Addendum 1.pdf

PDF 11 MB Posted Sep 1, 2026

Attached to: Demolition and Removal of Louisa County Broadband Towers
Solicitation number: IFB-127533
Issued by: Madison County, Virginia

About this file

Written by GovTribe AI · Sep 4, 2026

This is Addendum 1 to a Request for Proposal (RFP) issued by the County of Louisa Finance Department for the demolition and removal of broadband towers located at four sites: Louisa County High School, Gammon Town Road, Trevilians Elementary School, and Moss Nuckols Elementary School. The addendum, dated September 1, 2026, provides the original plans for the towers being demolished. The document includes comprehensive technical specifications and engineering drawings for multiple tower structures, including a 180-foot self-supporting triangular tower and a 120-foot self-supporting triangular tower, as well as a 180-foot guyed mast tower. Each tower design includes detailed foundation specifications, anchor bolt installation tolerances, concrete volume requirements, and factored reaction loads. The plans reference ANSI/TIA-222-G structural standards and include specifications for materials such as galvanized steel, reinforcing steel per ASTM A615 Grade 60, and concrete with minimum compressive strength of 4,500 PSI.

The technical specifications encompass detailed construction requirements for foundations, including mat foundations with raised piers designed for presumptive clay soil conditions, anchor rod installation tolerances ranging from plus or minus 1/16 inch to 1/2 inch depending on the element, and comprehensive pre-installation inspection requirements. The tower assemblies include multiple section assemblies with varying sizes and configurations, step bolts for climbing access, waveguide ladders, and safety devices. The specifications mandate that all anchor rods meet ASTM F1554-S2, S5 Grade 105 requirements and be galvanized full length. Concrete placement procedures, reinforcement specifications, and foundation design notes reference ACI 318 standards and require supervision by personnel knowledgeable in tower foundation installation. The document includes warnings regarding anchor rod movement after concrete sets and requirements for verification of anchor rod templates prior to concrete placement, with instructions to contact Rohn Products at (309)-566-3000 for any discrepancies.

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COUNTY OF LOUISA

Finance Department

REQUEST FOR PROPOSAL # IT-27-01

ADDENDUM NUMBER 1

Date: September 1, 2026

Title: Demolition and Removal of Louisa County Broadband Towers

Please find attached the original plans for the towers in this IFB.

END OF ADDENDUM

Attachment: 7

ANCHOR ROD INSTALLATION TOLERANCES

1. FACE SPREAD DIMENSION CENTER-TO-CENTER OF ANCHOR ROD

CIRCLES - PLUS OR MINUS 1/16" (2mm) OR 1/16"(2mm) PER 20

FT. (6m) OF FACE SPREAD.

2. MAXIMUM DIFFERENCE BETWEEN ANY TWO FOUNDATION

ELEVATIONS - 1/2" (13mm).

3. CONCRETE DIMENSIONS - PLUS OR MINUS 1" (25mm).

4. DEPTH OF FOUNDATION - PLUS 3" (76mm) OR MINUS 0".

5. DRILLED FOUNDATIONS OUT OF PLUMB - 1.0 DEGREE.

6. REINFORCING STEEL PLACEMENT - PER A.C.I. 301.

7. PROJECTION OF EMBEDMENTS - PLUS OR MINUS 1/8" (3mm).

8. VERTICAL EMBEDMENTS OUT OF PLUMB -1/2 DEGREE.

9. MAXIMUM DISTANCE FROM CENTERLINE OF ANCHOR RODS TO

CENTERLINE OF FOUNDATION - 1/24 OF PIER DIAMETER UP TO

A MAXIMUM OF 2" (50mm).

10. ANCHOR ROD SPACING - 1/16" (2mm).

11. ANCHOR ROD CIRCLE ORIENTATION - 1/4 DEGREE.

12. ANCHOR ROD CIRCLE DIAMETER - PLUS OR MINUS 1/16" (2mm).

!!! WARNING !!!

· ENSURE DIMENSIONS A-D ARE CORRECT ON ALL FACES PRIOR

TO PLACING CONCRETE AND THAT THE NUMBER AND SIZE OF

ANCHOR RODS MATCHES THE STRUCTURE DRAWING.

