ATCH 02 Drawings-Repair Weather Towers at KSCC.pdf

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BASE CIVIL ENGINEERING

KENNEDY SPACE CENTER

CAPE CANAVERAL, FLORIDA

REPAIR WEATHER TOWERS AT KSC

DRAWING INDEX

REV INDEX DRAWING DESCRIPTION

- G-100 COVER SHEET AND INDEX

- S-001

STRUCTURAL ABBREVIATIONS, LEGEND AND NOTES

- S-100 TOWER 506

S-101 TOWER 506 PHOTOS AND NOTES

S-102 GUY WIRE DETAIL

S-200 TOWER 415

S-201 TOWER 415 PHOTOS AND NOTES

S-300 PLAYALINDA WEATHER POLE 0015

S-301 PLAYALINDA WEATHER POLE 0015 DETAILS AND NOTES

E-100 TOWER 506 PLAN AND PHOTOS

E-101 TOWER 415 PLAN AND PHOTOS

E-102 POLE 0015 PLAN AND PHOTOS

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PROJECT NUMBER: KSCC 18-1543

YES NO

NOYES

IF THE CONTRACTOR SUSPECTS THE PRESENCE OF ANY

HEAVY METAL COATING MATERIAL NOT IDENTIFIED ON THESE DRAWINGS,

BUT IS REQUIRED TO BE DISTURBED TO PERFORM THE CONTRACT WORK,

INFORM THE CONTRACTING OFFICER AT ONCE.

IF THE CONTRACTOR SUSPECTS THE PRESENCE OF ANY

ASBESTOS CONTAMINATED MATERIAL NOT IDENTIFIED ON THESE

DRAWINGS, BUT IS REQUIRED TO BE DISTURBED TO PERFORM THE

CONTRACT WORK, INFORM THE CONTRACTING OFFICER AT ONCE.

TOWER 415

TOWER 506

PLAYALINDA

BEACH

TOWER 415

TOWER 415

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K

WEATHER POLE 0015

AT PLAYALINDA BEACH

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TOWER 506

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TOWER 506

WEATHER POLE

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5TH ST SE

USER:

CHIEF, ENGINEERING FLIGHT:

PROJECT MANAGER:

ENVIRONMENTAL:

FIRE:

BASE OPERATIONS:

COMMUNICATIONS:

SAFETY:

SECURITY FORCES:

ATO:

OTHER:

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AutoCAD SHX Text

NOT TO SCALE

AutoCAD SHX Text

ASBESTOS IDENTIFIED

AutoCAD SHX Text

HEAVY METALS IDENTIFIED

AutoCAD SHX Text

NOT TO SCALE

AutoCAD SHX Text

NOT TO SCALE

S-001

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IDENTIFICATION

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A

STRUCTURAL STEEL NOTES:

MIN. SERVICE DESIGN LOAD ON ANY CONNECTION

MIN. WELD SIZE

MIN. BOLT DIAMETER

MIN. PLATE THICKNESS

: 10 KIPS

: 3/16"

: 3/4"

: 3/8"

1. ALL STRUCTURAL STEEL SHALL HAVE THE FOLLOWING MINIMUM YIELD STRENGTHS, UNLESS

OTHERWISE NOTED ON THE DRAWINGS:

WIDE FLANGE "W" SHAPES ASTM A992

S, M, HP AND CHANNELS ASTM A572, GRADE 50

ANGLES AND PLATES ASTM A36

STRUCTURAL TUBES AND PIPES ASTM A500, GRADE C

2. ALL DETAILING, FABRICATION AND ERECTION SHALL CONFORM TO AISC SPECIFICATIONS AND

CODES, INCLUDING THE SECTION ON COMMENTARY, LATEST EDITION.

3. ALL BOLTS, NUTS AND WASHERS SHALL CONFORM TO THE REQUIREMENTS OF ASTM A325.

BOLTS, NUTS AND WASHERS SHALL BE HOT DIPPED GALVANIZED WITH MATCHING NUTS.

4. ALL WELDING ELECTRODES SHALL BE E70XX.

5. ALL WELDING SHALL BE DONE BY AWS CERTIFIED WELDERS AND SHALL CONFORM TO THE AWS

"CODE FOR ARC AND GAS WELDING TO BUILDING CONSTRUCTION," LATEST EDITION.

6. ALL BEAM CONNECTIONS SHALL BE SIMPLE SHEAR CONNECTIONS WITH BOLTS IN BEARINGS.

THE DESIGN LOAD FOR CONNECTIONS SHALL BE AS INDICATED ON SECTIONS, DETAILS OR

STANDARD AISC CONNECTION.

7. ALL BEAM CONNECTIONS SHALL HAVE ENLARGED OR SLOTTED HOLES TO PROVIDE END

ROTATION AS PER THE REQUIREMENTS OF THE AISC SPECIFICATIONS, SECTION J1.2, AND THE

LATEST SUPPLEMENTS AND SHALL ALSO REFLECT THE LOAD ECCENTRICITY IN THE DESIGN OF

THE CONNECTION.

8. NO CONNECTION SHALL CONSIST OF LESS THAN (2) 3/4" DIA. (A325-X) BOLTS OR WELD

DEVELOPING A MINIMUM OF 10,000 LBS. UNLESS INDICATED ON THE DRAWINGS.

9. ALL FILLET WELDS SHALL BE A MINIMUM OF 3/16" UNLESS NOTED OTHERWISE, BUT NOT LESS

THAN THE AISC MINIMUM.

10. THE FABRICATOR SHALL FURNISH A STRUCTURAL SUBMITTAL WHICH SHALL BE CHECKED BY THE

CONTRACTOR FOR COMPLETENESS AND CONTENT PRIOR TO SUBMITTAL TO THE CONTRACTING

OFFICER FOR REVIEW. THE SUBMITTAL SHOULD INCLUDE FABRICATION AND ERECTION

DRAWINGS AND DESIGN CALCULATIONS FOR CONNECTIONS AS SPECIFIED ON THE

CONSTRUCTION DOCUMENTS. THE DESIGN CALCULATIONS SHALL BEAR THE SEAL AND

SIGNATURE OF A STRUCTURAL ENGINEER REGISTERED IN THE STATE OF FLORIDA. FABRICATION

SHALL NOT COMMENCE UNTIL THIS REVIEW IS COMPLETED.

11. SIZES OF STRUCTURAL STEEL CANNOT BE VARIED FROM THOSE SHOWN ON THE DRAWINGS

WITHOUT WRITTEN PERMISSION FROM THE CONTRACTING OFFICE.

12. CUTS, HOLES AND THEIR REINFORCEMENT (REQUIRED BY OTHER TRADES) SHALL BE SHOWN ON

THE STRUCTURAL STEEL SHOP DRAWINGS AND SHALL BE MADE IN THE SHOP. FIELD BURNING OF

HOLES AND CUTS IN STRUCTURAL STEEL SHALL NOT BE PERMITTED EXCEPT BY WRITTEN

PERMISSION FROM THE CONTRACTING OFFICE.

13. ALL STRUCTURAL STEEL SHALL BE COATED WITH INORGANIC ZINC PER STRUCTURAL AND LIGHT

GAUGE STEEL COATINGS REQUIREMENTS ON DWG S-001.

14. AFTER ERECTION, ALL STEEL SHALL BE INSPECTED, AND CLEANED OF ANY FOREIGN MATERIALS.

ANY SCUFFS, ABRASIONS, (AND DAMAGED FINISH) SHALL BE FIELD TOUCHED-UP WITH AN

APPROVED COATING REPAIR SYSTEM.

15. TESTING OF WELDS AND BOLTS SHALL BE AS FOLLOWS: CHECK 100% OF ALL STRUCTURAL

STEEL, JOISTS, AND METAL DECK AND THEIR CONNECTIONS BY VISUAL INSPECTION AND REVIEW

TEST REPORTS OF THE FABRICATOR'S QUALITY CONTROL TESTS. CHECK ALL BOLTS IN 10% OF

ALL CONNECTIONS BY THE CALIBRATED TORQUE WRENCH METHOD OR BY THE TURN-OF-NUT

METHOD.

