HomeMy WebLinkAbout3000 3%4 W MacArthur Blvd WCC01 - Plan1452 EDINGER AVE.
TUSTIN, CALIFORNIA 92780
10 CHURCH CIRCLE
ANNAPOLIS, MD 21401
4430 E. MIRALOMA AVE. SUITE D
ANAHEIM, CALIFORNIA 92807
GN-1
1GENERAL NOTES & SPECIFICATIONS2ABBREVIATIONS & SYMBOLS
1452 EDINGER AVE.
TUSTIN, CALIFORNIA 92780
10 CHURCH CIRCLE
ANNAPOLIS, MD 21401
4430 E. MIRALOMA AVE. SUITE D
ANAHEIM, CALIFORNIA 92807
GN-2
3
FIRE DEPARTMENT 2
BATTERY NOTES BATTERY SPECIFICATIONS 1
1452 EDINGER AVE.
TUSTIN, CALIFORNIA 92780
10 CHURCH CIRCLE
ANNAPOLIS, MD 21401
4430 E. MIRALOMA AVE. SUITE D
ANAHEIM, CALIFORNIA 92807
T-1
UNDERGROUND
SOUTHERN CALIFORNIA
SERVICE ALERT OF
800-227-2600
SITE INFORMATION
VICINITY MAP LOCAL MAP
LOCATION MAPS
PROJECT TEAM DRIVING DIRECTIONS CODE COMPLIANCEDO NOT SCALE DRAWINGS
PROJECT: 5G NR 1SR CBAND
SITE TYPE: ROOFTOP (INDOOR)
SITE ADDRESS: 3000 WEST MCARTHUR BLVD.
SANTA ANA, CA 92704
FA NUMBER: 10087079
USID NUMBER: 12478
PACE NUMBER: WSLOS0025041/ WSLOS0025486/
WSLOS0025691/ WSLOS0067306
SITE NUMBER: CLU3418/CLL03418
SITE NAME: FAIRVIEW / MACARTHUR
PROJECT DESCRIPTION
DRAWING INDEX
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CONSTRUCTION DRAWINGS
SI
SI
Bldg #101124327
APPROVALS:
PLNG - F. DAlessandro
BLDG - W. Lee
PUBLIC WORKS - Y. Soto
1452 EDINGER AVE.
TUSTIN, CALIFORNIA 92780
10 CHURCH CIRCLE
ANNAPOLIS, MD 21401
4430 E. MIRALOMA AVE. SUITE D
ANAHEIM, CALIFORNIA 92807
A-1
1SITE PLAN 15'30'60'1"=30'-0"
SCALE:
SECTOR 'B'
230°
SECTOR 'C'
5°
W
L
A
K
E
C
E
N
T
E
R
D
R
I
V
E
W MA
C
A
R
T
H
U
R
B
L
V
D
.
SECTOR 'A'
100°
SECTOR 'C'
350°
W A
L
P
I
N
E
S
T
R
E
E
T
1452 EDINGER AVE.
TUSTIN, CALIFORNIA 92780
10 CHURCH CIRCLE
ANNAPOLIS, MD 21401
4430 E. MIRALOMA AVE. SUITE D
ANAHEIM, CALIFORNIA 92807
A-2
1ROOF PLAN 3/32"=1'-0"
SCALE:
2(E) EQUIPMENT PLAN 3/8"=1'-0"
SCALE:
3(N) EQUIPMENT PLAN 3/8"=1'-0"
SCALE:
SECTOR 'B'
230°
SECTOR 'C'
5°
SECTOR 'A'
100°
SECTOR 'C'
350°
1452 EDINGER AVE.
TUSTIN, CALIFORNIA 92780
10 CHURCH CIRCLE
ANNAPOLIS, MD 21401
4430 E. MIRALOMA AVE. SUITE D
ANAHEIM, CALIFORNIA 92807
A-3
1(E) ANTENNA PLAN 3/8"=1'-0"
SCALE:
3ANTENNA/RRUS SCHEDULE 2(N) ANTENNA PLAN 3/8"=1'-0"
SCALE:
SECTOR 'B'
230°
SECTOR 'C'
5°
SECTOR 'A'
100°
SECTOR 'B'
230°
SECTOR 'C'
5°
SECTOR 'A'
100°
SECTOR 'C'
350°
1452 EDINGER AVE.
TUSTIN, CALIFORNIA 92780
10 CHURCH CIRCLE
ANNAPOLIS, MD 21401
4430 E. MIRALOMA AVE. SUITE D
ANAHEIM, CALIFORNIA 92807
A-4
2(N) SOUTHEAST ELEVATION 3/32"=1'-0"
SCALE:
1(E) SOUTHEAST ELEVATION 3/32"=1'-0"
SCALE:
1452 EDINGER AVE.
TUSTIN, CALIFORNIA 92780
10 CHURCH CIRCLE
ANNAPOLIS, MD 21401
4430 E. MIRALOMA AVE. SUITE D
ANAHEIM, CALIFORNIA 92807
A-5
2(N) SOUTHWEST ELEVATION 3/32"=1'-0"
SCALE:
1(E) SOUTHWEST ELEVATION 3/32"=1'-0"
SCALE:
1452 EDINGER AVE.
TUSTIN, CALIFORNIA 92780
10 CHURCH CIRCLE
ANNAPOLIS, MD 21401
4430 E. MIRALOMA AVE. SUITE D
ANAHEIM, CALIFORNIA 92807
A-6
2ANTENNA SPECIFICATIONS
1ANTENNA SPECIFICATIONS
ERICSSON
4RRUS SPECIFICATIONS
3RRUS SPECIFICATIONS
5RRUS SPECIFICATIONS
MARATHON
M12V185FT
MARATHON
M12V185FT
MARATHON
M12V185FT
MARATHON
M12V185FT
MARATHON
M12V185FT
MARATHON
M12V185FT
MARATHON
M12V185FT
MARATHON
M12V185FT
MARATHON
M12V185FT
MARATHON
M12V185FT
MARATHON
M12V185FT
MARATHON
M12V185FT
MARATHON
M12V185FT
MARATHON
M12V185FT
MARATHON
M12V185FT
MARATHON
M12V185FT
MARATHON
M12V185FT
MARATHON
M12V185FT
MARATHON
M12V185FT
MARATHON
M12V185FT
6-48V BATTERY RACK SPECIFICATIONS
7STUCCO FINISH BY "STO"
1452 EDINGER AVE.
TUSTIN, CALIFORNIA 92780
10 CHURCH CIRCLE
ANNAPOLIS, MD 21401
4430 E. MIRALOMA AVE. SUITE D
ANAHEIM, CALIFORNIA 92807
A-7
3WALL MOUNT (SITEPRO#1 WWM01)
4RRUS MOUNT
5RRU BRACKET @ PIPE & RRUS MOUNTING BRACKET
A
DETAIL A
6"
6"
8"
1ANTENNA MOUNT @ SECTOR 'A'
2ANTENNA MOUNT @ SECTOR 'B' & 'C'
STRUCTURAL NOTES
NOTES AND DETAILS ON THE STRUCTURAL DRAWINGS TAKE PRECEDENCE OVER THESE STANDARD
STRUCTURAL NOTES.DETAILS NOTED AS "TYPICAL"SHALL BE USED WHENEVER APPLICABLE.