· AFTER ANCHOR RODS ARE INSTALLED AND CONCRETE HAS

TAKEN ITS INITIAL SET, ANCHOR RODS MUST NOT BE MOVED,

BENT OR REALIGNED IN ANY MANNER.

ANCHOR ROD TIGHTENING NOTES

1. NUTS, THREADS AND ALL NUT CONTACT SURFACES

MUST BE CLEANED AND LUBRICATED AFTER

CONCRETE INSTALLATION AND IMMEDIATELY

BEFORE INSTALLATION OF LEVELING AND TOP

NUTS. NUTS MUST BE FREE TO MOVE

THROUGHOUT THE ENTIRE LENGTH OF THE

ANCHOR ROD THREAD PROJECTION.

2. AFTER LEVELING THE LEVELING NUTS AND

SETTING THE BASE PLATE, TOP NUTS MUST BE

INSTALLED IN AN INCREMENTAL STAR TIGHTENING

SEQUENCE TO A SNUG TIGHT CONDITION

FOLLOWED BY TIGHTENING THE LEVELING NUTS IN

A SIMILAR PATTERN TO A SNUG TIGHT CONDITION.

SNUG TIGHT IS DEFINED BY THE TIGHTNESS

OBTAINED WITH THE EFFORT OF ONE PERSON

WITH A 12 INCH NOMINAL LENGTH WRENCH.

3. AFTER ALL TOP AND LEVELING NUTS ARE

TIGHTENED TO A SNUG TIGHT CONDITION, TOP

NUTS SHALL BE FURTHER TIGHTENED IN AN

INCREMENTAL STAR PATTERN WITH THE LEVELING

NUTS SECURED TO RESULT IN A 1/3 TOP NUT

ROTATION FOR ANCHOR RODS 1-1/2 INCHES OR

LESS IN DIAMETER, OR A 1/6 TOP NUT ROTATION

FOR ANCHOR RODS GREATER THAN 1-1/2 INCHES

IN DIAMETER.

NOTES

1. ALL ANCHOR RODS MUST MEET OR EXCEED

REQUIREMENTS OF A.S.T.M. F1554-S2, S5 GRADE

105.

2. ANCHOR RODS ARE GALVANIZED FULL LENGTH

UNLESS OTHERWISE SPECIFIED.

3. SPECIAL CARE MUST BE TAKEN WHEN LIFTING

ANCHOR ROD CLUSTER TO PREVENT ANCHOR ROD

TEMPLATE DISTORTION.

4. ANCHOR ROD ASSEMBLY MUST BE ADEQUATELY

SUPPORTED AND RESTRAINED TO PREVENT

MOVEMENT OF THE CLUSTER DURING CONCRETE

INSTALLATION.

5. IT IS THE RESPONSIBILITY OF THE FOUNDATION

CONTRACTOR TO VERIFY THAT THE CORRECT

ANCHOR ROD TEMPLATE AND FOUNDATION SHOWN

ON RESPECTIVE SITE DRAWINGS ARE BEING USED.

6. IT IS THE RESPONSIBILITY OF THE FOUNDATION

DESIGN ENGINEER TO INSURE THAT THE

ANCHORAGES PROVIDED ARE COMPATIBLE WITH

THE PROPOSED FOUNDATION DESIGNS AND THAT

THE CAPACITIES OF THE ANCHORAGES ARE NOT

LIMITED BY THE STRENGTH OF THE FOUNDATIONS.

!! WARNING !!

PRIOR TO PLACING CONCRETE:

· CHECK THAT THE TEMPLATE ANCHOR ROD CIRCLE

MATCHES THE ANCHOR ROD CIRCLE SHOWN ON THE

STRUCTURAL DRAWING.

· CALL ROHN (309)-566-3000 FOR ANY DISCREPANCY.

P/N: YU020

(TYP)

P/N: YU019

(TYP)

DETAIL 'E'

P/N: YU019

(TYP)

P/N: KH7150

(TYP)

P/N: 210017GA

(1/2X1-1/4 BOLT ASSY)

(TYP)

SECTION F-FDETAIL 'C'

1/2" (13mm)

DURING CONCRETE

INSTALLATION

SEE DETAIL 'A'

TOP OF

FOUNDATION

P/N: YT034

SEE DETAIL 'C'

P/N: YT034-A

(ANCHOR ROD TEMPLATE)

AFTER CONCRETE

INSTALLATION

SEE DETAIL 'B'

LEVELING NUT

GALV. NUT

A B C D

18'-11 5/16"

(5.774m)

16'-4 7/8"

(5.001m)

10'-11 1/4"

(3.334m)

18'-0 1/4"

(5.493m)

DETAIL 'B'

1" (25mm)

MAX

TOWER AXIS

SEE DETAIL 'D'

30°

TYP

120°

TYP

P/N: YU020

(TYP)

PLAN VIEW

N.T.S.