16. THE FOLLOWING MINIMUM STANDARDS APPLY:

STRUCTURAL ABBREVIATION LIST

A. A ANCHOR

AB ANCHOR BOLTS

ACI AMERICAN CONCRETE INSTITUTE

ADD'L ADDITIONAL

AFF ABOVE FINISH FLOOR

AISC AMERICAN INSTITUTE OF STEEL

CONSTRUCTION

STEEL CONSTRUCTION

AISI AMERICAN IRON AND STEEL INSTITUTE

AL ALUMINUM

ALT ALTERNATE/ALTERNATIVE

APP'D APPROVED

ARCH ARCHITECTURAL, ARCHITECT

ASPH ASPHALT

ASTM AMERICAN SOCIETY OF TESTING

MATERIALS

AWS AMERICAN WELDING SOCIETY

B. B.⅊ BASE PLATE

B/ BOTTOM OF

BIT BITUMINOUS

BLDG BUILDING

BLK BLOCK

BM BEAM

BOT BOTTOM

BRG BEARING

BU BUILT UP

C. C/C CENTER TO CENTER

CB CONCRETE BEAM

CC CONCRETE COLUMN

CE CONCRETE ENCASED

CF CUBIC FOOT/FEET

C CHANNEL

CHK CHECKERED

CI CAST IRON

CIP CONCRETE IN PLACE

CJ CONTRACTION JOINT

CL CLEAR/CLEARANCE

℄ CENTER LINE

CMP CORRUGATED METAL PIPE

CMU CONCRETE MASONRY UNIT

CO COMPANY

COL COLUMN

CONC CONCRETE

CONN CONNECTION

CONST CONSTRUCTION

CON'T CONTINUOUS

COORD COORDINATE

COR CONTRACTING OFFICER

REPRESENTATIVE

CS CARBON STEEL

CJ CONSTRUCTION JOINT

CY CUBIC YARD

D. D DECK DIAPHRAGM LOAD (PLF)

DBA DOWEL BAR ANCHOR

DEG DEGREE

DEP DEPARTMENT

DIA DIAMETER

DIAG DIAGONAL

DIM DIMENSION

DIST DISTANCE

DN DOWN

DR DRAIN

DWG DRAWING

E. EA EACH

EE EACH END

EF EACH FACE

EJ EXPANSION JOINT

ELEV ELEVATION

ELEC ELECTRICAL/ELECTRIC

ENG ENGINEER

EOR ENGINEER OF RECORD

ES EQUAL SPACED

EQUIP EQUIPMENT

EW EACH WAY

EXCL EXCLUDING

EXIST EXISTING

EXP EXPANSION

EXT EXTERIOR

F. FB FLAT BAR

FD FLOOR DRAIN

FF FINISHED FLOOR

FG FINISHED GRADE

FL FLOOR

FDN FOUNDATION

FRP FIBERGLASS REINFORCED PLASTIC

FS FAR SIDE

FT FOOT/FEET

FTG FOOTING

G. GA GAUGE

GALV GALVANIZED

GC GENERAL CONTRACTOR

GR GRADE

H. HORIZ HORIZONTAL

HDA HEADED STUD ANCHOR

HT HEIGHT

HDG HOT DIPPED GALVANIZED

I. ID INSIDE DIAMETER

IF INSIDE FACE

IN INCH

INT INTERIOR

INV INVERT

J. JST JOIST

JT JOINT

K. K KIP

KO KNOCK OUT

KWY KEY WAY

L. L LENGTH

LDG LANDING

LONG LONGITUDE

LP LOW POINT

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LWIC LIGHT WEIGHT INSULATING CONCRETE

M. MANUF MANUFACTURER

MAT MATERIAL

MAX MAXIMUM

MB MASONRY BEAM

MCJ MASONRY CONTROL JOINT

MECH MECHANICAL

MIN MINIMUM

MISC MISCELLANEOUS

MJ MASONRY JOINT

MO MASONRY OPENING

MOM MOMENT

MTL METAL

N. NIC NOT IN CONTRACT

NS NEAR SIDE

N.T.S. NOT TO SCALE

O. OC ON CENTER

OD OUTSIDE DIAMETER

OF OUTSIDE FACE

OPNG OPENING

ORIENT ORIENTATION

P. P/C PRE CAST CONC

PAR PARALLEL

PENN PENETRATION

PERIM PERIMETER

⅊ PLATE

PLF POUNDS PER LINEAR FOOT

PLY PLYWOOD

PREFAB PREFABRICATED

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

PT PRESSURE TREATED

Q. QTY QUANTITY

R. RA ROOF ACCESS

R/W REINFORCED WITH

RCP REINFORCED CONCRETE PIPE

RD ROOF DRAIN

REF REFERENCE

REINF REINFORCING

REQ'D REQUIRED

RM ROOM

S. SCH SCHEDULE

SF SQUARE FEET

SIM SIMILAR

SJ SAW JOINT

SP SPACING

SPA SPACE(S)

SPEC SPECIFICATION

SPECS SPECIFICATIONS

SQ SQUARE

SS STAINLESS STEEL

STD STANDARD

STIRR STIRRUPS

STL STEEL

SYM SYMMETRICAL

T. T&B TOP & BOTTOM

T/ TOP OF

T/C TOP OF CONCRETE

T/S TOP STEEL

TB TIE BEAM

TEMP TEMPORARY

TENS TENSION

THD THREAD(ED)

THK THICK

TJ TIE JOIST

TOL TOLERANCE

TOT TOTAL

TRANS TRANSVERSE

TS THICKENED SLAB

TYP TYPICAL

U. UON UNLESS OTHERWISE NOTED

U/N UNDERSIDE

V. VERT VERTICAL

VOL VOLUME

W. W WIDE

W/ WITH

W/O WITHOUT

WD WOOD

WF WIDE FLANGE

WH WEEP HOLE

WP WORKING POINT

WT WEIGHT

WWR WELDED WIRE REINFORCING

W FTG WALL FOOTING

X. XFMR TRANSFORMER

Y. Y WYE

Z. Z ZONE

1. DESIGN LOADS ARE BASED ON INTERNATIONAL BUILDING CODE (IBC) 2015. WIND LOAD

REFERENCE - ASCE, 7-10

(A) ULTIMATE WIND SPEED, Vult = 158 MPH (3-SEC GUST)

NOMINAL WIND SPEED, Vasd = 122 MPH (3-SEC GUST)

RISK CATEGORY: III

EXPOSURE: D

ENCLOSURE: OPEN

2. ALL MATERIALS AND WORKMANSHIP SHALL COMPLY WITH PROJECT DRAWINGS AND

SPECIFICATIONS. IT IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO OBTAIN ALL

CONTRACT DOCUMENTS AND LATEST ADDENDA AND TO SUBMIT SUCH DOCUMENTS TO ALL

SUBCONTRACTORS AND MATERIALS SUPPLIERS PRIOR TO THE SUBMITTAL OF SHOP DRAWINGS,

FABRICATION OF ANY STRUCTURAL MEMBERS, AND ERECTION IN THE FIELD.

3. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, CONNECTIONS AND ANCHOR BOLT

LOCATIONS FROM CERTIFIED DRAWINGS AND FABRICATOR'S ANCHOR BOLT SETTING PLANS.

4. DETAILS LABELED "TYPICAL DETAILS" ON THE DRAWINGS SHALL APPLY TO ALL SITUATIONS

OCCURRING ON THE PROJECT THAT ARE THE SAME OR SIMILAR TO THOSE SPECIFICALLY

DETAILED. THE APPLICABILITY OF THE DETAIL TO ITS LOCATION ON THE PLANS CAN BE

DETERMINED BY THE TITLE OF THE DETAIL. SUCH DETAILS SHALL APPLY WHETHER OR NOT

THEY ARE KEYED IN AT EACH LOCATION. QUESTIONS REGARDING APPLICABILITY OF TYPICAL

DETAILS SHALL BE DETERMINED BY THE CONTRACTING OFFICE.

5. THE STRUCTURAL INTEGRITY OF THE COMPLETED STRUCTURE DEPENDS UPON THE

INTERACTION OF VARIOUS CONNECTED COMPONENTS. PROVIDE ADEQUATE BRACING, SHORING,

AND OTHER TEMPORARY SUPPORTS AS REQUIRED TO SAFELY COMPLETE THE WORK.

6. THE GENERAL CONTRACTOR SHALL COMPARE THE STRUCTURAL AND ELECTRICAL DRAWINGS

AND REPORT ANY DISCREPANCIES BETWEEN EACH SET OF DRAWINGS AND WITHIN EACH SET OF

DRAWINGS TO THE CONTRACTING OFFICE PRIOR TO THE FABRICATION AND INSTALLATION OF

ANY STRUCTURAL MEMBERS. WHERE CONFLICTS EXIST AMONG VARIOUS PARTS OF THE

STRUCTURAL CONTRACT DOCUMENTS, STRUCTURAL DRAWINGS, GENERAL NOTES AND

SPECIFICATIONS, THE STRICTEST REQUIREMENTS SHALL GOVERN.

7. THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED

STRUCTURE AND DO NOT INDICATE THE METHOD OR MEANS OF CONSTRUCTION. THE

CONTRACTOR SHALL SUPERVISE AND DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE

FOR ALL CONSTRUCTION MEANS, METHODS, PROCEDURES, TECHNIQUES, SEQUENCE, AND

SAFETY. THE ENGINEER DOES NOT HAVE CONTROL OR CHARGE OF, AND SHALL NOT BE

RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES, OR

PROCEDURES, SAFETY PRECAUTIONS AND PROGRAMS IN CONNECTION WITH THE WORK, THE

ACTS OR OMISSION OF THE CONTRACTOR, SUBCONTRACTOR, OR ANY OTHER PERSONS

PERFORMING ANY OF THE WORK, OR FOR THE FAILURE OF ANY OF THEM TO CARRY OUT THE

WORK IN ACCORDANCE WITH THE CONTRACT DRAWINGS.

