axial Load Details
Axial Lc, Bracing(in) Max K-phi Lm Bracing Allow Intr.
Span (lb) KyLy KtLt KL/r (Ib-in/in) (in) load(lb) P/Pa Value
Span 1050.0(c) None None 98 0.0 120.0 6003.7(c) 0.17 0.17
SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com
CARUSO TURLEY SCOTT
'4
Job Name
structural engineers
1215 W.Rio Salado Parkway,Suite 200
Tempe,Arizona 85281
T:480 774-1700 • F:480 774-1701 t3
Job No. 4 , ',i..7.,
1-4-1V)
Sheet No. k
www.ctsaz.com By 1 -
Date '''t" iG
D---) .1-.v4;
!---)., ,,,,,
'''; 7.--,r( ICA)
.,,) - ............................ „, ./....„1.4 P /F
.....), = , f„
r 2 -.1,G 2 r. ---.1 e.-- -# f
T.' (4 --- 9
t 5r,„)17-) ---77?
4 )
Project Name: New WorkSpace Page 1 of 1
Model: girt Date:04/14/2016
Code: 2007 NASPEC[AISI S100-2007] Simpson Strong-Tie®CFS DesignerTm 1.4.2.0
64.00
ME sa•
RI. R2
4.00
Section : 362S162-33 Single C Stud Fy=33.0 ksi
Maxo= 440.9 Ft-Lb Moment of Intertia,I=0.55 inA4 Va=1023.6 lb
Loads have not been modified for strength checks
Loads have not been modified for deflection calculations
Flexural and Deflection Check Deflection
Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/
Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio
Span 128.0 0.290 128.0 None 436.9 0.293 0.023 L/2117
Distortional Buckling Check
Span K-phi Lm Brac Ma-d Mmax/
lb-in/in in Ft-Lb Ma-d
Span 0.00 48.0 452.4 0.283
Combined Bending and Web Crippling
Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners
Pt Load P(Ib) (in) (Ib) (Ib) (Ft-Lb) Value Required?
R1 128.0 1.00 165.2 289.1 0.0 0.40 NO
R2 128.0 1.00 165.2 289.1 0.0 0.40 NO
Combined Bending and Shear
Reaction or Vmax Mmax Va Intr. Intr.
Pt Load (lb) (Ft-Lb) Factor VNa M/Ma Unstiffened Stiffened
R1 128.0 0.0 1.00 0.13 0.00 0.13 N/A
R2 128.0 0.0 1.00 0.13 0.00 0.13 N/A
SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com
CARUSO TURLEY SCOTT
+ Job Name
structural engineers
1215 W. Rio Salado Parkway,Suite 200
Tempe,Arizona 85281
774-1701 Job No. i 1, \4'4 ) Sheet No.
T:480 774-1700 • F:480
f-:',../.40
www.ctsaz.com By Date 'A' 1'1
7-577
44 ,
...*.
1 )5
--f-- \-3--r—r,It-r--, ?'4,7,J
4— i* , 3 PN ,/ 1. v".7 1 "::
"rn15 r'O4Mc t 4iNa
--y-c_e_3/\_...C.
--., i ,c3 c7,- - tacix C
---- - --7--------
---
:.,....
re., L
‘,......" .2._
H I‘,...;A ) )4\Is—EZ S (`,/,,..- i—ki
Project Name: New WorkSpace Page 1 of 1
Model: brace Date:04/14/2016
Code: 2007 NASPEC[AISI S100-2007] Simpson Strong-Tie®CFS DesignerTM 1.4.2.0
ME ill
R1 R2
11.30
Section: 362S162-43 Single C Stud Fy=33.0 ksi
Maxo= 612.0 Ft-Lb Moment of Intertia,I=0.71 inA4 Va=1739.1 lb
Loads have not been modified for strength checks
Loads have not been modified for deflection calculations
Flexural and Deflection Check Deflection
Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/
Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio
Span 0.0 0.000 0.0 None 203.1 0.000 0.000 UO
Distortional Buckling Check
Span K-phi Lm Brac Ma-d Mmax/
lb-in/in in Ft-Lb Ma-d
Span 0.00 135.6 634.9 0.000
Combined Bending and Web Crippling
Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners
Pt Load P(Ib) (in) (Ib) (lb) (Ft-Lb) Value Required?
