Th is d oc um en t c on ta ins c on fid en tia l or p ro pr ie ta ry i nf or ma tio n o f R am ak er

A ss oc iat es , I nc

Ne ith er t his d oc um en t n or t he in fo rm at io n he re in is t o b e re pr od uc ed di st rib ut ed us ed o r di sc lo se d ei th er in w ho le o r in p ar t e xc ep t a s au th or ize d by

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Certification & Seal:

SHEET

NUMBER

PROJECT

NUMBER

ISSUE

PHASE

DATE

ISSUED

MARK DATE DESCRIPTION

SCALE: NONE

SHEET TITLE:

PROJECT TITLE:

PROJECT LOCATION:

Thomas E. Moore: Date:

I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I am a duly Licensed

Professional Engineer under the laws of the State of Wisconsin.

11/16/2021

51806

BRISTOL

19600 75TH STREET

BRISTOL,WI 53104

(KENOSHA COUNTY)

FINAL 11/16/2021

S-1

STRUCTURAL NOTES

CK

B

FIN

AL GENERAL NOTES:

1. ALL WORK PRESENTED ON THESE DRAWINGS MUST BE COMPLETED BY THE CONTRACTOR

UNLESS NOTED OTHERWISE. THE CONTRACTOR MUST HAVE CONSIDERABLE EXPERIENCE IN

PERFORMANCE OF WORK SIMILAR TO THAT DESCRIBED HEREIN. BY ACCEPTANCE OF THIS

ASSIGNMENT, THE CONTRACTOR IS ATTESTING THAT HE DOES HAVE SUFFICIENT

EXPERIENCE AND ABILITY, THAT HE IS KNOWLEDGEABLE OF THE WORK TO BE PERFORMED

AND THAT HE IS PROPERLY LICENSED AND REGISTERED TO DO THE WORK IN THIS STATE.

2. UNLESS SHOWN OR NOTED OTHERWISE ON THE DESIGN DRAWINGS, OR IN THE

SPECIFICATIONS, THE FOLLOWING NOTES SHALL APPLY TO THE MATERIALS LISTED HEREIN,

AND TO THE PROCEDURES TO BE USED ON THIS PROJECT.

3. ALL HARDWARE ASSEMBLY MANUFACTURER'S INSTRUCTIONS SHALL BE FOLLOWED EXACTLY

AND SHALL SUPERSEDE ANY CONFLICTING NOTES ENCLOSED HEREIN.

4. ALL MATERIALS AND EQUIPMENT FURNISHED SHALL BE NEW AND OF GOOD QUALITY, FREE

FROM FAULTS AND DEFECTS, AND IN CONFORMANCE WITH THE DESIGN DRAWINGS. ANY

AND ALL SUBSTITUTIONS MUST BE PROPERLY APPROVED AND AUTHORIZED IN WRITING BY

THE OWNER AND ENGINEER OF RECORD PRIOR TO INSTALLATION. THE CONTRACTOR SHALL

FURNISH SATISFACTORY EVIDENCE AS TO THE KIND AND QUALITY OF THE MATERIALS AND

EQUIPMENT BEING SUBSTITUTED.

5. IT IS THE CONTRACTOR'S SOLE RESPONSIBILITY TO DETERMINE THE ERECTION PROCEDURE

AND SEQUENCE TO ENSURE THE SAFETY OF THE STRUCTURE AND ITS COMPONENT PARTS

DURING ERECTION AND/OR FIELD MODIFICATION. THIS INCLUDES, BUT IS NOT LIMITED TO,

THE ADDITION OF TEMPORARY BRACING, GUYS, OR TIE DOWNS THAT MAY BE NECESSARY.

SUCH MATERIAL SHALL BE REMOVED AND SHALL REMAIN THE PROPERTY OF THE

CONTRACTOR AFTER THE COMPLETION OF THE PROJECT.