REFER TO SPECIFICATIONS FOR INFORMATION NOT COVERED BY THESE NOTES OR DRAWINGS.
THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS, AND SITE CONDITIONS BEFORE
STARTING WORK, AND THE ENGINEER/ARCHITECT SHALL BE IMMEDIATELY NOTIFIED, IN WRITING,
OF ANY DISCREPANCIES. IN NO CASE SHALL DIMENSIONS BE SCALED FROM PLANS, SECTIONS,
OR DETAILS ON THE STRUCTURAL DRAWINGS.
ALL OMISSIONS AND CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE STRUCTURAL DRAWINGS
AND/OR SPECIFICATIONS SHALL BE BROUGHT TO THE ATTENTION OF, AND RESOLVED WITH, THE
ENGINEER BEFORE PROCEEDING WITH ANY WORK SO INVOLVED.
WHERE A CONSTRUCTION DETAIL IS NOT SPECIFICALLY SHOWN OR NOTED, THE DETAIL SHALL BE
THE SAME AS FOR OTHER SIMILAR WORK.
THE CONTRACTOR SHALL DETERMINE THE LOCATION OF UTILITY SERVICES IN THE AREA TO BE
EXCAVATED, BEFORE BEGINNING EXCAVATION.
NO PIPES, DUCTS, SLEEVES, CHASES, ETC. SHALL BE PLACED IN OR THRU SLABS, BEAMS, OR
WALLS, NOR SHALL ANY STRUCTURAL MEMBER BE CUT FOR PIPES, DUCTS, ETC. EXCEPT AS
INDICATED ON THE STRUCTURAL DRAWINGS. THE CONTRACTOR SHALL OBTAIN PRIOR APPROVAL FOR
INSTALLATION OF ANY ADDITIONAL PIPES, DUCTS, ETC.
THE CONTRACTOR SHALL ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS
DURING THE COURSE OF CONSTRUCTION OF THIS PROJECT, INCLUDING SAFETY OF ALL PERSONS
AND PROPERTY. THIS REQUIREMENT SHALL APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL
WORKING HOURS.
RETAIN A CALIFORNIA REGISTERED CIVIL ENGINEER TO DESIGN ALL TEMPORARY BRACING,
SHORING, AND SUPPORT REQUIRED DURING CONSTRUCTION.
INCLUDE ENGINEERING FEES, ENGINEERING DESIGN TIME AND BUILDING DEPARTMENT APPROVAL
TIME IN THE COST OF PROPOSED MATERIAL ALTERNATES. CONTACT ENGINEER FOR FEE AMOUNT.
SUBMIT MATERIAL ALTERNATE FOR REVIEW BEFORE CONSTRUCTION.
ALL MATERIAL AND WORKMANSHIP SHALL CONFORM TO THE REQUIREMENTS OF THE 2019 CBC.
1.
2.
3.
4.
5.
6.
8.
9.
10.
7.
GENERAL
11. IF STRUCTURAL OBSERVATIONS ARE REQUIRED, PROVIDE 72 HOURS NOTICE PRIOR TO OBSERVATION.
STRUCTURAL STEEL
ALL WORKMANSHIP AND MATERIALS SHALL CONFORM TO THE LATEST EDITION OF THE CBC CHAPTER 22,
FOR THE DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL BUILDINGS.
WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A992. OTHER ROLLED SHAPES AND PLATES SHALL
CONFORM TO ASTM A36, UNLESS NOTED OTHERWISE. HSS SHALL CONFORM TO ASTM A500,
GRADE-B. PIPES SHALL CONFORM TO ASTM A53, GRADE-B. IDENTIFICATION PROCEDURES SHALL
CONFORM TO ASTM A6.
MACHINE BOLTS SHALL BE GRADE-A CONFORMING TO ASTM A307. ANCHOR BOLTS SHALL BE ASTM F1554,
GRADE 36. NUTS FOR MACHINE BOLTS AND ANCHOR BOLTS SHALL CONFORM TO ASTM A563, HEX
GRADE-A. THREADED RODS SHALL CONFORM TO ASTM A36. THREADED AND NUTTED ANCHOR BOLTS
SHALL BE ASTM F1554, GRADE 36. ROUND WASHERS SHALL CONFORM TO ASTM F436.
HIGH STRENGTH BOLTS SHALL CONFORM TO ASTM A325. NUTS FOR HEIGHT STRENGTH BOLTS
SHALL BE HEAVY HEX, GRADE-C, CONFORMING TO ASTM A563. INSTALLATION OF HIGH STRENGTH
BOLTS SHALL BE INSPECTED AS REQUIRED BY "SPECIFICATION FOR STRUCTURAL JOINTS USING
ASTM A325 OR A 490 BOLTS" (JUNE 2004).
ALL BOLT HOLES SHALL BE 1/16" LARGER THAN THE BOLT, UNLESS NOTED OTHERWISE.
HEADED STUDS EMBEDDED IN CONCRETE SHALL CONFORM TO ASTM A108.
NON-SHRINK GROUT SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF 7000 SPI PER
ASTM C109. NON-SHRINK GROUT SHALL BE INSTALLED IMMEDIATELY AFTER COLUMN IS PLUMBED.
CONTRACTOR SHALL NOT LOAD COLUMN ANCHOR BOLTS BEFORE PLACEMENT OF NON-SHRINK GROUT
WITHOUT TAKING MEASURES TO PREVENT BUCKLING OF ANCHOR BOLTS UNDER CONSTRUCTION LOAD.
WELDING SHALL CONFORM TO THE LATEST EDITION OF AWS D1.1 AND SHALL USE EITHER THE
SHIELDED OR FLUX CORE METHODS. ELECTRODES USED SHALL BE E70XX, E71-T8 OR E70-T6.
WELDERS SHALL BE CERTIFIED.
