Specifications (2) WALKER /DILORETO /YOUNIE, INC.
CONSULTING STRUCTURAL • CIVIL ENGINEERS
Principals STRUCTURAL CALCULATIONS
Robert A. Walker FOR
V A'°\.
Dale J. DiLoreto
Wade W. Younie PACIFIC UTILITY STEEL BUILDING
Cole G. Presthus AT
Michael Coronel
12805 SW 77 PLACE
TIGARD, OREGON
OCTOBER 5, 1998
4,, 12219 'P
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DESIGN & PARAMETERS: 1997 UBC
ROOF LOADS 10 psf DL
25 psf LL
WIND 80 MPH, EXP. B (UBC, 1997)
SEISMIC ZONE 3 (UBC, 1997)
TABLE OF CONTENTS:
• FOUNDATION FND -1 TO FND -8
P: \98200 ++ \98202 Pac Utility \Document \202TP001.wpd
Willamette Park Plaza
6420 SW Macadam
Suite 360
Portland, OR 97201
FAX 503/768 -3929
503/768 -3930
email: wdy @wdyi.com
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WALKER /DILORETO /YOUNIE, INC.
CONSULTING STRUCTURAL • CIVIL ENGINEERS
Job FA C, 11 1 C U j 1 L 0 •t Job No. Sheet No. gip- -
Client (� C_ Date /D —; -q s By V\
Principals _ I � — 1 i I _._ , � ' . _ —
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WALKER/DILORETO/YOUNIE, INC.
CONSULTING STRUCTURAL • CIVIL ENGINEERS
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Client 4, .c.. Date 2 -2.9- 92 By_1
Principals
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Assumptions:
(1) 15 ft. vertical depth to uppermost helix
4 (2) Soil unit weight = 125 Ibs./cu. ft.
(3) Static ground water level below tip
of anchor Helix
Diameters:
Q120
Z 110.12.14 151
' .'?"' 100
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FAX 503/768-3929 •: 15 — , Soil Properties
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WALKER /DILORETO /YOUNIE, INC.
CONSULTING STRUCTURAL • CIVIL ENGINEERS
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WALKER /DILORETO /YOUNIE, INC.
CONSULTING STRUCTURAL • CIVIL ENGINEERS
Job FA L rt L R �-, Job No. Sheet No. Fit
Client G Date Q' -11- 90:7 By
Principals —
Robert A. Walker
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Dale J. DiLoreto
Wade W. Younie :._.. _._ ..._.. .._
Cole G. Presthus
Michael Coronet _.. - ...... — ....... ...... _ ........ -.__. _..
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Portland, OR 97201
FAX 503/768 -3929
503/768 -3930
email: wdy @wdyi.com
WALKER /DI LORETO /YOUNI E, INC.
CONSULTING STRUCTURAL • CIVIL ENGINEERS
Job �/1 i rr L! 1 1 L I F Job No. Sheet No. D -
Client Date S By
Principals
Robert A. Walker ..._ .... •
Dale J. DiLoreto
Wade W. Younie
Cole G. Presthus -
Michael Coronet
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Suite 360 V
Portland, OR 97201
FAX 503/768 -3929 G�
503/768 -3930 .. n
email: wdy @wdyi.com J
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WALKER /DILORETO /YOUNIE, INC.
CONSULTING STRUCTURAL • CIVIL ENGINEERS
Job CA -1 i I G 1 a r) Job No Sheet No. F D -�
Client G Date 9 - I f 'e By
Principals
Robert A. Walker ...... _.
Dale J. DiLoreto _ ..._._ _ .._ ...... _._- .
Wade W. Younie
Cole G. Presthus -..
Michael Coronet _..
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FAX 503/768 -3929 1-
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email: wdy @wdyi.com U J
.. FP-7
_ Title : PACIFIC UTILITY
Job # : 98202 Dsgnr: WWY Date: SEP 10,1998
Description....
EFP, MASONRY
CANTILEVERED RETAINING WALL DESIGN Page 1 of 2
GENERAL 1 SOIL DATA 1
Retained Height = 6.00 ft Allow Soil Bearing = 2,000.0psf
Wall height above retained soil 2.00 ft Equivalent Fluid Pressure Method
Slope Behind Wall 1.00: 1 Active Soil Pressure - Heel Side = 55.0psf
Height of Soil over Toe 12.00 in Active Soil Pressure - Toe Side = 55.0pcf
Passive Pressure = 300.0 pcf
Soil Density = 120.00 pcf Water table height over heel = 0.0 ft
FOOTING DATA i SLIDING DATA
Toe Width, = 4.67 ft Friction Factor @ Footing & Soil 0.400
Heel Width = 1.33 ...neglect ht. for passive 12.00in
Total Footing Width = 6.00
Footing Thickness =
14.00 in Lateral Sliding Force = 1,416.4lbs
less Passive Pressure Force = - 554.2 Ibs
KEY DATA I less Friction Force = - 1,688.8lbs
Distance from Toe = 0.00 ft Added Restraint Force Required = 0.0 lbs
Width = 0.00 in
Depth = 0.00 in
FOOTING DESIGN RESULTS ��
Pc = 3,000 psi Minimum Footing Rebar Options
Fy = 60,000 psi Heel Side....