6. ALL CONSTRUCTION MEANS AND METHODS, INCLUDING BUT NOT LIMITED TO, ERECTION

PLANS, RIGGING PLANS, CLIMBING PLANS, AND RESCUE PLANS SHALL BE THE

RESPONSIBILITY OF THE GENERAL CONTRACTOR RESPONSIBLE FOR THE EXECUTION OF THE

WORK CONTAINED HEREIN AND SHALL MEET ANSI/ASSE A10.48 (LATEST EDITION), FEDERAL,

STATE, AND LOCAL REGULATIONS, AND ANY APPLICABLE INDUSTRY CONSENSUS

STANDARDS RELATED TO THE CONSTRUCTION ACTIVITIES BEING PERFORMED. ALL RIGGING

PLANS SHALL ADHERE TO ANSI/ASSE A10.48 (LATEST EDITION) INCLUDING THE REQUIRED

INVOLVEMENT OF A QUALIFIED ENGINEER FOR CLASS IV CONSTRUCTION TO CERTIFY THE

SUPPORTING STRUCTURE(S) IN ACCORDANCE WITH THE ANSI/TIA-322 (LATEST EDITION).

7. ALL DIMENSIONS, ELEVATIONS, AND EXISTING CONDITIONS SHOWN ON THE DRAWINGS

SHALL BE FIELD VERIFIED BY THE CONTRACTOR PRIOR TO BEGINNING ANY MATERIALS

ORDERING, FABRICATION, OR CONSTRUCTION WORK ON THIS PROJECT. CONTRACTOR

SHALL NOT SCALE CONTRACT DRAWINGS IN LIEU OF FIELD VERIFICATIONS. ANY

DISCREPANCIES SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE OWNER AND

THE OWNER'S ENGINEER. THE DISCREPANCIES MUST BE RESOLVED BEFORE THE

CONTRACTOR IS TO PROCEED WITH THE WORK. THE CONTRACTOR SHALL SUPERVISE AND

DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS,

METHODS, TECHNIQUES, SEQUENCES, AND PROCEDURES. OBSERVATION VISITS TO THE

SITE BY THE OWNER AND/OR THE ENGINEER SHALL NOT INCLUDE INSPECTION OF THE

PROTECTIVE MEASURES OR THE PROCEDURES.

8. THE CONTRACTOR SHALL BE RESPONSIBLE FOR INITIATING, MAINTAINING, AND

SUPERVISING ALL SAFETY PRECAUTIONS AND PROGRAMS IN CONNECTION WITH THE WORK.

THE CONTRACTOR IS RESPONSIBLE FOR ENSURING THAT THIS PROJECT AND RELATED

WORK COMPLIES WITH ALL APPLICABLE LOCAL, STATE, AND FEDERAL SAFETY CODES AND

REGULATIONS GOVERNING THIS WORK.

9. ALL PERMITS THAT MUST BE OBTAINED ARE THE RESPONSIBILITY OF THE CONTRACTOR. THE

CONTRACTOR WILL BE RESPONSIBLE FOR ABIDING BY ALL CONDITIONS AND REQUIREMENTS

OF THE PERMITS.

10. ALL MATERIALS AND WORKMANSHIP SHALL BE WARRANTED FOR ONE YEAR FROM

ACCEPTANCE DATE.

11. ALL TOWER DIMENSIONS SHALL BE VERIFIED WITH THE PLANS (LATEST REVISION) PRIOR TO

COMMENCING CONSTRUCTION. NOTIFY THE ENGINEER IMMEDIATELY IF ANY DISCREPANCIES

ARE DISCOVERED. THE OWNER SHALL HAVE A SET OF APPROVED PLANS AVAILABLE AT THE

SITE AT ALL TIMES WHILE WORK IS BEING PERFORMED.

