document no. 31629-13-rpt-0004 rev. a · document no. 31629-13-rpt-0004 rev. a page a13 of a14...
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Document No. 31629-13-RPT-0004 Rev. A
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Figure A-7. Soil-Nailed Wall Excerpt from FHWA-SA-96-038
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ATTACHMENT B. MINUTES OF MEETINGS
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Figure B-1. Minutes of Meeting on 5/19/16
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Figure B-2. Minutes of Meeting on 5/24/16
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Figure B-3. Minutes of Meeting on 5/26/16
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Figure B-4. Minutes of Meeting on 6/7/16
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ATTACHMENT C. EMAILS:
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ATTACHMENT D. CIVIL PLAN OF EXCAVATION WITH PROPOSED EARTH RETAINING SYSTEM
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Figure D-1. Civil Plan and Section with Proposed Earth Retaining System
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Figure D-2. Section through Soldier Pile Earth Retaining System
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ATTACHMENT E. CONCEPTUAL DESIGN EXCAVATION PLAN
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Figure E-1. Conceptual Design Excavation Plan and Sections
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ATTACHMENT F. EXCAVATOR USED IN ERS CALCULATIONS
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Figure F-1. Excavator Specifications
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ATTACHMENT G. ERS CALCULATIONS
Document No. 31629-13-RPT-0004 Rev. A
Shoring System Calculations
ReferencesCalifornia Shoring and Trenching Manual, 2011.1.Das, Braja, "Principles of Geotechnial Engineering", Fourth Edition, 1997.2.AISC Steel Construction Manual, 14th Edition.3.FHWA-IF-99-015, "Ground Anchors and Anchored Systems", Geotechnical Engineering Circular No. 4, June4.1999.Final Report Geotechnical Investigation: River Protection Project-Waste Treatment Plant...200 East Area,5.Hanford Site, Richland, Washington, May 11, 2000.WRPS-1505215, Interoffice Memorandum. "Geotechnical Consultant Letter of Recommendation". Washington6.River Protection Solutions, Dated November 10, 2015.
Soil Properties
γ 120pcf Soil unit weight. Conservative, for Fig. 8-1, Ref. 5, forDune Sand and Hanford Formation Sand Facies LowerSand. See Ref. 6 that allows using Ref. 5.
ϕ 32deg Angle of internal friction. See email from Clint Wilsondated 6/7/16 in Attachment D.
δ 17deg Angle friction between steel pile and sandy soil per 2011California Shoring and Trenching Manual, Table 4-2
β 0deg Slope of soil.
ω 0deg Angle of face of retaining wall. See 2011 CaliforniaShoring and Trenching Manual, Figure 4-7, page 4-15.
Find coefficient of active pressure above the excavated soil using Rankin's Theory, which conservatively ignoresthe effect of wall friction. See Das (1997), Eq. 10.17, page 441.
Ka1 tan 45deg 0.5 ϕ( )2
0.307 Coefficient of active earth pressure.
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Document No. 31629-13-RPT-0004 Rev. A
Find coefficient of active pressure using Coulomb's Theory. See 2011 California Shoring and Trenching Manual,Eq. 4-20, page 4-15. See Figure 1 for definition of parameters.
Ka2cos ϕ ω( )
2
cos ω( )2cos δ ω( ) 1
sin δ ϕ( ) sin ϕ β( )
cos δ ω( ) cos ω β( )
2
0.277
Figure 1 Notation used to determine Coulombs active pressure coefficient
Find passive pressure coefficient using 2011 California Shoring and Trenching Manual, Figure 4-37
δ
ϕ0.531
β
ϕ0
R 0.75 Reduction factor based on δ
ϕ0.531
Kp 9.3 Coefficient of passive earth pressure before reductionfrom 2011 California Shoring and Trenching Manual,Figure 4-37. See Figure 2
Kph Kp R cos δ( ) 6.67
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Document No. 31629-13-RPT-0004 Rev. A
Figure 2 Passive earth pressure coefficient from California Shoring and Trenching Manual, Figure 4-37
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Document No. 31629-13-RPT-0004 Rev. A
Anchor Vertical Spacing and Depth of Excavation
S1 7ft Spacing of top anchor
S2 15ft Spacing of second anchor
S3 15ft Spacing of third anchor
S4 7ft Vertical distance between third anchor and final bottom ofexcavation.
