rfb_13199_for_info_only_11-addendum_to_foundation_report.pdf

5710 Ruffin Road | San Diego, California 92123 | p. 858.576.1000 | www.ninyoandmoore.com

March 14, 2022 Project No. 108611020

Mr. E. David Gasaway County of San Diego Department of Public Works 5252 Kearny Villa Way San Diego, California 92123

Subject: Addendum to Foundation Report Supplemental Pile Foundation Recommendations Keys Creek Tributary Crossing Cole Grade Road, Valley Center, California Oracle Project No. 1003046

References: CivilTech Software, 2017, LiquefyPro (Version 5.9c), A Computer Program for Liquefaction and Settlement Analysis.

Kennedy, M.P., Tan, S.S., Bovard, K.R., Alvarez, R.M., Watson, M.J., and Gutierrez, C.I., 2007, Geologic Map of the Oceanside 30’ x 60’ Quadrangle, CGS Regional Map No. 2, California, Scale 1:100,000.

Ninyo & Moore, 2015, Foundation Report, Keys Creek Tributary Crossing, Cole Grade Road, Valley Center, California, Oracle Project No. 1003046, Ninyo & Moore Project No. 106898010: dated May 8.

Dear Mr. Gasaway:

In accordance with your authorization dated January 28, 2022, we have prepared this addendum providing supplemental pile foundation recommendations for the Keys Creek Tributary Crossing project in Valley Center, California. We understand that the proposed bridge structure for the project is to be supported on deep foundation systems that may consist of cast-in-drilled-hole (CIDH) concrete piles, cast-in-steel-shell (CISS) piles, or driven steel H-piles. The purpose of this addendum was to provide supplemental recommendations for the design of pile foundations to be used on the project. The findings and recommendations in this addendum are considered supplemental, and the findings, conclusions, and recommendations presented in the referenced geotechnical report (Ninyo & Moore, 2015) remain valid and applicable.

http://www.ninyoandmoore.com/

Ninyo & Moore | Cole Grade Road, Valley Center, California | 108611020 | March 14, 2022 2

SCOPE OF SERVICES

The services for this addendum have included the following:

• Performing a geotechnical reconnaissance of the site to observe the existing conditions for comparison to the site conditions documented during the initial evaluation for the referenced foundation report.

• Reviewing the referenced foundation report (Ninyo & Moore, 2015) and providing updated recommendations for current standards/criteria, as appropriate.

• Performing supplemental geotechnical analyses for the capacities of 3-foot diameter CIDH pile foundations with increased depths to those presented in the referenced foundation report (Ninyo & Moore, 2015), including an evaluation of lateral capacities.

• Performing geotechnical analyses for the capacities of 4-foot diameter CIDH pile foundations, including an evaluation of lateral capacities.

• Performing geotechnical analyses for the capacities of CISS pile foundations, including an evaluation of lateral capacities.

• Performing geotechnical analyses for the capacities of drive steel H-pile foundations, including an evaluation of lateral capacities.

• Issuing this draft addendum letter presenting our supplemental recommendations for the requested pile foundation alternatives.

GEOTECHNICAL RECONNAISSANCE

On February 17, 2022, a representative of Ninyo & Moore performed a geotechnical reconnaissance of the proposed bridge location. The purpose of our reconnaissance was to observe current conditions at the site and to evaluate whether or not significant changes have occurred at the site since the issuance of our foundation report (Ninyo & Moore, 2015). Based on our geotechnical reconnaissance, we conclude that the site conditions are generally consistent with those observed during preparation of our foundation report.

SUPPLEMENTAL PILE ANALYSIS

As noted, we understand that the new bridge structure may be supported on CIDH, CISS, or driven steel H-pile foundations that will be rock-socketed within competent granitic rock at the bridge abutment locations. The previous referenced report (Ninyo & Moore, 2015) provided pile capacities for CIDH foundation with diameters of 16, 24, and 36 inches along with granitic rock embedment depths of 5 and 10 feet. Based on correspondence with the County of San Diego, we understand that further analysis of CIDH piles with greater diameters and deeper rock embedment depths along with CISS and driven steel H-piles have been requested. Accordingly, we have prepared this

Ninyo & Moore | Cole Grade Road, Valley Center, California | 108611020 | March 14, 2022 3 addendum presenting axial and lateral pile capacities for CIDH and CISS piles with diameters of

36 inches and 48 inches along with rock embedment depths of 5 to 20 feet. We are also presenting axial and lateral pile capacities for driven steel H-piles consisting of HP14 x 102 steel members embedded 5 feet into granitic rock.

Axial Capacities The capacities were evaluated using the computer program AllPile (CivilTech, 2017) based on the CIDH/CISS diameters, an HP14 x 102 steel member, and the soil properties, described below. The pile capacities calculated for each pile type are based on both end-bearing and frictional capacity assuming the pile is socketed within the Cole Grade Tonalite (Kennedy et al, 2007). The calculated pile capacities include the downdrag forces due to liquefaction of the alluvium during a design seismic event. The soil layer boundaries and the respective soil properties used in our evaluation of pile capacities under both static and liquefied conditions are summarized in Tables 1 through 4 below.

Table 1 – Pile Analysis Soil Parameters for North Abutment (Static)

Material Depth to

Layer Bottom (feet)

General Soil Type*

Buoyant Unit

Weight (pcf)

Friction Angle

(degrees) Cohesion

(ksf) k

(pci) e50

Fill 9 Silty Sand 115 29 0.12 25 -- Alluvium 14 Silty Sand 110 30 0.14 90 --

Alluvium (Below Groundwater) 25 Silty Sand 47.6 30 0.14 20 --

Alluvium (Below Groundwater) 35 Silty Sand 47.6 30 0.14 60 --

Granitic Rock -- Coarse-Grained Igneous Rock 62.6 42 0.14 1,100 0.002

Notes:

* - Sand (Reese) options should be used for Silty Sand layers in Allpile program.

ksf = kips per square foot pcf = pound per cubic foot pci = pounds per cubic inch

Table 2 – Pile Analysis Soil Parameters for North Abutment (Seismic)

Material Depth to

Layer Bottom (feet)

General Soil Type*

Buoyant Unit

Weight (pcf)

Friction Angle

(degrees) Cohesion

(ksf) k

(pci) e50

Fill 9 Silty Sand 115 29 0.12 25 -- Alluvium 14 Silty Sand 110 30 0.14 90 --

Alluvium (Below Groundwater) 25 Soft Clay 47.6 0 0.14 0.1 0.05

Ninyo & Moore | Cole Grade Road, Valley Center, California | 108611020 | March 14, 2022 4

Table 2 – Pile Analysis Soil Parameters for North Abutment (Seismic)

Depth to

Layer Bottom (feet)

General Soil Type*

Buoyant Unit

Weight (pcf)

Friction Angle

(degrees) Cohesion

(ksf) k

(pci) e50

Alluvium (Below Groundwater) 35 Soft Clay 47.6 0 0.14 0.1 0.05

Granitic Rock -- Coarse-Grained Igneous Rock 62.6 42 0.14 1,100 0.002

Notes:

* - Sand (Reese) options should be used for Silty Sand layers in Allpile program.

ksf = kips per square foot

Table 3 – Pile Analysis Soil Parameters for South Abutment (Static)

Depth to

Layer Bottom (feet)

General Soil Type*

Buoyant Unit

Weight (pcf)

Friction Angle

(degrees) Cohesion

(ksf) k

(pci) e50

Fill 9 Silty Sand 115 29 0.12 25 -- Alluvium 14 Silty Sand 110 30 0.14 90 --

Alluvium (Below Groundwater) 22 Silty Sand 47.6 30 0.14 20 --

Alluvium (Below Groundwater) 30 Silty Sand 47.6 30 0.14 60 --

Granitic Rock -- Coarse-Grained Igneous Rock 62.6 42 0.14 1,100 0.002

Notes:

* - Sand (Reese) options should be used for Silty Sand layers in Allpile program.

ksf = kips per square foot

Table 4 – Pile Analysis Soil Parameters for South Abutment (Seismic)

Depth to

Layer Bottom (feet)

General Soil Type*

Buoyant Unit

Weight (pcf)

Friction Angle

(degrees) Cohesion

(ksf) k

(pci) e50

Fill 9 Silty Sand 115 29 0.12 25 -- Alluvium 14 Silty Sand 110 30 0.14 90 --

Alluvium (Below Groundwater) 22 Soft Clay 47.6 0 0.14 0.1 0.05

Alluvium (Below Groundwater) 30 Soft Clay 47.6 0 0.14 0.1 0.05

Granitic Rock -- Coarse-Grained Igneous Rock 62.6 42 0.14 1,100 0.002

Notes:

* - Sand (Reese) options should be used for Silty Sand layers in Allpile program.

ksf = kips per square foot

Ninyo & Moore | Cole Grade Road, Valley Center, California | 108611020 | March 14, 2022 5

Several of the granular layers of alluvium located below the groundwater are expected to liquefy to a depth of approximately 30 to 35 feet below the surface should the design seismic event occur, at the south and north abutments, respectively. The calculated pile capacities include the downdrag forces of the alluvium due to liquefaction during the design seismic event. The pile tip should be embedded in granitic bedrock. The pile design loads and recommended lengths were analyzed using the computer program AllPile (CivilTech, 2009). Tables 5 through 9 present the recommended pile tip elevations, design loads, and nominal resistances for the 36-in and 48-inch diameter CIDH and CISS piles assuming rock embedment depths of 5 to 20 feet and driven steel

H-piles with a rock embedment of 5 feet.