R1 0.0 1.00 276.7 484.3 0.0 0.00 NO
R2 0.0 1.00 276.7 484.3 0.0 0.00 NO
Combined Bending and Shear
Reaction or Vmax Mmax Va Intr. Intr.
Pt Load (Ib) (Ft-Lb) Factor VNa M/Ma Unstiffened Stiffened
R1 0.0 0.0 1.00 0.00 0.00 0.00 N/A
R2 0.0 0.0 1.00 0.00 0.00 0.00 N/A
Combined Bending and Axial Load Details
Axial Ld Bracing(in) Max K-phi Lm Bracing Allow Intr.
Span (Ib) KyLy KtLt KL/r (lb-in/in) (in) load(Ib) P/Pa Value
Span 362.0(c) None None 222 0.0 135.6 744.0(c) 0.49 0.49
SIMPSON STRONG•TIE COMPANY INC. www.stronghe.com
r
I1.II1..TI
www.hilti.us Profis Anchor 2.6.3
Company: Caruso Turley Scott,Inc. Page: 1
-
Specifier: 1215 W.Rio Salado Parkway,Suite 200 Project:
Address: Tempe,AZ 85281 Sub-Project I Pos.No.:
Phone I Fax: 480-774-1700 1 480-774-1701 Date: 4/14/2016
E-Mail:
Specifer's comments:
1 Input data
Anchor type and diameter: KWIK HUS-EZ(KH-EZ)3/8(2 1/2)
Effective embedment depth: he,.1
1.860 in.,hnam=2.500 in.
Material: Carbon Steel
Evaluation Service Report: ESR-3027
Issued I Valid: 12/1/2015 12/1/2017
Proof: Design method ACI 318/AC193
Stand-off installation: et,=0.000 in.(no stand-off);t=0.188 in.
Anchor plate: Ix x 1,x t=3.000 in.x 12.000 in.x 0.188 in.;(Recommended plate thickness:not calculated
Profile: no profile
Base material: cracked concrete,3000,f�=3000 psi;h= •5.000 in.
Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present
edge reinforcement:none or<No.4 bar
Seismic loads(cat.C,D,E,or F) yes(D.3.3.6)
Geometry[in.]&Loading[lb,in.ib]
Z
4
E)
9to
Y-.
°Jo _.-----'
ca
""t to- 1^ �
g T ' "� ,, i,'. ..--1;-";.!se- 'f 3`
°�M La4tx a "-aF ��, '�*'
''!"',..7,..7— +M.':;',..;:-o :a s`'
X
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan HMI is a registered Trademark of Hilti AG,Schaan
f)
1■■111 1111 1
www.hilti.us Profis Anchor 2.6.3
Company: Caruso Turley Scott,Inc. Page: 2
Specifier: 1215 W.Rio Salado Parkway,Suite 200 Project:
Address: Tempe,AZ 85281 Sub-Project I Pos.No.:
Phone I Fax: 480-774-1700 1480-774-1701 Date: 4/14/2016
E-Mail:
2-Load-case/Resulting-anchor-forces y ---
Load case:Design loads 0 2
Anchor reactions[Ib]
Tension force:(+Tension,-Compression)
Anchor Tension force Shear force Shear force x Shear force y
1 215 215 0 215
2 215 215 0 215 0
max.concrete compressive strain: -[%o] Tension
max.concrete compressive stress: -[psi]
resulting tension force in(x/y)=(0.000/0.000): 430[Ib]
resulting compression force in(x/y)=(0.000/0.000):0[Ib]
Cl
3 Tension load
Load Nua[Ib] Capacity+Nn[Ib] Utilization 13N=Nua/4,Nn Status
Steel Strength* 215 2687 9 OK
Pullout Strength" N/A N/A N/A N/A
Concrete Breakout Strength** 430 921 47 OK
"anchor having the highest loading **anchor group(anchors in tension)
3.1 Steel Strength
Nsa =ESR value refer to ICC-ES ESR-3027
