Attachment_2_SOW_Appendix_A.pdf

PDF 7 MB Posted Jan 22, 2018

Attached to: Tower Foundation Federal contract opportunity
Solicitation number: FA4819-18-Q-7002
Issued by: Department of the Air Force Air Combat Command

About this file

From the source

Attachment 2 SOW Appendix A

View the file

Other files for this federal contract opportunity

Other files attached to Tower Foundation, newest first.
File	Type	Posted
Attachment_3_Pricing_Schedule.pdf	PDF	Jan 22, 2018
FA4819-18-Q-7002_-_TRSS_Tower_Foundation.pdf	PDF	Jan 22, 2018
Attachment_4_Wage_Determination.pdf	PDF	Jan 22, 2018
Attachment_1_Statement_of_Work_(SOW).pdf	PDF	Jan 22, 2018

On GovTribe

Work with this file on GovTribe

Download the original file
Contacts named in this file
Similar government files
Ask GovTribe AI about this file

Try for free Login

Text version

The file's text, extracted by GovTribe without its formatting.

SOW APPENDIX A:

CONSTRUCTION DOCUMENTS

DEPARTMENT OF THE AIR FORCE

325TH FIGHTER WING (ACC)

TYNDALL AIR FORCE BASE FLORIDA

XLWU 18-1008

CONSTRUCT FOUNDATION IN SUPPORT OF

TRSS TOWER, B503

PROJECT NAME 325 TRSS Tower

8 7 6 5 4 3 2 1

DRAWING NAME

TYNDALL AFB, ANTENNA TOWER

AUTHOR(S) TOMMY TROUTMAN

PROJECT # XLWU‐2017‐00005 CLIENT ACC

SHEET 1 OF 4DATE 7/18/2017

DRAWING NUMBER

FOR OFFICIAL USE ONLY

DESTRUCTION NOTICE: DESTROY BY ANY METHOD THAT WILL PREVENT

DISCLOSURE OR RECONSTRUCTION OF THE DOCUMENT

SIZE

REV. A

SCALE NTS

85th ENGINEERING INSTALLATION SQUADRON

UNITED STATES AIR FORCE

SHEET DESCRIPTION

ENG SKETCH 1

REVISIONS

REV DESCRIPTION DATE APPROVED

KEYNOTE

Proposed tower location

Existing Ground test wells and proposed EES system

Proposed location for obstruction lights power safety shutoff box, mounted on exterior wall of 503 Annex near tower location

Center of tower

GND1

GND2

Annex

PROPOSED TOWER LOCATION

1515703183E Typewritten Text

* Not In Contract (NIC)

1515703183E Typewritten Text

NIC

1515703183E Typewritten Text

NIC

2'-6"

(PIER DIA.)

0'-6"

25'·6" 25'·0"

PLAN VIEW

N.T.S.

r----- ----r----- ------, L ________ _J I I L------- _.J I I 1--------- 1 t- ----------- 1 I r- - ----------, I I r ----------1 L ________ J I I L------ ___ .J I I 1--------- ---1 I I t- ---------- 1 I I I I I r----------, I I I I L----- ____ .J I I I I I I t-------- ---j I I I I I r--- --------, I I

I I I I --------- _j I I

I I I 1--- ------ -- I I I I I f- -----------:

I I I I i._ ___ __ __ _ _ _J

ELEVATION VIEW

N.T.S.

1'-9" o.c.

(CAGE DIA.)

NOTE:

CAGE DIA. FROM CENTERLINE

OF VERTICAL BARS.

2" FROM TOP OF CONCRETE

TO TOP OF REBAR CAGE

(2) NO. 4 CIRCULAR TIES

ENCLOSING VERTICAL BARS

@ 2-1/2" O.C. WITH 2"

COVER WITH 24" LAPS.

NO. 4 CIRCULAR TIES

ENCLOSING VERTICAL BARS

WITH 24" LAPS ON 6" CENTERS

FOR TOP 7'-0"

NO. 4 CIRCULAR TIES

ENCLOSING VERTICAL BARS

WITH 24" LAPS ON 12" CENTERS

FROM TOP 7'-0" TO THE BOTTOM

(10) NO. 7 VERTICAL BARS

EQUALLY SPACED ON A 1'-9"

DIA. CIRCULAR CAGE.

FACTORED REACTIONS/LEG VOLUME OF CONCRETE

DOWNLOAD =

UPLIFT =

SHEAR =

107 KIPS

95.3 KIPS

10 KIPS

(1) FOUNDATION

(3) FOUNDATIONS

4.6 CU. YDS

13.8 CU. YDS

GENERAL NOTES:

1. FOUNDATION DESIGN HAS BEEN DEVELOPED IN ACCORDANCE WITH GENERALLY ACCEPTED PROFESSIONAL ENGINEERING

PRINCIPLES AND PRACTICES WITHIN THE LIMITS OF THE SUBSURFACE DATA PROVIDED. FOUNDATION DESIGN MODIFICATIONS MAY BE REQUIRED IN THE EVENT THE FOLLOWING DESIGN PARAMETERS ARE NOT APPLICABLE FOR THE

SUBSURFACE CONDITIONS ENCOUNTERED.

A) DEPTH NEGLECTED FOR SKIN FRICTION = TOP 5.0 FT

B) AVERAGE ULTIMATE SKIN SHEAR FOR UPLIFT: 5.0 FT TO 13.0 FT DEPTH = 700 PSF; 13.0 FT TO 18.0 FT DEPTH

= 1400 PSF; 18.0 FT TO 25.0 FT DEPTH = 900 PSF.

C) AVERAGE ULTIMATE SKIN SHEAR FOR DOWNLOAD: 5.0 FT TO 13.0 FT DEPTH = 700 PSF; 13.0 FT TO 18.0 FT DEPTH

= 1400 PSF; 18.0 FT TO 25.0 FT DEPTH = 900 PSF.

D) ULTIMATE NET END BEARING AT 25.0 FT= 5.00 KSF.

E) GROUNDWATER TABLE AT 4.5 FT BELOW GROUND.

2. WORK SHALL BE IN ACCORDANCE WITH LOCAL CODES, SAFETY REGULATIONS AND UNLESS OTHERWISE NOTED, THE LATEST REVISION OF ACI 318, "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE". PROCEDURES FOR THE PROTECTION OF EXCAVATIONS, EXISTING CONSTRUCTION AND UTILITIES SHALL BE ESTABLISHED PRIOR TO FOUNDATION

INSTALLATION.

3. CONCRETE MATERIALS SHALL CONFORM TO THE APPROPRIATE STATE REQUIREMENTS FOR EXPOSED STRUCTURAL

CONCRETE.

4. PROPORTIONS OF CONCRETE MATERIALS SHALL BE SUITABLE FOR THE INSTALLATION METHOD UTILIZED AND SHALL RESULT IN DURABLE CONCRETE FOR RESISTANCE TO LOCAL ANTICIPATED AGGRESSIVE ACTIONS. THE DURABILITY REQUIREMENTS OF ACI 318 CHAPTER 4 SHALL BE SATISFIED BASED ON THE CONDITIONS EXPECTED AT THE SITE. AS A MINIMUM, CONCRETE SHALL DEVELOP A MINIMUM COMPRESSIVE STRENGTH OF 4,500 PSI (31.0 MPA) IN 28 DAYS.

5. MAXIMUM SIZE OF AGGREGATE SHALL NOT EXCEED SIZE SUITABLE FOR INSTALLATION METHOD UTILIZED OR 1/3 CLEAR DISTANCE BEHIND OR BETWEEN REINFORCING. MAXIMUM SIZE MAY BE INCREASED TO 2/3 CLEAR DISTANCE PROVIDED WORKABILITY AND METHODS OF CONSOLIDATION SUCH AS VIBRATING WILL PREVENT HONEYCOMBS OR VOIDS.

6. REINFORCEMENT SHALL BE DEFORMED AND CONFORM TO THE REQUIREMENTS OF ASTM A615 GRADE 60 UNLESS OTHERWISE NOTED. SPLICES IN REINFORCEMENT SHALL NOT BE ALLOWED UNLESS OTHERWISE INDICATED.

7. REINFORCING CAGES SHALL BE BRACED TO RETAIN PROPER DIMENSIONS DURING HANDLING AND THROUGHOUT PLACEMENT OF CONCRETE. WHEN TEMPORARY CASING IS UTILIZED, BRACING SHALL BE ADEQUATE TO RESIST FORCES

OCCURRING FROM FLOWING CONCRETE DURING CASING EXTRACTION.

8. WELDING IS PROHIBITED ON REINFORCING STEEL AND EMBEDMENTS.

9. MINIMUM CONCRETE COVER FOR REINFORCEMENT SHALL BE 3 INCHES (76 MM) UNLESS OTHERWISE NOTED. APPROVED

SPACERS SHALL BE USED TO INSURE A 3 INCH (76 MM) MINIMUM COVER ON REINFORCEMENT.

10. SPACERS SHALL BE ATTACHED INTERMITTENTLY THROUGHOUT THE ENTIRE LENGTH OF VERTICAL REINFORCING CAGES

TO INSURE CONCENTRIC PLACEMENT OF CAGES IN EXCAVATIONS.

11. FOUNDATION DESIGN HAS BEEN BASED ON GEOTECHNICAL REPORT NO. 7217069 DATED 8/4/2017 BY NOVA

ENGINEERING AND ENVIRONMENTAL LLC.

12. FOUNDATION DEPTH INDICATED IS BASED ON THE GRADE LINE DESCRIBED IN THE REFERENCED GEOTECHNICAL REPORT.

FOUNDATION MODIFICATION MAY BE REQUIRED IN THE EVENT CUT OR FILL OPERATIONS HAVE TAKEN PLACE

SUBSEQUENT TO THE GEOTECHNICAL INVESTIGATION.

13. FOUNDATION DESIGN ASSUMES THE RECOMMENDATIONS IN THE REFERENCED GEOTECHNICAL REPORT CONCERNING VERIFICATION OF SUBSURFACE CONDITIONS ARE IMPLEMENTED PRIOR TO PLACEMENT OF CONCRETE.

14. FOUNDATION INSTALLATION SHALL BE SUPERVISED BY PERSONNEL KNOWLEDGEABLE AND EXPERIENCED WITH THE PROPOSED FOUNDATION TYPE. CONSTRUCTION SHALL BE IN ACCORDANCE WITH GENERALLY ACCEPTED INSTALLATION

PRACTICES.

15. FOUNDATION DESIGN ASSUMES INSTALLATION PROCEDURES WILL INCORPORATE THE PROCEDURES RECOMMENDED IN

THE REFERENCED GEOTECHNICAL REPORT.