Table 5 – Summary of Axial Load Capacities for Single CIDH Pile (36-inch Diameter)

Location Rock

Embedment (feet)

Design Load (kips)

Nominal Resistance Elevation

Compression (kips)

Tension (kips)

Cutoff Elevation

(feet)

Design Tip

Elevation (feet)

Specified Tip

Elevation (feet)

Abutment 1 (North) 5 200 400 200 N/A 1,394 1,394

Abutment 1 (North) 10 350 700 220 N/A 1,389 1,389

Abutment 1 (North) 15 500 1,000 240 N/A 1,384 1,384

Abutment 2 (South) 5 200 400 200 N/A 1,399 1,399

Abutment 2 (South) 10 350 700 220 N/A 1,394 1,394

Abutment 2 (South) 15 500 1,000 240 N/A 1,389 1,389

Abutment 2 (South) 20 650 1,300 260 N/A 1,384 1,384

Note:

CIDH = Cast-in-drilled-hole concrete cast in place pile

Table 6 – Summary of Axial Load Capacities for Single CIDH Pile (48-inch Diameter)

Location Rock

Embedment (feet)

Design Load (kips)

Nominal Resistance Elevation

Compression (kips)

Tension (kips)

Cutoff Elevation

(feet)

Design Tip

Elevation (feet)

Specified Tip

Elevation (feet)

Abutment 1 (North) 5 340 680 230 N/A 1,394 1,394

Abutment 1 (North) 10 595 1,190 260 N/A 1,389 1,389

Abutment 1 (North) 15 850 1,700 290 N/A 1,384 1,384

Ninyo & Moore | Cole Grade Road, Valley Center, California | 108611020 | March 14, 2022 6

Table 6 – Summary of Axial Load Capacities for Single CIDH Pile (48-inch Diameter)

Rock

Embedment (feet)

Design Load (kips)

Nominal Resistance Elevation

Compression (kips)

Tension (kips)

Cutoff Elevation

(feet)

Design Tip

Elevation (feet)

Specified Tip

Elevation (feet)

Abutment 2 (South) 5 340 680 230 N/A 1,399 1,399

Abutment 2 (South) 10 595 1,190 260 N/A 1,394 1,394

Abutment 2 (South) 15 850 1,700 290 N/A 1,389 1,389

Abutment 2 (South) 20 1,105 2,210 320 N/A 1,384 1,384

Table 7 – Summary of Axial Load Capacities for Single CISS Pile (36-inch Diameter)

Rock

Embedment (feet)

Design Load (kips)

Nominal Resistance Elevation

Compression (kips)

Tension (kips)

Cutoff Elevation

(feet)

Design Tip

Elevation (feet)

Specified Tip

Elevation (feet)

Abutment 1 (North) 5 200 400 160 N/A 1,394 1,394

Abutment 1 (North) 10 270 540 200 N/A 1,389 1,389

Abutment 1 (North) 15 340 680 230 N/A 1,384 1,384

Abutment 2 (South) 5 200 400 135 N/A 1,399 1,399

Abutment 2 (South) 10 270 540 160 N/A 1,394 1,394

Abutment 2 (South) 15 340 680 200 N/A 1,389 1,389

Abutment 2 (South) 20 400 800 230 N/A 1,384 1,384

CISS = Cast-in-steel-shell pile

Ninyo & Moore | Cole Grade Road, Valley Center, California | 108611020 | March 14, 2022 7

Table 8 – Summary of Axial Load Capacities for Single CISS Pile (48-inch Diameter)

Rock

Embedme nt

(feet)

Design Load (kips)

Nominal Resistance Elevation

Compression (kips)

Tension (kips)

Cutoff Elevation

(feet)

Design Tip

Elevation (feet)

Specified Tip

Elevation (feet)

Abutment 1 (North) 5 340 680 200 N/A 1,394 1,394

Abutment 1 (North) 10 460 920 220 N/A 1,389 1,389

Abutment 1 (North) 15 580 1,160 240 N/A 1,384 1,384

Abutment 2 (South) 5 340 680 180 N/A 1,399 1,399

Abutment 2 (South) 10 460 920 200 N/A 1,394 1,394

Abutment 2 (South) 15 580 1,160 220 N/A 1,389 1,389

Abutment 2 (South) 20 700 1,400 240 N/A 1,384 1,384

Table 9 – Summary of Axial Load Capacities for Single Driven H-Pile (HP14 x 102)

Rock

Embedme nt

(feet)

Design Load (kips)

Nominal Resistance Elevation

Compression (kips)

Tension (kips)

Cutoff Elevation

(feet)

Design Tip

Elevation (feet)

Specified Tip

Elevation (feet)

Abutment 1 (North) 5 80 160 80 N/A 1,394 1,394

Abutment 2 (South) 5 70 140 70 N/A 1,399 1,399

Note:

CISS = Cast-in-steel-shell pile

Although the allowable axial loads for the driven steel H-piles may be increased by 2 kips per additional foot of embedment into the underlying rock materials (below the 5 feet indicated in

Table 9), we anticipate that driving refusal would be encountered at embedment depths beyond

5 feet into the underlying rock. Caltrans standards should be followed for driven piles. We anticipate that high tensile stresses will be generated in the piles during driving where the piles penetrate through the alluvium and extend into the underlying bedrock. The tensile stress may be high enough to damage the pile and may produce damaging vibrations. Therefore, pre-drilling should be implemented with an auger having a diameter 2 inches smaller than the width of the pile.

The depth of the pre-drilled hole can be extended up to the total depth of the pile. Due to the difficult driving conditions, the contractor should anticipate using driving tips or cutting shoes.

Ninyo & Moore | Cole Grade Road, Valley Center, California | 108611020 | March 14, 2022 8

A pile spacing of three pile diameters on center or more should be used. For pile spacings less than three diameters, the reductions to axial load capacities presented in Table 10 should be used.

Table 10 – Preliminary Axial Load Reduction Factors

Center-To-Center Pile Spacing (Diameters)

Group Efficiency (Ratio of Axial Resistance of Pile in a Group to a Single Pile)

2D 0.8

2.5D 0.98 3D or more 1.0

Lateral Load Capacities Lateral load capacities for the CIDH, CISS, and driven steel H-piles were generally evaluated for

1/2-inch deflections at the pile head assuming free-head and fixed-head conditions. For certain cases, a 1/4-inch deflection at the pile head was assumed due to the “short pile” condition. The lateral pile capacity estimates presented in Tables 11 through 20 are based on the soil properties presented in Tables 1 and 3 for the static condition. Plots of the variation of the piles’ lateral deflection, shear, and bending moment with depth are presented in Attachment A.

Table 11 – Lateral Capacity for 36-Inch Diameter CIDH, North Abutment Boundary Condition at the Top of the Pile Free-head Fixed-head Length of Pile [Including 5 foot embedment into Granitic Rock] (Feet) 40 40

Deflection at top of pile (Inches) 1/2 1/2

Lateral Capacity (Kips) 41 109

Maximum Positive Moment (Kips-feet) 256.7 209.2

Maximum Negative Moment (Kips-feet) -19.6 -727.5

Depth to Maximum Positive Moment (feet) 10.1 13.7

Depth to Maximum Negative Moment (feet) 30.3 0

Depth to Zero Deflection (feet) 14.9 21.4

Boundary Condition at the Top of the Pile Free-head Fixed-head Length of Pile [Including 10 foot embedment into Granitic Rock] (Feet) 45 45

Deflection at top of pile (Inches) 1/2 1/2

Lateral Capacity (Kips) 42 109

Maximum Positive Moment (Kips-feet) 266.7 209.2

Maximum Negative Moment (Kips-feet) -20.7 -729.2

Depth to Maximum Positive Moment (feet) 10.0 13.6

Depth to Maximum Negative Moment (feet) 30.0 0

Depth to Zero Deflection (feet) 14.5 21.4

Ninyo & Moore | Cole Grade Road, Valley Center, California | 108611020 | March 14, 2022 9