WELDS IDENTIFIED AS REQUIRING CONTINUOUS OR PERIODIC SPECIAL INSPECTION NEED NOT HAVE
CONTINUOUS SPECIAL INSPECTION WHEN THE WELDING IS DONE IN AN APPROVED FABRICATOR'S SHOP.
HOWEVER, THE APPROVED FABRICATOR MUST SUBMIT A CERTIFICATE OF COMPLIANCE IN ACCORDANCE
WITH CBC SECTION 1704.2.
ALL FULL PENETRATION GROOVE WELDS FOR MOMENT FRAME MEMBERS SHALL BE ULTRASONICALLY
INSPECTED BY AN APPROVED TESTING AGENCY AND SHALL CONFORM TO THE LATEST EDITION OF
AWS D1.1, SECTION 5 & 6.
ALL STRUCTURAL STEEL EXPOSED TO WEATHER SHALL BE HOT DIP GALVANIZED AND ALL FIELD WELDS
FOR SUCH MEMBERS SHALL BE TOUCHED UP WITH GALVALOID.
STEEL FABRICATOR TO VERIFY ALL DIMENSIONS WITH ARCHITECTURAL AND STRUCTURAL DRAWINGS.
STEEL FABRICATOR TO COORDINATE WITH MECHANICAL SUBCONTRACTOR FOR THE SIZE, LOCATION,
AND DIMENSIONS OF MECHANICAL UNITS AND OPENINGS.
ALL FABRICATION SHALL BE DONE IN A SHOP OF AN APPROVED FABRICATOR. STRUCTURAL STEEL
SHOP DRAWINGS SHALL BE SUBMITTED TO AND REVIEWED BY THE ENGINEER BEFORE FABRICATION.
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
13.
SPECIAL INSPECTION REQUIRED
SPECIAL INSPECTION
1.SPECIAL INSPECTION SHALL MEET THE REQUIREMENTS OF CBC SECTION 1704.
2.SPECIAL INSPECTORS SHALL:
A.BE UNDER THE SUPERVISION OF A CALIFORNIA REGISTERED CIVIL ENGINEER.
B.OBSERVE THE WORK ASSIGNED FOR CONFORMANCE WITH THE APPROVED DRAWINGS AND
SPECIFICATIONS.
C.FURNISH INSPECTION REPORTS TO THE ENGINEER AND BUILDING DEPARTMENT. DISCREPANCIES SHALL BE
BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION; THEN IF NOT
CORRECTED, TO THE ENGINEER AND BUILDING DEPARTMENT.
D.SUBMIT TO THE ENGINEER AND BUILDING DEPARTMENT A FINAL REPORT, SIGNED BY A CALIFORNIA
REGISTERED CIVIL ENGINEER, STATING THAT THE WORK WAS IN CONFORMANCE WITH THE APPROVED
DRAWINGS AND SPECIFICATIONS AND THE APPLICABLE WORKMANSHIP PROVISIONS OF THE CBC.
3.INSPECTION NOTES:
A.CONSTRUCTION INSPECTIONS LISTED ARE IN ADDITION TO THE CALLED INSPECTIONS REQUIRED BY CBC
SECTION 109,APPENDIX CHAPTER 1. SPECIAL INSPECTION IS NOT A SUBSTITUTE FOR INSPECTION BY A
BUILDING OFFICIAL. SPECIALLY INSPECTED WORK WHICH IS INSTALLED OR COVERED WITHOUT APPROVAL
OF THE BUILDING OFFICIAL IS SUBJECT TO REMOVAL OR EXPOSURE.
B.CONTINUOUS INSPECTION IS ALWAYS REQUIRED DURING PERFORMANCE OF THE WORK UNLESS
SPECIFICALLY NOTED.
C.SPECIAL INSPECTORS MUST BE CERTIFIED BY THE BUILDING DEPARTMENT TO PERFORM THE TYPES OF
INSPECTIONS SPECIFIED.
D.IT IS THE RESPONSIBILITY OF THE OWNER TO INFORM THE SPECIAL INSPECTOR OR INSPECTION AGENCY AT
LEAST ONE WORKING DAY BEFORE PERFORMING ANY WORK THAT REQUIRES SPECIAL INSPECTION. ALL
WORK PERFORMED WITHOUT REQUIRED SPECIAL INSPECTION IS SUBJECT TO REMOVAL.
1.ANCHORS, ANCHOR BOLTS, & DOWELS
A.VERIFY MANUFACTURERS INSTALLATION REQUIREMENTS (AND TESTING) OF EPOXIED DOWELS IN
CONCRETE AT (HOLDOWNS) (EXISTING FOOTINGS) (CONCRETE REPAIRS).
B.VERIFY MANUFACTURERS INSTALLATION REQUIREMENTS OF WEDGE AND SLEEVE ANCHORS (WHERE
INDICATED).
SCHED.SCHEDULEHDHOLD DOWNBOTTOMBTM.
DITTO (REPEAT)
EXST. (E)
EXP.
EXT.
EXPANSION
EXTERIOR
EXISTING
DP (D)
EL.
EQ.
ENG.
E.N.
EMBD.
ELEV.
ELEC.
EQPT.
DWG.
DWL.
EA.
E.J.
E.F.
ELEVATION
ENGINEER
EDGE NAIL/SCREWS
EMBED(MENT)
ELECTRICAL
EQUIPMENT
EQUAL
ELEVATOR
DEEP (DEPTH)
DRAWING(S)
EXPANSION JOINT
EACH FACE
DOWEL(S)
EACHEACH
EACH
CONSTRUCTIONCONST.
DIA. ( )
DIAPH.
DEPT.
D.F.
DIAG.
DIM.
DN.
do
CONT.
CTR.
C.Y.
d
DBL.
CTSK.
DEPARTMENT
DOUGLAS FIR
DIAPHRAGM
DIMENSION
Ø DIAMETER
DIAGONAL
DOWN
CONTINUOUS
CENTER(ED)
CUBIC YARD
PENNY(NAILS)
COUNTERSINK
DOUBLE
CAMB.(C)
CONN.
CL. OR
C.J.
CLG.
CLR.
CMU.
COL.
CONC.
BTWN.
CANT.
C.F.
C.G.
C.I.P.
CONSTRUCTION JOINT
CENTER LINE
CONCRETE
CONNECTION
CONC. MASONRY UNIT
CEILING
CLEAR
COLUMN
L(C)
CAMBER(ED)
CANTILEVERED
CAST IN PLACE
CUBIC FEET (FOOT)
CENTER OF GRAVITY
BETWEEN
VERIFY IN FIELD
VERTICAL
UNLESS NOTED OTHERWISE
UNIFORM BUILDING CODE
WELDED WIRE FABRIC
WELDED STUD(S)
WEAKENED PLANE JOINT
WORK POINT
WIDE (WIDTH)
DOUBLE EXTRA STRONG
EXTRA STRONG
OPEN WEB JOISTS
OUTSIDE DIAMETER
ON CENTER
ORIENTATE(ION)
OPENING
OPPOSITE HAND
OUTSIDE FACE
O.C.