P/N: YU019

(TYP)

SEE DETAIL 'E'

DETAIL 'A'

6" (152mm)

DETAIL 'D'

(6) 1" (25mm) DIA. X 70"

(1778mm) LG. ANCHOR RODS

EQUALLY SPACED ON A 12-3/4"

(324mm) DIA. ANCHOR ROD CIRCLE.

30°

TYP

P/N: 210017GA

(1/2X1-1/4 BOLT ASSY)

(TYP)

P/N: YT034-A

(TYP)

60°

RT LAYOUT

SECTION: 18

LEG SIZE: 5

REV:

DWN:

ENG'R:

DRAWING NO:

DATE:CHK'D:

DESCRIPTIONREV.

FILE NO.

REVISIONS

DWN

PRODUCTS LLC

PEORIA, IL 61601-5999

TOLL FREE 800-727-ROHN

PO BOX 5999

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

REPRODUCED, COPIED OR TRACED IN WHOLE OR IN PART WITHOUT

OUR WRITTEN CONSENT.

CHK APP

SHEET #:

PRJ. ENG'R: PRJ. MANG'R:

JHY KTL

18H1894RTFST

ANCHOR ROD LAYOUT

1" [25mm]Ø RODS (18H1894RTFST)

10/3/2017

FULL SIZE KIT

LEVELING BLOCKS, PROVIDED BY

OTHERS, SHALL BE USED AS REQUIRED

TO LEVEL HORIZONTAL MEMBERS.

DATE:

UPDATED DRAWING LAYOUT

08/14/2018

HAJDMJHY

25'-0"

14'-0"

12'-6"

PLAN VIEW

CENTROID

OF MAT

1'-6"

CENTROID

OF TOWER

3'-0"

(TYP)

5'-6"

0'-6"

GROUND LINE

1'-6"

ELEVATION VIEW

(26) NO. 6 HORIZIONTAL BARS

EQUALLY SPACED EACH WAY,

TOP & BOTTOM (104 TOTAL)

(2) NO. 4 CIRCULAR STIRRUPS ENCLOSING

VERTICAL BARS @ 2-1/2" C-C W/ 180 DEG.

STAGGERED 6" MIN LAPS TERMINATED AT EACH

END WITH A STD. ACI 318 HOOK ENGAGING A

VERTICAL BAR WITH 2" COVER (TYP).

NO. 4 CIRCULAR STIRRUPS ENCLOSING

VERTICAL BARS WITH 24" LAPS STAGGERED

180 DEG, ON 6" CENTERS (TYP)

(12) NO. 7 VERTICAL BARS EQUALLY

SPACED ON 27" DIA. CIRCULAR CAGE

(CENTERLINE OF VERT. BARS) W/ STD

ACI 318 HOOKS AT BOTTOM (TYP)

12 BAR DIA.(MIN)

Max. Comp./Leg = 144.5 KIPS

Max. Ten./Leg = 121.6 KIPS

Max. Shear/Leg = 13.9 KIPS

Total Shear = 23.1 KIPS

Total Tower Wt = 21.1 KIPS

Maximum O.T.M = 2,232.9 FT-K

FACTORED REACTIONS

TOTAL 38.3 CU.YDS

PAD 34.7 CU.YDS

ROUND PIER 3.5 CU.YDS

CONCRETE VOLUME

NOTE: SEE DRAWING NO. B090548 FOR STANDARD FOUNDATION NOTES.

REV:

DWN:

ENG'R:

DRAWING NO:

DATE:CHK'D:

DESCRIPTIONREV.

FILE NO.

REVISIONS

DWN

PRODUCTS LLC

PEORIA, IL 61601-5999

TOLL FREE 800-727-ROHN

PO BOX 5999

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

REPRODUCED, COPIED OR TRACED IN WHOLE OR IN PART WITHOUT

OUR WRITTEN CONSENT.