H1 S1 3ft 10 ft Excavation depth before first anchor installation.Excavation is 3 ft deeper than anchor for anchorinstallation.
H2 S1 S2 3ft 25 ft Excavation depth before second anchorinstallation.Excavation is 3 ft deeper than anchor foranchor installation..
H3 S1 S2 S3 S4 44 ft Excavation depth before third anchor installation.
Surcharge Loading Due to Equipment
The surcharge loading due to trucks next to the wall will be determined.
The Boussinesq solution for lateral pressure on a wall due to a point load as given in the California Trenching andShoring Manual, page 4-74, is used. x is the distance from the point load to the wall measured parallel to the wall.y is the horizontal distance from the point load to the wall measured perpendicular to the wall. z is the distancefrom the point load elevation to the elevation along the wall where the pressure is determined.
y
H LATERALPRESS.LOCATION
Qp
z
Figure 3 Section for lateral pressure calculation due to a point load.
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Document No. 31629-13-RPT-0004 Rev. A
θ1 x y( ) atan
x
y
Angle. See California Trenching and Shoring Manual,Figure 4-51, page 4-75.
σh_Qp x y z H Qp 0.28Qp
H2
z
H
2
cos 1.1 θ1 x y( ) 2
0.16z
H
2
3
y
H0.4if
1.77Qp
H2
y
H
2z
H
2
cos 1.1 θ1 x y( ) 2
y
H
2z
H
2
3
y
H0.4if
Ref. 1, Eq. 4-70.
Ref. 1, Eq. 4-71
Minimum Construction Surcharge Load
σh_min 75psf Minimum construction surcharge recommended by theCalifornia Trenching and Shoring Manual, Sect. 4.8.1,page 4-70.
Worst case is due to an excavator. The potential excavator surcharge loads are due to a Caterpillar 352F,2015 CAT Catalog AEHQ7476-01 (12/2015) model R4.3TB HD (14'1")
Figure 4 Plan of loading due to excavator.
Woperating 116.6kip Operating Weight
Ltrack 14ft 3in Track length (max).
strack 9ft 6in Spacing of tracks measured between track centerlines.
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Document No. 31629-13-RPT-0004 Rev. A
wtruck
Woperating
2 Ltrack4.091 klf Line loads at both tracks.
Lclear 5ft Closest distance from track centerline of excavator towall.
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Surcharge Loading Before First Tie Back Installation
H1 10 ft Excavation depth before first anchor installation,calculated previously.
σh_truck_1 z( )
0.5 Ltrack
0.5 Ltrack
xσh_Qp x Lclear z H1 wtruck σh_Qp x Lclear strack z H1 wtruck
d
σh_truck_1 z( ) if z 10ft max σh_truck_1 z( ) σh_min σh_truck_1 z( )
j 0 10
Zj
j ft
0 0.1 0.2 0.3 0.410
8
6
4
2
0
Zj
σh_truck_1 Zj ksf
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Document No. 31629-13-RPT-0004 Rev. A
Surcharge Loading Before Second Tie Back Installation
H2 25 ft Excavation depth before second anchor installation,calculated previously.
σh_truck_2 z( )
0.5 Ltrack
0.5 Ltrack
xσh_Qp x Lclear z H2 wtruck σh_Qp x Lclear strack z H2 wtruck
d
σh_truck_2 z( ) if z 10ft max σh_truck_2 z( ) σh_min σh_truck_2 z( )
j 0 25
Zj
j ft
0 0.05 0.1 0.15 0.230
20
10
0
Zj
σh_truck_2 Zj ksf
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Document No. 31629-13-RPT-0004 Rev. A
Surcharge Loading Before Third Tie Back Installation
H3 44 ft Excavation depth after third anchor installation,calculated previously.
