Specifications (14) • Str tura)
�oncepts
- -7.:.,:-;-4--:,::::,,,,,,---, • Engineering
' 1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.6321330 Fax: 714,632.7763
By: A.A. Project: QCD Project#: P-122215-1
Configuration&Summary: ELEV 4,5 PUSHBACK RACK(INT LOADS)
' ��T,__7y _ , 0—p-, v y **RACK COLUMN REACTIONS
I y _ ,,4,e ASD LOADS
®IER AXIAL DL= 150/b
T__, i i�G.:T;'=F- ` AXIAL LL= 9,000/b
�- _7:
:. S�a1�113 T-P.r`j
t SEISMIC AXIAL Ps=+/- 2,464/b
�.�. 7 ��
e. 4 � vd.
BASE MOMENT= 0 in-lb
MINE
'''''''' 9:2 ii *ME
i? leiC."O
''''';';:.Ft-7-9:;1
v ^'-rat f
T,;D. 9 �-= y a /JIIr� ,� I I T,'
.23-P4.."7CTOR• 15G'e,STFt.,LEW::
-
,-Thti 3 DEEP PIA^,tERCK PACK-TYPE A �/��\)3 DEEP P1JCl+EACK RACK
I411IMO.eu.vx'ay.zwee `. , zeeerrnr_"
- Seismic Criteria #Bm Lvls Frame Depth Frame Height #Diagonals Beam Length Frame Type
Ss=0.967,Fa=1.113 3 54 in 204.0 in 5 96 in Single Row
- Component Description STRESS
Column Fy=50 ksi Struc C4x4.5 P=3050 Ib,M=22956 in-lb 0.42-OK _
Column&Backer To Level 2 C4x4.5/C4x4.5 p=6100 Ib,M= 35110 in-lb 0.34-OK
Beam Fy=50 ksi Struc C5x6.7 Unbraced Length=40" Capacity: 15894 lb/pr 0.38-OK
Beam Connector Fy=50 ksi Lvl 1:3 bolt OK Mconn=17802 in-lb Mcap=40726 in-lb 0.44-0K
Brace-Horizontal Fy=36 ksi Struc L2 x L2 x 1/8 0.4-OK
Brace-Diagonal Fy=36 ksi Struc L2 x L2 x 1/8 0.52-OK
Base Plate Fy=36 ksi 6x7x3/8 Fixity=0 in-lb 0.36-OK
Anchor 2 per Base 0.5"x 2"Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd(Net Seismic Uplift=0 Ib) 0.25-OK
Slab&Soil 5.5"thk x 3000 psi slab on grade.2000 psf Soil Bearing Pressure 0.68-OK
Level Load** Story Force Story Force Column Column Conn. Beam
Per Level Beam Spcg Brace Transv Longit. Axial Moment Moment Connector
1 6,000 lb 10.0 in 36.0 in 82 lb 68 lb 9,150 lb 3,646 "# 17,802 "# 3 bolt OK
2 6,000 lb 80.0 in 36.0 in 739 lb 608 lb 6,100 lb 35,110 "# 24,561 "# 3 bolt OK
3 6,000 lb 80.0 in 36.0 in 1,396 lb 1,148 lb 3,050 lb 22,956 "# 12,272 "# 3 bolt OK
36.0 in
48.0 in
**Load defined as product weight per pair of beams Total: 2,217 lb 1,823 lb
Notes COLUMN BACKERS MUST EXTEND TO 90"ELEVATION
1500 LB AVG/2200 LB MAX PALLET x 2 WIDE x 3 DEEP
ALL INTERIOR BEAMS C5x6.7 WITH 12"3 BOLT CLIPS
3 RIGID ROW SPACERS REQUIRED
QCD P-1222 15-I ELEV 4,5 PB INT Paof l 12/30/2015
,4
.
