Specifications (53) 30302oiG — ooa37 /&58 g'd 5 VI/ -rte A I/6
Project: CWS Durham AB -4 Baffle Walls
• 16580 SW 85 Avenue .00 PROFe
Tigard, OR 97224 „c , NG' NE-4 •
Longitude: - 122.76458 °, Latitude: 45.40078° •��
�/I //r --
Client: West Yost & Associates • ' GO
8100 SW Nyberg St, St 400 g 20 0` q_ �o
Tualatin, OR 97062 ' LIAM P�
EXPIRES 12/31 /1
THESE CALCULATIONS HAVE
BEEN SUBMITTED ELECTRONICALLY.
RECORD COPIES ARE ON FILE WITH
THE ENGINEER OF RECORD.
Structural Calculations
Scope: To provide structural calculations for the proposed baffle walls at the above referenced
location. The baffle wall is designed for seismic loads for when the basin is empty only.
Elements not specifically referenced in these calculations are outside the purview of these
calculations and are designed by others
References:
1. 2010 Oregon Structural Specialty Code (OSSC)
2. 2009 International Building Code (IBC)
3. SEUASCE 7 -05, Second Edition, Minimum Design Loads for Buildings and Other
Structures, American Society of Civil Engineers
4. Steel Construction Manual, American Institute of Steel Construction (AISC), 13
• Edition.
5. ACI 318 -08, Building Code Requirements for Structural Concrete, American Concrete
Institute
6. Roark's Formula's for Stress & Strain, 6 Edition
Table of Contents
Scope & References 1
Table of Contents 1
Design Criteria 2
Wall Sketch 3
Lateral Load Determination 4
Wall Design, Seismic on Empty Tank 6
Wall Analysis, Gravity 11
Concrete Infill Analysis 12
/\Revision — 12/15/2010
Revise to Category III structure,
I 1.25, Iw =1.15
File: Pse \09- 182 -03
MSC Peterson Structural Engineers, Inc. project e22,
date I (� 12 f �, Q 6
5319 S.W. Westgate Drive, Suite 215 1 )
Portland, Oregon 97221 -2411
Phone (503) 292 - 1635 designer sheet I of 1
Fax: (503) 292 -9646 041
•
Design Criteria:
• Concrete f c= 4,000 psi, Fy=60 ksi
Soil SB 1,500 PSF (net)
SB 1,500 +y,v(21.87') = 2,865 PSF (gross)
SBau - secs= SBau(l .33) =3,810 PSF (seismic, empty)
Design Loads:
Wind: ASCE 7 -05
95 mph, exp. B
Seismic: From USGS Earthquake Ground Motion Parameters
S5 92.6 % g S( =33.4 % g
Site Class
12-/6/2.10
MSC Peterson Structural Engineers, Inc. project C .' Cl - ' �, date
5319 S.W. Westgate Drive, Suite 215 1J C,i
Portland, Oregon 97221-2411 _
1.
Phone (503)292-1635 designer I_ (,; f-� sheet
Fav (503) 292 -9846 1 � - of
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n5IN Peterson Slruclunsl Englneera, Inc.
5719 S.W. Westgate Drive, Sults 215 project ./( �., date
Portland, Oregon 97221.2411 �' I O / ry uJ /-)-0 .
Phone (507) 292 -1675 designer �' „4 sheet 1
Fax. (507) 292 -9946 of
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Phone (503) 292.1635
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I _zis Peterson Structural Engineers, Inc.
5319 S W. Westgate Drive, Suite 215
Portland, Oregon 97221-2911
PhOne (503) 292.1635 project () (.1 I 62
0
designer 1: i 1 date (
sheet of
Fax: (503) 292-91346
►''i ' 1..� 1_.�j 12 a
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\\\\ Palercon uClurel Englne Inc.
J SJ9 S.W. W Drlv e, SW(e 2!5
project /� r , l date
Portland, Ore gon 97221 -2011 (� ( f� J f._ +�-
Phone (503) 292 -1635 designer r Sheet (^ of
Fax: 1503) 292 -9946 -, L'( j._` U
. www.hilti.us PROFIS Anchor 2.0.7
• Company: Peterson Structural Engineers Page: - 1
Specifier: Elias Hahn Project: CWS Durham
Address: Sub - Project I Pos. No.: AB4 Baffle Wall Anchor
Phone I Fax: - I - Date: 12/15/2010
E -Mail:
Specifier's comments:
1. Input data
Anchor type and diameter: HIT -RE 500-SD + Rebar A 615 Gr:60, #6
Effective embedment depth: h, = 10.395 in. = 15.000 in.) •-main
ABOSIMSENIfifffiffilatida
Material: ASTM A 615 Gr.60
Evaluation Service Report:: ESR 2322 �R.AE oo-so
Issued I Valid: 11/01/20071 -
Proof: design method ACI 318 / AC308
Stand -off installation: e, = 0.000 in. (no stand -off); I = 0.500 in.
