Attachment 14-COMBINED DA - REPAIR MULTIPLE COMMUNICATIONS TOWERS TYNDALL - IFC Reduced.pdf

3 1 2 S O U T H AL C AN I Z S T RE E T • P E N S AC O L A , F L O R I DA 3 2 5 0 2 • 8 5 0 4 3 3 2 79 9 • A AC 0 0 1 9 4 2 • H H MA . C O M

REPAIR MULTIPLE COMMUNICATIONS TOWERS

TYNDALL AFB FLORIDA

XLWU 19-8107

ISSUE FOR CONSTRUCTION FINAL DESIGN ANALYSIS

27 MAY 2020

INDEX

I. STATEMENT OF WORK

II. STRUCTURAL DESIGN ANALYSIS

III. ELECTRICAL DESIGN ANALYSIS

IV. MEETING MINUTES

V. REVIEW COMMENTS

STATEMENT OF WORK

FA4819-19-R-7003

Appendix – A1

20 June 2019

APPENDIX – A1

SCOPE OF WORK

For

REGIONAL ENGINEERING AND

CONSTRUCTION CONTRACT (RE&C)

EAST REGION

Repair Communications Tower 214

TYNDALL AFB FLORIDA

FOR PROJECT XLWU 19-8107

FA481919R7003

TYNDALL AFB, FL

ATTACHMENT 03

APPENDIX A1

20 June 2019

Contents

EXECUTIVE SUMMARY

1. SCOPE

1.1. PURPOSE:

1.2. FIELD CHANGES:

1.3 PERIOD OF PERFORMANCE AND PHASING………………….....………………………………….………...….4

2. SUMMARY OF WORK:

3 REQUIREMENTS:

4.0 POINTS OF CONTACT (POC’S)

4.1 POCS

4.2 CONTRACTING OFFICER AUTHORITY:

4.3 PROJECT MANAGER (PM):

4.4 USER CONTACT

4.5 BUILDING CONTACT

FA481919R7003

TYNDALL AFB, FL

Air Force Communications Squadrons Tower Requirements Document

Executive Summary This is a requirements document identifying minimum requirements for a replacement tower for the existing FARS tower at building 214. This is to restore all capabilities of the previous tower to pre hurricane conditions. This document will identify applicable equipment, cable and hardware required to meet the objectives for the tower replacement project. This document will enable a contract to procure install and validate a new tower, this is to be a fully functional turnkey product.

Name: Fire Alarm Reporting System (FARS) Tower Replacement

Organization: 325 CES

Address: 1129 Florida Ave Tyndall AFB, FL

FA481919R7003

TYNDALL AFB, FL

1. Scope

1.1. Purpose:

The FARS tower at Building 214 is critical infrastructure. It is used to relay communications between facility installed fire alarm/mass notification systems and the fire alarm receiving station at Tyndall’s Emergency Communication Center. Tyndall AFB had a complete tower failure at Building 214. None of the previously installed equipment is salvageable. The intent is to replace the tower, foundation (if applicable), antenna, cable and grounding system, restoring capabilities to pre-hurricane conditions.

1.2. Field Changes:

Field Changes: The Contractor and the Government may agree to perform a no cost field change. Field changes are made when the change appears to be mutually beneficial to all parties and would not require changing the negotiated items. All field changes must be approved by the CO prior to execution. Only the CO may authorize field changes or deviations from the SOW.

1.3 Period of Performance and Phasing:

Tower 214 is one location out of six (6) total tower sites in this Task Order. Overall requested period of performance for entire task order (i.e. all 6 tower sites) is 365 days.

Phasing of tower 214 65%/95%/100% design submittals and construction activities within the overall task order shall be submitted to the government for review and approval.

2. Summary of Work:

Design, construction and installation of a new tower, antenna and related components meeting all requirements of the supported FARS. The designer shall ensure compliance with the latest edition of Telecommunications Industry Association Standard 222 (TIA-222).

3. Requirements

3.1. Tower must be 75 feet tall.

3.2. Must be designed to meet Florida Building Code provisions that contain the High Velocity Hurricane Zone (HVHZ) Risk Category IV (i.e. Designated emergency preparedness, communications and operations centers and other facilities required for

FA481919R7003

TYNDALL AFB, FL

emergency response) for Miami-Dade county – please refer to FBC sections 1604.5 and 1616-1620

3.3. Tower and base/footing/pad must be grounded IAW TIA-222 and National Fire Protection Association (NFPA) Standard 780.

3.4. Tower must be installed to the manufactures specifications for plumbness, linearity and alignment

3.5. The antenna that is mounted to the tower will connect to equipment inside of Building 214 via LMR-400 RF cable. A suitable medium will need to be provided to carry and shield the cable.

3.6. The tower shall have one high gain RF omnidirectional antenna that operates at frequency 138.2875 MHZ The antenna shall be capable of sending fire alarm communications to and receiving fire alarm communications from anywhere on Tyndall AFB. The antenna purchased and installed shall meet the requirements of the Monaco FARS equipment inside of Building 659.

3.7. An FAA approved obstruction light shall be installed if required by applicable regulations.

3.8. Provide as built drawings.

3.9. This is not a complete list of hardware/equipment required for this requirement. To meet the requirements stated additional equipment or hardware may be required not specifically identified in this document.

4.0 POINTS OF CONTACT (POCs)

4.1 POCs will be coordinated through the CO.

4.2 Contracting Officer Authority:

A. CO, the term used herein, does not include any representative not acting within the scope of his/her authority. Notwithstanding any of the provisions of this contract, the CO shall be the only individual authorized to in any way amend or modify the terms of this contract.

END OF DOCUMENT

FA481919R7003

TYNDALL AFB, FL

STRUCTURAL DESIGN ANALYSIS

REPAIR MULTIPLE COMMUNICATIONS TOWERS XLWU 19-8107

TYNDALL AIR FORCE BASE, FL

95% FINAL DESIGN SUBMITTAL – FOR APPROVAL

Applicable Criteria All Bid Options:

• ACI 315: American Concrete Institute, Manual of Standard Practice for Detailing

Reinforced Concrete Structures

• ACI 318-14: American Concrete Institute, Building Code Requirements for Structural

Concrete and Commentary.

• ASCE 7-10: Minimum Design Loads for Buildings and Other Structures.

• IBC 2015: International Building Code, 2015 Edition.

• UFC 1-200-01: Unified Facilities Criteria (UFC), General Building Requirements, dated 20 June 2016

• UFC 3-301-01: Unified Facilities Criteria (UFC), Structural Engineering with Change 4 dated 1 November 2018

• TIA-222-H Standard: Standard for Antennas and The Supporting Structures for

Antennas and Small Wind Turbines

Structural System(s):

The project is located at Tyndall AFB, Florida. The structures shall be analyzed, designed, fabricated, and constructed in accordance with the applicable edition of the outlined criteria. In the case of conflict within these requirements, the most stringent requirement will govern.

The proposed project includes new self-supported towers. The towers vary in height from 65 feet tall to 148 feet tall. The towers have been designed with deep foundation systems. The minimum reinforcement steel in all piles shall be 0.5% per ACI standards.

Loading Criteria:

Design loads and load combinations have been provided by Allstate Tower Inc. as follows:

Shear (kips) Axial Down (kips) Moment (kip-ft)

Tower Shear (kips) Axial Down (kips) Moment (kip-ft)

214 6 5 286

659 8 8 499

1255 44 27 1921

1810 40 34 2526

9349 31 24 2263

9350 31 24 2263

• Wind: ASCE 7-10. 186mph, basic wind speed. Exposure “C”, Risk Category shall be IV.

Structure shall be designed as an “Open Structure”

Minimum Material Properties:

• Concrete in drilled shafts: f’c = 4500 psi

• Concrete in grade beams: f’c = 4000 psi

Foundations

The foundation system for the new towers shall consist of drilled pier (caissons) reinforced concrete foundations. The new drilled piers shall be located at each column leg or one large caisson which supports all (3) or (4) legs, see Structural Construction Documents. Anchor bolts and attachments shall be provided by the Tower Manufacturer.

Support of Non-Structural Items:

• All mechanical and electrical equipment and other auxiliary building features such as ductwork, piping, cable trays, etc. shall be properly supported. All equipment and architectural features shall be adequately framed, reinforced, and connected.