16. FOUNDATION DESIGN ASSUMES FIELD INSPECTIONS WILL BE PERFORMED TO VERIFY THAT CONSTRUCTION MATERIALS, INSTALLATION METHODS AND ASSUMED DESIGN PARAMETERS ARE ACCEPTABLE BASED ON CONDITIONS EXISTING AT THE

SITE.

17. FOR FOUNDATION INSTALLATION TOLERANCES SEE STRUCTURE ASSEMBLY DRAWING.

18. LOOSE MATERIAL SHALL BE REMOVED FROM BOTTOM OF EXCAVATION PRIOR TO CONCRETE PLACEMENT. SIDES OF

EXCAVATION SHALL BE ROUGH AND FREE OF LOOSE CUTTINGS.

19. CONCRETE SHALL BE PLACED IN A MANNER THAT WILL PREVENT SEGREGATION OF CONCRETE MATERIALS, INFILTRATION

OF WATER OR SOIL AND OTHER OCCURRENCES WHICH MAY DECREASE THE STRENGTH OR DURABILITY OF THE

FOUNDATION.

20. FREE FALL CONCRETE MAY BE USED PROVIDED FALL IS VERTICAL DOWN WITHOUT HITTING SIDES OF EXCAVATION, FORMWORK, REINFORCING BARS, FORM TIES, CAGE BRACING OR OTHER OBSTRUCTIONS. UNDER NO CIRCUMSTANCES

SHALL CONCRETE FALL THROUGH WATER.

21. CONSTRUCTION JOINTS, IF REQUIRED AT THE BASE OF THE PIERS, MUST BE INTENTIONALLY ROUGHENED TO A FULL AMPLITUDE OF 1/4 INCH (6 MM). FOUNDATION DESIGN ASSUMES NO OTHER CONSTRUCTION JOINTS.

22. TOP OF FOUNDATION OUTSIDE LIMITS OF ANCHOR BOLTS SHALL BE SLOPED TO DRAIN WITH A FLOATED FINISH. AREA

INSIDE LIMITS OF ANCHOR BOLTS SHALL BE LEVEL WITH A SCRATCHED FINISH.

23. EXPOSED EDGES OF CONCRETE SHALL BE CHAMFERED 3/4" X 3/4" (19MM X 19MM) MINIMUM.

24. FOUNDATION DESIGN ASSUMES CASING, IF USED, WILL NOT BE LEFT IN PLACE. EQUIPMENT, PROCEDURES, AND

PROPORTIONS OF CONCRETE MATERIALS SHALL INSURE CONCRETE WILL NOT BE ADVERSELY DISTURBED UPON CASING

REMOVAL.

25. DRILLING FLUID, IF USED, SHALL BE FULLY DISPLACED BY CONCRETE AND SHALL NOT BE DETRIMENTAL TO CONCRETE OR SURROUNDING SOIL. CONTAMINATED CONCRETE SHALL BE REMOVED FROM TOP OF FOUNDATION AND REPLACED WITH

FRESH CONCRETE.

NOTE: SEE STRUCTURE ASSEMBLY DRAWING FOR FOUNDATION LAYOUT AND ANCHORAGE EMBEDMENT DRAWING

NUMBER.

FILE NO.

REV

223048 REV!SlONS

DESCRIPTION OWN CHK APP

Rf.!!L~C

PO BOX 5999

PEORIA, IL 61601-5999

TOLL FREE 800-727-ROHN

THIS DRAWING IS THE PROPERTY DF ROHN. fT JS NOT TO BE

REPRODUCED, COPIED OR TRACED JN WHOLE DR JN PART WITHOUT

OUR WRITTEN CONSENT.

OWN:

85TH EIS U.S.A.F.

DRILLED PIER

FOUNDATION DETAILS

TYNDALL AFB, FL

CHK'D: DATE:

AS HA 9/11/2017

ENG'R:

PRJ . ENG'R:

DRAWING NO:

SHEET# :

1OF1

PRJ . MANG'R:

223048-01-F2

REV:

----- a·~G" -----

10'·6"

17'-0"

CENTROID

OF TOWER

I/, -- ~ \ G-' -- ----'E) i------------17'·0" - ----------

[ 0'· 6''

4'· 6"

2'-6"

PLAN VIEW

(2) NO. 4 CIRCULAR TIES

ENCLOSING VERTICAL BARS

w/ 24" LAPS ON 2.5" CENTERS

(TYP) - --+----

NO. 4 CIRCULAR TIES

ENCLOSING VERTICAL

BARS w/24" LAPS ON 6"

CENTERS (TYP)

12 BAR DIA.(MIN)

(14) NO. 6 HORIZ. BARS

EQUALLY SPACED EACH WAY,

TOP & BOTTOM (56 TOTAL)

(8) NO. 7 VERT. BARS EQUALLY

SPACED ON 21" DIA. CIRCULAR

CAGE W/90° HOOKS AT BOTTOM

(TYP)

FACTORED REACTIONS

Maximum O.T.M =

Total Tower Wt= Total Shear =

Max. Shear/Leg = Max. Ten./Leg =

Max. Comp./Leg =

955.93 FT-K

8.36 KIPS

16.75 KIPS

10.03 KIPS

95.30 KIPS

107.00 KIPS

ELEVATION VIEW

COMPACTED STRUCTURAL

BACKFILL (SEE NOTE #1)

CONCRETE VOLUME (cu.yds)

PIER

PAD

TOTAL

ROUND

1.9

16.1 18.0

GENERAL NOTES

1. FOUNDATION DESIGN HAS BEEN DEVELOPED IN ACCORDANCE WITH GENERALLY ACCEPTED PROFESSIONAL ENGINEERING PRINCIPLES AND PRACTICES WITHIN THE LIMITS OF THE SUBSURFACE DATA PROVIDED.

FOUNDATION DESIGN MODIFICATIONS MAY BE REQUIRED IN THE EVENT THE FOLLOWING DESIGN PARAMETERS

ARE NOT APPLICABLE FOR THE SUBSURFACE CONDITIONS ENCOUNTERED.

A) UL Tl MATE SOIL BEARING PRESSURE AT 4.5 FT DEPTH= 4,000 PSF ON A COMPACTED STRUCTURAL

BACKFILL PLACED AS DIRECTED BY A LOCAL GEOTECHNICAL ENGINEER.

B) ALLOWABLE SOIL BEARING PRESSURE AT 4.5 FT DEPTH= 2,000 PSF.

C) GROUND WATER TABLE IS AT 4.5FT BELOW GRADE.

D) MAXIMUM FROST PENETRATION DEPTH LESS THAN FOUNDATION DEPTH.

2. WORK SHALL BE IN ACCORDANCE WITH LOCAL CODES, SAFETY REGULATIONS AND UNLESS OTHERWISE NOTED, THE LATEST REVISION OF ACI 318, "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE''.

PROCEDURES FOR THE PROTECTION OF EXCAVATIONS, EXISTING CONSTRUCTION AND UTILITIES SHALL BE

ESTABLISHED PRIOR TO FOUNDATION INSTALLATION.

3. CONCRETE MATERIALS SHALL CONFORM TO THE APPROPRIATE STATE REQUIREMENTS FOR EXPOSED

STRUCTURAL CONCRETE.

28 DAYS.

HONEYCOMBS OR VOIDS.

6. REINFORCEMENT SHALL BE DEFORMED AND CONFORM TO THE REQUIREMENTS OF ASTM A615 GRADE 60 UNLESS OTHERWISE NOTED. SPLICES IN REINFORCEMENT SHALL NOT BE ALLOWED UNLESS OTHERWISE

INDICATED.

7. WELDING IS PROHIBITED ON REINFORCING STEEL AND EMBEDMENTS.

8. MINIMUM CONCRETE COVER FOR REINFORCEMENT SHALL BE 3 INCHES (76 MM) UNLESS OTHERWISE NOTED.

APPROVED SPACERS SHALL BE USED TO INSURE A 3 INCH (76 MM) MINIMUM COVER ON REINFORCEMENT.

9. CONCRETE COVER FROM TOP OF FOUNDATION TO ENDS OF VERTICAL REINFORCEMENT SHALL NOT EXCEED

3 INCHES (76MM) NOR BE LESS THAN 2 INCHES (51MM).

10. FOUNDATION DESIGN ASSUMES STRUCTURAL BACKFILL TO BE COMPACTED IN 8 INCH (200 MM) MAXIMUM LAYERS TO 95% OF MAXIMUM DRY DENSITY AT OPTIMUM MOISTURE CONTENT IN ACCORDANCE WITH ASTM D1557. ADDITIONALLY, STRUCTURAL BACKFILL MUST HAVE A MINIMUM COMPACTED UNIT WEIGHT OF 110

POUNDS PER CUBIC FOOT (17 KN/M3)

11. FOUNDATION DESIGN HAS BEEN BASED ON GEOTECHNICAL REPORT NO. 7217069 DATED 8/4/2017 BY NOVA

ENGINEERING AND ENVIRONMENTAL LLC.

12. FOUNDATION DEPTH INDICATED IS BASED ON THE GRADE LINE DESCRIBED IN THE REFERENCED GEOTECHNICAL REPORT. FOUNDATION MODIFICATION MAY BE REQUIRED IN THE EVENT CUT OR FILL

OPERATIONS HAVE TAKEN PLACE SUBSEQUENT TO THE GEOTECHNICAL INVESTIGATION.

13. FOUNDATION DESIGN ASSUMES LEVEL GRADE AT STRUCTURE SITE.

14. FOUNDATION DESIGN ASSUMES THE RECOMMENDATIONS IN THE REFERENCED GEOTECHNICAL REPORT CONCERNING VERIFICATION OF SUBSURFACE CONDITIONS ARE IMPLEMENTED PRIOR TO PLACEMENT OF

CONCRETE.

15. FOUNDATION INSTALLATION SHALL BE SUPERVISED BY PERSONNEL KNOWLEDGEABLE AND EXPERIENCED WITH THE PROPOSED FOUNDATION TYPE. CONSTRUCTION SHALL BE IN ACCORDANCE WITH GENERALLY

ACCEPTED INSTALLATION PRACTICES.

16. FOUNDATION DESIGN ASSUMES INSTALLATION PROCEDURES WILL INCORPORATE THE PROCEDURES

RECOMMENDED IN THE REFERENCED GEOTECHNICAL REPORT.