CHK APP

SHEET #:

PRJ. ENG'R: PRJ. MANG'R:

SWG HA

231101-01-F1

MAT W/RAISED PIERS

PRESUMPTIVE CLAY PER ANSI/TIA-222-G

7/31/2019

231101

SWG

REV:

DWN:

ENG'R:

DRAWING NO:

DATE:

CHK'D:

DESCRIPTIONREV.

FILE NO.

REVISIONS

DWN

PRODUCTS LLC

PEORIA, IL 61601-5999

TOLL FREE 800-727-ROHN

PO BOX 5999

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

REPRODUCED, COPIED OR TRACED IN WHOLE OR IN PART WITHOUT

OUR WRITTEN CONSENT.

CHK APP

SHEET #:

PRJ. ENG'R: PRJ. MANG'R:

FAD HA

B090548

ANSI/TIA-222-G

STANDARD FOUNDATION DESIGN NOTES

11/20/2009

STANDARD FOUNDATION NOTES

ANSI/TIA-222-G

(blows/ft)

[blows/m]

(deg)

(lb/ft3)

[kN/m3]

(psf)

[kPa]

Ultimate Bearing

(psf)

[kPa]

Ultimate

Skin Friction

(psf)

[kPa] k

(pci)

[kN/m3] ε50

Shallow

Fnds.

Deep

Fnds.

8 [26]

[17]

[48]

[240]

[431]

[24]

[41,000]

0.01

GROUND WATER TABLE IS AT OR BELOW FOUNDATION DEPTH

MAXIMUM FROST PENETRATION DEPTH LESS THAN FOUNDATION DEPTH

DATE:

ADDED NOTES BELOW TABLE

12/19/2018

HAHAJHY

13. SPACERS SHALL BE ATTACHED INTERMITTENTLY THROUGHOUT THE ENTIRE LENGTH OF VERTICAL

REINFORCING CAGES TO INSURE CONCENTRIC PLACEMENT OF CAGES IN EXCAVATIONS.

14. FOUNDATION DESIGNS ASSUME 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

D698. ADDITIONALLY, STRUCTURAL BACKFILL MUST HAVE A MINIMUM COMPACTED UNIT WEIGHT OF 110

POUNDS PER CUBIC FOOT (17 kN/m3).

15. FOUNDATION DESIGNS ASSUME AN INSTALLATION ON A PROPERLY DRAINED LEVEL SITE.

16. 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.

17. ALL CONSTRUCTION AND SAFETY EQUIPMENT AND TEMPORARY SUPPORTS REQUIRED FOR CONSTRUCTION

SHALL BE DETERMINED, FURNISHED AND INSTALLED BY THE CONTRACTOR BASED ON THE MEANS AND

METHODS CHOSEN BY THE CONTRACTOR. ALL CONSTRUCTION ACTIVITIES SHALL BE PREFORMED BY

COMPETENT, QUALIFIED AND TRAINED PERSONNEL.

18. FOR FOUNDATION AND ANCHOR TOLERANCES SEE ANCHOR ROD LAYOUT DRAWING.

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. FREE FALL CONCRETE MAY BE USED PROVIDED FALL IS VERTICAL DOWN WITHOUT HITTING SIDES OF

EXCAVATION, FORMWORK, REINFORCING BARS, ANCHORAGES, FORM TIES, CAGE BRACING OR OTHER

OBSTRUCTIONS. UNDER NO CIRCUMSTANCES SHALL CONCRETE FALL THROUGH WATER.

22. CONCRETE SHALL BE PLACED AGAINST UNDISTURBED SOIL EXCEPT FOR PIERS SUPPORTED ON SPREAD

FOUNDATIONS. FORMS FOR PIERS SHALL BE REMOVED PRIOR TO PLACING STRUCTURAL BACKFILL.

23. CONSTRUCTION JOINTS, IF REQUIRED IN DRILLED PIER OR CAISSON FOUNDATIONS, SHALL BE AT LEAST 12

INCHES (305 mm) BELOW BOTTOM OF EMBEDMENTS AND MUST BE INTENTIONALLY ROUGHENED TO A FULL

AMPLITUDE OF 1/4 INCH (6 mm). FOUNDATION DESIGN ASSUMES NO OTHER CONSTRUCTION JOINTS.