Nsa>Nua AC1 318-08 Eq.(D-1)
Variables
Ase,N[in 2] futa[psi]
0.09 120300
Calculations
Nsa[Ib]
10335
Results
Nsa[lb] +steel $nonductile Nsa[Ib] Nua[Ib]
10335 0.650 0.400 2687 215
Input data and results must be checked for agreement with the existing conditions and for plausibility)
PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan
PI,��,
www.hilti.us Profis Anchor 2.6.3
Company: Caruso Turley Scott,Inc. Page: 3
Specifier: 1215 W.Rio Salado Parkway,Suite 200 Project:
Address: Tempe,AZ 85281 Sub-Project I Pos.No.: '
Phone I Fax: 480-774-1700 1480-774-1701 Date: 4/14/2016
E-Mail:
3.2 Concrete Breakout Strength
Ncbg =( �)Wec,N Wed,N Wc,N Wcp,N Nb ACI 318-08 Eq.(D-5)
S Ncbg>_Nua ACI 318-08 Eq.(D-1)
ANC see ACI 318-08,Part D.5.2.1,Fig.RD.5.2.1(b)
ANco =9 her ACI 318-08 Eq.(D-6)
•1
WeC,N1 +2 eN 5 1.0 ACI 318-08 Eq.(D-9)
=
(
3hef
Wed,N =0.7+0.3(1.5Gaminar J)5 1.0 ACI 318-08 Eq.(D-11)
h
Wcp,N =MAX(Ca_min 1.Shet)5 1.0 ACI 318-08 Eq.(D-13)
bac ' bac f
Nb =ko,Vic he/5 ACI 318-08 Eq.(D-7)
Variables
her[in.] ec1,N[in•] ec2.N[in.] ca,min[in.] Wc,N
1.860 0.000 0.000 1.000
cac[in.] kc R fo[psi]
2.920 17 1 3000
Calculations AN
co[in.2] ANc0[In?] Wed,N Wec2,N Wed,N Wcp,N Nb[Ib]
62.27 31.14 1.000 1.000 1.000 1.000 2362
Results
Ncbg[Ib] Oconcrete 4>seismic 4nonductile 4,Ncbg[Ib] Nua[Ib]
4724 0.650 0.750 0.400 921 430
0
Input data and results must be checked for agreement with the existing conditions and for plausibility)
PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan
1■■IILMI
www.hilti.us Profis Anchor 2.6.3
Company: Caruso Turley Scott,Inc. Page: 4
Specifier: 1215 W.Rio Salado Parkway,Suite 200 Project:
Address: Tempe,AZ 85281 Sub-Project I Pos.No.:
Phone I Fax: 480-774-1700 1480-774-1701 Date: 4/14/2016
E-Mail:
4 Shearload
Load Vua[Ib] Capacity+Vn[Ib] Utilization 8v=Vua/+Vn Status
Steel Strength* 215 747 29 OK
Steel failure(with lever arm)* N/A N/A N/A N/A
Pryout Strength** 430 992 44 OK
Concrete edge failure in direction** N/A N/A N/A N/A
*anchor having the highest loading **anchor group(relevant anchors)
4.1 Steel Strength
Vsa,eq =ESR value refer to ICC-ES ESR-3027
4>Vsteel z Vua ACI 318-08 Eq.(D-2)
Variables
Ase,v[11.2] futa[psi]
0.09 120300
Calculations
Vsa[Ib]
3111
Results
Vsa[Ib] +steel 4tnonductile •Vsa[Ib] Vua[Ib]
3111 0.600 0.400 747 215
4.2 Pryout Strength
v>,9
=kcp[�ANcO�Wec,N 1IIed,N Wc,N Wcp,N Nb] ACI 318-08 Eq.(D-31)
4)Vcpg 2 Vua ACI 318-08 Eq.(D-2)
ANc see ACI 318-08,Part D.5.2.1,Fig.RD.5.2.1(b)
ANco =9 hef ACI 318-08 Eq.(D-6)
1
Wec,N1+2 eN 5 1.0 ACI 318-08 Eq.(D-9)
3 he
Wed,N =0.7+0.3 (1.5Ca,minh )5 1.0 ACI 318-08 Eq.(D-11)
ef
Wcp.N =MAxl``ca_bacmin, 1.bac f5h )c 1.0 ACI 318-08 Eq.(D-13)
Nb =kc A.\X hef5 ACI 318-08 Eq.(D-7)
Variables
kcp hef[in.] ec1.N[in.] ec2.N[in.] ca,min[in.]