Anchor plate: Custom; f = 35998 psi; I, x l x t = 12.000 x 24.000 x 0.500 in. (Recommended plate thickness: not calculated)
Profile no profile
Base material: cracked concrete , 4000, f, = 4000 psi; h = 24.000 in., Temp. short/long: 32/32 F
Installation: hammer drilled hole, installation condition: dry
Reinforcement: condition A; no supplemental splitting reinforcement present
edge reinforcement: none or < No. 4 bar
Geometry [in.]
y Z
x
I�r
*NM t= 0.500
o° h,,= 10.395
El _
o ° x h = 24.000
,_ I re
Loading (Ib, FtLb]
Governing loads Governing loads (Load case 1)
N =0 VP =0 0
M 0.000 M1.= 17520.000
V, 1752
Z V 0
9 M. 0.000
v M 17520.000
M 0.000
x Eccentricity (structural section) [in.]
e, = 0.000; e, = 0.000
Seismic loads (cracked concrete assumed; categories C, D, E, or F): no
V, = 1752
M, = 0.000
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 Milk is a registered Trademark of Hilti AG, Schaan
1-
1 1
www.hilti.us PROFIS Anchor 2.0.7
Company: Peterson Structural Engineers Page: 2 _
Specifier: Elias Hahn Project:
CWS Durham
Address: Sub - Project I Pos. No.: AB4 Baffle Wall Anchor
Phone I Fax: - I - Date: 12/15/2010
E -Mail:
2. Load case /Resulting anchor forces
Load case (governing):
Anchor reactions [Ib]
Tension force: ( +Tension, - Compression)
Anchor Tension force Shear force Shear force x Shear force y
it
1 10834 438 438 0 A y
2 0 438 438 0
3 11708 438 438 0
4 705 438 438 0
>
Tension Compression
max. concrete compressive strain [ 1: 0.29 Ef 0
max. concrete compressive stress [psi]: 1252 � '
resulting tension force in (x/y) =(- 3.740/ - 2.402) [lb]: 23245
resulting compression force in (x/y)= (5.304/- 2.411) [lb]: 23245
4
3. Tension load
Proof Load N. [Ib] Capacity i N,, [Ib] Utilization ]i„ [ %] = NJ¢N„ Status
Steel Strength* 11708 29700 39 OK
" Bond Strength* 23247 23404. 99 OK
Concrete Breakout Strength ** 23247 29675 78 OK
" most unfavorable anchor * *anchor group (anchors in tension)
Steel Strength
N. [Ib] 4, +N.. [Ib] N,.. [Ib]
39600 0.750 29700 11708
Bond Strength
A. [ ] A „r, [in I so.„. [in.] cn. „. [in.] c [in.] c. [in.]
737.86 320.44 17.901 8.950 393.701 15.591
k..a
2 e.,,w,25e0 [p Kt., .r„ [psi] x, ,, [psi] W „.o
P WB „ .
17 2065 1.00 1000 1471 1.322 1.121
e.,.„ [in.] W..,.„. a ,,„ [in.] W.c2. 146
W, „. 4 ad
2.424 0.787 3.411 0.724 1.000 1.000
N. [Ib] 4, 4tN. [Ib] N. [Ib]
24491 0.650 23404 23247
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor ( c ) 2003 -2009 Hits AG, FL -9494 Schaan Rib is a registered Trademark of HO AG, Schaan
U
•
•
•
ILTI
- www.hilti.us PROFIS Anchor 2.0.7
Company: Peterson Structural Engineers Page: 3 -
Specifier. Elias Hahn Project:
CWS Durham
Address: Sub - Project I Pos. No.: AB4 Baffle Wall Anchor
Phone I Fax: - I - Date: 12/15/2010
E -Mail:
Concrete Breakout Strength
A. [in ] A [in ] c [in.] c [in.]
1735.07 972.33 393.701 15.591
eeu [in.] Wwl,N e aN [in.] W.rz.N INN WON kn
2.424 0.865 3.411 0.821 1.000 1.000 17.000
N, (lb] 4, $N nb) N. [lb]
36029 0.650 29675 23247
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor (b ) 2003.2009 Hilti AG, F1 -9494 Schwan Hilt is a registered Trademark ot Hilll AG, Schwan
- - www.hilti.us PROFIS Anchor 2.0.7
Company: Peterson Structural Engineers Page: 4 -
Specifier: Elias Hahn Project: CWS Durham
Address: . Sub - Project I Pos. No.: AB4 Baffle Wall Anchor
Phone I Fax: - I - Date: 12/15/2010
E -Mail:
4. Shear load
Proof Load V.. [Ib] Capacity 4tV, [Ib] Utilization 13,,1%) = V,./0V, Status
Steel Strength' 438 15444 3 OK
Steel failure (with lever arm)* N/A N/A N/A N/A
Pryout Strength** 1752 94989 2 OK
Concrete edge failure in direction" N/A N/A N/A N/A
• most unfavorable anchor "'anchor group (relevant anchors)
Steel Strength
V. [lb] (IV„ [Ib] V. [Ib]
23760 0.650 15444 438
Pryout Strength (concrete breakout relevant)
AN. [in ] A [in ] c kq,
1831.07 972,33 - 2.000
ec,,0 [in.] W.,,,N ecv.v [in.] Wsx.N W...N W,,.N ko
0.000 1.000 0.000 1.000 1.000 1.000 17.000
N, [lb] 4) 0V„, [Ib] V. [Ib]
36029 0.700 94989 1752
5. Combined tension and shear loads
ON = N /0N, p, = Vu /4V, Utilization p „„ [%] Status
0.993 0.028 - 85 OK
pNV =(pN + pV)/ 1 .2 < =1
6. Allowable Stress Design (Refer to ICC -ES Evaluation Service Report)
single anchor relevant (tension); relevant to a single anchor (shear)
Tension [Ib] Shear [Ib]
including excluding including excluding
Reference for load seismic seismic seismic seismic
ACI318 Section D.4.4 - 23404 - 15444
ACl318 Section D.4.5 - 11702 - 7722
R = R. / a
TfT,„• + VA/„.,,,,,,, <= 1.2
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
l0
uIl n.rr u 1
- www.hilti.us PROFIS Anchor 2.0.7
Company: Peterson Structural Engineers Page: 5 -
Specifier: Elias Hahn Project: CWS Durham
Address: Sub- Project I Pos. No.: AB4 Baffle Wall Anchor
Phone I Fax: - I - Date: 12/15/2010
E -Mail:
7. Warnings
Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential
concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or
pryout strength governs.
Although the user chose Condition A the calculation was performed for Condition B. Condition B applies where supplementary reinforcement is not
provided, or where pullout or pryout strength governs!
Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the
Evaluation Service Report for cleaning and installation instructions
The present version of the software does not account for special design provisions for overhead applications. Refer to related approval (e.g. section
4.1.1 of the ICC -ESR 2322) for details.
IBC 2006, Section 1908.1.16, requires that the governing design strength of an anchor or group of anchors be limited by ductile steel failure, if this
is NOT the case, ACI 318 -D Section 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 design strength of anchors specified in
ACI 318 -D section D.3.3.3, or the minimum design strength of the anchors shall be at least 2.5 times the factored forces transmitted by the
attachment.
Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI318 or the relevant standard!
The anchor plate is assumed to be sufficiently stiff in order to be not deformed when subjected to the actions!
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
i `
• 104116119
www.hilti.us PROFIS Anchor 2.0.7
Company: Peterson Structural Engineers Page: 6
Specifier: Elias Hahn Project. CWS Durham
Address: Sub - Project I Pos. No.: AB4 Baffle Wall Anchor
Phone I Fax: - I - Date: 12/15/2010
E -Mail:
8. Installation data
Anchor plate, steel: Custom; f = 35998 psi Anchor type and diameter: HIT -RE 500 -S13 + Rebar A 615 Gr.60, #6
Profile: no profile Installation torque: 0.000 FtLb
Hole diameter in the fixture: d, = 0.750 in. Hole diameter in the base material: 0.875 in.
Plate thickness (input): 0.500 in. Hole depth in the base material: 10.395 in.
Recommended plate thickness: not calculated Minimum thickness of the base material: 12.145 in.
n y
0
0
O
4
0
0
0
0
0
3
x
0
2
0
0
0
0
(\i
0 o'
1 0
0
(6
.000) 2.000)
6.0000 6.0000
Coordinates Anchor [in.]
