HomeMy WebLinkAbout35 W St Joseph St - 2023 - DISH WIRELESS CELL SITE MODIFICATIONS-1
TITLE PAGE
NO.DATE DESCRIPTION BY
REVISIONS
THIS DRAWING IS COPYRIGHTED AND IS THE
SOLE PROPERTY OF CROWN CASTLE. IT IS
PRODUCED SOLELY FOR USE BY CROWN
CASTLE AND ITS AFFILIATES. REPRODUCTION
OR USE OF THIS DRAWING AND/OR THE
INFORMATION CONTAINED IN IT IS FORBIDDEN
WITHOUT THE WRITTEN PERMISSION OF
CROWN CASTLE.
SITE NAME: SANTA ANITA
BU NUMBER: 877948
WO NUMBER: 2197400
SITE ADDRESS:
35 W. ST JOSEPH ST.
ARCADIA, CA 91007
LOS ANGELES COUNTY, USA
ENG/QA BY:
DFT BY:
DFT/QA BY:
APRV'D BY:
SCALE: N.T.S.
DATE:
DATE:
DATE:
DATE:
REV
MEB 01/20/23
BF 01/20/23
BF 01/24/23
MEB 01/24/23
CODE COMPLIANCE
.
ATTENTION ALL CONTRACTORS, ANYTIME YOU ACCESS A CROWN
SITE FOR ANY REASON YOU ARE TO CALL THE CROWN NOC UPON
ARRIVAL AND DEPARTURE, DAILY AT 800-788-7011
SAFETY CLIMB: 'LOOK UP'
THE INTEGRITY OF THE WIRE ROPE SAFETY CLIMB SYSTEM SHALL BE
CONSIDERED DURING ALL STAGES OF DESIGN, INSTALLATION, AND
INSPECTION. TOWER REINFORCEMENTS AND EQUIPMENT INSTALLATIONS
SHALL NOT COMPROMISE THE INTEGRITY OR FUNCTIONAL USE OF ANY WIRE
ROPE SAFETY CLIMB ON THE STRUCTURE. THIS SHALL INCLUDE, BUT NOT BE
LIMITED TO: PINCHING OF THE WIRE ROPE, BENDING OF THE WIRE ROPE
FROM ITS SUPPORTS, DIRECT CONTACT OR CLOSE PROXIMITY TO THE WIRE
ROPE WHICH MAY CAUSE FRICTIONAL WEAR, OR IMPACT TO THE ANCHORAGE
POINTS IN ANY WAY. ANY COMPROMISED SAFETY CLIMB MUST BE REPORTED
TO YOUR CROWN POC FOR RESOLUTION, INCLUDING EXISTING CONDITIONS.
SITE NAME: SANTA ANITA
TOWER MODIFICATION DRAWINGS
SITE ADDRESS:
35 W. ST JOSEPH ST.
ARCADIA, CA 91007
LOS ANGELES COUNTY, USA
BU NUMBER: 877948
PROJECT CONTACTS:
1. CROWN PROJECT MANAGER
2. CROWN DESIGN ENGINEER (EOR)
SAIJUN ZHOU, P.E., S.E.
2000 CORPORATE DRIVE
CANONSBURG, PA 15317
(724) 416-9627
EOR.APPROVAL@CROWNCASTLE.COM
SHEET NUMBER DESCRIPTION
S-1
S-2
TITLE PAGE
MODIFICATION INSPECTION CHECKLIST
S-3 & S-4
S-5 POLE MODIFICATION SCHEDULE
NOTES
DETAILSS-6 - S-8
DRAWINGS INCLUDED
HOT WORK INCLUDED
NA BASE GRINDING ONLY
NA BASE WELDING (AND GRINDING)
NA AERIAL GRINDING ONLY
NA AERIAL WELDING (AND GRINDING)
0
THIS MODIFICATION DESIGN IS BASED ON THE REQUIREMENTS OF THE
TIA-222-H STRUCTURAL STANDARDS FOR STEEL ANTENNA TOWERS AND
ANTENNA SUPPORTING STRUCTURES BASED UPON AN ULTIMATE
3-SECOND GUST WIND SPEED OF 95 MPH WITH NO ICE AS REQUIRED BY
THE 2022 CBC, 60 MPH UNDER SERVICE LOADS, EXPOSURE CATEGORY C
AND RISK CATEGORY II. SEISMIC FORCES WERE CONSIDERED BASED ON
SPECTRAL RESPONSE FACTORS SS=1.976 AND S1=0.727.
DYLAN BAKER
(480) 734-2400
DYLAN.BAKER@CROWNCASTLE.COM
2055 S. STEARMAN DRIVE
CHANDLER, AZ 85286
TOWER INFORMATION
TOWER MAPPED BY / DOC #: FDH / CCISITES DOC # 2912793
TOWER HEIGHT / TYPE: 59.792 FT MONOPOLE TOWER
TOWER LOCATION: LAT 34º 08' 37.20"
DATUM: (NAD 1983) LONG -118º 01' 58.30"
ELEV 502.3 FT AMSL
STRUCTURAL DESIGN DRAWING: CCI / WO # 2197400
STRUCTURAL ANALYSIS REPORT: MH / WO # 2148199
STRUCTURAL ANALYSIS DATE: 08/23/22
ORDER #: 629188 REV # 4
CCISITES DOCUMENT ID: 10537856
SPECIAL INSPECTIONS REQUIRED
1. HIGH STRENGTH BOLTS
06/30/23 01/24/23
Saijun Zhou
Digitally signed by Saijun
Zhou
Date: 2023.01.24 13:29:23
-06'00'
S-2.
NO.DATE DESCRIPTION BY
REVISIONS
THIS DRAWING IS COPYRIGHTED AND IS THE
SOLE PROPERTY OF CROWN CASTLE. IT IS
PRODUCED SOLELY FOR USE BY CROWN
CASTLE AND ITS AFFILIATES. REPRODUCTION
OR USE OF THIS DRAWING AND/OR THE
INFORMATION CONTAINED IN IT IS FORBIDDEN
WITHOUT THE WRITTEN PERMISSION OF
CROWN CASTLE.
SITE NAME: SANTA ANITA
BU NUMBER: 877948
WO NUMBER: 2197400
SITE ADDRESS:
35 W. ST JOSEPH ST.
ARCADIA, CA 91007
LOS ANGELES COUNTY, USA
ENG/QA BY:
DFT BY:
DFT/QA BY:
APRV'D BY:
SCALE: N.T.S.
DATE:
DATE:
DATE:
DATE:
REV
MEB 01/20/23
BF 01/20/23
BF 01/24/23
MEB 01/24/23
GENERAL
THE MI IS AN ON-SITE VISUAL AND HANDS-ON INSPECTION OF TOWER MODIFICATIONS INCLUDING A REVIEW OF CONSTRUCTION REPORTS AND
ADDITIONAL PERTINENT DOCUMENTATION PROVIDED BY THE GENERAL CONTRACTOR (GC), AS WELL AS ANY INSPECTION DOCUMENTS PROVIDED BY
3RD PARTY INSPECTORS. THE MI IS TO ENSURE THE INSTALLATION WAS CONSTRUCTED IN ACCORDANCE WITH THE CONTRACT DOCUMENTS, NAMELY
THE MODIFICATION DRAWINGS; IN ACCORDANCE WITH APPLICABLE CROWN STANDARDS; AND AS DESIGNED BY THE ENGINEER OF RECORD (EOR).
NO DOCUMENT, CODE OR POLICY CAN ANTICIPATE EVERY SITUATION THAT MAY ARISE. ACCORDINGLY, THIS CHECKLIST IS INTENDED TO SERVE AS A
SOURCE OF GUIDING PRINCIPLES IN ESTABLISHING GUIDELINES FOR MODIFICATION INSPECTION.
THE MI IS TO CONFIRM INSTALLATION CONFIGURATION AND WORKMANSHIP ONLY AND IS NOT A REVIEW OF THE MODIFICATION DESIGN ITSELF, AND THE
MI INSPECTOR DOES NOT TAKE OWNERSHIP OF THE MODIFICATION DESIGN. OWNERSHIP OF THE STRUCTURAL MODIFICATION DESIGN EFFECTIVENESS
AND INTEGRITY RESIDES WITH THE EOR AT ALL TIMES. THE MI INSPECTOR SHALL INSPECT AND NOTE CONFORMANCE/NONCONFORMANCE AND PROVIDE
TO THE CROWN POINT OF CONTACT (CROWN POC) FOR EVALUATION.
ALL MI'S SHALL BE CONDUCTED BY A CROWN APPROVED MI INSPECTOR, WORKING FOR A CROWN APPROVED MI VENDOR. SEE CROWN CED-LST-10173,
"APPROVED MI VENDORS".
TO ENSURE THAT THE REQUIREMENTS OF THE MI ARE MET, IT IS VITAL THAT THE GENERAL CONTRACTOR (GC) AND THE MI INSPECTOR BEGIN
COMMUNICATING AND COORDINATING AS SOON AS A PURCHASE ORDER ( PO) IS RECEIVED. IT IS EXPECTED THAT EACH PARTY WILL BE PROACTIVE IN
REACHING OUT TO THE OTHER PARTY. IF CONTACT INFORMATION IS NOT KNOWN THE GC AND/OR INSPECTOR SHALL CONTACT THE CROWN POINT OF
CONTACT (POC).
REFER TO CROWN CED-SOW-10007, "MODIFICATION INSPECTION SOW", FOR FURTHER DETAILS AND REQUIREMENTS.
SERVICE LEVEL COMMITMENT
THE FOLLOWING RECOMMENDATIONS AND SUGGESTIONS ARE OFFERED TO ENHANCE THE EFFICIENCY AND EFFECTIVENESS OF DELIVERING AN MI
REPORT:
x THE GC SHALL PROVIDE A MINIMUM OF 5 BUSINESS DAYS NOTICE, PREFERABLY 10, TO THE MI INSPECTOR AS TO WHEN THE SITE WILL BE READY
FOR THE MI TO BE CONDUCTED.
x THE GC AND MI INSPECTOR COORDINATE CLOSELY THROUGHOUT THE ENTIRE PROJECT.
x WHEN POSSIBLE, IT IS PREFERRED TO HAVE THE GC AND MI INSPECTOR ON-SITE SIMULTANEOUSLY FOR ANY GUY WIRE TENSIONING OR
RE-TENSIONING OPERATIONS.x WHEN POSSIBLE, IT IS PREFERRED TO HAVE THE GC AND MI INSPECTOR ON-SITE DURING THE MI TO HAVE ANY MINOR DEFICIENCIES CORRECTED
DURING THE INITIAL MI. THEREFORE, THE GC MAY CHOOSE TO COORDINATE THE MI CAREFULLY TO ENSURE ALL CONSTRUCTION FACILITIES ARE
AT THEIR DISPOSAL WHEN THE MI INSPECTOR IS ON SITE.
REQUIRED PHOTOS
BETWEEN THE GC AND THE MI INSPECTOR THE FOLLOWING PHOTOGRAPHS, AT A MINIMUM, ARE TO BE TAKEN AND INCLUDED IN THE MI REPORT:
x PRE-CONSTRUCTION GENERAL SITE CONDITION
x PHOTOGRAPHS DURING THE REINFORCEMENT MODIFICATION CONSTRUCTION/ERECTION AND INSPECTIONxxRAW MATERIALS
xx PHOTOS OF ALL CRITICAL DETAILSxxFOUNDATION MODIFICATIONS
xx WELD PREPARATIONxxBOLT INSTALLATION
xx FINAL INSTALLED CONDITION
xx SURFACE COATING REPAIR
x POST CONSTRUCTION PHOTOGRAPHS
xx FINAL INFIELD CONDITION
PHOTOS OF ELEVATED MODIFICATIONS TAKEN ONLY FROM THE GROUND SHALL BE CONSIDERED INADEQUATE.
THIS IS NOT A COMPLETE LIST OF REQUIRED PHOTOS, FOR A COMPLETE LIST OF PHOTOS SEE CED-SOW-10007.
MODIFICATION INSPECTION NOTES
MODIFICATION
INSPECTION
CHECKLIST
0
X
MI CHECKLIST
REQUIRED REPORT ITEM APPLICABLE
CROWN DOC #BRIEF DESCRIPTION
PRE-CONSTRUCTION
MI CHECKLIST DRAWING THIS CHECKLIST SERVES AS A GUIDELINE FOR THE REQUIRED CONSTRUCTION DOCUMENTS AND
INSPECTIONS FOR THIS MODIFICATION.
EOR APPROVED SHOP DRAWINGS
ONCE THE PRE-MODIFICATION MAPPING IS COMPLETE AND PRIOR TO FABRICATION, THE CONTRACTOR SHALL
PROVIDE DETAILED ASSEMBLY DRAWINGS AND/OR SHOP DRAWINGS. THESE ARE TO INCLUDE, BUT ARE NOT
LIMITED TO, A VISUAL LAYOUT OF NEW REINFORCEMENT, EXISTING REINFORCEMENT CONFIGURATION,
PORTHOLES, MOUNTS, STEP PEGS, SAFETY CLIMBS AND ANY OTHER MISCELLANEOUS ITEMS WHICH MAY
AFFECT SUCCESSFUL INSTALLATION OF MODIFICATIONS ON THE TOWER. THESE DRAWINGS SHALL BE
SUBMITTED TO THE EOR FOR APPROVAL. SHOP DRAWINGS SUBMISSION SHALL INCLUDE THE EOR RFI FORM
DETAILING ANY CHANGES FROM THE ORIGINAL DESIGN.
FABRICATION INSPECTION
A LETTER FROM THE FABRICATOR, STATING THAT THE WORK WAS PERFORMED IN ACCORDANCE WITH
INDUSTRY STANDARDS AND THE CONTRACT DOCUMENTS, SHALL BE PROVIDED TO THE MI INSPECTOR FOR
INCLUSION IN THE MI REPORT.
FABRICATOR CERTIFIED WELD INSPECTION A CWI SHALL INSPECT ALL WELDING PERFORMED ON STRUCTURAL MEMBERS DURING FABRICATION. A
WRITTEN REPORT SHALL BE PROVIDED TO THE MI INSPECTOR FOR INCLUSION IN THE MI REPORT.
MATERIAL TEST REPORTS (MTR)MATERIAL TEST REPORTS SHALL BE PROVIDED FOR MATERIAL USED AS REQUIRED PER SECTION 9.2.5 OF
CED-SOW-10007. MTRS SHALL BE PROVIDED TO THE MI INSPECTOR FOR INCLUSION IN THE MI REPORT.
FABRICATOR NDE INSPECTION REPORT
CRITICAL SHOP WELDS THAT REQUIRE TESTING ARE NOTED ON THESE CONTRACT DRAWINGS. A CERTIFIED
NDT INSPECTOR SHALL PERFORM NON-DESTRUCTIVE EXAMINATION AND A REPORT SHALL BE PROVIDED TO
THE MI INSPECTOR FOR INCLUSION IN THE MI REPORT.
NDE OF MONOPOLE BASE PLATE A NDE OF THE POLE TO BASE PLATE CONNECTION IS REQUIRED AND A WRITTEN REPORT SHALL BE PROVIDED
TO THE MI INSPECTOR FOR INCLUSION IN THE MI REPORT.
PACKING SLIPS PACKING/SHIPPING LIST FOR ALL MATERIAL THAT WAS USED DURING CONSTRUCTION OF THE MODIFICATION.
ADDITIONAL TESTING AND INSPECTIONS:
CONSTRUCTION
FOUNDATION INSPECTIONS
A VISUAL OBSERVATION OF THE EXCAVATION AND REBAR SHALL BE PERFORMED BEFORE PLACING THE
CONCRETE. A VISUAL OBSERVATION OF THE REBAR SHALL BE PERFORMED BEFORE PLACING THE EPOXY. A
SEALED WRITTEN REPORT SHALL BE PROVIDED TO THE MI INSPECTOR FOR INCLUSION IN THE MI REPORT.
CONCRETE COMP. STRENGTH AND SLUMP TEST THE CONCRETE MIX DESIGN, SLUMP TEST, AND COMPRESSIVE STRENGTH TESTS SHALL BE PROVIDED AS
PART OF THE FOUNDATION REPORT.
EARTHWORK FOUNDATION SUB-GRADES SHALL BE INSPECTED AND APPROVED BY AN APPROVED FOUNDATION INSPECTOR
AND RESULTS INCLUDED AS PART OF THE FOUNDATION REPORT.
MICROPILE/ROCK ANCHOR
MICROPILES/ROCK ANCHORS SHALL BE INSPECTED BY THE FOUNDATION INSPECTION VENDOR AND SHALL BE
INCLUDED AS PART OF THE FOUNDATION INSPECTION REPORT, ADDITIONAL TESTING AND/OR INSPECTION
REQUIREMENTS ARE NOTED IN THESE CONTRACT DOCUMENTS.
POST-INSTALLED ANCHOR ROD VERIFICATION
POST INSTALLED ANCHOR ROD VERIFICATION SHALL BE PERFORMED IN ACCORDANCE WITH CROWN
REQUIREMENTS AND A REPORT SHALL BE PROVIDED TO THE MI INSPECTOR FOR INCLUSION IN THE MI
REPORT.
BASE PLATE GROUT VERIFICATION
THE GENERAL CONTRACTOR SHALL PROVIDE DOCUMENTATION TO THE MI INSPECTOR THAT CERTIFIES THAT
THE GROUT WAS REMOVED AND/OR INSTALLED IN ACCORDANCE WITH CROWN REQUIREMENTS FOR
INCLUSION IN THE MI REPORT.
FIELD CERTIFIED WELD INSPECTION
A CROWN APPROVED CERTIFIED WELD INSPECTOR SHALL INSPECT AND TEST FIELD WELDS, FOLLOWING ALL
PROCEDURES SPECIFIED IN CROWN STANDARD DOCUMENTS APPLICABLE TO WELD INSPECTIONS. A REPORT
SHALL BE PROVIDED. NDE OF FIELD WELDS SHALL BE PERFORMED AS REQUIRED BY CROWN STANDARDS
AND CONTRACT DOCUMENTS. THE NDE REPORT SHALL BE INCLUDED IN THE CWI REPORT.
ON-SITE COLD GALVANIZING VERIFICATION
THE GENERAL CONTRACTOR SHALL PROVIDE WRITTEN AND PHOTOGRAPHIC DOCUMENTATION TO THE MI
INSPECTOR VERIFYING THAT ANY ON-SITE COLD GALVANIZING WAS APPLIED PER MANUFACTURER
SPECIFICATIONS AND APPLICABLE STANDARDS.
TENSION TWIST AND PLUMB THE GENERAL CONTRACTOR SHALL PROVIDE A REPORT IN ACCORDANCE WITH APPLICABLE STANDARDS
DOCUMENTING TENSION TWIST AND PLUMB.