ORNT.
OPNG.
O.H.
O.F.
O.D.
XX-STG
YD YARD
NON-SHRINK GROUT
MTL.METAL
NOT TO SCALE
NEAR SIDE
NUMBER
NEW
N.T.S.
N.S.G.
N.S.
NO. (#)
(N)
MACHINE BOLT
MECHANICAL
MEZZANINE
MANUFACTURER
MISCELLANEOUS
MINI-LAM-BM.
MINIMUM
M.B.
MECH.
MEZZ.
MFR.
MISC.
MLB
MIN.
WOODWD.
X-STG
WWF
WT
W.S.
WPJ
W.P.
WEIGHT
VIF
VERT.
U.N.O.
UBC
w/
(W)
WITH
SQUARE
SIMILAR
SELECT STRUCTURAL
SPECIFICATION(S)
SPACE(S)(ING)
SKEW(ED)
SHEATHING
STAGGER(ED)
SYMMETRICAL
SUSPENDED(TION)
STRUCTURAL
STIRRUP(S)
STIFFENER(S)
TOP AND BOTTOM
TOP OF WALL
TOP OF SHEATHING
TOE NAIL
TEMPORARY
THREADED
THICK(NESS)
TONGUE AND GROOVE
TEMPERATURE
TYPICAL
TOP OF STEEL
TRANSVERSE
STANDARD
SYMM.K KIPS (1000)
LINEAR FEET (FOOT)
LGTH LENGTH
LONG LEG HORIZ.
LONG LEG VERT.
LIGHT WEIGHT
MASONRY
MATERIAL
MAXIMUM
LLH
LLV
LT.WT.
MAS.
MAT'L.
MAX.
LATERAL
POUNDS
LAG BOLTS
LEDGER
LONG(ITUDINAL)
LAT.
LB (#)
L.B.
LDGR
L.F.
LG.
TMPRY.
TRANSV.
T.O.W.
T.O.S.
T.N.
TYP.
T.S.
T & B
T & G
THRD.
THK.
TEMP.
(T)TOP
INCH(ES)
INTERIOR
JOIST
JOINT
INSIDE FACE
IN. (")
INT.
JST.
JT.
I.F.
HEADER
HANGER
HORIZONTAL
HIGH STRENGTH BOLTS
HEIGHT
INSIDE DIAMETER
INVERT ELEVATION
HDR.
HGR.
HORZ. (H)
HSB
HT.
I.D.
I.E.
STRUC.
SUSP.
STL.
STIR.
STIFF.
STGR.
STD.
STEEL
SHT.
SS
SQ.
SPEC.
SPC.
SKW.
SIM.
SHTG.
SHEET
STRUCTURAL ABBREVIATIONS
APPROXIMATE(LY)APPRX.
BNDRY.
BLKG.
BM.
B.N.
B.O.F.
BRDG.
BRG.
ARCH.
& OR
@
B.F.
BLDG.
BLK.
BEL.
BLOCKING
BOUNDARY
BRIDGE(ING)
BOUNDARY NAILING
BOTTOM OF FOOTING
BEAM
BEARING
ARCHITECT(TURAL)
BRACED FRAME
AND
AT
BUILDING
BLOCK
BELOW
A.B.
ABV.
ADD'L
ADJ.
ALUM.
ALT.
ANCHOR BOLT
ADDITIONAL
ADJACENT
ALUMINUM
ALTERNATE
ABOVE
RIDGE BOARD
PARALLEL
PRECAST CONCRETE
PERPENDICULAR
PARALLEL STRAND LUMBER
PLYWOOD
POUNDS PER SQUARE FOOT
POUNDS PER SQUARE INCH
PRESSURE TREATED
POSTTENSIONED
(PRESTRESSED)
QUANTITY
REINFORCED CONCRETE PIPE
REFERENCE
REINFORCEMENT(ING)
REQUIRED
RIGID FRAME
ROUGH OPENING
P.S.F.F.O.C.FACE OF CONCRETE
FACE OF MASONRY
GLUED LAMINATED BEAM
GYPSUM WALLBOARD
GAUGE
GALVANIZED
GRADE BEAM
GRADE
GA.
GALV.
GB
GLB
GRD.
GYPDB.
FACE OF STUD
FACE OF WALL
FRAME(ING)
FOOT (FEET)
FOOTING
FAR SIDE
F.O.M.
F.O.S.
F.O.W.
FRM.
FT. (')
FTG.
F.S.
RAD. (R)
REQ'D.
R.B.
R.C.P.
REF.
REINF.
R.F.
R.O.
P.S.I.
P.T.
P/T
QTY.
RADIUS
FABRICATION
FOUNDATION
FINISH(ED)
FLANGE
FLOOR
FIELD (FACE) NAIL
FAB.
FND.
FIN.
FLG.
FLR.
F.N.
PAR. (//)
P
PERP. ( )
PL. ( )
P/C
PSL
PLY.
L PLATE
OWJ.
E.S.EDGE SCREWS
FIELD VERIFYF.V.
4.
5.
6.
THE MAXIMUM THICKNESS APPROVED FOR THE USE IS 14" WITH THE EXCEPTION
FIBREBOLTS WHICH ARE LIMITED TO 12" AND 5 8" DIAMETER BOLTS.
PRODUCTS SHALL BE LABELED OR PACKAGE CLEARLY IDENTIFYING THE PRODUCT AS
EXTREN 525 MANUFACTURED BY STRONGWELL COMPANY.
7.
THE MAXIMUM ALLOWABLE TENSILE LOAD FOR 12" & 5 8" DIAMETER BOLTS SHALL BE 550 LBS.,
AND682 LBS. RESPECTIVELY, THE MAXIMUM ALLOWABLE SHEAR LOAD FOR THE 12" AND 5 8"
DIAMETER BOLTS SHALL BE 861 LBS. AND 1052 LBS. RESPECTIVELY.
6
2.
1.
PROPERTIES OF FRP:
FU= 30,000 PSI
FIBERGLASS REINFORCED PLASTIC IS A COMPOSITE CONSISTING OF A PLASTIC RESIN
MATRIX REINFORCED BY EMBEDDED GLASS FIBERS.