17. FOUNDATION DESIGN ASSUMES FIELD INSPECTIONS WILL BE PERFORMED TO VERIFY THAT CONSTRUCTION MATERIALS, INSTALLATION METHODS AND ASSUMED DESIGN PARAMETERS ARE ACCEPTABLE BASED ON

CONDITIONS EXISTING AT THE SITE.

18. FOR FOUNDATION AND ANCHOR TOLERANCES SEE DRAWING A810214.

19. LOOSE MATERIAL SHALL BE REMOVED FROM BOTTOM OF EXCAVATION PRIOR TO CONCRETE PLACEMENT.

SIDES OF EXCAVATION SHALL BE ROUGH AND FREE OF LOOSE CUTTINGS.

20. CONCRETE SHALL BE PLACED IN A MANNER THAT WILL PREVENT SEGREGATION OF CONCRETE MATERIALS, INFILTRATION OF WATER OR SOIL AND OTHER OCCURRENCES WHICH MAY DECREASE THE STRENGTH OR

DURABILITY OF THE FOUNDATION.

21. CONCRETE PREFERABLY SHALL BE PLACED AGAINST UNDISTURBED SOIL. WHEN FORMS ARE NECESSARY, THEY SHALL BE REMOVED PRIOR TO PLACING STRUCTURAL BACKFILL.

22. CONSTRUCTION JOINTS, IF REQUIRED AT THE BASE OF THE PIERS, MUST BE INTENTIONALLY ROUGHENED TO A FULL AMPLITUDE OF 1/4 INCH (6 MM). FOUNDATION DESIGN ASSUMES NO OTHER CONSTRUCTION JOINTS.

23. TOP OF FOUNDATION OUTSIDE LIMITS OF ANCHOR BOLTS SHALL BE SLOPED TO DRAIN WITH A FLOATED FINISH. AREA INSIDE LIMITS OF ANCHOR BOLTS SHALL BE LEVEL WITH A SCRATCHED FINISH.

24. EXPOSED EDGES OF CONCRETE SHALL BE CHAMFERED 3/4" X 3/4" (19MM X 19MM) MINIMUM.

NOTE: SEE STRUCTURE ASSEMBLY DRAWING FOR FOUNDATION LAYOUT AND ANCHORAGE EMBEDMENT

DRAWING NUMBER.

FILE NO.

223048

REVISIONS

REV DESCRIPTION DWN CHK APP

PO BOX 5999

PEORIA, IL 61601-5999

TOLL FREE 800-727-ROHN

THIS DRAWING IS THE PROPERTY OF ROHN. IT JS NOT TO BE

REPRODUCED, COPIED OR TRACED JN WHOLE OR JN PART WITHOUT

OUR WR.ITT EN CONSENT.

85TH EIS U.S.A.F.

MAT WITH RAISED PIERS

FOUNDATION DETAILS

TYNDALL AFB, FL

DWN: CHK'D: DATE:

AS HA 9/7/2017

ENG'R:

PRJ. ENG'R:

DRAWING NO:

SHEET#:

1OF1

PRJ. MANG'R:

223048-01-Fl

REV;

1515703183E Typewritten Text

ALTERNATIVE FOUNDATION

NOMINAL

TOP SPREAD ~---1

4'-6" J

6NST

t- I

UJ 7N I

tn a:

TOWER DESIGN LOADING

DESIGN WIND LOAD PER ANSI(TIA-222-G:

ASCE 7-10 ULTIMATE WIND SPEED (NO ICE)= 144 MPH

STRUCTURE CLASS = III

EXPOSURE CATEGORY = C

TOPOGRAPHIC CATEGORY= 1

EARTHQUAKE SPECTRAL RESPONSE ACCELERATION: SS= 0.072

THIS TOWER IS DESIGNED TO SUPPORT THE FOLLOWING LOADS:

ELEVATION (FT)

MAXIMUM FACTORED REACTIONS

KIPS

FT-KIPS

TOP

ANTENNA TYPE

BEACON & LIGHTNING ROD

(1) CUFATM-50, TOP-MOUNTED

(1) DPV-108, (1) DS3A06F36UON, (1) Q71-1-1, (1)

5985-10-288-9873, & (1) D2217 ON(3) CWT02

(1) Q71-1-1 ON (1) CWT02

LINE SIZE (NOM)

(1) 3/4"

(1) 7/8"

(5) 7/8"

(1) 7/8"

SECTION

6NST

GENERAL NOTES

1. ROHN PRODUCTS, LLC TOWER DESIGNS CONFORM TO ANSI(TIA-222-G UNLESS

OTHERWISE SPECIFIED UNDER TOWER DESIGN LOADING.

2. THE DESIGN LOADING CRITERIA INDICATED HAS BEEN PROVIDED TO ROHN. THE

DESIGN LOADING CRITERIA HAS BEEN ASSUMED TO BE BASED ON SITE-SPECIFIC

DATA IN ACCORDANCE WITH ANSI/TIA-222-G AND MUST BE VERIFIED BY OTHERS

PRIOR TO INSTALLATION.

3. ANTENNAS AND LINES LISTED IN TOWER DESIGN LOADING TABLE ARE PROVIDED BY

OTHERS UNLESS OTHERWISE SPECIFIED.

4. STEP BOLTS ARE PROVIDED AS A CLIMBING FACILITY FOR THE INSTALLATION OF THE

STRUCTURE.

5. TOWER MEMBER DESIGN DOES NOT INCLUDE STRESSES DUE TO ERECTION SINCE

ERECTION EQUIPMENT AND CONDITIONS ARE UNKNOWN. DESIGN ASSUMES

COMPETENT AND QUALIFIED PERSONNEL WILL ERECT THE TOWER.

6. WORK SHALL BE IN ACCORDANCE WITH ANSI(TIA-222-G, "STRUCTURAL STANDARDS

FOR STEEL ANTENNA TOWERS AND ANTENNA SUPPORTING STRUCTURES".

7. THE MINIMUM YIELD STRENGTH OF STRUCTURAL STEEL MEMBERS SHALL BE 50 KSI,

EXCEPT AS NOTED BELOW:

ALL ANGLE BRACING SHALL BE 36 KSI.

STRUCTURAL PLATES SHALL BE 36 KSI.

8. FIELD CONNECTIONS SHALL BE BOLTED. NO FIELD WELDS SHALL BE ALLOWED.

9. STRUCTURAL BOLTS SHALL CONFORM TO ASTM A325, EXCEPT WHERE NOTED.

10. PAL NUTS ARE PROVIDED FOR ALL TOWER BOLTS.

11. STRUCTURAL STEEL AND CONNECTION BOLTS SHALL BE HOT-DIPPED GALVANIZED

AFTER FABRICATION IN ACCORDANCE WITH ANSI/TIA-222-G.

12. ALL HIGH STRENGTH BOLTS ARE TO BE TIGHTENED TO A "SNUG TIGHT" CONDITION

AS DEFINED IN THE RCSC "SPECIFICATION FOR STRUCTURAL JOINTS USING

HIGH-STRENGTH BOLTS''. NO OTHER MINIMUM BOLT TENSION OR TORQUE VALUES

ARE REQUIRED.

13. PURCHASER SHALL VERIFY THE INSTALLATION IS IN CONFORMANCE WITH LOCAL,

STATE, AND FEDERAL REQUIREMENTS FOR OBSTRUCTION MARKING AND LIGHTING.

14. TOLERANCE ON TOWER STEEL HEIGHT IS EQUAL TO PLUS 1% OR MINUS 1/2%.

15. DESIGN ASSUMES THAT, AS A MINIMUM, MAINTENANCE AND INSPECTION WILL BE

PERFORMED OVER THE LIFE OF THE STRUCTURE IN ACCORDANCE WITH

ANSI/TIA-222-G.

16. DESIGN ASSUMES LEVEL GRADE AT TOWER SITE.

17. FOUNDATIONS SHALL BE DESIGNED TO SUPPORT THE REACTIONS SHOWN FOR THE

CONDITIONS EXISTING AT THE SITE.

18, TOWER DESIGN INCLUDES AN ADDITIONAL 50% ANTENNA LOADING AND LINES.

SECTION MAIN MEMBER SCHEDULE

LEG DIAGONAL HORIZONTALS

PIPE 2.375x0.154 L1 1/2xl 1/2xl/8 (5) L1 1/2xl 1/2xl/8 (1)

PIPE 2.375x0.218 L1 1/2xl 1/2x3/16 (5) N/A

PIPE 2.875x0.276 L1 1/2xl 1/2x3/16 (5) L1 1/2xl 1/2xl/8 (1)

PIPE 3.500x0.300 Ll 1/2xl 1/2x3/16 (4) N/A

PIPE 4x0.318 L1 3/4xl 3/4x3/16 (3) N/A

NOTE: SECTION NUMBERS ARE FOR REFERENCE ONLY. FOR NOMINAL FACE WIDTH DIMENSIONS, REFER

TO THE STRESS ANALYSIS.

THE NUMBERS SHOWN IN PARENTHESES INDICATE THE NUMBER OF BAYS FROM TOP TO BOTIOM.

FILE NO.

223048

REVISIONS

DESCRIPTION [DwN I CHK I APP

~//7

PO BOX 5999

PEORIA, IL 61601-5999

TOLL FREE 800-727-ROHN

THJS DRAWING JS THE PROPERTY OF ROHN. IT JS NOT TO BE

REPRODUCED, COPIED OR TRACED IN WHOLE OR IN PART WITHOUT

OUR WRITIEN CONSENT

DWN:

85TH EIS U.S.A.F.

DESIGN PROFILE

100 FT SSV TOWER

TYNDALL AFB, FL

AS I CHK'D: I DATE:

HA 9/6/2017

ENG'R:

PRJ. ENG'R:

DRAWING NO:

SHEET#:

1OF1

PRJ. MANG'R:

223048-01-01

REV:

PROJECT NAME Link 16 Tower

8 7 6 5 4 3 2 1

DRAWING NAME

AUTHOR(S) TOMMY TROUTMAN

PROJECT # CLIENT

SHEET 1 OF 1DATE 14 Aug 17

ENG DRAWING

DRAWING NUMBER

FOR OFFICIAL USE ONLY

DESTRUCTION NOTICE: DESTROY BY ANY METHOD THAT WILL PREVENT

DISCLOSURE OR RECONSTRUCTION OF THE DOCUMENT

SIZE

REV. D

Tyndall AFB

SCALE None

85th ENGINEERING INSTALLATION SQUADRON

UNITED STATES AIR FORCE

SHEET DESCRIPTION

REVISIONS

REV DESCRIPTION DATE APPROVED

8 7 6 5 4 3 2 1

CWT02

Dual Antenna mount 32" standoff by 48 wide, 116 lbs Valmont SITEPRO 1 4 required

WL20F123KD ROHN

20’ Long Waveguide Ladder (3‘ rung spacing) 2.6’ wide, Twelve 7/16" holes 5 required

NL20FA Standard Ladder, Face mounted

ROHN

20’ Long Ladder (15" rung spacing) 5/8 dia ladder rung 5 required

Model DPV-108 Antenna Products 48 inches x 1.5 inches O.D. ; 3 lbs.