σh_truck_3 z( )
0.5 Ltrack
0.5 Ltrack
xσh_Qp x Lclear z H3 wtruck σh_Qp x Lclear strack z H3 wtruck
d
σh_truck_3 z( ) if z 10ft max σh_truck_3 z( ) σh_min σh_truck_3 z( )
j 0 46
Zj
j ft
0 0.02 0.04 0.06 0.0850
40
30
20
10
0
Zj
σh_truck_3 Zj ksf
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Document No. 31629-13-RPT-0004 Rev. A
Adjusted Pile Width and Spacing
It has been shown that the adjusted pile width is greater than the the effective pile width due to soil arching. See2011 California Shoring and Trenching Manual, Sect. 6.2.
d 15.7in Effective pile width for an HP16x88 section.
arch_cap_factor min 0.08ϕ
deg 3
2.56 Arching Capability Factor per 2011 California Shoring andTrenching Manual, Table 6-1.
d1 d arch_cap_factor 3.349 ft Adjusted pile width per 2011 California Shoring andTrenching Manual, Eq. 6-1.
s 8ft Soldier pile spacing.
Condition Before Top Anchor Installation
This is the condition before the top anchor has been installed.
H1 10 ft The depth to the bottom of excavation before the topanchor is installed, calculated previously.
Figure 5 Elevation of soldier pile wall before first anchor installation.
Find the active and passive pressure distributions,
σa1 z( ) Ka1 γ z Active pressure above excavation depth.
σa2 z( ) Ka2 γ z Active pressure below excavation depth.
wa z( ) s( ) σa1 z( ) σh_truck_1 z( )
d1 σa2 z( ) σh_truck_1 z( ) z H1if
Total active pressure and surcharge loading applied tosoldier pile.
wp z( ) 0klf
d1 Kph γ z H1 z H1if
Total passive pressure loading applied to soldier pile.
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Document No. 31629-13-RPT-0004 Rev. A
j 0 20
Zj
j
20
2 H1
0 1 2 3 4 5
20
10
0
Zj
ft
wa Zj klf
0 10 20 30
20
10
0
Zj
ft
wp Zj klf
Driving moment about bottom of pile.
MD D( )
0ft
H1 D
zwa z( ) H1 D z
d
Resisting moment about bottom of pile.
Resisting moment about bottom of pile.MR D( )
0ft
H1 D
zwp z( ) H1 D z
d
FS 1.3 Required safety factor per 2011 California Shoring andTrenching Manual, page 6-17.
Msum D( ) MR D( ) FS MD D( ) Function to represent unbalanced moment betweenresisting and driving moment.
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Document No. 31629-13-RPT-0004 Rev. A
Plot Msum,
j 0 20
DDj
j ft
1 103 0 1 10
3 2 103
0
5
10
15
20
DDj
ft
Msum DDj kip ft
Find the required embedment depth, D, by iteration so that Msum is zero.
D 13.14ft
Msum D( ) 0.55 kip ft ~ 0 OK.
Ddesign 1.2 D 15.768 ft Increase the embedment depth as required by Ref. 1,page 6-3.
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Document No. 31629-13-RPT-0004 Rev. A
Find sheet pile moment and shear force diagrams,
Vfunc Z( )
0ft
Z
zwa z( ) wp z( )
d
Mfunc Z( )
0ft
Z
zwa z( ) wp z( ) Z z( )
d
N 40 j 0 N Zj
H1 D
Nj( )
400 200 0 200 40030
20
10
0
Zj
ft
Mfunc Zj kip ft
200 100 0 10030
20
10
0
Zj
ft
Vfunc Zj kip
Find maximum pile moment and shear force. The maximum moment and shear force are determined abovewhere the shear force is zero and the moment is maximum since the simplified method used in the CaliforniaShoring and Trenching Manual does not represent the actual moment and shear force below this depth. Thiscan be observed since the moment and shear force should be zero at the bottom of the pile. Inspection of theplots above show that the simplified method does not meet this condition.
Find maximum moment where V = 0 by iteration,
Zmax 15.9ft
Vfunc Zmax 0.898 kip
Mmax Mfunc Zmax 298.071 kip ft
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Document No. 31629-13-RPT-0004 Rev. A
Find maximum shear which occurs above the elevation Z = 16 ft
N 40 j 0 NZj
16ft
Nj( )
Vj
Vfunc Zj
Vmax max V V( ) 35.669 kip
10 0 10 20 30 4020
15
10
5
0
Zj
ft
Vj
kip
Summary
Maximum Pile Moment and Shear Force
Mmax 298.071 kip ft Vmax 35.669 kip
Check moment and shear capacity,
Fy 50ksi Pile yield strength. ASTM A572, Gr. 50
Mu 1.6Mmax 476.913 kip ft
Zreq
Mu
0.9 Fy127.177 in
3
ZHP16x88 161in3
Note this shape exceeds compact limit for flexure with Fy= 50 ksi. Check actual capacity using AISC 14th Ed,Sect. F3.