FIBERGLASS REINFORCED PLASTIC (FRP)
3.ANCHOR BOLTS SHALL BE 1/2"Ø FRP BOLTS UNLESS NOTED OTHERWISE.
E= 2.6x10 PSI
8.
9.THE FIBERGLASS PRODUCT SHALL PROTECTED WITH AN MFG APPROVED UV INHIBITOR.
THE DESIGN OF ALL FRP STRUCTURAL SHAPES, EXCLUDING BOLTS EXCEPT AS APPROVED
HEREIN, SHALL BE IN ACCORDANCE WITH THE ASCE PRE-STANDARD FOR LOAD &
RESISTANCE FACTOR DESIGN (LRFD) OF PULTRUDED FIBER REINFORCED POLYMER (FRP)
STRUCTURES.
ONLY FIBERGLASS NUTS SHALL BE USED WITH THE FIBREBOLTS, STEEL NUTS SHALL BE
PROHIBITED.
10.ALL FRP MEMBERS SHALL BE IDENTIFIED WITH LARR #25536 AND FIBERGATE LABEL.
DESIGN CRITERIA
LATERAL LOADS:
A) EARTHQUAKE DESIGN DATA:
SEISMIC IMPORTANCE FACTOR......................................
OCCUPANCY CATEGORY.................................................
MAPPED SPECTRAL RESPONSE ACCEL.....................Ss
S1
SITE CLASS.........................................................................
SPRECTRAL RESPONSE COEFF................................SDS
SD1
SEISMIC DESIGN CATEGORY..........................................
B) WIND:
BASIC WIND SPEED........................................................
SITE EXPOSURE..............................................................
I..........................................................................................
=1.25
=II
=1.304
=0.468
=D
=1.043
=N/A
=D
101 MPH
= D
=1.25
1452 EDINGER AVE.
TUSTIN, CALIFORNIA 92780
10 CHURCH CIRCLE
ANNAPOLIS, MD 21401
4430 E. MIRALOMA AVE. SUITE D
ANAHEIM, CALIFORNIA 92807
S-1
George Gomez, P.E.
C VI
C 92845
EORGE GOME
REGISTERED PROFESSIONALENGINEER
STATE OF CAL IFORNIAIL
ZG
9
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(E) W18x40
(E) TAPERED STEEL BEAM
(E) TAPERED STEEL BEAM
(E) COL.
TYP.
(E) COL.
TYP.
(E) W18x40
(E) TAPERED STEEL BEAM
1ROOF PLAN2ROOF PLAN
1452 EDINGER AVE.
TUSTIN, CALIFORNIA 92780
10 CHURCH CIRCLE
ANNAPOLIS, MD 21401
4430 E. MIRALOMA AVE. SUITE D
ANAHEIM, CALIFORNIA 92807
S-2
3/32"=1'-0"
SCALE:
1/4"=1'-0"
SCALE:
SECTOR 'B'
230°
SECTOR 'C'
5°
SECTOR 'A'
100°
SECTOR 'C'
350°
George Gomez, P.E.
C VI
C 92845
EORGE GOME
REGISTERED PROFESSIONALENGINEER
STATE OF CAL IFORNIAIL
ZG
1ANTENNA FRP SCREEN @ SECTOR 'A'
3ANTENNA FRP SCREEN @ SECTORS 'B' & 'C'
4ANTENNA FRP SCREEN PLAN VIEW @ SECTORS 'A','B' & 'C'
7ANTENNA FRP SCREEN ELEVATION VIEW @ SECTORS 'A','B' & 'C'
8DETAIL11ANTENNA MOUNT ANCHORAGE @ SECTOR 'A', 'B' & 'C'
9DETAIL12DETAIL
EQ
.
EQ
.
5'
-
6
"
M
A
X
.
H
E
I
G
H
T
FR
P
S
C
R
E
E
N
W
A
L
L
6"
MI
N
.
6"
MI
N
.
6"
MI
N
.
6"
MI
N
.
STEEL L4x4x14
FRP ANGLE BRACE
L4x4x14 TYP.
FRP ANGLE
L4x4x14 TYP.
5 8"Ø FRP THROUGH
BOLTS TYP.
5 8"Ø FRP THROUGH
BOLTS TYP.
5 8" Ø A307
THROUGH BOLT
5 8" Ø A307
THROUGH BOLT
5 8" Ø A307
THROUGH BOLT
5 8"Ø FRP THROUGH
BOLTS TYP.
5 8" Ø A307
THROUGH BOLT
5 8" Ø A307
THROUGH BOLT
EQ.
12'-0" MAX.
FRP SCREEN WALL
EQ.EQ.EQ.
5 8" Ø A307
THROUGH BOLT
TYP.
STEEL L4x4x14
TYP.
(E) 71 4" THICK
CONCRETE WALL
(FIELD VERIFY)
FRP SCREEN
FRP SCREEN
FRP ANGLE
L4x4x1 4" TYP.
5 8"Ø FRP THROUGH
BOLTS TYP.
FRP ANGLE BRACE
L4x4x14 TYP.
5 8"Ø FRP THROUGH
BOLTS TYP.
EQ.
12'-0" MAX. HEIGHT
FRP SCREEN WALL
EQ.EQ.EQ.
FRP SCREEN
FRP ANGLE
L4x4x14(TYP.)
5 8"Ø FRP THROUGH
BOLTS TYP.
5 8"Ø FRP THROUGH
BOLTS TYP.
2'-6"
MAX.
EQ
.
EQ
.
5'
-
6
"
M
A
X
.
H
E
I
G
H
T
FR
P
S
C
R
E
E
N
W
A
L
L
STEEL L4x4x14
FRP ANGLE BRACE
L4x4x14 TYP.
FRP ANGLE
L4x4x14 TYP.
5 8"Ø FRP THROUGH
BOLTS TYP.
5 8"Ø FRP THROUGH
BOLTS TYP.
5 8"Ø FRP THROUGH
BOLTS TYP.
FRP SCREEN
2'-6"
MAX.
2'
-
6
"
MA
X
.
FRP SCREEN
5'
-
6
"
M
A
X
.
H
E
I
G
H
T
FR
P
S
C
R
E
E
N
W
A
L
L
FRP ANGLE BRACE
L4x4x14 TYP.
FRP ANGLE
L4x4x1 4 (TYP.)
1,3
S4.0
4
S-3
(N) BATTERY CABINET
3276 LBS MAX.(4) - 5 8" Ø HILTI KWIK BOLT
(KB-TZ2) EXPANSION ANCHORS w/
3- 14 " MIN. EMBED PER ESR-4266.
(2) ANCHORS EACH SIDE OF
CABINET MINIMUM, TO ATTACH
UNIT TO (E) CONCRETE DECK
(SPECIAL INSPECTION REQUIRED).