24. CONSTRUCTION JOINTS, IF REQUIRED AT THE BASE OF PIERS SUPPORTED ON SPREAD FOUNDATIONS, SHALL

BE INTENTIONALLY ROUGHENED TO A FULL AMPLITUDE OF 1/4 INCH (6 mm). FOUNDATION DESIGN ASSUMES

NO OTHER CONSTRUCTION JOINTS.

25. CASING, IF USED, SHALL NOT BE LEFT IN PLACE. EQUIPMENT, PROCEDURES, AND PROPORTIONS OF

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

REMOVAL. 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.

26. TOP OF FOUNDATION SHALL BE SLOPED TO DRAIN WITH A FLOATED FINISHED. EXPOSED EDGES OF

CONCRETE SHALL BE CHAMFERED 3/4" X 3/4" (19 mm X 19 mm) MINIMUM.

27. FOR ANCHOR BLOCK TYPE FOUNDATIONS, FOR GUYED MASTS, ADDITIONAL CORROSION PROTECTION MAY BE

REQUIRED FOR STEEL GUY ANCHORS IN DIRECT CONTACT WITH SOIL. DESIGN ASSUMES PERIODIC

INSPECTIONS WILL BE PERFORMED OVER THE LIFE OF THE STRUCTURE TO DETERMINE IF ADDITIONAL

ANCHOR CORROSION PROTECTION MEASURES SHALL BE IMPLEMENTED BASED ON OBSERVED SITE-SPECIFIC

CONDITIONS.

1. STANDARD FOUNDATION DESIGNS ARE IN ACCORDANCE WITH ANSI/TIA-222-G, "STRUCTURAL STANDARDS

FOR STEEL ANTENNA TOWERS AND ANTENNA SUPPORTING STRUCTURES" FOR THE FOLLOWING

PRESUMPTIVE CLAY SOIL PARAMETERS:

2. THE PURCHASER SHALL VERIFY THAT ACTUAL SITE SOIL PARAMETERS MEET OR EXCEED ANSI/TIA-222-G

PRESUMPTIVE CLAY SOIL DESIGN PARAMETERS AND THAT THE DEPTH OF STANDARD FOUNDATIONS ARE

ADEQUATE BASED ON THE FROST PENETRATION AND/OR ZONE OF SEASONAL MOISTURE VARIATION AT THE

SITE. FOUNDATION DESIGN MODIFICATIONS MAY BE REQUIRED IN THE EVENT PRESUMPTIVE CLAY SOIL

PARAMETERS ARE NOT APPLICABLE FOR THE ACTUAL SUBSURFACE CONDITIONS ENCOUNTERED.

3. A SITE-SPECIFIC INVESTIGATION IS REQUIRED FOR CLASS III STRUCTURES IN ACCORDANCE WITH

ANSI/TIA-222-G.

4. FOUNDATION DESIGNS ASSUME FIELD INSPECTIONS WILL BE PERFORMED BY THE PURCHASER'S

REPRESENTATIVE TO VERIFY THAT CONSTRUCTION MATERIALS, INSTALLATION METHODS AND ASSUMED

DESIGN PARAMETERS ARE ACCEPTABLE BASED ON THE CONDITIONS EXISTING AT THE SITE.

5. WORK SHALL BE IN ACCORDANCE WITH THE PROJECT CONSTRUCTION DOCUMENTS, 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.

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

STRUCTURAL CONCRETE.

7. 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 REQUIREMENT OF ACI 318 SHALL BE SATISFIED BASED ON THE CONDITIONS EXPECTED AT

THE SITE. AS A MINIMUM, CONCRETE SHALL DEVELOP A MINIMUM COMPRESSIVE STRENGTH OF 4500 PSI

(31.0 MPa) IN 28 DAYS.

8. MAXIMUM SIZE OF AGGREGATE SHALL NOT EXCEED SIZE SUITABLE FOR INSTALLATION METHOD UTILIZED OR

3/4 CLEAR DISTANCE BEHIND OR BETWEEN REINFORCING. WORKABILITY AND METHODS OF CONSOLIDATION

SUCH AS VIBRATING SHALL BE UTILIZED TO PREVENT HONEYCOMBS OR VOIDS.

