Specifications a3oPZO13- dole?
DOLAN TIGARD-NW FRAMING TI
12550 SW MAIN ST, TIGARD, OR
RECEIVED
STRUCTURAL CALCULATIONS
JUL 2 9 2013
CITY OFTIGARD
BUILDING DIVISION
STRONGBACKING AT NEW WALL OPENING STl-ST6
(7 PAGES TOTAL INCLUDING COVER SHEET)
:St.�RL CT URRL
p.
Oe
July 18, 2013
EGON
0 As c' 1 Z(.,7. : —`-cr PROJECT NUMBER: 1301 --.0I
1EX I. ES_l'A/6 1
fl
MI ARCHITECTURE
ENGINEERING
P L A N N I N G U
INTERIORS
LANDSCAPE
15895 SW 72ND AVE
SUITE 200
PORTLAND,OR 97224
PHONE:503.226.1285
FAX:503.226.1670
INFO C@1 CIDAINC.COM
WWW.CIDAINC.COM
57/
r( S Design Maps Summary Report
User-Specified Input
Report Title Dolan Tigard
Wed July 17, 2013 18:19:15 UTC
Building Code Reference Document ASCE 7-05 Standard •
(which utilizes USGS hazard data available in 2002)
Site Coordinates 45.42939°N, 122.77358°W
Site Soil Classification Site Class D - "Stiff Soil"
Occupancy Category I/II/III
ri, . i 1 it i�
:l l� 15000m 'ffi' Ieaverton l'.._;„_,...., 5, '-1C�� i
''I( �, ';'11' �l - l' O 1I �II , �Ir } .:i' i `s.� 4 --.I S t fl1
it . li ``,. 1:11 II '. ✓I _ ( ,- 1 ( I •
.- *:7 _ }; Q-&-... ri.: +gam`• '\, j;,-:Milwauki0
At"--4- �t _^ II ) rw A i
•
f 1 It '' s;21.;,:.` T
yr f s-i.. s1:1, ( 4 -a. Xi. •.�if
KlnEOnr t1 1i . 50! rd :Vr°. ,
lrel o d ' ( � 7.1.--::,:- ...,-1,:,_:
i....rake O$W @gv 1 ` i;,
L a
1 ii _ i
�i af' . I I .! A,M E R I C A
1 t i `, 1; r alatin t x
heiYQ . 41 f ~I' - '_� i.e (- •:.:� 1 t t<� do-,
�I J
mapquest { .‘ X w
USGS-Provided Output
Ss = 0.939 g S., = 1.056 g Sos = 0.704 g .
S1 = 0.338 g SM1 = 0.583 g Sol = 0.388 g
MCE Response Spectrum Design Response Spectrum
1.10 0.72
0.99
0.61
0.92
0.56
0.77
0.49
01 0.66 S
fA 0.55 1 RI 0.40 f
0.44
0.32
0.33 0.24
0.22 0.16
0.11 0.09
0.00 0.00
0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.90 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 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://geohazards.usgs.gov/designmaps/us/summary.php?template=minimal&latitude=45.4... 7/17/2013
CIDA Dolan Tigard CDG
TEL: (503)226-1285 NW Framing TI 1301--.01
FAX: (503)226 1670 7/17/2013
• SEISMIC DESIGN CRITERIA 2010 OSSC/2009 IBC
Location: Tigard, OR 97223
Occupancy category II TABLE 1-1
Site Class= D Per Geotech Report
Seismic Design Cat.= D Tables 11.6-1 & 11.6-2
I = 1.0 Importance Factor
Response Spectral Accelerations
Mapped
Ss := 0.939 S1 := 0.338
Fa := 1.125
F� := 1.725
Adjusted Maximum Design
2 Sms := Fa.Ss Sms = 1.06 SDS 'Sms SDS = 0.704
Smi := FvS1 Smi = 0.58 2
SDI 3'Sm1 SDI = 0.389
Concrete WALL DESIGN OUT OF PLANE (SEISMIC)
SEISMIC PARTS AND PORTIONS
SDS = 0.704 I := 1.0
7.25"tilt panel
tg := 7.25•in Wpg := tg•150pcf Wpg = 90.6 psf
Fpg := o.4•Sps•I•Wpg Fpg = 25.5psf 0.7-Fpg = 17.87psf
WIND LOAD out of plane wall design 50ft"2
V3s := 95mph (3-SECOND GUST)
Exposure B
IW := 1.0 Importance Factor
w := 14.8psf zone 4
E:\adcadd1131Northwest Framing TI
\STRUCT\Lateral Design Values
(Seismic&Wind) englund.mcd
il
CI ARCHITECTURE 15895 SW 72ND AVENUE,SUITE 200
PORTLAND,OREGON 97224
TEL:503.226.1285 FAX:503.226.1670
E-MAIL:info@cidainc.com • , . ,,
513
Ns
ENGINEERING PROJECT NAME: PROJ.No. SHEET
V .PLANNING
INTERIORS TITLE:ITLE: By: DATE:
LANDSCAPE
1 i
--T — H --itt •
517441 4 -I frk, d. , -A/ '497 "f4T-ii, 1— 1 H
, 1
,. ..
