J.04_K-2C_Design_Analysis_Report_20090428.pdf

GENERAL INFORMATION

El Paso Sector requested the K‐2C fence be relocated from the north side of the El Paso Water District (EPWD) seepage ditch to the north side of the Rio Grande levee maintained by the U.S. Section of the International Boundary & Water Commission (USIBWC). The dry side bank of the Rio Grande levee serves as the south bank of the EPWD main canal. In order to place the fence it was proposed to construct an benched embankment on the dry side of the Rio Grande levee so to separate the EPWD main canal and Rio Grande levee as well as provide a location for placement of the K‐2C fence. See the construction plans for typical sections.

To facilitate the construction schedule, the project was broken into three phases. The combined construction plans are attached. The Geotechnical Exploration Report by PSI is also attached, however, it is important to note that stationing for the Geotechnical borings do not directly correlate with the stationing shown on the plans, therefore the boring locations are approximate.

DESIGN APPROACH/RESULTS

The U.S. Army Corps of Engineers (USACE) provided Michael Baker Jr., Inc (Baker) with Geotechnical exploration borings performed by PSI, Inc. Baker was directed by USACE to use the available information from the PSI report and develop parameters for use in the foundation design and levee stability analysis.

Typically the fence (PV‐2) foundation was designed as continuous trench. Loads to the fence foundation were developed and applied per the International Building Code (2006 Edition). Levee stability analyses were run for worst case scenarios and in all cases the placement of the fence foundation improved the factor of safety for the levee during full flood stage and rapid draw down. Likewise the placement of the fence foundation had no negative effect on under seepage.

During the design of K‐2C EPWD and Border Patrol requested to be able to drive on the north side of the fence. In addition to this, it was USACE position that no existing EPWD structures be disturbed by fence construction.

Therefore to accommodate both requests the fence would have to be placed closer to the top of the levee on but still within the dry bank and the new embankment. To maintain levee stability, drilled shaft foundations were implemented for the foundation at these locations. This eliminated the need for the levee to provide bearing capacity to support the foundation. Levee stability analysis was run assuming no new embankment and that the drilled shafts were augered directly into the dry bank of the levee, wherein reality new embankment will be placed on the dry side of the levee for placement of the shafts. Even with no new, levee stability analysis showed that 15‐ ft shafts increased the factor of safety, however, from a structural demand the shaft lengths were required to be deepened to approximately 35‐ft. It was determined that additional stability could be waived due to the appearance of homogeneous material below the 15‐ft mark and that additional depth would only increase the factors of safety. It was also noted that throughout the borings by PSI, a clay layer was encountered in all borings except two. The clay layer varied in thickness from 3‐ft to 6‐ft ending at 14‐ft below ground at the deepest location. This clay layer will act as a “stop” for water attempting to pipe up the drilled shafts that end in the predominantly silty sandy stratums below. It was also noted that the water table was generally below the clay layer.

SUPPORTING DATA:

Attached are the following supporting documents:

• Construction Plans

• Foundation Calculations

• Levee Stability Calculations

• Geotechnical Report (By PSI, Inc.)

K‐2C (REVISED) CONSTRUCTION PLANS

FENCE FOUNDATION CALCULATIONS

TYPICAL TRENCH

WITH SUPPLEMENTAL EMBANKMENT

S.O. No. : 112319 Subject: PF225 K-2C Foundation Calculations Computed: TEQ Date: 11/31/08

Sheet No.: 1 of 7

Modulus of Elasticity: Ec 57000 f'c psi⋅⋅:= Ec 3122 ksi=

Concrete Allowable Stress: Fcall 0.40 f'c⋅:= Fcall 1.2 103 × psi=

Weight of concrete: γc 0.150 kcf⋅:=

Wall cover: Cw 2 in⋅:=

Footing cover: Cf 3 in⋅:=

STEEL PROPERTIES:

Yield Strength of Steel: fy 46 ksi⋅:=

SOIL PROPERTIES:

Weight of Backfill γb 0.125kcf:=

Coefficient of Sliding: μ 0.35:=

The following analysis is for fence type PV-2 supported on reinforced cast-in-place concrete continuous trench foundation. The total height of the fence is 18-ft from grade. Intermediate posts will be neglected for wind loading in the design of the fence.

Reference(s): 1. International Building Code, 2006

2. Geotechnical Values Derived from Geotechnical Report by PSI, Inc.

1. UNITS:

Derived Units: psi lbf in2 := psf lbf ft2 := plf lbf ft

:= kip 1000lbf:= ksi kip in2 := kcf kip ft3 := ksf kip ft2 klf kip ft

:= pcf lbf ft3 :=kft kip ft⋅:=

2. INPUT:

GENERAL WALL PROPERTIES:

CONCRETE PROPERTIES:

Strength of Concrete: f'c 3000 psi⋅:=

K-2C Rev_Fence Calcs.mcd

Calculations Computed: TEQ Date: 11/31/08

Sheet No.: 2 of 7

Wind Criteria:

Exposure: C

Maximum Wind Velocity: Vwind 90:=

Importance Category: II

Rigid Structure: Yes

Velocity Pressure Exposure Coefficient (Kz):

Applicable Section: 6.5.6.6

Applicable Table(s): 6-3 & 6-2

Applicable Figure(s): 6-4 zg 900:=

H = 0-ft to 15-ft H = 15-ft to 20-ft

Kz_15 0.85:= Kz_18 0.88:=

2. DESIGN LOADS:

Dimensions:

Fence Height: Hf 18ft:=

Post Tributary Width: Tr 9.0ft:=

Mesh percent solid area: SA 0.62:=

Rail Height Above Grade: Hr 3.0ft:=

Weights:

Mesh: Wm 5.66psf:=

Posts/Rails: Wpr 35.24plf:=

Live Load Criteria:

Live load Impact: PLL 10kip:=

Calculations Computed: TEQ Date: 11/31/08

Sheet No.: 3 of 7 qz_18 15.511 psf=qz_18 0.00256psf Kz_18 Kzt⋅ Kd⋅ I⋅ Vwind qz_15 14.982 psf=qz_15 0.00256psf Kz_15 Kzt⋅ Kd⋅ I⋅ Vwind

Wind Velocity Pressures (qz):

I 1.0:=

Applicable Figure(s): -

Applicable Table(s): 1-1 & 6-1

Applicable Section: 6.5.5

Importance Factor (I):

Kd 0.85:=

Applicable Figure(s): -

Applicable Table(s): 6-4

Applicable Section: 6.5.4.4

Wind Directionality Factor (Kd):

Kzt 1:=Ridge, therefore topograpic factor => 1Approach Type:

Applicable Figure(s): 6-4

Applicable Table(s): -

Applicable Section: 6.5.7

Topographic Factor (Kzt):

Calculations Computed: TEQ Date: 11/31/08

Sheet No.: 4 of 7

G 0.903=G 0.925 1 1.7 gq⋅ Iz⋅ Q⋅+

1 1.7 gv⋅ Iz⋅+

Q 0.958=Q

1 0.63 B Hf+ lz

0.63

0.5

B 1ft:= lz 427.057 ft=lz l zmin

33ft εbar εbar 0.20:= l 500ft:= gv 3.4:= gq 3.4:=

Iz 0.228=Iz c 33ft zmin c 0.20:= zmin 15ft:=<zbar 10.8 ft=zbar 0.6 Hf⋅:=

Applicable Figure(s): -

Applicable Table(s): 6-2

Applicable Section: 6.5.8

Gust Factor (G):

Calculations Computed: TEQ Date: 11/31/08

Sheet No.: 5 of 7

M 27.07 kft=M 0.75 Fw_15 7.5⋅ ft Fw_18 16.5⋅ ft+ 0.5 10⋅ kip Hr⋅+( )⋅:=

P 5.54 kip=P 0.75 Fw_15 Fw_18+ 0.5 10⋅ kip+( ):=

Controling load case is 0.75 x (L + W)

For foundadation design, distribute live load impact to two posts

Foundation Loading:

Fw_18 351.7 lbf=Fw_18 qz_18 G⋅ Cf_mesh⋅ Hf 15ft−( )⋅ Tr⋅ SA⋅:=

Fw_15 2038.5 lbf=Fw_15 qz_15 G⋅ Cf_mesh⋅ Hf⋅ Tr⋅ SA⋅:=

Wind Force:

Cf_mesh 1.5:=Surface Area per SF = 62% < 70%, Use figure 6-21 =>

Applicable Figure(s): 6-18 to 6-22

Applicable Table(s): -

Applicable Section: 6.5.13

Force Coefficient (Cf):

Calculations Computed: TEQ Date: 11/31/08

Sheet No.: 6 of 7

Use Embedment of 7'- 0" (Includes ~1-ft depth at top to be ignored) d 5.62 ft=d A

1 1

4.36 h⋅

A

A 2.88 ft=A

2.34 P⋅

LTrench S1⋅

S1 999.733 psf=S1 q d1⋅ d1 5.75ft:=Try Depth:

q pp pp+:=

Note: passive pressure increased by 1/3 for short term loading pp 391.2 pcf=pp 3.26 120⋅ pcf:= h 4.884 ft=h M P

LTrench 4.5ft:=

Depth of trench to be determined using post embed formula per section 1805.7.2.1 of reference number 1 and recommendations derived from reference number 2.