8. ALL STRUCTURES REQUIRE PERIODIC MAINTENANCE TO EXTEND LIFE SPAN AND TO ENSURE

STRUCTURAL INTEGRITY FROM EXPOSURE TO THE ENVIRONMENT. A PLANNED PROGRAM OF

MAINTENANCE SHALL BE ESTABLISHED BY THE OWNER. THIS PROGRAM SHALL INCLUDE ITEMS

SUCH AS, BUT NOT LIMITED TO, PAINTING OF STRUCTURAL STEEL, PROTECTIVE COATINGS FOR

CONCRETE, SEALANTS, CAULKED JOINTS, EXPANSION JOINTS, CONTROL JOINTS, SPALLS AND

CRACKS IN CONCRETE, AND PRESSURE WASHING OF EXPOSED STRUCTURAL ELEMENTS

EXPOSED TO SALT ENVIRONMENT OR OTHER HARSH CHEMICALS.

9. THE USE OF REPRODUCTIONS OF THESE CONTRACT DOCUMENTS AND USE OF CAD FILES BY ANY

CONTRACTOR, SUBCONTRACTOR, ERECTOR, FABRICATOR, OR MATERIAL SUPPLIER IN LIEU OF

PREPARATION OF SHOP DRAWINGS SIGNIFY HIS ACCEPTANCE OF ALL INFORMATION SHOWN

HEREON AS CORRECT, AND OBLIGATES HIM TO ANY JOB EXPENSE, REAL OR IMPLIED, ARISING

DUE TO ANY ERRORS THAT MAY OCCUR HEREON.

10. EXPANSION ANCHORS MAY BE SUBSTITUTED FOR ANCHOR BOLTS ONLY WITH THE WRITTEN

APPROVAL OF THE CONTRACTING OFFICE. EXPANSION ANCHORS USED SHALL BE HILTI, RAWL,

OR APPROVED EQUAL.

11. PROVIDE DISSIMILAR METAL SEPARATORS AT ALL JUNCTIONS OF ALUMINUM SOFFIT, FRAMING, STRUCTURAL STEEL, AND DISSIMILAR METALS.

GENERAL NOTES

1. POST INSTALLED ANCHORS SHALL BE USED ONLY WHERE SPECIFIED ON STRUCTURAL

DRAWINGS

2. THE INSTALLATION OF POST INSTALLED ANCHORS FOR MISSING OR MISPLACED CAST IN-PLACE

ANCHORS SHALL BE APPROVED BY THE ENGINEER OF RECORD (EOR).

3. EXISTING REINFORCING BARS IN THE CONCRETE STRUCTURE OR CMU SHALL NOT BE CUT

UNLESS APPROVED BY THE STRUCTURAL EOR.

4. SUBMITTAL OF ALL PROPOSED PRODUCTS, WITH TECHNICAL DATA AND CURRENT ICC-ESR

REPORTS IS REQUIRED FOR REVIEW AND APPROVAL BY EOR. ADDITIONAL APPLICATION

CALCULATIONS MAY BE REQUIRED BY THE EOR

5. ALL ANCHORS SHALL BE INSTALLED IN STRICT ACCORDANCE WITH MANUFACTURER'S PRINTED

INSTALLATION INSTRUCTIONS (MPII) IN CONJUNCTION WITH EDGE DISTANCE, SPACING AND

EMBEDMENT DEPTH AS INDICATED ON THE DRAWINGS

6. THE CONTRACTOR SHALL ARRANGE FOR A MANUFACTURER'S FIELD REPRESENTATIVE TO

PROVIDE INSTALLATION TRAINING FOR ALL PRODUCTS TO BE USED, PRIOR TO COMMENCEMENT

OF WORK. ONLY TRAINED INSTALLAERS SHALL PERFORM POST INSTALLED ANCHOR

INSTALLATION. A RECORD OF TRAINING SHALL BE KEPT ON SITE AND BE MADE AVAILABLE TO

THE EOR AS REQUESTED.

7. ADHESIVE ANCHORS INSTALLED IN HORIZONTAL TO VERTICALLY OVERHEAD ORIENTATION TO

SUPPORT SUSTAINED TENSION LOADS SHALL BE DONE BY A CERTIFIED ADHESIVE ANCHOR

INSTALLER (AAI) AS CERTIFIED THROUGH ACI/CRSI (ACI 318-14 17.8.2.2). PROOF OF CURRENT

CERTIFICATION SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL PRIOR TO

COMMENCEMENT OF INSTALLATION.

8. ADHESIVE ANCHORS MUST BE INSTALLED IN CONCRETE AGED A MINIMUM OF 21 DAYS (ACI

318-14 17.1.2).

9. THE FOLLOWING MANUFACTURERS HAVE BEEN PREAPPROVED FOR SUBMITTAL.

A. POWERS FASTENERS

B. HILTI INC

C. SIMPSON

D. APPROVED EQUALS

CONCRETE ANCHORS

11. MECHANICAL ANCHORS SHALL HAVE BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE

WITH ACI 355.2 AND ICC-ES AC193 FOR CRACKED, UNCRACKED AND SEISMIC CONCRETE

RECOGNITION.

12. ADHESIVE ANCHORS SHALL HAVE BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE

WITH ACI 355.4 AND ICC-ES AC308 FOR CRACKED, UNCRACKED AND SEISMIC CONCRETE

RECOGNITION.

13. CAST-IN-PLACE INSERTS SHALL HAVE BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE

WITH ICC-ES AC446 FOR CRACKED, UNCRACKED AND SEISMIC CONCRETE RECOGNITION.

SPECIAL INSPECTION

14. SPECIAL INSPECTION REQUIREMENTS

A. PROVIDE SPECIAL INSPECTION FOR ALL MECHANICAL AND ADHESIVE ANCHORS PER THE

APPLICABLE BUILDING CODE AND PER THE CURRENT ICC-ES REPORT (IBC 2015 TABLE

1705.3 NOTE B).

B. ADHESIVE ANCHORS INSTALLED IN HORIZONTAL OR UPWARDLY INCLINED ORIENTATIONS

TO RESIST SUSTAINED TENSION LOADS SHALL BE CONTINUOUSLY INSPECTED DURING

INSTALLATION BY AN INSPECTOR SPECIALLY APPROVED FOR THAT PURPOSE BY THE

BUILDING OFFICIAL (ACI 318-14 17.8.2.2)

ANCHORS IN CONCRETE AND MASONRY

WORK SITE SHALL BE KEPT ORGANIZED AND MEASURES TO REDUCE DUST AND FOD GENERATION

SHALL REMAIN IN PLACE CONTRACTOR IS RESPONSIBLE FOR MAINTAINING ALL EQUIPMENT AND

TRUCK ROUTES CLEAR OF FOREIGN OBJECT DEBRIS DURING THE COURSE OF AND AT THE END OF

THE WORK DAY.

CLEAN WORK AREA/FOD PREVENTION

CONTRACTOR SHALL ALLOW FOR SUSPENSION OF WORK BASED ON BASE OPERATIONS AND SEVERE

WEATHER WORK RESTRICTIONS.

OPERATIONS/WEATHER DELAYS

MULTIPLE SHEETS

= CUT FROM

DIRECTION OF CUT

CUT ON SHEET

SHOWN ON SHEET

DESIGNATION

SECTION CALLOUT

(C) SEISMIC PARAMETERS:

a. RISK CATEGORY: III

b. SEISMIC SITE CLASS: D

c. MAPPED RESPONSE (SS): 0.073

d. MAPPED RESPONSE (S1): 0.039

e. DESIGN CATEGORY (SDC): A

f. SEISMIC IMPORTANCE: 1.25

g. SITE COEFFICIENT (FA): 1.6

h. SITE COEFFICIENT (FV): 2.4

i. DESIGN RESPONSE (SMS): 0.117

j. DESIGN RESPONSE (SM1): 0.093

k. DESIGN RESPONSE (SDS): 0.078

l. DESIGN RESPONSE (SD1): 0.062

m. RESPONSE MOD FACTOR, R: 3

n. APP PERIOD: 0.376

NOTE: THE SEISMIC ANALYSIS PROCEDURE USED ON THIS STRUCTURE IS THE

EQUIVALENT LATERAL FORCE PROCEDURE

1. STRUCTURAL ALUMINUM SHALL BE DOMESTIC ALLOY 6061-T6. DESIGNED IN ACCORDANCE WITH

THE ALUMINUM ASSOCIATION'S SPECIFICATIONS FOR ALUMINUM STRUCTURES, LATEST EDITION

2. FASTENERS: UNLESS DETAILED OTHERWISE, All FASTENERS SHALL BE 316 STAINLESS STEEL.

ALUMINUM BOLTS, WHERE SPECIFIED, SHALL BE 2024-14 OR 6061-T6 ALLOY.

3. All WELDING SHALL COMPLY WITH THE AWS D1.2, LATEST STRUCTURAL WELDING

CODE-ALUMINUM. FILLER ALLOYS SHALL BE SELECTED FROM TABLES M.9.1 AND M.9.2

4. VISUAL INSPECTION OF WELDS IS REQUIRED BY AWS CERTIFIED INSPECTORS.

5. WHERE UNCOATED ALUMINUM IS PLACED IN CONTACT WITH STEEL SURFACES THE STEEL

SURFACES SHALL BE PAINTED WITH A COATING SUITABLE FOR THE SURFACE. ALUMINIZED OR

GALVANIZED STEEL IN CONTACT WITH ALUMINUM SHALL NOT BE COATED.