216 East Government St. ▪ Pensacola, FL 32502 ▪ P: 475.1268 ▪ F: 850.502.4210

TYNDALL AFB FLORIDA – REPAIR TYNDALL TOWERS

STRUCTURAL CALCULATIONS

Calculated By: D. McCarthy

Date: January 8, 2020

MEI Project No: 2019 160

95% Submittal – Not For Construction jeff Text Box March 23, 2020 jeff Text Box 95% Re-Submittal Not For Construction

MCCARTHY ENGINEERING, INC.

Design Criteria

The project is located at Tyndall AFB, Florida. The structures shall be analyzed, designed, fabricated, and constructed in accordance with the applicable edition of the outlined criteria.

In the case of conflict within these requirements, the most stringent requirement will govern.

The proposed project includes new self*supported towers. The towers vary in height from 65 feet tall to 148 feet tall. The towers have been designed with deep foundation systems. The minimum reinforcement steel in all piles shall be 0.5% per ACI standards.

• ACI 315: American Concrete Institute, Manual of Standard Practice for

Detailing Reinforced Concrete Structures

• ACI 318*14: American Concrete Institute, Building Code Requirements for

Structural Concrete and Commentary.

• ASCE 7*10: Minimum Design Loads for Buildings and Other Structures.

• IBC 2015: International Building Code, 2015 Edition.

• UFC 1*200*01: Unified Facilities Criteria (UFC), General Building Requirements, dated 20 June 2016

• UFC 3*301*01: Unified Facilities Criteria (UFC), Structural Engineering with

Change 4 dated 1 November 2018

• TIA*222*H Standard: Standard for Antennas and The Supporting Structures for

Antennas and Small Wind Turbines

Design Loads

1. Wind Loads:

Vult – 186 mph

Vasd – 144 mph

Exposure Category – C

Risk Category – IV

FOUNDATION DESIGN CALCULATIONS

FOUNDATION BUILDING 214

Cloud jeff Highlight

Highlight

Depth (Zp) from

Pile Top -ft

Depth (Zp) from Pile Top-ft

0 0

5 5

10 10

15 15

20 20

25 25

30 30

Ground

Pile Tip Top Vertical Stress=0.000

Max. Vertical Stress=0.740

0-1.00 +1.00

Max. Side Resistance=0.25

Up 0 Down-0.50 +0.50 Up 0 Down-500 +500

Top Uplift=57.4

Top DownWard=373.5

G-lb/f3 Phi C-kp/f2 k-lb/i3 e50 %

51 32.0 0.00 51.5 Sand/Gravel

51 32.0 0.00 51.5 Sand/Gravel

28 29 0.00 9.4 Sand/Gravel

58 34.0 0.00 72.3 Sand/Gravel

Atip=4072-in

Vertical Stress -kp/f2 Side Resistance-kp/f2 Axial Force -kp

Based on Ultimate Load Condition SOIL STRESS, SIDE RESISTANCE, & AXIAL FORCE vs DEPTH

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

CivilTech

Software Figure 1

TOWERS 214

DESIGN

Depth

Pile Top-ft

Depth from Pile Top-ft

0 0

5 5

10 10

15 15

20 20

25 25

30 30

(Pile diameter not to scale) Surface Angle=0Batter Angle=0 γ φDepth -lb/f3 C-kp/f2 k-lb/i3 e50 % Nspt

0.0 51 32.0 0.00 51.5 15

Sand/Gravel

4.0 51 32.0 0.00 51.5 15

Sand/Gravel

18.0 28 29 0.00 9.4 4

Sand/Gravel

23.0 58 34.0 0.00 72.3 22

Sand/Gravel

Depth Width-in A'-in2 Per.-in I'-in4 E -kp/i2 W -kp/f

0.0 78 4071.5 226.2 1319167.4 3000 4.241

Concrete (rough)

15.0

Diameter more than 24in (61cm).

For bell section, select "Belled" in Diameter Variation (Pile Section Screen, Item 4).

Recommendation: 2 to 4 in Item 3 of Page F.

FOUNDATION PROFILE & SOIL CONDITIONS

FOUNDATION PROPERTIES SOIL PROPERTIES

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

CivilTech

Software Figure 1

0.0 0.4 0.8 1.2 1.6 2.0 2.4 2.8 3.2 3.6 4.0 4.4 4.8 5.2 5.6 6.0 6.4 6.8 7.2 7.6 8.0

Total Side Tip

Total Settlement, X -in

C o m p re s s io n L o a d

Q d w k p

Vertical Load vs. Total Settlement

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

CivilTech

Software Figure 1

0 0

40 40

80 80

120 120

160 160

200 200

240 240

280 280

320 320

360 360

400 400

0 010 1020 2030 3040 4050 5060 6070 7080 8090 90100 100

Foundation Depth, L -ft Foundation Depth, L -ft

C o m p re s s io n C a p a c it y

Q d w k p

U p li ft

C a p a c it y

Q u p k p

ULTIMATE CAPACITY vs FOUNDATION DEPTH

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

CivilTech

Software Figure 1

Loads:

Load Factor for Vertical Loads= 1.0

Load Factor for Lateral Loads= 1.0

Loads Supported by Pile Cap= 0 %

Shear Condition: Static

(with Load Factor)

Vertical Load, Q= 6.0 -kp

Profile:

Pile Length, L= 15.0 -ft

Top Height, H= 0.5 -ft

Slope Angle, As= 0

Batter Angle, Ab= 0

Group and Boundary Condition:

Free Head with Cap

Pile Number= 1 Pile

Soil Data:

Depth Gamma Phi C K e50 or Dr Nspt

-ft -lb/f3 -kp/f2 -lb/i3 %

0 51 32.0 0.00 51.5 46.10 15

4 51 32.0 0.00 51.5 46.10 15

18 28 29 0.00 9.4 15.33 4

23 58 34.0 0.00 72.3 56.25 22

43 50 30 0.00 24.1 28.81 8

53 66 37 0.00 102.3 68.34 33

Pile Data:

Depth Width Area Per. I E Weight

-ft -in -in2 -in -in4 -kp/i2 -kp/f

0.0 78 4071.5 226.2 1319167.4 3000 4.241

15.0

Group Vertical capacity:

Total Ultimate Capacity (Down)= 373.537-kp Total Ultimate Capacity (Up)= 57.401-kp

Total Allowable Capacity (Down)= 169.789-kp Total Allowable Capacity (Up)= 51.062-kp

OK! Qallow > Q

Group Settlement Calculation:

At Xallow= 1.00-in Q= 152.14-kp

At Q= 6.00-kp Settlement= 0.01834-in

Note: If the program cannot find a result or the result exceeds the upper limit. The result will be displayed as 99999.

VERTICAL ANALYSIS Figure 1

Drilled Shaft (dia >24 in. or 61 cm)

CivilTech

Software

TOWERS 214

DESIGN

ALLPILE 7

VERTICAL ANALYSIS SUMMARY OUTPUT

Copyright by CivilTech Software www.civiltech.com

Licensed to

Date: 3/23/2020 File: A:\2019 Projects\2019-160 Tyndall Towers\Calculations\FINAL\214 TOWER.alp 1.0

Title 1: TOWERS 214

Title 2: DESIGN

ALLPILE INPUT DATA:

* Pile Type Page *

Unit: English

Diameter more than 24in (61cm). For bell section, select "Belled" in Diameter

Variation (Pile Section Screen, Item 4). Recommendation: 2 to 4 in Item 3 of Page F.

Pile Type: Drilled Shaft (dia >24 in. or 61 cm)

* Pile Profile *

Foundation Depth: 15.0 -ft

Top Height: 0.5 -ft

Slope Angle: 0

Pile Angle: 0

* Pile Properties * Zs Width Area Perim. I E Weight Mix* Out In

Other Type -ft -in -in2 -in -in4 -kp/i2 -kp/f % Side Side Par.