12. ALL TOWER MODIFICATION WORK SHALL BE IN ACCORDANCE WITH ANSI/TIA-322, “LOADING, ANALYSIS, AND DESIGN CRITERIA RELATED TO THE INSTALLATION, ALTERATION AND

MAINTENANCE OF COMMUNICATION STRUCTURES.”

13. THE CLIMBING FACILITIES, SAFETY CLIMB, AND ALL PARTS THEREOF SHALL NOT BE IMPEDED, MODIFIED, OR ALTERED WITHOUT THE EXPRESS WRITTEN APPROVAL OF THE TOWER OWNER

OR ENGINEER OF RECORD.

14. ALL CONSTRUCTION MEANS AND METHODS, INCLUDING BUT NOT LIMITED TO, ERECTION

PLANS, RIGGING PLANS, CLIMBING PLANS, AND RESCUE PLANS SHALL BE THE

RESPONSIBILITY OF THE GENERAL CONTRACTOR. EXECUTION OF THE WORK CONTAINED

HEREIN AND SHALL MEET THE ANSI/TIA-1019-A, OSHA, AND GENERAL INDUSTRY

STANDARDS. ALL RIGGING PLANS SHALL ADHERE TO ANSI/TIA-1019-A, INCLUDING THE

REQUIRED INVOLVEMENT OF A QUALIFIED ENGINEER FOR CLASS IV CONSTRUCTION.

15. ANTENNAS AND OTHER APPURTENANCES MAY NEED TO BE TEMPORARILY RELOCATED

DURING THE INSTALLATION OF MODIFICATIONS. THE CONTRACTOR SHALL BE RESPONSIBLE

FOR PROTECTING ALL EXISTING AND NEW COAXIAL CABLES AND OTHER EQUIPMENT DURING

CONSTRUCTION. ANY DAMAGE TO THE COAX CABLES, AND/OR OTHER EQUIPMENT AND/OR

THE STRUCTURE, RESULTING FROM THE CONTRACTOR'S ACTIVITIES SHALL BE REPAIRED AT

THE CONTRACTOR'S EXPENSE.

STRUCTURAL STEEL NOTES:

1. STRUCTURAL STEEL MATERIALS, FABRICATION, DETAILING, AND WORKMANSHIP SHALL

CONFORM TO THE LATEST EDITION OF THE AISC SPECIFICATION FOR STRUCTURAL STEEL

BUILDINGS, THE RCSC SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH

BOLTS, AND THE CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES.

2. UNLESS OTHERWISE NOTED, ALL STRUCTURAL ELEMENTS SHALL CONFORM TO THE

FOLLOWING REQUIREMENTS:

A. ANGLE: ASTM A572-50

B. PIPE/TUBE: ASTM A500-46

C. PLATE: ASTM A572-50 (SELF-SUPPORTING AND GUYED TOWERS)

D. PLATE: ASTM A572-65 (MONOPOLES)

E. BOLTS: ASTM A325 GALVANIZED HIGH STRENGTH BOLTS

F. U-BOLTS: ASTM A193 GRADE B7

G. NUTS: ASTM A563 CARBON AND STEEL ALLOY NUTS

H. WASHERS: ASTM F436 HARDENED STEEL WASHERS

3. ALL CONNECTIONS NOT FULLY DETAILED IN THESE PLANS SHALL BE DETAILED BY THE STEEL

FABRICATOR IN ACCORDANCE WITH THE LATEST AISC STEEL CONSTRUCTION MANUAL.

4. HOLES SHALL NOT BE FLAME CUT THROUGH STEEL UNLESS APPROVED BY THE ENGINEER.

5. HOT-DIP GALVANIZE ALL ITEMS UNLESS OTHERWISE NOTED, AFTER FABRICATION WHERE

PRACTICABLE. GALVANIZING: ASTM A123, ASTM, A153/A153M OR ASTM A653/A653M,

G90, AS APPLICABLE. ADDITIONALLY, ALL NEW STEEL SHALL BE PAINTED TO MATCH

EXISTING STEEL. CONTRACTOR SHALL OBTAIN WRITTEN PERMISSION TO PROTECT STEEL BY

ANY OTHER MEANS. ALL HOT-DIP GALVANIZING SHALL BE DONE AFTER FABRICATION IS

COMPLETED AND PRIOR TO FIELD INSTALLATION.