Trench Embedment:

Calculations Computed: TEQ Date: 11/31/08

Sheet No.: 7 of 7

Trench Design:

For Trench Reinforcing Design, distribute live load impact to one post:

Controling load case is 1.6W + 0.5L

Vu 1.6 Fw_15 Fw_18+( )⋅ 0.5 10⋅ kip+:= Vu 8.824 kip=

Mu 1.6 Fw_15 7.5⋅ ft Fw_18 16.5⋅ ft+( )⋅ 0.5 10kip Hr⋅( )⋅+:= Mu 48.748 kft=

Design of K-2B trench utilizes trench with same cross-sectional dimensions. In addition, a factor of 1.0 was multiplied against the service live load which was not required per code. Therefore, since K-2B trench design uses higher loads with matching section, use K-2B reinforcing design. Design to follow.

(4/28/2009) Timothy Quillman - Fwd: Re: K-2C analysis Page 1

From: Jack Dziubek To: Quillman, Timothy Date: 11/26/2008 1:22 PM Subject: Fwd: Re: K-2C analysis

They are for compacted fill if it is silty sand like the material in the boring. If you know the borrow will be a silty gravel or a clayey gravel, the phi will be 34 degrees. and the Kp = 3.5.

>>> Timothy Quillman 11/26/2008 2:49 PM >>> These are the values for the levee embankment, as logged in the PSI report, not the new embankment to be constructed with select fill. Correct?

Thanks.

>>> Jack Dziubek 11/26/2008 11:32 AM >>> Tim, Use this for passive pressure. Pp = 3.26 X 120 X H X .5H

>>> Ron Cline 11/26/2008 11:45 AM >>> O.K. for 32 degree Kp = 3.26. The soil wt is 120 pcf that we estimated for the fill.

TQuillman Sticky Note Baker Estimate soil values based on PSI Values.

DRILLED SHAFT/GRADE BEAM FOUNDATION

EXISTING EMBANKMENT ONLY

Subject: PF225 - K-2C Foundation at Obstructions Computed: TEQ Date: 2/09/09

Sheet No.: 1 of 5

Modulus of Elasticity: Ec 57000 f'c psi⋅⋅:= Ec 3122 ksi=

Concrete Allowable Stress: Fcall 0.40 f'c⋅:= Fcall 1.2 103 × psi=

Weight of concrete: γc 0.150 kcf⋅:=

Wall cover: Cw 2 in⋅:=

Footing cover: Cf 3 in⋅:=

STEEL PROPERTIES:

Yield Strength of Steel: fy 46 ksi⋅:=

SOIL PROPERTIES:

Weight of Backfill γb 0.125kcf:=

Coefficient of Sliding: μ 0.35:=

At several locations, existing structures prevent the construction of the embankment to be continuous. To allow the fence to be continuous across these areas, grade beams founded on drilled shafts will be used to support the fence. The drilled shafts will support all the dead load and all lateral forces so to not have to rely on the levee for bearing capacity. Furthermore, the levee embankment itself will not be relied on for lateral support.

The fence/gate type associated with this design is PV-2. The total height of the fence is 18-ft from grade.

Intermediate posts will be neglected for wind loading in the design of the fence. The maximum tributary width at a crossing is 28-ft.

Reference(s): 1. International Building Code, 2006

2. Final Geotechnical Report by PSI, Inc.

1. UNITS:

Derived Units: psi lbf in2 := psf lbf ft2 := plf lbf ft

:= kip 1000lbf:= ksi kip in2 := kcf kip ft3 := ksf kip ft2 klf kip ft

:=kft kip ft⋅:=

2. INPUT:

GENERAL WALL PROPERTIES:

CONCRETE PROPERTIES:

Strength of Concrete: f'c 3000 psi⋅:=

K-2C_Fence Calcs_No Embankment.mcd

Obstructions Computed: TEQ Date: 2/09/09

Sheet No.: 2 of 5

Wind Criteria:

Exposure: C

Maximum Wind Velocity: Vwind 90:=

Importance Category: II

Rigid Structure: Yes

Velocity Pressure Exposure Coefficient (Kz):

Applicable Section: 6.5.6.6

Applicable Table(s): 6-3 & 6-2

Applicable Figure(s): 6-4 zg 900:=

H = 0-ft to 15-ft H = 15-ft to 20-ft

Kz_15 0.85:= Kz_18 0.90:=

2. DESIGN LOADS:

Dimensions:

Fence Height: Hf 18ft:=

Post Tributary Width: Tr 28ft:=

Mesh percent solid area: SA 0.62:=

Rail Height Above Top of Shaft: Hr 6.0ft:=

Weights:

Mesh: Wm 5.66psf:=

Posts/Rails: Wpr 35.24plf:=

Live Load Criteria:

Obstructions Computed: TEQ Date: 2/09/09

Sheet No.: 3 of 5 qz_18 15.9 psf=qz_18 0.00256psf Kz_18 Kzt⋅ Kd⋅ I⋅ Vwind qz_15 15.0 psf=qz_15 0.00256psf Kz_15 Kzt⋅ Kd⋅ I⋅ Vwind

Wind Velocity Pressures (qz):

I 1.0:=

Applicable Figure(s): -

Applicable Table(s): 1-1 & 6-1

Applicable Section: 6.5.5

Importance Factor (I):

Kd 0.85:=

Applicable Figure(s): -

Applicable Table(s): 6-4

Applicable Section: 6.5.4.4

Wind Directionality Factor (Kd):

Kzt 1:=Plains, therefore topograpic factor => 1Approach Type:

Applicable Figure(s): 6-4

Applicable Table(s): -

Applicable Section: 6.5.7

Obstructions Computed: TEQ Date: 2/09/09

Sheet No.: 4 of 5

G 0.9=G 0.925 1 1.7 gq⋅ Iz⋅ Q⋅+

1 1.7 gv⋅ Iz⋅+

Q 1.0=Q

1 0.63 B Hf+ lz

0.63

0.5

B 1ft:= lz 427.1 ft=lz l zmin

33ft εbar εbar 0.20:= l 500ft:= gv 3.4:= gq 3.4:=

Iz 0.2=Iz c 33ft zmin c 0.20:= zmin 15ft:=<zbar 10.8 ft=zbar 0.6 Hf⋅:=

Applicable Figure(s): -

Applicable Table(s): 6-2

Applicable Section: 6.5.8

Obstructions Computed: TEQ Date: 2/09/09

Sheet No.: 5 of 5

M 94.52 kft=M 0.75 Fw_15 7.5⋅ ft Fw_18 16.5⋅ ft+ 10kip Hr⋅+( )⋅:=

P 13.1 kip=P 0.75 Fw_15 Fw_18+ 10kip+( ):=

Controling load case is 0.75 x (LL + W)

For foundadation design, live load impact will be to one post

Foundation Loading:

Fw_18 1119.2 lbf=Fw_18 qz_18 G⋅ Cf_mesh⋅ Hf 15ft−( )⋅ Tr⋅ SA⋅:=

Fw_15 6342 lbf=Fw_15 qz_15 G⋅ Cf_mesh⋅ Hf⋅ Tr⋅ SA⋅:=

Wind Force:

Cf_mesh 1.5:=Surface Area per SF = 62% < 70%, Use figure 6-21 =>

Applicable Figure(s): 6-18 to 6-22

Applicable Table(s): -

Applicable Section: 6.5.13

Force Coefficient (Cf):

Obstructions Computed: TEQ Date: 2/09/09

Minimum Embedment of 16'- 0" Required for Vertical Capacity => 35-ft Embedment OK for Vertical Capacity

O.K.

wtotal vc 1.047=Percent over allowable:

vc 48.2 kip=vc bc 11.7 bcincr⋅+( ) π

⋅ Dped

For 3.5-ft diameter shaft by 16-ft deep, the following vertical capacity is provided:

depth 11.7=depth 5000psf 1500psf−

300psf

Maximum Allowable Bearing Capacity of 5,000 psf corresponding depth:

For adjacent PF fence project, maximum allowable bearing capacity has been 5,000 PSF bcincr 300psf:=For adjacent PF fence projects, Allowable Bearing Capacity increase per foot of depth:

bc 1500psf:=For adjacent PF fence projects, Allowable Bearing Capacity at 5-ft below grade:

wtotal 50.5 kip=wtotal wbm wfnc+:= wfnc 6.4kip=wfnc Wpr Hf⋅ 4⋅ Wpr Tr⋅+ Wm Hf⋅ Tr⋅+:=Fence Dead Load:

wbm 44.1 kip=wbm 3.5ft 3.0⋅ ft Tr⋅ γc⋅:=Beam Dead Load:

Tr 28.0 ft=Maximum Beam Tributtary Width:

Dped 3.5ft:=Drilled Shaft Diameter:

Check bearing capacity of drilled shaft under maximum vertical service load:

Drilled Shaft Embedment - Cont.'d:

MODIFIED TRENCH

Calculations Computed: TEQ Date: 3/9/09

Sheet No.: 1 of 6

Ec 57000 f'c psi⋅⋅:= Ec 3122 ksi=

Concrete Allowable Stress: Fcall 0.40 f'c⋅:= Fcall 1.2 103 × psi=

Weight of concrete: γc 0.150 kcf⋅:=

Wall cover: Cw 2 in⋅:=

Footing cover: Cf 3 in⋅:=

STEEL PROPERTIES:

Yield Strength of Steel: fy 46 ksi⋅:=

SOIL PROPERTIES:

Weight of Backfill γb 0.125kcf:=

Coefficient of Sliding: μ 0.35:=

Recommended Passive Pressure: pp 390 psf ft

The following analysis is for fence type PV-2 supported on reinforced cast-in-place concrete continuous trench foundation with modified dimensions to accomodate field conditions. The total height of the fence is 18-ft from grade. Intermediate posts will be neglected in the design of the fence foundation.

Reference(s): 1. International Building Code, 2006

2. Boring Logs by PSI, Inc.

1. UNITS:

Derived Units: psi lbf in2 := psf lbf ft2 := plf lbf ft

:= kip 1000lbf:= ksi kip in2 := kcf kip ft3 := ksf kip ft2 klf kip ft

:=kft kip ft⋅:=

2. INPUT:

GENERAL WALL PROPERTIES:

CONCRETE PROPERTIES:

Strength of Concrete: f'c 3000 psi⋅:=

Modulus of Elasticity:

K-2C_Mod Ftg Calcs.mcd

Calculations Computed: TEQ Date: 3/9/09

Sheet No.: 2 of 6

Wind Criteria:

Exposure: C

Maximum Wind Velocity: Vwind 90:=

Importance Category: II

Rigid Structure: Yes

Velocity Pressure Exposure Coefficient (Kz):

Applicable Section: 6.5.6.6

Applicable Table(s): 6-3 & 6-2

Applicable Figure(s): 6-4 zg 900:=

H = 0-ft to 15-ft H = 15-ft to 20-ft

Kz_15 0.85:= Kz_18 0.88:=

2. DESIGN LOADS:

Dimensions:

Fence Height: Hf 18ft:=

Post Tributary Width: Tr 9.0ft:=

Mesh percent solid area: SA 0.62:=

Rail Height Above Grade: Hr 3.0ft:=

Weights:

Mesh: Wm 5.66psf:=

Posts/Rails: Wpr 35.24plf:=

Live Load Criteria:

Calculations Computed: TEQ Date: 3/9/09

Sheet No.: 3 of 6 qz_18 15.511 psf=qz_18 0.00256psf Kz_18 Kzt⋅ Kd⋅ I⋅ Vwind qz_15 14.982 psf=qz_15 0.00256psf Kz_15 Kzt⋅ Kd⋅ I⋅ Vwind

Wind Velocity Pressures (qz):

I 1.0:=

Applicable Figure(s): -

Applicable Table(s): 1-1 & 6-1

Applicable Section: 6.5.5

Importance Factor (I):

Kd 0.85:=

Applicable Figure(s): -

Applicable Table(s): 6-4

Applicable Section: 6.5.4.4

Wind Directionality Factor (Kd):

Kzt 1:=Ridge, therefore topograpic factor => 1Approach Type:

Applicable Figure(s): 6-4

Applicable Table(s): -

Applicable Section: 6.5.7

Calculations Computed: TEQ Date: 3/9/09

Sheet No.: 4 of 6

G 0.903=G 0.925 1 1.7 gq⋅ Iz⋅ Q⋅+

1 1.7 gv⋅ Iz⋅+

Q 0.958=Q

1 0.63 B Hf+ lz

0.63

0.5

B 1ft:= lz 427.057 ft=lz l zmin

33ft εbar εbar 0.20:= l 500ft:= gv 3.4:= gq 3.4:=

Iz 0.228=Iz c 33ft zmin c 0.20:= zmin 15ft:=<zbar 10.8 ft=zbar 0.6 Hf⋅:=

Applicable Figure(s): -

Applicable Table(s): 6-2

Applicable Section: 6.5.8

Calculations Computed: TEQ Date: 3/9/09

Sheet No.: 5 of 6

Resisting Loads

Footing Depth: D 5.25ft:=

Footing Width: B 2.75ft:=

Footing Tributary Width to Single Post: W 4.5ft:=

Footing & Fence Dead Load: Pdl D B⋅ W⋅ γc⋅ 170plf W⋅+:= Pdl 10.51 kip=

Footing & Fence Resisting Moment: Mdl Pdl 0.5⋅ B⋅:= Mdl 14.452 kft=

Passive Resistance: Pp 0.5 pp⋅ D 0.5 ft⋅−( )2⋅ W⋅:= Pp 19.799 kip=

Passive Resisting Moment: Mp

Pp⋅ D 0.5ft−( )⋅:= Mp 31.348 kft=

Force Coefficient (Cf):

Applicable Section: 6.5.13

Applicable Table(s): -

Applicable Figure(s): 6-18 to 6-22

Surface Area per SF = 62% < 70%, Use figure 6-21 => Cf_mesh 1.5:=

Wind Force:

Fw_15 qz_15 G⋅ Cf_mesh⋅ 15ft( )⋅ Tr⋅ SA⋅:= Fw_15 1698.7 lbf=

Fw_18 qz_18 G⋅ Cf_mesh⋅ Hf 15ft−( )⋅ Tr⋅ SA⋅:= Fw_18 351.7 lbf=

Foundation Loading:

For foundadation design, distribute 60% of live load impact to a single post

Controling load case is 0.75 x (LL + W)

Sliding/Overturning

Psl 0.75 Fw_15 Fw_18+ 0.6 10⋅ kip+( ):= Psl 6.04 kip=

Mot 0.75 Fw_15 7.5⋅ ft Fw_18 16.5⋅ ft+ 0.6 10⋅ kip Hr⋅+( )⋅:= Mot 27.41 kft=

Calculations Computed: TEQ Date: 3/9/09

Sheet No.: 6 of 6

SF

Mresist

Mot := SF 1.67= > 1.5 o.k.

Soil Pressure: P Pdl:= P 11 kip=

M Mresist Mot−:= M 18 kft= x M P

:= x 1.75 ft= xcl B x−:= xcl 0.37 ft= < B/6 o.k.

Sy W B2

⋅:= Sy 6 ft3=

A B W⋅:= A 12 ft2= σmax1 P A xcl

Sy

⋅:= σmax1 1544 psf= ~ 1500 psf o.k.