0.0 78 4071.5 226.2 1319167.4 3000 4.241 0.0 3 3

0 Concrete (rough) 15.0

Pile Tip

Note: Mix = % of Inside material/Outside material

Group Type: 2

Top Type: 1

Pile Number: 1 Pile

Spacing: 6.50 -ft

Water Table: 0 -ft

No Elevation Input

* Soil Properties * Zs Gamma Phi C K E50/Dr Nspt Type Soil jeff Highlight jeff Arrow

-ft -lb/f3 o -kp/f2 -lb/i3 - %

0.0 51 32.0 0.00 51.5 46.10 15 4 Sand/Gravel

4.0 51 32.0 0.00 51.5 46.10 15 4 Sand/Gravel

18.0 28 29 0.00 9.4 15.33 4 4 Sand/Gravel

23.0 58 34.0 0.00 72.3 56.25 22 4 Sand/Gravel

43.0 50 30 0.00 24.1 28.81 8 4 Sand/Gravel

53.0 66 37 0.00 102.3 68.34 33 4 Sand/Gravel

Surcharge Pressure on ground: 0 -kp/f2

ALLPILE ANALYSIS AND RESULTS:

TOTAL LOADS:

Vertical Load, Q: 6.0 -kp Vertical Load with Load Factor, Q: 6.0 -kp Vertical Load with Load factor and Pile Cap, Q= 6.0 -kp Load Factor for Vertical Load and Torsion= 1.0 Vertical Loads Supported by Pile Cap: 0 % Load Factor for Vertical Loads: 1.0

PILE PROFILE:

Pile Length, L= 15.0 -ft Top Height, H= 0.5 -ft Slope Angle, As= 0 Batter Angle, Ab= 0.00 Batter Factor, Kbat= 1.00

*To consider the influence of different soils below the pile tip, bearing stratum is defined from pile tip extending to 4 Diameter of pile, which is 26.0-ft (Input Page

F, Item 3)

TOWER FOUNDATION:

Group Configuration:

Pile Number: 1 Pile Average Pile Diameter= 6.50 -ft

1. Single Pile Vertical Analysis (Based on one pile):

Vertical Load in Each Pile= 6.00 -kp

Results:

Total Ultimate Capacity (Down)= 373.54-kp, Total Ultimate Capacity (Up)=

57.40-kp Total Allowable Capacity (Down)= 169.79-kp, Total Allowable Capacity (Up)=

51.06-kp At Work Load= 6.00-kp, Settlement= 0.01834-in At Work Load= 6.00-kp, Secant Stiffness Kqx= 327.13-kp/-in At Allowable Settlement= 1.00000-in, Capacity= 152.14-kp Work Load, 6.00-kp, OK with the Capacity at Allowable Settlement=

1.00000-in, Capacity= 152.14-kp Work Load, 6.00-kp, OK with the Allowable Capacity (Down)= 169.79-kp jeff Cloud

2. Group Pile Vertical Analysis (Based on group of piles):

Vertical Load= 6.00 -kp

Results:

Total Ultimate Capacity (Down)= 373.54-kp, Total Ultimate Capacity (Up)=

57.40-kp Total Allowable Capacity (Down)= 169.79-kp, Total Allowable Capacity (Up)=

51.06-kp At Work Load= 6.00-kp, Settlement= 0.01834-in At Work Load= 6.00-kp, Secant Stiffness Kqx= 327.13-kp/-in At Allowable Settlement= 1.00000-in, Capacity= 152.14-kp Work Load, 6.00-kp, OK with the Capacity at Allowable Settlement=

1.00000-in, Capacity= 152.14-kp Work Load, 6.00-kp, OK with the Allowable Capacity (Down)= 169.79-kp

FACTOR OF SAFETY:

FSside FStip FSuplif FSweight

2.2 2.2 2.2 0.9

Note: If the program cannot find a result or the result exceeds the upper limit.

The result will be displayed as 99999.

1 1 1 1 1 jeff Highlight

LATERAL ANALYSIS SUMMARY OUTPUT

Copyright by CivilTech Software www.civiltech.com

Licensed to

Date: 3/23/2020 File: A:\2019 Projects\2019-160 Tyndall Towers\Calculations\FINAL\214 TOWER.alp 1.0

Title 1: TOWERS 214

Title 2: DESIGN

ALLPILE INPUT DATA:

* Pile Type Page *

Unit: English

Diameter more than 24in (61cm). For bell section, select "Belled" in Diameter

Variation (Pile Section Screen, Item 4). Recommendation: 2 to 4 in Item 3 of Page F.

Pile Type: Drilled Shaft (dia >24 in. or 61 cm)

* Pile Profile *

Foundation Depth: 15.0 -ft

Top Height: 0.5 -ft

Slope Angle: 0

Pile Angle: 0

* Pile Properties * Zs Width Area Perim. I E Weight Mix* Out In

Other Type -ft -in -in2 -in -in4 -kp/i2 -kp/f % Side Side Par.

0.0 78 4071.5 226.2 1319167.4 3000 4.241 0.0 3 3

0 Concrete (rough) 15.0

Pile Tip

Note: Mix = % of Inside material/Outside material

Other Pra. = Crack deduction (%) for concrete pile

Group Type: 2

Top Type: 1

Pile Number: 1 Pile

Spacing: 6.50 -ft

Water Table: 0 -ft

No Elevation Input

* Soil Properties * jeff Highlight

Zs Gamma Phi C K E50/Dr Nspt Type Soil

0.0 51 32.0 0.00 51.5 46.10 15 4 Sand/Gravel

4.0 51 32.0 0.00 51.5 46.10 15 4 Sand/Gravel

18.0 28 29 0.00 9.4 15.33 4 4 Sand/Gravel

23.0 58 34.0 0.00 72.3 56.25 22 4 Sand/Gravel

43.0 50 30 0.00 24.1 28.81 8 4 Sand/Gravel

53.0 66 37 0.00 102.3 68.34 33 4 Sand/Gravel

ALLPILE ANALYSIS AND RESULTS:

TOTAL LOADS (with Load Factor):

Vertical Load, Q: 6.0 -kp Moment, M: 286.0 -kp-f Shear Load, P: 6.0 -kp

FACTORS AND CONDITIONS:

Load Factor for Vertical Loads: 1.0 Load Factor for Lateral Loads: 1.0 Loads Supported by Pile Cap: 0 % Shear Condition: Static

TOWER FOUNDATION:

Group Configuration:

Head Condition: Free Head (Pile Cap with Pinned Connection) Pile Number: 1 Pile Average Pile Diameter= 6.50 -ft

Single Pile

Critical Loading for Single Pile:

Combined Beduction Factor due to Group Effect, R is based on following factors:

Deduction factor due to side effect, Rside= 1.00 Deduction factor due to front effect, Rfront= 1.00

1.Vertical Analysis:

Work Load, 6.00-kp, OK with the Capacity at Allowable Settlement=

1.00000-in, Capacity= 152.14-kp Work Load, 6.00-kp, OK with the Allowable Capacity (Down)= 169.79-kp

2.Lateral Analysis:

Deduction factor due to Group Effect, R (Rfront and Rside) = 1.00 Free Head Condition

Note: If the program cannot find a result or the result exceeds the upper limit.

The result will be displayed as 99999.

jeff Cloud

Notes:

Q - Vertical Load at pile top

P - Lateral Shear Load at pile top

M - Moment at pile top

Xtop - Pile top total settlement yt - Pile top deflection

St - Pile top deflection slope (deflection/unit length)

The Max. Moment calculated by program is an internal moment of shaft due to the loading. Engineers have to check whether the pile has enough moment capacity to resist the Max. Moment with adequate factor of safety. If not, the pile may be damaged under the loading.

1 1 1 1 1

FOUNDATION BUILDING 659

Pile Top -ft

Depth (Zp) from Pile Top-ft

0 0

5 5

10 10

15 15

20 20

25 25

30 30

Ground

Pile Tip Top Vertical Stress=0.000

Max. Vertical Stress=0.914

0-1.00 +1.00

Max. Side Resistance=0.34

Up 0 Down-0.50 +0.50 Up 0 Down-1000 +1000

Top Uplift=73.4

Top DownWard=795.5

G-lb/f3 Phi C-kp/f2 k-lb/i3 e50 %

63 35.0 0.00 1164.7 Sand/Gravel

63 35.0 0 1170.3 Sand/Gravel

63 35.0 0.00 86.0 Sand/Gravel

Atip=4778-in

Vertical Stress -kp/f2 Side Resistance-kp/f2 Axial Force -kp

Based on Ultimate Load Condition SOIL STRESS, SIDE RESISTANCE, & AXIAL FORCE vs DEPTH

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

CivilTech

Software Figure 1

TYNDALL 659

TOWER

Pile Top-ft

Depth from Pile Top-ft

0 0

5 5

10 10

15 15

20 20

25 25

30 30

(Pile diameter not to scale) Surface Angle=0Batter Angle=0 γ φDepth -lb/f3 C-kp/f2 k-lb/i3 e50 % Nspt

0.0 63 35.0 0.00 1164.7 27

Sand/Gravel

1.0 63 35.0 0 1170.3 27

Sand/Gravel

4.0 63 35.0 0.00 86.0 27

Sand/Gravel

Depth Width-in A'-in2 Per.-in I'-in4 E -kp/i2 W -kp/f

0.0 84 4778.4 245.0 1816972.4 3000 4.977

Concrete (rough)

15.0

Diameter more than 24in (61cm).