EXISTING METAL
DECKING w/ 6"
CONC. TOPPING
(FIELD VERIFY)
4
S-3
4
S-3
(E) TILT UP CONCRETE WALL
(N) FRP SCREEN
PER DETAILS ON
THIS SHEET
SITEPRO #1 WWM01 w/
(4) 5 8" Ø HILTI KWIK BOLT
(KB-TZ2) EXPANSION
ANCHORS w/ 314" NOMINAL
EMBED PER ESR-4266.
PANEL ANTENNA
PER ARCH.
X
X
EMBED
EMBED
X
5 8" Ø SS HILTI KWIK BOLT TZ
314" NOMINAL EMBED
(ICC ESR#4266)
TO CONC. WALL TYP.
5 8" Ø SS HILTI KWIK BOLT TZ
314" NOMINAL EMBED
(ICC ESR#4266)
TO CONC. WALL TYP.
5 8" Ø SS HILTI KWIK BOLT TZ
314" NOMINAL EMBED
(ICC ESR#4266)
TO CONC. WALL TYP.
(E) 714" THICK
CONCRETE WALL
(FIELD VERIFY)
(E) 714" THICK
CONCRETE WALL
(FIELD VERIFY)
SITEPRO #1 WWM01 w/
(4) 5 8" Ø HILTI KWIK BOLT
(KB-TZ2) EXPANSION
ANCHORS w/ 31 4" NOMINAL
EMBED PER ESR-4266.
1452 EDINGER AVE.
TUSTIN, CALIFORNIA 92780
10 CHURCH CIRCLE
ANNAPOLIS, MD 21401
4430 E. MIRALOMA AVE. SUITE D
ANAHEIM, CALIFORNIA 92807
S-3
George Gomez, P.E.
C VI
C 92845
EORGE GOME
REGISTERED PROFESSIONALENGINEER
STATE OF CAL IFORNIAIL
ZG
1452 EDINGER AVE.
TUSTIN, CALIFORNIA 92780
10 CHURCH CIRCLE
ANNAPOLIS, MD 21401
4430 E. MIRALOMA AVE. SUITE D
ANAHEIM, CALIFORNIA 92807
E-1
5EQUIPMENT ELECTRICAL/GROUNDING PLAN
6ANTENNA GROUNDING PLAN
3GROUNDING NOTES 1GROUND BAR
2INSTL OF GRND CONDUCTOR4INTERIOR TWO HOLE LUG
3/8"=1'-0"
SCALE:
1/2"=1'-0"
SCALE:
YES NO
INSTRUCTIONS:
ORAN GE COUNTY FI RE AUTHORI TY
Plan Submittal Criteria
COMMERCIAL projects, MULTIFAMILY RESIDENTIAL projects
and RESIDENTIAL TRACT developments
· Fill in the project/business address and provide a brief description of the scope of work and type of business operation that will take place.
· Answer questions 1 through 10, read and initial items 11 and 12, then complete and sign the certification section.
· If you answer: - “YES” to any part of questions 1 through 10, submit the type of plan indicated in italics to OCFA.
· In some cases, other plan types not indicated herein may also be necessary depending on specific conditions or operations.
· Visit www.ocfa.org for submittal information and locations. If you need assistance in filling out this form or have questions regarding
requirements for review, please contact OCFA at 714-573-6108 or visit us at 1 Fire Authority Road, Irvine, CA 92602.
Address Suite City
Project Scope/Business Description
1. Construction of a new building, a new story, or increase the footprint of an existing building? Changes to roadways,
curbs, or drive aisles? Addition, relocation, or modification of fire hydrants or fences/gates? Construction within
300 feet of an active or proposed oil well? Fire Master Plan (PR145)
2. Property is adjacent to a wildland area or non-irrigated native vegetation?
Fire Master Plan (PR145); a Fuel Modification Plan may also be required. (PR120, PR124)
3. Located in or < 100’ from a Division of Oil, Gas, and Geothermal Resources (DOGGR) field boundary, < 300’ from
an oil/gas seep, or < 1000’ from a landfill? Methane Work Plan. (PR170)
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private fire hydrant/sprinkler/standpipe systems? Underground Plan. (PR470, PR475)
5. Drinking/dining/recreation/meetings/training/religious functions or other gatherings in a room > 750 sq.ft. (> 1,000
sq.ft. for training/adulteducation) or > 49 people? Healthcare/outpatient services for > 5 people who may be unable
to immediately evacuate without assistance? Education for children (academic tutoring for ages 5+ is exempt unless
classified as an E occupancy by the Building Official)? Adult/child daycare? 24-hour care/supervision? Incarceration
or restraint? Hotel/apartment or residential facility with 3+ units and 3+ stories (3-story townhouses/rowhouses
where an independent direct exit to grade is provided for dwelling are exempt)? Congregate housing/dormitories
with 17+ people? High-rise structure (55+ feet to highest occupied floor level)? Architectural Plan (PR200-PR285)
6. Installation/modification of locks delaying or preventing occupants from leaving a space or requiring use of a card,
button, or similar action to open a door in the direction of exit travel? Architectural, Sprinkler, and/or Alarm Plan
depending on the occupancy and type of device installed (PR200-PR280, PR420-PR425, PR500-PR520)
7. Installation/modification/use of spray booths; dust collection; dry cleaning; industrial ovens/drying equipment;
industrial/commercial refrigeration systems; compressed gasses; tanks for cryogenic or flammable/combustible
liquids; vapor recovery; smoke control; battery back-up/charging systems (> 50 gal. electrolyte, > 1,000 lb. lithium
ion); welding/brazing/soldering, open flame torches, cutting/grinding; or other similar operations?
Special Equipment Plan (PR315, PR340-PR382)
8. Storage/use/research with flammable/combustible liquids or other chemicals? Motor vehicle/aircraft
maintenance/repair? Cabinetry/woodworking/finishing facility? Chem Class & floor plan (full architectural plan if
H occupancy); Special Equipment Plans may be necessary. (PR315-PR360, PR232-PR240)
9. Storage or merchandizing areas in excess of 500 sq. ft. where items are located higher than 12’ (6’ for high-hazard
commodities, plastic, rubber, foam, etc.)? High-piled Storage Plan (PR330)
10. Cooking under a Type I commercial hood; installation or modification of a fire extinguishing system located in a
commercial cooking hood? Hood & Duct Extinguishing System, not just the hood mechanical plan. (PR335)
Initial each of the following two items indicating that you have read and understand the statement:
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required, plans shall be submitted for OCFA review. Existing buildings undergoing remodel must be evaluated by a licensed
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in a FHSZ. Buildings in a FHSZ may be subject to special construction requirements detailed in CBC Chapter 7A or CRC R327—
Initials the building department will determine specific requirements.