1 1.860 0.000 0.000 =
Wc,N cac[in.] [psi]
1.000 2.920 17 1 3000
Calculations
AN,[in 2] ANon[in 2] Teel,N Wec2,N Wed,N Wcp,N Nb[lb]
62.27 31.14 1.000 1.000 1.000 1.000 2362
Results
Vcpg[Ib] +concrete +seismic wnonductile 4>Vcpg[Ib] Vua[Ib]
4724 0.700 0.750 0.400 992 430
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan
www.hilti.us Profis Anchor 2.6.3
Company: Caruso Turley Scott,Inc. Page: 5
Specifier: 1215 W.Rio Salado Parkway,Suite 200 Project:
Address: Tempe,AZ 85281 Sub-Project I Pos.No.:
Phone I Fax: 480-774-1700 1 480-774-1701 Date: 4/14/2016
E-Mail:
5-Combined tension — --- —
3N j3v Utilization 13N,v[%] Status
0.467 0.433 5/3 53 OK
I3Nv=A+0,<=1
6 Warnings
• Load re-distributions on the anchors due to elastic deformations of the anchor plate are not considered.The anchor plate is assumed to be
sufficiently stiff,in order not to be deformed when subjected to the loading! Input data and results must be checked for agreement with the
existing conditions and for plausibility!
• Condition A applies when supplementary reinforcement is used.The(0 factor is increased for non-steel Design Strengths except Pullout Strength
and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to
your local standard.
• Refer to the manufacturer's product literature for cleaning and installation instructions.
• Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard!
• An anchor design approach for structures assigned to Seismic Design Category C,D,E or F is given in ACI 318-08 Appendix D,Part D.3.3.4 that
requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure.If this is NOT the case,Part D.3.3.5
requires that the attachment that the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at
a load level corresponding to anchor forces no greater than the controlling design strength.In lieu of D.3.3.4 and D.3.3.5,the minimum design
strength of the anchors shall be multiplied by a reduction factor per D.3.3.6.
An alternative anchor design approach to ACI 318-08,Part D.3.3 is given in IBC 2009,Section 1908.1.9.This approach contains"Exceptions"
that may be applied in lieu of D.3.3 for applications involving"non-structural components"as defined in ASCE 7,Section 13.4.2.
An alternative anchor design approach to ACI 318-08,Part D.3.3 is given in IBC 2009,Section 1908.1.9.This approach contains"Exceptions"
that may be applied in lieu of D.3.3 for applications involving"wall out-of-plane forces"as defined in ASCE 7,Equation 12.11-1 or Equation
12.14-10.
• It is the responsibility of the user when inputting values for brittle reduction factors(�nonducfiie)different than those noted in ACI 318-08,Part
D.3.3.6 to determine if they are consistent with the design provisions of ACI 318-08,ASCE 7 and the governing building code.
Selection of 4nonducti!e=1.0 as a means of satisfying ACI 318-08,Part D.3.3.5 assumes the user has designed the attachment that the anchor is
connecting to undergo ductile yielding ata force level<=the design strengths calculated per ACI 318-08,Part D.3.3.3.
Fastening meets the design criteria!
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan
1�■i11i..T1
www.hilti.us Profis Anchor 2.6.3
Company: Caruso Turley Scott,Inc. Page: 6
Specifier: 1215 W.Rio Salado Parkway,Suite 200 Project:
Address: Tempe,AZ 85281 Sub-Project I Pos.No.:
Phone I Fax: 480-774-1700 1480-774-1701 Date: 4/14/2016
E-Mail:
7-Installation-data
Anchor plate,steel:- Anchor type and diameter:KWIK HUS-EZ(KH-EZ)3/8(2 1/2)
Profile:no profile Installation torque:480.001 in.lb
Hole diameter in the fixture:df=0.500 in. Hole diameter in the base material:0.375 in.