For bell section, select "Belled" in Diameter Variation (Pile Section Screen, Item 4).

Recommendation: 2 to 4 in Item 3 of Page F.

FOUNDATION PROFILE & SOIL CONDITIONS

FOUNDATION PROPERTIES SOIL PROPERTIES

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

CivilTech

Software Figure 1

0.0 0.4 0.8 1.2 1.6 2.0 2.4 2.8 3.2 3.6 4.0 4.4 4.8 5.2 5.6 6.0 6.4 6.8 7.2 7.6 8.0

Total Side Tip

Total Settlement, X -in

C o m p re s s io n L o a d

Q d w k p

Vertical Load vs. Total Settlement

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

CivilTech

Software Figure 1

80 80

160 160

240 240

320 320

400 400

480 480

560 560

640 640

720 720

800 800

0 010 1020 2030 3040 4050 5060 6070 7080 8090 90100 100

Foundation Depth, L -ft Foundation Depth, L -ft

C o m p re s s io n C a p a c it y

Q d w k p

U p li ft

C a p a c it y

Q u p k p

ULTIMATE CAPACITY vs FOUNDATION DEPTH

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CivilTech

Software Figure 1

Load Factor for Lateral Loads= 1.0

Loads Supported by Pile Cap= 0 %

Shear Condition: Static

(with Load Factor)

Vertical Load, Q= 8.0 -kp

Profile:

Pile Length, L= 15.0 -ft

Top Height, H= 0.5 -ft

Slope Angle, As= 0

Batter Angle, Ab= 0

Group and Boundary Condition:

No Pile Cap

Pile Number= 1 Pile

Soil Data:

Depth Gamma Phi C K e50 or Dr Nspt

-ft -lb/f3 -kp/f2 -lb/i3 %

0 63 35.0 0.00 1164.7 0.00 27

1 63 35.0 0 1170.3 0.48 27

4 63 35.0 0.00 86.0 62.07 27

48 48 30.0 0.00 21.9 27.04 7

Pile Data:

Depth Width Area Per. I E Weight

-ft -in -in2 -in -in4 -kp/i2 -kp/f

0.0 84 4778.4 245.0 1816972.4 3000 4.977

15.0

Group Vertical capacity:

Total Ultimate Capacity (Down)= 795.471-kp Total Ultimate Capacity (Up)= 73.389-kp

Total Allowable Capacity (Down)= 361.578-kp Total Allowable Capacity (Up)= 62.662-kp

OK! Qallow > Q

Group Settlement Calculation:

At Xallow= 1.00-in Q= 293.38-kp

At Q= 8.00-kp Settlement= 0.01389-in

Note: If the program cannot find a result or the result exceeds the upper limit. The result will be displayed as 99999.

VERTICAL ANALYSIS Figure 1

Drilled Shaft (dia >24 in. or 61 cm)

CivilTech

Software

TYNDALL 659

TOWER

jeff Cloud

VERTICAL ANALYSIS SUMMARY OUTPUT

Copyright by CivilTech Software www.civiltech.com

Licensed to

Date: 3/23/2020 File: A:\2019 Projects\2019-160 Tyndall Towers\Calculations\FINAL\659 TOWER.alp 1.0

Title 1: TYNDALL 659

Title 2: TOWER

ALLPILE INPUT DATA:

* Pile Type Page *

Unit: English

Diameter more than 24in (61cm). For bell section, select "Belled" in Diameter

Variation (Pile Section Screen, Item 4). Recommendation: 2 to 4 in Item 3 of Page F.

Pile Type: Drilled Shaft (dia >24 in. or 61 cm)

* Pile Profile *

Foundation Depth: 15.0 -ft

Top Height: 0.5 -ft

Slope Angle: 0

Pile Angle: 0

* Pile Properties * Zs Width Area Perim. I E Weight Mix* Out In

Other Type -ft -in -in2 -in -in4 -kp/i2 -kp/f % Side Side Par.

0.0 84 4778.4 245.0 1816972.4 3000 4.977 0.0 3 3

0 Concrete (rough) 15.0

Pile Tip

Note: Mix = % of Inside material/Outside material

Group Type: 2

Top Type: 1

Pile Number: 1 Pile

Spacing: 7.00 -ft

Water Table: 0 -ft

No Elevation Input

* Soil Properties * Zs Gamma Phi C K E50/Dr Nspt Type Soil jeff Highlight jeff Highlight

0.0 63 35.0 0.00 1164.7 0.00 27 4 Sand/Gravel

1.0 63 35.0 0 1170.3 0.48 27 4 Sand/Gravel

4.0 63 35.0 0.00 86.0 62.07 27 4 Sand/Gravel

48.0 48 30.0 0.00 21.9 27.04 7 4 Sand/Gravel

Surcharge Pressure on ground: 0 -kp/f2

ALLPILE ANALYSIS AND RESULTS:

TOTAL LOADS:

Vertical Load, Q: 8.0 -kp Vertical Load with Load Factor, Q: 8.0 -kp Vertical Load with Load factor and Pile Cap, Q= 8.0 -kp Load Factor for Vertical Load and Torsion= 1.0 Vertical Loads Supported by Pile Cap: 0 % Load Factor for Vertical Loads: 1.0

PILE PROFILE:

Pile Length, L= 15.0 -ft Top Height, H= 0.5 -ft Slope Angle, As= 0 Batter Angle, Ab= 0.00 Batter Factor, Kbat= 1.00

*To consider the influence of different soils below the pile tip, bearing stratum is defined from pile tip extending to 4 Diameter of pile, which is 28.0-ft (Input Page

F, Item 3)

TOWER FOUNDATION:

Group Configuration:

Pile Number: 1 Pile Average Pile Diameter= 7.00 -ft

1. Single Pile Vertical Analysis (Based on one pile):

Vertical Load in Each Pile= 8.00 -kp

Results:

Total Ultimate Capacity (Down)= 795.47-kp, Total Ultimate Capacity (Up)=

73.39-kp Total Allowable Capacity (Down)= 361.58-kp, Total Allowable Capacity (Up)=

62.66-kp At Work Load= 8.00-kp, Settlement= 0.01389-in At Work Load= 8.00-kp, Secant Stiffness Kqx= 575.99-kp/-in At Allowable Settlement= 1.00000-in, Capacity= 293.38-kp Work Load, 8.00-kp, OK with the Capacity at Allowable Settlement=

1.00000-in, Capacity= 293.38-kp Work Load, 8.00-kp, OK with the Allowable Capacity (Down)= 361.58-kp

2. Group Pile Vertical Analysis (Based on group of piles):

jeff Cloud

Vertical Load= 8.00 -kp

Results:

Total Ultimate Capacity (Down)= 795.47-kp, Total Ultimate Capacity (Up)=

73.39-kp Total Allowable Capacity (Down)= 361.58-kp, Total Allowable Capacity (Up)=

62.66-kp At Work Load= 8.00-kp, Settlement= 0.01389-in At Work Load= 8.00-kp, Secant Stiffness Kqx= 575.99-kp/-in At Allowable Settlement= 1.00000-in, Capacity= 293.38-kp Work Load, 8.00-kp, OK with the Capacity at Allowable Settlement=

1.00000-in, Capacity= 293.38-kp Work Load, 8.00-kp, OK with the Allowable Capacity (Down)= 361.58-kp

FACTOR OF SAFETY:

FSside FStip FSuplif FSweight

2.2 2.2 2.2 0.9

Note: If the program cannot find a result or the result exceeds the upper limit.

The result will be displayed as 99999.

1 1 1 1 1

LATERAL ANALYSIS SUMMARY OUTPUT

Copyright by CivilTech Software www.civiltech.com

Licensed to

Date: 3/23/2020 File: A:\2019 Projects\2019-160 Tyndall Towers\Calculations\FINAL\659 TOWER.alp 1.0

Title 1: TYNDALL 659

Title 2: TOWER

ALLPILE INPUT DATA:

* Pile Type Page *

Unit: English

Diameter more than 24in (61cm). For bell section, select "Belled" in Diameter

Variation (Pile Section Screen, Item 4). Recommendation: 2 to 4 in Item 3 of Page F.