6. ALUMINUM, STAINLESS STEEL, AND PLATED SURFACES SHALL NOT NORMALLY BE PAINTED.

7. DO NOT PAINT FASTENER THREADS. TO PRESERVE THREADS, COAT TAPPED HOLES WITH

STM0807-01.

ALUMINUM NOTES

GOPHER TORTOISE AND OSPREY NESTING: CONTRACTOR

SHALL NOT BEGIN ANY WORK ON TOWER UNTIL EXISTING

GOPHER TORTOISE AND OSPREY NEST HAS BEEN RELOCATED.

CONTRACTOR SHALL NOTIFY CONTRACTING OFFICER TO

COORDINATE NEST RELOCATION WITH KSC ENVIRONMENTAL

1. ALL CONCRETE SHALL BE AS DESIGNED TO DEVELOP A COMPRESSIVE STRENGTH AS FOLLOWS:

FOUNDATIONS 5000 PSI

2. ALL REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM A-615 GRADE 60

(FY=60 KSI).

3. ALL CONCRETE REINFORCEMENT SHALL BE DETAILED, FABRICATED, LABELED, SUPPORTED AND

SPACED IN FORMS AND SECURED IN PLACE IN ACCORDANCE WITH THE PROCEDURES AND

REQUIREMENTS OUTLINED IN THE LATEST EDITION OF THE "BUILDING CODE REQUIREMENTS FOR

REINFORCED CONCRETE", ACI 318-14 AND THE "MANUALS OF STANDARD PRACTICE FOR DETAILING

REINFORCED CONCRETE STRUCTURES", ACI SP-66 (94). SHOP DRAWINGS SHALL BE SUBMITTED TO

THE CONTRACTING OFFICER FOR REVIEW PRIOR TO FABRICATION.

4. ALL BAR SPLICES SHALL BE AS FOLLOWS:

A. HORIZONTAL BARS WHERE 12" OF CONCRETE WILL BE PLACED BELOW BOTTOM

B. ALL OTHER BARS

5. CALCIUM CHLORIDE SHALL NOT BE USED IN ANY FORM.

6. MINIMUM CONCRETE PROTECTION FOR REINFORCING BARS (U.O.N.):

7. UNLESS OTHERWISE PERMITTED OR SPECIFIED, THE CONCRETE SHALL BE PROPORTIONED AND

PRODUCED TO HAVE A SLUMP PER SPECIFICATIONS. IMMEDIATELY AFTER DEPOSITING, CONCRETE

SHALL BE THOROUGHLY CONSOLIDATED BY MEANS OF MECHANICAL VIBRATION.

8. WELDED WIRE REINFORCING SHALL CONFORM TO ASTM A-185.

3 INCHES

1.5 INCHES

MINIMUM CLEAR COVER

EXPOSED TO EARTH

ALL OTHER CONDITIONS

STRUCTURAL PART

CONCRETE CAST AGAINST AND PERMANENTLY

SLABS, WALLS, NOT EXPOSED TO EARTH OR WEATHER 1 INCHES

1098764 53

BAR SIZES #

3 54 6 7 8 9 10

BAR SIZES #

5000 PSI LAP (IN)

9122 3629 43 63 72 81

6355493322 2817 70

LAP (IN)5000 PSI

CONCRETE NOTES

9. PROVIDE CORNER BARS IN FOOTINGS AND IN TIE BEAMS (CAST IN PLACE & BOND

BEAMS), TYPICAL.

10. NON-SHRINK GROUT FOR BASE PLATES AND BEARING PLATES SHALL MEET THE

FOLLOWING:

A. NON-METALLIC, SHRINKAGE RESISTANT PREMIXES NON-CORROSIVE, NON-STAINING

PRODUCT CONTAINING PORTLAND CEMENT, SILICA SANDS, SHRINKAGE COMPENSATING

AGENTS, AND FLUIDITY IMPROVING COMPOUNDS, AND SHALL CONFORM TO CORPS OF

ENGINEERS SPECIFICATION FOR NON-SHRINK GROUT, CRD-C621-83.

B. TWENTY-EIGHT DAY COMPRESSIVE STRENGTH SHALL BE A MINIMUM OF 10,000 PSI.

11. PROVIDE MINIMUM TEMPERATURE REINFORCEMENT AS REQUIRED BY ACI 318 IN ALL

SLABS AND WALLS WHERE REINFORCEMENT IS NOT INDICATED ON DRAWINGS.

12. HOOKS SHOWN AT THE ENDS OF REINFORCING BARS SHALL BE ACI STANDARD 90°

HOOKS OF THE FOLLOWING LENGTHS, (U.O.N.):

13. WALL FOOTINGS (W FTG) SHALL EXTEND PAST THE END OF A WALL A MINIMUM OF 12".

14. COORDINATE SIZE AND LOCATION OF ALL OPENINGS AND PIPE SLEEVES WITH ARCH AND

MECH DRAWINGS. MINIMUM CONCRETE BETWEEN SLEEVES SHALL BE 6 INCHES.

15. ALL EMBEDDED ITEMS, SUCH AS PLATES AND ANCHOR BOLTS, SHALL BE TIED TO

REINFORCING STEEL AND/OR FORMWORK PRIOR TO CONCRETE PLACEMENT. "WET"

PLACEMENT OF BARS OR EMBED ITEMS SHALL NOT BE PERMITTED.

16. ALL WELDABLE DEFORMED BARS SHALL BE A706.

CONCRETE NOTES (CONTINUED)

BARS SIZES (#)

LENGTH

3 4 5 6 7 8 9 10

22"19"16"14"12"10"8"6"

AutoCAD SHX Text

(SOME MAY NOT BE USED)

AutoCAD SHX Text

AutoCAD SHX Text

S-100

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IDENTIFICATION

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S-100 S-100

S-100 S-100

S-100 S-100

S-100 S-100

1/4" = 1'-0"

ELEVATION

NORTH

S-100 S-100 1/4" = 1'-0"

ELEVATION

WEST

S-100 S-100 1/4" = 1'-0"

ELEVATION

SOUTH

S-100 S-100 1/4" = 1'-0"

ELEVATION

EAST

S-100 S-100

N

LARGE HOLE

SECTION LOSS

CORRODED

GUY WIRE

LOOSE CLAMP

CORRODED

EXISTING

CONCRETE

FOUNDATION

CORRODED

GUY WIRE

CORRODED

GUY WIRE

CORRODED

GUY WIRE

GENERAL NOTES:

1. SEE S-101 FOR PHOTOS AND REPAIR PROCEDURES.

2. SEE S-102 FOR NEW GUY WIRE ASSEMBLY DETAIL AND

SCHEDULE.

3. CONTRACTOR TO PROTECT EXISTING WEATHER

INSTRUMENTATION WHILE PERFORMING WORK.

4. ALL GUY WIRE ASSEMBLIES ARE TO BE REPLACED.

5. CONTRACTOR TO RESURVEY TOWER FOR PLUMBNESS

AFTER INSTALLATION OF NEW GUY WIRE ASSEMBLIES.

6. THE EXISTING FALL PROTECTION SYSTEM SHALL BE

REPLACED WITH A NEW SYSTEM MEETING ALL OSHA

REQUIREMENTS.

7. FALL PROTECTION SYSTEM SHALL HAVE STAINLESS STEEL

COMPONENTS AND CABLE COMPATIBLE WITH DBI SALA

LAD-SAF OR APPROVED EQUAL

CORRODED

GUY WIRE

CORRODED

GUY WIRE

CORRODED

GUY WIRE

CORRODED

GUY WIRE

GUY WIRE

(TYP)

FULL GUY WIRE IS NOT

SHOWN FOR CLARITY

REPAIR PROCEDURES:

REPAIR #1 - REPAIR PIPE WITH SECTION LOSS BY WELDING ALUMINUM

ROUND TUBE 2.500 OD X 0.25 WALL X 1'-0” LONG AROUND AFFECTED

AREA. CLEAN AND PREPARE AREA AROUND PIPE SECTION LOSS FOR

WELDING, REMOVING ANY PROTRUSIONS OR BURS AND ENSURING A

SNUG FIT. CUT ROUND TUBE IN HALF ALONG LENGTH AND CLAMP

OVER REPAIR AREA CENTERING REPAIR AREA IN CENTER OF 1'-0”

SECTION. ENSURE SEAM OF REPAIR TUBE DOES NOT OVERLAP AREA

OF SECTION LOSS. WELD ENDS OF TUBE TO EXISTING PIPE USING

3/16” WELD AND BUTT WELD SEAM OF TUBE ON BOTH SIDES.

REPAIR #2 - REPLACE ALL CORRODED OUTRIGGER CLAMP BOLTS

WITH NEW STAINLESS-STEEL HARDWARE TO MATCH EXISTING

ASSEMBLY.