σmin1 P A xcl

Sy

⋅:= σmin1 155 psf= > 0 psf o.k.

4. FOUNDATION STABILITY:

Minimum Factor of Safety for Sliding: MinSFs 1.5:=

Minimum Factor of Safety for Overturning: MinSFot 1.5:=

Kern Region: B

0.458 ft=

Coefficient of Friction: μ 0.35:=

EQN 16-10 DL + 0.75x(LL + W) + H

Sliding: Psliding Psl:= Psliding 6 kip=

Presist Pdl:= Presist 11 kip=

Factor of Safety: SF μ Presist⋅ Pp+

Psliding := SF 3.888= > 1.5 o.k.

Overturning: Mot 27 ft kip=

Mresist Mdl Mp+:= Mresist 46 ft kip=

Factor of Safety:

LEVEE STABILITY CALCULATIONS

LEVEE STABILITY CALCULATIONS

WITHOUT SUPPLEMENTAL EMBANKMENT

GEOTECHNICAL REPORT

BY PSI, INC.

Professional Service Industries, Inc. • 4601 Ripley Drive • El Paso, Texas 79922 • Phone 915/584-1317 • Fax 915/584-6037 635-85051

Geotechnical Engineering Services K-2C Border Fence Project El Paso, Texas

Prepared for:

Kiewit New Mexico Co.

1100 Pendale Road El Paso, Texas 79907

November 10, 2008

Professional Service Industries, Inc. • 4601 Ripley Drive • El Paso, Texas 79922 • Phone 915/584-1317 • Fax 915/584-6037

November 10, 2008

Kiewit New Mexico Co.

1100 Pendale Road El Paso, Texas 79907

Attn: Mr. Jason Zumbrunnen

Re: Subsurface Exploration and

Field and Laboratory Testing for K-2C Border Fence Project

El Paso, Texas PSI Project No: 635-85051

Dear Mr. Zumbrunnen:

As requested, PSI has completed the on-site soil exploration and testing of the proposed K-2C Border Fence. It is understood that the project consists of the construction of approximately 6.6 miles of primary fence along the Rio Grande Levee in the vicinity of El Paso, Texas. The site for the proposed K-2C Border Fence begins at station 0+00 and ends at station 365+00 in El Paso, Texas. PSI explored the subsurface materials by drilling nine (9) soil test borings at the site to depths of 20 feet. Borings were drilled at an interval of 0.75 mile along the approximately 6.6 miles of the existing levee road with the first boring drilled at station 0+00 and the last boring drilled at station 360+00.

This report includes the results of field and laboratory testing. Boring Location Plans with the location of the borings are attached on Sheet No. A1 thru A9 and boring logs with soil/rock descriptions, stratifications, penetration resistances, locations of the samples, water level information obtained during field operations and laboratory test data are presented on Sheets No. B1 thru B9.

We appreciate the opportunity to perform this Geotechnical Study and look forward to continued participation during the design and construction phases of this project. If you have any questions pertaining to this report, or if we may be of further service, please contact our office at (915) 584-1317.

Respectfully submitted, Professional Service Industries, Inc.

Danny R. Anderson, P.E. Cynthia R. Zuniga, E.I.T.

Principal Consultant Graduate Engineer

Attachments:

Boring Location Plans A1 thru A9 Boring Logs B1 thru B9 Grain Size Particle Analysis C1 thru C16 pH, Resistivity and Soluble Chlorides and Sulfates Results D1 thru D2 Key to Terms Used on Logs E1 Moisture-Density Relationship of Soil F1

Sheet No. A1

BORING LOCATION PLANPSI

4601 Ripley Drive El Paso, Texas 79922

PROJECT

NAME:

K-2C Border Fence El Paso, Texas PSI Project No.:635-85051 Approximate Boring Location

NOT TO SCALE

B-1

Sheet No. A2

4601 Ripley Drive El Paso, Texas 79922

PROJECT

NAME:

K-2C Border Fence El Paso, Texas PSI Project No.:635-85051 Approximate Boring Location

B-2

Sheet No. A3

4601 Ripley Drive El Paso, Texas 79922

PROJECT

NAME:

K-2C Border Fence El Paso, Texas PSI Project No.:635-85051 Approximate Boring Location

B-3

Sheet No. A4

4601 Ripley Drive El Paso, Texas 79922

PROJECT

NAME:

K-2C Border Fence El Paso, Texas PSI Project No.:635-85051 Approximate Boring Location

B-4

Sheet No. A5

4601 Ripley Drive El Paso, Texas 79922

PROJECT

NAME:

K-2C Border Fence El Paso, Texas PSI Project No.:635-85051 Approximate Boring Location

B-5

Sheet No. A6

4601 Ripley Drive El Paso, Texas 79922

PROJECT

NAME:

K-2C Border Fence El Paso, Texas PSI Project No.:635-85051 Approximate Boring Location

B-6

Sheet No. A7

4601 Ripley Drive El Paso, Texas 79922

PROJECT

NAME:

K-2C Border Fence El Paso, Texas PSI Project No.:635-85051 Approximate Boring Location

B-7

Sheet No. A8

4601 Ripley Drive El Paso, Texas 79922

PROJECT

NAME:

K-2C Border Fence El Paso, Texas PSI Project No.:635-85051 Approximate Boring Location

B-8

Sheet No. A9

4601 Ripley Drive El Paso, Texas 79922

PROJECT

NAME:

K-2C Border Fence El Paso, Texas PSI Project No.:635-85051 Approximate Boring Location

B-9

5-5-6

3-6-6

3-5-5

5-8-15

2-3-7

3-5-6

SM

CH

SM

SM

SAND, silty, brown, medium dense, moist

CLAY, fat, with sand, brown, stiff, moist

SAND, silty, with clay lenses, brown, loose to medium dense, dry

SAND, silty, light brown, loose to medium dense, moist to wet

Boring terminated at 21.5

18.4

6.0

82.9

22.0

NP

BORING LOCATION: See Appendix CLIENT: Kiewit New Mexico Co.

PROJECT: K-2C Border Fence Project

DATE DRILLED: 10-30-08 START: FINISH: LOCATION: El Paso, Texas

GROUND SURFACE ELEVATION: N/A

WATER TABLE DEPTH: 20' TIME: DATE: DRILL CREW: Garcia/Aguilar LOGGED BY: T. Atiyeh

DRILL MAKE & MODEL: B. Longyear BIT: 6 5/8 O.D. HSA DRILLING RODS: AWJ DRILLING METHOD: Hollow Stem Auger WEATHER CONDITIONS: Sunny

PAGE 1 OF

REVIEWED BY: Danny R. Anderson, P.E. FILE NO: 635-85051 BORING NO.: B-1

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2-2-3

2-2-3

2-1-2

2-1-3

8-11-11

10-15-14

SM

SM

SM

SM

SAND, silty, with gravel, light brown dry

SAND, fine, silty, light brown, loose, dry

SAND, fine, silty, with clay lenses, brown, very loose, moist

SAND, silty, light browon, medium dense, wet

Boring terminated at 21.5 feet

3.1 12.2 - - NP

BORING LOCATION: See Appendix CLIENT: Kiewit New Mexico Co.

PROJECT: K-2C Border Fence Project

DATE DRILLED: 10-30-08 START: FINISH: LOCATION: El Paso, Texas

GROUND SURFACE ELEVATION: N/A

WATER TABLE DEPTH: 18' TIME: DATE: DRILL CREW: Garcia/Aguilar LOGGED BY: T. Atiyeh

DRILL MAKE & MODEL: B. Longyear BIT: 6 5/8 O.D. HSA DRILLING RODS: AWJ DRILLING METHOD: Hollow Stem Auger WEATHER CONDITIONS: Sunny

PAGE 1 OF

REVIEWED BY: Danny R. Anderson, P.E. FILE NO: 635-85051 BORING NO.: B-2

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10-4-4

4-2-1

3-2-1

2-1-2

16-9-13

10-8-7

SM

CL

SM

SAND, silty, light brown, loose to very loose, dry

CLAY, sandy, lean, brown, soft, moist

SAND, silty, light brown, medium dense, moist to wet

Boring terminated at 21.5 feet

3.9

20.5

16.4

67.9

NP

BORING LOCATION: See Appendix CLIENT: Kiewit New Mexico Co.