Pile Type: Drilled Shaft (dia >24 in. or 61 cm)

* Pile Profile *

Foundation Depth: 15.0 -ft

Top Height: 0.5 -ft

Slope Angle: 0

Pile Angle: 0

* Pile Properties * Zs Width Area Perim. I E Weight Mix* Out In

Other Type -ft -in -in2 -in -in4 -kp/i2 -kp/f % Side Side Par.

0.0 84 4778.4 245.0 1816972.4 3000 4.977 0.0 3 3

0 Concrete (rough) 15.0

Pile Tip

Note: Mix = % of Inside material/Outside material

Other Pra. = Crack deduction (%) for concrete pile

Group Type: 2

Top Type: 1

Pile Number: 1 Pile

Spacing: 7.00 -ft

Water Table: 0 -ft

No Elevation Input

* Soil Properties *

0.0 63 35.0 0.00 1164.7 0.00 27 4 Sand/Gravel

1.0 63 35.0 0 1170.3 0.48 27 4 Sand/Gravel

4.0 63 35.0 0.00 86.0 62.07 27 4 Sand/Gravel

48.0 48 30.0 0.00 21.9 27.04 7 4 Sand/Gravel

ALLPILE ANALYSIS AND RESULTS:

TOTAL LOADS (with Load Factor):

Vertical Load, Q: 8.0 -kp Moment, M: 499.0 -kp-f Shear Load, P: 8.0 -kp

FACTORS AND CONDITIONS:

Load Factor for Vertical Loads: 1.0 Load Factor for Lateral Loads: 1.0 Loads Supported by Pile Cap: 0 % Shear Condition: Static

TOWER FOUNDATION:

Group Configuration:

Head Condition: No Pile Cap (Free Connection) Pile Number: 1 Pile Average Pile Diameter= 7.00 -ft

Single Pile

Critical Loading for Single Pile:

Combined Beduction Factor due to Group Effect, R is based on following factors:

Deduction factor due to side effect, Rside= 1.00 Deduction factor due to front effect, Rfront= 1.00

1.Vertical Analysis:

Work Load, 8.00-kp, OK with the Capacity at Allowable Settlement=

1.00000-in, Capacity= 293.38-kp Work Load, 8.00-kp, OK with the Allowable Capacity (Down)= 361.58-kp

2.Lateral Analysis:

Deduction factor due to Group Effect, R (Rfront and Rside) = 1.00 Free Head Condition

Note: If the program cannot find a result or the result exceeds the upper limit.

The result will be displayed as 99999.

Notes:

Q - Vertical Load at pile top

P - Lateral Shear Load at pile top

M - Moment at pile top

Xtop - Pile top total settlement yt - Pile top deflection

St - Pile top deflection slope (deflection/unit length)

The Max. Moment calculated by program is an internal moment of shaft due to the loading. Engineers have to check whether the pile has enough moment capacity to resist the Max. Moment with adequate

FOUNDATION BUILDING 1255

Pile Top -ft

Depth (Zp) from Pile Top-ft

0 0

10 10

20 20

30 30

40 40

50 50

60 60

Ground

Pile Tip Top Vertical Stress=0.000

Max. Vertical Stress=1.957

0-2.00 +2.00

Max. Side Resistance=0.86

Up 0 Down-1.00 +1.00 Up 0 Down-5000 +5000

Top Uplift=563.4

Top DownWard=4912.6

G-lb/f3 Phi C-kp/f2 k-lb/i3 e50 %

31.0 31.0 0.00 10.0 Sand/Gravel

31.0 31.0 0.00 10.0 Sand/Gravel

31.0 31.0 0.00 9.4 Sand/Gravel

37.0 37.0 0.00 95.5 Sand/Gravel

56.0 33.0 0.00 102.1 Sand/Gravel

76.0 40.0 0.00 154.1 Sand/Gravel

Atip=1018-in

Vertical Stress -kp/f2 Side Resistance-kp/f2 Axial Force -kp

Based on Ultimate Load Condition SOIL STRESS, SIDE RESISTANCE, & AXIAL FORCE vs DEPTH

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

CivilTech

Software Figure 1

TYNDALL 1255

Pile Top-ft

Depth from Pile Top-ft

0 0

10 10

20 20

30 30

40 40

50 50

60 60

(Pile diameter not to scale) Surface Angle=0Batter Angle=0 γ φDepth -lb/f3 C-kp/f2 k-lb/i3 e50 % Nspt

0.0 31.0 31.0 0.00 10.0 12

Sand/Gravel

1.0 31.0 31.0 0.00 10.0 12

Sand/Gravel

4.0 31.0 31.0 0.00 9.4 12

Sand/Gravel

13.0 37.0 37.0 0.00 95.5 33

Sand/Gravel

18.0 56.0 33.0 0.00 102.1 20

Sand/Gravel

33.0 76.0 40.0 0.00 154.1 50

Sand/Gravel

Depth Width-in A'-in2 Per.-in I'-in4 E -kp/i2 W -kp/f

0.0 24 1017.9 113.1 82448.0 3000 1.060

Concrete (rough)

55.0

Diameter more than 24in (61cm).

For bell section, select "Belled" in Diameter Variation (Pile Section Screen, Item 4).

Recommendation: 2 to 4 in Item 3 of Page F.

FOUNDATION PROFILE & SOIL CONDITIONS

FOUNDATION PROPERTIES SOIL PROPERTIES

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

CivilTech

Software Figure 1

0.0 0.4 0.8 1.2 1.6 2.0 2.4 2.8 3.2 3.6 4.0 4.4 4.8 5.2 5.6 6.0 6.4 6.8 7.2 7.6 8.0

Total Side Tip

Total Settlement, X -in

C o m p re s s io n L o a d

Q d w k p

Vertical Load vs. Total Settlement

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

CivilTech

Software Figure 1

300 300

600 600

900 900

1200 1200

1500 1500

1800 1800

2100 2100

2400 2400

2700 2700

3000 3000

0 010 1020 2030 3040 4050 5060 6070 7080 8090 90100 100

Foundation Depth, L -ft Foundation Depth, L -ft

C o m p re s s io n C a p a c it y

Q d w k p

U p li ft

C a p a c it y

Q u p k p

ULTIMATE CAPACITY vs FOUNDATION DEPTH

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

CivilTech

Software Figure 1

Load Factor for Lateral Loads= 1.0

Loads Supported by Pile Cap= 0 %

Shear Condition: Static

(with Load Factor)

Vertical Load, Q= 27.0 -kp

Profile:

Pile Length, L= 55.0 -ft

Top Height, H= 0.5 -ft

Slope Angle, As= 0

Batter Angle, Ab= 0

Group and Boundary Condition:

No Pile Cap

Spacing= 108 -in

Pile Number= 4 Piles

Soil Data:

Depth Gamma Phi C K e50 or Dr Nspt

-ft -lb/f3 -kp/f2 -lb/i3 %

0 31.0 31.0 0.00 10.0 16.06 12

1 31.0 31.0 0.00 10.0 16.06 12

4 31.0 31.0 0.00 9.4 15.33 12

13 37.0 37.0 0.00 95.5 65.80 33

18 56.0 33.0 0.00 102.1 68.24 20

33 76.0 40.0 0.00 154.1 84.87 50

Pile Data:

Depth Width Area Per. I E Weight

-ft -in -in2 -in -in4 -kp/i2 -kp/f

0.0 24 1017.9 113.1 82448.0 3000 1.060

55.0

Group Vertical capacity:

Total Ultimate Capacity (Down)= 4912.574-kp Total Ultimate Capacity (Up)= 563.410-kp

Total Allowable Capacity (Down)= 2232.988-kp Total Allowable Capacity (Up)= 346.073-kp

OK! Qallow > Q

Group Settlement Calculation:

At Xallow= 1.00-in Q= 2248.48-kp

At Q= 27.00-kp Settlement= 0.00347-in

Note: If the program cannot find a result or the result exceeds the upper limit. The result will be displayed as 99999.

VERTICAL ANALYSIS Figure 1

Drilled Shaft (dia >24 in. or 61 cm)

CivilTech

Software

VERTICAL ANALYSIS SUMMARY OUTPUT

Copyright by CivilTech Software www.civiltech.com

Licensed to

Date: 3/23/2020 File: A:\2019 Projects\2019-160 Tyndall Towers\Calculations\FINAL\1255 TOWER.alp 1.0

Title 1: TYNDALL 1255

Title 2: TOWER

ALLPILE INPUT DATA:

* Pile Type Page *

Unit: English

Diameter more than 24in (61cm). For bell section, select "Belled" in Diameter

Variation (Pile Section Screen, Item 4). Recommendation: 2 to 4 in Item 3 of Page F.