GC AS-BUILT DRAWINGS
THE GENERAL CONTRACTOR SHALL SUBMIT A LEGIBLE COPY OF THE ORIGINAL DESIGN DRAWINGS EITHER
STATING "INSTALLED AS DESIGNED" OR NOTING ANY CHANGES THAT WERE REQUIRED AND APPROVED BY
THE ENGINEER OF RECORD. EOR/RFI FORMS APPROVING ALL CHANGES SHALL BE SUBMITTED.
ADDITIONAL TESTING AND INSPECTIONS:
POST-CONSTRUCTION
CONSTRUCTION COMPLIANCE LETTER
A LETTER FROM THE GENERAL CONTRACTOR STATING THAT THE WORKMANSHIP WAS PERFORMED IN
ACCORDANCE WITH INDUSTRY STANDARDS AND THESE CONTRACT DRAWINGS, INCLUDING LISTING
ADDITIONAL PARTIES TO THE MODIFICATION PROCESS.
POST-INSTALLED ANCHOR ROD PULL TESTS POST-INSTALLED ANCHOR RODS SHALL BE TESTED BY A CROWN APPROVED PULL TEST INSPECTOR AND A
REPORT SHALL BE PROVIDED INDICATING TESTING RESULTS.
PHOTOGRAPHS
PHOTOGRAPHS SHALL BE SUBMITTED TO THE MI. PHOTOS SHALL DOCUMENT ALL PHASES OF THE
CONSTRUCTION. THE PHOTOS SHALL BE ORGANIZED IN A MANNER THAT EASILY IDENTIFIES THE EXACT
LOCATION OF THE PHOTO.
BOLT HOLE INSTALLATION VERIFICATION REPORT
THE MI INSPECTOR SHALL VERIFY THE INSTALLATION AND TIGHTNESS 10% OF ALL NON PRE-TENSIONED
BOLTS INSTALLED AS PART OF THE MODIFICATION. THE MI INSPECTOR SHALL LOOSEN THE NUT AND VERIFY
THE BOLT HOLE SIZE AND CONDITION. THE MI REPORT SHALL CONTAIN THE COMPLETED BOLT INSTALLATION
VERIFICATION REPORT, INCLUDING THE SUPPORTING PHOTOGRAPHS.
PUNCHLIST DEVELOPMENT AND CORRECTION DOCUMENTATION FINAL PUNCHLIST INDICATING ALL NONCONFORMANCE(S) IDENTIFIED AND THE FINAL RESOLUTION/APPROVAL.
MI INSPECTOR REDLINE OR RECORD DRAWING(S)THE MI INSPECTOR SHALL OBSERVE AND REPORT ANY DISCREPANCIES BETWEEN THE CONTRACTOR'S
REDLINE DRAWING AND THE ACTUAL COMPLETED INSTALLATION.
ADDITIONAL TESTING AND INSPECTIONS:
X
X
X
X
X
NA
X
NA
NA
NA
NA
NA
NA
NA
NA
X
NA
X
NA
X
NA
X
NA
X
X
NA
THE MI CHECKLIST SHALL BE REVIEWED PRIOR TO THE START OF CONSTRUCTION. ALL PARTIES TO THE MODIFICATION SHALL UNDERSTAND CROWN REQUIREMENTS AND INSPECTION/DOCUMENTATION THAT IS APPLICABLE TO THE SCOPE OF WORK THEY ARE
PERFORMING. ERRORS ON THE MI CHECKLIST SHALL BE BROUGHT TO THE ATTENTION OF THE CROWN POC AND EOR AS SOON AS POSSIBLE.
CED-SOW-10007
CED-SOW-10007
CED-SOW-10007
CED-SOW-10007
CED-STD-10069
CED-SOW-10007
CED-SOW-10066
CED-STD-10069
ENG-SOW-10033
CED-SOW-10007
CED-SOW-10144
CED-SOW-10144
CED-SOW-10144
CED-SOW-10144
CED-SOW-10007
ENG-STD-10323
CED-SOW-10066
CED-STD-10069
CON-STD-10149
CED-FRM-10358
CED-PRC-10182
CED-STD-10261
CED-SOW-10007
CED-SOW-10007
CED-FRM-10358
CED-PRC-10119
CED-SOW-10007
CED-SOW-10007
CED-PRC-10283
CED-FRM-10285
CED-SOW-10007
06/30/23 01/24/23
Saijun Zhou
Digitally signed by Saijun
Zhou
Date: 2023.01.24 13:37:31
-06'00'
S-3
NOTES
.
NO.DATE DESCRIPTION BY
REVISIONS
THIS DRAWING IS COPYRIGHTED AND IS THE
SOLE PROPERTY OF CROWN CASTLE. IT IS
PRODUCED SOLELY FOR USE BY CROWN
CASTLE AND ITS AFFILIATES. REPRODUCTION
OR USE OF THIS DRAWING AND/OR THE
INFORMATION CONTAINED IN IT IS FORBIDDEN
WITHOUT THE WRITTEN PERMISSION OF
CROWN CASTLE.
SITE NAME: SANTA ANITA
BU NUMBER: 877948
WO NUMBER: 2197400
SITE ADDRESS:
35 W. ST JOSEPH ST.
ARCADIA, CA 91007
LOS ANGELES COUNTY, USA
ENG/QA BY:
DFT BY:
DFT/QA BY:
APRV'D BY:
SCALE: N.T.S.
DATE:
DATE:
DATE:
DATE:
REV
MEB 01/20/23
BF 01/20/23
BF 01/24/23
MEB 01/24/23
0
GENERAL NOTES
1. The General Contractor (GC) shall reference CON-STD-10159, "Tower
Modification Construction Specifications", as a continuation of the following
General Notes. The GC shall keep a printed or electronic copy of this
document with the Structural Design Drawings (SDD) at all times, in a location
accessible to all Contractor Personnel, and shall ensure that all Contractor
Personnel are aware of the information enclosed within the General Notes and
CON-STD-10159.
2. The Contract Documents are the property of Crown Castle (Crown). They are
provided to the GC and its Lower Tier Contractors and material suppliers for
the limited purpose of use in completing the Work for this Site, and shall be
kept in strict confidence and not disclosed to any third parties. The Contract
Documents shall not be used for any other purpose whatsoever without the
prior written consent of Crown.
3. Detail drawings, including notes and tables, shall govern over general notes
and typical details. Contact the Crown Point of Contact (POC) and Engineer of
Record (EOR) for clarification as needed.
4. Do not scale drawings.
5. Any Work performed without a prefabrication mapping is done at the risk of the
GC and/or fabricator. All dimensions of existing structural elements are
assumed based on the available documentation and are preliminary until
field-verified by the GC, unless noted otherwise (UNO). Where discrepancies
are found, GC shall contact the Crown POC and EOR through RFI.
6. For this analysis and modification, the tower has been assumed to be in good
condition without any structural defects, UNO. If the GC discovers any
indication of an existing structural defect, contact the Crown POC and EOR
immediately.
7. 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 GC 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) and Crown standard CED-STD-10253, "Rigging Program",
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).
8. The structural integrity of the modification design extends to the complete
condition only. The GC must be cognizant that the removal of any structural
component of an existing tower has the potential to cause the partial or
complete collapse of the structure. All necessary precautions must be taken to
ensure structural integrity, including, but not limited to, engineering assessment
of construction stresses with installation maximum wind speed and/or
temporary bracing and shoring.
9. Aerial and underground utilities and facilities may or may not be shown on the
drawings. The GC shall take every precaution to preserve and protect these
items, which may include aerial or underground power lines, telephone lines,
water lines, sewer lines, cable television facilities, pipelines, structures and
other public and private improvements within or adjacent to the Work area. The
responsibility for determining the actual on-site location of these items shall
rest exclusively with the GC.
10. All manufacturer's hardware assembly instructions shall be followed, UNO.
Conflicting notes shall be brought to the attention of the EOR and the Crown
POC.
11. The GC shall fabricate all required items per the materials specified below,
UNO on the detail drawing sheets. If the GC finds for any component that the
materials have not been clearly specified, the GC shall submit an RFI to the
EOR to confirm the required material.
All structural elements shall be new and shall conform to the following
requirements, UNO:
Monopoles:
x Structural shapes and plates: ASTM A572 Grade 65 (FY = 65 KSI)
x Welding electrodes, SMAW: E80XX
x Welding electrodes, FCAW: E8XT-XX
x Welding electrodes, GMAW: ER80S-X
Self-Support and Guyed Towers:
x Structural shapes and plates: ASTM A572 Grade 50 (FY = 50 KSI)
x Welding electrodes, SMAW: E70XX
x Welding electrodes, FCAW: E7XT-XX
x Welding electrodes, GMAW: ER70S-X
All tower types:
x Steel angle: ASTM A572 Grade 50 (FY = 50 KSI)
x Solid rod: ASTM A36 (FY = 36 KSI)
x Pipe/tube (round): ASTM A500 Grade C (FY = 46 KSI)
x Pipe/tube (square): ASTM A500 Grade C (FY = 50 KSI)
x Bolts: ASTM F3125 Grade A325 Type 1
x U-bolts: ASTM A307 Grade A, or SAE J429 Grade 2
x Nuts: ASTM A563 Grade DH
x Washers: ASTM F436 Type 1
x Guy Wires: ASTM A475 Grade EHS
x Bridge Strand: ASTM A586 Grade 1
12. After fabrication, hot-dip galvanize all steel items, UNO. Galvanize per ASTM
A123, ASTM A153/A153M, or ASTM A653 G90, as applicable. ASTM A490
bolts shall not be hot-dip galvanized, but shall instead be coated with Magni
565 or EOR approved equivalent, per ASTM F2833.
13. Contractor Personnel shall not drill holes in any new or existing structural
members, other than those drilled holes shown on structural drawings, without
the approval of the EOR.
14. For a list of Crown-approved cold galvanizing compounds, refer to
CON-STD-10149, “Tower Protective Coatings Guidelines”.
15. All exposed structural steel as the result of this scope of Work including welds
(after final inspection of the weld by the CWI), field drilled holes, and shaft
interiors (where accessible), shall be cleaned and two (2) coats cold
galvanizing shall be applied by brush in accordance with CON-STD-10149,
“Tower Protective Coatings Guidelines”. Photo documentation is required to be
submitted to the MI Inspector.
16. If removal of existing modifications is required per the modification scope, the
GC shall clean and cold galvanize any existing empty bolt holes, UNO. If
additional unexpected, oversized, or slotted holes are found, the GC shall
contact the EOR and Crown POC for guidance prior to proceeding with the
modifications.
17. All Work involving base plate grout scope items or resulting in disturbance of
base plate grout shall reference ENG-STD-10323, "Base Plate Grout", and
shall follow any Base Plate Grout Removal Notes contained herein.
18. If scope of modification involves bark removal or installation, the GC shall
reference CED-SOW-10265, "Tree Concealment for Monopoles", as well as
CED-STD-10395, "Installation Guidelines for Bark Surfaces".
19. If scope of modification involves concealment components including branching,
the GC shall reference CED-CAT-10398 “Monopole Concealed Decorative
Structures (CDS) Approved Components”. All new branch installations require
tethering.
20. If scope of modification involves cathodic protection, the GC shall reference
CED-SOW-10397, "Cathodic Protection Installation, Replacement, and
Enhancement".
21. All tower grounding affected by the Work shall be repaired or replaced in
accordance with OPS-STD-10090, "Tower Grounding", and OPS-BUL-10133,
"Grounding Repair Recommendation".
22. If scope of modification requires removal or covering of tower ID tag, the tag
must be replaced.
23. Any hardware removed from the existing tower shall be replaced with new
hardware of equal size and quality, UNO. No existing fasteners shall be reused.
24. All joints using ASTM A325 or A490 bolts, U-bolts, V-bolts, and threaded rods
shall be snug tightened, UNO.
25. A nut locking device shall be installed on all proposed and/or replaced snug
tightened ASTM A325 or A490 bolts, U-bolts, V-bolts, and threaded rods.
26. All joints are bearing type connections UNO. If no bolt length is given in the Bill
of Materials, the connection may include threads in the shear planes, and the
GC is responsible for sizing the length of the bolt.
27. Blind bolts shall be installed per the installation specifications on the
corresponding Approved Fastener sheets contained in CON-CAT-10300,
"Monopole Standard Drawings and Approved Reinforcement Components".
28. If ASTM A325 or A490 bolts, and/or threaded rods are specified to be
pre-tensioned, these shall be installed and tightened to the pretensioned
condition according to the requirements of the RCSC Specification for
Structural Joints Using ASTM High Strength Bolts.
29. 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.
06/30/23 01/24/23
Saijun Zhou Digitally signed by Saijun Zhou
Date: 2023.01.24 13:38:33
-06'00'
S-4
NOTES
.
NO.DATE DESCRIPTION BY
REVISIONS
THIS DRAWING IS COPYRIGHTED AND IS THE
SOLE PROPERTY OF CROWN CASTLE. IT IS
PRODUCED SOLELY FOR USE BY CROWN
CASTLE AND ITS AFFILIATES. REPRODUCTION
OR USE OF THIS DRAWING AND/OR THE
INFORMATION CONTAINED IN IT IS FORBIDDEN
WITHOUT THE WRITTEN PERMISSION OF
CROWN CASTLE.
SITE NAME: SANTA ANITA
BU NUMBER: 877948
WO NUMBER: 2197400
SITE ADDRESS:
35 W. ST JOSEPH ST.
ARCADIA, CA 91007
LOS ANGELES COUNTY, USA
ENG/QA BY:
DFT BY:
DFT/QA BY:
APRV'D BY:
SCALE: N.T.S.
DATE:
DATE:
DATE:
DATE:
REV
MEB 01/20/23
BF 01/20/23
BF 01/24/23
MEB 01/24/23
0
PORT HOLE NOTES
1. All surfaces of the port hole rim itself as well as all exterior structural steel areas affected by welding, including weld
metal, shall be galvanized in accordance with ASTM A780.
2. The following criteria are required for adherence to this standard.
A. Use rim as template for cutting hole in monopole. Care shall be taken to minimize the root opening (AWS tolerances
allow a maximum of 0.19").
B. Provide minimum 24" clear vertical separation between rim and other openings in monopole. Align ports on same
azimuth as existing ports.
C. Maximum variance of port hole center elevation shall not be greater than 6".
D. Provide 90° minimum radial separation or two times the hole width clear circumferential separation between rim and
adjacent opening in monopole, whichever is greatest. 18-sided pole with 4 ports shall not be allowed.
E. Edge of opening for the exit port must be at least 24" from splice.
F. Grind all edges of cut opening, achieving a bevel angle of 45° and removing the zinc from the weld area plus 1/4".
Ensure all weld areas and surfaces are clean and free of zinc and loose particles. Zinc shall not be allowed to
contaminate the weld.
G. Position the rim as required and securely tack weld. Finish welding the rim with bevel weld and reinforcing fillet weld
size as determined from the design method.
H. Repair with galvanized coating. Both inside and outside should be brush-coated with 2 coats of zinc-rich paint.
Apply in strict accordance with the manufacturer's recommendations. Paint over repaired surfaces to match
monopole.
06/30/23 01/24/23
Saijun Zhou Digitally signed by Saijun Zhou
Date: 2023.01.24 13:39:17 -06'00'
POLE SPECIFICATIONS
TOWER TAPER:
BASE PL STEEL:
ANCHOR RODS:
N/A
ASTM A36
1 1/2"Ø ASTM A36
EXISTING SHAFT SECTION DATA
SHAFT
SECTION
SECTION
LENGTH (FT)
PLATE
THICKNESS
(IN)
DIAMETER ACROSS FLATS OR
OF ROUND SECTION (IN)
@ TOP @ BOTTOM
SECTION
SHAPE
SECTION
GRADE (KSI)
FLANGE
PLATE
GRADE (KSI)
LAP SPLICE
(IN)
19.98 0.2500 18.000 18.000
2 25.82 0.2500
N/A 24.000 24.000
NOTE: DIMENSIONS SHOWN DO NOT INCLUDE GALVANIZING TOLERANCES
35
35
36
36
1 ROUND
ROUND
BASE SEISMIC SHEAR VS= 4.455 kips
MOMENT = 236 kips-ft
DOWN = 13 kips
SHEAR = 4 kips
DESIGN LOADS
FOUNDATION LOADS
EQUIVALENT LATERAL FORCE PROCEDURE
PER ASCE 7 SECTION 12.8.1
I = 1
SS = 1.976
S1 = 0.727
SITE CLASS D
SDS = 1.5808
SD1 = 0.8239
VS = 4.455
CS = 0.5077
R = 1.5
SEISMIC DESIGN CATEGORY D
NON BUILDING STRUCTURE NOT SIMILAR TO BUILDING
SEISMIC DESIGN
0.0 FT
TOP OF
BASE PLATE POLE ELEVATION BASE LEVEL DRAWING
45.8 FT POLE MODIFICATION SCHEDULE
ELEVATION (FT) REFERENCE SHEETMODIFICATION
PRIOR TO FABRICATION AND INSTALLATION, CONTRACTOR SHALL FIELD VERIFY
ALL LENGTHS AND QUANTITIES GIVEN. LENGTH AND QUANTITIES PROVIDED
ARE FOR QUOTING PURPOSES ONLY, AND SHALL NOT BE USED FOR FABRICATION.
N/A N/APAINT ALL NEW MODIFICATIONS TO MATCH
EXISTING TOWER FINISH (PER CON-STD-10149)E
FOR PARTS NOT DETAILED WITHIN THE DRAWING AND STARTING WITH "CCI-", SEE THE
FOLLOWING CATALOG FOR DETAILS: CON-CAT-10300, MONOPOLE STANDARD DRAWINGS
AND APPROVED REINFORCEMENT COMPONENTS NOTE:
1. ALL WORK INVOLVING EXISTING CARRIER EQUIPMENT REQUIRES COORDINATION W/
CROWN CASTLE & EQUIPMENT OWNER.
FIELD VERIFY EXISTING FLANGE PLATE
GEOMETRY & PERFORM VISUAL INSPECTION
OF EXISTING MONOPOLE SHAFT TO EXISTING
FLANGE PLATE CONNECTION
C 45.8 S-6
B 45.8 S-6REMOVE EXISTING TOP HAT
D 45.8 - 59.8 S-6INSTALL NEW TOWER EXTENSION
REMOVE & REPLACE CARRIER MOUNT AS
REQUIRED. REPLACEMENT OF EXISTING CARRIER
T-ARM MOUNT W/ SIMILAR MAY BE REQUIRED.
COORDINATE W/ CROWN CASTLE (SEE NOTE 1)
A 45.8 S-5
59.8 FT
D
A B C
(OTHER CONSIDERED EQUIPMENT)
(5) 1-1/4" TO 46 FT LEVEL
(PROPOSED EQUIPMENT CONFIGURATION)
(1) 1-3/8" TO 58 FT LEVEL
S-5
POLE
MODIFICATION
SCHEDULE
.