Stryktural
- V oncepts
3
Engineering
1200 N, Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax 714.632.7763
By: A.A. Project: QCD Project#: P-122215-1
Configuration&Summary:ELEV 4,5 PUSHBACK RACK(EXT LOADS)
u v
4T474 '. .,z o^, „F;
� **RACK COLUMN REACTIONS
4i• I �, —� 1 _� �.r ASD LOADS
} ® AXIAL DL= 150 lb
-- � c❑- I AXIAL LL= 4,500 lb
, SEISMIC AXIAL Ps=+/- 1,262/b
-cca,
�rr _ - BASE MOMENT= 0 in-lb
ai E' =Tri.:N?CH* I��
acc
ei 1 SI Mil
IIT v-. a-C-z- MCo:C F - IY}_ ' ?. G' p..„.R'S'7R-_.TO..- ;G'= ._A EE.......-.
3 DEEP PU3EMEACK P},CK-TYPE A !T`.9 DEEP P ISF.,EACK RCI(
41 FcarT c�v:c,ov•a WI. nrx ecco,.-ti«
_- Seismic Criteria #Bm Lvls Frame Depth Frame Height #Diagonals Beam Length Frame Type
Ss=0.967, Fa=1.113 3 54 in 204.0 in 5 96 in Single Row
Component Description STRESS
Column Fy=50 ksi Struc C4x4.5 P=3100 lb,M=17988 in-lb 0.21-OK
Column&Backer To Level 1 C4x4.5/C4x4.5 p=4650 Ib, M=2802 in-lb 0.17-OK
Beam Fy=50 ksi Struc C4x4.5 Unbraced Length=40" Capacity:8948 lb/pr 0.34-OK
Beam Connector Fy=50 ksi Lvl 1:2 bolt OK Mconn=9418 in-lb Mcap=27480 in-lb 0.34-OK
Brace-Horizontal Fy=36 ksi Struc L2 x L2 x 1/8 0.2-OK
Brace-Diagonal Fy=36 ksi Struc L2 x L2 x 1/8 0.27-OK
Base Plate Fy=36 ksi 6x7x3/8 Fixity=0 in-lb 0.19-OK
Anchor 2 per Base 0.5"x 2"Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd(Net Seismic Uplift=0 Ib) 0.125-OK
Slab&Soil 5.5"thk x 3000 psi slab on grade.2000 psf Soil Bearing Pressure 0.34-OK
Level Load** Story Force Story Force Column Column Conn. Beam
Per Level Beam Spcg Brace Transv Longit. Axial Moment Moment Connector
1 3,000 lb 10.0 in 36.0 in 42 lb 35 lb 4,650 lb 2,802 "# 9,418 "# 2 bolt OK
2 3,000 lb 80.0 in 36.0 in 379 lb 311 lb 3,100 lb 17,988 "# 12,554 "# 2 bolt OK
3 3,000 lb 80.0 in 36.0 in 715 lb 588 lb 1,550 lb 11,762 "# 6,258 "# 2 bolt OK
36.0 in
48.0 in
**Load defined as product weight per pair of beams Total: 1,136 lb 934 lb
Notes COLUMN BACKERS MUST EXTEND TO 90"ELEVATION
1500 LB AVG/2200 LB MAX PALLET x 2 WIDE x 3 DEEP
ALL EXTERIOR BEAMS C4x4.5 WITH 8"2 BOLT CUPS
3 RIGID ROW SPACERS REQUIRED
(49
QCD P-1222 15-I ELEV 4,5 PD EXT Page
Of 12/30/2015
4
.V
• Stry+tural
V oncepts
Engineering
1200 N.Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax; 714.632,7763
By: A.A. Project: QCD Project#: P-122215-1
Configuration&Summary: ELEV 9,10 PUSHBACK RACK(INT LOADS)
.s•, f- --.4 _ 4.
°S-X=. -`C-'' `C"=� ,;. **RACK COLUMN REACTIONS
I . _,E ASD LOADS
um® ®' AXIAL DL= 150/b
Q L1I ie6 11111
7. 77 AXIAL LL= 9,00016
b T.C3. ° , ,, It3 ___.V , SEISMIC AXIALPS=+/- 2,562/b
J 9;
k =glIM i® r BASE MOMENT= Din-lb
=:FCK n-7.47
7 , TIE.