Pile Type: Drilled Shaft (dia >24 in. or 61 cm)

* Pile Profile *

Foundation Depth: 55.0 -ft

Top Height: 0.5 -ft

Slope Angle: 0

Pile Angle: 0

* Pile Properties * Zs Width Area Perim. I E Weight Mix* Out In

Other Type -ft -in -in2 -in -in4 -kp/i2 -kp/f % Side Side Par.

0.0 24 1017.9 113.1 82448.0 3000 1.060 0.0 3 3 0

Concrete (rough) 55.0

Pile Tip

Note: Mix = % of Inside material/Outside material

Group Type: 2

Top Type: 1

Pile Number: 4 Piles

Spacing: 9.00 -ft

Water Table: 0 -ft

No Elevation Input

* Soil Properties * Zs Gamma Phi C K E50/Dr Nspt Type Soil

0.0 31.0 31.0 0.00 10.0 16.06 12 4 Sand/Gravel

1.0 31.0 31.0 0.00 10.0 16.06 12 4 Sand/Gravel

4.0 31.0 31.0 0.00 9.4 15.33 12 4 Sand/Gravel

13.0 37.0 37.0 0.00 95.5 65.80 33 4 Sand/Gravel

18.0 56.0 33.0 0.00 102.1 68.24 20 4 Sand/Gravel

33.0 76.0 40.0 0.00 154.1 84.87 50 4 Sand/Gravel

Surcharge Pressure on ground: 0 -kp/f2

ALLPILE ANALYSIS AND RESULTS:

TOTAL LOADS:

Vertical Load, Q: 27.0 -kp Vertical Load with Load Factor, Q: 27.0 -kp Vertical Load with Load factor and Pile Cap, Q= 27.0 -kp Torsion with Load factor, T: 12.0 -kp-f Load Factor for Vertical Load and Torsion= 1.0 Vertical Loads Supported by Pile Cap: 0 % Load Factor for Vertical Loads: 1.0

PILE PROFILE:

Pile Length, L= 55.0 -ft Top Height, H= 0.5 -ft Slope Angle, As= 0 Batter Angle, Ab= 0.00 Batter Factor, Kbat= 1.00

TOWER FOUNDATION:

Group Configuration:

Pile Number: 4 Piles Average Pile Diameter= 2.00 -ft Spacing, S= 9.00 -ft

1. Single Pile Vertical Analysis (Based on one pile):

Vertical Load in Each Pile= 6.75 -kp

Results:

Total Ultimate Capacity (Down)= 1228.14-kp, Total Ultimate Capacity (Up)=

166.96-kp Total Allowable Capacity (Down)= 558.25-kp, Total Allowable Capacity (Up)=

98.38-kp At Work Load= 6.75-kp, Settlement= 0.00310-in At Work Load= 6.75-kp, Secant Stiffness Kqx= 2176.62-kp/-in At Allowable Settlement= 1.00000-in, Capacity= 606.07-kp Work Load, 6.75-kp, OK with the Capacity at Allowable Settlement=

1.00000-in, Capacity= 606.07-kp Work Load, 6.75-kp, OK with the Allowable Capacity (Down)= 558.25-kp

2. Group Pile Vertical Analysis (Based on group of piles):

Vertical Load= 27.00 -kp jeff Cloud jeff Arrow jeff Arrow

Arrow

Results:

Total Ultimate Capacity (Down)= 4912.57-kp, Total Ultimate Capacity (Up)=

563.41-kp Total Allowable Capacity (Down)= 2232.99-kp, Total Allowable Capacity (Up)=

346.07-kp At Work Load= 27.00-kp, Settlement= 0.00347-in At Work Load= 27.00-kp, Secant Stiffness Kqx= 7786.09-kp/-in At Allowable Settlement= 1.00000-in, Capacity= 2248.48-kp Work Load, 27.00-kp, OK with the Capacity at Allowable Settlement=

1.00000-in, Capacity= 2248.48-kp Work Load, 27.00-kp, OK with the Allowable Capacity (Down)= 2232.99-kp

FACTOR OF SAFETY:

FSside FStip FSuplif FSweight

2.2 2.2 2.2 0.9

Note: If the program cannot find a result or the result exceeds the upper limit.

The result will be displayed as 99999.

LATERAL ANALYSIS SUMMARY OUTPUT

Copyright by CivilTech Software www.civiltech.com

Licensed to

Date: 3/23/2020 File: A:\2019 Projects\2019-160 Tyndall Towers\Calculations\FINAL\1255 TOWER.alp 1.0

Title 1: TYNDALL 1255

Title 2: TOWER

ALLPILE INPUT DATA:

* Pile Type Page *

Unit: English

Diameter more than 24in (61cm). For bell section, select "Belled" in Diameter

Variation (Pile Section Screen, Item 4). Recommendation: 2 to 4 in Item 3 of Page F.

Pile Type: Drilled Shaft (dia >24 in. or 61 cm)

* Pile Profile *

Foundation Depth: 55.0 -ft

Top Height: 0.5 -ft

Slope Angle: 0

Pile Angle: 0

* Pile Properties * Zs Width Area Perim. I E Weight Mix* Out In

Other Type -ft -in -in2 -in -in4 -kp/i2 -kp/f % Side Side Par.

0.0 24 1017.9 113.1 82448.0 3000 1.060 0.0 3 3 0

Concrete (rough) 55.0

Pile Tip

Note: Mix = % of Inside material/Outside material

Other Pra. = Crack deduction (%) for concrete pile

Group Type: 2

Top Type: 1

Pile Number: 4 Piles

Spacing: 9.00 -ft

Water Table: 0 -ft

No Elevation Input

* Soil Properties *

0.0 31.0 31.0 0.00 10.0 16.06 12 4 Sand/Gravel

1.0 31.0 31.0 0.00 10.0 16.06 12 4 Sand/Gravel

4.0 31.0 31.0 0.00 9.4 15.33 12 4 Sand/Gravel

13.0 37.0 37.0 0.00 95.5 65.80 33 4 Sand/Gravel

18.0 56.0 33.0 0.00 102.1 68.24 20 4 Sand/Gravel

33.0 76.0 40.0 0.00 154.1 84.87 50 4 Sand/Gravel

ALLPILE ANALYSIS AND RESULTS:

TOTAL LOADS (with Load Factor):

Vertical Load, Q: 27.0 -kp Moment, M: 1921.0 -kp-f Shear Load, P: 44.0 -kp

FACTORS AND CONDITIONS:

Load Factor for Vertical Loads: 1.0 Load Factor for Lateral Loads: 1.0 Loads Supported by Pile Cap: 0 % Shear Condition: Static

TOWER FOUNDATION:

Group Configuration:

Head Condition: No Pile Cap (Free Connection) Pile Number: 4 Piles Average Pile Diameter= 2.00 -ft Spacing, S= 9.00 -ft

Y Direction (Lateral Loading is in Y Direction)

A. Back Pile, Critical Loading for Back Pile:

Combined Beduction Factor due to Group Effect, R is based on following factors:

Deduction factor due to side effect, Rside= 1.00 Deduction factor due to front effect, Rfront= 0.59

1.Vertical Analysis:

!!! Work Load, -99.97-kp, Exceeds the Allowable Capacity (Up)= 98.38-kp

2.Lateral Analysis:

Deduction factor due to Group Effect, R (Rfront and Rside) = 0.59 Free Head Condition

B. Front Pile, Critical Loading for Front Pile:

3.Vertical Analysis:

Work Load, 113.47-kp, OK with the Capacity at Allowable Settlement=

1.00000-in, Capacity= 606.07-kp jeff Cloud jeff Cloud jeff

See attached Addendum information from Geotechnical Engineer

Work Load, 113.47-kp, OK with the Allowable Capacity (Down)= 558.25-kp

4.Lateral Analysis:

Deduction factor due to Group Effect, R (Rfront and Rside) = 1.00 Free Head Condition

C. Final Results & Summary:

Max. Cap Settlement, Xmax= 0.07892-in Average Cap Settlement, Xaverage= 0.04005-in Differential Cap Settlement, Xdiff= 0.07773-in

Lateral Cap Movement (Deflection), yt= 0.206-in Front Pile: Shear= 13.09-kp Back Pile: Shear= 8.91-kp