DCZreq
ZHP16x880.79 < OK.
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Document No. 31629-13-RPT-0004 Rev. A
Check shear per AISC 14th Ed, Sect. G2
ϕv 0.9
dHP16x88 15.3in
tw_HP16x88 0.540in
Aw dHP16x88 tw_HP16x88 8.262 in2
Cv 1.0
ϕVn ϕv 0.6 Fy Aw Cv 223.074 kip
Vu 1.6 Vmax 57.07 kip
DCVu
ϕVn0.256 < 1.0 OK
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Condition When All Anchors Have Been Installed
H H3 44 ft Final depth of excavation.
Find the active pressure for braced/restrained walls per the 2011 California Trenching and ShoringManual, page 7-2,
P 0.5 Ka1 γ H2
35.691kip
ft
pa1.3P
HS1
3
S4
3
1.18 ksf Maximum active pressure pressure. Ref. 1, Eq.7-3.
σa z( ) pa
paz
2S1
3
z2S1
3if
paH z( )
2 S4
3
z H2 S4
3if
Ka2 γ z z Hif
Force on pile using pressure distribution accordingFigure 7-2, 2011 California Trenching and ShoringManual, page 7-2.
j 0 40
Zj
j 1.5 H
40
0 1 2 380
60
40
20
0
Zj
ft
σa Zj ksf
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Document No. 31629-13-RPT-0004 Rev. A
Find the resultant of the active pressure and surcharge loading.
s 8 ft Pile spacing defined previously.
d1 3.349 ft Adjusted pile width determined previously.
wa z( ) s σa z( ) σh_truck_3 z( )
d1 σa z( ) σh_truck_3 z( ) z Hif
Note that active pressure is multiplied by the pilespacing above the excavation and by the adjusted pilewidth below the excavation.
0 2 4 6 8 10 1280
60
40
20
0
Zj
ft
wa Zj klf
Find the passive pressure,
wp z( ) 0klf
d1 Kph γ z H3 z Hif
Total passive pressure and surcharge loading applied tosoldier pile.
Find the first anchor force per the California Trenching and Shoring Manual page 7-11.
M10
S1
zwa z( ) S1 z
d 126.021 kip ft
T1U0
S1
zwa z( )
d 48.239 kip
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Document No. 31629-13-RPT-0004 Rev. A
T1LS1
S1 0.5 S2
zwa z( )
dM1
S2 83.639 kip
T1 T1U T1L 131.878 kip
Find the second anchor force per the California Trenching and Shoring Manual page 7-11.
T2US1 0.5 S2
S1 S2
zwa z( )
dM1
S2 66.01 kip
T2LS1 S2
S1 S2 0.5 S3
zwa z( )
d 72.904 kip
T2 T2U T2L 138.914 kip
Calculate last (third) anchor force per the California Trenching and Shoring Manual page 7-11.
T3U T2L 72.904 kip
Find the embedment depth Dp by setting the driving moment equal to resisting moment. Moments are calculated
about the last (third) anchor.
MD Dp S1 S2 S3
H3 Dp
zwa z( ) z S1 S2 S3
d
MR Dp H3
H3 Dp
zwp z( ) z S1 S2 S3
d
Msum Dp MR Dp MD Dp
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Document No. 31629-13-RPT-0004 Rev. A
Plot Msum,
j 0 10
DDj
j ft
500 0 500 1 103 1.5 10
30
2
4
6
8
10
DDj
ft
Msum DDj kip ft
Find the required embedment depth, Dp, by iteration so that Msum is zero.
Dp 5.1565ft
Msum Dp 3.558 103
kip ft ~ 0 OK.
T3LS1 S2 S3
H3 Dp
zwa z( ) wp z( )
d 35.883 kip
T3 T3L T3U 108.787 kip
T3 107.6kip Provides for better equilibrium, see pile shear force andmoments below.