1 required

L-801LED1 Flight Light Red Obstruction light Height 8", weight 2 lbs 1 required

Tower Loading

CUFATM‐50 Fiberglass Air Terminal Length 14', dia 2", weight 50 lbs

HARGER

1 required

99' to ground level

Foundation

Model BA6110-3 380 MHz-420 MHz

3.3 ft x 3 inches OD 5 lbs

1 required

NSN 5985‐10‐288‐9873, Part #

A3005068‐1, SADL

48 inches x 1 inches O.D. ; 6 lbs.

1 required

Model DM Q71‐1‐1, JTIDS Antenna 51 inches x 3 inches OD; 10 lbs.

2 required4,9

7.6.

45.0°

79' to ground level

Model D2217 TACO 33 inches x 2 inches OD; 4 lbs.

1 required

Fiber Glass Air Terminal 14' above tower

Location # Part # /Model/NSN Manufacturer Frequency Title

1 CUFATM‐50 HARGER Fiberglass Air Terminal

2 Model DPV‐108 Antenna Products 1766‐1799 100W

ACMI Remote Relay Unit

(RRU)

3 ModelBA6110‐3 RFS 380‐420 MHz 10W LMR UHF Ground Radio

4 Q71‐1‐1 Harris 960‐1215 MHz 40W Link 16 Antenna

5 5985‐01‐288‐9873 420‐450 MHz 20W

Situational Aircraft Data

Link (SADL)

6 Model D2217 TACO 225‐400 MHz 10W Supports PRC‐117F

7 Vacant

8 Vacant

9 Q71‐1‐1 Harris 960‐1215 MHz 40W Link 16 Antenna

AVA5-50FX , HELIAX®

Andrew Virtual Air™ Coaxial Cable, corrugated copper, 7/8 in, black PE jacket

6 runs required

Rohn Top Stud mount #M25H5

1 required

FOR FUTURE EXPANSION; ADD 50% CAPACITY TO TOWER AND FOUNDATION DESIGN

HJG~~l~~§£!!

TSTower - v 5 . 6.0 Tower Analysis Program

''''"''""''''' ,,,,,•·"~ JIAJ/ ~,,,,,,,,

~, t.... "?J" • • • • • • • • • ~o ,,,., "'.')..r •• CE N "• '/_,, Licensed to: ROHN Products LLC Peoria , IL

File: W: \Jobs\2017\223048\223048 . out Contract: 223048 s , .•• "'' .Sd·~v $ • • 4'"

Project: 100 FT SSV TOWER Date and Time: 9/6/2017 9:58 : 25 AM

DESIGN SPECIFICATION

Design Standard: ANSl!flA~222-G-2005 Add2 Ultimate Design Wind Speed (No lee)= 144.0 (mph) Nominal Design \l'/ind Speed (No Ice}= 111.5 (mph) Structure Class= Ill Exposure Category= C Topographic Category= 1

Set. Length To} W Bot\l'/idth (ft} (in (in)

1 20.00 103.66 127.68 2 20.00 79.21 103.66 3 20.0D 54.72 79.21 4 20.00 54.25 54.72 5 20.00 54 .25 54.25

MAXIMUM BASE REACTIONS

Download (Kips) Uplift (Kips) Shear (Kips) O.T.M . (Ft-Kips)

107.0 95.3 mo 955.9

Revision : 0 Site: TYNDALL AFB- FL Engineer: AS l/"'ifi.

(4) 7 /8" X 60" ANCHOR BOLTS PER LEG

(12 TOTAL)

•rG~~~~~2!!

TSTower - v 5.6.0 Tower Analysis Program

File: W:\Jobs\2017\223048\223048.out Contract: 223048 Project: 100 FT SSV TOWER Date and Time: 9/6/2017 9:58:25 AM

Section A: PROJECT DATA

Project Title:

Customer Name:

Site:

Contract No. :

Revision:

Engineer:

Date:

Time:

Project Notes:

100 FT SSV TOWER

85TH EIS U.S.A.F.

TYNDALL AFB- FL

223048

Sep 6 2017

09:56:49 AM

50% ADDITIONAL LOADING

\ 0\ STATE OF /{tj ~ ~A. •• t:' • ,, .... :- ':. ~· t.o o"" •• ~":-.. , •• R\ r.• ~-,, ~,, \S' 8 ......... ~ <:§. , ...... '

''•,,,,JONAL 'C:~~,.-•''

'•111u11u11n'''

9/11/17

Design Standard: ANSI/TIA-222-G-2005 Addendum 2

GENERAL DESIGN CONDITIONS

Start wind direction:

End wind direction:

Increment wind direction:

Elevation above ground:

Gust Response Factor Gh:

Structure class:

Exposure category:

Topographic category:

Material Density:

Young's Modulus:

Poisson Ratio:

Weight Multiplier:

Minimum Bracing Resistance as per 4.4.1

WIND ONLY CONDITIONS:

Ultimate Design Wind Speed (No Ice):

Nominal Design Wind Speed (No Ice) :

Directionality Factor Kd:

Importance Factor I:

Wind Load Factor:

Dead Load Factor:

Dead Load Factor for Uplift:

WIND ONLY SERVICEABILITY CONDITIONS:

Serviceability Wind Speed:

Directionality Factor Kd:

Importance Factor I:

Wind Load Factor:

Dead Load Factor:

EARTHQUAKE CONDITIONS:

Site class definition:

Spectral response acceleration Ss:

Spectral response acceleration Sl:

Accelaration-based site coefficient Fa:

Velocity-based site coefficient Fv:

Design spectral response acceleration Sds:

Design spectral response acceleration Sdl:

Seismic analysis method:

Fundamental frequency of structure fl:

0. 00 (Deg)

330. 00 (Deg)

30.00 (Deg) O.OO(ft) /

0. 85

III

490.1 (lbs/ftA3) 29000.0(ksi) o.3o I 1.25

144.00(mph)

111. 54 (mph) 0.85 1.15

1. 60

1.20 / 0.90

60.00(mph) 0 . 85

1. 00

D 0 .072 0.048

1. 600

2. 400 0.077 0.077

3.361

Licensed to: ROHN Products LLC Peoria, IL

Revision: 0 Site: TYNDALL AFB- FL Engineer: AS

Analysis performed using: Robot Millenium Finite Element Analysis Software (by Robobat)

Page A 1

DTowerSoft

UIDENGINEERING SOFTWARE

TSTower - v 5.6.0 Tower Analysis Program

File: W:\Jobs\2017\223048\223048.out Contract: 223048 Project: 100 FT SSV TOWER Date and Time: 9/6/2017 9:58:25 AM

Section B: STRUCTURE GEOMETRY

TOWER GEOMETRY

Cross-Section

Triangular

SECTION GEOMETRY

Sec Sec. Name

Height (ft) 100.00

Tot Height (ft) 100.00

Elevation Bottom Top

(ft) (ft)

# of Section Bot Width (in)

5 127.68

Widths Bottom Top Legs

(in) (in) (lbs)

5 R-6NST* 80.00 100.00 54 54 276

4 R-6N45 3 R-7N42* / 60.00 80.00 55 54 378

40.00 60.00 79 55 576 2 R-8N37 20 . 00 40.00 104 79 772 1 R-9N35 0.00 20.00 128 104 941

Total Mass: 2942

PANEL GEOMETRY

Top Width (in) 54.25

Licensed to: ROHN Products LLC Peoria, IL

Revision: 0 Site: TYNDALL AFB- FL Engineer: AS

Masses Brcg. Sec.Ere Int.Ere Sect. Database (lbs) (lbs) (lbs) (lbs) (lbs) 298 0 0 573 553 409 0 0 787 807 485 0 0 1061 1043 493 0 0 1265 1268 557 0 0 1498 lSOl 2241 0 0 5183 Sl 72

Brcg.

Clear.

(in) 0.787 0.787 0.787 0.787 0.787

Seel! Pnlil Type SecBrcg Mid. Horiz Horiz Height Bottom Top Plan Bracing

Hip Bracing

Gusset Plate Area (ftA2) 0.000 0.604 0.604 0.604 0.604 0.000

0. 604

0. 604 0.604 0.604 0.000 0.604 0.604

0. 604

0. 604 0.755 0.75S

0.7SS

1. 006

Gusset Plate Weight (lbs) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 . 00 0.00 0.00

Continuous Width Width

(ft) (in) (in) 5 5 x (None) Yes 4.0 54.3 54.3 (None) (None) 5 4 x (None) None 4. 0 S4.3 54.3 (None) (None) 5 3 x (None) None 4. 0 54.3 S4.3 (None) (None) 5 2 x (None) None 4.0 54.3 54.3 (None) (None) 5 1 x (None ) None 4.0 54.3 54.3 (None) (None) 4 5 x (None ) None 4.0 54.3 54.3 (None) (None) 4 4 x (None ) None 4.0 54.4 54.3 (None) (None) 4 3 x (None ) None 4. 0 54.5 54.4 (None) (None) 4 2 x (None) None 4 . 0 S4.6 S4.S (None) (None) 4 1 x (None) None 4.0 54 . 7 S4.6 (None) (None) 3 5 x (None) Yes 4.0 59.6 54.7 (None) (None) 3 4 x (None ) None 4. 0 64.5 59.6 (None) (None) 3 3 x (None ) None 4. 0 69.4 64.5 (None) (None) 3 2 x (None) None 4.0 74.3 69.4 (None) (None) 3 1 x (None) None 4. 0 79.2 74.3 (None) (None) 2 4 x (None) None s.o 85.3 79.2 (None) (None) 2 3 x (None) None 5.0 91. 4 85.3 (None) (None) 2 2 x (None) None 5.0 97.S 91. 4 (None) (None) 2 1 x (None) None 5.0 103.7 97.S (None) (None) 1 3 x (None) None 6.7 111. 7 103.7 (None) (None) 1 2 x (None) None 6.7 119.7 111. 7 (None) (None) 1 1 x (None) None 6.7 127.7 119. 7 (None) (None)

MEMBER PROPERTIES

Sec/ Type Description Steel Conn . Bolt Bolt End Edge Gusset Gusset Bolt Db le Member Pnl Grade Type #-Size Grade Dist . Dist . Thick. Grade Space Spacing

Mem .