NO. DATE DESCRIPTION BY
REVISIONS
THIS DRAWING IS COPYRIGHTED AND IS THE
SOLE PROPERTY OF CROWN CASTLE. IT IS
PRODUCED SOLELY FOR USE BY CROWN
CASTLE AND ITS AFFILIATES. REPRODUCTION
OR USE OF THIS DRAWING AND/OR THE
INFORMATION CONTAINED IN IT IS FORBIDDEN
WITHOUT THE WRITTEN PERMISSION OF
CROWN CASTLE.
SITE NAME: SANTA ANITA
BU NUMBER: 877948
WO NUMBER: 2197400
SITE ADDRESS:
35 W. ST JOSEPH ST.
ARCADIA, CA 91007
LOS ANGELES COUNTY, USA
ENG/QA BY:
DFT BY:
DFT/QA BY:
APRV'D BY:
SCALE: N.T.S.
DATE:
DATE:
DATE:
DATE:
REV
MEB 01/20/23
BF 01/20/23
BF 01/24/23
MEB 01/24/23
0
01/24/2306/30/23
Saijun Zhou
Digitally signed by Saijun
Zhou
Date: 2023.01.24 13:44:38
-06'00'
FIELD VERIFY EXISTING
CLIMBING PATH AZIMUTH &
ALIGN NEW SHAFT ASSEMBLY
A-A
S-6
59.8 FT
EXISTING
MONOPOLE SHAFT
NEW 5/8"Ø PRE-TENSIONED
BOLT ASSEMBLY
(TYP 15)
EXISTING 1 1/2" THK x 30.1"Ø
FLANGE PLATE
(SEE NOTE 2)
PRE-TENSIONED BOLT ASSEMBLY
FLAT WASHER
NUT
NOTES:
1. FULLY PRE-TENSION BOLTS USING THE "TURN OF NUT" METHOD IN ACCORDANCE WITH
THE AISC STEEL CONSTRUCTION MANUAL (LATEST EDITION).
2. FIELD VERIFY EXISTING FLANGE PLATE GEOMETRY DURING PRE-CON & NOTIFY CROWN
EOR OF ANY DEVIATIONS FROM PLANS.
3. CONNECTION BETWEEN EXISTING MONOPOLE SHAFT & EXISTING FLANGE PLATE IS
ASSUMED TO BE GREATER THAN OR EQUAL TO A 1/4" FILLET WELD. IF 1/4" FILLET WELD
IS NOT FOUND ON EXTERIOR OF FLANGE, CONTACT CROWN EOR WITH TYPE & SIZE OF
WELD FOR EVALUATION PRIOR TO INSTALLING NEW TOWER EXTENSION.
TYPICAL BOLT ASSEMBLY
A325N BOLT
LOCK WASHER
NUT
A325N BOLT
SEE NOTE 1
A
S-6
COVER PLATE
A-A
S-6
TOP FLANGE CONNECTION
B-B
S-6
BOTTOM FLANGE CONNECTION
S-6
A
NEW 1"Ø BOLT ASSEMBLY
(TYP 4)
#X1
NEW SHAFT ASSEMBLY
REF S-7
FIELD VERIFY EXISTING FLANGE
PLATE GEOMETRY & PERFORM
VISUAL INSPECTION OF EXISTING
MONOPOLE SHAFT TO EXISTING
FLANGE PLATE CONNECTION
(SEE NOTES 2 & 3)
#X1
NEW SHAFT ASSEMBLY
#X2
NEW COVER PLATE
REF S-8
NEW BOLT ASSEMBLY
(TYP)#X1
NEW SHAFT ASSEMBLY
ELEVATION VIEW
45.8 FT
B-B
S-6
EXISTING TOP HAT
TO BE REMOVED
EXISTING 1/4" THK
MONOPOLE SHAFT
S-6
DETAILS
.
NO.DATE DESCRIPTION BY
REVISIONS
THIS DRAWING IS COPYRIGHTED AND IS THE
SOLE PROPERTY OF CROWN CASTLE. IT IS
PRODUCED SOLELY FOR USE BY CROWN
CASTLE AND ITS AFFILIATES. REPRODUCTION
OR USE OF THIS DRAWING AND/OR THE
INFORMATION CONTAINED IN IT IS FORBIDDEN
WITHOUT THE WRITTEN PERMISSION OF
CROWN CASTLE.
SITE NAME: SANTA ANITA
BU NUMBER: 877948
WO NUMBER: 2197400
SITE ADDRESS:
35 W. ST JOSEPH ST.
ARCADIA, CA 91007
LOS ANGELES COUNTY, USA
ENG/QA BY:
DFT BY:
DFT/QA BY:
APRV'D BY:
SCALE: N.T.S.
DATE:
DATE:
DATE:
DATE:
REV
MEB 01/20/23
BF 01/20/23
BF 01/24/23
MEB 01/24/23
0
06/30/23 01/24/23
Saijun Zhou Digitally signed by Saijun Zhou
Date: 2023.01.24 13:39:48
-06'00'
D-D
S-7
BOTTOM FLANGE WELD DETAIL
STEP BOLT CLIPS OMITTED
E70XX
CJP
INSPECT BY UT
TYP
38
E70XX
BACK GOUGE - CJP
INSPECT BY UT
TYP
#x1b
#x1d
(TYP 3)
E70XX
TYP 516
516 (316)
(316)
A-A
S-7
NEW PORT HOLE
(TYP 3)
PORT HOLE WELD DETAIL
STEP BOLT CLIPS OMITTED
E70XX
CJP
INSPECT BY UT
38
45
#x1b
REF S-8
#x1d
REF S-8
(TYP)
#x1a
REF S-8
NEW J-HOOK
(TYP)
#x1a
45
14
45
14
45
#x1e
REF S-8
(TYP 6)
#x1a
(1) SHAFT ASSEMBLY
#X1 / 1432.3#
NOTES:
1. REFERENCE CROWN CASTLE APPROVED REINFORCEMENT COMPONENTS CATALOG
FOR ADDITIONAL CLIMBING FACILITIES SPECIFICATIONS AND REQUIREMENTS.
2. ALL HOLES TO BE SHOP FABRICATED, UNLESS NOTED OTHERWISE.
3. FOR PORT HOLE INSTALLATION CRITERIA, REFER TO PORT HOLE NOTES ON S-4.
4. ALL PORT HOLES MUST INCLUDE J-HOOKS.
5. FULL ASSEMBLY TO BE HOT-DIP GALVANIZED PER ASTM A153 / A153M OR A123, AS
APPLICABLE.
6. STEP BOLT CLIP WELDS ARE SUBJECT TO AWS D1.1 AND MUST BE INSPECTED BY A CWI.
REFER TO DOCUMENT "ENG-STD-10069 GC CWI REQUIREMENT STANDARD" FOR CWI
REQUIREMENTS.
7. STEP BOLT CLIPS SHALL BE SHOP WELDED.
8. STEP BOLT CLIPS SHALL BE WELDED IN PLACE PRIOR TO HOT DIP GALVANIZING THE
WELDMENT.
9. CENTER TO CENTER STAGGERED SPACING SHOULD BE MATCHED TO EXISTING FIELD
CONDITIONS. STAGGERED SPACING SHALL BE A MINIMUM OF 10" AND MAXIMUM OF 16",
IN THE VERTICAL DIRECTION.
10. HORIZONTAL SPREAD IS NOT TO EXCEED 24".
B-B
S-7
STEP BOLT CLIP ORIENTATION
#CCI-SB-0100
NEW STEP BOLT CLIP
(TYP)
#x1a
STEP BOLT CLIP WELD DETAIL
E70XX316
E70XX316
#CCI-SB-0100
NEW STEP BOLT CLIP#x1a
#CCI-SB-0100
NEW STEP BOLT CLIP
(TYP)
1'
-
0
"
(T
Y
P
)
(18)14
E70XX
TYP
716
45
24
"
M
I
N
I
M
U
M
48
"
M
A
X
I
M
U
M
(T
Y
P
)
10
'
-
1
"
D-D
S-7
A-A
S-7
B-B
S-7
C-C
S-7
18" MINIMUM
24" MAXIMUM
HORIZONTAL SPREAD
(TYP)
10
"
M
I
N
I
M
U
M
16
"
M
A
X
I
M
U
M
(T
Y
P
)
6"
(T
Y
P
)
NEW PORT HOLE 6" x 12" x 5/8" x 3 1/2"
MFR: NEWAVE, MFR PART # PORT-6X12H, OR
MFR: SABRE, MFR PART # C30-138-153G,
Fy=65KSI. INSTALL IN ACCORDANCE
WITH PORT HOLE NOTES ON S-4
(TYP)
14
'
-
0
"
#x1c
REF S-8
1"
(T
Y
P
)
3
1
/
2
"
(T
Y
P
)
120°
(TYP)
60°
(TYP)
60°
(TYP)
120°
(TYP)
C-C
S-7
STEP BOLT CLIP ORIENTATION
#CCI-SB-0100
NEW STEP BOLT CLIP
(TYP)
#x1a
(18)14
E70XX
TOP & SIDES
TYP
716
45
5"
(T
Y
P
)
7"
(T
Y
P
)
120°
(TYP)
S-7
DETAILS
.
NO.DATE DESCRIPTION BY
REVISIONS
THIS DRAWING IS COPYRIGHTED AND IS THE
SOLE PROPERTY OF CROWN CASTLE. IT IS
PRODUCED SOLELY FOR USE BY CROWN
CASTLE AND ITS AFFILIATES. REPRODUCTION
OR USE OF THIS DRAWING AND/OR THE
INFORMATION CONTAINED IN IT IS FORBIDDEN
WITHOUT THE WRITTEN PERMISSION OF
CROWN CASTLE.
SITE NAME: SANTA ANITA
BU NUMBER: 877948
WO NUMBER: 2197400
SITE ADDRESS:
35 W. ST JOSEPH ST.
ARCADIA, CA 91007
LOS ANGELES COUNTY, USA
ENG/QA BY:
DFT BY:
DFT/QA BY:
APRV'D BY:
SCALE: N.T.S.
DATE:
DATE:
DATE:
DATE:
REV
MEB 01/20/23
BF 01/20/23
BF 01/24/23
MEB 01/24/23
0
06/30/23 01/24/23
Saijun Zhou Digitally signed by Saijun Zhou
Date: 2023.01.24 13:40:17
-06'00'
NOTE:
1. ALL HOLES TO BE SHOP FABRICATED, UNLESS NOTED OTHERWISE.
(1) PL 1 1/2 x 26"Ø (A572-50)
#x1c / 160.2#
1 1/8"Ø HOLE
23.5" B.C.
(TYP 12)
(1) PL 1 1/2 x 30.1"Ø (A572-50)
#x1b / 195.1#
14"Ø HOLE
SHADED PORTION
TO BE REMOVED
(TYP)
(1) P 18.000 x 0.375 x 13'-9" LONG (A53-B-35)
#x1a / 971.4#
1/2"
R3/4"
(6) SR 1/2 x 7 3/4" LONG (A36)
#x1e / 0.4#
(3) PL 5/8 x 7 x 2'-3 15/16" LONG (A572-50)
#x1d / 34.4#
3/4"Ø HOLE
27.1" B.C.
FIELD VERIFY EXISTING B.C.
& HOLE SPACING PRIOR TO
FABRICATION
(TYP 15)
(1) PL 1/4 x 26"Ø (A36)
#X2 / 37.6#
7"
1/8"
(TYP)
R3/4"
(TYP)
4"
3"
2 1/2"
R5/8"
(TYP)
18°
(TYP)
120°
(TYP)
14"Ø HOLE
4"
(TYP)
1 1/8"Ø HOLE
23.5" B.C.
(TYP 4)
6"
1'
-
0
"
45°
(TYP)
S-8
DETAILS
.
NO.DATE DESCRIPTION BY
REVISIONS
THIS DRAWING IS COPYRIGHTED AND IS THE
SOLE PROPERTY OF CROWN CASTLE. IT IS
PRODUCED SOLELY FOR USE BY CROWN
CASTLE AND ITS AFFILIATES. REPRODUCTION
OR USE OF THIS DRAWING AND/OR THE
INFORMATION CONTAINED IN IT IS FORBIDDEN
WITHOUT THE WRITTEN PERMISSION OF
CROWN CASTLE.
SITE NAME: SANTA ANITA
BU NUMBER: 877948
WO NUMBER: 2197400
SITE ADDRESS:
35 W. ST JOSEPH ST.
ARCADIA, CA 91007
LOS ANGELES COUNTY, USA
ENG/QA BY:
DFT BY:
DFT/QA BY:
APRV'D BY:
SCALE: N.T.S.
DATE:
DATE:
DATE:
DATE:
REV
MEB 01/20/23
BF 01/20/23
BF 01/24/23
MEB 01/24/23
0
01/24/2306/30/23
Saijun Zhou
Digitally signed by Saijun
Zhou
Date: 2023.01.24 13:40:40
-06'00'
S-1
TITLE PAGE
NO.DATE DESCRIPTION BY
REVISIONS
THIS DRAWING IS COPYRIGHTED AND IS THESOLE PROPERTY OF CROWN CASTLE. IT IS
PRODUCED SOLELY FOR USE BY CROWNCASTLE AND ITS AFFILIATES. REPRODUCTIONOR USE OF THIS DRAWING AND/OR THE
INFORMATION CONTAINED IN IT IS FORBIDDENWITHOUT THE WRITTEN PERMISSION OFCROWN CASTLE.
SITE NAME: SANTA ANITA
BU NUMBER: 877948
WO NUMBER: 2197400
SITE ADDRESS:
35 W. ST JOSEPH ST.
ARCADIA, CA 91007
LOS ANGELES COUNTY, USA
ENG/QA BY:
DFT BY:
DFT/QA BY:
APRV'D BY:
SCALE: N.T.S.
DATE:
DATE:
DATE:
DATE:
REV
MEB 01/20/23
BF 01/20/23
BF 01/24/23
MEB 01/24/23
CODE COMPLIANCE
.
ATTENTION ALL CONTRACTORS, ANYTIME YOU ACCESS A CROWN
SITE FOR ANY REASON YOU ARE TO CALL THE CROWN NOC UPON
ARRIVAL AND DEPARTURE, DAILY AT 800-788-7011
SAFETY CLIMB: 'LOOK UP'
THE INTEGRITY OF THE WIRE ROPE SAFETY CLIMB SYSTEM SHALL BE
CONSIDERED DURING ALL STAGES OF DESIGN, INSTALLATION, AND
INSPECTION. TOWER REINFORCEMENTS AND EQUIPMENT INSTALLATIONS
SHALL NOT COMPROMISE THE INTEGRITY OR FUNCTIONAL USE OF ANY WIRE
ROPE SAFETY CLIMB ON THE STRUCTURE. THIS SHALL INCLUDE, BUT NOT BE
LIMITED TO: PINCHING OF THE WIRE ROPE, BENDING OF THE WIRE ROPE
FROM ITS SUPPORTS, DIRECT CONTACT OR CLOSE PROXIMITY TO THE WIRE
ROPE WHICH MAY CAUSE FRICTIONAL WEAR, OR IMPACT TO THE ANCHORAGE
POINTS IN ANY WAY. ANY COMPROMISED SAFETY CLIMB MUST BE REPORTED
TO YOUR CROWN POC FOR RESOLUTION, INCLUDING EXISTING CONDITIONS.
SITE NAME: SANTA ANITA
TOWER MODIFICATION DRAWINGS
SITE ADDRESS:
35 W. ST JOSEPH ST.
ARCADIA, CA 91007
LOS ANGELES COUNTY, USA
BU NUMBER: 877948
PROJECT CONTACTS:
1. CROWN PROJECT MANAGER
2. CROWN DESIGN ENGINEER (EOR)
SAIJUN ZHOU, P.E., S.E.
2000 CORPORATE DRIVE
CANONSBURG, PA 15317
(724) 416-9627
EOR.APPROVAL@CROWNCASTLE.COM
SHEET NUMBER DESCRIPTION
S-1
S-2
TITLE PAGE
MODIFICATION INSPECTION CHECKLIST
S-3 & S-4
S-5 POLE MODIFICATION SCHEDULE
NOTES
DETAILSS-6 - S-8
DRAWINGS INCLUDED
HOT WORK INCLUDED
NA BASE GRINDING ONLY
NA BASE WELDING (AND GRINDING)
NA AERIAL GRINDING ONLY
NA AERIAL WELDING (AND GRINDING)
0
THIS MODIFICATION DESIGN IS BASED ON THE REQUIREMENTS OF THE
TIA-222-H STRUCTURAL STANDARDS FOR STEEL ANTENNA TOWERS AND
ANTENNA SUPPORTING STRUCTURES BASED UPON AN ULTIMATE
3-SECOND GUST WIND SPEED OF 95 MPH WITH NO ICE AS REQUIRED BY
THE 2022 CBC, 60 MPH UNDER SERVICE LOADS, EXPOSURE CATEGORY C
AND RISK CATEGORY II. SEISMIC FORCES WERE CONSIDERED BASED ON
SPECTRAL RESPONSE FACTORS SS=1.976 AND S1=0.727.
DYLAN BAKER
(480) 734-2400
DYLAN.BAKER@CROWNCASTLE.COM
2055 S. STEARMAN DRIVE
CHANDLER, AZ 85286
TOWER INFORMATION
TOWER MAPPED BY / DOC #: FDH / CCISITES DOC # 2912793
TOWER HEIGHT / TYPE: 59.792 FT MONOPOLE TOWER
TOWER LOCATION: LAT 34º 08' 37.20"
DATUM: (NAD 1983) LONG -118º 01' 58.30"
ELEV 502.3 FT AMSL
STRUCTURAL DESIGN DRAWING: CCI / WO # 2197400
STRUCTURAL ANALYSIS REPORT: MH / WO # 2148199
STRUCTURAL ANALYSIS DATE: 08/23/22
ORDER #: 629188 REV # 4
CCISITES DOCUMENT ID: 10537856
SPECIAL INSPECTIONS REQUIRED
1. HIGH STRENGTH BOLTS
06/30/23 01/24/23
S-2.
NO.DATE DESCRIPTION BY
REVISIONS
THIS DRAWING IS COPYRIGHTED AND IS THESOLE PROPERTY OF CROWN CASTLE. IT IS
PRODUCED SOLELY FOR USE BY CROWNCASTLE AND ITS AFFILIATES. REPRODUCTIONOR USE OF THIS DRAWING AND/OR THE
INFORMATION CONTAINED IN IT IS FORBIDDENWITHOUT THE WRITTEN PERMISSION OFCROWN CASTLE.
SITE NAME: SANTA ANITA
BU NUMBER: 877948
WO NUMBER: 2197400
SITE ADDRESS:
35 W. ST JOSEPH ST.
ARCADIA, CA 91007
LOS ANGELES COUNTY, USA
ENG/QA BY:
DFT BY:
DFT/QA BY:
APRV'D BY:
SCALE: N.T.S.