Table 11 – Lateral Capacity for 36-Inch Diameter CIDH, North Abutment Boundary Condition at the Top of the Pile Free-head Fixed-head Length of Pile [Including 15 foot embedment into Granitic Rock] (Feet) 50 50

Deflection at top of pile (Inches) 1/2 1/2

Lateral Capacity (Kips) 42 109

Maximum Positive Moment (Kips-feet) 270.0 210.8

Maximum Negative Moment (Kips-feet) -21.4 -730.8

Depth to Maximum Positive Moment (feet) 9.6 13.6

Depth to Maximum Negative Moment (feet) 30.3 0

Depth to Zero Deflection (feet) 14.6 21.2

Table 12 – Lateral Capacity for 36-Inch Diameter CIDH, South Abutment

Length of Pile [Including 5 foot embedment into Granitic Rock] (Feet) 35 35

Deflection at top of pile (Inches) 1/2 1/2

Lateral Capacity (Kips) 42 109

Maximum Positive Moment (Kips-feet) 263.3 210

Maximum Negative Moment (Kips-feet) -13.3 -727.5

Depth to Maximum Positive Moment (feet) 9.9 13.8

Depth to Maximum Negative Moment (feet) 29.3 0

Depth to Zero Deflection (feet) 14.8 21.6

Boundary Condition at the Top of the Pile Free-head Fixed-head Length of Pile [Including 10 foot embedment into Granitic Rock] (Feet) 40 40

Deflection at top of pile (Inches) 1/2 1/2

Lateral Capacity (Kips) 42 109

Maximum Positive Moment (Kips-feet) 266.7 210.8

Maximum Negative Moment (Kips-feet) -21.2 -729.2

Depth to Maximum Positive Moment (feet) 10.1 13.7

Depth to Maximum Negative Moment (feet) 30.7 0

Depth to Zero Deflection (feet) 14.9 21.4

Ninyo & Moore | Cole Grade Road, Valley Center, California | 108611020 | March 14, 2022 10

Table 12 – Lateral Capacity for 36-Inch Diameter CIDH, South Abutment

Length of Pile [Including 15 foot embedment into Granitic Rock] (Feet) 45 45

Deflection at top of pile (Inches) 1/2 1/2

Lateral Capacity (Kips) 42 109

Maximum Positive Moment (Kips-feet) 270.8 210.8

Maximum Negative Moment (Kips-feet) -22.2 -730.8

Depth to Maximum Positive Moment (feet) 10.0 13.6

Depth to Maximum Negative Moment (feet) 30.5 0

Depth to Zero Deflection (feet) 15.0 21.4

Boundary Condition at the Top of the Pile Free-head Fixed-head Length of Pile [Including 20 foot embedment into Granitic Rock] (Feet) 50 50

Deflection at top of pile (Inches) 1/2 1/2

Lateral Capacity (Kips) 42 109

Maximum Positive Moment (Kips-feet) 275.0 212.5

Maximum Negative Moment (Kips-feet) -22.0 -732.5

Depth to Maximum Positive Moment (feet) 10.1 13.6

Depth to Maximum Negative Moment (feet) 30.3 0

Depth to Zero Deflection (feet) 14.6 21.7

Table 13 – Lateral Capacity for 48-Inch Diameter CIDH, North Abutment

Length of Pile [Including 5 foot embedment into Granitic Rock] (Feet) 40 40

Deflection at top of pile (Inches) 1/2 1/2

Lateral Capacity (Kips) 74 184

Maximum Positive Moment (Kips-feet) 580 389.2

Maximum Negative Moment (Kips-feet) -11.9 -1,508.3

Depth to Maximum Positive Moment (feet) 11.3 17.8

Depth to Maximum Negative Moment (feet) 35.6 0

Depth to Zero Deflection (feet) 18.2 27.1

Boundary Condition at the Top of the Pile Free-head Fixed-head Length of Pile [Including 10 foot embedment into Granitic Rock] (Feet) 45 45

Deflection at top of pile (Inches) 1/2 1/2

Lateral Capacity (Kips) 74 185

Maximum Positive Moment (Kips-feet) 584.2 391.7

Maximum Negative Moment (Kips-feet) -36.8 -1,516.7

Depth to Maximum Positive Moment (feet) 11.4 17.7

Depth to Maximum Negative Moment (feet) 36.4 0

Depth to Zero Deflection (feet) 18.2 27.3

Ninyo & Moore | Cole Grade Road, Valley Center, California | 108611020 | March 14, 2022 11

Table 13 – Lateral Capacity for 48-Inch Diameter CIDH, North Abutment

Length of Pile [Including 15 foot embedment into Granitic Rock] (Feet) 50 50

Deflection at top of pile (Inches) 1/2 1/2

Lateral Capacity (Kips) 74 185

Maximum Positive Moment (Kips-feet) 590.8 393.3

Maximum Negative Moment (Kips-feet) -43.5 -1,516.7

Depth to Maximum Positive Moment (feet) 11.1 17.7

Depth to Maximum Negative Moment (feet) 36.9 0

Depth to Zero Deflection (feet) 18.2 27.3

Table 14 – Lateral Capacity for 48-Inch Diameter CIDH, South Abutment

Length of Pile [Including 5 foot embedment into Granitic Rock] (Feet) 35 35

Deflection at top of pile (Inches) 1/2 1/4*

Lateral Capacity (Kips) 95 130

Maximum Positive Moment (Kips-feet) 788.3 240

Maximum Negative Moment (Kips-feet) N/A -1,183.3

Depth to Maximum Positive Moment (feet) 12 18.7

Depth to Maximum Negative Moment (feet) N/A 0

Depth to Zero Deflection (feet) 22.6 26.9

Boundary Condition at the Top of the Pile Free-head Fixed-head Length of Pile [Including 10 foot embedment into Granitic Rock] (Feet) 40 40

Deflection at top of pile (Inches) 1/2 1/4*

Lateral Capacity (Kips) 98 136

Maximum Positive Moment (Kips-feet) 833.3 314.2

Maximum Negative Moment (Kips-feet) N/A -1,233.3

Depth to Maximum Positive Moment (feet) 12.1 21

Depth to Maximum Negative Moment (feet) N/A 0

Depth to Zero Deflection (feet) 23.0 28.7

Boundary Condition at the Top of the Pile Free-head Fixed-head Length of Pile [Including 15 foot embedment into Granitic Rock] (Feet) 45 45

Deflection at top of pile (Inches) 1/2 1/2

Lateral Capacity (Kips) 98 239

Maximum Positive Moment (Kips-feet) 833.3 633.3

Maximum Negative Moment (Kips-feet) -10.6 -2,258.3

Depth to Maximum Positive Moment (feet) 11.8 22.7

Depth to Maximum Negative Moment (feet) 40.5 0

Depth to Zero Deflection (feet) 22.7 30.0

Ninyo & Moore | Cole Grade Road, Valley Center, California | 108611020 | March 14, 2022 12

Table 14 – Lateral Capacity for 48-Inch Diameter CIDH, South Abutment

Length of Pile [Including 20 foot embedment into Granitic Rock] (Feet) 50 50

Deflection at top of pile (Inches) 1/2 1/2

Lateral Capacity (Kips) 98 239

Maximum Positive Moment (Kips-feet) 841.7 642.5

Maximum Negative Moment (Kips-feet) -37.6 -2,258.3

Depth to Maximum Positive Moment (feet) 11.6 22.7

Depth to Maximum Negative Moment (feet) 41.4 0

Depth to Zero Deflection (feet) 22.7 30.3

Notes:

CIDH = Cast-in-drilled-hole concrete cast in place pile

* Fixed head condition was capped at 1/4-inch, due to the “short pile” nature of this configuration. This limit was used because loads resulting in pile head deflections greater than 1/4-inch began to indicate lateral movement of the pile tip.

