Specifications (2) ,gup 2a.A"UV 17)
•EMERICK
CONSTRUCTION CO.
SPECIAL PROJECTS GROUP
SUBMITTAL REVIEW
Project #097 -1 - PacTrust OBP 10 Run Date: 12/2/09 09:57:21
Emerick Construction Company Phone: 503 - 777 -5531
8850 SE Otty Road Fax: 503- 771 -2933
Portland, OR 97086
!THIS FORM TO REMAIN ATTACHED TO SUBMITTAL AT ALL TIMES
Submittal Date: 12/02/09 Type: Product Data
Submittal Number: Division 8 -R Spec Ref: Permit Drawings /Details
Description: Concrete Anchor Revision Arch Respond By: 12/7/09
Submitting Company: Emerick Construction Copies: 3
Reviewed By: Amanda Morris
Emerick Review Response
® Approved. ❑ Approved as noted. ❑ Revise and resubmit.
Emerick Review Comments
1. The following product data is being submitted in accordance with permit drawings and the associated
details.
Emerick Submittal # U -R
Construr,tioii
This drawing or submittal has been reviewed for compliance with
plans and specifications and coordination with the work of others.
Apprcval does not relieve supplier or subcontractor of responsibility
for errors, omissions, or noncompliance with the contract
docu ts.
pproved ❑ Approved as noted
Re • a resubmit /
Br- ` Date: 12 2 v 9
Pending further review disposition by
® PacTrust Z Group Mackenzie ❑
❑ ❑ ❑
TEL 503.771.5531 / FAX 503.771.2933 / www.emerick.com / CCB #10723
PO BOX 66100 * PORTLAND, OR 97290 -6100 / 8850 SE OTTY RD * PORTLAND, OR 97266 -7328
1
Tuesday, December 01, 2009 �
5 .
James G. Pierson, :Inc. 'j
Chad Stubblefield
SI ccf945 5 i ,
Willamette Glass, Inc.
Clackamas, Oregon
4t.
F
i
CONCRETE ANCHOR REVISIONS
OPB 1— BUILDING 10
16600 SW 72ND
- PORTLAND, OR
Chad,
Per our conversation, the sill and head anchors into the existing tilt -up concrete openings can be re-
positioned to be at a minimum of 1 -3/4" from the center of the anchors to the edge (face) of the concrete
walls, either to the exterior or interior face, instead of the mid -point of the wall as is currently shown on
the details 1 & 3 on Sheet 3.1. Also, these anchors can also be embedded to 2 -1/2" instead of 2 -3/4 ".
Please see attached calculation for reference.
Sincerely,
A PRO UCT U, F
.:447 ; 7P
,p 1/ 014r . It 1 ' so A
i° C. CO
EXPIRES: 31 11
Consulting Structural Engineers
320 S.W. Stark, Suite 535 Portland, Oregon 97204 Tel: (503) 226 -1286 Fax: (503) 226 -3130 1
Page 1 of 7
• Anchor Calculations
Anchor Designer for ACI 318 (Version 4.2.0.1)
Job Name : OBP 1 Building 10 Anchorage to Concrete Date/Time : 12/1/2009 1:35:05 PM
1) Input
Calculation Method : ACI 318 Appendix D For Cracked Concrete
Calculation Type : Analysis
a) Layout
Anchor : 3/8" Titen HD Number of Anchors : 1
Embedment Depth : 2.5 in
Built -up Grout Pads : No
cx,
c 1
V uay
Cy2 c�M
by2 V
M b uax
bx �
co
!-
1 ANCHOR
'Nua IS POSITIVE FOR TENSION AND NEGATIVE FOR
COMPRESSION;
+ INDICATES CENTER OF THE ANCHOR
Anchor Layout Dimensions :
cx : 4.25 in
cx 2 : 1.75in
c
cy2 • • 12 in
b
b : 1.5 in
b
b