DATE:
DATE:
DATE:
DATE:
REV
MEB 01/20/23
BF 01/20/23
BF 01/24/23
MEB 01/24/23
GENERAL
THE MI IS AN ON-SITE VISUAL AND HANDS-ON INSPECTION OF TOWER MODIFICATIONS INCLUDING A REVIEW OF CONSTRUCTION REPORTS ANDADDITIONAL PERTINENT DOCUMENTATION PROVIDED BY THE GENERAL CONTRACTOR (GC), AS WELL AS ANY INSPECTION DOCUMENTS PROVIDED BY
3RD PARTY INSPECTORS. THE MI IS TO ENSURE THE INSTALLATION WAS CONSTRUCTED IN ACCORDANCE WITH THE CONTRACT DOCUMENTS, NAMELY
THE MODIFICATION DRAWINGS; IN ACCORDANCE WITH APPLICABLE CROWN STANDARDS; AND AS DESIGNED BY THE ENGINEER OF RECORD (EOR).
NO DOCUMENT, CODE OR POLICY CAN ANTICIPATE EVERY SITUATION THAT MAY ARISE. ACCORDINGLY, THIS CHECKLIST IS INTENDED TO SERVE AS A
SOURCE OF GUIDING PRINCIPLES IN ESTABLISHING GUIDELINES FOR MODIFICATION INSPECTION.
THE MI IS TO CONFIRM INSTALLATION CONFIGURATION AND WORKMANSHIP ONLY AND IS NOT A REVIEW OF THE MODIFICATION DESIGN ITSELF, AND THEMI INSPECTOR DOES NOT TAKE OWNERSHIP OF THE MODIFICATION DESIGN. OWNERSHIP OF THE STRUCTURAL MODIFICATION DESIGN EFFECTIVENESS
AND INTEGRITY RESIDES WITH THE EOR AT ALL TIMES. THE MI INSPECTOR SHALL INSPECT AND NOTE CONFORMANCE/NONCONFORMANCE AND PROVIDE
TO THE CROWN POINT OF CONTACT (CROWN POC) FOR EVALUATION.
ALL MI'S SHALL BE CONDUCTED BY A CROWN APPROVED MI INSPECTOR, WORKING FOR A CROWN APPROVED MI VENDOR. SEE CROWN CED-LST-10173,
"APPROVED MI VENDORS".
TO ENSURE THAT THE REQUIREMENTS OF THE MI ARE MET, IT IS VITAL THAT THE GENERAL CONTRACTOR (GC) AND THE MI INSPECTOR BEGINCOMMUNICATING AND COORDINATING AS SOON AS A PURCHASE ORDER ( PO) IS RECEIVED. IT IS EXPECTED THAT EACH PARTY WILL BE PROACTIVE IN
REACHING OUT TO THE OTHER PARTY. IF CONTACT INFORMATION IS NOT KNOWN THE GC AND/OR INSPECTOR SHALL CONTACT THE CROWN POINT OF
CONTACT (POC).
REFER TO CROWN CED-SOW-10007, "MODIFICATION INSPECTION SOW", FOR FURTHER DETAILS AND REQUIREMENTS.
SERVICE LEVEL COMMITMENT
THE FOLLOWING RECOMMENDATIONS AND SUGGESTIONS ARE OFFERED TO ENHANCE THE EFFICIENCY AND EFFECTIVENESS OF DELIVERING AN MIREPORT:
x THE GC SHALL PROVIDE A MINIMUM OF 5 BUSINESS DAYS NOTICE, PREFERABLY 10, TO THE MI INSPECTOR AS TO WHEN THE SITE WILL BE READY
FOR THE MI TO BE CONDUCTED.x THE GC AND MI INSPECTOR COORDINATE CLOSELY THROUGHOUT THE ENTIRE PROJECT.x WHEN POSSIBLE, IT IS PREFERRED TO HAVE THE GC AND MI INSPECTOR ON-SITE SIMULTANEOUSLY FOR ANY GUY WIRE TENSIONING OR
RE-TENSIONING OPERATIONS.x WHEN POSSIBLE, IT IS PREFERRED TO HAVE THE GC AND MI INSPECTOR ON-SITE DURING THE MI TO HAVE ANY MINOR DEFICIENCIES CORRECTEDDURING THE INITIAL MI. THEREFORE, THE GC MAY CHOOSE TO COORDINATE THE MI CAREFULLY TO ENSURE ALL CONSTRUCTION FACILITIES ARE
AT THEIR DISPOSAL WHEN THE MI INSPECTOR IS ON SITE.
REQUIRED PHOTOS
BETWEEN THE GC AND THE MI INSPECTOR THE FOLLOWING PHOTOGRAPHS, AT A MINIMUM, ARE TO BE TAKEN AND INCLUDED IN THE MI REPORT:
x PRE-CONSTRUCTION GENERAL SITE CONDITIONxPHOTOGRAPHS DURING THE REINFORCEMENT MODIFICATION CONSTRUCTION/ERECTION AND INSPECTIONxxRAW MATERIALSxxPHOTOS OF ALL CRITICAL DETAILSxxFOUNDATION MODIFICATIONSxxWELD PREPARATIONxxBOLT INSTALLATIONxxFINAL INSTALLED CONDITIONxxSURFACE COATING REPAIRxPOST CONSTRUCTION PHOTOGRAPHSxxFINAL INFIELD CONDITION
PHOTOS OF ELEVATED MODIFICATIONS TAKEN ONLY FROM THE GROUND SHALL BE CONSIDERED INADEQUATE.
THIS IS NOT A COMPLETE LIST OF REQUIRED PHOTOS, FOR A COMPLETE LIST OF PHOTOS SEE CED-SOW-10007.
MODIFICATION INSPECTION NOTES
MODIFICATION
INSPECTION
CHECKLIST
0
X
MI CHECKLIST
REQUIRED REPORT ITEM APPLICABLE
CROWN DOC #BRIEF DESCRIPTION
PRE-CONSTRUCTION
MI CHECKLIST DRAWING THIS CHECKLIST SERVES AS A GUIDELINE FOR THE REQUIRED CONSTRUCTION DOCUMENTS AND
INSPECTIONS FOR THIS MODIFICATION.
EOR APPROVED SHOP DRAWINGS
ONCE THE PRE-MODIFICATION MAPPING IS COMPLETE AND PRIOR TO FABRICATION, THE CONTRACTOR SHALL
PROVIDE DETAILED ASSEMBLY DRAWINGS AND/OR SHOP DRAWINGS. THESE ARE TO INCLUDE, BUT ARE NOTLIMITED TO, A VISUAL LAYOUT OF NEW REINFORCEMENT, EXISTING REINFORCEMENT CONFIGURATION,
PORTHOLES, MOUNTS, STEP PEGS, SAFETY CLIMBS AND ANY OTHER MISCELLANEOUS ITEMS WHICH MAY
AFFECT SUCCESSFUL INSTALLATION OF MODIFICATIONS ON THE TOWER. THESE DRAWINGS SHALL BE
SUBMITTED TO THE EOR FOR APPROVAL. SHOP DRAWINGS SUBMISSION SHALL INCLUDE THE EOR RFI FORM
DETAILING ANY CHANGES FROM THE ORIGINAL DESIGN.
FABRICATION INSPECTION
A LETTER FROM THE FABRICATOR, STATING THAT THE WORK WAS PERFORMED IN ACCORDANCE WITH
INDUSTRY STANDARDS AND THE CONTRACT DOCUMENTS, SHALL BE PROVIDED TO THE MI INSPECTOR FOR
INCLUSION IN THE MI REPORT.
FABRICATOR CERTIFIED WELD INSPECTION A CWI SHALL INSPECT ALL WELDING PERFORMED ON STRUCTURAL MEMBERS DURING FABRICATION. A
WRITTEN REPORT SHALL BE PROVIDED TO THE MI INSPECTOR FOR INCLUSION IN THE MI REPORT.
MATERIAL TEST REPORTS (MTR)MATERIAL TEST REPORTS SHALL BE PROVIDED FOR MATERIAL USED AS REQUIRED PER SECTION 9.2.5 OF
CED-SOW-10007. MTRS SHALL BE PROVIDED TO THE MI INSPECTOR FOR INCLUSION IN THE MI REPORT.
FABRICATOR NDE INSPECTION REPORT
CRITICAL SHOP WELDS THAT REQUIRE TESTING ARE NOTED ON THESE CONTRACT DRAWINGS. A CERTIFIED
NDT INSPECTOR SHALL PERFORM NON-DESTRUCTIVE EXAMINATION AND A REPORT SHALL BE PROVIDED TO
THE MI INSPECTOR FOR INCLUSION IN THE MI REPORT.
NDE OF MONOPOLE BASE PLATE A NDE OF THE POLE TO BASE PLATE CONNECTION IS REQUIRED AND A WRITTEN REPORT SHALL BE PROVIDED
TO THE MI INSPECTOR FOR INCLUSION IN THE MI REPORT.
PACKING SLIPS PACKING/SHIPPING LIST FOR ALL MATERIAL THAT WAS USED DURING CONSTRUCTION OF THE MODIFICATION.
ADDITIONAL TESTING AND INSPECTIONS:
CONSTRUCTION
FOUNDATION INSPECTIONS
A VISUAL OBSERVATION OF THE EXCAVATION AND REBAR SHALL BE PERFORMED BEFORE PLACING THE
CONCRETE. A VISUAL OBSERVATION OF THE REBAR SHALL BE PERFORMED BEFORE PLACING THE EPOXY. A
SEALED WRITTEN REPORT SHALL BE PROVIDED TO THE MI INSPECTOR FOR INCLUSION IN THE MI REPORT.
CONCRETE COMP. STRENGTH AND SLUMP TEST THE CONCRETE MIX DESIGN, SLUMP TEST, AND COMPRESSIVE STRENGTH TESTS SHALL BE PROVIDED AS
PART OF THE FOUNDATION REPORT.
EARTHWORK FOUNDATION SUB-GRADES SHALL BE INSPECTED AND APPROVED BY AN APPROVED FOUNDATION INSPECTOR
AND RESULTS INCLUDED AS PART OF THE FOUNDATION REPORT.
MICROPILE/ROCK ANCHOR
MICROPILES/ROCK ANCHORS SHALL BE INSPECTED BY THE FOUNDATION INSPECTION VENDOR AND SHALL BE
INCLUDED AS PART OF THE FOUNDATION INSPECTION REPORT, ADDITIONAL TESTING AND/OR INSPECTIONREQUIREMENTS ARE NOTED IN THESE CONTRACT DOCUMENTS.
POST-INSTALLED ANCHOR ROD VERIFICATION
POST INSTALLED ANCHOR ROD VERIFICATION SHALL BE PERFORMED IN ACCORDANCE WITH CROWN
REQUIREMENTS AND A REPORT SHALL BE PROVIDED TO THE MI INSPECTOR FOR INCLUSION IN THE MI
REPORT.
BASE PLATE GROUT VERIFICATION
THE GENERAL CONTRACTOR SHALL PROVIDE DOCUMENTATION TO THE MI INSPECTOR THAT CERTIFIES THAT
THE GROUT WAS REMOVED AND/OR INSTALLED IN ACCORDANCE WITH CROWN REQUIREMENTS FOR
INCLUSION IN THE MI REPORT.
FIELD CERTIFIED WELD INSPECTION
A CROWN APPROVED CERTIFIED WELD INSPECTOR SHALL INSPECT AND TEST FIELD WELDS, FOLLOWING ALL
PROCEDURES SPECIFIED IN CROWN STANDARD DOCUMENTS APPLICABLE TO WELD INSPECTIONS. A REPORT
SHALL BE PROVIDED. NDE OF FIELD WELDS SHALL BE PERFORMED AS REQUIRED BY CROWN STANDARDS
AND CONTRACT DOCUMENTS. THE NDE REPORT SHALL BE INCLUDED IN THE CWI REPORT.
ON-SITE COLD GALVANIZING VERIFICATION
THE GENERAL CONTRACTOR SHALL PROVIDE WRITTEN AND PHOTOGRAPHIC DOCUMENTATION TO THE MI
INSPECTOR VERIFYING THAT ANY ON-SITE COLD GALVANIZING WAS APPLIED PER MANUFACTURER
SPECIFICATIONS AND APPLICABLE STANDARDS.
TENSION TWIST AND PLUMB THE GENERAL CONTRACTOR SHALL PROVIDE A REPORT IN ACCORDANCE WITH APPLICABLE STANDARDSDOCUMENTING TENSION TWIST AND PLUMB.
GC AS-BUILT DRAWINGS
THE GENERAL CONTRACTOR SHALL SUBMIT A LEGIBLE COPY OF THE ORIGINAL DESIGN DRAWINGS EITHER
STATING "INSTALLED AS DESIGNED" OR NOTING ANY CHANGES THAT WERE REQUIRED AND APPROVED BY
THE ENGINEER OF RECORD. EOR/RFI FORMS APPROVING ALL CHANGES SHALL BE SUBMITTED.
ADDITIONAL TESTING AND INSPECTIONS:
POST-CONSTRUCTION
CONSTRUCTION COMPLIANCE LETTER
A LETTER FROM THE GENERAL CONTRACTOR STATING THAT THE WORKMANSHIP WAS PERFORMED IN
ACCORDANCE WITH INDUSTRY STANDARDS AND THESE CONTRACT DRAWINGS, INCLUDING LISTING
ADDITIONAL PARTIES TO THE MODIFICATION PROCESS.
POST-INSTALLED ANCHOR ROD PULL TESTS POST-INSTALLED ANCHOR RODS SHALL BE TESTED BY A CROWN APPROVED PULL TEST INSPECTOR AND A
REPORT SHALL BE PROVIDED INDICATING TESTING RESULTS.
PHOTOGRAPHS
PHOTOGRAPHS SHALL BE SUBMITTED TO THE MI. PHOTOS SHALL DOCUMENT ALL PHASES OF THE
CONSTRUCTION. THE PHOTOS SHALL BE ORGANIZED IN A MANNER THAT EASILY IDENTIFIES THE EXACT
LOCATION OF THE PHOTO.
BOLT HOLE INSTALLATION VERIFICATION REPORT
THE MI INSPECTOR SHALL VERIFY THE INSTALLATION AND TIGHTNESS 10% OF ALL NON PRE-TENSIONED
BOLTS INSTALLED AS PART OF THE MODIFICATION. THE MI INSPECTOR SHALL LOOSEN THE NUT AND VERIFY
THE BOLT HOLE SIZE AND CONDITION. THE MI REPORT SHALL CONTAIN THE COMPLETED BOLT INSTALLATION
VERIFICATION REPORT, INCLUDING THE SUPPORTING PHOTOGRAPHS.
PUNCHLIST DEVELOPMENT AND CORRECTION DOCUMENTATION FINAL PUNCHLIST INDICATING ALL NONCONFORMANCE(S) IDENTIFIED AND THE FINAL RESOLUTION/APPROVAL.
MI INSPECTOR REDLINE OR RECORD DRAWING(S)THE MI INSPECTOR SHALL OBSERVE AND REPORT ANY DISCREPANCIES BETWEEN THE CONTRACTOR'S
REDLINE DRAWING AND THE ACTUAL COMPLETED INSTALLATION.
ADDITIONAL TESTING AND INSPECTIONS:
X
X
X
X
X
NA
X
NA
NA
NA
NA
NA
NA
NA
NA
X
NA
X
NA
X
NA
X
NA
X
X
NA
THE MI CHECKLIST SHALL BE REVIEWED PRIOR TO THE START OF CONSTRUCTION. ALL PARTIES TO THE MODIFICATION SHALL UNDERSTAND CROWN REQUIREMENTS AND INSPECTION/DOCUMENTATION THAT IS APPLICABLE TO THE SCOPE OF WORK THEY ARE
PERFORMING. ERRORS ON THE MI CHECKLIST SHALL BE BROUGHT TO THE ATTENTION OF THE CROWN POC AND EOR AS SOON AS POSSIBLE.
CED-SOW-10007
CED-SOW-10007
CED-SOW-10007
CED-SOW-10007
CED-STD-10069
CED-SOW-10007
CED-SOW-10066
CED-STD-10069
ENG-SOW-10033
CED-SOW-10007
CED-SOW-10144
CED-SOW-10144
CED-SOW-10144
CED-SOW-10144
CED-SOW-10007
ENG-STD-10323
CED-SOW-10066
CED-STD-10069
CON-STD-10149
CED-FRM-10358
CED-PRC-10182CED-STD-10261
CED-SOW-10007
CED-SOW-10007
CED-FRM-10358
CED-PRC-10119
CED-SOW-10007
CED-SOW-10007
CED-PRC-10283CED-FRM-10285
CED-SOW-10007
06/30/23 01/24/23
S-3
NOTES
.
NO.DATE DESCRIPTION BY
REVISIONS
THIS DRAWING IS COPYRIGHTED AND IS THESOLE PROPERTY OF CROWN CASTLE. IT IS
PRODUCED SOLELY FOR USE BY CROWNCASTLE AND ITS AFFILIATES. REPRODUCTIONOR USE OF THIS DRAWING AND/OR THE
INFORMATION CONTAINED IN IT IS FORBIDDENWITHOUT THE WRITTEN PERMISSION OFCROWN CASTLE.
SITE NAME: SANTA ANITA
BU NUMBER: 877948
WO NUMBER: 2197400
SITE ADDRESS:
35 W. ST JOSEPH ST.
ARCADIA, CA 91007
LOS ANGELES COUNTY, USA
ENG/QA BY:
DFT BY:
DFT/QA BY:
APRV'D BY:
SCALE: N.T.S.
DATE:
DATE:
DATE:
DATE:
REV
MEB 01/20/23
BF 01/20/23
BF 01/24/23
MEB 01/24/23
0
GENERAL NOTES
1. The General Contractor (GC) shall reference CON-STD-10159, "Tower
Modification Construction Specifications", as a continuation of the following
General Notes. The GC shall keep a printed or electronic copy of this
document with the Structural Design Drawings (SDD) at all times, in a location
accessible to all Contractor Personnel, and shall ensure that all Contractor
Personnel are aware of the information enclosed within the General Notes and
CON-STD-10159.
2. The Contract Documents are the property of Crown Castle (Crown). They are
provided to the GC and its Lower Tier Contractors and material suppliers for
the limited purpose of use in completing the Work for this Site, and shall be
kept in strict confidence and not disclosed to any third parties. The Contract
Documents shall not be used for any other purpose whatsoever without the
prior written consent of Crown.
3. Detail drawings, including notes and tables, shall govern over general notes
and typical details. Contact the Crown Point of Contact (POC) and Engineer of
Record (EOR) for clarification as needed.
4. Do not scale drawings.
5. Any Work performed without a prefabrication mapping is done at the risk of the
GC and/or fabricator. All dimensions of existing structural elements are
assumed based on the available documentation and are preliminary until
field-verified by the GC, unless noted otherwise (UNO). Where discrepancies
are found, GC shall contact the Crown POC and EOR through RFI.
6. For this analysis and modification, the tower has been assumed to be in good
condition without any structural defects, UNO. If the GC discovers any
indication of an existing structural defect, contact the Crown POC and EOR
immediately.
7. 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 GC 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) and Crown standard CED-STD-10253, "Rigging Program",
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).
