Report • • • • • • • • • •• • • • • ° Main Office Salem Off i ce ,
Bend Off
• • • • • • • • • P.O. Box 23814 4060 Hudson A NE P.O. Box 7918
• `, • i • ' ' • e • ' • • • Tigard, Oregon 97281 Salem, OR 97301 Bend, OR 97708
CalCa 1 s o1�1 '�'s t I y�9 • 0 • Phone (503) 684 -3460 Phone (503) 589-1252 Phone (541) 330-9155
son A a, i 9 A a i O. FAX (503) 684 -0954 FAX (503) 589 -1309 FAX (541) 330 -9163
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August 7,1(106; ° • ° ° ' ° ° °
T0602477.tTI ; ••• ••• •• • •
Permit No. 'N/R" •
P.O. No. WHSE - EWPYARD
FIELD INSPECTION REPORT
DATES COVERED: July 27, 2006
PROJECT: Huttig Building Products — EWP Yard Expansion
ADDRESS: 8100 - SW Hunziker Street — Tigard, OR
INSPECTOR: R. Andree — ACI #048632
07- 27 -06: At the request of William Hertford with Huttig Building Products, CTI representative
witnessed the installation of %2" diameter all-thread, epoxied into 6" of asphalt & 12" base
material with 2% cement.
A 5/8" diameter hole was drilled 11" deep into surface material. Simpson ET22 was introduced
to hole (epoxy 10, 081846JI with expiration date of March 2008). A %2" diameter all- thread was
inserted into hole with a twisting motion. Four random locations on the east side of lumber yard
were set. The anchors are to be pulled to failure after they have set. This test is being done to
provide information to engineer.
Our reports pertain to the material tested /inspected only. Information contained herein is not to
be reproduced, except in full, without prior authorization from this office.
If there are any further questions regarding this matter, please do not hesitate to contact this
office.
Respectfully - bmitted,
CARLSO ES T ING, IN"
tut
Jam - . . Hietpas DEC 12
O• , rations Manager 2006
CD. k JAS
4ja 1:3 Mir T f flq
c: Huttig Building Products Inc — William Hertford
• • • • • • • • • • • • • Main Office Salem Office Bend Office
• • • • • • • • • • • • P.O. Box 23814 4060 Hudson Ave., NE P.O. Box 7918
' a ; ° ° • • • Tigard, Oregon 97281 Salem, OR 97301 Bend, OR 97708
Carlson •� s �1 n g �
1 1 Inc.- Phone (503) 684 -3460 Phone (503) 589 -1252 Phone (541) 330 -9155
FAX (503) 684 -0954 FAX (503) 589 -1309 FAX (541) 330 -9163
ti
• • • • • 41.
SO • • • • • • • • •
• • • • • •
• • • • ••••
August 4 ° #.OQ 'W • S S • °•• ° 0
T0602477. CTI
Permit No • • • • •
P.O. No. V - ISq- EN erniaL ;
• • ••• ••• •• • •
• • ••••••••
FIELD INSPEM1011 RtFO1?t ••
DATES COVERED: July 28, 2006
PROJECT: Huttig Building Products — EWP Yard Expansion
ADDRESS: 8100 SW Hunziker Street — Tigard, OR
INSPECTOR: R. Andree — ACI #048632
07 -28 -06 — Pull Test:
As requested by Brett with Huttig Building Products, CTI representative was on site and did pull
tests on %2" 0 all- thread epoxied into asphalt and soil with 2% cement. CTI used a 12 -ton ram
(L7) and 5000 psi gauge to load each location to failure.
#1 at 14" Glu -Lm rack with end — failed at 7,893 lbs.
#2 at 18" Glu -Lam rack with end — failed at 9,321 lbs.
#3 at 18" rack, north side — failed at 8,410 lbs.
#4 at 16" beam rack, west end — failed at 8,810 lbs.
All failures occurred within an uplift in asphalt and cracking at base of embed.
Our reports pertain to the material tested /inspected only. Information contained herein is not to
be reproduced, except in full, without prior authorization from this office.
If there are any further questions regarding this matter, please do not hesitate to contact this
office.
Respectful) submitted,
CARLSO r TESTING, I ► .