6. REPAIR DAMAGED SURFACES WITH GALVANIZING REPAIR METHOD AND PAINT CONFORMING

TO ASTM A780 OR BY APPLICATION OF STICK OR THICK PASTED MATERIAL SPECIFICALLY

DESIGNED FOR REPAIR OF GALVANIZING. CLEAN AREAS TO BE REPAIRED AND REMOVE SLAG

FROM WELDS. HEAT SURFACES TO WHICH STICK OR PASTE MATERIAL IS APPLIED. WITH A

TORCH TO A TEMPERATURE SUFFICIENT TO MELT THE METALLICS IN STICK OR PASTED;

SPREAD MOLTEN MATERIAL UNIFORMLY OVER SURFACES TO BE COATED AND WIPE OFF

EXCESS MATERIAL. AFTER REPAIR, STEEL SHALL BE REPAINTED TO MATCH EXISTING FINISH.

7. A NUT LOCKING DEVICE SHALL BE INSTALLED ON ALL PROPOSED AND/OR REPLACED BOLTS.

GALVANIZED ASTM A325 BOLTS SHALL NOT BE REUSED.

8. ALL PROPOSED AND/OR REPLACED BOLTS SHALL BE OF SUFFICIENT LENGTH SUCH THAT THE

END OF THE BOLT BE AT LEAST FLUSH WITH THE FACE OF THE NUT. IT IS NOT PERMITTED

FOR THE BOLT END TO BE BELOW THE FACE OF THE NUT AFTER TIGHTENING IS COMPLETED.

9. ALL STEEL CUT EDGES SHALL BE GROUND SMOOTH AND DE-BURRED. CUT EDGES THAT ARE

TO BE FIELD WELDED SHALL BE PREPARED FOR FIELD WELDING PER AWS D1.1 AND AS

SHOWN ON THE DRAWINGS. CONTRACTOR SHALL AVOID 90 DEGREE CORNERS. IT MAY BE

NECESSARY TO DRILL STARTER HOLES AS REQUIRED TO MAKE THE CUTS.

10. THE CONTRACTOR SHALL TOUCH UP ANY AND ALL AREAS OF GALVANIZING ON THE EXISTING

STRUCTURE OR NEW COMPONENTS THAT ARE DAMAGED OR ABRADED DURING

CONSTRUCTION. GALVANIZED SURFACES DAMAGED DURING TRANSPORTATION OR

ERECTION AND ASSEMBLY AS WELL AS ANY AND ALL ABRASIONS, CUTS, FIELD DRILLING,

AND ALL FIELD WELDING SHALL BE TOUCHED UP WITH TWO (2) COATS OF ZRC COLD

GALVANIZING COMPOUND. FILM THICKNESS PER COAT SHALL BE: WET 3.0 MILS; DRY 1.5

MILS. APPLY PER ZRC (MANUFACTURER) RECOMMENDED PROCEDURES.

WELDING NOTES:

1. ALL WELDING SHALL BE IN ACCORDANCE WITH THE LATEST AWS D1.1/D1.1M: "STRUCTURAL

WELDING CODE - STEEL".

2. ALL WELDING SHALL BE PERFORMED BY AWS CERTIFIED WELDERS. AND CONDUCTED IN

ACCORDANCE WITH THE LATEST EDITION OF THE AWS WELDING CODE D1.1.

3. CONTRACTOR SHALL RETAIN AN AWS CERTIFIED WELD INSPECTOR TO PERFORM VISUAL

INSPECTIONS ON FIELD WELDS.