Stitch

Bolt /

(in) (in) (in) (in) (in) (in)

(ft) 5/S Leg PIPE 2.375x0.154 AS72 gr.SOTension 4-0.62S A32SX 5/S Diag Ll l/2xl 1/2xl/8 A36 Bolted 1-0.SOO A32SN 0.7SO 0. 690 0.188 A529 gr.SO

1. 500 5/S Horiz Ll 1/2xl l/2xl/8 A36 Bolt ed 1 - 0.500 A325X 0.7SO 0 . 690 0.188 A529 gr. SO

1. soo 5/4 Leg PIPE 2.37Sx0.154 AS72 gr.SOTension 4- 0.62S A32SX S/ 4 Diag Ll l/2xl 1/2xl /8 A36 Bolted 1-0.SOO A32SN 0.7SO 0 .690 0 . 188 AS29 gr .SO

1 . SOO

Page B l

RTowerSoft mm ENGINEERING SOFTWARE ~

Licensed to: ROHN·Products LLC

File: W:\Jobs\2017\223048\223048.out Contract: 223048

\;.o "TEOF ·,¥}~

Peoria, IL

Project: 100 FT SSV TOWER Date and Time: 9/6/2017 9:58:25 AM

AFB- FL

~ ~ •. ST"' /~§ Revision: 0 -:.·r.oo. """- . ~ .-.., •A•. f:L 0 R\0 r.• r:S ,.... Site: TYNDALL ... ,,. "~ •• • .. ...._,-v ~

'•,, "'$ "••••• •• ~\-~~' 1' Engineer: AS

S/3 S/3

S/2 S/2

S/l S/l

4/S 4/S

4/4 4/4

4/3 4/3

4/2 4/2

4/ 1 ~ / l

3/S 3/S

3/S

3/4 3/4

3/3 3/3

3/2 3/2

3/1 3/1

2/4 2/4

2/3

2/2 2/2

2/1 2/1

1/3 1/3

1/2 1/2

1/1 1/1

Leg Diag

Horiz

Leg Diag

Leg Di ag

Leg Diag

PIPE 2.37Sx0.1S4 Ll l/2xl l/2xl/8

PIPE 2.37Sx0.218 Ll l/2xl l/2x3/16

PIPE 2.87Sx0.276 Ll l/2xl l/2x3/16

Ll l/2xl l/2xl/8

PIPE 2.87Sx0.276 Ll l/2xl l/2x3/16

PIPE 3.SOOx0.300 Ll l/2xl l/2x3/16

PIPE 3.500x0.300 Ll l/2xl l/2x3/16

PIPE 3.SOOx0.300 Ll l/2xl l/2x3/16

PIPE 4x0.318 Ll 3/4xl 3/4x3/16

PIPE 4x0 . 318 Ll 3/4xl 3/4x3/16

'111,,,,,SI 0 N P..\.·••"'' ~ ~I '/ 7

''•uuunn'•"

AS72

A36 gr.SOTension 4-0.62S A32 5X Bolted 1-0.SOO A32SN 0.750

AS72 gr.SOTension 4-0.62S A36 Bolted 1-0.SOO

AS72 gr.SOTension A36 Bolted

A36 Bolted

4-0 . 7SO

1-0 . SOO

1-0.SOO

AS72 gr.SOTension 4-0.7SO A36 Bolted 1-0.SOO

AS72 gr.SOTension 4-0.87S A36 Bolted 1-0.SOO

AS72 gr.SOTension ~ -0 . 87S

A36 Bolted 1-0 . SOO

AS72 gr.SOTension 4-0.87S A36 Bolted 1-0.SOO

AS72 gr.SOTension 4-0.87S A36 Bolted 1-0.500

AS72 gr.SOTension 4-0.875 A36 Bolted 1-0.500

A572 gr.SOTension 4-0.87S A36 Bolted 1-0.500

A572 gr.SOTension 4-0.875 A36 Bolted 1-0.500

Page B 2

A32SX

A32SN 0.7SO

A32SX

A325N 0.7SO

A32SX

A32SN 0.7SO

A32SX

A32SN 0.750

A32SX

A32SN 0 . 7SO

A32SX

A32SN 0.7SO

A32SX

A32SN 0.7SO

A32SX

A325N 0.7SO

A32SX 0.7SO

A32SX

A32SN 0. 750

A325X

A32SN 0.7SO

A32SX

A32SN 0.7SO

A325X

A32SN 0.7SO

A32SX

A32SN 0.7SO

A32SX

A32SN 0.7SO

A32SX

A32SN 0.7SO

A325X A325N 0.750

A325X

A325N 0.7SO

A32SX

A32SN 0.7SO

A32SX

A32SN 0.7SO

0.690

0. 690

0.690

0. 690

0.690

0. 690

0.940

0.188 AS29 gr.SO

l.SOO

0.188 AS29 gr.SO

l.SOO

0.188 AS29 gr.SO

1. soo

0.188 AS29 gr.SO

l.SOO

0.188 AS29 gr.SO

l.SOO

0 . 188 AS29 gr.SO

1. soo

0.188 AS29 gr.SO

1. soo

0.188 A529 gr.SO

l.SOO

0.188 AS29 gr.SO

l.SOO

0.188 AS29 gr.SO

1. soo

0.188 AS29 gr.SO

l.SOO

0.188 AS29 gr . SO

1. 500

0.188 A529 gr . SO

l.SOO

0.188 AS29 gr.SO

l.SOO

0.188 AS29 gr.SO

l.SOO

0.188 AS29 gr.SO

1. soo

0.188 AS29 gr . SO

1. soo

0.188 AS29 gr . SO

1. soo

0.188 AS29 gr.SO

l.SOO

0.188 AS29 gr.SO

l.SOO

0.188 AS29 gr.SO

l.SOO

File: W:\Jobs\2017\223048\223048.out Contract: 223048 Project: 100 FT SSV TOWER Date and Time: 9/6/2017 9:58:25 AM

Section D: TRANSMISSION LINE DATA

Transmission Lines Position

No. Bot El Top El Desc. Radius

(ft) (ft) (ft)

1 0.00 100.00 3/8 CABLE 6 . 00

2 0.00 100.00 RC0.75-Cnd 4 . 43 3 0.00 100.00 Std Ladder 2 . 54 4 0.00 100.00 TX Ladder 2 . 54

5 99.00 100.00 LDF5P-50A 1. 31

6 79.00 99.00 LDF5P-50A 1. 31

7 0 . 00 79.00 LDF5P-50A 3 . 07

Transmission Lines Details

No . Desc . Width Depth

(in) (in)

1 3/8 CABLE 0.38 0 . 38

2 RC0.75-Cnd 1.05 1.05 3 Std Ladder 2.98 1.25 4 TX Ladder 4 . 70 1.50

5 LDF5P-50A 1.10 1.10

6 LDF5P-50A 1.10 1.10

7 LDF5P-50A 1.10 1.10

Licensed to: ROHN Products LLC Peoria, IL

Revision: 0 Site: TYNDALL AFB- FL

Az . Orient. No. No. of Vert. Antenna User Ka Rows

0.00 0.00 1 1 Yes

60.00 5.00 1 1 No

180.00 180.00 1 1 No

60.00 60.00 1 1 No

60.00 60.00 2 1 No

60.00 60.00 9 2 No

60.00 60.00 11 2 No

Unit Mass Line Spacing Row Spacing

(lb/ft) (in) (in)

1. 00 2.750 2.750

1. 09 2.750 2.750

3.75 2.750 2.750

4.00 2.750 2.750

0.33 2.750 2.750

0.33 2.250 2.750

Page D 1

File: W:\Jobs\2017\223048\223048.out Contract: 223048 Project: 100 FT SSV TOWER Date and Time: 9/6/2017 9:58:25 AM

Section F: POINT LOAD DATA

Structure Azimuth from North:0.00

POINT LOADS

No. Description Elev .

(ft)

1 BEACON & LR 100.00

2 CUFATM-50 r 3 50%

100.00 100.00

4 50% 100.00

5 (3) CWT02 W/ ANTENNAS 99.00

6 50% I 99.00

7 (1) CWT02 W/ ANTENNA 79.00

8 50% I 79.00

POINT LOADS WIND AREAS AND WEIGHTS

No. Description Frontal

Licensed to: ROHN Products LLC Peoria, IL

~ • ~ Revision: 0

• • • Q: ~ Site: TYNDALL AFB- FL \. ~ • • ST A TE OF ::';ii j Engineer: AS -:. o·. . ~~

-:;,,, ~· • f.'L. 0 R \ 0 'f:. • ·~~i~' ~,,,,,~~10Nii:C~~--a,~···' ,/~/ 7 ''""1111111•"'' /J'//. /

Radius Azim. Orient . Vertical Tx Line Off set

(ft) (Deg) (Deg) (ft)

1. 00 0.0 0.0 0.00

1.00 0.0 0.0 0.00

1. 00 0.0 0.0 0.00

2.12 0.0 0.0 0.00

3.50 0.0 0.0 0.00

Lateral Frontal Lateral Weight

Comments

Weight Gh Bare Area Bare Area Iced Area Iced Area Bare Iced (ftA2) (ft A2) (ftA2) (ftA2) (Kips) (Kips)

1 BEACON & LR 5.00 5 . 00 0 . 00 0.00 0 . 25 0.00 0.85

2 CUFATM-50 2.80 " 2 . 80 0 . 00 0.00 0 . 05 0.00 0 . 85

3 50% 2.50 2 . 50 / 0 . 00 0.00 0 . 13 0.00 0 . 85 4 50% 1. 40 1. 40 0 . 00 0.00 0 . 03 0.00 0 . 85

5 (3) CWT02 W/ ANTENNAS 19.86 ,, 1 9 .8 6 0 . 00 0 . 00 0 . 41 0.00 0 . 85

6 50% 9.93 9 . 93

0 . 00 o.oo 0 . 21 0.00 0 . 85

7 (1) CWT02 W/ ANTENNA 7.52 7 . 52 0 . 00 o.oo 0 . 13 0.00 0 . 85 8 50% 3.76 3 . 75 0 . 00 0 . 00 0 . 63 0.00 0 . 85

Page F 1

MTowerSoft -~ ENGJNEERltiG SOFTWARE TSTower - v 5.6.0 Tower Analysis Program

File: W:\Jobs\2017\223048\223048.out Contract: 223048 Project: 100 FT SSV TOWER Date and Time: 9/6/2017 9:58:25 AM