Plate thickness(input):0.188 in. Hole depth in the base material:2.750 in.
Recommended plate thickness:not calculated Minimum thickness of the base material:4.000 in.
Drilling method:Hammer drilled
Cleaning:Manual cleaning of the drilled hole according to instructions for use is required.
7.1 Recommended accessories
Drilling Cleaning Setting
• Suitable Rotary Hammer • Manual blow-out pump • Torque wrench
• Properly sized drill bit
y
1.500 1.500
•
0
0
02 •
0
0
0
0
o • �x
rn
0
0
0
01
1.500 1.500
•
Coordinates Anchor in.
Anchor x y c.x c.x c c.y
1 0.000 -4.500 - - - -
2 0.000 4.500 - - - -
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan
7.31
I■■#I1.T/
www.hilti.us Profis Anchor 2.6.3
Company: Caruso Turley Scott,Inc. Page: 7
Specifier: 1215 W.Rio Salado Parkway,Suite 200 Project:
Address: Tempe,AZ 85281 Sub-Project I Pos.No.:
Phone I Fax: 480-774-1700 1480-774-1701 Date: 4/14/2016
E-Mail:
8 Remarks; Your Cooperation Duties
• Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and
security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly
complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using
the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in.
Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you.
Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to
compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms
and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific
application.
• You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the
regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use
the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case
by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or
programs,arising from a culpable breach of duty by you.
Input data and results must be checked for agreement with the existing conditions and for plausibility)
PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan
II
e
Project Name: New WorkSpace Page 1 of 2
Model: wall -7' 1 v-t,... Date:04/14/2016
Code: 2007 NASPEC[AISI S100-2007] Simpson Strong-Tie®CFS DesignerT"" 1.4.2.0
NI
I
18.00 6.70•''...- c -27)7
1
Section : 362S162-33 Single C Stud Fy=33.0 ksi
Maxo= 440.9 Ft-Lb Moment of Intertia,I=0.55 inA4 Va=1023.6 lb
Loads have not been modified for strength checks
Loads have been multiplied by 0.70 for deflection calculations
Flexural and Deflection Check Deflection
Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/
Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio
Span 271.3 0.615 271.3 60.0 407.2 0.666 0.681 L/317
Distortional Buckling Check
Span K-phi Lm Brac Ma-d Mmax/
lb-in/in in Ft-Lb Ma-d
Span 0.00 216.0 452.4 0.600
Combined Bending and Web Crippling
Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners
Pt Load P(Ib) (in) (Ib) (lb) (Ft-Lb) Value Required?
R1 60.3 1.00 165.2 289.1 0.0 0.19 NO
R2 60.3 1.00 165.2 289.1 0.0 0.19 NO
Combined Bending and Shear
Reaction or Vmax Mmax Va Intr. Intr.
Pt Load (Ib) (Ft-Lb) Factor VNa M/Ma Unstiffened Stiffened
R1 60.3 0.0 1.00 0.06 0.00 0.06 N/A
R2 60.3 0.0 1.00 0.06 0.00 0.06 N/A
Combined Bending and Axial Load Details
SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com
Project Name: New WorkSpace Page 2 of 2
Model: wall Date:04/14/2016
Code: 2007 NASPEC[AISI S100-2007] Simpson Strong-Tie®CFS Designer 1.4.2.0
Axial Ld Bracing(in) Max K-phi Lm Bracing Allow Intr. *
Span (Ib) KyLy KtLt KLIr (lb-in/in) (in) load(lb) P/Pa Value
Span 120.0(c) 60.0 60.0 149 0.0 216.0 1001.3(c) 0.12 0.79
SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com
CARUSO TURLEY SCOTT Job Name "1
structural engineers
1215 W.Rio Salado Parkway,Suite 200
Tempe,Arizona 85281 Job No. f �' t;y Sheet No.