PROJECT: K-2C Border Fence Project

DATE DRILLED: 10-30-08 START: FINISH: LOCATION: El Paso, Texas

GROUND SURFACE ELEVATION: N/A

WATER TABLE DEPTH: 17.5' TIME: DATE: DRILL CREW: Garcia/Aguilar LOGGED BY: T. Atiyeh

DRILL MAKE & MODEL: B. Longyear BIT: 6 5/8 O.D. HSA DRILLING RODS: AWJ DRILLING METHOD: Hollow Stem Auger WEATHER CONDITIONS: Sunny

PAGE 1 OF

REVIEWED BY: Danny R. Anderson, P.E. FILE NO: 635-85051 BORING NO.: B-3

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4-2-2

2-2-2

2-2-2

1-2-2

4-5-4

2-3-2

SM

SM

CL

SM

SP

SAND, silty, with gravel, brown, moist

SAND, fine, silty, brown, moist, loose

CLAY, lean, brown, soft, wet

SAND, silty, light brown, wet

SAND, poorly graded, light brown, wet, loose

Boring terminated at 21.5

10.6

31.1

49.9

94.2

NP

BORING LOCATION: See Appendix CLIENT: Kiewit New Mexico Co.

PROJECT: K-2C Border Fence Project

DATE DRILLED: 10-30-08 START: FINISH: LOCATION: El Paso, Texas

GROUND SURFACE ELEVATION: N/A

WATER TABLE DEPTH: 19' TIME: DATE: DRILL CREW: Garcia/Aguilar LOGGED BY: T. Atiyeh

DRILL MAKE & MODEL: B. Longyear BIT: 6 5/8 O.D. HSA DRILLING RODS: AWJ DRILLING METHOD: Hollow Stem Auger WEATHER CONDITIONS: Sunny

PAGE 1 OF

REVIEWED BY: Danny R. Anderson, P.E. FILE NO: 635-85051 BORING NO.: B-4

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16-4-2

2-2-3

3-2-3

7-2-2

8-6-9

5-2-4

SM

SM

SM

SM

SAND, silty, with gravel, brown, moist

SAND, fine, silty, brown, loose, moist

SAND, silty, with lenses of clay, brown, loose, moist

SAND, silty, light brown, medium dense to loose, dry

Boring terminated at 21.5

13.5

5.1

46.7

12.4

NP

BORING LOCATION: See Appendix CLIENT: Kiewit New Mexico Co.

PROJECT: K-2C Border Fence Project

DATE DRILLED: 10-30-08 START: FINISH: LOCATION: El Paso, Texas

GROUND SURFACE ELEVATION: N/A

WATER TABLE DEPTH: 21' TIME: DATE: DRILL CREW: Garcia/Aguilar LOGGED BY: T. Atiyeh

DRILL MAKE & MODEL: B. Longyear BIT: 6 5/8 O.D. HSA DRILLING RODS: AWJ DRILLING METHOD: Hollow Stem Auger WEATHER CONDITIONS: Sunny

PAGE 1 OF

REVIEWED BY: Danny R. Anderson, P.E. FILE NO: 635-85051 BORING NO.: B-5

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2-1-2

2-2-2

1-2-1

1-1-2

7-11-14

7-8-9

GM

SM

CL

SM

GRAVEL, silty, with sand, brown, moist

SAND, fine, silty, brown, moist, loose

CLAY, lean, brown, soft, wet

SAND, silty, light brown, moist, medium dense

Boring terminated at 21.5

3.2

31.0

16.3

96.8

NP

BORING LOCATION: See Appendix CLIENT: Kiewit New Mexico Co.

PROJECT: K-2C Border Fence Project

DATE DRILLED: 10-30-08 START: FINISH: LOCATION: El Paso, Texas

GROUND SURFACE ELEVATION: N/A

WATER TABLE DEPTH: 19.5' TIME: DATE: DRILL CREW: Garcia/Aguilar LOGGED BY: T. Atiyeh

DRILL MAKE & MODEL: B. Longyear BIT: 6 5/8 O.D. HSA DRILLING RODS: AWJ DRILLING METHOD: Hollow Stem Auger WEATHER CONDITIONS: Sunny

PAGE 1 OF

REVIEWED BY: Danny R. Anderson, P.E. FILE NO: 635-85051 BORING NO.: B-6

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2-3-2

2-1-2

1-1-2

1-2-2

5-7-10

5-12-19

SM

SM

CL-ML

SM

SAND, silty, with gravel, brown, moist

SAND, fine, silty, brown, loose, moist

CLAY, silty, brown, soft, moist

SAND, silty, light brown, medium dense to dense, moist

Boring terminated at 21.5

29.3 85.8 22 16 6

BORING LOCATION: See Appendix CLIENT: Kiewit New Mexico Co.

PROJECT: K-2C Border Fence Project

DATE DRILLED: 10-30-08 START: FINISH: LOCATION: El Paso, Texas

GROUND SURFACE ELEVATION: N/A

WATER TABLE DEPTH: 15.5' TIME: DATE: DRILL CREW: Garcia/Aguilar LOGGED BY: T. Atiyeh

DRILL MAKE & MODEL: B. Longyear BIT: 6 5/8 O.D. HSA DRILLING RODS: AWJ DRILLING METHOD: Hollow Stem Auger WEATHER CONDITIONS: Sunny

PAGE 1 OF

REVIEWED BY: Danny R. Anderson, P.E. FILE NO: 635-85051 BORING NO.: B-7

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2-2-2

2-1-2

1-2-2

1-2-4

11-9-10

5-7-15

SM

ML

CL

SM

SAND, silty, with gravel, brown, dry

SILT, fine, sandy, brown, soft, moist

CLAY, lean, brown, soft to firm, wet

SAND, silty, light brown, medium dense, moist to wet

Boring terminated at 21.5

12.6

41.4

61.2

NP

BORING LOCATION: See Appendix CLIENT: Kiewit New Mexico Co.

PROJECT: K-2C Border Fence Project

DATE DRILLED: 10-30-08 START: FINISH: LOCATION: El Paso, Texas

GROUND SURFACE ELEVATION: N/A

WATER TABLE DEPTH: 19' TIME: DATE: DRILL CREW: Garcia/Aguilar LOGGED BY: T. Atiyeh

DRILL MAKE & MODEL: B. Longyear BIT: 6 5/8 O.D. HSA DRILLING RODS: AWJ DRILLING METHOD: Hollow Stem Auger WEATHER CONDITIONS: Sunny

PAGE 1 OF

REVIEWED BY: Danny R. Anderson, P.E. FILE NO: 635-85051 BORING NO.: B-8

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8-8-5

2-3-4

2-2-2

2-4-3

4-11-13

2-3-3

SM

SM

CL

SM

SM

SAND, silty, with gravel, brown, dry

SAND, fine, silty, brown, moist, loose

CLAY, lean, brown, firm, wet

SAND, silty, with lenses of clay, brown, very loose to loose, moist

SAND, silty, light brown, wet, loose, medium dense

Boring terminated at 21.5

38.7

90.8

12.3

NP

BORING LOCATION: See Appendix CLIENT: Kiewit New Mexico Co.

PROJECT: K-2C Border Fence Project

DATE DRILLED: 10-30-08 START: FINISH: LOCATION: El Paso, Texas

GROUND SURFACE ELEVATION: N/A

WATER TABLE DEPTH: 19' TIME: DATE: DRILL CREW: Garcia/Aguilar LOGGED BY: T. Atiyeh

DRILL MAKE & MODEL: B. Longyear BIT: 6 5/8 O.D. HSA DRILLING RODS: AWJ DRILLING METHOD: Hollow Stem Auger WEATHER CONDITIONS: Sunny

PAGE 1 OF

REVIEWED BY: Danny R. Anderson, P.E. FILE NO: 635-85051 BORING NO.: B-9

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PROJECT: K-2C Border Fence Project REPORT OF TEST ON: Fat Clay with Sand (CH) RECEIVED FROM: Boring B-1 at 5 to 6½ feet

REPORT OF PARTICLE SIZE ANALYSIS

SIEVE SIZE CUM. WT. PERCENT PERCENT

(M.M.) (inches) RETAINED PASSING RETAINED

75.00 3.0 0.0 100 0

38.1 1.5 0.0 100 0

19.0 0.75 0.0 100 0

9.5 0.375 0.0 100 0

4.75 No. 4 0.0 100 0

2.36 No. 8 0.8 100 0

1.18 No. 16 1.9 99 1

0.425 No. 30 4.0 98 2

0.30 No. 50 7.0 96 4

0.15 No. 100 13.8 92 8

0.08 No. 200 27.9 82.9 17.1

DRY SAMPLE WEIGHT (g): 163.5 LIQUID LIMIT: 79 MAX. PARTICLE SIZE: -No. 4

PLASTICITY INDEX: 50 MOISTURE CONTENT: 18.4%

This report covers laboratory procedure in general accordance with ASTM D2487, D2217, D4318, and D2216.