REPAIR #3 - REPLACE GUY WIRE ASSEMBLY. WIRE ROPE FOR GUY

CABLES SHALL BE A TYPE M GUY STRAND, SIZE 10M, WITH A

BREAKING STRENGTH OF 10,000 LBS. (10 KIPS). ALUMOWELD

COMPANY OR APPROVED EQUAL. TURNBUCKLES SHALL BE SIZES AS

NOTED AND BE HOT-DIPPED GALVANIZED STEEL, 5/8” X 12” TAKE-UP,

JAW & JAW TYPE. TURNBUCKLE SHALL MEET THE PERFORMANCE

REQUIREMENTS OF FED-SPEC FF-T791B, TYPE 1, FORM 1, CLASS 7

AND ASTM F1145. CROSBY P/N HG-228 OR APPROVED EQUAL. ANCHOR

SHACKLES SHALL BE 3.8” SIZE AND BE HOT-DIPPED GALVANIZED

STEEL. CROSBY P/N G-2130 OR APPROVED EQUAL. WIRE ROPE

THIMBLES SHALL BE 3/8” SIZE AND BE STAINLESS STEEL. CROSBY P/N

SS-414 OR APPROVED EQUAL. SUBCONTRACTOR SHALL SUBMIT ALL

MANUFACTURER'S PRODUCT DATA FOR ENGINEERING APPROVAL.

CORRODED

GUY WIRE

CORRODED

GUY WIRE

S-101

S-101

S-101

S-101

GRAPHIC SCALE

1/8"=1'-0"

4' 20'15'10'5'

GRAPHIC SCALE

1/4"=1'-0"

2' 10'4'2' 6' 8'

S-101

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D r h o d i t

A

REPAIR PROCEDURES:

REPAIR #1 - REPAIR PIPE WITH SECTION LOSS BY WELDING ALUMINUM

ROUND TUBE 2.500 OD X 0.25 WALL X 1'-0” LONG AROUND AFFECTED

AREA. CLEAN AND PREPARE AREA AROUND PIPE SECTION LOSS FOR

WELDING, REMOVING ANY PROTRUSIONS OR BURS AND ENSURING A

SNUG FIT. CUT ROUND TUBE IN HALF AND CLAMP OVER REPAIR AREA

CENTERING REPAIR AREA IN CENTER OF 1'-0” SECTION. ENSURE SEAM

OF REPAIR TUBE DOES NOT OVERLAP AREA OF SECTION LOSS. WELD

ENDS OF TUBE TO EXISTING PIPE USING 3/16” WELD AND BUTT WELD

SEAM OF TUBE ON BOTH SIDES.

REPAIR #2 - REPLACE ALL CORRODED OUTRIGGER CLAMP BOLTS

WITH NEW STAINLESS-STEEL HARDWARE TO MATCH EXISTING

ASSEMBLY.

REPAIR #3 - REPLACE GUY WIRE ASSEMBLY. WIRE ROPE FOR GUY

CABLES SHALL BE A TYPE M GUY STRAND, SIZE 10M, WITH A

BREAKING STRENGTH OF 10,000 LBS. (10 KIPS). ALUMOWELD

COMPANY OR APPROVED EQUAL. TURNBUCKLES SHALL BE SIZES AS

NOTED AND BE HOT-DIPPED GALVANIZED STEEL, 5/8” X 12” TAKE-UP,

JAW & JAW TYPE. TURNBUCKLE SHALL MEET THE PERFORMANCE

REQUIREMENTS OF FED-SPEC FF-T791B, TYPE 1, FORM 1, CLASS 7

AND ASTM F1145. CROSBY P/N HG-228 OR APPROVED EQUAL. ANCHOR

SHACKLES SHALL BE 3.8” SIZE AND BE HOT-DIPPED GALVANIZED

STEEL. CROSBY P/N G-2130 OR APPROVED EQUAL. WIRE ROPE

THIMBLES SHALL BE 3/8” SIZE AND BE STAINLESS STEEL. CROSBY P/N

SS-414 OR APPROVED EQUAL. SUBCONTRACTOR SHALL SUBMIT ALL

MANUFACTURER'S PRODUCT DATA FOR ENGINEERING APPROVAL.

N.T.S.

PHOTO 2

N.T.S.

PHOTO

N.T.S.

PHOTO 4

N.T.S.

PHOTO

48'-0"

FACE OF TOWER LEG

SYMMETRICAL ABOUT CENTERLINE

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REGULAR NUT EYE BOLT

THIMBLE

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A

GUY WIRE DATA TABLE

GUY

ELEVATION

(FT.)

# OF WIRES

AND SIZE

TYPE

ULTIMATE

STRENGTH

(KIPS)

INITIAL

TENSION

(KIPS)

TURNBUCKLE *

(JAW & JAW)

SHACKLE **

SIZE (IN.)

THIMBLE ***

(IN.)

REMARKS

25'-0" 1-10M

ALUMO

WELD (AM)

10.0 1.0

" x 12' TAKE UP

" SEE REPAIR #3 ON S-101

49'-0" 2-10M

ALUMO

WELD (AM)

10.0

" x 12' TAKE UP

" SEE REPAIR #3 ON S-101

* - PEEN BOLT THREADS PAST NUTS.

** - BOLT TYPE ANCHOR SHACKLE, SEE FLAG NOTE "D" ON THIS SHEET

*** - EXTRA HEAVY STAINLESS STEEL

NOTES:

A. USE

" DIA. STAINLESS STEEL 304 PIPE SLEEVE (SCH. 160).

" LENGTH FOR EACH

SHACKLE/THIMBLE ASSEMBLY

B. USE PREFORM GRIP CABLE CONNECTION WITH END SLEEVE'S FOR 10M

ALUMOWELD CABLE.

C. ALL THREADS SHALL RECEIVE CORROSION CONTROL CORTEC CORP. VCI-368HB

FINISH GRADE

CONNECTION POINT #1

EL. 25'-0"

CONNECTION POINT #2

EL. 49'-0"

TOP OF TOWER

EL. 58'-0"

REPLACE COTTER PIN

WITH STAINLESS

STEEL COTTER PIN

REPLACE COTTER PIN

WITH STAINLESS

STEEL COTTER PIN

1/8" = 1'-0"

GUY WIRE AND TOWER ELEVATION

1/4" = 1'-0"

GUY WIRE TURNUCKLE, THIMBLE AND SHACKLE

1. EXISTING GUY WIRE ANCHOR FOUNDATION.

2. EXISTING GUY WIRE ANCHOR WITH CONNECTION PLATE.

3. STAINLESS STEEL SLEEVE, 3/4" DIA., SCHEDULE 160,

" (L) AT BOTH

ENDS OF THE JAW AND JAW TURNBUCKLE.

4.

" TURNBUCKLE x 12" TAKE UP, JAW AND JAW (PEEN BOLTS THREADS

PAST NUTS, GALVANIZED).

5. FIGURE-8 SAFETY WIRE ASSEMBLY THROUGH TURNBUCKLE JAW AND

JAW BODY.

" DIA. STAINLESS STEEL FLEXIBLE ROPE AND

STAINLESS STEEL U-BOLT TYPE WIRE ROPE.

6.

" EXTRA HEAVY STAINLESS STEEL THIMBLE.

7. PREFORMED WIRE CONNECTOR FOR 10M ALUMOWELD WIRE WITH END

SLEEVES (AT LOWER END).

8. 10M ALUMOWELD GUY WIRE (12" (L) EXTENSION OF GUY WIRE PAST

PREFORM FOR CONNECTION OF GROUNDING AT BOTH ENDS OF THE

WIRE).

9. PREFORMED WIRE CONNECTOR FOR 10M ALUMOWELD WIRE WITH END

SLEEVE (AT HIGH END).

10.

" EXTRA HEAVY STAINLESS STEEL THIMBLE.

11. STAINLESS STEEL SLEEVE, PIPE

" DIA., SCHEDULE 160,

" (L).

12.

" BOLT TYPE ANCHOR SHACKLE (2 PIECES).

13. EXISTING TOWER CONNECTION PADEYE.

NOTE: AT GUY WIRE CONNECTION AT THE SECOND LEVEL, CONNECT ONE

GUY WIRE AT EACH LEG TO PADEYE. CONNECT GUY WIRE TO TOWER LEG

ABOVE PADEYE WITH PREFORMED WIRE CONNECTOR PLACED AROUND

TOWER LEG WITHOUT SHACKLE, THIMBLE AND PIPE SLEEVE.