Table 15 – Lateral Capacity for 36-Inch Diameter CISS, North Abutment

Length of Pile [Including 5 foot embedment into Granitic Rock] (Feet) 40 40

Deflection at top of pile (Inches) 1/2 1/2

Lateral Capacity (Kips) 73 178

Maximum Positive Moment (Kips-feet) 557.5 394.2

Maximum Negative Moment (Kips-feet) -0.7 -1,541.7

Depth to Maximum Positive Moment (feet) 11.7 19.8

Depth to Maximum Negative Moment (feet) 38.4 0

Depth to Zero Deflection (feet) 21.4 28.7

Boundary Condition at the Top of the Pile Free-head Fixed-head Length of Pile [Including 10 foot embedment into Granitic Rock] (Feet) 45 45

Deflection at top of pile (Inches) 1/2 1/2

Lateral Capacity (Kips) 73 180

Maximum Positive Moment (Kips-feet) 560 415.8

Maximum Negative Moment (Kips-feet) -16.8 -1,566.7

Depth to Maximum Positive Moment (feet) 11.8 20.5

Depth to Maximum Negative Moment (feet) 38.6 0

Depth to Zero Deflection (feet) 21.8 28.6

Ninyo & Moore | Cole Grade Road, Valley Center, California | 108611020 | March 14, 2022 13

Table 15 – Lateral Capacity for 36-Inch Diameter CISS, North Abutment

Length of Pile [Including 15 foot embedment into Granitic Rock] (Feet) 50 50

Deflection at top of pile (Inches) 1/2 1/2

Lateral Capacity (Kips) 73 180

Maximum Positive Moment (Kips-feet) 563.3 415.0

Maximum Negative Moment (Kips-feet) -32.8 -1,566.7

Depth to Maximum Positive Moment (feet) 11.6 20.2

Depth to Maximum Negative Moment (feet) 39.9 0

Depth to Zero Deflection (feet) 21.7 28.8

Table 16 – Lateral Capacity for 36-Inch Diameter CISS, South Abutment

Length of Pile [Including 5 foot embedment into Granitic Rock] (Feet) 35 35

Deflection at top of pile (Inches) 1/2 1/4*

Lateral Capacity (Kips) 73 97

Maximum Positive Moment (Kips-feet) 553.3 195

Maximum Negative Moment (Kips-feet) N/A -825

Depth to Maximum Positive Moment (feet) 11.7 18.7

Depth to Maximum Negative Moment (feet) N/A 0

Depth to Zero Deflection (feet) 21.9 26.2

Boundary Condition at the Top of the Pile Free-head Fixed-head Length of Pile [Including 10 foot embedment into Granitic Rock] (Feet) 40 40

Deflection at top of pile (Inches) 1/2 1/2

Lateral Capacity (Kips) 73 180

Maximum Positive Moment (Kips-feet) 560.8 417.5

Maximum Negative Moment (Kips-feet) -1.2 -1,566.7

Depth to Maximum Positive Moment (feet) 11.7 20.6

Depth to Maximum Negative Moment (feet) 38 0

Depth to Zero Deflection (feet) 21.8 27.5

Boundary Condition at the Top of the Pile Free-head Fixed-head Length of Pile [Including 15 foot embedment into Granitic Rock] (Feet) 45 45

Deflection at top of pile (Inches) 1/2 1/2

Lateral Capacity (Kips) 73 180

Maximum Positive Moment (Kips-feet) 563.3 439.2

Maximum Negative Moment (Kips-feet) -18.1 -1,566.7

Depth to Maximum Positive Moment (feet) 11.8 20.9

Depth to Maximum Negative Moment (feet) 38.6 0

Depth to Zero Deflection (feet) 21.8 28.2

Ninyo & Moore | Cole Grade Road, Valley Center, California | 108611020 | March 14, 2022 14

Table 16 – Lateral Capacity for 36-Inch Diameter CISS, South Abutment

Length of Pile [Including 20 foot embedment into Granitic Rock] (Feet) 50 50

Deflection at top of pile (Inches) 1/2 1/2

Lateral Capacity (Kips) 73 180

Maximum Positive Moment (Kips-feet) 566.7 441.7

Maximum Negative Moment (Kips-feet) -31.6 -1,575.0

Depth to Maximum Positive Moment (feet) 11.6 21.2

Depth to Maximum Negative Moment (feet) 39.4 0

Depth to Zero Deflection (feet) 21.7 28.3

Notes:

CISS = Cast-in-steel-shell pile

* Fixed head condition was capped at 1/4-inch, due to the “short pile” nature of this configuration. This limit was used because loads resulting in pile head deflections greater than 1/4-inch began to indicate lateral movement of the pile tip.

Table 17 – Lateral Capacity for 48-Inch Diameter CISS, North Abutment

Length of Pile [Including 5 foot embedment into Granitic Rock] (Feet) 40 40

Deflection at top of pile (Inches) 1/2 1/4*

Lateral Capacity (Kips) 120 163

Maximum Positive Moment (Kips-feet) 1,066.7 323.3

Maximum Negative Moment (Kips-feet) N/A -1,691.7

Depth to Maximum Positive Moment (feet) 12.5 23.4

Depth to Maximum Negative Moment (feet) N/A 0

Depth to Zero Deflection (feet) 26.7 30.7

Boundary Condition at the Top of the Pile Free-head Fixed-head Length of Pile [Including 10 foot embedment into Granitic Rock] (Feet) 45 45

Deflection at top of pile (Inches) 1/2 1/4*

Lateral Capacity (Kips) 124 170

Maximum Positive Moment (Kips-feet) 1,125 436.7

Maximum Negative Moment (Kips-feet) N/A -1,741.7

Depth to Maximum Positive Moment (feet) 12.7 25.0

Depth to Maximum Negative Moment (feet) N/A 0

Depth to Zero Deflection (feet) 26.8 32.7

Ninyo & Moore | Cole Grade Road, Valley Center, California | 108611020 | March 14, 2022 15

Table 17 – Lateral Capacity for 48-Inch Diameter CISS, North Abutment

Length of Pile [Including 15 foot embedment into Granitic Rock] (Feet) 50 50

Deflection at top of pile (Inches) 1/2 1/2

Lateral Capacity (Kips) 125 297

Maximum Positive Moment (Kips-feet) 1,141.7 891.7

Maximum Negative Moment (Kips-feet) -2.3 -3,191.7

Depth to Maximum Positive Moment (feet) 12.6 25.8

Depth to Maximum Negative Moment (feet) 47.5 0

Depth to Zero Deflection (feet) 26.8 33.8

Notes:

CISS = Cast-in-steel-shell pile

* Fixed head condition was capped at 1/4-inch, due to the “short pile” nature of this configuration. This limit was used because loads resulting in pile head deflections greater than 1/4-inch began to indicate lateral movement of the pile tip.

Table 18 – Lateral Capacity for 48-Inch Diameter CISS, South Abutment

Length of Pile [Including 5 foot embedment into Granitic Rock] (Feet) 35 35

Deflection at top of pile (Inches) 1/2 1/4*

Lateral Capacity (Kips) 120 158

Maximum Positive Moment (Kips-feet) 1,008.3 219.2

Maximum Negative Moment (Kips-feet) N/A -1,683.3

Depth to Maximum Positive Moment (feet) 11.7 22.3

Depth to Maximum Negative Moment (feet) N/A 0

Depth to Zero Deflection (feet) 24.0 27.6

Boundary Condition at the Top of the Pile Free-head Fixed-head Length of Pile [Including 10 foot embedment into Granitic Rock] (Feet) 40 40

Deflection at top of pile (Inches) 1/2 1/4*

Lateral Capacity (Kips) 120 166

Maximum Positive Moment (Kips-feet) 1,066.7 378.3

Maximum Negative Moment (Kips-feet) N/A -1,725

Depth to Maximum Positive Moment (feet) 12.5 23.0

Depth to Maximum Negative Moment (feet) N/A 0

Depth to Zero Deflection (feet) 25.5 29.9

Ninyo & Moore | Cole Grade Road, Valley Center, California | 108611020 | March 14, 2022 16

Table 18 – Lateral Capacity for 48-Inch Diameter CISS, South Abutment

Length of Pile [Including 15 foot embedment into Granitic Rock] (Feet) 45 45

Deflection at top of pile (Inches) 1/2 1/4*

Lateral Capacity (Kips) 120 173

Maximum Positive Moment (Kips-feet) 1,100 485.0

Maximum Negative Moment (Kips-feet) N/A -1,783.3

Depth to Maximum Positive Moment (feet) 12.7 24.1

Depth to Maximum Negative Moment (feet) N/A 0

Depth to Zero Deflection (feet) 26.4 31.8

Boundary Condition at the Top of the Pile Free-head Fixed-head Length of Pile [Including 20 foot embedment into Granitic Rock] (Feet) 50 50

Deflection at top of pile (Inches) 1/2 1/2

Lateral Capacity (Kips) 120 305

Maximum Positive Moment (Kips-feet) 1,108.3 966.7

Maximum Negative Moment (Kips-feet) -4.4 -3,291.7

Depth to Maximum Positive Moment (feet) 12.6 25.3

Depth to Maximum Negative Moment (feet) 47.0 0

Depth to Zero Deflection (feet) 26.3 33.3

Notes:

CISS = Cast-in-steel-shell pile

* Fixed head condition was capped at 1/4-inch, due to the “short pile” nature of this configuration. This limit was used because loads resulting in pile head deflections greater than 1/4-inch began to indicate lateral movement of the pile tip.