Lateral Cap Movement, yt= 0.206-in, OK with the Allowable Deflection=

1.000-in Max. Cap Settlement, Xmax= 0.079-in, OK with the Allowable Deflection=

1.000-in

X-Direction (Lateral Loading in X Direction)

A. Back Pile, Critical Loading for Back Pile:

Combined Beduction Factor due to Group Effect, R is based on following factors:

Deduction factor due to side effect, Rside= 1.00 Deduction factor due to front effect, Rfront= 0.59

1.Vertical Analysis:

!!! Work Load, -99.97-kp, Exceeds the Allowable Capacity (Up)= 98.38-kp

2.Lateral Analysis:

Deduction factor due to Group Effect, R (Rfront and Rside) = 0.59 Free Head Condition

B. Front Pile, Critical Loading for Front Pile:

3.Vertical Analysis:

Work Load, 113.47-kp, OK with the Capacity at Allowable Settlement=

1.00000-in, Capacity= 606.07-kp Work Load, 113.47-kp, OK with the Allowable Capacity (Down)= 558.25-kp

4.Lateral Analysis:

Deduction factor due to Group Effect, R (Rfront and Rside) = 1.00 Free Head Condition

C. Final Results & Summary:

Max. Cap Settlement, Xmax= 0.07892-in Average Cap Settlement, Xaverage= 0.04005-in Differential Cap Settlement, Xdiff= 0.07773-in jeff Text Box See attached Addendum information from Geotechnical Engineer ultimate skin friction = 412,000 lbs weight of concrete (1) pile = 25,900 lbs TOTAL = 437,900 LBS/2.2 (SF) = -199,000 LBS > 99,970 LBS (OK)

Image

Lateral Cap Movement (Deflection), yt= 0.206-in Front Pile: Shear= 13.09-kp Back Pile: Shear= 8.91-kp

Lateral Cap Movement, yt= 0.206-in, OK with the Allowable Deflection=

1.000-in Max. Cap Settlement, Xmax= 0.079-in, OK with the Allowable Deflection=

1.000-in

Note: If the program cannot find a result or the result exceeds the upper limit.

The result will be displayed as 99999.

Notes:

Q - Vertical Load at pile top

P - Lateral Shear Load at pile top

M - Moment at pile top

Xtop - Pile top total settlement yt - Pile top deflection

St - Pile top deflection slope (deflection/unit length)

The Max. Moment calculated by program is an internal moment of shaft due to the loading. Engineers have to check whether the pile has enough moment capacity to resist the Max. Moment with adequate

P R O F E S S I O N A L | P R A C T I C A L | P R O V E N

1 7 6 1 2 A s h l e y D r i v e , P a n a m a C i t y B e a c h , F l o r i d a 3 2 4 1 3 t . 8 5 0 . 2 4 9 . 6 6 8 2 / f . 8 5 0 . 2 4 9 . 6 6 8 3 / u s a n o v a . c o m

March 3, 2020

216 East Government Street

Pensacola, Florida 32502

Attention: Mr. Jeff McCarthy, P.E.

Subject: Addendum to Geotechnical Services Report

TYNDALL AFB COMMUNICATION TOWERS

Panama City, Bay County, Florida

NOVA Project Number 10111-2019179

Dear Mr. McCarthy:

NOVA Engineering and Environmental LLC (NOVA) completed and submitted a Geotechnical

Engineering Report (NOVA Project Number 10111-2019179) for the subject project on December 6, 2019.

Per your request, drilled shaft ultimate skin friction capacities were evaluated for the project and presented in following tables. If higher capacities are desired, larger diameter piles may be considered.

We would be happy to evaluate additional options as needed.

Tower 1255

Shaft Diameter Embedment

Depth (ft)*

Ultimate Side Friction Capacity

(tons)

24-inches 55 206

*Referenced from existing site grade elevations.

Tower 1810

Embedment

Depth (ft)*

Ultimate Side Friction Capacity

(tons)

36-inches 45 248

Geotechnical Engineering Report Addendum March 3, 2020 Tyndall AFB Communication Towers NOVA Project Number 10111-2019179

Tower 9349

Embedment

Depth (ft)*

Ultimate Side Friction Capacity

(tons)

42-inches 50 153

Tower 9350

Embedment

Depth (ft)*

Ultimate Side Friction Capacity

(tons)

42-inches 55 328

Closing

This addendum is intended for the sole use of McCarthy Engineering, Inc. only. The scope of work performed during this study was developed for purposes specifically intended by McCarthy Engineering, Inc. only and may not satisfy other users’ requirements. Use of this addendum or the findings by others will be at the sole risk of the user. NOVA is not responsible or liable for the interpretation by others of the data in this addendum, nor their conclusions, recommendations or opinions.

We trust this information is sufficient for your present needs. If you have any questions, or if we may be of further assistance, please do not hesitate to contact us.

Sincerely, NOVA Engineering and Environmental LLC

Kyle Selle, E.I. Andre Kniazeff, P.E.

Staff Engineer Senior Geotechnical Engineer

Florida Registration No. 81315

FOUNDATION BUILDING 1810

Pile Top -ft

Depth (Zp) from Pile Top-ft

0 0

10 10

20 20

30 30

40 40

50 50

60 60

Ground

Pile Tip Top Vertical Stress=0.000

Max. Vertical Stress=2.576

0-5.00 +5.00

Max. Side Resistance=0.99

Up 0 Down-1.00 +1.00 Up 0 Down-5000 +5000

Top Uplift=407.7

Top DownWard=2207.9

G-lb/f3 Phi C-kp/f2 k-lb/i3 e50 %

30.0 28.0 0.00 10.0 Sand/Gravel

30.0 28.0 0.00 10.0 Sand/Gravel

30.0 28.0 0.00 9.4 Sand/Gravel

64.0 36.0 0.00 95.5 Sand/Gravel

Atip=1018-in

Vertical Stress -kp/f2 Side Resistance-kp/f2 Axial Force -kp

Based on Ultimate Load Condition SOIL STRESS, SIDE RESISTANCE, & AXIAL FORCE vs DEPTH

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

CivilTech

Software Figure 1

TYNDALL 1810

Pile Top-ft

Depth from Pile Top-ft

0 0

10 10

20 20

30 30

40 40

50 50

60 60

(Pile diameter not to scale) Surface Angle=0Batter Angle=0 γ φDepth -lb/f3 C-kp/f2 k-lb/i3 e50 % Nspt

0.0 30.0 28.0 0.00 10.0 4

Sand/Gravel

1.0 30.0 28.0 0.00 10.0 4

Sand/Gravel

4.0 30.0 28.0 0.00 9.4 4

Sand/Gravel

8.0 64.0 36.0 0.00 95.5 30

Sand/Gravel

Depth Width-in A'-in2 Per.-in I'-in4 E -kp/i2 W -kp/f

0.0 36 1017.9 113.1 82448.0 3000 1.060

Concrete (rough)

45.0

Diameter more than 24in (61cm).

For bell section, select "Belled" in Diameter Variation (Pile Section Screen, Item 4).

Recommendation: 2 to 4 in Item 3 of Page F.

FOUNDATION PROFILE & SOIL CONDITIONS

FOUNDATION PROPERTIES SOIL PROPERTIES

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

CivilTech

Software Figure 1

0.0 0.3 0.5 0.8 1.0 1.3 1.5 1.8 2.0 2.3 2.5 2.8 3.0 3.3 3.5 3.8 4.0 4.3 4.5 4.8 5.0

Total Side Tip

Total Settlement, X -in

C o m p re s s io n L o a d

Q d w k p

Vertical Load vs. Total Settlement

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

CivilTech

Software Figure 1

600 600

900 900

1200 1200

1500 1500

1800 1800

2100 2100

2400 2400

2700 2700

3000 3000

0 010 1020 2030 3040 4050 5060 6070 7080 8090 90100 100

Foundation Depth, L -ft Foundation Depth, L -ft

C o m p re s s io n C a p a c it y

Q d w k p

U p li ft

C a p a c it y

Q u p k p

ULTIMATE CAPACITY vs FOUNDATION DEPTH

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

CivilTech

Software Figure 1

Load Factor for Lateral Loads= 1.0

Loads Supported by Pile Cap= 0 %

Shear Condition: Static

(with Load Factor)

Vertical Load, Q= 34.0 -kp

Profile:

Pile Length, L= 45.0 -ft

Top Height, H= 0.5 -ft

Slope Angle, As= 0

Batter Angle, Ab= 0

Group and Boundary Condition:

No Pile Cap

Spacing= 120 -in

Pile Number= 3 Piles

Soil Data:

Depth Gamma Phi C K e50 or Dr Nspt

-ft -lb/f3 -kp/f2 -lb/i3 %

0 30.0 28.0 0.00 10.0 16.06 4

1 30.0 28.0 0.00 10.0 16.06 4

4 30.0 28.0 0.00 9.4 15.33 4

8 64.0 36.0 0.00 95.5 65.80 30

Pile Data:

Depth Width Area Per. I E Weight

-ft -in -in2 -in -in4 -kp/i2 -kp/f

0.0 36 1017.9 113.1 82448.0 3000 1.060

45.0

Group Vertical capacity:

Total Ultimate Capacity (Down)= 2207.918-kp Total Ultimate Capacity (Up)= 407.677-kp

Total Allowable Capacity (Down)= 1003.599-kp Total Allowable Capacity (Up)= 240.600-kp

OK! Qallow > Q

Group Settlement Calculation:

At Xallow= 1.00-in Q= 1427.56-kp

At Q= 34.00-kp Settlement= 0.00545-in

Note: If the program cannot find a result or the result exceeds the upper limit. The result will be displayed as 99999.