DESCRIPTION OF NEW GUY WIRE ASSEMBLY:

(FROM THE ANCHOR UP TO THE TOWER PADEYE)

GRAPHIC SCALE

1/8"=1'-0"

4' 20'15'10'5'

GRAPHIC SCALE

1/4"=1'-0"

2' 10'4'2' 6' 8'

S-200

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1/8" = 1'-0"

TOWER 415 PLAN

S-200 S-200

S-200 S-200

S-200 S-200

S-200 S-200

1/4" = 1'-0"

ELEVATION

SOUTH

S-200 S-200 1/4" = 1'-0"

ELEVATION

WEST

S-200 S-200 1/4" = 1'-0"

ELEVATION

NORTH

S-200 S-200 1/4" = 1'-0"

ELEVATION

EAST

S-200 S-200

N

SPLIT MEMBER

BOTH SIDES BROKEN

CLAMP, SEE REPAIR

#2

COLUMN CRACK

AT CLAMP

MISSING PIN

SPLIT MEMBER

SEVERE CORROSION

UNDER LPS CLAMP

CORRODED SECTION

LOSS BEHIND CLAMP

SPLIT MEMBER

SEVERE CORROSION

UNDER LPS CLAMP

COMPROMISED

SECTION

SPLIT MEMBER

SPLIT MEMBER

SPLIT MEMBER

GENERAL NOTES:

1. SEE S-201 FOR PHOTOS AND REPAIR PROCEDURES.

2. CONTRACTOR TO PROTECT EXISTING WEATHER

INSTRUMENTATION WHILE PERFORMING WORK.

3. ACCESS IS RESTRICTED TO TOWER 415 BY A GATE.

CONTRACTOR TO COORDINATE ACCESS TO TOWER 415

WITH GOVERNMENT.

4. THE EXISTING FALL PROTECTION SYSTEM SHALL BE

REPLACED WITH A NEW SYSTEM MEETING ALL OSHA

REQUIREMENTS.

5. FALL PROTECTION SYSTEM SHALL HAVE STAINLESS STEEL

COMPONENTS AND CABLE COMPATIBLE WITH DBI SALA

LAD-SAF OR APPROVED EQUAL.

EXISTING

CHAIN-LINK

FENCE

EXISTING

CONCRETE PAD

CORRODED

BASE PLATE

CORRODED BASE

PLATE SEE REPAIR

#6 TYPICAL

CORRODED

BASE PLATE

SEVERE CORROSION

UNDER LPS CLAMP

SEVERE CORROSION

UNDER LPS CLAMP

COMPROMISED

SECTION

SPLIT MEMBER

SEVERE CORROSION

UNDER LPS CLAMP

SEVERE CORROSION

UNDER LPS CLAMP

SEVERE CORROSION

UNDER LPS CLAMP

SEVERE CORROSION

UNDER LPS CLAMP

GUY WIRE

(TYP)

FULL GUY WIRE IS NOT

SHOWN FOR CLARITY

REPAIR PROCEDURES:

REPAIR #1 - REPAIR PIPE WITH SECTION LOSS BY WELDING

ALUMINUM ROUND TUBE 2.500 OD X 0.25 WALL X 1'-0” LONG

AROUND AFFECTED AREA. REMOVE LPS CLAMP, CLEAN AND

PREPARE AREA AROUND PIPE SECTION LOSS FOR WELDING,

REMOVING ANY PROTRUSIONS OR BURS AND ENSURING A SNUG

FIT. CUT ROUND TUBE IN HALF AND CLAMP OVER REPAIR AREA

CENTERING REPAIR AREA IN CENTER OF 1'-0” SECTION. ENSURE

SEAM OF REPAIR TUBE DOES NOT OVERLAP AREA OF SECTION

LOSS. WELD ENDS OF TUBE TO EXISTING PIPE USING 3/16” WELD

AND BUTT WELD SEAM OF TUBE ON BOTH SIDES.

REPAIR #2 - REPAIR CRACKED/SPLIT BRACKET. BRACE EXISTING

STRUCTURE AROUND BRACKET TO ALLOW REMOVAL. REMOVE

CRACKED/SPLIT BRACKET AND ATTACHED MEMBER FROM

STRUCTURE. REMOVE ANY PREVIOUS WELDING, PROTRUSIONS OR

BURS FROM CONNECTION AREA. CLEAN AND PREPARE AREA

ALLOW FOR REINSTALLATION OF BRACKET. REPLACE BRACKET IN

KIND AND REINSTALL ONTO STRUCTURE USING 3/16” WELD.

REPAIR #3 - REPAIR CRACKED/SPLIT MEMBER. BRACE EXISTING

STRUCTURE AROUND MEMBER TO ALLOW REMOVAL. REMOVE

MEMBER WITH BRACKETS FROM STRUCTURE, REMOVING WELD

AND ENSURING NOT TO DAMAGE COLUMN. REMOVE ANY PREVIOUS

WELDING, PROTRUSIONS OR BURS FROM CONNECTION AREA.

CLEAN AND PREPARE AREA ALLOW FOR REINSTALLATION OF

BRACKET. REPLACE PIPE SECTION IN KIND AND REINSTALL ONTO

STRUCTURE USING 3/16” WELD.

REPAIR #4 - BRACE EXISTING STRUCTURE AROUND BRACKET TO

ALLOW REMOVAL OF SURROUND MEMBERS. REPAIR COLUMN

SECTION SIMILAR TO REPAIR #1. FABRICATE NEW BRACKETS TO

ACCOMMODATE NEW DIAMETER OF REPAIRED COLUMN SECTION.

REPAIR #5 - MEMBER WITH MISSING PIN. FIELD DRILL 5/16” HOLE IN

BRACKET AND THROUGH CENTER OF PIPE MEMBER. INSTALL 1/4”

DIA. STAINLESS STEEL BOLT THROUGH BRACKET AND PIPE

SECTION.

REPAIR #6 - REPAIR BASE PLATE. SHORE TOWER TO ALLOW

REMOVAL OF EXISTING BASE PLATE AND ANCHOR BOLTS. SUBMIT

SHORING PLAN FOR REVIEW. RE-FABRICATE BASE PLATE TO

MATCH EXISTING DIMENSIONS AND CONFIGURATION. REINSTALL

BASE PLATE ASSEMBLY, ATTACHING TO CONCRETE PAD USING (4)

1/2" DIA. STAINLESS STEEL HILTI HIT-Z ANCHOR RODS BY FIELD

DRILLING AND EPOXY INSTALL USING HILTI HY-200 WITH MINIMUM

EMBEDMENT OF 4”.

GRAPHIC SCALE

1/8"=1'-0"

4' 20'15'10'5'

GRAPHIC SCALE

1/4"=1'-0"

2' 10'4'2' 6' 8'

S-201

S-201

S-201

S-201

S-201

S-201

S-201

S-201

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A

N.T.S.

PHOTO 2

N.T.S.

PHOTO 3

N.T.S.

PHOTO

N.T.S.

PHOTO 5

N.T.S.

PHOTO 6

N.T.S.

PHOTO

REPAIR PROCEDURES:

REPAIR #1 - REPAIR PIPE WITH SECTION LOSS BY WELDING

ALUMINUM ROUND TUBE 2.500 OD X 0.25 WALL X 1'-0” LONG

AROUND AFFECTED AREA. REMOVE LPS CLAMP, CLEAN AND

PREPARE AREA AROUND PIPE SECTION LOSS FOR WELDING,

REMOVING ANY PROTRUSIONS OR BURS AND ENSURING A SNUG

FIT. CUT ROUND TUBE IN HALF AND CLAMP OVER REPAIR AREA

CENTERING REPAIR AREA IN CENTER OF 1'-0” SECTION. ENSURE

SEAM OF REPAIR TUBE DOES NOT OVERLAP AREA OF SECTION

LOSS. WELD ENDS OF TUBE TO EXISTING PIPE USING 3/16” WELD

AND BUTT WELD SEAM OF TUBE ON BOTH SIDES.

REPAIR #2 - REPAIR CRACKED/SPLIT BRACKET. BRACE EXISTING

STRUCTURE AROUND BRACKET TO ALLOW REMOVAL. REMOVE

CRACKED/SPLIT BRACKET AND ATTACHED MEMBER FROM

STRUCTURE. REMOVE ANY PREVIOUS WELDING, PROTRUSIONS OR

BURS FROM CONNECTION AREA. CLEAN AND PREPARE AREA

ALLOW FOR REINSTALLATION OF BRACKET. REPLACE BRACKET IN

KIND AND REINSTALL ONTO STRUCTURE USING 3/16” WELD.

REPAIR #3 - REPAIR CRACKED/SPLIT MEMBER. BRACE EXISTING

STRUCTURE AROUND MEMBER TO ALLOW REMOVAL. REMOVE

MEMBER WITH BRACKETS FROM STRUCTURE, REMOVING WELD

AND ENSURING NOT TO DAMAGE COLUMN. REMOVE ANY PREVIOUS

WELDING, PROTRUSIONS OR BURS FROM CONNECTION AREA.

CLEAN AND PREPARE AREA ALLOW FOR REINSTALLATION OF

BRACKET. REPLACE POPE SECTION IN KIND AND REINSTALL ONTO

STRUCTURE USING 3/16” WELD.

REPAIR #4 - BRACE EXISTING STRUCTURE AROUND BRACKET TO

ALLOW REMOVAL OF SURROUND MEMBERS. REPAIR COLUMN

SECTION SIMILAR TO REPAIR #1. FABRICATE NEW BRACKETS TO

ACCOMMODATE NEW DIAMETER OF REPAIRED COLUMN SECTION.

REPAIR #5 - MEMBER WITH MISSING PIN. FIELD DRILL 5/16” HOLE IN

BRACKET AND THROUGH CENTER OF PIPE MEMBER. INSTALL 1/4”

DIA. STAINLESS STEEL BOLT THROUGH BRACKET AND PIPE

SECTION.