1:480 774-1700 • F:480 774-1701
www.ctsaz.com By = Date
p G `mss c45-.)�.,1 c
T= P Sr�s . ( '
rn0,0J" r3( 10) ( 1 ,Qi n= rA-b VVf 0 t� S
r '
P
ifk/' -c.r3`S ', ( Z 'OC
,-?mss -/ Li :/ .` 5.7
ZSR 2
-"f .j-r
H , .,
� - (-4 7 rr^
U s( 111,d) 7t C G., i r',e, ;'R Cr-r-- ., • Si 10
�.; / � t4 rrit
� � � 2kI -
General Section Property Calculator File=t1RADt15449K-11enercalc.ec6
ENERCALC,INC.1983-2015,Build:6.15.3.9,Ver.6.15.3.9
tic.# KW-06000624 Licensee,Caruso Curley scott
Description: compression strut
Final Section Properties CG
Total Area 0.1968 inA2
Calculated final C.G.distance from Datum:
X cg Dist. 0.0 in
Y cg Dist. 0.0 in
Edge Distances from CG.:
+X 0.750 in
-X -0.750 in Datum
+Y 0.750 in _"L_o.wm -cG
-Y -0.750 in ..r
lxx= 0.05227 iO4
IYY= 0.05227 inA4
Sxx: Y • 0.06970 inA3
Sxx:+Y • 0.06970 in"3
Syy: X • 0.06970 inA3
Syy:+X • 0.06970 inA3
r xx • 0.5154 in
r YY •
0.5154 in
General Shapes
Circ:1 Radius= 0.750 in Thickness 0.043 in Rotation= 0 dec CCW
Area= 0.197 inA2 Xcg= 0.000 in lxx= 0.052 in^4 Sxx= 0.070 in"3 Rxx= 0.515 in
Ycg= 0.000 in lyy= 0.052 in"4 Syy= 0.070 in"3 Ryy= 0.515 in
Suspended AHU
Support points 4
Wt= 250 lbs
P7Rod= 1.ZT5ctor
Use 3/8"diameter threaded rod Tall= 2101 lbs OK
Seismic: Sds= 0.723
ap= 1 Rp= 2.5 1p= 1
z/h= 1 (conserv)
Fp= 104 lbs X.7= 73 lbs.
Brace:
F max= Fp/2= 36 lbs
T= Fmax/.707= 52 lbs.
I= Ti feet KL/r<200 therefore r min= 0.426
Use P1000(2x) A= 0.42 in ^2
each direction r= 0.589 in
fa= 0.12 ksi OK
Kay Jewelers-Portland OR BCXD
Items:BCXD-1
Qty:1 Tags:BCXD-1
3/7/2016 11:3 8:36 AM
NOTES:
1.WEIGHT OF Ems]C UNIT INCLUDES ONLYCABINE T.FAN,
AVERAGE DRIVE.WIRING AND AVERAGE FILTER.
2.WEIGHT OF STEAM COIL MODULE INCLUDES
ONLYCABINET WITH AVERAGE FILTER.
3.BEFORE PREPARING ANY UNIT OR
ACCESSORY MODULE FOR LIFTING,
ESTIMATE THE APPROXIMATE CENTER
OF GRAVITY AND TEST LIFT THE
UNIT OR ACCESSORYMODULE TO f C
DETERMINE BALANCE AND STABILITY. ('V '1
USE APROP ER RIGGING METHOD \ J
SUCH AS ST RAPS,SLINGS OR
SPREADER BARS FOR PROTECTION
AND SAFETY BEFORE HOISTING THE
UNIT OR ACC ESSORYMODULE. i,
4.DO NOT LIFT UNITS OR
ACCESSORY MODULES IN WINDY `
CONDITIONS OR ABOVE INSTALLATION
PERSONNEL.FAILURE TO PROPERLY t
UFT UNIT OR ACCESSORY MODULE 4
COULD RESULT IN DEATH.SERIOUS 4 ,x+
INJURY.EQUIPMENT DAMAGE OR P .'" I I'a lid
PROPERTY-ONLY DAMAGE.