8. The structural integrity of the modification design extends to the complete
condition only. The GC must be cognizant that the removal of any structural
component of an existing tower has the potential to cause the partial or
complete collapse of the structure. All necessary precautions must be taken to
ensure structural integrity, including, but not limited to, engineering assessment
of construction stresses with installation maximum wind speed and/or
temporary bracing and shoring.
9. Aerial and underground utilities and facilities may or may not be shown on the
drawings. The GC shall take every precaution to preserve and protect these
items, which may include aerial or underground power lines, telephone lines,
water lines, sewer lines, cable television facilities, pipelines, structures and
other public and private improvements within or adjacent to the Work area. The
responsibility for determining the actual on-site location of these items shall
rest exclusively with the GC.
10. All manufacturer's hardware assembly instructions shall be followed, UNO.
Conflicting notes shall be brought to the attention of the EOR and the Crown
POC.
11. The GC shall fabricate all required items per the materials specified below,
UNO on the detail drawing sheets. If the GC finds for any component that the
materials have not been clearly specified, the GC shall submit an RFI to the
EOR to confirm the required material.
All structural elements shall be new and shall conform to the following
requirements, UNO:
Monopoles:
x Structural shapes and plates: ASTM A572 Grade 65 (FY = 65 KSI)
x Welding electrodes, SMAW: E80XX
x Welding electrodes, FCAW: E8XT-XX
x Welding electrodes, GMAW: ER80S-X
Self-Support and Guyed Towers:
x Structural shapes and plates: ASTM A572 Grade 50 (FY = 50 KSI)
x Welding electrodes, SMAW: E70XX
x Welding electrodes, FCAW: E7XT-XX
x Welding electrodes, GMAW: ER70S-X
All tower types:
x Steel angle: ASTM A572 Grade 50 (FY = 50 KSI)
x Solid rod: ASTM A36 (FY = 36 KSI)
x Pipe/tube (round): ASTM A500 Grade C (FY = 46 KSI)
x Pipe/tube (square): ASTM A500 Grade C (FY = 50 KSI)
x Bolts: ASTM F3125 Grade A325 Type 1
x U-bolts: ASTM A307 Grade A, or SAE J429 Grade 2
x Nuts: ASTM A563 Grade DH
x Washers: ASTM F436 Type 1
x Guy Wires: ASTM A475 Grade EHS
x Bridge Strand: ASTM A586 Grade 1
12. After fabrication, hot-dip galvanize all steel items, UNO. Galvanize per ASTM
A123, ASTM A153/A153M, or ASTM A653 G90, as applicable. ASTM A490
bolts shall not be hot-dip galvanized, but shall instead be coated with Magni
565 or EOR approved equivalent, per ASTM F2833.
13. Contractor Personnel shall not drill holes in any new or existing structural
members, other than those drilled holes shown on structural drawings, without
the approval of the EOR.
14. For a list of Crown-approved cold galvanizing compounds, refer to
CON-STD-10149, “Tower Protective Coatings Guidelines”.
15. All exposed structural steel as the result of this scope of Work including welds
(after final inspection of the weld by the CWI), field drilled holes, and shaft
interiors (where accessible), shall be cleaned and two (2) coats cold
galvanizing shall be applied by brush in accordance with CON-STD-10149,
“Tower Protective Coatings Guidelines”. Photo documentation is required to be
submitted to the MI Inspector.
16. If removal of existing modifications is required per the modification scope, the
GC shall clean and cold galvanize any existing empty bolt holes, UNO. If
additional unexpected, oversized, or slotted holes are found, the GC shall
contact the EOR and Crown POC for guidance prior to proceeding with the
modifications.
17. All Work involving base plate grout scope items or resulting in disturbance of
base plate grout shall reference ENG-STD-10323, "Base Plate Grout", and
shall follow any Base Plate Grout Removal Notes contained herein.
18. If scope of modification involves bark removal or installation, the GC shall
reference CED-SOW-10265, "Tree Concealment for Monopoles", as well as
CED-STD-10395, "Installation Guidelines for Bark Surfaces".
19. If scope of modification involves concealment components including branching,
the GC shall reference CED-CAT-10398 “Monopole Concealed Decorative
Structures (CDS) Approved Components”. All new branch installations require
tethering.
20. If scope of modification involves cathodic protection, the GC shall reference
CED-SOW-10397, "Cathodic Protection Installation, Replacement, and
Enhancement".
21. All tower grounding affected by the Work shall be repaired or replaced in
accordance with OPS-STD-10090, "Tower Grounding", and OPS-BUL-10133,
"Grounding Repair Recommendation".
22. If scope of modification requires removal or covering of tower ID tag, the tag
must be replaced.
23. Any hardware removed from the existing tower shall be replaced with new
hardware of equal size and quality, UNO. No existing fasteners shall be reused.
24. All joints using ASTM A325 or A490 bolts, U-bolts, V-bolts, and threaded rods
shall be snug tightened, UNO.
25. A nut locking device shall be installed on all proposed and/or replaced snug
tightened ASTM A325 or A490 bolts, U-bolts, V-bolts, and threaded rods.
26. All joints are bearing type connections UNO. If no bolt length is given in the Bill
of Materials, the connection may include threads in the shear planes, and the
GC is responsible for sizing the length of the bolt.
27. Blind bolts shall be installed per the installation specifications on the
corresponding Approved Fastener sheets contained in CON-CAT-10300,
"Monopole Standard Drawings and Approved Reinforcement Components".
28. If ASTM A325 or A490 bolts, and/or threaded rods are specified to be
pre-tensioned, these shall be installed and tightened to the pretensioned
condition according to the requirements of the RCSC Specification for
Structural Joints Using ASTM High Strength Bolts.
29. 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.
06/30/23 01/24/23
S-4
NOTES
.
NO.DATE DESCRIPTION BY
REVISIONS
THIS DRAWING IS COPYRIGHTED AND IS THESOLE PROPERTY OF CROWN CASTLE. IT IS
PRODUCED SOLELY FOR USE BY CROWNCASTLE AND ITS AFFILIATES. REPRODUCTIONOR USE OF THIS DRAWING AND/OR THE
INFORMATION CONTAINED IN IT IS FORBIDDENWITHOUT THE WRITTEN PERMISSION OFCROWN CASTLE.
SITE NAME: SANTA ANITA
BU NUMBER: 877948
WO NUMBER: 2197400
SITE ADDRESS:
35 W. ST JOSEPH ST.
ARCADIA, CA 91007
LOS ANGELES COUNTY, USA
ENG/QA BY:
DFT BY:
DFT/QA BY:
APRV'D BY:
SCALE: N.T.S.
DATE:
DATE:
DATE:
DATE:
REV
MEB 01/20/23
BF 01/20/23
BF 01/24/23
MEB 01/24/23
0
PORT HOLE NOTES
1. All surfaces of the port hole rim itself as well as all exterior structural steel areas affected by welding, including weld
metal, shall be galvanized in accordance with ASTM A780.
2. The following criteria are required for adherence to this standard.
A. Use rim as template for cutting hole in monopole. Care shall be taken to minimize the root opening (AWS tolerances
allow a maximum of 0.19").
B. Provide minimum 24" clear vertical separation between rim and other openings in monopole. Align ports on same
azimuth as existing ports.
C. Maximum variance of port hole center elevation shall not be greater than 6".
D. Provide 90° minimum radial separation or two times the hole width clear circumferential separation between rim and
adjacent opening in monopole, whichever is greatest. 18-sided pole with 4 ports shall not be allowed.
E. Edge of opening for the exit port must be at least 24" from splice.
F. Grind all edges of cut opening, achieving a bevel angle of 45° and removing the zinc from the weld area plus 1/4".
Ensure all weld areas and surfaces are clean and free of zinc and loose particles. Zinc shall not be allowed to
contaminate the weld.
G. Position the rim as required and securely tack weld. Finish welding the rim with bevel weld and reinforcing fillet weld
size as determined from the design method.
H. Repair with galvanized coating. Both inside and outside should be brush-coated with 2 coats of zinc-rich paint.
Apply in strict accordance with the manufacturer's recommendations. Paint over repaired surfaces to match
monopole.
06/30/23 01/24/23
POLE SPECIFICATIONS
TOWER TAPER:
BASE PL STEEL:
ANCHOR RODS:
N/A
ASTM A36
1 1/2"Ø ASTM A36
EXISTING SHAFT SECTION DATA
SHAFT
SECTION
SECTIONLENGTH (FT)
PLATE
THICKNESS
(IN)
DIAMETER ACROSS FLATS OR
OF ROUND SECTION (IN)
@ TOP @ BOTTOM
SECTION
SHAPE
SECTIONGRADE (KSI)
FLANGE
PLATE
GRADE (KSI)
LAP SPLICE (IN)
19.98 0.2500 18.000 18.000
2 25.82 0.2500
N/A 24.000 24.000
NOTE: DIMENSIONS SHOWN DO NOT INCLUDE GALVANIZING TOLERANCES
35
35
36
36
1 ROUND
ROUND
BASE SEISMIC SHEAR VS= 4.455 kips
MOMENT = 236 kips-ft
DOWN = 13 kipsSHEAR = 4 kips
DESIGN LOADS
FOUNDATION LOADS
EQUIVALENT LATERAL FORCE PROCEDURE
PER ASCE 7 SECTION 12.8.1
I = 1
SS = 1.976
S1 = 0.727
SITE CLASS D
SDS = 1.5808SD1 = 0.8239
VS = 4.455
CS = 0.5077
R = 1.5
SEISMIC DESIGN CATEGORY D
NON BUILDING STRUCTURE NOT SIMILAR TO BUILDING
SEISMIC DESIGN
0.0 FT
TOP OF
BASE PLATE POLE ELEVATION BASE LEVEL DRAWING
45.8 FT POLE MODIFICATION SCHEDULE
ELEVATION (FT) REFERENCE SHEETMODIFICATION
PRIOR TO FABRICATION AND INSTALLATION, CONTRACTOR SHALL FIELD VERIFY
ALL LENGTHS AND QUANTITIES GIVEN. LENGTH AND QUANTITIES PROVIDED
ARE FOR QUOTING PURPOSES ONLY, AND SHALL NOT BE USED FOR FABRICATION.
N/A N/APAINT ALL NEW MODIFICATIONS TO MATCH
EXISTING TOWER FINISH (PER CON-STD-10149)E
FOR PARTS NOT DETAILED WITHIN THE DRAWING AND STARTING WITH "CCI-", SEE THE
FOLLOWING CATALOG FOR DETAILS: CON-CAT-10300, MONOPOLE STANDARD DRAWINGS
AND APPROVED REINFORCEMENT COMPONENTS NOTE:
1. ALL WORK INVOLVING EXISTING CARRIER EQUIPMENT REQUIRES COORDINATION W/
CROWN CASTLE & EQUIPMENT OWNER.
FIELD VERIFY EXISTING FLANGE PLATE
GEOMETRY & PERFORM VISUAL INSPECTION
OF EXISTING MONOPOLE SHAFT TO EXISTING
FLANGE PLATE CONNECTION
C 45.8 S-6
B 45.8 S-6REMOVE EXISTING TOP HAT
D 45.8 - 59.8 S-6INSTALL NEW TOWER EXTENSION
REMOVE & REPLACE CARRIER MOUNT AS
REQUIRED. REPLACEMENT OF EXISTING CARRIER
T-ARM MOUNT W/ SIMILAR MAY BE REQUIRED.
COORDINATE W/ CROWN CASTLE (SEE NOTE 1)
A 45.8 S-5
59.8 FT
D
A B C
(OTHER CONSIDERED EQUIPMENT)
(5) 1-1/4" TO 46 FT LEVEL
(PROPOSED EQUIPMENT CONFIGURATION)
(1) 1-3/8" TO 58 FT LEVEL
S-5
POLE
MODIFICATION
SCHEDULE
.
NO. DATE DESCRIPTION BY
REVISIONS
THIS DRAWING IS COPYRIGHTED AND IS THESOLE PROPERTY OF CROWN CASTLE. IT IS
PRODUCED SOLELY FOR USE BY CROWNCASTLE AND ITS AFFILIATES. REPRODUCTIONOR USE OF THIS DRAWING AND/OR THE
INFORMATION CONTAINED IN IT IS FORBIDDENWITHOUT THE WRITTEN PERMISSION OFCROWN CASTLE.
SITE NAME: SANTA ANITA
BU NUMBER: 877948
WO NUMBER: 2197400
SITE ADDRESS:
35 W. ST JOSEPH ST.
ARCADIA, CA 91007
LOS ANGELES COUNTY, USA
ENG/QA BY:
DFT BY:
DFT/QA BY:
APRV'D BY:
SCALE: N.T.S.
DATE:
DATE:
DATE:
DATE:
REV
MEB 01/20/23
BF 01/20/23
BF 01/24/23
MEB 01/24/23
0
01/24/2306/30/23
FIELD VERIFY EXISTING
CLIMBING PATH AZIMUTH &
ALIGN NEW SHAFT ASSEMBLY
A-A
S-6
59.8 FT
EXISTING
MONOPOLE SHAFT
NEW 5/8"Ø PRE-TENSIONED
BOLT ASSEMBLY
(TYP 15)
EXISTING 1 1/2" THK x 30.1"Ø
FLANGE PLATE
(SEE NOTE 2)
PRE-TENSIONED BOLT ASSEMBLY
FLAT WASHER
NUT
NOTES:
1. FULLY PRE-TENSION BOLTS USING THE "TURN OF NUT" METHOD IN ACCORDANCE WITH
THE AISC STEEL CONSTRUCTION MANUAL (LATEST EDITION).
2. FIELD VERIFY EXISTING FLANGE PLATE GEOMETRY DURING PRE-CON & NOTIFY CROWN
EOR OF ANY DEVIATIONS FROM PLANS.
3. CONNECTION BETWEEN EXISTING MONOPOLE SHAFT & EXISTING FLANGE PLATE IS
ASSUMED TO BE GREATER THAN OR EQUAL TO A 1/4" FILLET WELD. IF 1/4" FILLET WELD
IS NOT FOUND ON EXTERIOR OF FLANGE, CONTACT CROWN EOR WITH TYPE & SIZE OF
WELD FOR EVALUATION PRIOR TO INSTALLING NEW TOWER EXTENSION.
TYPICAL BOLT ASSEMBLY
A325N BOLT
LOCK WASHER
NUT
A325N BOLT
SEE NOTE 1
A
S-6
COVER PLATE
A-A
S-6
TOP FLANGE CONNECTION
B-B
S-6
BOTTOM FLANGE CONNECTION
S-6
A
NEW 1"Ø BOLT ASSEMBLY
(TYP 4)
#X1
NEW SHAFT ASSEMBLY
REF S-7
FIELD VERIFY EXISTING FLANGE
PLATE GEOMETRY & PERFORM
VISUAL INSPECTION OF EXISTING
MONOPOLE SHAFT TO EXISTING
FLANGE PLATE CONNECTION(SEE NOTES 2 & 3)
#X1
NEW SHAFT ASSEMBLY
#X2
NEW COVER PLATE
REF S-8
NEW BOLT ASSEMBLY
(TYP)#X1
NEW SHAFT ASSEMBLY
ELEVATION VIEW
45.8 FT
B-B
S-6
EXISTING TOP HAT
TO BE REMOVED
EXISTING 1/4" THK
MONOPOLE SHAFT
S-6
DETAILS
.
NO.DATE DESCRIPTION BY
REVISIONS
THIS DRAWING IS COPYRIGHTED AND IS THESOLE PROPERTY OF CROWN CASTLE. IT IS
PRODUCED SOLELY FOR USE BY CROWNCASTLE AND ITS AFFILIATES. REPRODUCTIONOR USE OF THIS DRAWING AND/OR THE
INFORMATION CONTAINED IN IT IS FORBIDDENWITHOUT THE WRITTEN PERMISSION OFCROWN CASTLE.
SITE NAME: SANTA ANITA
BU NUMBER: 877948
WO NUMBER: 2197400
SITE ADDRESS:
35 W. ST JOSEPH ST.
ARCADIA, CA 91007
LOS ANGELES COUNTY, USA
ENG/QA BY:
DFT BY:
DFT/QA BY:
APRV'D BY:
SCALE: N.T.S.
DATE:
DATE:
DATE:
DATE:
REV
MEB 01/20/23
BF 01/20/23
BF 01/24/23
MEB 01/24/23
0
06/30/23 01/24/23
D-D
S-7
BOTTOM FLANGE WELD DETAIL
STEP BOLT CLIPS OMITTED
E70XX
CJP
INSPECT BY UT
TYP
38
E70XX
BACK GOUGE - CJP
INSPECT BY UT
TYP
#x1b
#x1d
(TYP 3)
E70XX
TYP 516
516 (316)
(316)
A-A
S-7
NEW PORT HOLE
(TYP 3)
PORT HOLE WELD DETAIL
STEP BOLT CLIPS OMITTED
E70XX
CJP
INSPECT BY UT
38
45
#x1b
REF S-8
#x1d
REF S-8
(TYP)
#x1a
REF S-8
NEW J-HOOK
(TYP)
#x1a
45
14
45
14
45
#x1e
REF S-8
(TYP 6)
#x1a
(1) SHAFT ASSEMBLY
#X1 / 1432.3#
NOTES:
1. REFERENCE CROWN CASTLE APPROVED REINFORCEMENT COMPONENTS CATALOG
FOR ADDITIONAL CLIMBING FACILITIES SPECIFICATIONS AND REQUIREMENTS.
2. ALL HOLES TO BE SHOP FABRICATED, UNLESS NOTED OTHERWISE.
3. FOR PORT HOLE INSTALLATION CRITERIA, REFER TO PORT HOLE NOTES ON S-4.
4. ALL PORT HOLES MUST INCLUDE J-HOOKS.
5. FULL ASSEMBLY TO BE HOT-DIP GALVANIZED PER ASTM A153 / A153M OR A123, AS
APPLICABLE.
6. STEP BOLT CLIP WELDS ARE SUBJECT TO AWS D1.1 AND MUST BE INSPECTED BY A CWI.
REFER TO DOCUMENT "ENG-STD-10069 GC CWI REQUIREMENT STANDARD" FOR CWI
REQUIREMENTS.
7. STEP BOLT CLIPS SHALL BE SHOP WELDED.
8. STEP BOLT CLIPS SHALL BE WELDED IN PLACE PRIOR TO HOT DIP GALVANIZING THE
WELDMENT.
9. CENTER TO CENTER STAGGERED SPACING SHOULD BE MATCHED TO EXISTING FIELD
CONDITIONS. STAGGERED SPACING SHALL BE A MINIMUM OF 10" AND MAXIMUM OF 16",
IN THE VERTICAL DIRECTION.