I certify under penalty of perjury under the laws of the State of California that the above is true:
Print Name Signature
Phone Number ( ) Date / /
Building Department: If you have verified that all of the questions have been answered accurately as “NO”, and the project does not otherwise require OCFA
review of sprinkler or alarm plans*, then you may accept this signed form as a written release that OCFA review is not required. Should you still require that the
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appropriate plans and fees for OCFA review. 10-08-14 EE
COM
O R A N G E C O U N T Y F I R E A U T H O R I T Y
Plan Referral Form
Required for OCFA to review plans upon the request of the Building Department when
the answers on the Plan Submittal Criteria Form (on the reverse) are all “No”.
City / County Official Requesting Review:
City / County Reference #: Date: __________________________________
City / County: _____________________________________ E-Mail: __________________________________
Contact Name: _____________________________________ Phone #: _________________________________
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** Have the applicant complete and sign the OCFA Plan Submittal Criteria Form on the reverse of this form. **
Reason(s) for Review:
Please describe why OCFA Plan Review is or may be required by the City/County :
OCFA COMMENTS:
No further action required on this specific plan type, based
on information provided on: ____/______/______.
Project to be taken in for OCFA Review.
Other:
Name: _________________________________________
Contact #: ______________________________________ Date: _________________________________
OCFA Authorization
Updated: 06/02/2020 rs
4430 E. Miraloma Ave. Suite D Anaheim, California 92807
CLU3418/CLL03418
FAIRVIEW / MACARTHUR
5G NR 1SR CBAND
3000 West Macarthur
Santa Ana, CA 92704
Prepared for
STRUCTURAL CALCULATIONS
Structural Analysis
By
June 9, 2025
1452 EDINGER AVE.
TUSTIN, CALIFORNIA 92780
George Gomez, P.E.
C VI
C 92845
EORGE GOME
REGISTERED PROFESSIONALENGINEER
STATE OF CAL IFORNIAIL
ZG
Design Criteria
I. Applicable Codes
-California Building Code (CBC) 2022
-ASCE 7-16
-TIA 222-H
-AISC 360-16
-AISC 341-16
-ACI 318-19
II. Scope of Work
This project consists of replacing existing antennas with new antennas. All antennas will be mounted
onto new antenna mounts attached to the existing concrete walls of the building. New frp screen
enclosures will be installed around the new antennas. Additionally, we will be replacing an existing
equipment cabinet with a new cabinet in the equipment room.
Equipment Cabinet:
1. NEQ. 20326 48V NETSURE VRLA BATTERY RACK
Antenna Equipment (see architectural plans for quantities and locations):
1. KATHREIN 800-10964K
2. ERICSSON AIR6419 B77D
3. COMMSCOPE NNH4-65A-R6H4
4. RRUS 32 B30
5. RRUS 4449 B5/B12
6. RRUS 4890 B25/B66
7. RRUS 4494 B14/B29
8. COMMSCOPE CBC61923T-DS-43
III. Structural Assessment
New Battery Cabinet Anchorage to slab 61.0% PASS
Antenna Mount Stress Level with Proposed Equipment 10.0% PASS
FRP Screens 29.1% PASS
IV. Provisions of Analysis & Disclaimer
Our structural calculations are completed assuming all information provided to us is accurate and
applicable to this site. For the purposes of calculations, we assume an overall structure condition of
“like new” and all members, connections, anchors, and surfaces to be free of corrosion and/or
structural defects. The structure owner and/or contractor shall verify the structure’s condition prior
to installation of any proposed equipment. If actual conditions differ from those described in this
report, the Engineer of record should be notified immediately to complete a revised evaluation.
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ASCE Hazards Report
Address:
No Address at This Location
Standard:ASCE/SEI 7-16 Latitude:33.69971
Risk Category:III Longitude:-117.91083
Soil Class:D - Default (see
Section 11.4.3)
Elevation:37.48642610770208 ft
(NAVD 88)
Wind
Results:
Wind Speed 101 Vmph
10-year MRI 66 Vmph
25-year MRI 72 Vmph
50-year MRI 76 Vmph
100-year MRI 81 Vmph
Data Source: ASCE/SEI 7-16, Fig. 26.5-1C and Figs. CC.2-1–CC.2-4, and Section 26.5.2
Date Accessed: Mon Jun 09 2025
Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear
interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds
correspond to approximately a 3% probability of exceedance in 50 years (annual exceedance probability =
0.000588, MRI = 1,700 years).
Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2.
Page 1 of 3https://ascehazardtool.org/Mon Jun 09 2025
AT&T
CLU3418
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SS : 1.304
S1 : 0.468
F a : 1.2
F v : N/A
SMS : 1.565
SM1 : N/A
SDS : 1.043
SD1 : N/A
T L : 8
PGA : 0.56
PGA M : 0.672
F PGA : 1.2
Ie : 1.25
C v : 1.361
Seismic
Site Soil Class:
Results:
Data Accessed:
Date Source:
D - Default (see Section 11.4.3)
USGS Seismic Design Maps
Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8.
Mon Jun 09 2025
Page 2 of 3https://ascehazardtool.org/Mon Jun 09 2025
AT&T
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AT&T
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4 of 39
project by CASA
location date 6/9/2025
client job no. 25-181
(Based on USGS and ASCE 7 Standard)Wind - ASCE 7 Sec 29.5.1
Sds=1.043 g Fh = qh*GCr*Af
Sd1=N/A g kz = 0.85
V = 101 MPH
Unit Series: qh = 18.87 psf
Unit height=84 inch GCr = 1.9
Unit width=22.7 inch Af = 16.0 sf
Unit length=27.5 inch Fh = 575 lbs
Unit dead load(Wp)=3276 lbs less than Fp*Omega
Unit live load=0 lbs
SEISMIC - ASCE 7 Sec 13.3.1
( ASCE EQ. 13.3-1)
Rp=2.5 ( ASCE table 13.6-1)
ap=1 ( ASCE table 13.6-1)
Ip=1.0 ( ASCE sec 13.1.3)
Wp= 3276 lbs 1+2(z/h) = 2.14
Fp= 1171 lbs omega = 2
Fp-max = 1.6*Sds*I*Wp 5467 lbs Fp * omega need not be greater than Fp-max
Fp-omega 2343
Load Combinations LRFD DL LL Eh or W Ev Sds Total Horiz Total Vert
LC1 (eq. 16-1) 1.4 0 0 0 1 0 4586
LC2 (eq. 16-2) 1.2 1.6 0 0 1 0 3931
LC3 (eq. 16-5) 1.2 0.5 1 683 1 2343 4615
LC4 (eq. 16-7) 0.9 0 1 683 1 2343 3632
LC5 (eq. 16-1) 1.4 0 0 0 -1 0 4586
LC6 (eq. 16-2) 1.2 1.6 0 0 -1 0 3931
LC7 (eq. 16-5) 1.2 0.5 1 -683 -1 2343 3248
LC8 (eq. 16-7) 0.9 0 1 -683 -1 2343 2265
note: Ev=0.2*Sds*D
CLU3418
3000 WEST MACARTHUR
SMARTLINK
Mechanical Unit Anchorage
NEQ. 20326 48V NETSURE VRLA BATTERY RACK
𝐹𝑝 =.∗ ∗ ∗
/(1+2*z/h)
AT&T
CLU3418
5 of 39
project by CASA
location date 6/9/2025
client job no. 25-181
CLU3418
3000 WEST MACARTHUR
SMARTLINK
Note: For maximum tension load, consider Ev is in the opposite direction of the gravity.