b) Base Material
Concrete : Normal weight f c • 3000.0 psi
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Cracked Concrete : Yes : 1.00
Condition : B tension and shear 4)F : 1657.5 psi
Thickness, h : 12 in
Supplementary edge reinforcement : No
c) Factored Loads
Load factor source : ACI 318 Section 9.2
N ua • 191 Ib V uax • 339 Ib
V uay • 0 Ib Mux • 0 Ib *ft
M : 0 Ib *ft
e
e
Moderate/high seismic risk or intermediate /high design category : No
Apply entire shear load at front row for breakout : No
d) Anchor Parameters
From C- SAS -2009:
Anchor Model = THD37 d = 0.375 in
Category = 1 h ef = 1.77 in
hmin = 3.75 in c = 2.6875 in
c min = 1.75 in s min = 3 in
Ductile = No
2) Tension Force on Each Individual Anchor
Anchor #1 N ua1 = 191.00 Ib
•
Sum of Anchor Tension EN = 191.00 Ib
a =0.00 in
a = 0.00 in
e' = 0.00 in
e' = 0.00 in
3) Shear Force on Each Individual Anchor
Resultant shear forces in each anchor:
Anchor #1 Vuai = 339.00 Ib (Vuaix = 339.00 Ib , Vuaiy = 0.00 Ib )
Sum of Anchor Shear EV uax = 339.00 Ib, EV = 0.00 Ib
e' = 0.00 in
e' = 0.00 in
4) Steel Strength of Anchor in Tension [Sec. D.5.1]
N = nAsefuta [Eq. D -3]
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' i Page 3 of 7
Number of anchors acting in tension, n = 1
N = 10890 Ib (for a single anchor) [C- SAS -2009]
4) = 0.65 [D.4.4]
ONsa = 7078.50 Ib (for a single anchor)
5) Concrete Breakout Strength of Anchor in Tension [Sec. D.5.2]
N cb = A Nc /A Nco `1' ed,N ` ic,N`fcp,NNb [Eq. D
Number of influencing edges = 1
h = 1.77 in
A NCO = 28.20 in [Eq. D -6]
ANc = 23.39 in
Smallest edge distance, c a,min = 1.75 in
`1' ed,N = 0.8977 [Eq. D -10 or D -11]
Note: Cracking shall be controlled per D.5.2.6
Tc,N = 1.0000 [Sec. D.5.2.6]
T cp,N = 1.0000 [Eq. D -12 or D -13]
N = k 4 f ' c h ef t.5 = 2192.65 Ib [Eq. D -7]
k = 17 [Sec. D.5.2.6]
N = 1632.94 Ib [Eq. D -4]
4) = 0.65 [D.4.4]
4N = 1061.41 Ib (for a single anchor)
6) Pullout Strength of Anchor in Tension [Sec. D.5.3]
N Pn = `I' c.P
N = 1235Ib (f /2,500 psi) = 1352.87 Ib
0 = 0.65
4)N = 879.37 Ib
7) Side Face Blowout of Anchor in Tension [Sec. D.5.4]
Concrete side face blowout strength is only calculated for headed anchors in tension close to an
edge, c < 0.4h Not applicable in this case.
8) Steel Strength of Anchor in Shear [Sec D.6.1]
V = 4460.00 Ib (for a single anchor) [C- SAS -2009]
= 0.60 [D.4.4]
4) V = 2676.00 Ib (for a single anchor)
9) Concrete Breakout Strength of Anchor in Shear [Sec D.6.2]
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Page 4 of 7
- Case 1: Anchor checked against total shear load
In x- direction...
V cbx = A vcx / vcox [Eq. D - 21]
c al = 1.75 in
A vex = 13.78 in
A vcox = 13.78 in [Eq. D -23]
`P ed,V = 1.0000 [Eq. D -27 or D -28]
`Pc,V = 1.0000 [Sec. D.6.2.7]
Vbx = 7(l /d do/ pc(cat)1.5 [Eq. D - 24]
1 1.77 in
V = 741.34 Ib
V cbx = 741.34 Ib [Eq. D-21]
0 = 0.70
V cbx = 518.94 Ib (for a single anchor)
In y- direction...