9. 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.

10. REINFORCING CAGES SHALL BE BRACED TO RETAIN PROPER DIMENSIONS DURING HANDLING, THROUGHOUT

PLACEMENT OF CONCRETE AND DURING EXTRACTION OF TEMPORARY CASING.

11. WELDING IS PROHIBITED ON REINFORCING STEEL AND EMBEDMENTS.

12. 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.

CONCRETE COVER FROM TOP OF FOUNDATION TO ENDS OF VERTICAL REINFORCEMENT SHALL NOT EXCEED 3

INCHES (76 mm) NOR BE LESS THAN 2 INCHES (51 mm).

ENG'R:

DRAWING NO:

DATE:

CHK'D:

DESCRIPTIONREV.

FILE NO.

REVISIONS

DWN

PRODUCTS LLC

PEORIA, IL 61601-5999

TOLL FREE 800-727-ROHN

PO BOX 5999

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

REPRODUCED, COPIED OR TRACED IN WHOLE OR IN PART WITHOUT

OUR WRITTEN CONSENT.

CHK APP

SHEET #:

PRJ. ENG'R: PRJ. MANG'R:

JHY JDM

FM060

PRE-INSTALLATION INSPECTION

FORM NUMBER: FM060

09/03/2019

ROHN

PRE-INSTALLATION INSPECTION

THANK YOU FOR THE PURCHASE OF YOUR ROHN PRODUCT. WE ARE EXCITED THAT YOU

CHOOSE ROHN TO SUPPLY YOU WITH A QUALITY PRODUCT. IN ORDER TO COMMUNICATE

EFFECTIVELY, ELIMINATE ERRORS AND PROVIDE A SMOOTH INSTALLATION EXPERIENCE,

IT IS IMPORTANT FOR THE INSTALLER TO PERFORM A PRE-INSTALLATION INSPECTION OF

ALL COMPONENTS/PARTS ASSOCIATED WITH YOUR ORDER. PRIOR TO THE INSTALLATION,

THE FOLLOWING INSPECTIONS ARE REQUIRED:

· UPON RECEIPT OF SHIPMENT, ALL PARTS/MATERIALS MUST BE INVENTORIED. THIS

INCLUDES ALL TOWERS, MONOPOLES, GUYED MASTS, ANCHOR RODS & TEMPLATES,

MOUNTS OR OTHER PRODUCTS THAT ARE DELIVERED TO A CONTRACTOR’S OFFICE,

JOB SITE OR SOME OTHER AGREED UPON DESTINATION.

· IF PART SHORTAGES OR DAMAGED MATERIAL ARE FOUND, ROHN MUST BE NOTIFIED

IMMEDIATELY TO ALLOW ROHN TIME TO REPAIR OR EXPEDITE NEW

PARTS/MATERIALS TO THE JOB SITE.

· IF THERE ARE PARTS THAT ARE FABRICATED INCORRECTLY AND THE PARTS WERE

NOT EASILY DETECTABLE DURING THE PRE-INSTALLATION INSPECTION, ROHN MUST

BE NOTIFIED IMMEDIATELY UPON IDENTIFICATION OF THE PARTS. IN ADDITION,

PICTURES MUST BE TAKEN OF THE ISSUES AND SENT TO ROHN IMMEDIATELY.

· IT IS IMPORTANT TO VERIFY THE ASSEMBLY DRAWINGS AND ANCHOR ROD LAYOUT

DRAWINGS ARE RECEIVED WITH THE DELIVERY, WHEN ANCHOR RODS ARE TO BE

INSTALLED. IN ADDITION, IT IS IMPORTANT TO VERIFY THE ANCHOR ROD TEMPLATE

PART NUMBERS MATCH THE DESIGNATED PART NUMBERS ON THE ANCHOR ROD

LAYOUT DRAWING. IF THERE ARE DISCREPANCIES, NOTIFY ROHN IMMEDIATELY.

ROHN WILL NOT BE RESPONSIBLE FOR CHARGES ASSOCIATED WITH INSTALLING THE

WRONG SIZE ANCHOR RODS, THE WRONG NUMBER OF ANCHOR RODS OR THE

INCORRECT ANCHOR ROD ORIENTATION.