1
!,•', •:" /17'g 01 i ! I 1 1 1
+- --r-, — 1 ---- , I. , ( 1
,,
'
1 -r '
( J, 7i/3;7s/1;10,0 .
t , __,. ,
. _..._ _.
. 1
;
T 1
i _ _ . 1
,
1
194'ffs.I. , 1711r _1 ■
) iirg i , 1
4, i
T T j
■ j i 1 :74
i 4
I , , 1
• 4........----,----
I
..... f .
r •
_________
t .
,--. - I
I
C - IV, IV-th
.7 - r• ' • --- - -1
' 1 ' ' -Ls - ot i - i-
,
1
' 'iii' - NI vk---,.._ `• . . ,
r lit
I
_,I 1
I WI
7 -t
4._
----,--- , ,
1
. .
• , . E II
:-- J-
11. 1i7r61/4' : I
"
t
lif -
, ;',1,7-fP/% i -z,-. 1/ 7,t 1,47-,...." (g?„ i) 1 L,),, -7 /j/ /4 pf,
7 -;
_ .
, . .
k n4
-1------i- • ---• 1- -f
1 /t •:.:; 1/11//A ki f- ,q7 k
.
7.4e 11,: itif )( ,----A7 — 1, , 1
I
_ -4- -, • - . • * - . • -
1
,
ii Liz
. . . . . ..
C ' 1
1 Y
ir126 ''
_, _ , , _ , . .-4 • ---1----4 - . 5 '
I , 1
. .
u44 -sc ‘ ti 14<-q6- ir
. . . . _ .
I Wi SW /LNU AvtNUt,SUI I t IOU
PORTLAND,OREGON 97224
TEL:503.226,1 285 FAX:503.226.1670
CI ,- E-MAIL:info @cidainc.com MI ARCHITECTI� 57Y
V ENGINEERI'. PROJECT NAME: PROJ.NO. SHEET
.PLANNIr:
INTERIORS TITLE: By: DATE:
LANDSCAPE
Lr--
5 z ' - j i
7 ,
J 1;7,5, 1I/'� 1 1 1 t
i
I 1
- —rhpti I 1
; i � -P I Z ilk 1-) 4,- Z,`//c i/vn -- --- -- -- -- a
1
1 r I
4: 7,7 Z z, 2, .0
Itni, iz4,7 ," i&'-t° .
f L 1 I . _
t 1 ; - 136`' 1 ?
jr I
r ' 6,A;S41r- 1 — ;.-/Si.% Pe. fi i rdir4i 1404 icl4I' 4,i7 441447 til
i,!,s 4 ' , C77-P'' 'GO4 1414.46/7eAr
4 I
I
/ �ly c
r I i
Nis 4X6' '
}, ip,t) - .�
. : �7S _ " ,
Z1,7,;,Y j,1_11„i3t,yyh,)z ' l y�tJ(�,L7',,L/ _ Try .� '491 ,
7 I A5 5.7, 14
tr.:1_ — . 3
! Z
r
11
x o , � T '
57C
Steel Beam File=e:tadcaddt131Northwest Framing TI\STRUCT4wrthwest framing.ec6 -
ENERCALC,INC.1983-2013,Build:6.13.6.21,Ver:6.13.6.21
Lic.#:KW-06006865 Licensee:CIDA INC.