4. PRIOR TO FIELD WELDING GALVANIZED MATERIAL, CONTRACTOR SHALL GRIND OFF

GALVANIZING AND ANY OTHER CONTAMINANTS 2" BEYOND ALL FIELD WELD SURFACES.

SURFACES TO BE WELDED SHALL BE FREE FROM SCALE, SLAG, RUST, MOISTURE, GREASE

OR ANY OTHER FOREIGN MATERIAL THAT WOULD PREVENT PROPER WELDING.

5. DO NOT WELD IF THE TEMPERATURE OF THE STEEL IN THE VICINITY OF THE WELD AREA IS

BELOW 0 DEG F. THE MINIMUM PREHEAT AND INTERPASS TEMPERATURE REQUIREMENTS

SHALL COMPLY WITH SECTION 3.5.1 AND TABLE 3.2 OF THE AWS D1.1/D1.1M.

6. DO NOT WELD ON WET OR FROST-COVERED SURFACES AND PROVIDE ADEQUATE

PROTECTION FROM HIGH WINDS.

7. USE 70 KSI LOW HYDROGEN ELECTRODES FOR ALL WELDING. POLYGONAL MONOPOLE

REINFORCEMENT SHALL USE 80 KSI ELECTRODES. THE ELECTRODES SHALL BE

APPROPRIATE FOR THE WELDING POSITION REQUIRED TO MAKE THE JOINT.

8. AFTER FINAL INSPECTION, THE AREA OF THE WELDS AND ALL SURFACES DAMAGED BY

WELDING OR GRINDING SHALL RECEIVE AT LEAST TWO (2) COATS OF ZRC COLD

GALVANIZING COMPOUND. THIS COATING SHALL BE APPLIED BY BRUSH. OTHER APPROVED

GALVANIZING COMPOUNDS SHALL CONTAIN A MINIMUM OF 95% ± PURE ZINC. THE

FINISHED COATING SHALL BE A MINIMUM THICKNESS OF 3 MILS.

9. FULL PENETRATION WELDS IN THE VICINITY OF THE BASE OF THE TOWER ARE REQUIRED TO

BE 100% NDE INSPECTED BY ULTRASONIC TESTING (UT) IN ACCORDANCE WITH AWS D1.1.

10. PARTIAL PENETRATION AND FILLET WELDS IN THE VICINITY OF THE BASE OF THE TOWER ARE

REQUIRED TO BE 50% NDE INSPECTED BY MAGNETIC PARTICLE (MT) IN ACCORDANCE WITH

AWS D1.1.

BOLT TIGHTENING PROCEDURE:

1. UNLESS OTHERWISE NOTED, ALL BOLTED CONNECTIONS SHALL BE BROUGHT TO A SNUG

TIGHT CONDITION AS DEFINED IN SECTION 8.1 OF THE AISC SPECIFICATION FOR

STRUCTURAL JOINTS.

8.1 SNUG-TIGHTENED JOINTS

ALL BOLT HOLES SHALL BE ALIGNED TO PERMIT INSERTION OF THE BOLTS WITHOUT UNDUE

DAMAGE TO THE THREADS. BOLTS SHALL BE PLACED IN ALL HOLES WITH WASHERS

POSITIONED AS REQUIRED AND WITH NUTS THREADED TO COMPLETE THE ASSEMBLY.

COMPACTING THE JOINT TO THE SNUG-TIGHT CONDITION SHALL PROGRESS

SYSTEMATICALLY FROM THE MOST RIGID PART OF THE JOINT. THE SNUG TIGHTENED

CONDITION IS THE TIGHTNESS THAT IS ATTAINED WITH A FEW IMPACTS OF AN IMPACT

WRENCH OR THE FULL EFFORT OF AN IRONWORKER USING AN ORDINARY SPUD WRENCH TO

BRING THE PLIES INTO FIRM CONTACT. FIRM CONTACT IS THE CONDITION THAT EXISTS ON

A FAYING SURFACE WHEN THE PLIES ARE SOLIDLY SEATED AGAINST EACH OTHER, BUT NOT

NECESSARILY IN CONTINUOUS CONTACT.