Table 19 – Lateral Capacity for Driven Steel H-pile (HP14 x 102), North Abutment

Length of Pile [Including 5 foot embedment into Granitic Rock] (Feet) 40 40

Deflection at top of pile (Inches) 1/2 1/2

Lateral Capacity (Kips) 20 55

Maximum Positive Moment (Kips-feet) 95.0 103.3

Maximum Negative Moment (Kips-feet) -6.4 -301.7

Depth to Maximum Positive Moment (feet) 7.7 11.3

Depth to Maximum Negative Moment (feet) 25.9 0

Depth to Zero Deflection (feet) 12.3 14.7

Ninyo & Moore | Cole Grade Road, Valley Center, California | 108611020 | March 14, 2022 17

Table 20 – Lateral Capacity for Driven Steel H-pile (HP14 x 102), South Abutment

Length of Pile [Including 5 foot embedment into Granitic Rock] (Feet) 35 35

Deflection at top of pile (Inches) 1/2 1/2

Lateral Capacity (Kips) 20 55

Maximum Positive Moment (Kips-feet) 94.2 104.2

Maximum Negative Moment (Kips-feet) -7.2 -300.8

Depth to Maximum Positive Moment (feet) 7.4 11.3

Depth to Maximum Negative Moment (feet) 24.4 0

Depth to Zero Deflection (feet) 12.3 14.7

Based on our analysis, increasing the embedment depth of the driven steel H-piles beyond 5 feet into the rock does not increase the lateral load capacities.

For lateral loading, piles in a group may be considered to act individually when the center-to-center spacing is greater than 4D (where, D is the diameter of the pile) in the direction normal to loading and greater than 8D in the direction parallel to loading. The following table presents the lateral load group reduction factors (also known as P-multipliers or Pm) to be applied for various pile spacing for in-line loading.

Table 21 – Preliminary Lateral Load Reduction Factors

Center-To-Center Pile Spacing for In- Line Loading (Diameters)

Group Efficiency (Ratio of Lateral Resistance of Pile in a Group to a Single Pile)

Row 1 Row 2 Row 3 and Higher 2D 0.60 0.35 0.25 3D 0.75 0.55 0.40 5D 1.00 0.85 0.70 7D 1.00 1.00 0.90

Note:

Based on California Amendments to AASHTO LRFD Bridge Design Specifications, 8th Edition, September 2017

If the loading direction for a single row of piles is perpendicular to the row, a Pm of less than 1.00 should only be used if the pile spacing is 4D or less. A Pm of 0.80, 0.90 and 1.00 should be used for pile spacing of 2.5D, 3D and 4D, respectively. Where the perpendicular spacing of laterally loaded piles is less than 4D, the in-line Pm reduction factors should be multiplied together.

Ninyo & Moore | Cole Grade Road, Valley Center, California | 108611020 | March 14, 2022 18

LIMITATIONS

The geotechnical services described in this addendum have been conducted in general accordance with current practice and the standard of care exercised by geotechnical consultants performing similar tasks in the project area. No warranty, expressed or implied, is made regarding the conclusions, recommendations, and opinions presented in this addendum. Our conclusions and recommendations are based on an analysis of the observed site conditions and the references listed. If actual conditions differ from those described in this addendum, our office should be notified and additional recommendations, if warranted, can be provided upon request. Please note that our scope of services for this project did not include an evaluation of any potential environmental hazards at the site.

We appreciate the opportunity to be of service.

Respectfully submitted, NINYO & MOORE

William R. Morrison, PE, GE Senior Engineer

Jeffrey T. Kent, PE, GE Principal Engineer

WRM/JTK/gg

Attachment: Attachment A – Lateral Pile Analysis Graphs

Ninyo & Moore | Cole Grade Road, Valley Center, California | 108611020 | March 14, 2022 1

ATTACHMENT A

Lateral Pile Analysis Graphs

Depth (Zp) from Pile Top-ft

Depth (Zp) from Pile Top-ft

0 0

10 10

20 20

30 30

40 40

50 50

60 60

Tip yt=2.69E-4 Top yt=4.88E-1 Max. yt=4.88E-1 Top St=-4.04E-3

0-0.50 +0.50 yt=0 at 15.1-ft

St=0 at 20.6-ft

Top Moment=0.0 Max. Moment=256.7

0-500 +500

Top Shear=41.0 Max. Shear=41.0

0-50 +50 -lb/f3 C-kp/f2 k-lb/i3 e50 %

115.0 29.0 0.12 25.0 Fill

E -kp/i2=3000 I'-in4=82448

110.0 30.0 0.14 90.0 Alluvium

E -kp/i2=3000 I'-in4=82448

47.6 30.0 0.14 20.0 Alluvium

E -kp/i2=3000 I'-in4=82448

47.6 30.0 0.14 60.0 Alluvium

E -kp/i2=3000 I'-in4=82448

62.6 42.0 0.14 1100 0.002 Coarse-grained igneous rocks

E -kp/i2=3000 I'-in4=82448

DEFLECTION, yt -in MOMENT -kp-f SHEAR -kp

Single Pile, Khead=1, Kbc=1 PILE DEFLECTION & FORCE vs DEPTH

ALL-PILE CivilTech Software www.civiltech.com Licensed to

CivilTech Software

Cole Grade Road - Keys Creek North Abutment 36-inch CIDH in Rock 5 Feet (108611020)

Pile Top-ft

Depth (Zp) from Pile Top-ft

0 0

10 10

20 20

30 30

40 40

50 50

60 60

Tip yt=1.19E-3 Top yt=4.98E-1 Max. yt=4.98E-1 Top St=5.72E-18

0-0.50 +0.50 yt=0 at 22.1-ft

St=0 at 26.8-ft

Top Moment=-727.5 Max. Moment=727.5

0-1000 +1000

Top Shear=109.0 Max. Shear=109.0

0-200 +200 -lb/f3 C-kp/f2 k-lb/i3 e50 %

115.0 29.0 0.12 25.0 Fill

E -kp/i2=3000 I'-in4=82448

110.0 30.0 0.14 90.0 Alluvium

E -kp/i2=3000 I'-in4=82448

47.6 30.0 0.14 20.0 Alluvium

E -kp/i2=3000 I'-in4=82448

47.6 30.0 0.14 60.0 Alluvium

E -kp/i2=3000 I'-in4=82448

62.6 42.0 0.14 1100 0.002 Coarse-grained igneous rocks

E -kp/i2=3000 I'-in4=82448

DEFLECTION, yt -in MOMENT -kp-f SHEAR -kp

Single Pile, Khead=5, Kbc=2 PILE DEFLECTION & FORCE vs DEPTH

ALL-PILE CivilTech Software www.civiltech.com Licensed to

CivilTech Software

Pile Top-ft

Depth (Zp) from Pile Top-ft

0 0

10 10

20 20

30 30

40 40

50 50

60 60

Tip yt=8.93E-9 Top yt=5.02E-1 Max. yt=5.02E-1 Top St=-4.18E-3

0-1.00 +1.00 yt=0 at 14.9-ft

St=0 at 20.6-ft

Top Moment=0.0 Max. Moment=266.7

0-500 +500

Top Shear=42.0 Max. Shear=42.2

0-50 +50 -lb/f3 C-kp/f2 k-lb/i3 e50 %

115.0 29.0 0.12 25.0 Fill

E -kp/i2=3000 I'-in4=82448

110.0 30.0 0.14 90.0 Alluvium

E -kp/i2=3000 I'-in4=82448

47.6 30.0 0.14 20.0 Alluvium

E -kp/i2=3000 I'-in4=82448

47.6 30.0 0.14 60.0 Alluvium

E -kp/i2=3000 I'-in4=82448

62.6 42.0 0.14 1100 0.002 Coarse-grained igneous rocks

E -kp/i2=3000 I'-in4=82448

DEFLECTION, yt -in MOMENT -kp-f SHEAR -kp

Single Pile, Khead=1, Kbc=1 PILE DEFLECTION & FORCE vs DEPTH

ALL-PILE CivilTech Software www.civiltech.com Licensed to

CivilTech Software

36-inch CIDH in Rock 10 Feet (108611020)