Ja F. Hietpas
o /rations Manager
sab
c: Huttig Building Products Inc — William Hertford
. • MCE Parameters - Conterminous 48 States
Zip Code - 97223 Central Latitude = 45.44033
Central Longitude = - 122.776223
Data are based on the 0.10 deg grid set
• Period SA
(sec) ( %g)
0.2 106.1 Map Value, Soil Factor of 1.0
1.0 037.2 Map Value, Soil Factor of 1.0
MCE Parameters x Specified Soil Factors
0.2 114.6 Soil Factor of 1.08
1.0 061.8 Soil Factor of 1.66
IBC 2003 LOADING
SEISMIC: Ss= 106.1 % g
S1= 37.2 %g
Soil Class D
Modified Design spectral response parameters
Sms= 114.6 % g Sds= 76.4 % g
Sm1= 61.8 % g Sd1= 41.2 % g
Seismic Use Group 1
Seismic Design Category D
or D
le = 1
R = 2.5 R = 5
Cs = 0.3056 W Cs = 0.1528 W
Using Working Stress Design
V = Cs *W /1.4
V = 0.2183 W V = 0.1091 W
•
•
Tube Section 10/01/06
Depth 4.000 in Fy = 50 ksi
Width 3.800 in E = 29 E3 KSI
Thickness 0.1350 in
R 0.1350 in ARM SECTION
Blank = 14.71 in wt = 6.8 plf
A = 1.986 in2
Ix = 4.814 in4 Sx = 2.407 in3 Rx = 1.557 in
Iy = 4.448 in4 Sy = 2.341 in3 Ry = 1.496 in
a 3.4600 Web w/t 25.6296 L = 48 IN
a bar 3.8650 Flg w/t 24.1481 L/r = 32
b 3.2600 x bar 1.8325 Fa = 26.89 KSI
b bar 3.6650 m 2.3959 Pcap = 53.41 K
c 1.7300 x0 - 4.2284 Tcap = 59.58 K
c bar 1.9325 J 7.1948 Mcap = 72.21 K -IN
u 0.3181 x web 1.9000
gamma 1.0000 x lip 1.9000
R' 0.2025 h/t 27.6296
1.06• fe
//t 10 61(44/ z IS
a /ad..>
Vyr a.sk
7 4_ �I_ r % i . ' 6
144/P li 1,1 0�
' . COLUMN '
A = 5.95 in Fy = 5 0 ksi 28
Ix = 55.44 in4 ly = 14.3 in4
Rx = 3.04 in Ry = 1.55 in
. Sx = 11.10 in3 Sy = 7.15 in3
Mcap = 333.0 k -in
1.4 Kips per 48 in Arm
80 in Y -Y braces Ry = 1.55 in Ky = 1
Rx = 3.04 in Kx = 2
18
Ht P M Pcap P/Pcap M/Mcap Combined
(feet) (kips) (k -in) KUr (kips) % % ( %)
1 3.2 7.8 224.3 51.6 143.4 5.4% 67.3% 72.8%
2 6.4 6.1 176.0 51.6 143.4 4.2% 52.9% 57.1%
3 9.6 4.5 130.7 75.8 118.1 3.8% 39.2% 43.1%
4 12.8 3.2 92.1 101.1 86.0 3.7% 27.7% 31.4%
5 16.0 1.7 48.2 126.3 55.7 3.0% 14.5% 17.5%
6 0.0 0.0 0.0 51.6 143.4 0.0% 0.0% 0.0%
7 0.0 0.0 0.0 51.6 143.4 0.0% 0.0% 0.0%
8 0.0 0.0 0.0 51.6 143.4 0.0% 0.0% 0.0%
Seismic Cs = 0.305 R = 2.5
LF = 1.4 V = Cs *W /(LF) = 0.218 W
Ht P M Pcap P /Pcap M/Mcap Combined
(feet) (kips) k-in (kips)
1 3.2 7.8 418.4 190.7 4.1% 94.2% 98.3%
2 6.4 6.1 305.3 190.7 3.2% 68.8% 71.9%
3 9.6 4.5 209.1 157.0 2.9% 47.1% 50.0%
4 12.8 3.2 132.7 114.4 2.8% 29.9% 32.7%
5 16.0 1.7 62.2 74.1 2.3% 14.0% 16.3%
6 0.0 0.0 0.0 190.7 0.0% 0.0% 0.0%
7 0.0 0.0 0.0 190.7 0.0% 0.0% 0.0%
8 0.0 0.0 0.0 190.7 0.0% 0.0% 0.0%
Seismic Cs = 0.305 R = 2.5
LF = 1.4 V = Cs *W /(LF) = 0.218 W
Ht P M Pcap P /Pcap M/Mcap Combined
(feet) (kips) (k -in) (kips) 2/ ly al