2. SPLICE/FLANGE BOLTS SUBJECT TO DIRECT TENSION SHALL BE INSTALLED AND TIGHTENED

AS PER SECTION 8.2.1 OF THE AISC SPECIFICATION FOR STRUCTURAL JOINTS USING A325

OR A490 BOLTS.

TURN-OF-THE-NUT PRETENSIONING

ALL BOLTS SHALL BE INSTALLED AND BROUGHT TO A SNUG-TIGHT CONDITION IN

ACCORDANCE WITH THE REQUIREMENTS IN SECTION 8.1. ALL BOLTS IN THE CONNECTION

SHALL BE FURTHER TIGHTENED BY THE APPLICABLE AMOUNT OF ROTATION SPECIFIED

BELOW. TIGHTENING SHALL PROGRESS SYSTEMATICALLY FROM THE MOST RIGID PART OF

THE JOINT IN A MANNER THAT WILL MINIMIZE RELAXATION OF PREVIOUSLY PRETENSIONED

BOLTS. THE PART NOT TURNED BY THE WRENCH SHALL BE PREVENTED FROM ROTATING

DURING THIS OPERATION.

3. PROVIDE NUT ROTATION FROM THE SNUG-TIGHT CONDITION TO TURN-OF-NUT

PRETENSIONING, USING THE CHART BELOW (PARTIAL RCSC TABLE 8.2):

BOLT LENGTHS UP TO AND INCLUDING FOUR DIAMETERS:

1/2" BOLT LENGTH ≤ 2.0 INCHES +1/3 TURN BEYOND SNUG TIGHT

5/8" BOLT LENGTH ≤ 2.5 INCHES +1/3 TURN BEYOND SNUG TIGHT

3/4" BOLT LENGTH ≤ 3.0 INCHES +1/3 TURN BEYOND SNUG TIGHT

7/8" BOLT LENGTH ≤ 3.5 INCHES +1/3 TURN BEYOND SNUG TIGHT

1" BOLT LENGTH ≤ 4.0 INCHES +1/3 TURN BEYOND SNUG TIGHT

BOLT LENGTHS OVER FOUR DIAMETERS BUT NOT EXCEEDING EIGHT DIAMETERS:

1/2" BOLT LENGTH = 2.25 TO 4.0 INCHES +1/2 TURN BEYOND SNUG TIGHT

5/8" BOLT LENGTH = 2.75 TO 5.0 INCHES +1/2 TURN BEYOND SNUG TIGHT

3/4" BOLT LENGTH = 3.25 TO 6.0 INCHES +1/2 TURN BEYOND SNUG TIGHT

7/8" BOLT LENGTH = 3.75 TO 7.0 INCHES +1/2 TURN BEYOND SNUG TIGHT

1" BOLT LENGTH = 4.25 TO 8.0 INCHES +1/2 TURN BEYOND SNUG TIGHT

4. ALL BOLTS SHALL BE INSTALLED WITH A NUT-LOCKING DEVICE OR MECHANISM SUCH AS,

BUT NOT LIMITED TO, LOCK NUTS, LOCK WASHERS, OR PALNUTS, TO PREVENT LOOSENING.

5. ALL NEW BOLTS SHALL BE LONG ENOUGH TO FULLY ENGAGE THE FULL DEPTH OF THE NUT

AND LOCKING DEVICE.