FILE NO: 635-85051

SHEET NO: C1

Particle Sizes

Pe rc en t P as si ng

No. 4 No. 8 No. 16 No. 30 No. 50 No. 100 No. 2000.3750.751.53

SANDGRAVEL SILT & CLAY

REPORT OF TEST ON: Silty Sand (SM) RECEIVED FROM: Boring B-1 at 10 to 11½ feet

REPORT OF PARTICLE SIZE ANALYSIS

SIEVE SIZE CUM. WT. PERCENT PERCENT

(M.M.) (inches) RETAINED PASSING RETAINED

75.00 3.0 0.0 100 0

38.1 1.5 0.0 100 0

19.0 0.75 0.0 100 0

9.5 0.375 0.0 100 0

4.75 No. 4 0.0 100 0

2.36 No. 8 0.0 100 0

1.18 No. 16 0.0 100 0

0.425 No. 30 0.5 100 0

0.30 No. 50 41.3 80 20

0.15 No. 100 148.1 29 71

0.08 No. 200 161.7 22.0 78.0

DRY SAMPLE WEIGHT (g): 207.2 LIQUID LIMIT: - MAX. PARTICLE SIZE: -No. 16

PLASTICITY INDEX: NP MOISTURE CONTENT: 6.0%

This report covers laboratory procedure in general accordance with ASTM D2487, D2217, D4318, and D2216.

FILE NO: 635-85051

SHEET NO: C2

Particle Sizes

Pe rc en t P as si ng

RECEIVED FROM: Boring B-2 at 2½ to 4 feet

REPORT OF PARTICLE SIZE ANALYSIS

SIEVE SIZE CUM. WT. PERCENT PERCENT

(M.M.) (inches) RETAINED PASSING RETAINED

75.00 3.0 0.0 100 0

38.1 1.5 0.0 100 0

19.0 0.75 0.0 100 0

9.5 0.375 0.0 100 0

4.75 No. 4 0.7 100 0

2.36 No. 8 1.9 99 1

1.18 No. 16 2.8 98 2

0.425 No. 30 5.2 97 3

0.30 No. 50 18.1 90 10

0.15 No. 100 125.0 30 70

0.08 No. 200 157.2 12.2 87.8

DRY SAMPLE WEIGHT (g): 179.0 LIQUID LIMIT: - MAX. PARTICLE SIZE: -0.375 in

PLASTICITY INDEX: NP MOISTURE CONTENT: 3.1%

This report covers laboratory procedure in general accordance with ASTM D2487, D2217, D4318, and D2216.

FILE NO: 635-85051

SHEET NO: C3

Particle Sizes

Pe rc en t P as si ng

RECEIVED FROM: Boring B-3 at 5 to 6½ feet

REPORT OF PARTICLE SIZE ANALYSIS

SIEVE SIZE CUM. WT. PERCENT PERCENT

(M.M.) (inches) RETAINED PASSING RETAINED

75.00 3.0 0.0 100 0

38.1 1.5 0.0 100 0

19.0 0.75 0.0 100 0

9.5 0.375 6.0 97 3

4.75 No. 4 7.2 96 4

2.36 No. 8 7.8 96 4

1.18 No. 16 8.4 95 5

0.425 No. 30 8.8 95 5

0.30 No. 50 17.2 90 10

0.15 No. 100 111.8 38 62

0.08 No. 200 149.9 16.4 83.6

DRY SAMPLE WEIGHT (g): 179.4 LIQUID LIMIT: - MAX. PARTICLE SIZE: -0.75 in

PLASTICITY INDEX: NP MOISTURE CONTENT: 3.9%

This report covers laboratory procedure in general accordance with ASTM D2487, D2217, D4318, and D2216.

FILE NO: 635-85051

SHEET NO: C4

Particle Sizes

Pe rc en t P as si ng

REPORT OF TEST ON: Sandy Lean Clay (CL) RECEIVED FROM: Boring B-3 at 10 to 11½ feet

REPORT OF PARTICLE SIZE ANALYSIS

SIEVE SIZE CUM. WT. PERCENT PERCENT

(M.M.) (inches) RETAINED PASSING RETAINED

75.00 3.0 0.0 100 0

38.1 1.5 0.0 100 0

19.0 0.75 0.0 100 0

9.5 0.375 0.0 100 0

4.75 No. 4 1.5 99 1

2.36 No. 8 3.2 98 2

1.18 No. 16 4.5 97 3

0.425 No. 30 5.5 96 4

0.30 No. 50 7.3 95 5

0.15 No. 100 24.0 84 16

0.08 No. 200 49.6 67.9 32.1

DRY SAMPLE WEIGHT (g): 154.4 LIQUID LIMIT: 35 MAX. PARTICLE SIZE: -0.375 in

PLASTICITY INDEX: 20 MOISTURE CONTENT: 20.5%

This report covers laboratory procedure in general accordance with ASTM D2487, D2217, D4318, and D2216.

FILE NO: 635-85051

SHEET NO: C5

Particle Sizes

Pe rc en t P as si ng

RECEIVED FROM: Boring B-4 at 2½ to 4 feet

REPORT OF PARTICLE SIZE ANALYSIS

SIEVE SIZE CUM. WT. PERCENT PERCENT

(M.M.) (inches) RETAINED PASSING RETAINED

75.00 3.0 0.0 100 0

38.1 1.5 0.0 100 0

19.0 0.75 0.0 100 0

9.5 0.375 2.7 99 1

4.75 No. 4 3.2 98 2

2.36 No. 8 4.6 97 3

1.18 No. 16 6.0 97 3

0.425 No. 30 7.3 96 4

0.30 No. 50 9.5 95 5

0.15 No. 100 35.6 80 20

0.08 No. 200 90.3 49.9 50.1

DRY SAMPLE WEIGHT (g): 180.4 LIQUID LIMIT: - MAX. PARTICLE SIZE: -0.75 in

PLASTICITY INDEX: NP MOISTURE CONTENT: 10.6%

This report covers laboratory procedure in general accordance with ASTM D2487, D2217, D4318, and D2216.

FILE NO: 635-85051

SHEET NO: C6

Particle Sizes

Pe rc en t P as si ng

REPORT OF TEST ON: Lean Clay (CL) RECEIVED FROM: Boring B-4 at 10 to 11½ feet

REPORT OF PARTICLE SIZE ANALYSIS

SIEVE SIZE CUM. WT. PERCENT PERCENT

(M.M.) (inches) RETAINED PASSING RETAINED

75.00 3.0 0.0 100 0

38.1 1.5 0.0 100 0

19.0 0.75 0.0 100 0

9.5 0.375 0.0 100 0

4.75 No. 4 0.0 100 0

2.36 No. 8 0.0 100 0

1.18 No. 16 0.1 100 0

0.425 No. 30 0.4 100 0

0.30 No. 50 0.9 99 1

0.15 No. 100 2.3 98 2

0.08 No. 200 8.3 94.2 5.8

DRY SAMPLE WEIGHT (g): 142.1 LIQUID LIMIT: 35 MAX. PARTICLE SIZE: -No. 8

PLASTICITY INDEX: 14 MOISTURE CONTENT: 31.1%

This report covers laboratory procedure in general accordance with ASTM D2487, D2217, D4318, and D2216.