REPAIR #6 - REPAIR BASE PLATE. SHORE TOWER TO ALLOW

REMOVAL OF EXISTING BASE PLATE AND ANCHOR BOLTS. SUBMT

SHORING PLAN FOR REVIEW. REFABRICATE BASE PLATE TO MATCH

EXISTING DIMENSIONS AND CONFIGURATION. REINSTALL BASE

PLATE ASSEMBLY, ATTACHING TO CONCRETE PAD USING (4) 1/2"

DIA. STAINLESS STEEL HILTI HIT-Z ANCHOR RODS BY FIELD

DRILLING AND EPOXY INSTALL USING HILTI HY-200 WITH MINIMUM

EMBEDMENT OF 4”. EXECUTION METHOD MUST BE SUBMITTED FOR

APPROVAL.

N.T.S.

PHOTO

TYP

TYP

C

L

5'-0" DIA FDN

C

L

F

D N

REPLACEMENT POLE

(PRECAST PRESTRESSED

CONCRETE)

DOMED FOR DRAIN

" SLOPE MIN.

GRADE

#4 TIES

AT 12" MAX

(TYPICAL)

(24) #10 EQUAL SPACED

ON 60" DIA CIRCLE

CENTERED ON FDN

CONCRETE POLE

FOUNDATION

C

L

3" CLEARANCE

FROM TIES (TYP)

PROVIDE TEMPORARY 5'-0" DIA

x 4'-0" (EMBED) STEEL SHAFT

LINER TO ENSURE STABILITY OF

SIDES DURING EXCAVATION.

BACKFILL AND COMPACT

AROUND COMPLETED FOOTING

TO 95% MODIFIED PROCTOR

(ASTM D-1557), TO 2' DEPTH

P

A

#4 TIES

24 #10 VERT

R

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Y

P

BOTTOM

OF POLE

S-300

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IDENTIFICATION

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D r h o d i t

A

POLE INFORMATION

ULTIMATE CAPACITY (AT G.L.)

--- KIP#FT

CRACKING CAPACITY (AT G.L.)

-- KIP#FT

ZERO TENSION CAPACITY (AT G.L.)

-- KIP#FT

POLE WEIGHT --- LBS

CONCRETE STRENGTH STATIC ---- PSI

POLE TAPER 0.216 IN/FT

GENERAL NOTES:

1. WORK TO THE TOWER SHALL BE COORDINATED WITH CONTRACTING OFFICER.

2. BASED ON UTILITY LOCATES, THE CONTRACTOR SHALL INSTALL THE NEW POLE WITHIN 10

(TEN) FEET OF THE EXISTING WOODEN POLE LOCATION NORTHWARD PARALLEL TO THE

ACCESS ROAD AT THE SAME NOMINAL GROUND ELEVATION, AVOID EASTERLY LOW ELEVATION

AREA. THE CONTRACTOR SHALL GIVE THE CONTRACTING OFFICER 60 (SIXTY) WORKING DAYS

ADVANCE NOTICE FOR THE REMOVAL OF THE EQUIPMENT FROM THE EXISTING POLE. ONCE

THE EQUIPMENT HAS BEEN REMOVED, THE CONTRACTOR SHALL PULL OUT THE EXISTING

WOODEN POLE AND FILL THE HOLE WITH SATISFACTORY SOILS MATERIAL.THE CONTRACTOR

SHALL VERIFY EXISTING CONDITIONS. ANY DISCREPANCIES SHALL BE CALLED TO THE

ATTENTION OF THE CONTRACTING OFFICER BEFORE STARTING ANY WORK.

3. THE CONTRACTOR SHALL DRILL A 5'-0" DIAMETER x 15'-0" DEEP HOLE FOR THE INSTALLATION

OF NEW 64' POLE, WITH 54 FEET ABOVE GRADE AS INDICATED. PROVIDE WELL POINT

EQUIPMENT AS REQUIRED TO MAINTAIN SITE POSITIVE DRAINAGE. CONTRACTOR SHALL

SUBMIT INSTALLATION METHOD FOR APPROVAL PRIOR TO PERFORMING WORK.

4. THE CONTRACTOR SHALL INSTALL THE POLES CENTERED ON THE EXCAVATION AND PLUMB.

SEE POLE ORIENTATION PLAN.

5. A STAINLESS STEEL LADDER WITH A SAFETY RAIL, AS DETAILED ON THE LADDER DETAIL (SEE

SHEET S-301), SHALL BE INSTALLED BY CONTRACTOR ON THE CONCRETE POLE BY MEANS OF

MOUNTING ADAPTERS. THE LADDER WILL EXTEND FROM 10 FT. UP TO 50 FT. ABOVE GRADE.

THERE WILL BE REMOVABLE STEPS FROM 0 FT. UP TO 10 FT. ABOVE GRADE.

6. AFTER THE WORK IS COMPLETE, THE WORK AREA SHALL BE LEFT CLEAN OF TRASH, DEBRIS, AND WASTE MATERIAL.

7. ACCESS IS RESTRICTED TO POLE 0015 BY A GATE. CONTRACTOR TO COORDINATE ACCESS TO

POLE 0015 WITH GOVERNMENT.

8. NEW CONCRETE POLE WILL BE SURVEYED AND INFORMATION PROVIDED TO GOVERNMENT.

SEE SPECIFICATION SECTION 01 11 00.00 FOR SURVEY REQUIREMENTS.

WIND ASCE 7-10

ULTIMATE WIND SPEED, Vult = 158 MPH (3-SEC GUST)

NOMINAL WIND SPEED, Vasd = 122 MPH (3-SEC GUST)

RISK CATEGORY: III

EXPOSURE: D

ENCLOSURE: OPEN

ALL SOIL PROPERTIES ARE OUTLINED IN GEOTECHNICAL REPORT #18-23-5293

PERFORMED BY ARDAMAN & ASSOCIATES, INC DATED NOVEMBER 29, 2018.

SEE SOIL BORING PROFILE ON THIS SHEET.

DESIGN CRITERIA:

CONCRETE POLE AND INSTALLATION NOTES:

SCALE:

CONCRETE POLE FOUNDATION - NEW CONSTRUCTION

3/4" = 1'-0"

FLAG NOTES:

CONTRACTOR TO PROVIDE AND INSTALL NEW 64' PRECAST, PRE-STRESSED CONCRETE

SQUARE TAPER POLE AS SHOWN, WITH STAINLESS STEEL LADDER AND SAFETY RAIL.

LOCATION IS WITHIN 10' OF EXISTING.

SCALE:

SECTION

3/4"=1'-0"

A

SC-202

A. CONCRETE FOR FOUNDATIONS SHALL HAVE 5000 PSI COMPRESSIVE STRENGTH AT 28 DAYS.

CALCIUM CHLORIDE SHALL NOT BE USED IN ANY FORM.

B. REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM A 615.

C. THE PRE-STRESSED CONCRETE POLE SHALL BE DESIGNED FOR THE ALLOWABLE STRESS

DESIGN BENDING MOMENT OF 290.5 KIP-FT, OCCURRING AT LOCATION OF 10' FROM POLE

BOTTOM.

SCALE:

SOIL BORING PROFILES

3/4"=1'-0"

GRAPHIC SCALE

3/4"=1'-0"

6"12" 3'2'1'0

NOTE:

POLE INFORMATION TO BE FILLED OUT PER FINAL

APPROVED SHOP DRAWING SUBMITTAL.

FACE 1 FACE 3

FACE 2

(LIGHTNING PROTECTION)

SEE SHEET E-101

3'-4"

5'-6"

10'-0"

16'-0"

22'-0"

28'-0"

33'-0"

34'-0"

40'-0"

46'-0"

48'-0"

49'-0"

52'-6"

53'-0"

52'-0"

5'-8"

2'-9"

3'-10"

5'-0"

11'-6"

12'-3"

33'-0"

50'-6"

51'-3"

3/8"

3/8"

3/8"

FACE 4

(LADDER)

2'-0"

MIN. PER POLE

MANUFACTURER

(TYP)

MIN. PER POLE

MANUFACTURER

(TYP)

FACE 4

FACE 1

FACE 2

FACE 3

SIDE ELEVATION

(LADDER)

EL. + 50'-0"

EL. + 40'-0"

EL. + 30'-0"

EL. + 20'-0"

EL. + 10'-0"

EL. + 54'-0"

NOTE:

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ALL INSERTS SHALL BE STD. COARSE THREAD, 5/16" DIA.,

UNLESS NOTED OTHERWISE. DEPTH = 1 1/2".