6. ALL ONE-SIDED BOLTS SHALL BE TIGHTENED IN ACCORDANCE WITH MANUFACTURER

RECOMMENDATIONS

0.0'

59.1'

78.8'

98.4'

118.1'

137.8'

39.4'

157.5'

177.2'

19.7'

196.9'

216.6'

236.3'

255.9'

275.6'

295.3'

350.0'

Th is d oc um en t c on ta ins c on fid en tia l or p ro pr ie ta ry i nf or ma tio n o f R am ak er

A ss oc iat es , I nc

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R am ak er a nd

A ss oc iat es , I nc

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Certification & Seal:

SHEET

NUMBER

PROJECT

NUMBER

ISSUE

PHASE

DATE

ISSUED

MARK DATE DESCRIPTION

SCALE: NONE

SHEET TITLE:

PROJECT TITLE:

PROJECT LOCATION:

Thomas E. Moore: Date:

I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I am a duly Licensed

Professional Engineer under the laws of the State of Wisconsin.

11/16/2021

51806

BRISTOL

19600 75TH STREET

BRISTOL,WI 53104

(KENOSHA COUNTY)

FINAL 11/16/2021

S-2

STRUCTURAL DETAILS

CK

B

FIN

AL

SCALE: NTS

TOWER ELEVATION

NO. ELEVATION

(FT) TOWER MODIFICATION SCHEDULE REFERENCE

DETAIL/SHEET

1 118.1' - 98.4' REINFORCE TOWER MEMBERS S-2 & S-3

NOTES:

1. ALL PROPOSED STEEL AND HARDWARE TO BE HOT-DIPPED GALVANIZED.

2. ALL PROPOSED BOLTS TO BE GRADE A325, UNLESS NOTED OTHERWISE.

3. DO NOT REUSE EXISTING BOLTS, INSTALL NEW BOLTS.

4. CONTRACTOR SHALL BE RESPONSIBLE FOR THE STABILITY OF THE TOWER DURING CONSTRUCTION.

5. SEE STRUCTURAL NOTES ON PAGE S-1

NOMINAL HOLE DIMENSIONS

BOLT DIA. STANDARD

HOLE SHORT SLOT

1/2 9/16 9/16 x 11/16

5/8 11/16 11/16 x 7/8

3/4 13/16 13/16 x 1

7/8 15/16 15/16 x 1-1/8

1 1-1/16 1-1/16 x 1-5/16

NOTE: DIMENSIONS GIVEN IN INCHES

BOLT EDGE AND SPACING

BOLT DIA. MIN. EDGE SPACING

1/2 7/8 1-1/2

5/8 1-1/8 1-7/8

3/4 1-1/4 2-1/4

7/8 1-1/2 2-5/8

1 1-3/4 3

SPACING MIN EDGE

NOTE:

DIMENSIONS GIVEN

IN INCHES.

WORKABLE GAGES

LEG 4 3-1/2 3 2-1/2 2 1-3/4

G 2-1/2 2 1-3/4 1-3/8 1-1/8 1

"G"

NOTE:

· WORKABLE GAGES

GIVEN IN INCHES

· MATCH EXISTING WHEN

APPLICABLE

ALLOWABLE ANGLE COPE

DO NOT COPE BEYOND

THIS LINE, TYP.

COPED

PORTION

OF ANGLE

BOLT HOLE

L

1.5 x L

(MAX.)

COPED PORTION OF ANGLE

SECTION AT CENTER AND STITCH

CONNECTION

PROPOSED RINGFILL

TO MATCH GUSSET

THICKNESS

PROPOSED BRACE/

STITCH BOLT WITH

RINGFILL

ANGLE BRACE G

AG

E

TY

P.