5.DO NOT RIG OR LIFT UNITS OR ACCESSORY rte`
MODULES WITH FORK LIFT FORKS.
6.ASSEMBLY OF THE UNIT MUST BE PERFORMED
AT THE INSTALLATION SITE.ALWAYS RIG UNITS AND
ACCESSORY MODULES AS SHIPPED FROM THE
FACTORY.
IS01 VIEW 0
UNIT, COIL&ACCESSORY MODULE WEIGHTS
BASIC UNIT COIL I DRY COILI WET COIL2 DRY COIL2WET MOTOR ELECTRIC MIXING BOX ANGLED ANGLED FILTER
HEATER FILTER BOX MIXING BOX
104.5 lb 25.51b 32.51b 15.0 lb 12.e lb 55.0 lb
FILTER ACCESS STEAM COIL STEAM COIL STEAM COIL
MODULE MODULE DRY WET
UNIT SIZE SERVICE
CLEARANCE
35 37"
\� I
�I o
1502 VIEW
TOPSS Dimension Drawing
ALL WEIGHTS AND DIMENSIONS ARE APPROXIMATE. Page: 3
C
A
Kay Jewelers-Portland OR BCXD
° Items:BCXD-1
Qty:1 Tags:BCXD-1
31712016 11:38:33 AM
•- 3"
a
07/8"KNOCKOUTS FOR
ANGER RODS(TOP AND BOTTOM
OF UNIT)4X
33/4"
0
E=1
TOP VIEW
MOTOR ACCESS PANEL
FRONT DISCHARGE BACK INLET
15M511/16" - '1/18" - DUCT OPENING 1" DUCT OPENING 95"
111/2"
139M 8"
181!8"
- •13/16°
40" `I —
FRONT VIEW FILTER ACCESS PANEL —
1
33 3/4"
-RIGHT VIEW_
NOTES:
1.ACCESS PAN ELS ARE LOCATED ON BOTH SIDES OF THE UNIT TO
PROVIDE ACCESS TO THE UNITS INTERNAL COMPONENTS.
2.CONTROL BOX IS FACTORY MOUNTED ON DRIVE SIDE AND PROVIDED WITH 7)8"DIAMETER KNOCKOUTS FOR FIELD WIRING.
3.ARROWS INDICATE THE DIRECTION OF AIRFLOW.
TOPSS Dimension Drawing
ALL WEIGHTS AND DIMENSIONS ARE APPROXIMATE. Page: 1
CARUSO TURLEY SCOTT
Job Name
structural engineers
..- ' 1215 W.Rio Salado Parkway,Suite 200
Tempe,Arizona 85281
T:480 774-1700 • F:480 774-1701
f
Job No. 1 -) -\1` ':11:1
Date it,Sheet No. 7
www.ctsaz.com By
Z...." -
i
Date ti
_i
1/1 Q Qj
C2
`•-•-.
e
i
4 .1-1-.. , 2_0
)
.
. i -11-6") ._ 0
5 (-;.- C)-,--, c-,. t ,),-- ,:il .:. r\-4j r
/7
rrItk-4. Ljeorp, -P! --4-k 7-1-1 l evif),5Y3 )-d-.9-
__ _
--t—,..
—p)000 Lily\ se2V7
7-...... -0
. ----- ( 1/4";• ( k 40A- '/3 ' .-. 3e1
„ . . .. .
-1 At;V'tt,„ •--44,1: - 1‘
t , ,2,k,'. •t, -, 41#- ,
... nis) t, 4, ,,rote It., ,.. ,,tik'''•y ,;,::
;,' ,n= : ' . • . 11' ..
, ,!., ,43i • ,
!? '-
April 18,2016
;,
Robert F.Vanney,Architect
360 North Robert Street
St. Paul, MN 55101
ATTN: Dean Kruger
RE: Kay
Washington Square
Portland,OR
CARUSO CTS Job No. 16-483
TURLEY
SCOTT Dear Mr. Kruger
structural Below is our response to the city comments on this project
engineers 1) Construction requirements for suspended ceiling systems are found in the
Oregon Building Codes Division website under Statewide Code
Interpretations dated 4/20/2007. (see interpretations{structural}at
www.bcd.oregon.gov)
RESPONSE: See new structural details 201-205 on sheet ST3 for the
ceiling details.