FILE NO: 635-85051

SHEET NO: C7

Particle Sizes

Pe rc en t P as si ng

RECEIVED FROM: Boring B-5 at 7½ to 9 feet

REPORT OF PARTICLE SIZE ANALYSIS

SIEVE SIZE CUM. WT. PERCENT PERCENT

(M.M.) (inches) RETAINED PASSING RETAINED

75.00 3.0 0.0 100 0

38.1 1.5 0.0 100 0

19.0 0.75 0.0 100 0

9.5 0.375 0.0 100 0

4.75 No. 4 0.9 100 0

2.36 No. 8 1.5 99 1

1.18 No. 16 2.0 99 1

0.425 No. 30 3.1 98 2

0.30 No. 50 13.6 93 7

0.15 No. 100 76.8 61 39

0.08 No. 200 105.7 46.7 53.3

DRY SAMPLE WEIGHT (g): 198.4 LIQUID LIMIT: 20 MAX. PARTICLE SIZE: -0.375 in

PLASTICITY INDEX: 1 MOISTURE CONTENT: 13.5%

This report covers laboratory procedure in general accordance with ASTM D2487, D2217, D4318, and D2216.

FILE NO: 635-85051

SHEET NO: C8

Particle Sizes

Pe rc en t P as si ng

RECEIVED FROM: Boring B-5 at 15 to 16½ feet

REPORT OF PARTICLE SIZE ANALYSIS

SIEVE SIZE CUM. WT. PERCENT PERCENT

(M.M.) (inches) RETAINED PASSING RETAINED

75.00 3.0 0.0 100 0

38.1 1.5 0.0 100 0

19.0 0.75 0.0 100 0

9.5 0.375 0.0 100 0

4.75 No. 4 2.5 99 1

2.36 No. 8 3.9 98 2

1.18 No. 16 4.7 97 3

0.425 No. 30 5.6 97 3

0.30 No. 50 8.8 95 5

0.15 No. 100 117.6 31 69

0.08 No. 200 149.1 12.4 87.6

DRY SAMPLE WEIGHT (g): 170.2 LIQUID LIMIT: - MAX. PARTICLE SIZE: -0.375 in

PLASTICITY INDEX: NP MOISTURE CONTENT: 5.1%

This report covers laboratory procedure in general accordance with ASTM D2487, D2217, D4318, and D2216.

FILE NO: 635-85051

SHEET NO: C9

Particle Sizes

Pe rc en t P as si ng

REPORT OF TEST ON: Silty Gravel with Sand (GM) RECEIVED FROM: Boring B-6 at 0 to 1½ feet

REPORT OF PARTICLE SIZE ANALYSIS

SIEVE SIZE CUM. WT. PERCENT PERCENT

(M.M.) (inches) RETAINED PASSING RETAINED

75.00 3.0 0.0 100 0

38.1 1.5 0.0 100 0

19.0 0.75 27.7 88 12

9.5 0.375 73.8 68 32

4.75 No. 4 96.4 58 42

2.36 No. 8 115.2 50 50

1.18 No. 16 128.2 45 55

0.425 No. 30 139.0 40 60

0.30 No. 50 151.5 35 65

0.15 No. 100 175.8 24 76

0.08 No. 200 194.0 16.3 83.7

DRY SAMPLE WEIGHT (g): 231.9 LIQUID LIMIT: - MAX. PARTICLE SIZE: -1.5 in

PLASTICITY INDEX: NP MOISTURE CONTENT: 3.2%

This report covers laboratory procedure in general accordance with ASTM D2487, D2217, D4318, and D2216.

FILE NO: 635-85051

SHEET NO: C10

Particle Sizes

Pe rc en t P as si ng

RECEIVED FROM: Boring B-6 at 10 to 11½ feet

REPORT OF PARTICLE SIZE ANALYSIS

SIEVE SIZE CUM. WT. PERCENT PERCENT

(M.M.) (inches) RETAINED PASSING RETAINED

75.00 3.0 0.0 100 0

38.1 1.5 0.0 100 0

19.0 0.75 0.0 100 0

9.5 0.375 0.0 100 0

4.75 No. 4 0.0 100 0

2.36 No. 8 0.0 100 0

1.18 No. 16 0.3 100 0

0.425 No. 30 0.4 100 0

0.30 No. 50 0.5 100 0

0.15 No. 100 0.9 99 1

0.08 No. 200 4.6 96.8 3.2

DRY SAMPLE WEIGHT (g): 146.0 LIQUID LIMIT: 38 MAX. PARTICLE SIZE: -No. 8

PLASTICITY INDEX: 19 MOISTURE CONTENT: 31.0%

This report covers laboratory procedure in general accordance with ASTM D2487, D2217, D4318, and D2216.

FILE NO: 635-85051

SHEET NO: C11

Particle Sizes

Pe rc en t P as si ng

REPORT OF TEST ON: Silty Clay (CL-ML) RECEIVED FROM: Boring B-7 at 10 to 11½ feet

REPORT OF PARTICLE SIZE ANALYSIS

SIEVE SIZE CUM. WT. PERCENT PERCENT

(M.M.) (inches) RETAINED PASSING RETAINED

75.00 3.0 0.0 100 0

38.1 1.5 0.0 100 0

19.0 0.75 0.0 100 0

9.5 0.375 0.0 100 0

4.75 No. 4 0.0 100 0

2.36 No. 8 0.0 100 0

1.18 No. 16 0.4 100 0

0.425 No. 30 0.8 100 0

0.30 No. 50 1.1 100 0

0.15 No. 100 3.3 99 1

0.08 No. 200 31.8 85.8 14.2

DRY SAMPLE WEIGHT (g): 223.5 LIQUID LIMIT: 22 MAX. PARTICLE SIZE: -No. 8

PLASTICITY INDEX: 6 MOISTURE CONTENT: 29.3%

This report covers laboratory procedure in general accordance with ASTM D2487, D2217, D4318, and D2216.

FILE NO: 635-85051

SHEET NO: C12

Particle Sizes

Pe rc en t P as si ng

REPORT OF TEST ON: Sandy Silt (ML) RECEIVED FROM: Boring B-8 at 5 to 6½ feet

REPORT OF PARTICLE SIZE ANALYSIS

SIEVE SIZE CUM. WT. PERCENT PERCENT

(M.M.) (inches) RETAINED PASSING RETAINED

75.00 3.0 0.0 100 0

38.1 1.5 0.0 100 0

19.0 0.75 0.0 100 0

9.5 0.375 0.0 100 0

4.75 No. 4 1.0 99 1

2.36 No. 8 1.8 99 1

1.18 No. 16 2.7 98 2

0.425 No. 30 3.4 98 2

0.30 No. 50 5.1 97 3

0.15 No. 100 31.9 79 21

0.08 No. 200 58.3 61.2 38.8

DRY SAMPLE WEIGHT (g): 150.3 LIQUID LIMIT: - MAX. PARTICLE SIZE: -0.375 in

PLASTICITY INDEX: NP MOISTURE CONTENT: 12.6%

This report covers laboratory procedure in general accordance with ASTM D2487, D2217, D4318, and D2216.

FILE NO: 635-85051

SHEET NO: C13

Particle Sizes

Pe rc en t P as si ng

RECEIVED FROM: Boring B-8 at 10 to 11½ feet

REPORT OF PARTICLE SIZE ANALYSIS

SIEVE SIZE CUM. WT. PERCENT PERCENT

(M.M.) (inches) RETAINED PASSING RETAINED

75.00 3.0 0.0 100 0

38.1 1.5 0.0 100 0

19.0 0.75 0.0 100 0

9.5 0.375 0.0 100 0

4.75 No. 4 0.0 100 0

2.36 No. 8 0.0 100 0

1.18 No. 16 0.0 100 0

0.425 No. 30 0.1 100 0

0.30 No. 50 0.5 100 0

0.15 No. 100 1.0 99 1

0.08 No. 200 1.7 99.0 1.0

DRY SAMPLE WEIGHT (g): 178.6 LIQUID LIMIT: 46 MAX. PARTICLE SIZE: -No. 16

PLASTICITY INDEX: 27 MOISTURE CONTENT: 41.4%

This report covers laboratory procedure in general accordance with ASTM D2487, D2217, D4318, and D2216.