II.MINI
III Ird
1'.0 3, r ET:CLE.--.1. 4 ; .567Z.//� r" f .f r"y'i�•erit[ ..ii.L1..
jj CC
31T 4' Y 1''. 1'' _''
,,,,.-4.:::: :N:T=S .^3'-.o75 L`.0 4
(Th
4 DEEP FUSMEACK P.:CK 6, 4 DFFP PLIDEEEACK P4r1K
l.iCnr E:Y.cKrr-s ase ���..-.-..._,.-..-.-.............�....
_ Seismic Criteria #Bm Lvls Frame Depth Frame Height #Diagonals Beam Length Frame Type
Ss=0.967, Fa=1.113 3 54 in 204.0 in 5 96 in Single Row
Component Description STRESS
Column Fy=50 ksi Struc C4x4.5 P=3050 lb, M=22956 in-lb 0.42-OK
Column&Backer To Level 2 C4x4.5/C4x4.5 p=6100 Ib,M= 35110 in-lb 0.34-OK
Beam Fy=50 ksi Struc C5x6.7 Unbraced Length=40" Capacity: 15894 lb/pr 0.38-OK
Beam Connector Fy=50 ksi Lvl 1:3 bolt OK Mconn=17802 in-lb Mcap=40726 in-lb 0.44-OK
Brace-Horizontal Fy=36 ksi Struc L2 x L2 x 1/8 0.4-OK
Brace-Diagonal Fy=36 ksi Struc L2 x L2 x 1/8 0.52-OK
Base Plate Fy=36 ksi 6x7x3/8 Fixity= 0 in-lb 0.36-0K
Anchor 2 per Base 0.5"x 211 Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd(Net Seismic Uplift=0 Ib) 0.25-OK
Slab&Soil 5.5"thk x 3000 psi slab on grade.2000 psf Soil Bearing Pressure 0.68-OK
Level Load** Story Force Story Force Column Column Conn. Beam
Per Level Beam Spcg Brace Transv Longit. Axial Moment Moment Connector
1 6,000 lb 10.0 in 36.0 in 82 lb 68 lb 9,150 lb 3,646 "# 17,802 "# 3 bolt OK
2 6,000 lb 80.0 in 36.0 in 739 lb 608 lb 6,100 lb 35,110 "# 24,561 "# 3 bolt OK
3 6,000 lb 80.0 in 36.0 in 1,396 lb 1,148 lb 3,050 lb 22,956 "# 12,272 11# 3 bolt OK
36.0 in
48.0 in
**Load defined as product weight per pair of beams Total: 2,217 lb 1,823 lb
Notes COLUMN BACKERS MUST EXTEND TO 9011 ELEVATION
1500 LB AVG/2200 LB MAX PALLET x 2 WIDE x 4 DEEP
ALL INTERIOR BEAMS C5x6.7 WITH 12"3 BOLT CLIPS
3 RIGID ROW SPACERS REQUIRED
QCD P-1222 15-I ELEV 9,I 0 PB INT Pag of (45 12/30/201 5
.v
* Str c+tural
_ V oncepts
Engineering
1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632,7330 Fax: 714.632.7763
By: A.A. Project: QCD Project#: P-122215-1
Configuration&Summary: ELEV 9,10 PUSHBACK RACK(EXT LOADS)
f E
�: ,�. 7 . **RACKCOLUMN REAC770NS
v —.1, LA;E ASD LOADS
r ® //° AXIAL DL= 150 lb
AXIAL LL= 4,500/b
., -----."..'.".11. Tr.. EMIS Tr.. I�=1.-t :Oa 1 /,.Crl -1 .4
=.' 7FsSEISMIC AXIAL Ps=+/- 1,313/b
31:3'Ca,- BASE MOMENT= 0 in-lb
_ _T[e:4E s MEMS-
Tt F. 1111
T3. y
i S. 1111.WINI,ff ,_,,,:_.,,,..