VERTICAL ANALYSIS Figure 1

Drilled Shaft (dia >24 in. or 61 cm)

CivilTech

Software

TYNDALL 1810

TOWER

jeff Arrow

VERTICAL ANALYSIS SUMMARY OUTPUT

Copyright by CivilTech Software www.civiltech.com

Licensed to

Date: 3/23/2020 File: A:\2019 Projects\2019-160 Tyndall Towers\Calculations\FINAL\1810 TOWER.alp 1.0

Title 1: TYNDALL 1810

Title 2: TOWER

ALLPILE INPUT DATA:

* Pile Type Page *

Unit: English

Diameter more than 24in (61cm). For bell section, select "Belled" in Diameter

Variation (Pile Section Screen, Item 4). Recommendation: 2 to 4 in Item 3 of Page F.

Pile Type: Drilled Shaft (dia >24 in. or 61 cm)

* Pile Profile *

Foundation Depth: 45.0 -ft

Top Height: 0.5 -ft

Slope Angle: 0

Pile Angle: 0

* Pile Properties * Zs Width Area Perim. I E Weight Mix* Out In

Other Type -ft -in -in2 -in -in4 -kp/i2 -kp/f % Side Side Par.

0.0 36 1017.9 113.1 82448.0 3000 1.060 0.0 3 3 0

Concrete (rough) 45.0

Pile Tip

Note: Mix = % of Inside material/Outside material

Group Type: 2

Top Type: 1

Pile Number: 3 Piles

Spacing: 10.00 -ft

Water Table: 0 -ft

No Elevation Input

* Soil Properties * Zs Gamma Phi C K E50/Dr Nspt Type Soil

0.0 30.0 28.0 0.00 10.0 16.06 4 4 Sand/Gravel

1.0 30.0 28.0 0.00 10.0 16.06 4 4 Sand/Gravel

4.0 30.0 28.0 0.00 9.4 15.33 4 4 Sand/Gravel

8.0 64.0 36.0 0.00 95.5 65.80 30 4 Sand/Gravel

Surcharge Pressure on ground: 0 -kp/f2

ALLPILE ANALYSIS AND RESULTS:

TOTAL LOADS:

Vertical Load, Q: 34.0 -kp Vertical Load with Load Factor, Q: 34.0 -kp Vertical Load with Load factor and Pile Cap, Q= 34.0 -kp Torsion with Load factor, T: 12.0 -kp-f Load Factor for Vertical Load and Torsion= 1.0 Vertical Loads Supported by Pile Cap: 0 % Load Factor for Vertical Loads: 1.0

PILE PROFILE:

Pile Length, L= 45.0 -ft Top Height, H= 0.5 -ft Slope Angle, As= 0 Batter Angle, Ab= 0.00 Batter Factor, Kbat= 1.00

TOWER FOUNDATION:

Group Configuration:

Pile Number: 3 Piles Average Pile Diameter= 3.00 -ft Spacing, S= 10.00 -ft

1. Single Pile Vertical Analysis (Based on one pile):

Vertical Load in Each Pile= 11.33 -kp

Results:

Total Ultimate Capacity (Down)= 735.97-kp, Total Ultimate Capacity (Up)=

135.89-kp Total Allowable Capacity (Down)= 334.53-kp, Total Allowable Capacity (Up)=

80.20-kp At Work Load= 11.33-kp, Settlement= 0.00575-in At Work Load= 11.33-kp, Secant Stiffness Kqx= 1970.91-kp/-in At Allowable Settlement= 1.00000-in, Capacity= 472.17-kp Work Load, 11.33-kp, OK with the Capacity at Allowable Settlement=

1.00000-in, Capacity= 472.17-kp Work Load, 11.33-kp, OK with the Allowable Capacity (Down)= 334.53-kp

2. Group Pile Vertical Analysis (Based on group of piles):

Vertical Load= 34.00 -kp

Results:

Total Ultimate Capacity (Down)= 2207.92-kp, Total Ultimate Capacity (Up)= jeff Cloud

407.68-kp Total Allowable Capacity (Down)= 1003.60-kp, Total Allowable Capacity (Up)=

240.60-kp At Work Load= 34.00-kp, Settlement= 0.00545-in At Work Load= 34.00-kp, Secant Stiffness Kqx= 6237.86-kp/-in At Allowable Settlement= 1.00000-in, Capacity= 1427.56-kp Work Load, 34.00-kp, OK with the Capacity at Allowable Settlement=

1.00000-in, Capacity= 1427.56-kp Work Load, 34.00-kp, OK with the Allowable Capacity (Down)= 1003.60-kp

FACTOR OF SAFETY:

FSside FStip FSuplif FSweight

2.2 2.2 2.2 0.9

Note: If the program cannot find a result or the result exceeds the upper limit.

LATERAL ANALYSIS SUMMARY OUTPUT

Copyright by CivilTech Software www.civiltech.com

Licensed to

Date: 3/23/2020 File: A:\2019 Projects\2019-160 Tyndall Towers\Calculations\FINAL\1810 TOWER.alp 1.0

Title 1: TYNDALL 1810

Title 2: TOWER

ALLPILE INPUT DATA:

* Pile Type Page *

Unit: English

Diameter more than 24in (61cm). For bell section, select "Belled" in Diameter

Variation (Pile Section Screen, Item 4). Recommendation: 2 to 4 in Item 3 of Page F.

Pile Type: Drilled Shaft (dia >24 in. or 61 cm)

* Pile Profile *

Foundation Depth: 45.0 -ft

Top Height: 0.5 -ft

Slope Angle: 0

Pile Angle: 0

* Pile Properties * Zs Width Area Perim. I E Weight Mix* Out In

Other Type -ft -in -in2 -in -in4 -kp/i2 -kp/f % Side Side Par.

0.0 36 1017.9 113.1 82448.0 3000 1.060 0.0 3 3 0

Concrete (rough) 45.0

Pile Tip

Note: Mix = % of Inside material/Outside material

Other Pra. = Crack deduction (%) for concrete pile

Group Type: 2

Top Type: 1

Pile Number: 3 Piles

Spacing: 10.00 -ft

Water Table: 0 -ft

No Elevation Input

* Soil Properties *

0.0 30.0 28.0 0.00 10.0 16.06 4 4 Sand/Gravel

1.0 30.0 28.0 0.00 10.0 16.06 4 4 Sand/Gravel

4.0 30.0 28.0 0.00 9.4 15.33 4 4 Sand/Gravel

8.0 64.0 36.0 0.00 95.5 65.80 30 4 Sand/Gravel

ALLPILE ANALYSIS AND RESULTS:

TOTAL LOADS (with Load Factor):

Vertical Load, Q: 34.0 -kp Moment, M: 2526.0 -kp-f Shear Load, P: 40.0 -kp

FACTORS AND CONDITIONS:

Load Factor for Vertical Loads: 1.0 Load Factor for Lateral Loads: 1.0 Loads Supported by Pile Cap: 0 % Shear Condition: Static

TOWER FOUNDATION:

Group Configuration:

Head Condition: No Pile Cap (Free Connection) Pile Number: 3 Piles Average Pile Diameter= 3.00 -ft Spacing, S= 10.00 -ft

Y Direction (One pile in front. Two piles in back.)

A. Back Pile, Critical Loading for Back Pile:

Combined Beduction Factor due to Group Effect, R is…