10. HORIZONTAL SPREAD IS NOT TO EXCEED 24".
B-B
S-7
STEP BOLT CLIP ORIENTATION
#CCI-SB-0100
NEW STEP BOLT CLIP
(TYP)
#x1a
STEP BOLT CLIP WELD DETAIL
E70XX316
E70XX316
#CCI-SB-0100
NEW STEP BOLT CLIP#x1a
#CCI-SB-0100
NEW STEP BOLT CLIP
(TYP)
1'-
0
"
(T
Y
P
)
(18)14
E70XX
TYP
716
45
24
"
M
I
N
I
M
U
M
48
"
M
A
X
I
M
U
M
(T
Y
P
)
10
'
-
1
"
D-D
S-7
A-A
S-7
B-B
S-7
C-C
S-7
18" MINIMUM
24" MAXIMUMHORIZONTAL SPREAD
(TYP)
10
"
M
I
N
I
M
U
M
16
"
M
A
X
I
M
U
M
(T
Y
P
)
6"
(T
Y
P
)
NEW PORT HOLE 6" x 12" x 5/8" x 3 1/2"
MFR: NEWAVE, MFR PART # PORT-6X12H, OR
MFR: SABRE, MFR PART # C30-138-153G,
Fy=65KSI. INSTALL IN ACCORDANCE
WITH PORT HOLE NOTES ON S-4(TYP)
14
'
-
0
"
#x1cREF S-8
1"
(T
Y
P
)
3 1
/
2
"
(T
Y
P
)
120°
(TYP)
60°
(TYP)
60°
(TYP)
120°
(TYP)
C-C
S-7
STEP BOLT CLIP ORIENTATION
#CCI-SB-0100
NEW STEP BOLT CLIP
(TYP)
#x1a
(18)14
E70XX
TOP & SIDES
TYP
716
45
5"
(T
Y
P
)
7"
(T
Y
P
)
120°
(TYP)
S-7
DETAILS
.
NO.DATE DESCRIPTION BY
REVISIONS
THIS DRAWING IS COPYRIGHTED AND IS THESOLE PROPERTY OF CROWN CASTLE. IT IS
PRODUCED SOLELY FOR USE BY CROWNCASTLE AND ITS AFFILIATES. REPRODUCTIONOR USE OF THIS DRAWING AND/OR THE
INFORMATION CONTAINED IN IT IS FORBIDDENWITHOUT THE WRITTEN PERMISSION OFCROWN CASTLE.
SITE NAME: SANTA ANITA
BU NUMBER: 877948
WO NUMBER: 2197400
SITE ADDRESS:
35 W. ST JOSEPH ST.
ARCADIA, CA 91007
LOS ANGELES COUNTY, USA
ENG/QA BY:
DFT BY:
DFT/QA BY:
APRV'D BY:
SCALE: N.T.S.
DATE:
DATE:
DATE:
DATE:
REV
MEB 01/20/23
BF 01/20/23
BF 01/24/23
MEB 01/24/23
0
06/30/23 01/24/23
NOTE:
1. ALL HOLES TO BE SHOP FABRICATED, UNLESS NOTED OTHERWISE.
(1) PL 1 1/2 x 26"Ø (A572-50)
#x1c / 160.2#
1 1/8"Ø HOLE
23.5" B.C.
(TYP 12)
(1) PL 1 1/2 x 30.1"Ø (A572-50)
#x1b / 195.1#
14"Ø HOLE
SHADED PORTION
TO BE REMOVED
(TYP)
(1) P 18.000 x 0.375 x 13'-9" LONG (A53-B-35)
#x1a / 971.4#
1/2"
R3/4"
(6) SR 1/2 x 7 3/4" LONG (A36)
#x1e / 0.4#
(3) PL 5/8 x 7 x 2'-3 15/16" LONG (A572-50)
#x1d / 34.4#
3/4"Ø HOLE
27.1" B.C.
FIELD VERIFY EXISTING B.C.
& HOLE SPACING PRIOR TO
FABRICATION
(TYP 15)
(1) PL 1/4 x 26"Ø (A36)
#X2 / 37.6#
7"
1/8"
(TYP)
R3/4"
(TYP)
4"
3"
2 1/2"
R5/8"
(TYP)
18°
(TYP)
120°
(TYP)
14"Ø HOLE
4"
(TYP)
1 1/8"Ø HOLE
23.5" B.C.
(TYP 4)
6"
1'-
0
"
45°(TYP)
S-8
DETAILS
.
NO.DATE DESCRIPTION BY
REVISIONS
THIS DRAWING IS COPYRIGHTED AND IS THESOLE PROPERTY OF CROWN CASTLE. IT IS
PRODUCED SOLELY FOR USE BY CROWNCASTLE AND ITS AFFILIATES. REPRODUCTIONOR USE OF THIS DRAWING AND/OR THE
INFORMATION CONTAINED IN IT IS FORBIDDENWITHOUT THE WRITTEN PERMISSION OFCROWN CASTLE.
SITE NAME: SANTA ANITA
BU NUMBER: 877948
WO NUMBER: 2197400
SITE ADDRESS:
35 W. ST JOSEPH ST.
ARCADIA, CA 91007
LOS ANGELES COUNTY, USA
ENG/QA BY:
DFT BY:
DFT/QA BY:
APRV'D BY:
SCALE: N.T.S.
DATE:
DATE:
DATE:
DATE:
REV
MEB 01/20/23
BF 01/20/23
BF 01/24/23
MEB 01/24/23
0
01/24/2306/30/23
Date: March 31, 2023
B+T Group
1717 S. Boulder, Suite 300
Tulsa, OK 74119
(918) 587-4630
towersupport@btgrp.com
Subject: Mount Analysis - Conditional Passing Report
Carrier Designation: Dish Network Equipment Co-Locate
Carrier Site Number: LALAX04487E
Carrier Site Name: Santa Anita
Crown Castle Designation: BU Number: 877948
Site Name: Santa Anita
JDE Job Number: 727998
Order Number: 629188, Rev.4
Engineering Firm Designation: B+T Group Report Designation: 167744.001.01.0001
Site Data: 35 W. St Joseph St., Arcadia, CA, Los Angeles County, 91007
Latitude 34° 8' 37.20" Longitude -118° 1' 58.30"
Structure Information: Tower Height & Type: 59.8 ft. Monopole
Mount Elevation: 58 ft.
Mount Type: 7 ft. T-Arm Mount
B+T Group is pleased to submit this “Mount Analysis - Conditional Passing Report” to determine the
structural integrity of Dish Network’s antenna mounting system with the proposed appurtenance and equipment
addition on the above-mentioned supporting tower structure. Analysis of the existing supporting tower structure
is to be completed by others and therefore is not part of this analysis. Analysis of the antenna mounting system
as a tie-off point for fall protection or rigging is not part of this document.
The purpose of the analysis is to determine the acceptability of the mount’s stress level. Based on our analysis
we have determined the stress level to be:
T-Arm Mount (typical) Sufficient *Sufficient upon completion of the changes listed in the 'Recommendations' section of the report.
This analysis has been performed in accordance with the 2022 CBC based upon an ultimate 3-second gust
wind speed of 95 mph. Applicable Standard references and design criteria are listed in Section 2 - Analysis
Criteria.
Mount structural analysis prepared by: Joseph Variamparampil
Respectfully submitted by: B&T Engineering, Inc.
Dinesh Bhat, P.E. 3-31-23
March 31, 2023
7 ft. T-Arm Mount Analysis - Conditional Passing CCI BU No. 877948
Project Number 167744.001.01.0001, Order 629188, Revision 4 Page 2
TABLE OF CONTENTS
1) INTRODUCTION
2) ANALYSIS CRITERIA
Table 1 - Proposed Equipment Configuration
Table 2 - Documents Provided
3) ANALYSIS PROCEDURE
3.1) Analysis Method
3.2) Assumptions
4) ANALYSIS RESULTS
Table 3 - Mount Component Stresses vs. Capacity
4.1) Recommendations
5) APPENDIX A
Wire Frame and Rendered Models
6) APPENDIX B
Software Input Calculations
7) APPENDIX C
Software Analysis Output
8) APPENDIX D
Additional Calculations
9) APPENDIX E
Supplemental Drawings
March 31, 2023
7 ft. T-Arm Mount Analysis - Conditional Passing CCI BU No. 877948
Project Number 167744.001.01.0001, Order 629188, Revision 4 Page 3
1) INTRODUCTION
This is a proposed 3 - sector 7 ft. T-Arm Mount, designed by Commscope Part# MC-K6MHDX-9-96.
2) ANALYSIS CRITERIA
Building Code: 2022 CBC
TIA-222 Revision: TIA-222-H
Risk Category: II
Ultimate Wind Speed: 95 mph
Exposure Category: C
Topographic Factor at Base: 1
Topographic Factor at Mount: 1
Ice Thickness: 0 in
Wind Speed with Ice: 30 mph
Seismic Ss: 1.976
Seismic S1: 0.727
Live Loading Wind Speed: 30 mph
Man Live Load at Mid/End-Points: 250 lb.
Man Live Load at Mount Pipes: 500 lb.
Table 1 - Proposed Equipment Configuration
Mount
Centerline
(ft.)
Antenna
Centerline
(ft.)
Number
of
Antennas
Manufacturer Model / Type
Mount /
Modification
Details
58 58
3 JMA Wireless MX08FRO665-21
7 ft. T-Arm
Mount
3 Samsung RF4450t-71A
3 Samsung RF4451d-70A
1 Raycap RDIDC-9181-PF-48
Table 2 - Documents Provided
Document Remarks Reference Source
CCI Order
Proposed Loading
Date: 08/10/2022
Crown Castle RFDS Date: 10/25/2022
CDs by RLS Date: 12/08/2022
Mount Manufacturer Drawing Commscope
(Part# MC-K6MHDX-9-96)Date: 03/24/2021 Commscope
3) ANALYSIS PROCEDURE
3.1) Analysis Method
RISA-3D (Version 21.0.0), a commercially available analysis software package, was used to create a
three-dimensional model of the antenna mounting system and calculate member stresses for various
loading cases.
A tool internally developed by B+T Group, was used to calculate wind loading on all appurtenances,
dishes and mount members for various loading cases. Selected output from the analysis is included in
Appendix B.
March 31, 2023
7 ft. T-Arm Mount Analysis - Conditional Passing CCI BU No. 877948
Project Number 167744.001.01.0001, Order 629188, Revision 4 Page 4
This analysis was performed in accordance with Crown Castle’s ENG-SOW-10208 Mount Analysis
(Revision E). In addition, this analysis is in accordance with OTHER SOW.
Manufacturers drawing were used to create model.
3.2) Assumptions
1. The antenna mounting system was properly fabricated, installed and maintained in good condition
in accordance with its original design, TIA Standards, and/or manufacturer's specifications.
2. The configuration of antennas, mounts, and other appurtenances are as specified in Table-1.
3. All member connections are assumed to have been designed to meet or exceed the load carrying
capacity of the connected members unless otherwise specified in this report.
4. Mount areas and weights are determined from field measurements, standard material properties,
and/or manufacturer product data.
5. Serviceability with respect to antenna twist, tilt, roll or lateral translation is not checked and is left to
the carrier or tower owner to ensure conformance.
6. Prior structural modifications to the tower mounting system are assumed to be installed as shown
per available data.
7. The analysis will be required to be revised if the existing conditions in the field differ from those
shown in the above-referenced documents or assumed in this analysis. No allowance was made for
any damaged, missing, or rusted members.
8. The following material grades were assumed (Unless Noted Otherwise):
(a) Connection Bolts : ASTM A325
(b) Steel Pipe : ASTM A53 (GR. 35)
(c) HSS (Round) : ASTM 500 (GR. B-42)
(d) HSS (Rectangular) : ASTM 500 (GR. B-46)
(e) Channel : ASTM A36 (GR. 36)
(f) Steel Solid Rod : ASTM A36 (GR. 36)
(g) Steel Plate : ASTM A36 (GR. 36)
(h) Steel Angle : ASTM A36 (GR. 36)
(i) UNISTRUT : ASTM A570 (GR. 33)
This analysis may be affected if any assumptions are not valid or have been made in error. B+T
Group should be notified to determine the effect on the structural integrity of the antenna mounting
system.
4) ANALYSIS RESULTS
Table 3 - Mount Component Stresses vs. Capacity (Sector Mount)
Notes Component Centerline (ft.) Critical
Member % Capacity Pass / Fail
Mount Pipes 7 10.3 Pass
Face Horizontals 2 30.7 Pass
Support Arms 1 29.6 Pass
3 Mount to Tower Connection -- 26.2 Pass
Structure Rating with Recommendations (max from all components) = 30.7%
Notes:
1) Capacities listed are based on recommendations listed in Sec.4.1 being installed
2) See additional documentation in "Appendix C - Software Analysis Output" for calculations supporting the % capacity
consumed.
3) See additional documentation in "Appendix D - Additional Calculations" for calculations supporting the % capacity
reported.
March 31, 2023
7 ft. T-Arm Mount Analysis - Conditional Passing CCI BU No. 877948
Project Number 167744.001.01.0001, Order 629188, Revision 4 Page 5
4.1) Recommendations
The proposed mount has sufficient capacity to support the proposed loading configuration. In order for
the results of this analysis to be considered valid, the mount listed below shall be installed.
1. Commscope, Part# MC-K6MHDX-9-96
2. Install (1) 2” STD. x 6’-0’’ long mount pipe attached support arm with (1) Commscope Part# XP-
2040 cross over plate.
No other structural modifications are required at this time.
March 31, 2023
7 ft. T-Arm Mount Analysis - Conditional Passing CCI BU No. 877948
Project Number 167744.001.01.0001, Order 629188, Revision 4 Page 6
APPENDIX A
WIRE FRAME AND RENDERED MODELS
B+T Group
KP
167744.001.01.0001
877948 - Santa Anita SK-1
Mar 31, 2023 at 01:23 PM
167744_001_01_0001_Sant…
B+T Group
KP
167744.001.01.0001
877948 - Santa Anita SK-2
Mar 31, 2023 at 01:23 PM
167744_001_01_0001_Sant…
B+T Group
KP
167744.001.01.0001
877948 - Santa Anita SK-3
Mar 31, 2023 at 01:23 PM
167744_001_01_0001_Sant…
B+T Group
KP
167744.001.01.0001
877948 - Santa Anita SK-5
Mar 31, 2023 at 01:24 PM
167744_001_01_0001_Sant…
B+T Group
KP
167744.001.01.0001
877948 - Santa Anita SK-6
Mar 31, 2023 at 01:24 PM
167744_001_01_0001_Sant…
B+T Group
KP
167744.001.01.0001
877948 - Santa Anita SK-7
Mar 31, 2023 at 01:24 PM
167744_001_01_0001_Sant…
B+T Group
KP
167744.001.01.0001
877948 - Santa Anita SK-8
Mar 31, 2023 at 01:25 PM
167744_001_01_0001_Sant…
B+T Group
KP
167744.001.01.0001
877948 - Santa Anita SK-9
Mar 31, 2023 at 01:25 PM
167744_001_01_0001_Sant…
March 31, 2023
7 ft. T-Arm Mount Analysis - Conditional Passing CCI BU No. 877948
Project Number 167744.001.01.0001, Order 629188, Revision 4 Page 7
APPENDIX B
SOFTWARE INPUT CALCULATIONS
167744.001.01.0001 - Santa Anita, CA
T-Arm Mount Analysis
Tower Type :
Ground Elevation zs : ft [ASCE7 Hazard Tool]
Tower Height : ft
Mount Elevation : ft
Antenna Elevation : ft
Crest Height : ft
Risk Category : [Table 2-1 ]
Exposure Category : [Sec. 2.6.5.1.2]
Topography Category : [Sec. 2.6.6.2]
Wind Velocity V : mph [ASCE7 Hazard Tool]
Ice wind Velocity Vi : mph [ASCE7 Hazard Tool]