Pile Top-ft

Depth (Zp) from Pile Top-ft

0 0

10 10

20 20

30 30

40 40

50 50

60 60

Tip yt=-1.66E-5 Top yt=4.97E-1 Max. yt=4.97E-1 Top St=5.09E-18

0-0.50 +0.50 yt=0 at 22.0-ft

St=0 at 26.7-ft

Top Moment=-729.2 Max. Moment=729.2

0-1000 +1000

Top Shear=109.0 Max. Shear=109.0

0-200 +200 -lb/f3 C-kp/f2 k-lb/i3 e50 %

115.0 29.0 0.12 25.0 Fill

E -kp/i2=3000 I'-in4=82448

110.0 30.0 0.14 90.0 Alluvium

E -kp/i2=3000 I'-in4=82448

47.6 30.0 0.14 20.0 Alluvium

E -kp/i2=3000 I'-in4=82448

47.6 30.0 0.14 60.0 Alluvium

E -kp/i2=3000 I'-in4=82448

62.6 42.0 0.14 1100 0.002 Coarse-grained igneous rocks

E -kp/i2=3000 I'-in4=82448

DEFLECTION, yt -in MOMENT -kp-f SHEAR -kp

Single Pile, Khead=5, Kbc=2 PILE DEFLECTION & FORCE vs DEPTH

ALL-PILE CivilTech Software www.civiltech.com Licensed to

CivilTech Software

Pile Top-ft

Depth (Zp) from Pile Top-ft

0 0

10 10

20 20

30 30

40 40

50 50

60 60

Tip yt=-2.11E-19 Top yt=5.08E-1 Max. yt=5.08E-1 Top St=-4.23E-3

0-1.00 +1.00 yt=0 at 14.9-ft

St=0 at 20.5-ft

Top Moment=0.0 Max. Moment=270.0

0-500 +500

Top Shear=42.0 Max. Shear=42.4

0-50 +50 -lb/f3 C-kp/f2 k-lb/i3 e50 %

115.0 29.0 0.12 25.0 Fill

E -kp/i2=3000 I'-in4=82448

110.0 30.0 0.14 90.0 Alluvium

E -kp/i2=3000 I'-in4=82448

47.6 30.0 0.14 20.0 Alluvium

E -kp/i2=3000 I'-in4=82448

47.6 30.0 0.14 60.0 Alluvium

E -kp/i2=3000 I'-in4=82448

62.6 42.0 0.14 1100 0.002 Coarse-grained igneous rocks

E -kp/i2=3000 I'-in4=82448

DEFLECTION, yt -in MOMENT -kp-f SHEAR -kp

Single Pile, Khead=1, Kbc=1 PILE DEFLECTION & FORCE vs DEPTH

ALL-PILE CivilTech Software www.civiltech.com Licensed to

CivilTech Software

36-inch CIDH in Rock 15 Feet (108611020)

Pile Top-ft

Depth (Zp) from Pile Top-ft

0 0

10 10

20 20

30 30

40 40

50 50

60 60

Tip yt=1.76E-18 Top yt=4.98E-1 Max. yt=4.98E-1 Top St=9.16E-18

0-0.50 +0.50 yt=0 at 21.9-ft

St=0 at 26.6-ft

Top Moment=-730.8 Max. Moment=730.8

0-1000 +1000

Top Shear=109.0 Max. Shear=109.0

0-200 +200 -lb/f3 C-kp/f2 k-lb/i3 e50 %

115.0 29.0 0.12 25.0 Fill

E -kp/i2=3000 I'-in4=82448

110.0 30.0 0.14 90.0 Alluvium

E -kp/i2=3000 I'-in4=82448

47.6 30.0 0.14 20.0 Alluvium

E -kp/i2=3000 I'-in4=82448

47.6 30.0 0.14 60.0 Alluvium

E -kp/i2=3000 I'-in4=82448

62.6 42.0 0.14 1100 0.002 Coarse-grained igneous rocks

E -kp/i2=3000 I'-in4=82448

DEFLECTION, yt -in MOMENT -kp-f SHEAR -kp

Single Pile, Khead=5, Kbc=2 PILE DEFLECTION & FORCE vs DEPTH

ALL-PILE CivilTech Software www.civiltech.com Licensed to

CivilTech Software

Pile Top-ft

Depth (Zp) from Pile Top-ft

0 0

10 10

20 20

30 30

40 40

50 50

60 60

Tip yt=1.05E-3 Top yt=4.98E-1 Max. yt=4.98E-1 Top St=-3.06E-3

0-0.50 +0.50 yt=0 at 22.4-ft

St=0 at 28.7-ft

Top Moment=0.0 Max. Moment=557.5

0-1000 +1000

Top Shear=73.0 Max. Shear=73.0

0-100 +100 -lb/f3 C-kp/f2 k-lb/i3 e50 %

115.0 29.0 0.12 25.0 Fill

E -kp/i2=29000 I'-in4=16406

110.0 30.0 0.14 90.0 Alluvium

E -kp/i2=29000 I'-in4=16406

47.6 30.0 0.14 20.0 Alluvium

E -kp/i2=29000 I'-in4=16406

47.6 30.0 0.14 60.0 Alluvium

E -kp/i2=29000 I'-in4=16406

62.6 42.0 0.14 1100 0.002 Coarse-grained igneous rocks

E -kp/i2=29000 I'-in4=16406

DEFLECTION, yt -in MOMENT -kp-f SHEAR -kp

Single Pile, Khead=1, Kbc=1 PILE DEFLECTION & FORCE vs DEPTH

ALL-PILE CivilTech Software www.civiltech.com Licensed to

CivilTech Software

36-inch CISS in Rock 5 Feet (108611020)

Pile Top-ft

Depth (Zp) from Pile Top-ft

0 0

10 10

20 20

30 30

40 40

50 50

60 60

Tip yt=-3.07E-2 Top yt=4.97E-1 Max. yt=4.97E-1 Top St=-1.14E-17

0-0.50 +0.50 yt=0 at 29.5-ft

Top Moment=-1541.7 Max. Moment=1541.7

0-2000 +2000

Top Shear=178.0 Max. Shear=178.0

0-200 +200 -lb/f3 C-kp/f2 k-lb/i3 e50 %

115.0 29.0 0.12 25.0 Fill

E -kp/i2=29000 I'-in4=16406

110.0 30.0 0.14 90.0 Alluvium

E -kp/i2=29000 I'-in4=16406

47.6 30.0 0.14 20.0 Alluvium

E -kp/i2=29000 I'-in4=16406

47.6 30.0 0.14 60.0 Alluvium

E -kp/i2=29000 I'-in4=16406

62.6 42.0 0.14 1100 0.002 Coarse-grained igneous rocks

E -kp/i2=29000 I'-in4=16406

DEFLECTION, yt -in MOMENT -kp-f SHEAR -kp

Single Pile, Khead=5, Kbc=2 PILE DEFLECTION & FORCE vs DEPTH

ALL-PILE CivilTech Software www.civiltech.com Licensed to

CivilTech Software

Pile Top-ft

Depth (Zp) from Pile Top-ft

0 0

10 10

20 20

30 30

40 40

50 50

60 60

Tip yt=2.2E-3 Top yt=4.97E-1 Max. yt=4.97E-1 Top St=-3.06E-3

0-0.50 +0.50 yt=0 at 22.4-ft

St=0 at 28.6-ft

Top Moment=0.0 Max. Moment=560.0

0-1000 +1000

Top Shear=73.0 Max. Shear=73.0

0-100 +100 -lb/f3 C-kp/f2 k-lb/i3 e50 %

115.0 29.0 0.12 25.0 Fill

E -kp/i2=29000 I'-in4=16406

110.0 30.0 0.14 90.0 Alluvium

E -kp/i2=29000 I'-in4=16406

47.6 30.0 0.14 20.0 Alluvium

E -kp/i2=29000 I'-in4=16406

47.6 30.0 0.14 60.0 Alluvium

E -kp/i2=29000 I'-in4=16406

62.6 42.0 0.14 1100 0.002 Coarse-grained igneous rocks

E -kp/i2=29000 I'-in4=16406

DEFLECTION, yt -in MOMENT -kp-f SHEAR -kp

Single Pile, Khead=1, Kbc=1 PILE DEFLECTION & FORCE vs DEPTH

ALL-PILE CivilTech Software www.civiltech.com Licensed to

CivilTech Software

36-inch CISS in Rock 10 Feet (108611020)