· ROHN WILL NOT BE RESPONSIBLE FOR EXCESS CHARGES INCLUDING CRANE CHARGES,

DRILLING RIG CHARGES, EQUIPMENT CHARGES, CREW CHARGES AND MOBILIZATION

CHARGES.

· IF YOU HAVE ANY QUESTIONS, PLEASE CONTACT THE APPROPRIATE ROHN SALES

REP/MANAGER AT (309) 566-3000.

BASE SPREAD

18'-11 5/16"

RTT18D-009

RTT16B-001

RTT14B-011

RTT12B-002

RTT10B-015

RTT08B-021

RTT06C-044

SLOPE CHANGE

RTS04C-010

RTS04A-003

T O

W E R

S T E E L

E I G

H T

F T

TOP SPREAD

4'-9"

REV:

DWN:

ENG'R:

DRAWING NO:

DATE:

CHK'D:

DESCRIPTIONREV.

FILE NO.

REVISIONS

DWN

PRODUCTS LLC

PEORIA, IL 61601-5999

TOLL FREE 800-727-ROHN

PO BOX 5999

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

REPRODUCED, COPIED OR TRACED IN WHOLE OR IN PART WITHOUT

OUR WRITTEN CONSENT.

CHK APP

SHEET #:

PRJ. ENG'R: PRJ. MANG'R:

CEJ CHW

231101-01-A1

180' RT TOWER ASSEMBLY

09/23/19

231101

MOUNTAIN VALLEY TOWER SERVICE

HOLLY GROVE, VA

ANCHOR MATERIAL

ITEM

QTY

PART NO. DESCRIPTION DWG. NO.

1 1 18H1894RTFST ANCHOR BOLT ASSY 18-1X70" 18H1894RTFST

231101LA - TOWER ACCESSORIES

ITEM

QTY

PART NO. DESCRIPTION DWG. NO.

2 1 RTT18D-009

SECTION ASSY RTT18 20' 5EH (3.3 KIPS)

RTT18D-009

3 1 RTT16B-001

SECTION ASSY RTT16 20' 5EH (2.6 KIPS)

RTT16B-001

4 1 RTT14B-011

SECTION ASSY RTT14 20' 5STD (2.1 KIPS)

RTT14B-011

5 1 RTT12B-002

SECTION ASSY RTT12 20' 4EH (2.1 KIPS)

RTT12B-002

6 1 RTT10B-015

SECTION ASSY RTT10 20' 4STD (1.3 KIPS)

RTT10B-015

7 1 RTT08B-021

SECTION ASSY RTT08 20' 3.5STD (1.2 KIPS)

RTT08B-021

8 1 RTT06C-044

SECTION ASSY RTT06 20' 3STD (1.0 KIPS)

RTT06C-044

9 1 RTS04C-010

SECTION ASSY RTS04 20' 2.5EH (0.9 KIPS)

RTS04C-010

10 1 RTS04A-003

SECTION ASSY RTS04 20' 2.5STD (0.8 KIPS)

RTS04A-003

11 1 RTL5A PLATE ASSY LTNG ROD CAP 5.00BC

N/A

12 1 LRCL

LIGHTNING ROD C/CLAD 5/8X5' N/A

13 9 YW20154A

LADDER ASSY W/G FACE 20' RT

YW001

14 20 H184A

CLIP ASSY W/G FACE RT N/A

15 1 TT200-URCL-08-05-300 SAFETY DEVICE TUF TUG 200' DWG-0120

16 1 A790135 DRAWING BOLT ASSY A790135

17 1 B651264 STEPBOLT DETAIL B651264

18 3 ACWS SIGN ANTI-CLIMB WARNING ASSY

N/A

19 1 A810214 FOUNDATION & ANCHOR TOLERANCE A810214

MAXIMUM FACTORED REACTIONS

COMPRESSION = 144.5 KIPS

TENSION = 121.6 KIPS

TOTAL SHEAR = 23.1 KIPS

O.T.M. =

2,232.9

FT-KIPS

TOWER DESIGN LOADING

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

ASCE 7-16 ULTIMATE WIND SPEED (NO ICE) = 111 MPH

BASIC WIND SPEED (ICE) = 30 MPH PER ASCE 7-16

DESIGN ICE THICKNESS = 1.0 IN. PER ASCE 7-16

STRUCTURE CLASS = II

EXPOSURE CATEGORY = C

TOPOGRAPHIC CATEGORY = 1

EARTHQUAKE SPECTRAL RESPONSE ACCELERATION: S

= 0.335, S

= 0.065

THIS TOWER IS DESIGNED TO SUPPORT THE FOLLOWING LOADS:

ELEVATION (FT)

ANTENNA TYPE

LINE SIZE

(NOM)

TOP LIGHTNING ROD -

(4) KPP-3DP65S-45 SECTOR ANTENNAS W/

RADIOS

(1) 1/2" HYBRID

(2) KPP-900DPY17 SECTOR ANTENNAS

(1) 3 FT HP DISH W/ RADIO

[AZ. 0 DEG] [11 GHZ]

(2) 3/8"

GENERAL NOTES

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

OTHERWISE SPECIFIED UNDER TOWER DESIGN LOADING.

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

OTHERS UNLESS OTHERWISE SPECIFIED.

3. 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.

4. SEE INDIVIDUAL SECTION ASSEMBLY DRAWINGS FOR PART NUMBERS AND SECTION

ASSEMBLY DETAILS.

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

STRUCTURE.

6. REFER TO THE LATEST REVISIONS OF THE DRAWINGS SHOWN IN THE BILL OF MATERIALS.

7. A NUT LOCKING DEVICE IS PROVIDED FOR ALL TOWER BOLTS.

8. THE LEG PART NUMBER IS STAMPED AT THE BOTTOM OF EACH LEG OF EACH SECTION.

9. DESIGN ASSUMES LEVEL GRADE AT TOWER SITE.

10. WORK SHALL BE IN ACCORDANCE WITH ANSI/TIA-222-G, "STRUCTURAL STANDARDS FOR

STEEL ANTENNA TOWERS AND ANTENNA SUPPORTING STRUCTURES".

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

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

AND FEDERAL REQUIREMENTS FOR OBSTRUCTION MARKING AND LIGHTING.

13. 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.

14. 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.

15. DESIGN ASSUMES ALL ANTENNAS ARE MOUNTED SYMMETRICALLY TO MINIMIZE TORQUE,

IF APPLICABLE.

16. ALL TOWER ACCESSORIES AND/OR MOUNTS THAT ARE NOT SHOWN IN B.O.M., TO BE

SUPPLIED BY OTHERS.

17. NUMBERS SHOWN IN BALLOONS DENOTE ITEM NUMBERS IN BILL OF MATERIAL.

18. ROHN SHALL HAVE THE OPTION TO REVIEW FINAL DISH LOCATIONS, AZIMUTHS AND

MOUNTS TO VERIFY THAT ASSUMED TORQUE VALUES AND LOCAL STRESSES ARE NOT

EXCEEDED.

19. TOWER ORIENTATION TO BE DETERMINED BY OTHERS.

20. DISH AZIMUTHS SHOWN ARE NOMINAL AZIMUTHS USED FOR DESIGN. ACTUAL AZIMUTHS

(TO BE DETERMINED BY OTHERS) MUST NOT RESULT IN INCREASED DESIGN LOADS.

21. THE TOWER AZIMUTH SHOWN IS A RELATIVE AZIMUTH USED TO ESTABLISH THE RELATIVE

POSITION OF ANTENNAS WITH RESPECT TO THE TOWER FOR DESIGN.

22. ONE 15-HOLE WAVEGUIDE LADDER WITH 4'-0" ON CENTER RUNG SPACING IS PROVIDED

FROM BASE TO TOP OF TOWER FOR SNAP-ON HANGERS.

23. STEP BOLTS WITH SAFETY DEVICE, LESS SLIDER & HARNESS, ARE PROVIDED FOR

CLIMBING THE ENTIRE TOWER HEIGHT.

P/N: RTC5

CAP PLATE

INSTALLATION DETAIL

LIGHTNING ROD & BEACON PLATE

INSTALLATION DETAIL

P/N: LRCL

P/N: RTB5

P/N: 210031GA

NOTE: ANTENNA AZIMUTH IS SHOWN IN DEGREES WITHIN THE [BRACKETS].

120°

(TYP)

TOWER CONFIGURATION

N.T.S.

TOWER

AXIS

0° (SEE NOTE #21)