Minimum As % = 0.0018 Toe Side
Rebar Cover @ Top = 2.00 in Not req'd Not req'd
Rebar Cover @ Bottom = 3.00 in Mu < S * Fr Mu < S * Fr
Toe Heel
ACI Factored Soil Pressure = 314 1,762 psf
Mu' : From Upward Loads = 0 0 ft -#
Mu' : From Downward Loads = 0 1,080 ft -#
Mu: Used For Design = 2,591 1,080 ft -#
Actual One Way Shear = 17.20 22.10 psi Key Reinforcement: Not Req'd = Mu<S *Fr
Allowable One -Way Shear = 93.11 93.11 psi
DESIGN SUMMARY
Total Bearing Load = 4,222 Ibs Summary of Stem Section Designs....
...resultant ecc. = 8.37 in Top: 8 in Mas, #5 @16.00 in @Edge, From 8.0 ft to 3.3 ft
Soil Pressure @ Toe = 213 < = 2,000 p 2nd: 12 in Mas, #5@ 8.00 in @Edge, From 3.3 ft to 0.5 ft
Soil Pressure @ Heel = 1,195 < = 2,000 psf
ACI Factored Press @ Toe = 314 psf
ACI Factored Press @ Heel = 1,762 psf
Footing Shear @ Toe = 17.2 < = 93.1 psi
Footing Shear @ Heel = 22.1 < = 93.1 psi LC'a PRO,..-,
WALL STABILITY RATIOS 5.14 �. ' -�'
. .
Overturning Stability Ratio = , . �a ' `, 12219 .1--?---,
Sliding Ratio Ratio = 1.58 ,
/ go- C, iN r
GL � (J 4 )- 15 , ' ``3
O F W Y oar
RetainPro V4.Oa (c) 1989 -96 ENERCALC
- FWD- i,
' Title : PACIFIC UTILITY
Job # : 98202 Dsgnr: WWY Date: SEP 10,1998
Description....
EFP, MASONRY
CANTILEVERED RETAINING WALL DESIGN Page 2 of 2
SUMMARY OF OVERTURNING & RESISTING FORCES & MOMENTS 1
OVERTURNING RESISTING
Force Distance Moment Force Distance Moment
Item lbs ft ft -# lbs ft ft -#
Heel Active Pressure = 1,545.5 2.50 3,862.0
Soil Over Heel 237.6 5.84 1,386.4
Sloped Soil Over Heel = 6.5 5.89 38.5
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem = 0.00
Toe Active Pressure = -129.1 0.72 -93.2
Soil Over Toe 560.4 2.34 1,308.5
Surcharge Over Toe =
Stem Weight(s) = 715.3 5.09 3,637.6
Earth @ Stem Transitions = 106.7 5.50 587.0
Footing Weight = 1,050.0 3.00 3,150.0
Key Weight =
Vert. Component = 1,545.5 6.00 9,273.0
Added Lateral Load =
Load @ Stem Above Soil =
TOTALS = 1,416.4 O.T.M = 3,768.8 4,222.0 R.M. = 19,381.0
Vertical component of' active pressure used for soil pressure
Toe Surcharge Used To Resist Overturning Resisting /Overturning Ratio 5.14
Heel Surcharge Used To Resist Overturning
STEM CONSTRUCTION & DESIGN
Top Stem 2nd Stem i
Stem OK Stem OK
Design at this height above ftg 3.33 ft 0.50 ft
Wall Material Above "Ht" Masonry Masonry
Thickness 8.00in 12.00 in
Rebar Size # 5 # 5
Rebar Spacing 16.00in 8.00 in
Rebar Placed at Edge Edge
Design Data
fb /FB + fa /Fa 0.164 0.465
Total Force @ Section 195.61bs 825.0 lbs
Moment....Actual 173.8ft-# 1,524.0 ft-#
Moment Allowable 1,058.Oft -# 3,274.4 ft -#
Shear Actual 3.49 psi 8.68 psi
Shear Allowable 19.36 psi 19.36 psi
Bar Embed ABOVE Ht. 30.00 in 12.00 in s'' ;. = :� "
Bar Embed BELOW Ht. 30.00 in 6.00 in e''- r :v
Wall Weight 78.Opsf 124.0 psf
Rebar Depth 'd' 5.25 in 9.00 in ,/,`
t
Masonry Data - - �' /
f'm 1,500 psi 1,500 psi 6 )
Fs = 24,000 psi 24,000 psi �`-'
Solid Grouting Yes Yes �^ _1,11).N
J .'?
Special Inspection = No No 4. �� '- i 5. 'fir, '•
Modular Ratio 'n' 25.78 25.78 ' : >,. \ 5
Short Term Factor 1.000 1.000 -'''''....-.-.......1/19_,..,
Equiv. Solid Thick. 7.60in 11.60 in
Concrete Data
f' c
Fy
RetainPro V4.0a (c) 1989 -96 ENERCALC