T.C.3. •CIF-
X43.,_,...1C,..:=`! 4' J .LY .f 37 { ie,-{ C._v P`:G
Cts'CZ.
__ PGCT_^Ci. ZC4.S1=1 .G H
r;....1,'
9)4 OFFP PUSMRACKPArK I 11J1 4 oFFP FU HFACK PAr:K
\_/rl7N7tJV4TICN-ZWzt f YM L5V,9CH-....-...—...-...-....-
Seismic Criteria #Bm Lvls Frame Depth Frame Height #Diagonals Beam Length Frame Type
Ss=0.967,Fa=1.113 3 54 in 204.0 in 5 96 in Single Row
- Component Description STRESS
Column Fy=50 ksi Struc C4x4.5 P=3100 lb, M=17988 in-lb 0.21-0K
Column&Backer To Level 1 C4x4.5/C4x4.5 p=4650 Ib,M= 2802 in-lb 0.17-0K
Beam Fy=50 ksi Struc C4x4.5 Unbraced Length=40" Capacity: 8948 lb/pr 0.34-0K
Beam Connector Fy=50 ksi Lvl 1: 2 bolt OK Mconn=9418 in-lb Mcap=27480 in-lb 0.34-0K
Brace-Horizontal Fy=36 ksi Struc L2 x L2 x 1/8 0.2-OK
Brace-Diagonal Fy=36 ksi Struc L2 x L2 x 1/8 0.27-OK
Base Plate Fy=36 ksi 6x7x3/8 Fixity=0 in-lb 0.19-0K
Anchor 2 per Base 0.5"x 2"Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd(Net Seismic Uplift=0 Ib) 0.125-OK
Slab&Soil 5.5"thk x 3000 psi slab on grade.2000 psf Soil Bearing Pressure 0.34-0K
Level Load** Story Force Story Force Column Column Conn. Beam
Per Level Beam Spcg Brace Transv Longit. Axial Moment Moment Connector
1 3,000 lb 10.0 in 36.0 in 42 lb 35 lb 4,650 lb 2,802 "# 9,418 "# 2 bolt OK
2 3,000 lb 80.0 in 36.0 in 379 lb 311 lb 3,100 lb 17,988 "# 12,554 "# 2 bolt OK
3 3,000 lb 80.0 in 36.0 in 715 lb 588 lb 1,550 lb 11,762 "# 6,258 "# 2 bolt OK
36.0 in
48.0 in
**Load defined as product weight per pair of beams Total: 1,136 lb 934 lb
Notes COLUMN BACKERS MUST EXTEND TO 90"ELEVATION
1500 LB AVG/2200 LB MAX PALLET x 2 WIDE x 4 DEEP
ALL EXTERIOR BEAMS C4x4.5 WITH 8"2 BOLT CLIPS
3 RIGID ROW SPACERS REQUIRED
P-1222 15-I ELEV 9,I 0 PB EXT Pa �
QCD g�of 12/30/20 15
Cdtwerting Addresses to/from Latitude/Longitude/Altitude in One Ste... http://www.stevemorse.org/jcal/latlon.php
Converting Addresses to/from Latitude/Longitude/Altitude in One
• Step
Stephen P. Morse, San Francisco
Batch Mode (Forward) Batch Mode (Reverse) Batch Mode (Altitude) Deg/Min/Sec to Decimal
Computing Distances Frequently Asked Questions My Other Webpages
address 7319 sw kable lane latitude
city tigard
longitude
state
or above values must be in decimal
zip 97224
with minus signs for south and west
country United States
I Determine Lat/Lon Get Altitudes reset , Determine Address reset
E Access geocoder.us/ geocoder.ea (takes a relatively long time)
from google Ilatitude ;longitude altitude
'decimal '45.41084499999999 122.75118399999997
deg-min-sec 45° 24' 39.042" 1-177° 45' 4.2624"
from yahoo [latitude longitude altitude
[decimal !45.40804 -122.75072 [
deg-min-sec 45° 24' 28.944" ,-122° 45' 2.592" 1
7319 SW Kable Ln, Tigard, Oregon 97224
from open street map latitude longitude [altitude
1decimal .45.4081361515152,-122.750030565657[
I-deg-min-sec :45° 24' 29.2901" .-122° 45' 0.11"
7319, Southwest Kable Lane, Bonita, Tigard, Washington County, Oregon, 97224, United States of
America,
from census latitude !longitude [altitude
decimal ;45.40806 1-122.75004
rdeg-min-sec145°24' 29.016" 1-122° 45' 0.144"
7319 SW KABLE LN, TIGARD, OR, 97224,
:from tam- 'latitude longitude 1altitude
t4n °IC: 49\
oilI
12/22/2015 11:20 AM
DQLign Maps Summary Report http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?temp...