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Document No. 31629-13-RPT-0004 Rev. A
Find design pile embedment D by using a factor safety of 1.3,
FS 3
Msum D( ) MR D( ) FS MD D( )
Plot Msum,
j 0 15
DDj
j ft
1 103 500 0 500 1 10
30
5
10
15
DDj
ft
Msum DDj kip ft
Find the required embedment depth, D, by iteration so that Msum is zero.
D 12.41ft
Msum D( ) 0.093 kip ft ~ 0 OK.
USE D = 13 ft
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Document No. 31629-13-RPT-0004 Rev. A
Plot sheet pile shear and moment diagram,
u z( ) if z 0 0 1( ) Define unit step function
V1 Z( )
0
Z
zwp z( ) wa z( )
d T1 u Z S1 T2 u Z S1 S2 T3 u Z S1 S2 S3
M1 Z( )
0
Z
zwp z( ) wa z( ) Z z( )
d T1 Z S1 u Z S1 T2 Z S1 S2 u Z S1 S2
T3 Z S1 S2 S3 u Z S1 S2 S3
j 0 100
Zj
jH3 Dp
100
Vj
V1 Zj M
jM1 Z
j M1 H3 Dp 1.462 kip ft V1 H3 Dp 0.245 kip
100 50 0 50 10050
40
30
20
10
0
Zj
ft
Vj
kip
200 100 0 100 200 30050
40
30
20
10
0
Zj
ft
Mj
kip ft
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Document No. 31629-13-RPT-0004 Rev. A
Mmax max M M( ) 274.703 kip ft Vmax max V V( ) 79.89 kip
Check moment and shear capacity,
Fy 50ksi Pile yield strength.
Mu 1.6Mmax 439.525 kip ft
Zreq
Mu
0.9 Fy117.207 in
3
ZHP16x88 161in3
Note this shape exceeds compact limit for flexure with Fy= 50 ksi. Check actual capacity using AISC 14th Ed,Sect. F3.
DCZreq
ZHP16x880.728 < 1.0
OK.
Check shear per AISC 14th Ed, Sect. G2
ϕv 0.9
dHP16x88 15.3 in Section depth, previously defined.
tw_HP16x88 0.54 in Section web thickness, previously defined.
Aw dHP16x88 tw_HP16x88 8.262 in2
Cv 1.0
ϕVn ϕv 0.6 Fy Aw Cv 223.074 kip
Vu 1.6 Vmax 127.824 kip
DCVu
ϕVn0.573 < 1.0 OK
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Document No. 31629-13-RPT-0004 Rev. A
Design Anchors
Anchor tendons are of the capacity
ϕTn_min 260kN 58.45 kip Typical minimum anchor design load per Ref. 4, page 70.
ϕTn_max 1160kN 260.778 kip Typical maximum anchor design load per Ref. 4, page 70.
The bond length is between 4.5 m and 12 m per Ref. 4, page 70,
Lbond_min 4.5m 14.764 ft
Lbond_max 12m 39.37 ft
Shannon and Wilson recommended using values in Table 6, FWHA-IF-99-015, for ultimate transfer load (bondstrength) for Sand, Medium Dense to Loose. The value for Loose Sand will be used.
ρ 100kN
m6.852
kip
ft
θ 15deg Inclination of tie-back with respect to horizontal.
Tmax1
cos θ( )max T1 T2 T3 143.814 kip
Tu 1.6 Tmax 230.103 kip Factored tie-back force using a 1.6 load factor.
Lbond_req
Tu
ρ33.581 ft
USE Lbond = 34 ft.
The bonded length must extend beyond the active failure plane which is at an angle of 45 deg + ϕ/2 from the
horizontal by a minimum of H3
58.8 ft or 1.5m 4.921 ft Conclusion: One tie-back per soldier pile is required.
The anchor can be directly supported by the soldier pile or it can be supported by walers between the soldierpiles..
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Document No. 31629-13-RPT-0004 Rev. A
Design of Walers
s 8 ft Spacing of the soldier piles.
Fy 36ksi Yield strength of walers (channel sections)
Mu
Tu s
4460.206 kip ft
Zreq
Mu
2 Fy76.701 in
3 Section modulus required for double channels
back-to-back.
ZMC18x51.9 87.3in3
DCZreq
ZMC18x51.90.879 < 1.0 OK.
Use MC 18x51.9 walers.
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