V cby = Avcy/Avcoy'Ped,VLPc,VVby [Eq. D - 21]
cal = 8.00 in (adjusted for edges per D.6.2.4)
A vcy = 72.00 in
A vcoy = 288.00 in [Eq. D -23]
`P ed,V = 0.7438 [Eq. D -27 or D -28]
;At = 1.0000 [Sec. D.6.2.7]
V = 7(l do/ fc(cat)1.5 [Eq. D -24]
l = 1.77 in
V = 7245.99 Ib
V cby = 1347.30 Ib [Eq. D-21]
$ = 0.70
Vcby = 943.11 Ib (for a single anchor)
Case 2: This case does not apply to single anchor layout
Case 3: Anchor checked for parallel to edge condition
Check anchors at c edge
V cbx = A vcx /A vcox `P ed,V `P c,V V bx [Eq. D
c = 4.25 in
A vcx = 81.28 in
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A vcox = 81.28 in [Eq. D -23]
` = 1.0000 [Sec. D.6.2.1(c)]
W c,v = 1.0000 [Sec. D.6.2.7]
Vbx = 7(le /do)0.2 r do4 fc(ca1)1.5 [Eq. D -24]
1 1.77 in Y
V = 2805.73 Ib
V cbx = 2805.73 Ib [Eq. D -21]
V cby = 2 * Vcbx [Sec. D.6.2.1(c)]
V cby = 5611.46 Ib
= 0.70
Vcby = 3928.02 Ib (for a single anchor)
Check anchors at c y1 edge
V cby = ' vcy vcoyPed,VWc,VVby [Eq. D
c = 8.00 in (adjusted for edges per D.6.2.4)
A vcy = 72.00 in
A vcoy = 288.00 in [Eq. D -23]
`t`ed,V = 1.0000 [Sec. D.6.2.1(c)]
Tc,v = 1.0000 [Sec. D.6.2.7]
• V = 7(le /do)0.2 Y +
doi pc(ca1)1.5 [Eq. D - 24]
1 =1.77 in
V = 7245.99 Ib
V cby = 1811.50 Ib [Eq. D-21]
V cbx = 2 *V [Sec. D.6.2.1(c)]
V cbx = 3622.99 Ib
= 0.70
4 = 2536.10 Ib (for a single anchor)
Check anchors at c edge
V cbx = Avcx/AvcoxTed,V 'Pc,VVbx [Eq. D - 21]
c = 1.75 in
Avcx = 13.78 in
A vcox = 13.78 in [Eq. D -23]
`P ed,V = 1.0000 [Eq. D -27 or D -28] [Sec. D.6.2.1(c)]
T c,v = 1.0000 [Sec. D.6.2.7]
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Vbx = 70 /d
d .4 fc(ca1)1.5 [Eq. D -24]
l = 1.77 in
V = 741.34 Ib
V cbx = 741.34 Ib [Eq. D-21]
V cby = 2 * Vcbx [Sec. D.6.2.1(c)]
V cby = 1482.69 Ib
= 0.70
Vcby = 1037.88 Ib (for a single anchor)
Check anchors at c y2 edge
V cby = Avcy/AVcoy 'Ped,VWc,VVby [Eq. D
c = 8.00 in (adjusted for edges per D.6.2.4)
Pv = 72.00 in
A vcoy = 288.00 in [Eq. D -23]
't' ed,v = 1.0000 [Sec. D.6.2.1(c)]
` = 1.0000 [Sec. D.6.2.7]
V = 7(l /d doq pc(ca1)1.5 [Eq. D -24]
l = 1.77 in
V = 7245.99 Ib
V cby = 1811.50 Ib [Eq. D-21]
V cbx = 2 *V [Sec. D.6.2.1(c)]
V cbx = 3622.99 Ib
4) = 0.70
V cbx = 2536.10 Ib (for a single anchor)
10) Concrete Pryout Strength of Anchor in Shear [Sec. D.6.3]
Vcp = kcpNcb [Eq. D -29]
k = 1 [Sec. D.6.3.1]
N = 1632.94 Ib (from Section (5) of calculations)
V = 1632.94 Ib
4) = 0.70 [D.4.4]
4)V = 1143.06 Ib (for a single anchor)
11) Check Demand /Capacity Ratios [Sec. D.7]
Tension
- Steel : 0.0270
- Breakout : 0.1799
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• - Pullout : 0.2172
- Sideface Blowout : N/A
Shear
- Steel : 0.1267
- Breakout (case 1) : 0.6533
- Breakout (case 2) : N/A
- Breakout (case 3) : 0.1337
- Pryout : 0.2966
T.Max(0.22) + V.Max(0.65) = 0.87 <= 1.2 [Sec D.7.3]
Interaction check: PASS
Use 3/8" diameter Titen HD anchor(s) with 2.5 in. embedment
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