STRUCTURAL
ENGINEERING
EXPERTS 2) Provide calculations and construction details (including seismic bracing
PARTNERS details for non full height partitions)for all walls and seismic ceiling struts.
Richard Turley,PE Note: The roof structure is likely to be approximately 30' above the
Paul Scott,PE,SE finished floor. Please note roof structure height at wall details on plans.
Sandra Herd,PE,SE,LEED AP OSSC 106.1
Chris Atkinson,PE,SE,LEED AP
Thomas Moms,PE, LEED AP
Richard Dahlmann,PE RESPONSE: See new structural plans and details 05 and 107 for the
partition wall details. At our part of the mall, the bottom of deck at the floor
framing above us is at 18' 0".
PROFESSIONAL 3) Please provide calculations and construction details for the soffits and
REGISTRATION storefront construction. Every structure, and portion thereof, including non
50 States structural components that are permanently attached to structures and their
Washington D.C. supports and attachments, shall be designed and constructed to resist the
U.S.Virgin Islands effects of earthquake motions in accordance with ASCE 7 as modified by
U.S.Puerto Rico
Saskatchewan Section 1613.7. The seismic design category for a structure is permitted to
be determined in accordance with Section 1613 or ASCE 7. OSSC 1613.1
RESPONSE: See new structural plans and details the storefront soffit, AHU
support and duct support.
Please contact our office with any questions or comments at(480)774-1700.
Respectfully submitted,
CARUSO TURLEY SCOTT
* 1215 W.Rio Salado Pkwy.
Suite 200
Tempe,AZ 85281 Richard Dahlmann
T:(480)774-1700 Partner
F:(480)774-1701
www.ctsaz.com
Robert F. Vanney
Architect
REVISION NARRATIVE #2
i>P 1
Revision#: 2
Date: 04/19/16
Requested By: Building Department Comments
Project:
Sterling Store#0781
Kay Jewelers
Washington Square
Portland,Oregon
Commission#:61-1325
Architect:
Robert F. Vanney,Architect
360 N.Robert St.
Suite 201
St.Paul,MN 55101
Attn: Bob Vanney
(651)222-4642 ext 112
(651)222-3034 fax
Bob.vanney@vanneyassociates.com
Owner:
Sterling Inc.
375 Ghent Road
Akron,OH 44333
Construction Manager:Jeff Ashby
(330)665-6304
Design Manager:Bill Manusakis
(330)668-5006
The following is a synopsis of the latest revision as referenced to the drawings and shall become part of the
contract documents.
Overview:
Revise per Building Department Comments
Description/Scope of Changes:
Sheet Al:
1. Revised the drawing index for Revision 1.
2. Added structural sheets to drawing index.
Sheet A2:
1. Labeled 2/A2&3/A2 as"Not Used"due to addition of structural drawings.
Sheet A3:
1. Revised 2/A3,3/A3,4/A3 &6/A3 per structural drawings.
2. Revised Enlarged Storefront Plan per structural drawings.
3. Added deck height dimension to Storefront Sections.
360 North Robert Street,Suite 201 Saint Paul,Minnesota
(651)222-4642 FAX(651)222-3034 55101
Robert F. Vanney
Architect
Sheet A4:
1. Removed 4/A4,5/A4,6/A4,A/A4&B/A4 due to the addition of structural drawings.
Sheet A7:
1. Revised Reflected Ceiling Plan per structural drawings.
2. Labeled 2/A7,3/A7&4/A7 as"Not Used".
Sheet ST1:
1. Added sheet to set.
Sheet ST2:
1. Added sheet to set.
Sheet ST3:
1. Added sheet to set.
END OF CHANGES
360 North Robert Street,Suite 201 Saint Paul,Minnesota
(651)222-4642 FAX(651)222-3034 55101