Service Velocity Vs : mph [ASCE7 Hazard Tool]
Base Ice thickness ti : in [ASCE7 Hazard Tool]
Seismic Design Cat. : [ASCE7 Hazard Tool]
SS :
S1 :
SDS :
SD1 :
Gust Factor Gh : [Sec. 16.6]
Pressure Coefficient Kz : [Sec. 2.6.5.2]
Kzt : [Sec. 2.6.6]
Elevation Factor Ke : [Sec. 2.6.8]
Directionality Factor Kd : [Sec. 16.6]
Shielding Factor Ka : [Sec. 16.6]
Design Ice Thickness tiz :in [Sec. 2.6.10]
Importance Factor Ie : [Table 2-3 ]
Response Coefficient Cs : [Sec. 2.7.7.1]
Amplification As : [Sec. 16.7]
qz :psf
B+T Group
1717 S. Boulder, Suite 300
Tulsa, OK 74119
(918) 587-4630
Topography Facto
2.879599
0.291
1
0.00
0.90
0.95
0.98
1.00
PROJECT
SUBJECT
DATE
KSC
03/31/23
Monopole
502
0.00
1.58
0.73
1.98
D
0.00
30
30
95
1.00
C
II
0
58.00
58.00
59.80
1.13
1.00
24.32
167744.001.01.0001 - Santa Anita, CA
T-Arm Mount Analysis
15.0
15.0
16.6 2.01 1.17 2.01 1.17 0.04 0.03 0.0014.6 8.5 0.00
0.04 0.00 0.0015.0 1.11 1.88 1.11 1.88 0.028.9
4.01 1.61 4.01 1.61
0.010.040.101.614.011.61
B+T Group
1717 S. Boulder, Suite 300
Tulsa, OK 74119
(918) 587-4630
4.01
0.10 0.04 0.01
0.00
0.00
1.52 2.06 1.52 2.06 0.03 0.05 0.00 0.00
SUBJECT
DATE
20.0 8.0 82.5
RAYCAP RDIDC-9181-PF-48 1
Samsung RF4451d-70A 1
Samsung RF4450t-71A 1
72.0
PROJECT
JMA WIRELESS MX08FRO665-21 0.5
JMA WIRELESS MX08FRO665-21 0.5
Manufacturer
03/31/23
KSC
16.5 11.0
Model Qty Height Width Depth Weight
FA (T)
Ice
(in2)(in2)(in2)(lbs)(ft2)(ft2)(ft2)(ft2) (k) (k) (k) (k)
CaAa
(N)
CaAa
(T)
CaAa
(N) Ice
CaAa
(T) Ice
FA (N)FA (T)FA (N)
Ice
94.6
61.3
21.9
March 31, 2023
7 ft. T-Arm Mount Analysis - Conditional Passing CCI BU No. 877948
Project Number 167744.001.01.0001, Order 629188, Revision 4 Page 8
APPENDIX C
SOFTWARE ANALYSIS OUTPUT
Company
Designer
Job Number
Model Name
:
:
:
:
B+T Group
KP
167744.001.01.0001
877948 - Santa Anita
Checked By :
3/31/2023
1:25:50 PM
RISA-3D Version 21 [ 167744_001_01_0001_Santa Anita_CA.r… Page 1
Node Coordinates
Label X [ft] Y [ft] Z [ft] Detach From Diaphragm
1 1 -0.114029 0 1.303354
2 2 -3.864964 0 4.596595
3 3 3.135036 0 4.596595
4 4 -0.364964 -0.75 4.171561
5 5 -0.364964 0.75 4.171561
6 6 -3.364964 -4 4.930595
7 7 -3.364964 4 4.930595
8 8 -0.364964 0 4.171561
9 9 -3.364964 0 4.596595
10 10 -3.364964 0 4.930595
11 11 -0.364964 -4 4.930595
12 12 -0.364964 4 4.930595
13 13 -0.364964 0 4.596595
14 14 -0.364964 0 4.930595
15 15 2.635036 -4 4.930595
16 16 2.635036 4 4.930595
17 17 2.635036 0 4.596595
18 18 2.635036 0 4.930595
19 19 -0.357484 0 4.086058
20 20 0 0 0
21 21 -0.179396 0 2.0505
22 22 -0.44401 0 2.02735
23 23 -0.44401 3 2.02735
24 24 -0.44401 -3 2.02735
Node Boundary Conditions
Node Label X [k/in] Y [k/in] Z [k/in] X Rot [k-ft/rad] Y Rot [k-ft/rad] Z Rot [k-ft/rad]
1 1 Reaction Reaction Reaction Reaction Reaction Reaction
2 20
3 21
4 22
5 23
6 24
Hot Rolled Steel Properties
Label E [ksi] G [ksi] Nu Therm. Coeff. [1e⁵°F⁻¹] Density [k/ft³] Yield [ksi] Ry Fu [ksi] Rt
1 A992 29000 11154 0.3 0.65 0.49 50 1.1 65 1.1
2 A36 Gr.36 29000 11154 0.3 0.65 0.49 36 1.5 58 1.2
3 A572 Gr.50 29000 11154 0.3 0.65 0.49 50 1.1 65 1.1
4 A500 Gr.B RND 29000 11154 0.3 0.65 0.527 42 1.4 58 1.3
5 A500 Gr.B Rect 29000 11154 0.3 0.65 0.527 46 1.4 58 1.3
6 A53 Gr.B 29000 11154 0.3 0.65 0.49 35 1.6 60 1.2
7 A1085 29000 11154 0.3 0.65 0.49 50 1.4 65 1.3
8 A500 Gr.C 29000 11154 0.3 0.65 0.49 46 1.4 62 1.3
Hot Rolled Steel Section Sets
Label Shape Type Design List Material Design RuleArea [in²] Iyy [in⁴]Izz [in⁴] J [in⁴]
1 MF-P1 PIPE_2.5X.203 Column Pipe A500 Gr.C Typical 1.704 1.53 1.53 3.059
2 MF-H1 PIPE_3.5X.216 Beam Pipe A500 Gr.C Typical 2.228 3.017 3.017 6.034
3 MV-1 PIPE_4.0 Column Pipe A53 Gr.B Typical 2.96 6.82 6.82 13.6
4 F1-ST1 HSS4X4X4 Beam Tube A500 Gr.B Rect Typical 3.37 7.8 7.8 12.8
Company
Designer
Job Number
Model Name
:
:
:
:
B+T Group
KP
167744.001.01.0001
877948 - Santa Anita
Checked By :
3/31/2023
1:25:50 PM
RISA-3D Version 21 [ 167744_001_01_0001_Santa Anita_CA.r… Page 2
Hot Rolled Steel Section Sets (Continued)
Label Shape Type Design List Material Design RuleArea [in²] Iyy [in⁴]Izz [in⁴] J [in⁴]
5 MF-P2 PIPE_2.0 Column Pipe A53 Gr.B Typical 1.02 0.627 0.627 1.25
Member Primary Data
Label I Node J Node Section/Shape Type Design List Material Design Rule
1 1 1 19 F1-ST1 Beam Tube A500 Gr.B Rect Typical
2 2 2 3 MF-H1 Beam Pipe A500 Gr.C Typical
3 3 4 5 MV-1 Column Pipe A53 Gr.B Typical
4 4 7 6 MF-P1 Column Pipe A500 Gr.C Typical
5 5 8 13 RIGID None None RIGID Typical
6 6 9 10 RIGID None None RIGID Typical
7 7 12 11 MF-P1 Column Pipe A500 Gr.C Typical
8 8 13 14 RIGID None None RIGID Typical
9 9 16 15 MF-P1 Column Pipe A500 Gr.C Typical
10 10 17 18 RIGID None None RIGID Typical
11 11 8 19 RIGID None None RIGID Typical
12 12 21 22 RIGID None None RIGID Typical
13 13 23 24 MF-P2 Column Pipe A53 Gr.B Typical
Member Advanced Data
Label Physical Deflection Ratio Options Seismic DR
1 1 Yes N/A None
2 2 Yes N/A None
3 3 Yes ** NA **None
4 4 Yes ** NA **None
5 5 Yes ** NA **None
6 6 Yes ** NA **None
7 7 Yes ** NA **None
8 8 Yes ** NA **None
9 9 Yes ** NA **None
10 10 Yes ** NA **None
11 11 Yes ** NA **None
12 12 Yes ** NA **None
13 13 Yes ** NA **None
Hot Rolled Steel Design Parameters
Label Shape Length [ft] Lcomp top [ft] Channel Conn. a [ft] Function
1 1 F1-ST1 2.793 Lbyy N/A N/A Lateral
2 2 MF-H1 7 Lbyy N/A N/A Lateral
3 3 MV-1 1.5 Lbyy N/A N/A Lateral
4 4 MF-P1 8 Lbyy N/A N/A Lateral
5 7 MF-P1 8 Lbyy N/A N/A Lateral
6 9 MF-P1 8 Lbyy N/A N/A Lateral
7 13 MF-P2 6 Lbyy N/A N/A Lateral
Member Point Loads (BLC 1 : Dead)
Member Label Direction Magnitude [k, k-ft] Location [(ft, %)]
1 7 Y -0.041 %15
2 7 Y -0.041 %85
3 7 Y -0.095 %25
4 7 Y -0.061 %25
Company
Designer
Job Number
Model Name
:
:
:
:
B+T Group
KP
167744.001.01.0001
877948 - Santa Anita
Checked By :
3/31/2023
1:25:50 PM
RISA-3D Version 21 [ 167744_001_01_0001_Santa Anita_CA.r… Page 3
Member Point Loads (BLC 1 : Dead) (Continued)
Member Label Direction Magnitude [k, k-ft] Location [(ft, %)]
5 7 Y 0 0
6 13 Y -0.022 %25
7 13 Y 0 0
8 13 Y 0 0
9 13 Y 0 0
10 13 Y 0 0
Member Point Loads (BLC 2 : 0 Wind - No Ice)
Member Label Direction Magnitude [k, k-ft] Location [(ft, %)]
1 7 Z -0.097 %15
2 7 Z -0.097 %85
3 7 Z -0.033 %25
4 7 Z -0.024 %25
5 7 Z 0 0
6 13 Z -0.044 %25
7 13 Z 0 0
8 13 Z 0 0
9 13 Z 0 0
10 13 Z 0 0
Member Point Loads (BLC 3 : 90 Wind - No Ice)
Member Label Direction Magnitude [k, k-ft] Location [(ft, %)]
1 7 X -0.039 %15
2 7 X -0.039 %85
3 7 X -0.045 %25
4 7 X -0.041 %25
5 7 X 0 0
6 13 X -0.026 %25
7 13 X 0 0
8 13 X 0 0
9 13 X 0 0
10 13 X 0 0
Member Point Loads (BLC 6 : 0 Wind - Service)
Member Label Direction Magnitude [k, k-ft] Location [(ft, %)]
1 7 Z -0.01 %15
2 7 Z -0.01 %85
3 7 Z -0.003 %25
4 7 Z -0.002 %25
5 7 Z 0 0
6 13 Z -0.004 %25
7 13 Z 0 0
8 13 Z 0 0
9 13 Z 0 0
10 13 Z 0 0
Member Point Loads (BLC 7 : 90 Wind - Service)
Member Label Direction Magnitude [k, k-ft] Location [(ft, %)]
1 7 X -0.004 %15
2 7 X -0.004 %85
Company
Designer
Job Number
Model Name
:
:
:
:
B+T Group
KP
167744.001.01.0001
877948 - Santa Anita
Checked By :
3/31/2023
1:25:50 PM
RISA-3D Version 21 [ 167744_001_01_0001_Santa Anita_CA.r… Page 4
Member Point Loads (BLC 7 : 90 Wind - Service) (Continued)
Member Label Direction Magnitude [k, k-ft] Location [(ft, %)]
3 7 X -0.004 %25
4 7 X -0.004 %25
5 7 X 0 0
6 13 X -0.003 %25
7 13 X 0 0
8 13 X 0 0
9 13 X 0 0
10 13 X 0 0
Member Point Loads (BLC 9 : 0 Seismic)
Member Label Direction Magnitude [k, k-ft] Location [(ft, %)]
1 7 Z -0.069 %15
2 7 Z -0.069 %85
3 7 Z -0.079 %25
4 7 Z -0.051 %25
5 7 Z 0 0
6 13 Z -0.018 %25
7 13 Z 0 0
8 13 Z 0 0
9 13 Z 0 0
10 13 Z 0 0
Member Point Loads (BLC 10 : 90 Seismic)
Member Label Direction Magnitude [k, k-ft] Location [(ft, %)]
1 7 X -0.069 %15
2 7 X -0.069 %85
3 7 X -0.079 %25
4 7 X -0.051 %25
5 7 X 0 0
6 13 X -0.018 %25
7 13 X 0 0
8 13 X 0 0
9 13 X 0 0
10 13 X 0 0
Member Point Loads (BLC 15 : Maint LL 1)
Member Label Direction Magnitude [k, k-ft] Location [(ft, %)]
1 2 Y -0.25 %5
Member Point Loads (BLC 16 : Maint LL 2)
Member Label Direction Magnitude [k, k-ft] Location [(ft, %)]
1 2 Y -0.25 %95
Member Point Loads (BLC 17 : Maint LL 3)
Member Label Direction Magnitude [k, k-ft] Location [(ft, %)]
1 1 Y -0.25 %50
Company
Designer
Job Number
Model Name
:
:
:
:
B+T Group
KP
167744.001.01.0001
877948 - Santa Anita
Checked By :
3/31/2023
1:25:50 PM
RISA-3D Version 21 [ 167744_001_01_0001_Santa Anita_CA.r… Page 5
Member Distributed Loads (BLC 2 : 0 Wind - No Ice)
Member LabelDirectionStart Magnitude [k/ft, F, ksf, k-ft/ft]End Magnitude [k/ft, F, ksf, k-ft/ft]Start Location [(ft, %)]End Location [(ft, %)]
1 1 Z -0.01 -0.01 0 %100
2 2 Z -0.007 -0.007 0 %100
3 3 Z -0.007 -0.007 0 %100
4 4 Z -0.006 -0.006 0 %100
5 7 Z -0.006 -0.006 0 %100
6 9 Z -0.006 -0.006 0 %100
7 13 Z -0.005 -0.005 0 %100
Member Distributed Loads (BLC 3 : 90 Wind - No Ice)
Member LabelDirectionStart Magnitude [k/ft, F, ksf, k-ft/ft]End Magnitude [k/ft, F, ksf, k-ft/ft]Start Location [(ft, %)]End Location [(ft, %)]
1 1 X -0.01 -0.01 0 %100
2 2 X -0.007 -0.007 0 %100
3 3 X -0.007 -0.007 0 %100
4 4 X -0.006 -0.006 0 %100
5 7 X -0.006 -0.006 0 %100
6 9 X -0.006 -0.006 0 %100
7 13 X -0.005 -0.005 0 %100
Member Distributed Loads (BLC 6 : 0 Wind - Service)
Member LabelDirectionStart Magnitude [k/ft, F, ksf, k-ft/ft]End Magnitude [k/ft, F, ksf, k-ft/ft]Start Location [(ft, %)]End Location [(ft, %)]
1 1 Z -0.001 -0.001 0 %100
2 2 Z -0.0004 -0.0004 0 %100
3 3 Z -0.0004 -0.0004 0 %100
4 4 Z -0.0003 -0.0003 0 %100
5 7 Z -0.0003 -0.0003 0 %100
6 9 Z -0.0003 -0.0003 0 %100
7 13 Z -0.0003 -0.0003 0 %100
Member Distributed Loads (BLC 7 : 90 Wind - Service)
Member LabelDirectionStart Magnitude [k/ft, F, ksf, k-ft/ft]End Magnitude [k/ft, F, ksf, k-ft/ft]Start Location [(ft, %)]End Location [(ft, %)]
1 1 X -0.001 -0.001 0 %100
2 2 X -0.0004 -0.0004 0 %100
3 3 X -0.0004 -0.0004 0 %100
4 4 X -0.0003 -0.0003 0 %100
5 7 X -0.0003 -0.0003 0 %100
6 9 X -0.0003 -0.0003 0 %100
7 13 X -0.0003 -0.0003 0 %100
Member Distributed Loads (BLC 9 : 0 Seismic)
Member LabelDirectionStart Magnitude [k/ft, F, ksf, k-ft/ft]End Magnitude [k/ft, F, ksf, k-ft/ft]Start Location [(ft, %)]End Location [(ft, %)]
1 1 Z -0.01 -0.01 0 %100
2 2 Z -0.006 -0.006 0 %100
3 3 Z -0.009 -0.009 0 %100
4 4 Z -0.005 -0.005 0 %100
5 7 Z -0.005 -0.005 0 %100
6 9 Z -0.005 -0.005 0 %100
7 13 Z -0.003 -0.003 0 %100
Company
Designer
Job Number
Model Name
:
:
:
:
B+T Group
KP
167744.001.01.0001
877948 - Santa Anita
Checked By :
3/31/2023
1:25:50 PM
RISA-3D Version 21 [ 167744_001_01_0001_Santa Anita_CA.r… Page 6
Member Distributed Loads (BLC 10 : 90 Seismic)
Member LabelDirectionStart Magnitude [k/ft, F, ksf, k-ft/ft]End Magnitude [k/ft, F, ksf, k-ft/ft]Start Location [(ft, %)]End Location [(ft, %)]
1 1 X -0.01 -0.01 0 %100
2 2 X -0.006 -0.006 0 %100
3 3 X -0.009 -0.009 0 %100
4 4 X -0.005 -0.005 0 %100
5 7 X -0.005 -0.005 0 %100
6 9 X -0.005 -0.005 0 %100
7 13 X -0.003 -0.003 0 %100
Node Loads and Enforced Displacements (BLC 11 : Live Load a)
Node Label L, D, M Direction Magnitude [(k, k-ft), (in, rad), (k*s²/ft, k*s²*ft)]
1 9 L Y -0.5
Node Loads and Enforced Displacements (BLC 12 : Live Load b)
Node Label L, D, M Direction Magnitude [(k, k-ft), (in, rad), (k*s²/ft, k*s²*ft)]
1 13 L Y -0.5
Node Loads and Enforced Displacements (BLC 13 : Live Load c)
Node Label L, D, M Direction Magnitude [(k, k-ft), (in, rad), (k*s²/ft, k*s²*ft)]
1 17 L Y -0.5
Basic Load Cases
BLC Description Category Y Gravity Nodal Point Distributed
1 Dead DL -1 10
2 0 Wind - No Ice WLZ 10 7
3 90 Wind - No Ice WLX 10 7
4 0 Wind - Ice WLZ
5 90 Wind - Ice WLX
6 0 Wind - Service WLZ 10 7
7 90 Wind - Service WLX 10 7
8 Ice OL1
9 0 Seismic ELZ 10 7
10 90 Seismic ELX 10 7
11 Live Load a LL 1
12 Live Load b LL 1
13 Live Load c LL 1
14 Live Load d LL
15 Maint LL 1 LL 1
16 Maint LL 2 LL 1
17 Maint LL 3 LL 1
18 Maint LL 4 LL
19 Maint LL 5 LL
20 Maint LL 6 LL
21 Maint LL 7 LL
22 Maint LL 8 LL
23 Maint LL 9 LL
24 Maint LL 10 LL
25 Maint LL 11 LL
26 Maint LL 12 LL
27 Maint LL 13 LL
Company
Designer
Job Number
Model Name
:
:
:
:
B+T Group
KP