Pile Top-ft

Depth (Zp) from Pile Top-ft

0 0

10 10

20 20

30 30

40 40

50 50

60 60

Tip yt=-7.78E-5 Top yt=4.98E-1 Max. yt=4.98E-1 Top St=5.09E-18

0-0.50 +0.50 yt=0 at 29.9-ft St=0 at 0.5-ft

Top Moment=-1566.7 Max. Moment=1566.7

0-2000 +2000

Top Shear=180.0 Max. Shear=181.0

0-200 +200 -lb/f3 C-kp/f2 k-lb/i3 e50 %

115.0 29.0 0.12 25.0 Fill

E -kp/i2=29000 I'-in4=16406

110.0 30.0 0.14 90.0 Alluvium

E -kp/i2=29000 I'-in4=16406

47.6 30.0 0.14 20.0 Alluvium

E -kp/i2=29000 I'-in4=16406

47.6 30.0 0.14 60.0 Alluvium

E -kp/i2=29000 I'-in4=16406

62.6 42.0 0.14 1100 0.002 Coarse-grained igneous rocks

E -kp/i2=29000 I'-in4=16406

DEFLECTION, yt -in MOMENT -kp-f SHEAR -kp

Single Pile, Khead=5, Kbc=2 PILE DEFLECTION & FORCE vs DEPTH

ALL-PILE CivilTech Software www.civiltech.com Licensed to

CivilTech Software

Pile Top-ft

Depth (Zp) from Pile Top-ft

0 0

10 10

20 20

30 30

40 40

50 50

60 60

Tip yt=2.08E-4 Top yt=4.98E-1 Max. yt=4.98E-1 Top St=-3.08E-3

0-0.50 +0.50 yt=0 at 22.4-ft

St=0 at 28.5-ft

Top Moment=0.0 Max. Moment=563.3

0-1000 +1000

Top Shear=73.0 Max. Shear=73.1

0-100 +100 -lb/f3 C-kp/f2 k-lb/i3 e50 %

115.0 29.0 0.12 25.0 Fill

E -kp/i2=29000 I'-in4=16406

110.0 30.0 0.14 90.0 Alluvium

E -kp/i2=29000 I'-in4=16406

47.6 30.0 0.14 20.0 Alluvium

E -kp/i2=29000 I'-in4=16406

47.6 30.0 0.14 60.0 Alluvium

E -kp/i2=29000 I'-in4=16406

62.6 42.0 0.14 1100 0.002 Coarse-grained igneous rocks

E -kp/i2=29000 I'-in4=16406

DEFLECTION, yt -in MOMENT -kp-f SHEAR -kp

Single Pile, Khead=1, Kbc=1 PILE DEFLECTION & FORCE vs DEPTH

ALL-PILE CivilTech Software www.civiltech.com Licensed to

CivilTech Software

36-inch CISS in Rock 15 Feet (108611020)

Pile Top-ft

Depth (Zp) from Pile Top-ft

0 0

10 10

20 20

30 30

40 40

50 50

60 60

Tip yt=1.55E-3 Top yt=4.99E-1 Max. yt=4.99E-1 Top St=0E+0

0-0.50 +0.50 yt=0 at 30.1-ft

St=0 at 35.9-ft

Top Moment=-1566.7 Max. Moment=1566.7

0-2000 +2000

Top Shear=180.0 Max. Shear=180.4

0-200 +200 -lb/f3 C-kp/f2 k-lb/i3 e50 %

115.0 29.0 0.12 25.0 Fill

E -kp/i2=29000 I'-in4=16406

110.0 30.0 0.14 90.0 Alluvium

E -kp/i2=29000 I'-in4=16406

47.6 30.0 0.14 20.0 Alluvium

E -kp/i2=29000 I'-in4=16406

47.6 30.0 0.14 60.0 Alluvium

E -kp/i2=29000 I'-in4=16406

62.6 42.0 0.14 1100 0.002 Coarse-grained igneous rocks

E -kp/i2=29000 I'-in4=16406

DEFLECTION, yt -in MOMENT -kp-f SHEAR -kp

Single Pile, Khead=5, Kbc=2 PILE DEFLECTION & FORCE vs DEPTH

ALL-PILE CivilTech Software www.civiltech.com Licensed to

CivilTech Software

Pile Top-ft

Depth (Zp) from Pile Top-ft

0 0

10 10

20 20

30 30

40 40

50 50

60 60

Tip yt=3.33E-3 Top yt=4.93E-1 Max. yt=4.93E-1 Top St=-3.38E-3

0-0.50 +0.50 yt=0 at 18.7-ft

St=0 at 25.1-ft

Top Moment=0.0 Max. Moment=580.0

0-1000 +1000

Top Shear=74.0 Max. Shear=74.2

0-100 +100 -lb/f3 C-kp/f2 k-lb/i3 e50 %

115.0 29.0 0.12 25.0 Fill

E -kp/i2=3000 I'-in4=260576

110.0 30.0 0.14 90.0 Alluvium

E -kp/i2=3000 I'-in4=260576

47.6 30.0 0.14 20.0 Alluvium

E -kp/i2=3000 I'-in4=260576

47.6 30.0 0.14 60.0 Alluvium

E -kp/i2=3000 I'-in4=260576

62.6 42.0 0.14 1100 0.002 Coarse-grained igneous rocks

E -kp/i2=3000 I'-in4=260576

DEFLECTION, yt -in MOMENT -kp-f SHEAR -kp

Single Pile, Khead=1, Kbc=1 PILE DEFLECTION & FORCE vs DEPTH

ALL-PILE CivilTech Software www.civiltech.com Licensed to

CivilTech Software

48-inch CIDH in Rock 5 Feet (108611020)

Pile Top-ft

Depth (Zp) from Pile Top-ft

0 0

10 10

20 20

30 30

40 40

50 50

60 60

Tip yt=-7.03E-3 Top yt=4.99E-1 Max. yt=4.99E-1 Top St=0E+0

0-0.50 +0.50 yt=0 at 28.3-ft St=0 at 0.4-ft

Top Moment=-1508.3 Max. Moment=1508.3

0-2000 +2000

Top Shear=184.0 Max. Shear=184.8

0-200 +200 -lb/f3 C-kp/f2 k-lb/i3 e50 %

115.0 29.0 0.12 25.0 Fill

E -kp/i2=3000 I'-in4=260576

110.0 30.0 0.14 90.0 Alluvium

E -kp/i2=3000 I'-in4=260576

47.6 30.0 0.14 20.0 Alluvium

E -kp/i2=3000 I'-in4=260576

47.6 30.0 0.14 60.0 Alluvium

E -kp/i2=3000 I'-in4=260576

62.6 42.0 0.14 1100 0.002 Coarse-grained igneous rocks

E -kp/i2=3000 I'-in4=260576

DEFLECTION, yt -in MOMENT -kp-f SHEAR -kp

Single Pile, Khead=5, Kbc=2 PILE DEFLECTION & FORCE vs DEPTH

ALL-PILE CivilTech Software www.civiltech.com Licensed to

CivilTech Software

Pile Top-ft

Depth (Zp) from Pile Top-ft

0 0

10 10

20 20

30 30

40 40

50 50

60 60

Tip yt=1.46E-3 Top yt=4.91E-1 Max. yt=4.91E-1 Top St=-3.39E-3

0-0.50 +0.50 yt=0 at 18.7-ft

St=0 at 25.0-ft

Top Moment=0.0 Max. Moment=584.2

0-1000 +1000

Top Shear=74.0 Max. Shear=74.5

0-100 +100 -lb/f3 C-kp/f2 k-lb/i3 e50 %

115.0 29.0 0.12 25.0 Fill

E -kp/i2=3000 I'-in4=260576

110.0 30.0 0.14 90.0 Alluvium

E -kp/i2=3000 I'-in4=260576

47.6 30.0 0.14 20.0 Alluvium

E -kp/i2=3000 I'-in4=260576

47.6 30.0 0.14 60.0 Alluvium

E -kp/i2=3000 I'-in4=260576

62.6 42.0 0.14 1100 0.002 Coarse-grained igneous rocks

E -kp/i2=3000 I'-in4=260576

DEFLECTION, yt -in MOMENT -kp-f SHEAR -kp

Single Pile, Khead=1, Kbc=1 PILE DEFLECTION & FORCE vs DEPTH

ALL-PILE CivilTech Software www.civiltech.com Licensed to

CivilTech Software

48-inch CIDH in Rock 10 Feet (108611020)

Pile Top-ft

Depth (Zp) from Pile Top-ft

0 0

10 10

20 20

30 30

40 40

50 50

60 60

Tip yt=1.42E-3 Top yt=5E-1 Max. yt=5E-1 Top St=5.09E-18

0-0.50 +0.50 yt=0 at 28.2-ft

St=0 at 33.5-ft

Top Moment=-1516.7 Max. Moment=1516.7

0-2000 +2000

Top Shear=185.0 Max. Shear=185.0

0-200 +200 -lb/f3 C-kp/f2 k-lb/i3 e50 %

115.0 29.0 0.12 25.0 Fill

E -kp/i2=3000 I'-in4=260576

110.0 30.0 0.14 90.0 Alluvium

E -kp/i2=3000 I'-in4=260576

47.6 30.0 0.14 20.0 Alluvium

E -kp/i2=3000 I'-in4=260576

47.6 30.0 0.14 60.0 Alluvium

E -kp/i2=3000 I'-in4=260576

62.6 42.0 0.14 1100 0.002 Coarse-grained igneous rocks

E -kp/i2=3000 I'-in4=260576

DEFLECTION, yt -in MOMENT -kp-f SHEAR -kp

Single Pile, Khead=5, Kbc=2 PILE DEFLECTION & FORCE vs DEPTH

ALL-PILE CivilTech Software www.civiltech.com Licensed to

CivilTech Software

Pile Top-ft

Depth (Zp) from Pile Top-ft

0 0

10 10

20 20

30 30

40 40

50 50

60 60

Tip yt=-3.7E-5 Top yt=4.95E-1 Max. yt=4.95E-1 Top St=-3.42E-3

0-0.50 +0.50 yt=0 at 18.6-ft

St=0 at 25.0-ft

Top Moment=0.0 Max. Moment=590.8

0-1000 +1000

Top Shear=74.0 Max. Shear=74.9

0-100 +100 -lb/f3 C-kp/f2 k-lb/i3 e50 %

115.0 29.0 0.12 25.0 Fill

E -kp/i2=3000 I'-in4=260576

110.0 30.0 0.14 90.0 Alluvium

E -kp/i2=3000 I'-in4=260576

47.6 30.0 0.14 20.0 Alluvium

E -kp/i2=3000 I'-in4=260576

47.6 30.0 0.14 60.0 Alluvium

E -kp/i2=3000 I'-in4=260576

62.6 42.0 0.14 1100 0.002 Coarse-grained igneous rocks

E -kp/i2=3000 I'-in4=260576

DEFLECTION, yt -in MOMENT -kp-f SHEAR -kp

Single Pile, Khead=1, Kbc=1 PILE DEFLECTION & FORCE vs DEPTH

ALL-PILE CivilTech Software www.civiltech.com Licensed to

CivilTech Software

48-inch CIDH in Rock 1 Feet (108611020)