Section H: STRUCTURE DISPLACEMENT DATA Load Combination Max Envelope

Wind Direction

Node Elev . N-S Disp W-E Disp Vert.Disp N-S Rot W-E Rot Twist

(ft) (in) (in) (in) (Deg) (Deg) (Deg)

100.0 96 . 0 92 . 0 88 . 0 84 . 0 80 . 0 76 . 0 72 . 0 68 . 0 64 . 0 60 . 0 56 . 0 52 . 0 48 . 0 44 . 0 40 . 0 35 . 0 30 . 0 25 . 0 20 . 0 13 . 3 6.7 0.0

12.5

11. 5 10.5 9.6 8.7 7.8 6.9 6 .1 5.3 4.6 4.0 3.4 2.9 2.4 2.0

1. 6

1. 3 0.9 0.6 0.4 0.2 0.1 0.0

Load Combination

Wind Direction

12.2 11.3 10.4 9.5 8.6 7.7 6.8 6.0 5.3 4.5 3.9 3.4 2.9 2.4 2.0

1. 6

1. 3 0.9 0.6 0.4 0.2 -0.1 0.0

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

1.14 1.14 1.13 1.10

1. 08

1. 02

1. 00 0.91 0.87 0.75 0.69 0.60 0.56 0.47 0.45 0.36 0.33 0.25 0.23 0.15 0 .11 0.04 0.00

1.11 1.11 1.10

1. 07

1. 05 0 . 99 0 . 98 0 . 90 0.86 0.74 0 . 68 0 . 59 0.56 0.47 0.44 0.36 0.33 0.25 0.23 0.15 0.11 -0.04 0.00

Wind Only - Serviceability

Maximum displacements

-0.34 0.32 -0.31 0.28 -0.26 0.23

0. 23 0.19 0.18 0.14 -0.14 0.10 -0.10 0.07 -0.08 0.05 -0.05 0.03 -0.03 0.02 -0.01 0.02 0.00

Node Elev. N-S Disp W-E Disp Vert.Disp N-S Rot W-E Rot Twist

(ft) (in) (in) (in) (Deg) (Deg) (Deg)

100.0 2.4

96.0 2.2

92.0 2.0

88.0 1.8

84.0 1.7

80.0 1.5

76.0 1.3

72.0 1.1

68.0 1.0

64.0 0.9

60.0 0.7

56.0 0.6

52.0 0.5

48.0 0.4

44.0 0.4

40.0 0.3

35.0 0.2

30.0 0.2

25.0 0.1

20.0 0.1

13.3 0.0

6.7 0.0

0.0 0.0

2.2 2.0

1. 9

1. 7

1. 6

1. 4 1.2 1.1

1. 0 0.8 0.7 0.6 0.5 0.4 0.4 0.3 0.2 0.2 0.1 0.1 0.0 0.0 0.0

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

0 .23 0 .22 0 .22 0 .22 0 .21 0 .20 0 .19 0 .18 0 .17 0 .14

0. 13

0. 1.1 0 .1.1 0 .09 0 .08 0 .07 0 .06 0 .05 0 .04 0 .03 0 .02 0 .01 0 .00

0.20 0.20 0.20 0.19 0.19 0.18 0.18 0 .16 0.16 0.13 0.12 0.11 0.10 0.09 0.08 0.06 0.06 0.05 0.04 0.03 0.02 -0.0 j_ 0.00

Page H l

-0.06 0.06 -0.06 0.05 -0.05 0.04 0.04 0.03 0.03 0.03 -0.03 0.02 -0.02 0.01 -0.01 0.01 -0.01 0.01 -0.01 0.00 0.00 0.00 0.00

Licensed to: ROHN Products LLC Peoria, IL

Revision: 0 Site: TYNDALL AFB- FL Engineer: AS

,,,,, .,\\RJI A 11

' 1 -nrG~~~\~£ts ,-•i; <'o'··· ~ ,,, ~~ . .•••• .. u. ,,, ,.. ··cEN *• ~,, .$"~~··· \ Ss-··. ~,~ ~ . v . ,, ~ : • ... n~..a TSTower - v 5.6.0 Tower Analysis Program ~ • N . 52946 •. ; Licensed to: ROHN Products LLC

(c) 1997-2015 TowerSoft www.TSTower.com § i ~ ; Peoria, IL . -. . - File: W:\Jobs\2017\223048\223048.out i*: : i Contract: 223048 ~ • •Q:-· Revision: 0 Project: 100 FT SSV TOWER ; ~· STATEOF :~f Site: TYNDALL AFB- FL Date and Time: 9/6/2017 9:58:25

AM -=--:. 0 • • /::' ~ .• ~ $' Engineer: AS

'•,, ~~·· •• L 0 R\q •• ~(§ ,,, ..

Section L: STRENGTH ASSESSMENT SORTED DATA

'1111,,~IONA\..~, ...... -·9;1"" '17

Load Combination Max Envelope '''"•11•1t"'' Wind Direction Maximum

Sec Pnl Elev. MType Desc. Len kl/r Gov. Gov. Max Max Asses .

comp. tens . Compr. Tens . Ratio cap. cap.

(ft) (ft) (Kips) (Kips) (Kips ) (Kips)

5 5 96.00 Leg PIPE 2.375x0 . 154 4.00 54.9 39.0 48 . 7 1. 8 0.8 0.05 5 4 92.00 Leg PIPE 2.375x0.154 4.00 61.2 37.0 48 . 7 4.2 3.0 0.11 5 3 88.00 Leg PIPE 2.375x0.154 4 . 00 61.2 37.0 48 . 7 7.6 6.2 0.20 5 2 84.00 Leg PIPE 2.375x0 . 154 4.00 61.2 37.0 48 . 7 11.1 9.6 0.30 5 1 80.00 Leg PIPE 2.375x0 . 154 4.00 51. 7 40.0 48 . 7 15.5 13.9 0.39 4 5 76.00 Leg PIPE 2.375x0.218 4 . 00 56.4 52.8 66.7 21. 0 18.6 0. 40 4 4 72.00 Leg PIPE 2.375x0.218 4.00 62.9 49.9 66 . 7 27. 3 24.5 0.55 4 3 68.00 Leg PIPE 2.375x0.218 4.00 62. 9 49.9 66.7 33.3 30.4 0.67 /

4 2 64.00 Leg PIPE 2.375x0 . 218 4.00 62.9 49.9 66 . 7 40.4 37.4 0.81 4 1 60.00 Leg PIPE 2.375x0 . 218 4.00 53.1 54.2 66.7 47.8 44.3 0.88 3 5 56.00 Leg PIPE 2.875x0 . 276 4.01 46.7 86.4 101. 4 54 .0 50.0 0 .63 3 4 52.00 Leg PIPE 2.875x0 . 276 4.01 52.2 83.1 101. 4 57.9 53.3 0 . 70 3 3 48.00 Leg PIPE 2.875x0.276 4.01 52.2 83.1 101. 4 61. 7 56.6 0.74 / 3 2 44.00 Leg PIPE 2.875x0.276 4.01 52.2 83.1 101. 4 65.5 59.9 0 .79 3 1 40.00 Leg PIPE 2.875x0.276 4.01 44.0 88.0 101 .4 69.2 63.1 0.79 2 4 35.00 Leg PIPE 3.500x0 . 300 5.01 48.5 114. 5 13 6. 0 73 . 4 66.7 0.64 2 3 30.00 Leg PIPE 3.500x0 . 300 5.01 52.8 110. 9 13 6 . 0 77 .9 70.6 0.70 2 2 25.00 Leg PIPE 3.500x0 . 300 5.01 52.8 110. 9 13 6 . 0 82.5 74.5 0.74 / 2 1 20.00 Leg PIPE 3.500x0.300 5.01 46.3 116.3 13 G. 0 87.0 78.3 0.75 1 3 13.33 Leg PIPE 4x0.318 6.68 57.5 130.1 165 .7 92.3 82.8 0.71 1 2 6.67 Leg PIPE 4x0.318 6.68 61. 3 125.9 165 . 7 98.2 87.9 0. 78 / 1 1 0.00 Leg PIPE 4x0.318 6.68 55.6 132.2 16 5 . 7 104. 2 92. 9 0.79

5 5 96.00 Diag Ll 1/2xl 1/2xl/8 6.04 111. 5 6.1 3.4 1.1 1.1 0.34 5 4 92.00 Diag Ll 1 /2x l 1/2xl/8 6.04 111.5 6.1 3.4 1. 7 1. 7 0.49 5 3 88.00 Diag Ll 1/2xl 1/2xl/8 6.04 111. 5 6.1 3.4 1.8 1. 9 0.55 5 2 84.00 Diag Ll l /2x l 1 /2xl/8 6 . 04 111 . 5 6.1 3.4 2 . 2 2. 1 0.61 5 1 80.00 Diag Ll l/2xl l/2xl /8 6.04 111. 5 6.1 3.4 2.3 2.3 0.68 4 5 76.00 Diag Ll l/2xl 1/2x3 /16 6.04 112 . 5 7.9 5.1 3.0 2.9 0.56 4 4 72. 00 Diag Ll l/2xl l/2x3/16 6.05 112. 6 7.9 5.1 3.1 3.2 0.63 4 3 68.00 Diag Ll l/2xl l/2x3/16 6.05 112. 7 7.9 5.1 3.5 3.4 0.66 / 4 2 64.00 Diag Ll l/2xl l/2x3/16 6.06 112. 8 7.9 5.1 3.5 3.7 0. 72 4 1 60.00 Diag Ll 1/2xl l/2x3/16 6.06 112. 9 7.9 5.1 3.9 3.8 0.7 3 3 5 56. 00 Diag Ll l/2xl 1/2x3/16 6.22 118 .2 7.9 5.1 2.3 2.2 0.42 3 4 52.00 Diag Ll l/2xl l/2x3/16 6.54 124.5 7.6 5.1 2.2 2.2 0. 42 3 3 48.00 Diag Ll 1/2xl 1/2x3/16 6.87 131. 5 6.9 5.1 2.2 2.1 0. 41 3 2 44.00 Diag Ll 1/2xl 1/2x3/16 7.20 138 . 6 6.2 5.1 2.2 2.2 0.42 ~ 3 1 40.00 Diag Ll 1/2xl l/2x3/16 7.55 145 . 9 5.6 5 . 1 2.2 2.1 0. 42 2 4 35.00 Diag Ll l/2xl l/2x3/16 8. 49 164.5 4. 4 5.1 2.4 2.4 0.55 2 3 30.00 Diag Ll l/2xl l/2x3/16 8.90 173 . 3 4.0 5.1 2.5 2. 4 0. 62 2 2 25.00 Diag Ll l /2x l l/2x3/16 9.33 182 . 3 3.6 5.1 2.5 2.4 0.69 2 1 20.00 Diag Ll l /2xl l/2x3/16 9.76 191 . 4 3.3 5.1 2.5 2.5 0.78