Description: Header Hi
CODE REFERENCES
Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05
Load Combination Set :ASCE 7-02
Material Properties
Analysis Method: Allowable Strength Design Fy:Steel Yield: 46.0 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 7-02
I
- +
W(0.2141 E(0.2155) + +
Y Span=22.50 ft }`
HSS6x6x1/4
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Load for Span Number 1
Uniform Load: W=0.2146, E=0.2155 k/ft,Extent=0.0--»22.50 ft, Tributary Width=1.0 ft
DESIGN SUMMARY Desi•n OK
Maximum Bending Stress Ratio = 0.528: 1 Maximum Shear Stress Ratio= 0.059 : 1
Section used for this span HSS6x6x1/4 Section used for this span HSS6x6x1/4
Ma:Applied 13.580 k-ft Va:Applied 2.414 k
Mn/Omega:Allowable 25.709 k-ft Vn/Omega:Allowable 40.826 k
Load Combination +D+W+H Load Combination +D+W+H
Location of maximum on span 11.250ft Location of maximum on span 0.000 ft
Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 -
Maximum Deflection
Max Downward L+Lr+S Deflection 0.000 in Ratio= 0<360
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 -
Max Downward Total Deflection 1.510 in Ratio= 179
Max Upward Total Deflection 0.000 in Ratio= 0<150
Overall Maximum Deflections-Unfactored Loads
Load Combination Span Max.-"Defl Location in Span Load Combination Max."+"Defl Location in Span
E Only 1 1.5103 11.363 0.0000 0.000
Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 2.424 2.424
W Only 2.414 2.414
E Only 2.424 2.424
Steel Section Properties : HSS6x6x1/4
Depth = 6.000 in I xx 28.60 inA4 J = 45.600 inA4
S xx 9.54 inA3
Width = 6.000 in R xx = 2.340 in
Wall Thick = 0.233 in Zx = 11.200 inA3
Area = 5.240 inA2 I yy = 28.600 inA4 C = 0.000 inA3
Weight = 18.986 plf S yy = 9.540 inA3
R yy = 2.340 in
Ycg = 3.000 in
c16
Steel Beam File=e:ladcadd1131NorthwestFraming TIISTRUCTVorthwestframing.ec6
• ENERCALC,INC.1983.2013,Build:6.13.6.21,Ver.6.13.6.21
Lic.#:KW-06006865 Licensee:CIDA INC.
Description: Vertical strongback
•
CODE REFERENCES
Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05
Load Combination Set:ASCE 7-02
Material Properties
Analysis Method: Allowable Strength Design Fy:Steel Yield: 46.0 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 7-02
W(0.074) E(0.1275)
+ i • • + * •W(0.074) E(0.0765) i
W(0.074) E(0.0765)
•
W(0.074) E(0.1275) i • • •
+ • • • ♦ W(2.41) E(2.41)
Span =28.0 ft
HSS6x6x1/4
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Load for Span Number 1
Uniform Load: W=0.0740, E=0.1275 k/ft,Extent=0.0--»7.0 ft, Tributary Width=1.0 ft
Uniform Load: W=0.0740, E=0.07650 k/ft,Extent=7.0--»11.0 ft, Tributary Width=1.0 ft
Uniform Load: W=0.0740, E=0.07650 k/ft,Extent=18.0--»28.0 ft, Tributary Width=1.0 ft
Uniform Load: W=0.0740, E=0.1275 k/ft,Extent=11.0--»18.0 ft, Tributary Width=1.0 ft
Point Load: W=2.410, E=2.410k @ 17.0 ft
DESIGN SUMMARY Desi•n N.G.
Maximum Bending Stress Ratio = 0.894: 1 Maximum Shear Stress Ratio= 0.061 : 1
Section used for this span HSS6x6x1/4 Section used for this span HSS6x6x1/4
Ma:Applied 22.971 k-ft Va:Applied 2.499 k
Mn/Omega:Allowable 25.709 k-ft Vn/Omega:Allowable 40.826 k
Load Combination +D+W+H Load Combination +D+W+H
Location of maximum on span 16.940ft Location of maximum on span 28.000 ft
• Span#where maximum occurs Span#1 Span#where maximum occurs Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.000 in Ratio= 0<360
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360
Max Downward Total Deflection 3.911 in Ratio= 86 <180
Max Upward Total Deflection 0.000 in Ratio= 0 <180 i
Overall Maximum Deflections-Unfactored Loads
Load Combination Span Max." Defl Location in Span Load Combination Max."+"Defl Location in Span
E Only 1 3.9113 14.560 0.0000 0.000
Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 2.502 2.764
W Only 1.983 2.499
E Only 2.502 2.764
Steel Section Properties : HSS6x6x1/4
Depth = 6.000 in I xx E 28.60 inA4 J = 45.600 inA4
S xx 9.54 inA3
Width = 6.000 in R xx = 2.340 in
Wall Thick = 0.233 in Zx = 11.200 inA3
Area = 5.240 inA2 I yy = 28.600 inA4 C = 0.000 inA3
• Weight = 18.986 plf S yy = 9.540 inA3
R yy = 2.340 in
Ycg = 3.000 in