Pile Top-ft

Depth (Zp) from Pile Top-ft

0 0

10 10

20 20

30 30

40 40

50 50

60 60

Tip yt=3.45E-4 Top yt=5E-1 Max. yt=5E-1 Top St=-4.58E-18

0-0.50 +0.50 yt=0 at 28.4-ft

St=0 at 33.5-ft

Top Moment=-1516.7 Max. Moment=1516.7

0-2000 +2000

Top Shear=185.0 Max. Shear=185.8

0-200 +200 -lb/f3 C-kp/f2 k-lb/i3 e50 %

115.0 29.0 0.12 25.0 Fill

E -kp/i2=3000 I'-in4=260576

110.0 30.0 0.14 90.0 Alluvium

E -kp/i2=3000 I'-in4=260576

47.6 30.0 0.14 20.0 Alluvium

E -kp/i2=3000 I'-in4=260576

47.6 30.0 0.14 60.0 Alluvium

E -kp/i2=3000 I'-in4=260576

62.6 42.0 0.14 1100 0.002 Coarse-grained igneous rocks

E -kp/i2=3000 I'-in4=260576

DEFLECTION, yt -in MOMENT -kp-f SHEAR -kp

Single Pile, Khead=5, Kbc=2 PILE DEFLECTION & FORCE vs DEPTH

ALL-PILE CivilTech Software www.civiltech.com Licensed to

CivilTech Software

48-inch CIDH in Rock 1 Feet (108611020)

Pile Top-ft

Depth (Zp) from Pile Top-ft

0 0

10 10

20 20

30 30

40 40

50 50

60 60

Tip yt=-5.03E-2 Top yt=4.99E-1 Max. yt=4.99E-1 Top St=-2.43E-3

0-0.50 +0.50 yt=0 at 27.4-ft

Top Moment=0.0 Max. Moment=1066.7

0-2000 +2000

Top Shear=120.0 Max. Shear=120.0

0-200 +200 -lb/f3 C-kp/f2 k-lb/i3 e50 %

115.0 29.0 0.12 25.0 Fill

E -kp/i2=29000 I'-in4=51852

110.0 30.0 0.14 90.0 Alluvium

E -kp/i2=29000 I'-in4=51852

47.6 30.0 0.14 20.0 Alluvium

E -kp/i2=29000 I'-in4=51852

47.6 30.0 0.14 60.0 Alluvium

E -kp/i2=29000 I'-in4=51852

62.6 42.0 0.14 1100 0.002 Coarse-grained igneous rocks

E -kp/i2=29000 I'-in4=51852

DEFLECTION, yt -in MOMENT -kp-f SHEAR -kp

Single Pile, Khead=1, Kbc=1 PILE DEFLECTION & FORCE vs DEPTH

ALL-PILE CivilTech Software www.civiltech.com Licensed to

CivilTech Software

48-inch CISS in Rock 5 Feet (108611020)

Pile Top-ft

Depth (Zp) from Pile Top-ft

0 0

10 10

20 20

30 30

40 40

50 50

60 60

Tip yt=-4.2E-2 Top yt=2.5E-1 Max. yt=2.5E-1 Top St=0E+0

0-0.50 +0.50 yt=0 at 31.4-ft

Top Moment=-1691.7 Max. Moment=1691.7

0-2000 +2000

Top Shear=163.0 Max. Shear=164.1

0-200 +200 -lb/f3 C-kp/f2 k-lb/i3 e50 %

115.0 29.0 0.12 25.0 Fill

E -kp/i2=29000 I'-in4=51852

110.0 30.0 0.14 90.0 Alluvium

E -kp/i2=29000 I'-in4=51852

47.6 30.0 0.14 20.0 Alluvium

E -kp/i2=29000 I'-in4=51852

47.6 30.0 0.14 60.0 Alluvium

E -kp/i2=29000 I'-in4=51852

62.6 42.0 0.14 1100 0.002 Coarse-grained igneous rocks

E -kp/i2=29000 I'-in4=51852

DEFLECTION, yt -in MOMENT -kp-f SHEAR -kp

Single Pile, Khead=5, Kbc=2 PILE DEFLECTION & FORCE vs DEPTH

ALL-PILE CivilTech Software www.civiltech.com Licensed to

CivilTech Software

Pile Top-ft

Depth (Zp) from Pile Top-ft

0 0

10 10

20 20

30 30

40 40

50 50

60 60

Tip yt=-1.46E-2 Top yt=4.97E-1 Max. yt=4.97E-1 Top St=-2.48E-3

0-0.50 +0.50 yt=0 at 28.0-ft

St=0 at 38.2-ft

Top Moment=0.0 Max. Moment=1125.0

0-2000 +2000

Top Shear=124.0 Max. Shear=124.3

0-200 +200 -lb/f3 C-kp/f2 k-lb/i3 e50 %

115.0 29.0 0.12 25.0 Fill

E -kp/i2=29000 I'-in4=51852

110.0 30.0 0.14 90.0 Alluvium

E -kp/i2=29000 I'-in4=51852

47.6 30.0 0.14 20.0 Alluvium

E -kp/i2=29000 I'-in4=51852

47.6 30.0 0.14 60.0 Alluvium

E -kp/i2=29000 I'-in4=51852

62.6 42.0 0.14 1100 0.002 Coarse-grained igneous rocks

E -kp/i2=29000 I'-in4=51852

DEFLECTION, yt -in MOMENT -kp-f SHEAR -kp

Single Pile, Khead=1, Kbc=1 PILE DEFLECTION & FORCE vs DEPTH

ALL-PILE CivilTech Software www.civiltech.com Licensed to

CivilTech Software

48-inch CISS in Rock 10 Feet (108611020)

Pile Top-ft

Depth (Zp) from Pile Top-ft

0 0

10 10

20 20

30 30

40 40

50 50

60 60

Tip yt=-1.94E-2 Top yt=2.49E-1 Max. yt=2.49E-1 Top St=0E+0

0-0.50 +0.50 yt=0 at 34.3-ft

Top Moment=-1741.7 Max. Moment=1741.7

0-2000 +2000

Top Shear=170.0 Max. Shear=170.0

0-200 +200 -lb/f3 C-kp/f2 k-lb/i3 e50 %

115.0 29.0 0.12 25.0 Fill

E -kp/i2=29000 I'-in4=51852

110.0 30.0 0.14 90.0 Alluvium

E -kp/i2=29000 I'-in4=51852

47.6 30.0 0.14 20.0 Alluvium

E -kp/i2=29000 I'-in4=51852

47.6 30.0 0.14 60.0 Alluvium

E -kp/i2=29000 I'-in4=51852

62.6 42.0 0.14 1100 0.002 Coarse-grained igneous rocks

E -kp/i2=29000 I'-in4=51852

DEFLECTION, yt -in MOMENT -kp-f SHEAR -kp

Single Pile, Khead=5, Kbc=2 PILE DEFLECTION & FORCE vs DEPTH

ALL-PILE CivilTech Software www.civiltech.com Licensed to

CivilTech Software

Pile Top-ft

Depth (Zp) from Pile Top-ft

0 0

10 10

20 20

30 30

40 40

50 50

60 60

Tip yt=1.08E-3 Top yt=5E-1 Max. yt=5E-1 Top St=-2.5E-3

0-0.50 +0.50 yt=0 at 28.0-ft

St=0 at 35.4-ft

Top Moment=0.0 Max. Moment=1141.7

0-2000 +2000

Top Shear=125.0 Max. Shear=125.4

0-200 +200 -lb/f3 C-kp/f2 k-lb/i3…