FILE NO: 635-85051

SHEET NO: C14

Particle Sizes

Pe rc en t P as si ng

RECEIVED FROM: Boring B-9 at 5 to 6½ feet

REPORT OF PARTICLE SIZE ANALYSIS

SIEVE SIZE CUM. WT. PERCENT PERCENT

(M.M.) (inches) RETAINED PASSING RETAINED

75.00 3.0 0.0 100 0

38.1 1.5 0.0 100 0

19.0 0.75 0.0 100 0

9.5 0.375 0.0 100 0

4.75 No. 4 0.0 100 0

2.36 No. 8 0.0 100 0

1.18 No. 16 0.0 100 0

0.425 No. 30 0.2 100 0

0.30 No. 50 0.8 99 1

0.15 No. 100 6.6 95 5

0.08 No. 200 11.3 90.8 9.2

DRY SAMPLE WEIGHT (g): 122.3 LIQUID LIMIT: 37 MAX. PARTICLE SIZE: -No. 16

PLASTICITY INDEX: 22 MOISTURE CONTENT: 38.7%

This report covers laboratory procedure in general accordance with ASTM D2487, D2217, D4318, and D2216.

FILE NO: 635-85051

SHEET NO: C15

Particle Sizes

Pe rc en t P as si ng

RECEIVED FROM: Boring B-9 at 15 to 16½ feet

REPORT OF PARTICLE SIZE ANALYSIS

SIEVE SIZE CUM. WT. PERCENT PERCENT

(M.M.) (inches) RETAINED PASSING RETAINED

75.00 3.0 0.0 100 0

38.1 1.5 0.0 100 0

19.0 0.75 0.0 100 0

9.5 0.375 0.0 100 0

4.75 No. 4 0.0 100 0

2.36 No. 8 0.0 100 0

1.18 No. 16 0.0 100 0

0.425 No. 30 0.1 100 0

0.30 No. 50 14.0 93 7

0.15 No. 100 144.4 27 73

0.08 No. 200 174.6 12.3 87.7

DRY SAMPLE WEIGHT (g): 199.1 LIQUID LIMIT: - MAX. PARTICLE SIZE: -No. 16

PLASTICITY INDEX: NP MOISTURE CONTENT: 24.0%

This report covers laboratory procedure in general accordance with ASTM D2487, D2217, D4318, and D2216.

FILE NO: 635-85051

SHEET NO: C16

Particle Sizes

Pe rc en t P as si ng

FILE NO.: 635-85051

SHEET NO.: D1

Corrosion Potential

Steel/metal and concrete elements in contact with soil are subject to corrosion or degradation due to soil chemical activity. Buried metal/steel and concrete elements should be designed to resist this soil chemical activity.

Corrosion potential was evaluated by measuring electrical resistivity (ASTM G57), the laboratory chloride test (SW 846 9056), and the content pH test (EPA 9045C) of the soils from this site. Table 1 below presents general corrosive potential ratings as a function of electrical resistivity.

Table 1. Corrosive Ratings Based on Soil Resistivity

Electrical Resistivity (Ohm-cm) Corrosivity Rating Greater than 20, 000 Essentially Non-Corrosive

10,000 to 20,000 Mildly Corrosive

5000 to 10,000 Moderately Corrosive

3000 to 5000 Corrosive

1000 to 3000 Highly Corrosive

Less than 1000 Extremely Corrosive

These tests were performed on a combination of soil samples obtained from

Borings B-1 through B-9 from 0 to 5 feet depths. The results of the resistivity, laboratory chloride content test and pH test performed on these samples are shown below.

Table 2. Corrosivity Results

Resistivity (ohm-cm)

Corrosivity Based on Electrical Resistivity pH Chloride

(mg/kg) 11800 Mildly Corrosive 8.38 269

It should be realized that limited testing alone might not provide a reliable indication of corrosion potential.

Chemical Attack Potential for Degradation of Concrete

The concentration of water-soluble sulfates is considered to be a good indicator of the potential for chemical attack on concrete. Based on the ACI Manual of Concrete Practice (ACI 201.2R-10) or (ACI 318/318R-33), the amount of water-soluble sulfate in soil can be used to determine the sulfate exposure as shown in Table 3 below.

SHEET NO.: D2

Table 3. Sulfate Exposure Rating Water Soluble Sulfate in soil

(mg/kg) Sulfate Exposure

0 to 150 Negligible or Class 0 Exposure 150 to 1,500 Moderate or Class 1 Exposure

1500 to 10,000 Severe or Class 2 Exposure Over 10,000 Very Severe or Class 3 Exposure

The result of the laboratory sulfate ion concentration tests (SW 846 9056) performed on a combined soil sample obtained from Borings B-1 through B-6 is shown in Table 4 below.

Table 4. Sulfate Results

Water Soluble Sulfate in Soil (mg/kg) Sulfate Exposure

321 Moderate or Class 1 Exposure

Based on the limited testing, this sulfate ion concentration is moderate and the soils could have Class 1 sulfate exposure to concrete.

TERMS DESCRIBING CONSISTENCY OR CONDITION

COARSE GRAINED SOILS (major portion retained on #200 sieve) Includes (1) clean gravels and sands described as fine, medium or coarse, depending on distribution of grain sizes and (2) silty or clayey gravels and sands. Condition is rated according to relative density, as determined by laboratory tests or estimated from resistance to sampler.

PENETRATION RESISTANCE

BLOWS / FOOT** DESCRIPTIVE TERM RELATIVE DENSITY*

0 – 10 Loose 0 – 40 % 10 – 30 Medium dense 40 – 70 % 30 – 50 Dense 70 – 90 % Over 50 Very dense 90 – 100 %

* From tests on undisturbed sand sample.

** 140 pound hammer, 30 inch drop.

FINE GRAINED SOILS (major portion passing #200 sieve) Includes (1) inorganic and organic silts and clays, (2) gravelly, sandy, or silty clays, and (3) clayey silts. Consistency is rated according to shearing strength, as indicated by penetrometer readings or by unconfined compression tests.

DESCRIPTIVE

TERM

COMPRESSIVE

STRENGTH

tons/sq. ft.

DESCRIPTIVE

TERM

COMPRESSIVE

STRENGTH

tons/sq. ft.

Very soft Less than 0.25 Stiff 1.00 to 2.00 Soft 0.25 to 0.50 Very stiff 2.00 to 4.00 Firm 0.50 to 1.00 Hard 4.00 & higher

NOTE: Slickensided and fissured clays may have lower unconfined compressive strengths than shown above, because of planes of weakness or shrinkage cracks in the soil. The consistency ratings of such soils are bade on penetrometer readings.

TERMS CHARACTERIZING SOIL STRUCTURE

Slickensided – having inclined planes of weakness that are slick and glassy in appearance.

Fissured – containing shrinkage cracks, frequently filled with fine sand or silt; usually more or less vertical.

Sensitive – pertaining to cohesive soils that are subject to appreciable loss of strength when remolded.

Laminated – composed of thin layers of varying colors and texture.

Interbedded – composed of alternate layers of different soil types.

Calcareous – containing appreciable quantities of calcium carbonate.

Well graded – having wide range in grain sizes and substantial amounts of all intermediate particle sizes.

Poorly graded – predominantly of one grain size, or having a range of sizes with some intermediate size missing.

SHEET NO.: E1

REPORT OF MOISTURE-DENSITY RELATIONSHIP OF SOIL

TESTED FOR: Kiewit New Mexico Co. K-2C 1100 Pendale Road Border Fence El Paso, Texas 79907 El Paso, Texas

DATE: 3-Nov-08 PSI REPORT NO.: 635-85051

TEST DATA

Visual Classification SILTY SAND (SM)

Sample Source Composite Sample Method of Test ASTM D1557 METHOD A Rammer: Mechanical Method of Preparation: Moist Test Results:

Maximum Dry Density 121.0 lbs/ft.3

Optimum Moisture Content 11.5 %

Atterberg Limits (ASTM D4318)

LL: 21 PL: 18 PI: 3 Specific Gravity: 2.65 (estimate)

Respectfully submitted, REMARKS: Professional Service Industries, Inc.

Lab Tech: LARRY HOLT

FILE NO.: 635-85051

SHEET NO.: F1

REPORTS MAY NOT BE REPRODUCED, EXCEPT IN FULL, WITHOUT WRITTEN PERMISSION BY PROFESSIONAL SERVICE INDUSTRIES, INC.

PROJECT:

LOCATION:

4 6 8 10 12 14 16 18

MOISTURE CONTENT, PERCENT OF DRY WEIGHT

D R

Y D

EN

SI

TY

, L

B S.

/F T³

S=100