USGS Design Maps Summary Report
User-Specified Input
Building Code Reference Document ASCE 7-10 Standard
(which utilizes USGS hazard data available in 2008)
Site Coordinates 45.40804°N, 122.75072°W
Site Soil Classification Site Class D - "Stiff Soil"
Risk Category I/II/III
tare5na
Beaverton
lig rd,
re:"; Lake Oswego
y x 23,
9q .l `
i atin
herwg
44'*
wffR -e on Cl4.44' lr,
x '
USGS-Provided Output
SS = 0.967 g SMS = 1.076 g SDS = 0.718 g
S1 = 0.420 g SMl = 0.663 g SD1 = 0.442 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
1.10 0.2-1
0.55 O.rb E
0.23 0.5 -
0.
0.§0
0.40
0.55 to
0.32
0.44
0.24
u.33
0
0.1E
.22
0.11 0.08
00u 0 00 I t I I + I I I i
0.00 0.20 0.40 0.G0 0.20 1.00 1.20 1.40 1.50 1.20 2.00 0.00 0.20 0.40 0.50 0.20 1.00 1.20 1.40 1.50 1.20 2.00
Period, T(sec) Period, T(sec)
For PGAM, TL, CRs, and CR1 values, please view the detailed report.
Although this information is a product of the U.S. Geological Survey,we provide no warranty, expressed� or//iimplied, as to the accuracy of
tt
the data contained therein.This tool is not a substitute for technical subject-m �r},pbwl ge. ' L.or
yr
1 of 1 12/22/2015 11:22 AM
E ig� Maps Detailed Report http://ehp2-earthquake.wr.usgs.gov/designmaps/us/report.php?templa...
•
Section 11.4.3 - Site Coefficients and Risk-Targeted Maximum Considered Earthquake
(MCER) Spectral Response Acceleration Parameters
Table 11.4-1: Site Coefficient Fa
Site Class Mapped MCE R Spectral Response Acceleration Parameter at Short Period
55 <_ 0.25 Ss = 0.50 Ss = 0.75 Ss = 1.00 Ss >_ 1.25
A 0.8 0.8 0.8 0.8 0.8
B 1.0 1.0 1.0 1.0 1.0
C 1.2 1.2 1.1 1.0 1.0
D 1.6 1.4 1.2 1.1 1.0
E 2.5 1.7 1.2 0.9 0.9
F See Section 11.4.7 of ASCE 7
Note: Use straight-line interpolation for intermediate values of S5
For Site Class=D and Ss=0.967 g, Fa = 1.113
Table 11.4-2: Site Coefficient F„
Site Class Mapped MCE R Spectral Response Acceleration Parameter at 1-s Period
S, <_ 0.10 5, = 0.20 5, = 0.30 S1 = 0.40 S1 >_ 0.50
A 0.8 0.8 0.8 0.8 0.8
B 1.0 1.0 1.0 1.0 1.0 I
C 1.7 1.6 1.5 1.4 1.3
D 2.4 2.0 1.8 1.6 1.5
E 3.5 3.2 2.8 2.4 2.4
F See Section 11.4.7 of ASCE 7
Note: Use straight-line interpolation for intermediate values of S1
For Site Class= D and S1 =0.420 g, F„ = 1.580
L Fit CY-
of 6 12/22/2015 11:22 AM