I 1 3 13.33 Diag Ll 3/4 xl 3/4x3/16 11.18 188 . 1 4.0 6.2 2 . 8 2.8 0. 72 1 2 6.67 Diag Ll 3/4xl 3/4x3/16 11. 72 197 . 8 3.6 6.2 2 . 9 2.9 0.82 1 0.00 Diag Ll 3/4xl 3/4x3 / 16 12.28 207.7 3.3 6.2 3.0 3.0 0. 91

5 5 96 . 00 Horiz Ll 1/2xl 1/2xl /8 4.52 164 . 8 3.0 3 . 4 0.3 0 . 3 0 . 11 3 5 56 . 00 Hori z Ll l/2xl l/2xl/8 4.56 164.7 3.0 3 .4 0.7 0 . 6 0 . 23

Page L 1

\,,,u•1•••••11,,,, ,,,,.••'' ~ \ RJ I A,i_''••,,, g rowerSoft ~'' "!!:J''CI • • • .. • • • • 0 u.. ,,_,,, ~ "° •• EN "• '• ~ .:t::-~ • • \ c st: . . ~ ,, ~$ •• ·v .... ~\

ENGINEERING SOFTWARE ""' . ·. ~ ~ . . :..

TSTower - v 5.6.0 Tower Analysis Program i : ~ :. Licensed to: ROHN Products LLC

File: W:\Jobs\2017\223048\223048.out • • = :. . :~: .. Contract: 223048 ';; .p_"• STATE OF ." lij~ Revision: 0 Project: 100 FT SSV TOWER ~ o•• 41 • ~~ Site: TYNDALL AFB- FL

Date and Time: 9/6/2017 9:58:25 AM -:.,,~·f.'LOR\0~·~~,,, Engineer: AS

'•.,,,,~siONAL~~ .. ~0 ,,,, ,,,, Section M: SECTION PROPERTIES DATA .................. //, 'I 7 Sec Pan Memb . Steel Conn. Bolts Bolt Bolt End Gusset kl/r Comp Tens Bolt Bear. Block

Type Grade Type Bolts Size Grade Dist . Thick. Cap. Cap. Cap. Cap. Shear

(in) (in) (in) (Kips) (Kips) (Kips) (Kips) (Kips)

5 5 Leg A572 gr.50 Tension 4 0 . 625 A325X 0 . 000 N/A 54.9 39.0 48.7 82.3T N/A N/A 5 5 Diag A36 Bolted 1 0 . 500 A325N 0 . 750 0.188 111. 5 6.1 9.1 7.9S 4 .1 3.4 5 5 Horiz A36 Bolted 1 0 . 500 A325X 0 . 750 0.188 164.8 3.0 9 .1 9.7S 4. 1 3.4 5 4 Leg A572 gr . 50 Tension 4 0.625 A325X 0.000 N/A 61. 2 37.0 48.7 82.3T N/A N/A 5 4 Diag A36 Bolted 1 0 . 500 A325N 0 . 750 0.188 111. 5 6.1 9.1 7.9S 4. 1 3.4 5 3 Leg A572 gr.50 Tension 4 0 . 625 A325X 0 . 000 N/A 61. 2 37.0 48.7 82.3T N/A N/A 5 3 Diag A36 Bolted 1 0 , 500 A325N 0.750 0.188 111. 5 6 .1 9.1 7.9S 4.1 3.4 5 2 Leg A572 gr . 50 Tension 4 0 . 625 A325X 0.000 N/A 61. 2 37.0 48.7 82.3T N/A N/A 5 2 Diag A36 Bolted 1 0 . 500 A325N 0 . 750 0.188 111. 5 6.1 9 .1 7.9S 4. 1 3.4 5 1 Leg A572 gr . 50 Tension 4 0 . 625 A325X 0 . 000 N/A 51. 7 40.0 48.7 82.3T N/A N/A 5 1 Diag A36 Bolted 1 0.500 A325N 0 . 750 0.188 111. 5 6.1 9.1 7.9S 4 .1 3.4

4 5 Leg A572 gr . 50 Tension 4 0.625 A325X 0.000 N/A 56.4 52.8 66.7 82.3T N/A N/A 4 5 Diag A36 Bolted 1 0.500 A325N 0.750 0.188 112. 5 8. 8 13.3 7.9S 6.2 5.1 4 4 Leg A572 gr . 50 Tension 4 0.625 A325X 0.000 N/A 62.9 49.9 66.7 82.3T N/A N/A 4 4 Diag A36 Bolted 1 0.500 A325N 0.750 0.188 112.6 8. 8 13.3 7.9S 6.2 5.1 4 3 Leg A572 gr . 50 Tension 4 0.625 A325X 0.000 N/A 62.9 49.9 66.7 82.3T N/A N/A 4 3 Diag A36 Bolted 1 0.500 A325N 0.750 0.188 112.7 8. 7 13.3 7.9S 6.2 5.1 4 2 Leg AS72 gr . 50 Tension 4 0. 62S A325X 0.000 N/A 62.9 49.9 66.7 82.3T N/A N/A 4 2 Diag A36 Bolted 1 o.soo A325N 0.750 0.188 112.8 8.7 13.3 7.9S 6.2 5.1 4 1 Leg A572 gr . SO Tension 4 0.62S A325X 0.000 N/A S3.1 S4.2 66.7 82.3T N/A N/A 4 1 Diag A36 Bolted 1 0.500 A32SN 0.7SO 0.188 112. 9 8.7 13.3 7.9S 6.2 5.1

3 s Leg A572 gr . SO Tension 0.750 A32SX 0.000 N/A 46.7 86.4 101. 4 121.7T N/A N/A 3 5 Diag A36 Bolted 1 0.500 A325N 0.750 0.188 118. 2 8.2 13.3 7.9S 6.2 5.1 3 5 Horiz A36 Bolted 1 o.soo A325X 0.7SO 0.188 164.7 3.0 9.1 9.7S 4 .1 3.4 3 4 Leg A572 gr.50 Tension 4 0.7SO A325X 0.000 N/A 52.2 83.1 101.4 121.7T N/A N/A 3 4 Diag A36 Bolted 1 0.500 A325N 0.750 0.188 124.S 7. 6 13.3 7.9S 6.2 S.l 3 3 Leg A572 gr . SO Tension 4 0.750 A32SX 0.000 N/A 52.2 83.1 101. 4 121.7T N/A N/A 3 3 Diag A36 Bolted 1 0.500 A325N 0.750 0.188 131.S 6. 9 13.3 7.9S 6.2 S.l 3 2 Leg AS72 gr.50 Tension 4 0.750 A325X 0.000 N/A S2.2 83.1 101. 4 121.7T N/A N/A 3 2 Diag A36 Bolted 1 o.soo A325N 0.750 0.188 138.6 6.2 13.3 7.9S 6.2 5.1 3 1 Leg AS72 gr . 50 Tension 4 0.7SO A325X 0.000 N/A 44.0 88.0 101. 4 121.7T N/A N/A 3 1 Diag A36 Bolted 1 o.soo A325N 0.7SO 0.188 145.9 5.6 13.3 7.9S 6.2 5.1

2 4 Leg AS72 gr.50 Tension 4 0.875 A325X 0.000 N/A 48.5 114 . s 136.0 167.9T N/A N/A 2 4 Diag A36 Bolted 1 0.500 A325N 0.750 0.188 164.5 4. 4 13.3 7.9S 6.2 S.l 2 3 Leg AS72 gr.SO Tension 4 0.87S A325X 0.000 N/A 52.8 110 .9 136.0 167.9T N/A N/A 2 3 Diag A36 Bolted 1 0.500 A325N 0.750 0.188 173.3 4.0 13.3 7.9S 6.2 S.l 2 2 Leg AS72 gr.50 Tension 4 0.875 A325X 0.000 N/A 52.8 110 . 9 136.0 167.9T N/A N/A 2 2 Diag A36 Bolted 1 0.500 A325N 0.750 0.188 182.3 3.6 13.3 7 . 9S 6.2 5.1 2 1 Leg AS72 gr.50 Tension 4 0.875 A32SX 0.000 N/A 46.3 116 . 3 136.0 167 . 9T N/A N/A 2 1 Diag A36 Bolted 1 o.soo A325N 0.750 0.188 191. 4 3.3 13.3 7 . 9S 6.2 5.1

1 3 Leg A572 gr.50 Tension 4 0.875 A325X 0 . 000 N/A 57.5 130.1 165.7 167.9T N/A N/A 1 3 Diag A36 Bolted 1 o.soo A325N 0. 7SO 0.188 188.l 4. 0 16.4 7.9S 6.2 7.2 1 2 Leg A572 gr.50 Tension 4 0.87S A325X 0 . 000 N/A 61. 3 12S.9 16S.7 167.9T N/A N/A 1 2 Diag A36 Bolted 1 0.500 A325N 0 . 750 0.188 197.8 3.6 16.4 7.9S 6.2 7.2 1 1 Leg A572 gr.SO Tension 4 0.875 A325X 0 . 000 N/A 55.6 132.2 165.7 167.9T N/A N/A 1 1 Diag A36 Bolted 1 o.soo A325N 0 . 7SO 0.188 207.7 3.3 16.4 7.9S 6.2 7.2

Page M 1

IJG~~~~~£~

TSTower ~ v 5.6.0 Tower Analysis Program

File: W:\Jobs\2017\223048\223048.out Contract: 223048 Project: 100 FT SSV TOWER Date and Time: 9/6/2017 9:58:25 AM

Section N: LEG REACTION DATA Load Combination Wind Direction

Max Envelope Maximum

Force-Y Download (Kips)

107.00

Force-Y Uplift (Kips)

95.30

Shear-X Shear-Z

(Kips) (Kips)

Licensed to: ROHN Products LLC Peoria, IL

Revision: 0 Site: TYNDALL AFB- FL Engineer: AS

Max Shear

(Kips)

10.03

Page N 1

MTowerSoft

~~ENGINEERING SOFTWAAE

TSTower - v 5.6.0 Tower Analysis Program

File: W:\Jobs\2017\223048\223048.out Contract: 223048 Project: 100 FT SSV TOWER Date and Time: 9/6/2017 9:58:25 AM

Section O: TOWER FOUNDATION DATA Load Combination Wind Direction

Max Envelope Maximum

S-0 • : ,..._ § Revision: 0 ';. •. STATEOF :i'-:-:~ Site: TYNDALL AFB- FL ~ 0. •./;"/ ... '-;. ~ •. /::'{. ~ .•"-"Y ,f Engineer: AS

'-',, ~~··· 0 R\0 ••• r§",.~ '•,,,,~§10NAC'C~~~J/// ? ,,,,., ........ ",,,.. ~ n; '/

Axial Shear Shear Total Moment-X Moment-Y Moment-Z Total Moment Load Load-X Load-Z Shear (Kips) (Kips) (Kips) (Kips) (Kips ft) (Kips ft) (Kips ft) (Kips ft)

7.52 8 . 38 14.51 16.75 829.62 -4.58 -474.91 955.93

10.03 8 . 38 14.51 16.75 829.54 -4.58 -473.51 955.17

Page 0 1

Customer:

Project:

Site:

Engr. File:

Build Code:

85TII EIS U.S.A.F.