167744.001.01.0001
877948 - Santa Anita
Checked By :
3/31/2023
1:25:50 PM
RISA-3D Version 21 [ 167744_001_01_0001_Santa Anita_CA.r… Page 7
Basic Load Cases (Continued)
BLC Description Category Y Gravity Nodal Point Distributed
28 Maint LL 14 LL
29 Maint LL 15 LL
30 Maint LL 16 LL
31 Maint LL 17 LL
32 Maint LL 18 LL
33 Maint LL 19 LL
34 Maint LL 20 LL
35 Maint LL 21 LL
36 Maint LL 22 LL
37 Maint LL 23 LL
38 Maint LL 24 LL
Load Combinations
Description Solve P-Delta BLC Factor BLC Factor BLC Factor BLC Factor
1 1.4 Dead Yes Y 1 1.4
2 1.2 D + 1.0 - 0 W Yes Y 1 1.2 2 1
3 1.2 D + 1.0 - 30 W Yes Y 1 1.2 2 0.866 3 0.5
4 1.2 D + 1.0 - 60 W Yes Y 1 1.2 3 0.866 2 0.5
5 1.2 D + 1.0 - 90 W Yes Y 1 1.2 3 1
6 1.2 D + 1.0 - 120 W Yes Y 1 1.2 3 0.866 2 -0.5
7 1.2 D + 1.0 - 150 W Yes Y 1 1.2 2 -0.866 3 0.5
8 1.2 D + 1.0 - 180 W Yes Y 1 1.2 2 -1
9 1.2 D + 1.0 - 210 W Yes Y 1 1.2 2 -0.866 3 -0.5
10 1.2 D + 1.0 - 240 W Yes Y 1 1.2 3 -0.866 2 -0.5
11 1.2 D + 1.0 - 270 W Yes Y 1 1.2 3 -1
12 1.2 D + 1.0 - 300 W Yes Y 1 1.2 3 -0.866 2 0.5
13 1.2 D + 1.0 - 330 W Yes Y 1 1.2 2 0.866 3 -0.5
14 1.2 D + 1.0 - 0 W/Ice Yes Y 1 1.2 4 1 8 1
15 1.2 D + 1.0 - 30 W/Ice Yes Y 1 1.2 4 0.866 5 0.5 8 1
16 1.2 D + 1.0 - 60 W/Ice Yes Y 1 1.2 5 0.866 4 0.5 8 1
17 1.2 D + 1.0 - 90 W/Ice Yes Y 1 1.2 5 1 8 1
18 1.2 D + 1.0 - 120 W/Ice Yes Y 1 1.2 5 0.866 4 -0.5 8 1
19 1.2 D + 1.0 - 150 W/Ice Yes Y 1 1.2 4 -0.866 5 0.5 8 1
20 1.2 D + 1.0 - 180 W/Ice Yes Y 1 1.2 4 -1 8 1
21 1.2 D + 1.0 - 210 W/Ice Yes Y 1 1.2 4 -0.866 5 -0.5 8 1
22 1.2 D + 1.0 - 240 W/Ice Yes Y 1 1.2 5 -0.866 4 -0.5 8 1
23 1.2 D + 1.0 - 270 W/Ice Yes Y 1 1.2 5 -1 8 1
24 1.2 D + 1.0 - 300 W/Ice Yes Y 1 1.2 5 -0.866 4 0.5 8 1
25 1.2 D + 1.0 - 330 W/Ice Yes Y 1 1.2 4 0.866 5 -0.5 8 1
26 1.2 D + 1.0 E - 0 Yes Y 1 1.2 9 1
27 1.2 D + 1.0 E - 30 Yes Y 1 1.2 9 0.866 10 0.5
28 1.2 D + 1.0 E - 60 Yes Y 1 1.2 10 0.866 9 0.5
29 1.2 D + 1.0 E - 90 Yes Y 1 1.2 10 1
30 1.2 D + 1.0 E - 120 Yes Y 1 1.2 10 0.866 9 -0.5
31 1.2 D + 1.0 E - 150 Yes Y 1 1.2 9 -0.866 10 0.5
32 1.2 D + 1.0 E - 180 Yes Y 1 1.2 9 -1
33 1.2 D + 1.0 E - 210 Yes Y 1 1.2 9 -0.866 10 -0.5
34 1.2 D + 1.0 E - 240 Yes Y 1 1.2 10 -0.866 9 -0.5
35 1.2 D + 1.0 E - 270 Yes Y 1 1.2 10 -1
36 1.2 D + 1.0 E - 300 Yes Y 1 1.2 10 -0.866 9 0.5
37 1.2 D + 1.0 E - 330 Yes Y 1 1.2 9 0.866 10 -0.5
38 1.2 D + 1.5 LL a + Service - 0 W Yes Y 1 1.2 6 1 11 1.5
39 1.2 D + 1.5 LL a + Service - 30 W Yes Y 1 1.2 6 0.866 7 0.5 11 1.5
40 1.2 D + 1.5 LL a + Service - 60 W Yes Y 1 1.2 7 0.866 6 0.5 11 1.5
41 1.2 D + 1.5 LL a + Service - 90 W Yes Y 1 1.2 7 1 11 1.5
Company
Designer
Job Number
Model Name
:
:
:
:
B+T Group
KP
167744.001.01.0001
877948 - Santa Anita
Checked By :
3/31/2023
1:25:50 PM
RISA-3D Version 21 [ 167744_001_01_0001_Santa Anita_CA.r… Page 8
Load Combinations (Continued)
Description Solve P-Delta BLC Factor BLC Factor BLC Factor BLC Factor
42 1.2 D + 1.5 LL a + Service - 120 W Yes Y 1 1.2 7 0.866 6 -0.5 11 1.5
43 1.2 D + 1.5 LL a + Service - 150 W Yes Y 1 1.2 6 -0.866 7 0.5 11 1.5
44 1.2 D + 1.5 LL a + Service - 180 W Yes Y 1 1.2 6 -1 11 1.5
45 1.2 D + 1.5 LL a + Service - 210 W Yes Y 1 1.2 6 -0.866 7 -0.5 11 1.5
46 1.2 D + 1.5 LL a + Service - 240 W Yes Y 1 1.2 7 -0.866 6 -0.5 11 1.5
47 1.2 D + 1.5 LL a + Service - 270 W Yes Y 1 1.2 7 -1 11 1.5
48 1.2 D + 1.5 LL a + Service - 300 W Yes Y 1 1.2 7 -0.866 6 0.5 11 1.5
49 1.2 D + 1.5 LL a + Service - 330 W Yes Y 1 1.2 6 0.866 7 -0.5 11 1.5
50 1.2 D + 1.5 LL b + Service - 0 W Yes Y 1 1.2 6 1 12 1.5
51 1.2 D + 1.5 LL b + Service - 30 W Yes Y 1 1.2 6 0.866 7 0.5 12 1.5
52 1.2 D + 1.5 LL b + Service - 60 W Yes Y 1 1.2 7 0.866 6 0.5 12 1.5
53 1.2 D + 1.5 LL b + Service - 90 W Yes Y 1 1.2 7 1 12 1.5
54 1.2 D + 1.5 LL b + Service - 120 W Yes Y 1 1.2 7 0.866 6 -0.5 12 1.5
55 1.2 D + 1.5 LL b + Service - 150 W Yes Y 1 1.2 6 -0.866 7 0.5 12 1.5
56 1.2 D + 1.5 LL b + Service - 180 W Yes Y 1 1.2 6 -1 12 1.5
57 1.2 D + 1.5 LL b + Service - 210 W Yes Y 1 1.2 6 -0.866 7 -0.5 12 1.5
58 1.2 D + 1.5 LL b + Service - 240 W Yes Y 1 1.2 7 -0.866 6 -0.5 12 1.5
59 1.2 D + 1.5 LL b + Service - 270 W Yes Y 1 1.2 7 -1 12 1.5
60 1.2 D + 1.5 LL b + Service - 300 W Yes Y 1 1.2 7 -0.866 6 0.5 12 1.5
61 1.2 D + 1.5 LL b + Service - 330 W Yes Y 1 1.2 6 0.866 7 -0.5 12 1.5
62 1.2 D + 1.5 LL c + Service - 0 W Yes Y 1 1.2 6 1 13 1.5
63 1.2 D + 1.5 LL c + Service - 30 W Yes Y 1 1.2 6 0.866 7 0.5 13 1.5
64 1.2 D + 1.5 LL c + Service - 60 W Yes Y 1 1.2 7 0.866 6 0.5 13 1.5
65 1.2 D + 1.5 LL c + Service - 90 W Yes Y 1 1.2 7 1 13 1.5
66 1.2 D + 1.5 LL c + Service - 120 W Yes Y 1 1.2 7 0.866 6 -0.5 13 1.5
67 1.2 D + 1.5 LL c + Service - 150 W Yes Y 1 1.2 6 -0.866 7 0.5 13 1.5
68 1.2 D + 1.5 LL c + Service - 180 W Yes Y 1 1.2 6 -1 13 1.5
69 1.2 D + 1.5 LL c + Service - 210 W Yes Y 1 1.2 6 -0.866 7 -0.5 13 1.5
70 1.2 D + 1.5 LL c + Service - 240 W Yes Y 1 1.2 7 -0.866 6 -0.5 13 1.5
71 1.2 D + 1.5 LL c + Service - 270 W Yes Y 1 1.2 7 -1 13 1.5
72 1.2 D + 1.5 LL c + Service - 300 W Yes Y 1 1.2 7 -0.866 6 0.5 13 1.5
73 1.2 D + 1.5 LL c + Service - 330 W Yes Y 1 1.2 6 0.866 7 -0.5 13 1.5
74 1.2 D + 1.5 LL d + Service - 0 W Yes Y 1 1.2 6 1 14 1.5
75 1.2 D + 1.5 LL d + Service - 30 W Yes Y 1 1.2 6 0.866 7 0.5 14 1.5
76 1.2 D + 1.5 LL d + Service - 60 W Yes Y 1 1.2 7 0.866 6 0.5 14 1.5
77 1.2 D + 1.5 LL d + Service - 90 W Yes Y 1 1.2 7 1 14 1.5
78 1.2 D + 1.5 LL d + Service - 120 W Yes Y 1 1.2 7 0.866 6 -0.5 14 1.5
79 1.2 D + 1.5 LL d + Service - 150 W Yes Y 1 1.2 6 -0.866 7 0.5 14 1.5
80 1.2 D + 1.5 LL d + Service - 180 W Yes Y 1 1.2 6 -1 14 1.5
81 1.2 D + 1.5 LL d + Service - 210 W Yes Y 1 1.2 6 -0.866 7 -0.5 14 1.5
82 1.2 D + 1.5 LL d + Service - 240 W Yes Y 1 1.2 7 -0.866 6 -0.5 14 1.5
83 1.2 D + 1.5 LL d + Service - 270 W Yes Y 1 1.2 7 -1 14 1.5
84 1.2 D + 1.5 LL d + Service - 300 W Yes Y 1 1.2 7 -0.866 6 0.5 14 1.5
85 1.2 D + 1.5 LL d + Service - 330 W Yes Y 1 1.2 6 0.866 7 -0.5 14 1.5
86 1.2 D + 1.5 LL Maint (1)Yes Y 1 1.2 15 1.5
87 1.2 D + 1.5 LL Maint (2)Yes Y 1 1.2 16 1.5
88 1.2 D + 1.5 LL Maint (3)Yes Y 1 1.2 17 1.5
89 1.2 D + 1.5 LL Maint (4)Yes Y 1 1.2 18 1.5
90 1.2 D + 1.5 LL Maint (5)Yes Y 1 1.2 19 1.5
91 1.2 D + 1.5 LL Maint (6)Yes Y 1 1.2 20 1.5
92 1.2 D + 1.5 LL Maint (7)Yes Y 1 1.2 21 1.5
93 1.2 D + 1.5 LL Maint (8)Yes Y 1 1.2 22 1.5
94 1.2 D + 1.5 LL Maint (9)Yes Y 1 1.2 23 1.5
95 1.2 D + 1.5 LL Maint (10)Yes Y 1 1.2 24 1.5
96 1.2 D + 1.5 LL Maint (11)Yes Y 1 1.2 25 1.5
Company
Designer
Job Number
Model Name
:
:
:
:
B+T Group
KP
167744.001.01.0001
877948 - Santa Anita
Checked By :
3/31/2023
1:25:50 PM
RISA-3D Version 21 [ 167744_001_01_0001_Santa Anita_CA.r… Page 9
Load Combinations (Continued)
Description Solve P-Delta BLC Factor BLC Factor BLC Factor BLC Factor
97 1.2 D + 1.5 LL Maint (12)Yes Y 1 1.2 26 1.5
98 1.2 D + 1.5 LL Maint (13)Yes Y 1 1.2 27 1.5
99 1.2 D + 1.5 LL Maint (14)Yes Y 1 1.2 28 1.5
100 1.2 D + 1.5 LL Maint (15)Yes Y 1 1.2 29 1.5
101 1.2 D + 1.5 LL Maint (16)Yes Y 1 1.2 30 1.5
102 1.2 D + 1.5 LL Maint (17)Yes Y 1 1.2 31 1.5
103 1.2 D + 1.5 LL Maint (18)Yes Y 1 1.2 32 1.5
104 1.2 D + 1.5 LL Maint (19)Yes Y 1 1.2 33 1.5
105 1.2 D + 1.5 LL Maint (20)Yes Y 1 1.2 34 1.5
106 1.2 D + 1.5 LL Maint (21)Yes Y 1 1.2 35 1.5
107 1.2 D + 1.5 LL Maint (22)Yes Y 1 1.2 36 1.5
108 1.2 D + 1.5 LL Maint (23)Yes Y 1 1.2 37 1.5
109 1.2 D + 1.5 LL Maint (24)Yes Y 1 1.2 38 1.5
Envelope Node Reactions
Node Label X [k] LC Y [k] LC Z [k] LC MX [k-ft] LC MY [k-ft] LC MZ [k-ft] LC
1 1 max 0.509 29 1.378 62 0.57 2 -1.714 26 1.651 29 1.929 71
2 min -0.509 35 0.628 32 -0.57 8 -4.49 68 -1.652 35 -2.618 41
3 Totals:max 0.509 29 1.378 62 0.57 2
4 min -0.509 35 0.628 32 -0.57 8
Envelope AISC 15TH (360-16): LRFD Member Steel Code Checks
Member Shape Code CheckLoc[ft]LCShear CheckLoc[ft]DirLCphi*Pnc [k]phi*Pnt [k] phi*Mn y-y [k-ft] phi*Mn z-z [k-ft]Cb Eqn
1 1 HSS4X4X4 0.296 0 41 0.205 0 y 71 135.036 139.518 16.181 16.181 1.471 H1-1b
2 2 PIPE_3.5X.216 0.307 3.5 65 0.033 3.5 48 64.977 92.259 8.048 8.048 1 H1-1b
3 3 PIPE_4.0 0 0.75 1 0 0.75 32 92.571 93.24 10.631 10.631 1 H1-1b*
4 4 PIPE_2.5X.203 0.01 4 7 0.001 4 7 35.361 70.548 5.01 5.01 1 H1-1b
5 7 PIPE_2.5X.203 0.103 4 32 0.01 4 32 35.361 70.548 5.01 5.01 1 H1-1b
6 9 PIPE_2.5X.203 0.01 4 8 0.001 4 8 35.361 70.548 5.01 5.01 1 H1-1b
7 13 PIPE_2.0 0.049 3 8 0.006 3 8 20.867 32.13 1.872 1.872 1 H1-1b
March 31, 2023
7 ft. T-Arm Mount Analysis - Conditional Passing CCI BU No. 877948
Project Number 167744.001.01.0001, Order 629188, Revision 4 Page 9
APPENDIX D
ADDITIONAL CALCULATIONS
167744.001.01.0001 - Santa Anita, CA
T-Arm Mount Analysis
[REF: AISC 360-05]
Reactions at Bolted Connection
Tension :k
Vertical Shear : k
Horizontal Shear : k
Torsion : k.ft
Moment from Horizontal Forces : k.ft
Moment from Vertical Forces : k.ft
Bolt Parameters
Bolt Grade :
Bolt Diameter : in
Nominal Bolt Area :in2
Bolt spacing, Horizontal : in
Bolt spacing, Vertical : in
Bolt edge distance, plate height : in
Bolt edge distance, plate width : in
Total Number of Bolts : bolts
Summary of Forces
Shear Resultant Force : k
Force from Horz. Moment : k
Force from Vert. Moment : k
Shear Load / Bolt : k
Tension Load / Bolt : k
Resultant from Moments / Bolt : k
Bolt Checks
Nominal Tensile Stress, Fnt :ksi[AISC Table J3.2]
Available Tensile Stress, ΦRnt :k/bolt[Eq. J3-1]
Unity Check, Bolt Tension :OKAY
Nominal Shear Stress, Fnv :ksi[AISC Table J3.2]
Available Shear Stress, ΦRnv :k/bolt[Eq. J3-1]
Unity Check, Bolt Shear :OKAY
Unity Check, Combined :OKAY
Available Bearing Strength, ΦRn :k/bolt
Unity Check, Bolt Bearing :OKAY
PROJECT KSC B+T Group
SUBJECT 1717 S. Boulder, Suite 300
Tulsa, OK 74119
(918) 587-4630DATE03/31/23 PAGE 1 OF 1
20.72
0.509
4.49
A325
0.625
1.652
0.307
4
90.00
0.57
1.378
1.5
6
6
2.618
1.5
21.60%
48.00
11.05
4.61%
1.06%
1.47
2.99
8.13
0.37
0.14
4.33
34.66
26.21%
March 31, 2023
7 ft. T-Arm Mount Analysis - Conditional Passing CCI BU No. 877948
Project Number 167744.001.01.0001, Order 629188, Revision 4 Page 10
APPENDIX E
SUPPLEMENTAL DRAWINGS
A
B
C
13
8
2
1
3DETAIL ASCALE 1 : 6
10
9 9
DETAIL BSCALE 1 : 65
7
6
11
10
DETAIL CSCALE 1 : 64
96''
131.5''
151.9''
REVISIONS
REV.IPS DESCRIPTION BY DATE
A 10539PC NEW RELEASED.XZ1054 3/11/2021
ITEM NO.PART NUMBER DESCRIPTION QTY.
1 MC-RM1550-3 12" - 50" OD RINGMOUNT 1
2 MT197.01 36" SINGLE SUPPORT ARM 3
3 MT197H HARDWARE KIT (NEXT ITEM)3
4 GB-0524A 5/8" X 2-1/2" GALV BOLT KIT (A325)12
5 MT216.13 CENTER BRACKET 3
6 GUB-53560 5/8" X 3-5/8" X 6" GALV U-BOLT 6
7 GUB-5456 5/8" X 4-5/8" X 6½" GALV U-BOLT 6
8 MTC333912 84" X 3-1/2" OD PIPE 3
9 MT219H3501 3.5"OD Clamp Bracket 9
10 GUB-4352 1/2" X 3" X 5-1/4" GALV U-BOLT 18
11 GUB-4356 1/2" X 3-5/8" X 6" GALV U-BOLT 18
13 MT54696 2.875" O.D. X 96 PIPE 9
6 578 4 3 2 1
7 6 345
A
B
C
D
A
B
C
D
12
lbs/in³
lbs
in³
in²
±
1203.02
1 OF 2WIDTH
LENGTH
HEIGHT
XZ1054
4265.23VOLUME RE
BCAMPBELLCON 03/19/2021AD
ROGHANSONRW 03/16/202103/08/2021
COMMSCOPE, INC. OF NORTH CAROLINA
T-ARM, MCK6, 3, 4” x 84” , 9, 2-7/8"x96
MC-K6MHDX-9-96
AAD00AAD00
INSL
10539PC
DENSITY
MASS
0.28
UN
L
E
S
S
O
T
H
E
R
W
I
S
E
S
P
E
C
I
F
I
E
D
DIM
E
N
S
I
O
N
S
A
R
E
I
N
I
N
C
H
E
S
IN
T
E
R
P
R
E
T
P
E
R
A
N
S
I
Y
1
4
.
5
M
-
1
9
9
4
CE
Auth Group
ECN
DRAWING SHEETMODEL
SCALE
SIZE
ANGLES
.X ±
.XX ±
.XXX ±
MATERIAL
.12
.06
.032°
D
3 PLACE
2 PLACE
1 PLACE
REVISION
TOLERANCES
STATUSVERSION REVISIONSTATUSVERSION
DOCUMENT NO.1:32
N/A
FINISH
SURFACE AREA 35860.22
TITLENAMEDATE
SAP MATERIAL MASTER
C 2021 CommScope, Inc. Confidential
8
NOTES:
1.0 GENERAL NOTES1.1 ALL METRIC DIMENSIONS ARE IN BRACKETS.2.0 DESIGN NOTES2.1 FOR PATENT INFORMATION: HTTPS://WWW.CS-PAT.COM
3.0 MANUFACTURING/SPECIAL REQUIREMENTS 4.0 TEST5.0 PACKAGING
5.1 PACKAGING SHALL MEET COMMSCOPE REQUIREMENTS PER DOCUMENT IS-PL-3005
1/32±FRACTIONS MC-K6MHDX-9-96
A36, A53
40 1004
50.0015.00 1270.0381.0
11.50 292.196.00 2438.4
1234
1234
A
C
D D
C
A
B
NOTES:
2 OF 2
COMMSCOPE, INC. OF NORTH CAROLINA
T-ARM, MCK6, 3, 4” x 84” , 9, 2-7/8"x96
MC-K6MHDX-9-96
AAD00
DRAWING SHEET
SCALESIZEC
REVISIONSTATUSVERSION
DOCUMENT NO.1:32
TITLE
C 2021 CommScope, Inc. Confidential
B