Anchor x y c„ c„
•
1 -4.000 -9.000 - - -
2 4.000 -3.000 - - - -
3 -4.000 3.000 - - - -
4 4.000 9.000 - - - -
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor ( c ) 2003 -2009 Hi15 AG, FL -9494 Schaan HIIU is a registered Trademark of Hilti AG, Schaan 1
6 2.
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5319 S.W. Westgate Drive, Suite 215 project D (;i ' dell=,
Portland, Oregon 97221 -2a11 1 L i t- • • ( r'` "'I ^ '^' i ��
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Peterson Structural Engineers, Inc.
5319 S.W. Westgate Drive, Salle 215
Portland, Oregon 97221.2411
Phone (503) 292-1635
Fax: (503) 292-9546 project .
date j ;_c:
designer r -
r :■ t I 10
/
sheet (•";'' ') of
Peterson Structural Engineers, Inc. Title : CWS DURHAM - A84 IMPROVEMENTS Job # 09 -182
nun 5319 Sd, Westgate Drive, Suite 215 c EGH • Portland, Oregon 97221 Pro Projeect Desc.:
Pc erscn s„"et, el &einem. Inc _ Phone: 503.292.1635 Project Notes :
Fax: 503.292.9846
. www.psengineers.com hinted 15 DEC 2010. 501AM
Concrete Beam Design File: G :,Pro)ectFlles,2009109- 176to09- 200109 -1821 Enercalc109- 182 -01.ec6
ENERCALC, INC. 1983-2009, Ver.. 6.1.00
Lic #': KW r. „w. .- .. ,.. 1L aense1O neY Peterson structural engineers
Description : Check Existing Concrete Stem
Material Properties Calculations per IBC 2006, CBC 2007, ACI 318 -05
fc i = 4.0 ksi 4 Phi Values Flexure : 0.90
fr = fc * 7.50 = 474.34 psi Shear : 0.750
y! Density = 145.0 pcf 131 = 0.850
Elastic Modulus = 3,605.0 ksi
Load Combination 2006 IBC & ASCE 7 -05
Fy - Main Rebar = 60.0 ksi Fy - Stirrups = 40.0 ksi "
E - Main Rebar = 29,000.0 ksi E - Stirrups = 29,000.0 ksi
Stirrup Bar Size # # 3
Num of Bars Crossing Incl Crack = 2
I I
12 In
E(3 26)
i - - . S
12 "wx24 "h -_ --
Span =23.0 ft
_Cross Section & Reinforcing Details
Rectangular Section, Width = 12.0 in, Height = 24.0 in
Span #1 Reinforcing....
147 at 3,0 in from Bottom, from 0.0 to 23.0 ft in this span 147 at 3.0 in from Top, from 0.0 to 23.0 ft in this span
' Applied Loads Service loads entered. Load Factors will be applied for calculations,
Load for Span Number 1
Point Load : E = 3.526 k (a, 17.250 fl
DESIGN SUMMARY Design N.G.
Maximum Bending Stress Ratio = 1.023: 1 Maximum Deflection
Section used for this span Typical Section Max Downward L +Lr +S Deflection 0.000 in Ratio = 0 <360
Mu : Applied - 60.824 k -ft Max Upward L +Lr +S Deflection 0.000 in Ratio = 0 <360
Mn ' Phi : Allowable 59.450 k -ft Max Downward Total Deflection 0.438 in Ratio = 1258
Load Combination +1.20D+0.50L+0.20S+E Max Upward Total Deflection 0.000 in Ratio = 999 <180
Location of maximum on span 0.000ft
Span # where maximum occurs Span # 1
Vertical Reactions - Unfactored Support notation : Far left is #1
Load Combination Support 1 Support 2
Overall MAXimum 3.526
D+E 3.526
Shear Stirrup Requirements
No Stirrups Required from 0.00 to 23.00 ft along span, Condition : Vu < PhiVc/2
Maximum Forces & Stresses for Load Combinations
Load Combination Location (ft) Bending Stress Results (k -ft )
Segment Length Span # in Span Mu : Max Phi'Mnx Stress Ratio
MAXimum BENDING Envelope
Span # 1 1 -60.82 59.45 1.02
+1.20D+0.50L+0.20S+E
Span # 1 1 -60.82 59.45 1.02
+0.90D+E +1.60H
Span # 1 1 -60.82 59.45 1.02 / ' ` 1211W2-4= i o
Overall Maximum Deflections - Unfactored Loads
Load Combination Span Max. "= Dell Location in Span Load Combination Max. " +" De0 Location in Span
D+E 1 0.4384 23.000 0.0000 0.000
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