100 Ff SSV TOWER

TYNDALL AFB- FL

223048

ANSI/TIA-222-G-2005

Desilm Parameters ' "/ Load Case

Description 1 Total Moment, ft-kips 955.17 Total Shear, kips 16.75 Total Tower Wt, kips 10.03 Max. Uplift, kips 94.54 Shear, kips 8.98 Max Download, kips 107.00 Shear 10.03 Soil L.F. 1.20 Concrete L.F. 1.20

Foundation Ht. AGL, ft 0.50 Depth, ft. / 4.50

Tower Face Width, ft / 10.64 Offset, in / 24.00

Soil NIA Blow Count NIA lnplace Unit Wt, pcf 110.00 Submerged Unit Wt, pcf Friction Angle, <!>, deg.

Cohesion, ksf Uplift Angle, deg.

Water Depth, ft

Ult Bearing Capacity, ksf ./

.,c -Results

<!> MN - Parallel Axis <!> MN - Diagonal Axis Moment - Interaction Ratio <!> V N - Lateral Load

Lateral Load - Interaction Ratio

60.00 30.00

NIA

30.00

4.50

4.00

2 3 955.93 16.75 7.52

95.30 9.02

106.25 r

9.99 0.90

0.90 .I

Mat Thickness, ft Width, ft EA, in Batter, in/ft

Anchor Bolts Diameter, in No.

Length, in Bolt Circle, in Projection, in

Concrete 28 Day Strength, ksi Dry Unit Wt, pcf Wet Unit Wt, pcf

1,143.19 1,177.61

0.928 40.55 0.413 ft-kips ft-kips kips -

26.81 .26

10.03 .00

1.52 6.25 .36 1.20 1.20

1.50 17.00 12.00 0.00

0.8750

60.00 7.06 5.00

4.50 150.00 88.00

Final Mat Dimension : 17 .00 x 17 .00 x 1.50 ft. thick w/ (3) 2.50 ft. Dia. Piers

Final Pocket Dimension : Pockets not required

Total Volume of Concrete: 18.0 yd' -----

Date: 07 Sep, 17 @ 03:51 PM Checked By:

Date:

5 Service

25.41 171.36

.26 3.05

7.52 8.36 .04 15.19 .02 1.52 -

5.26 21.38 .31 1.95

0.90 1.00

Pier Height, ft 3.50 Diameter, ft 2.50 No. Piers 3 Shape Round

Pocket Diameter, in NIA Thickness, ft NIA

Rebar Fy Vertical, ksi 60.00 Circular, ksi 60.00 Horizontal, ksi 60.00

Page i

I I

Customer: 85TH EIS U.S.A.F.

Project: 100 FT SSV TOWER

Site: TYNDALL AFB- FL Engr. File: 223048

Build Code: ANSI/TIA-222-G-2005

Mat Fot1ndatio11 ver.2.2.9

OTM Capacity Controlling Load Case: 2 [Wind w/Min. Dead Load] Foundation Width = 17 .00 ft Mu= 1,060.5 ft-kips

Q>MN, ft-kips Parallel 1,143.2

Diagonal 1,177.6

<!>MN= 1,143.19 ft-kips <j>VN = 40.55 kips

Mat Design

y. = I 2333 pcf

Exterior x, ft

Slab Parallel 4.108

Diagonal 8.363

0.242 0.348 x, ft

3.165 7.335

!Ratio = 0.928 !Ratio = 0.413 crR, ksf P.

kips

2.30 6.94

Moment, ft-kips/ft

0.186 0.305

P.u kips 0.00 0.00

O'ur

4.00 4.00

Moment, ft-kips/ft Shear, kips/ft DownLoad Uplift Download Uplift

Side Side Side Side

8.71 4.37 5.61 2.44

19.19 9.22 7.53 3.63

Shear, kips/ft Interior DownLoad Uplift Download Uplift Soil Pressure

Slab Side Side Side Side Termination

2.75 15.48 1.57 3.34 1.36

Punching Download Uplift Description Shear Interior Edge Corner Interior Edge Corner b0 , ft 13.20 12.96 9.91 10.54 11.63 9.24 Vsu, psi 59.52 62.47 84.77 64.96 59.73 78.47

2-Way Shear <j>Vc, psi 228.08 228.08 228.08 228.08 228.08 228.08

IR 0.26 0.27 0.37 ·"' 0.28 0.26 0.34

Mui. ft-kips 21.1 18.9

Moment transfer to Be, ft 6.7 6.3

M11, ft-kips/ft 3.2 3.0 slab

Edge Distances: a = 4.36 ft. b = 3.18 ft. c = 3.43 ft.

Summary Max.

Utilization Value

Mat Reinforcement

Slab Moment, ft-kips/ft 19.19 0.687 Min. Steel Area (Strength) .246 in2 /ft.

Slab Shear, kips/ft 7.53 0.423 Min. Steel Area (Temperature) .194 in2 /ft.

Punching Shear, psi 84.77 0.372 Steel Strain Actual 0.031 Soil Bearing Required, cr1m. ksf 3.07 0.768 ; Minimum Steel Strain Required 0.005

14 - #6 Horizontal bars equally spaced @15.23 in., each way, top and bottom, total of 56, A, = 0.364 in2/ft

Checked By: .4A- Date: 9J 11). "?

-----=/.,_7+,~/+-il~/-r----p-~-gc-·i-i

Customer:

Project:

Site:

Engr. File:

Build Code:

85TH EIS U.S.A.F.

100 FT SSV TOWER

TYNDALL AFB- FL

223048 ANSirrIA-222-0-2005

Mat Foundation

Pier Design Controlling Load Case: 1 [Wind w/Max. Dead Load]

C = 107 .00 kips T = 94.54 kips Fy = 60.00 ksi H = 30.00 in. / u = 1.00

Ve = 10.03 kips Vt = 8.98 kips Fyt = 60.00 ksi Ds = 21.00 in. ' Irs =Round

Mc = 35.11 ft-kips Mt = 31.43 ft-kips L.F. = 1.00 F'c = 4.50 ksi

***NOTE: Pier cross section is Round***

SUMMARY OF ANALYSIS

Minimum area of steel required = 3.534 in2

Area of steel provided. = 4.811 in2

Maximum steel area limit = 56.549 in2

(Rhomin = 0.0050) (Rhoactual = 0.0068) (Rhomax = 0.0800)

(8) #7 Vertical Bars equally spaced w/ #4 Circular Ties@ 6" on center.

CIRCULAR TIE DATA

Vu< 0.85*Vc/2, shear reinforcement is not required

Use maximum tie spacing specified in ACI 318, Section 7 .10.5 for compression reinforcement.

DEVELOPMENT LENGTH MODIFIERS FOR BAR DEVELOPMENT

Modifier for tension development = 0.884 Modifier for compression development = 0.140 REQUIRED Ld =MODIFIER* BASIC Ld * ACI 318 MODIFIERS, (12 in. min.)

ver.2.2.9

Designed By: _A_ S ____ _ ______ _ Checked By: ____ __,,_/;._~------- Date: __ __,,_,~_!,1._IJ-,r-=-t-------,-----,---Date: 07 Sep,17@ 03:51 PM

/7 / 7 J)uge iii

Drilled Pier Analysis Per ANSI/TIA/EIA-222-G 2006

Fi le no : 223048 By: AS

Chk: #i

FACTORED REACTIONS I LEG

Customer: 85TH EIS U.S.A.F.

Description: 100 FT SSV TOWER

7/J!jJ J TYNDALL AFB, FL

Date 09/11 /17 Page Ver. 11 /16/01

COMPRESSION =

UPLIFT=

SHEAR=

107.00 k

95.30 k

10.03 k

( 4 l - 1.875 " dia A.B. per leg f'c= 4,500 psi fv= 60,000 psi /

SOIL PARAMETERS

A) Depth neglected for skin friction= Top 5.0 ft B) Average ultimate skin shear for uplift:

5.0 ft to 13.0 ft depth= 700 psf, and 13.0 ft to 18.0 ft depth= 1400 psf, and 18.0 ft to 25.0 ft depth= 900 psf.

D) Ultimate net end bearing at 25.0 ft= 5.00 ksf.

E) Groundwater table at 4.5 ft below ground.

USE 2'- 6" DIAMETER AND 25'- O" DEEP DRILLED PIER

WITH O'- 6" CAP

Perimeter= 7.85 ft Area=

Total Download= 107.00 + [1.2 x 0.15 - 0.75 x 0.120] x 25 x 4.91 =

118.3 k

Tension Capacity= 4.91 x (5.0 x 0.15 + 20.5 x 0.09) x 0.90 +

7.85 x (0.700 x 8.0 + 1.400 x 5.0 + 0.900 x 7.0) x 0.75 =

11.5

Comp. Capacity= 4.91 x 5.00 x 0.75 +

7.85 x (0.700 x 8.0 + 1.400 x 5.0 + 0.900 x 7.0) x 0.75 =

18.4 +

111.3 122.8

111.3 129.7

LATERAL - SEE ATTACHED CALCULATIONS USING WIGGINS METHOD

Max M = 100.66 ft-k Max V= 12.79 k

REINFORCEMENT - SEE ATTACHED SHAFT PROGRAM

4.91 ft2

122.8 k

95.30 OK

129.7 k

118.3 OK

USE 10

- # 7 BARS VERTICAL WITH

TIES AT 6" IN TOP 7.0 FT AND AT

1…

This is the start of the file's text. The full file is on GovTribe.

File details come from the government source that posted it.