MOUNTING

ADAPTER (TYP)

7"

L

A D

D E

R

S

E C

T I O

PRE-STRESSED

CONCRETE POLE

GRADE EL 0'-0"GRADE EL 0'-0"

A

RIGID SAFETY RAIL

LADDER

1" DIA RUNG (TYP)

AT 12" C/C

GRADE EL 0'-0"

GRADE

EL 0'-0"

16"

GRADE

EL 0'-0"

LADDER

C

L

POLE, LADDER

AND SAFETY RAIL

5" AT TOP ADAPTER

6" AT INT. ADAPTER

8" AT INT. ADAPTER

10" AT INT. ADAPTER

12" AT BOTTOM ADAPTER

SAFETY RAIL

LADDER

RUNG (TYP)

ON ADAPTER DRILL 5/8" DIA

HOLE FOR 1/2" DIA BOLT (TYP)

SP

S-301

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IDENTIFICATION

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SCALE:

POLE INSERTS DETAIL

NONE

1. LADDER: SHALL BE SHOP FABRICATED FROM TYPE 316 STAINLESS STEEL, WITH 300LB

CAPACITY MEETING OSHA AND ANSI A14.3 REQUIREMENTS, MATCHING CONFIGURATION OF THE VERSATILE-MOUNT

STEEL LADDER, 4 EACH, 10 FT. LONG SECTIONS PER NO. 8142T64, MCMASTER-CARR CATALOG 116 (OR APPROVED

EQUAL).

2. LADDER SECTIONS MOUNTING ADAPTER: SHALL BE 5 EACH, SHOP FABRICATED FROM 316 STAINLESS STEEL, MATCHING CONFIGURATION OF NO. 8073T5, MCMASTER-CARR CATALOG 116 (OR APPROVED EQUAL).

3. LADDER SAFETY CLIMBING SYSTEM: SHALL BE A RIGID RAIL, 40 FEET LONG, INCLUDING

MOUNTING BRACKETS AND HARDWARE, SAFETY SLEEVE WITH CARABINER, ALL MATERIAL TYPE 316 STAINLESS

STEEL, PER 'RAILOK SYSTEM' BY DBI/SALA LADDER SYSTEMS (OR APPROVED EQUAL).

4. THE LADDER MOUNTING ADAPTERS SHALL BE ATTACHED TO THE PRESTRESSED CONCRETE POLES USING 1/2" X 3"

HCA "HILTI COIL ANCHORS", OR APPROVED EQUAL, INSTALLED ALL INSERTS SHALL BE STD. COARSE THREAD, 5/16"

DIA., UNLESS NOTED OTHERWISE. DEPTH = 1 1/2". ANCHORS INDICATED ON DETAIL "A" THIS DRAWING.

GENERAL NOTES:

SCALE:

MOUNTING ADAPTER DETAIL

NONE

A

SCALE:

LADDER DETAIL

NONE

SCALE:

TOWER KEY PLAN

NONE

E-100

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IDENTIFICATION

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D r h o d i t

A

N.T.S.

TOWER 506 PLAN

N

EXISTING

CONCRETE

FOUNDATION

TO REMAIN

FLAG NOTES:

ALL GUY WIRES WILL BE REPLACED.

BOND NEW GUY WIRES TO EXISTING TOWER STRUCTURE (TYP.)

BOND NEW GUY WIRES TO EXISTING COUNTERPOISE AND GROUND RODS

(TYP.). REMOVE EXISTING BONDING CONDUCTOR ALL THE WAY DOWN TO

THE GROUND ROD OR COUNTERPOISE AND REPLACE WITH NEW.

(TYP.)

(TYP.)

3 3

N.T.S.

PHOTO

N.T.S.

PHOTO

(TYP.)

(TYP.)

(TYP.)

(TYP.)

(TYP.)

(TYP.)

E-101

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IDENTIFICATION

C O

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D r h o d i t

A

N.T.S.

TOWER 415 PLAN

N

FLAG NOTES:

EXISTING AIR TERMINAL TO REMAIN.

REMOVE EXISTING DOWN CONDUCTOR COMPLETE. PROVIDE NEW DOWN

CONDUCTOR AND STRAP TO STRUCTURE EVERY 24" INCHES. PROVIDE

HEAVY DUTY SOLID COPPER CLIP.

BOND NEW DOWN CONDUCTOR TO EXISTING COUNTERPOISE. REMOVE

EXISTING BONDING CONDUCTOR ALL THE WAY DOWN TO THE GROUND

ROD OR COUNTERPOISE AND REPLACE WITH NEW. NEW BONDING

CONDUCTOR SHALL BE INSTALLED IN CONDUIT UP TO 72" UP THE

STRUCTURE.

1 2

N.T.S.

PHOTO

N.T.S.

PHOTO

3'-0"

M I N

M I N

FACE 4

FACE 1

FACE 2

FACE 3

M I N

M I N

M I N

MIN

M I N

5'-0" DIA FDN

5'-0" DIA FDN

M

A X

3'-0"

CONCRETE

FOUNDATION

GRADE

CONCRETE

FOUNDATION

GRADE

CONCRETE

FOUNDATION

FACE 1

FACE 3

E-102

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IDENTIFICATION

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D r h o d i t

A

5/8" X 10' COPPER AIR TERMINAL.

#2/0 BARE STRANDED COPPER CONDUCTOR.

GROUND ROD, 3/4" X 20' COPPER CLAD STEEL, SECTIONAL.

CONCRETE POLE.

GROUND ACCESS WELL, 24" (DEPTH) X 12" (SQUARE), MADE OF LIGHT WEIGHT POLYMER

CONCRETE. COVER SHALL ALSO BE LIGHT WEIGHT POLYMER CONCRETE, HARGER #GAW121224HD

OR EQUAL. LEAVE 6" OF GROUND ROD EXPOSED. LOCATE ACCESS WELL AWAY FROM ROAD, TO

AVOID VEHICULAR TRAFFIC.

#2/0 BARE STRANDED TINNED COPPER CONDUCTOR GROUND LOOP ENCIRCLING POLE

FOUNDATION. BURY 2'-6" BELOW GRADE AND NOT LESS THAN 3'-0", NOT MORE THAN 8'-0" FROM

FOUNDATION. FIELD ROUTE AROUND ANY OBSTRUCTIONS AS REQUIRED.

EXOTHERMIC WELD.

BRONZE AIR TERMINAL THROUGH-BOLT SUPPORT ATTACHMENT WITH STAINLESS STEEL NUTS AND

WASHERS (THOMPSON #657-5 OR EQUAL). INSTALL TWO NUTS ON BOTH SIDES OF POLE. PROVIDE

THREADED ROD LENGTH AS REQUIRED AND TRIM EXCESS AFTER INSTALLATION.

AIR TERMINAL TO CABLE ADAPTER (THOMPSON #690 OR EQUAL).

HEAVY DUTY SOLID COPPER CLIP. FASTEN WITH 1/4" X 1 3/4" "HILTI COIL ANCHOR" INSTALLED PER

MANUFACTURER'S INSTRUCTIONS (OR APPROVED EQUAL). SUPPORT CABLE ON POLE AND BASE

EVERY THREE FEET MAXIMUM.

HEAVY DUTY STRAIGHT SPLICER.

#2/0 BARE STRANDED TINNED COPPER CONDUCTOR UP TO SPLICER. THE CONDUCTOR SHALL BE

INSTALLED IN CONDUIT UP TO 72" ABOVE GRADE.

APPROXIMATELY 10 FEET OF #2/0 BARE STRANDED TINNED COPPER CONDUCTOR FOR FUTURE

CONNECTION.

CONTRACTING OFFICER TO DISCONNECT ALL EXISTING WEATHER EQUIPMENT, SOLAR PANELS,

SUPPORT CROSSARMS/BRACKETS, CONDUIT AND WIRING. COORDINATE WITH CONTRACTING

OFFICER, 60 DAY LEAD TIME REQUIRED FOR THIS WORK.

CONTRACTOR TO REMOVE EXISTING WOOD POLE (INCLUDING POLE EMBEDMENT).

CONTRACTING OFFICER TO RE-CONNECT ALL EXISTING EQUIPMENT, SUPPORTS, CONDUIT AND

WIRING TO NEW CONCRETE POLE.

1. WORK TO THE TOWER SHALL BE COORDINATED WITH CONTRACTING OFFICER.

2. AIR TERMINAL AND DOWN CONDUCTOR SHALL BE CENTERED ON FACE OF POLE.

3. LIGHTNING PROTECTION SYSTEM DESIGN IS BASED ON MAXIMUM MOUNTING HEIGHT OF

PROTECTED EQUIPMENT LEVEL WITH POLE TOP, AND THREE FEET FROM POLE CENTER.

PROTECTED EQUIPMENT TO BE MOUNTED ON POLE BY OTHERS.

4. FIELD ROUTE GROUND CONDUCTOR AROUND ANY OBSTRUCTIONS AS REQUIRED.

5. TESTING: THE COMPLETE INSTALLATION SHALL HAVE A TOTAL RESISTANCE TO GROUND OF

NOT MORE THAN 25 OHMS. TEST NOT LESS THAN 24 HOURS AFTER RAINFALL. WHEN THE

RESISTANCE OF THE COMPLETE INSTALLATION EXCEEDS THE SPECIFIED VALUE PROVIDE ONE

ADDITIONAL 20' GROUND ROD AT LEAST 6' FROM THE FIRST ROD.

GENERAL NOTES:

FLAG NOTES:

(TYP.)

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NEW POLE DETAILS

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