NOTE:

ALL STITCH WASHERS ARE TO:

· BE NEW ASTM A36 MATERIAL

· BE OF EQUAL SIZE TO THE ANGLE LEG HEIGHT

· HAVE THICKNESS MATCHING EXISTING

GUSSET/LEG THICKNESS

BOLT ASSEMBLY DETAIL

BOLT

HEAD

A325-X BOLT NOTE:

UNTHREADED LENGTH OF BOLT

PASSES THROUGH SHEAR PLANE

GRIP

LENGTH

THREAD

LENGTH

UNTHREADED

PORTION

OF BOLT

LOCK WASHER

F436 FLAT

WASHER,

AS REQUIRED

A563 HEAVY

HEX NUT

THREADED

LENGTH OF

BOLT,

SEE CHART

S H

EA

R

P

LA

N E

BOLT LENGTH

EQ

. T

YP

EQ

. T

YP

EQ

. T

YP

PROPOSED STITCH BOLT,

TYP, SEE CHART FOR DETAILS

PROPOSED DOUBLE ANGLE DIAGONAL

BRACE, SEE CHART FOR DETAILS

PROPOSED BRACE BOLT,

TYP, SEE CHART FOR DETAILS

EXISTING HORIZONTAL

EXISTING DIAGONAL

EXISTING BRACE

EXISTING

TOWER

LEG

USE 3/8" RINGFILL TO MATCH

GUSSET THICKNESS, TYP.

MATCH EXISTING

SPACING, TYP

MATCH EXISTING

GAGE, TYP.

3/8" PLATE

Th is d oc um en t c on ta ins c on fid en tia l or p ro pr ie ta ry i nf or ma tio n o f R am ak er

A ss oc iat es , I nc

Ne ith er t his d oc um en t n or t he in fo rm at io n he re in is t o b e re pr od uc ed di st rib ut ed us ed o r di sc lo se d ei th er in w ho le o r in p ar t e xc ep t a s au th or ize d by

R am ak er a nd

A ss oc iat es , I nc

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A ss oc iat es , In c.

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Re se rve d

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\5

\S tr uc tu ra l\c ad

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_B ris to l_ S S T.

te d by c bl ai r on

N ov

:1 am

Certification & Seal:

SHEET

NUMBER

PROJECT

NUMBER

ISSUE

PHASE

DATE

ISSUED

MARK DATE DESCRIPTION

SCALE: NONE

SHEET TITLE:

PROJECT TITLE:

PROJECT LOCATION:

Thomas E. Moore: Date:

I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I am a duly Licensed

Professional Engineer under the laws of the State of Wisconsin.

11/16/2021

51806

BRISTOL

19600 75TH STREET

BRISTOL,WI 53104

(KENOSHA COUNTY)

FINAL 11/16/2021

S-3

STRUCTURAL DETAILS

CK

B

FIN

AL

SCALE: NTS

ELEVATION VIEW 1

DIAGONAL BRACE SCHEDULE

ELEVATION

(FT)

DIAGONAL BRACE BRACE BOLTS (A325-X) STITCH BOLTS (A325-X)

EXISTING PROPOSED

(ASTM A572-50) AVERAGE LENGTH QTY BOLT x QTY BOLT x QTY MAXIMUM SPACING

118.1' - 98.4' L3-1/2 x 3 x 1/4 S.L.V. L3-1/2 x 3 x 1/4 S.L.V. 15'-6"± 12 3/4"Ø x 72 3/4"Ø x 48 2'-5"± (1/3RD PT)

NOTE:

1. SEE SHEET S-3 FOR GAGE, BOLT SPACING, MINIMUM EDGE DISTANCE, & MAXIMUM ALLOWABLE ANGLE

COPES.

2. PRIOR TO FABRICATION & INSTALLATION, CONTRACTOR SHALL FIELD VERIFY ALL LENGTHS & QUANTITIES GIVEN. AVERAGE LENGTH & QUANTITIES PROVIDED ARE FOR QUOTING PURPOSES ONLY, & SHALL NOT

BE USED FOR FABRICATION.

3. ALL CONNECTIONS NOT FULLY DETAILED ON THESE PLANS SHALL BE DETAILED BY THE STEEL FABRICATOR IN ACCORDANCE WITH THE AISC SPECIFICATION FOR MANUAL OF STEEL CONSTRUCTION, LOAD & RESISTANCE FACTOR DESIGN (LRFD), 13TH EDITION.