1 3.2 16.0 401.6 190.6 8.4% 90.4% 98.8% l 6
n
2 6.4 12.8 267.7 190.6 6.7% 60.3% 67.0% / V' t Ge
3 9.6 9.6 160.6 157.0 6.1% 36.2% 42.3%
P )4171*-
4 12.8 6.4 80.3 114.4 5.6% 18.1% 23.7%
5 16.0 3.2 26.8 74.0 4.3% 6.0% 10.4%
6 0.0 0.0 0.0 190.6 0.0% 0.0% 0.0%
7 0.0 0.0 0.0 190.6 0.0% 0.0% 0.0%
8 0.0 0.0 0.0 190.6 0.0% 0.0% 0.0%
•
' COLUMN "E"
• , . A = 5.95 in Fy = 50 ksi 28
lx = 55.44 in4 ly = 14.3 in4
Rx = 3.04 in Ry = 1.55 in
• Sx = 11.10 in3 Sy = 7.15 in3
Mcap = 333.0 k -in
1.6 Kips per 48 in Arm
80 in Y -Y braces Ry = 1.55 in Ky = 1
Rx = 3.04 in Kx = 2
18
Ht P M Pcap P /Pcap M/Mcap Combined
(feet) (kips) (k -in) KUr (kips) ( %) % (%)
1 3.2 8.0 231.5 51.6 143.4 5.6% 69.5% 75.1%
2 6.4 6.4 185.2 51.6 143.4 4.5% 55.6% 60.1%
3 9.6 4.8 138.9 75.8 118.1 4.1% 41.7% 45.8%
4 12.8 3.2 92.6 101.1 86.0 3.7% 27.8% 31.5%
5 16.0 1.6 46.3 126.3 55.7 2.9% 13.9% 16.8%
6 0.0 0.0 0.0 51.6 143.4 0.0% 0.0% 0.0%
7 0.0 0.0 0.0 51.6 143.4 0.0% 0.0% 0.0%
8 0.0 0.0 0.0 51.6 143.4 0.0% 0.0% 0.0%
Seismic Cs = 0.305 R = 2.5
LF = 1.4 V = Cs *W /(LF) = 0.218 W
Ht P M Pcap P /Pcap M/Mcap Combined
(feet) (kips) (k -in) (kips) Lys). ( %)
1 3.2 8.0 432.3 190.7 4.2% 97.4% 101.6%
2 6.4 6.4 319.1 190.7 3.4% 71.9% 75.2%
3 9.6 4.8 219.2 157.0 3.1% 49.4% 52.4%
4 12.8 3.2 132.8 114.4 2.8% 29.9% 32.7%
5 16.0 1.6 59.7 74.1 2.2% 13.4% 15.6%
6 0.0 0.0 0.0 190.7 0.0% 0.0% 0.0%
7 0.0 0.0 0.0 190.7 0.0% 0.0% 0.0%
8 0.0 0.0 0.0 190.7 0.0% 0.0% 0.0%
Seismic Cs = 0.305 R = 2.5
LF = 1.4 V = Cs *W /(LF) = 0.218 W
Ht P M Pcap P /Pcap M/Mcap Combined
(feet) (kips) k -in thipil % ( %) fr
1 3.2 16.0 401.6 190.6 8.4% 90.4% 98.8%
2 6.4 12.8 267.7 190.6 6.7% 60.3% 67.0% C.Okr
3 9.6 9.6 160.6 157.0 6.1% 36.2% 42.3% -'------
p �jw 4 12.8 6.4 80.3 114.4 5.6% 18.1 % 23.7%
5 16.0 3.2 26.8 74.0 4.3% 6.0% 10.4%
6 0.0 0.0 0.0 190.6 0.0% 0.0% 0.0%
7 0.0 0.0 0.0 190.6 0.0% 0.0% 0.0%
8 0.0 0.0 0.0 190.6 0.0% 0.0% 0.0%
▪ • Cold Formed Channels Back -Back
• 10/01/06
y Depth 9.000 in Fy = 50 ksi
• Flange 2.250 in
• Lip 1.500 in
Thickness 0.1350 in Base Section
R 0.1350 in
Blank = 15.61 inx 2 wt = 14.3 plf
A = 4.22 in2
Ix = 47.07 in4 Sx = 10.460 in3 Rx = 3.342 in
Iy = 3.16 in4 Sy = 1.976 in3 Ry = 0.866 in
a 8.4600 Web w/t 62.6667
a bar 8.8650 Flg w/t 12.6667
b 1.7100 x bar 0.6511
b bar 2.1150 m 1.1633
c 1.2300 x0 - 1.8144
c bar 1.4325 J 0.0128
u 0.3181 x web 0.7186
gamma 1.0000 x lip 1.5314
R' 0.2025 h/t 64.6667
lamda 0.2743
p 0.7217 b 1.71 0 Flange Reduction
WEB BENDING 50 ksi Q FLGS 47.00 ksi Q WEB
k 4 lamda 1.3157
p 0.6330 be 5.355 37% Web Reduction
o -1.125 Ii -0.016 - 0.14214
LOAD CAPACITY I eff= 47.069 in4
S eff= 10.460 in3 313.79 k -in Cap
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