2343 lbs C.G.
2265 lbs
1133 lbs 1133 lbs
4335 lbs 4335 lbs
Mot=total horizontal*unit height/2
Mot=98406 lb.in
T/C= Mot/ unit width
T/C= 4335 lbs
Vertical Reaction= Total Vertical/2
Vertical Reaction= 1133 lbs
Net omega tension = Vertical Reaction-T/C
Net omega tension =-3203 lbs CHECK ANCHORGE FOR PULLOUT
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CLU3418
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project by CASA
location date 6/9/2025
client job no. 25-181
CLU3418
3000 WEST MACARTHUR
SMARTLINK
Note: for maximum compression load, consider Ev is in the same direction of the gravity
2343 lbs
4615 lbs
2307 lbs 2307 lbs
4335 lbs 4335 lbs
Mot=total horizontal*unit height/2
Mot=98406 lbs-in
T/C= Mot/ unit width
T/C=4335 lbs
Vertical Reaction= Total Vertical/2
Vertical Reaction= 2307 lbs
Net Omega Compression = Vertical Reaction+T/C
Net Omega Compression= 6642 lbs (compression)
Compression Force (lb)= 6642
Shear Force (lb)= 2343 < 3000 (V allow)OK
Tension Force (lb)= 3203 < 1870 (T allow)Fails
t/T + v/V= 2.49 <Fails(4.2.2, ESR 1917)
Use Four (4) 5/8 inch diameter x 3-1/4 inch embedment Hilti Kwik
Bolt TZ2 expansion anchors, (2) each side of unit (minimum), to
attach unit to new pad on grade, per ESR-4266. Fill all holes in
support rails with anchors, typical. See following pages for
anchorage calcs.
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www.hilti.com
Hilti PROFIS Engineering 3.1.15
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
1
Company:
Address:
Phone I Fax:
Design:
Fastening point:
|
CABINET ANCHORAGE
Page:
Specifier:
E-Mail:
Date:
1
6/9/2025
Specifier's comments:
1 Input data
Anchor type and diameter: Kwik Bolt TZ2 - CS 5/8 (3 1/4) hnom2
Item number: 2210271 KB-TZ2 5/8x4 3/4
Specification text: Hilti Æ 5/8 in Kwik Bolt TZ2 - CS with 3.75 in
nominal embedment depth per ICC-ES
ESR-4266 , Hammer drill bit installation per
MPII,
Effective embedment depth: hef,act = 3.250 in., hnom = 3.750 in.
Material: Carbon Steel
Evaluation Service Report: ESR-4266
Issued I Valid: 10/1/2024 | 12/1/2025
Proof: Design Method ACI 318-19 / Mech
Shear edge breakout verification: Row closest to edge (Case 3 only from ACI 318-19 Fig. R.17.7.2.1b)
Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.394 in.
Anchor plateR : lx x ly x t = 22.700 in. x 27.500 in. x 0.394 in.; (Recommended plate thickness: not calculated)
Profile: no profile
Base material: cracked concrete, 2500, fc' = 2,500 psi; h = 6.000 in.
Installation: Hammer drilled hole, Installation condition: Dry
Reinforcement: tension: not present, shear: not present; no supplemental splitting reinforcement present
edge reinforcement: none or < No. 4 bar
Seismic loads (cat. C, D, E, or F) Tension load: yes (17.10.5.3 (d))
Shear load: yes (17.10.6.3 (c))
R - The anchor calculation is based on a rigid anchor plate assumption.
Geometry [in.] & Loading [lb, in.lb]
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CLU3418
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www.hilti.com
Hilti PROFIS Engineering 3.1.15
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
2
Company:
Address:
Phone I Fax:
Design:
Fastening point:
|
CABINET ANCHORAGE
Page:
Specifier:
E-Mail:
Date:
2
6/9/2025
1.1 Design results
Case Description Forces [lb] / Moments [in.lb]Seismic Max. Util. Anchor [%]
1 Combination 1 N = -2,265; Vx = 2,343; Vy = 0;
Mx = 0; My = 98,406; Mz = 0;
yes 61
2 Load case/Resulting anchor forces
Anchor reactions [lb]
Tension force: (+Tension, -Compression)
Anchor Tension force Shear force Shear force x Shear force y
1 1,817 586 586 0
2 0 586 586 0
3 1,817 586 586 0
4 0 586 586 0
Max. concrete compressive strain: 0.04 [‰]
Max. concrete compressive stress: 194 [psi]
Resulting tension force in (x/y)=(-9.850/0.000): 3,635 [lb]
Resulting compression force in (x/y)=(10.612/0.000): 5,900 [lb]
Anchor forces are calculated based on the assumption of a rigid anchor plate.
3 Tension load
Load Nua [lb]Capacity f Nn [lb]Utilization bN = Nua/f Nn Status
Steel Strength*1,817 13,157 14 OK
Pullout Strength*N/A N/A N/A N/A
Concrete Breakout Failure**3,635 5,998 61 OK
* highest loaded anchor **anchor group (anchors in tension)
AT&T
CLU3418
9 of 39
www.hilti.com
Hilti PROFIS Engineering 3.1.15
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
3
Company:
Address:
Phone I Fax:
Design:
Fastening point:
|
CABINET ANCHORAGE
Page:
Specifier:
E-Mail:
Date:
3
6/9/2025
3.1 Steel Strength
Nsa = ESR value refer to ICC-ES ESR-4266
f Nsa ³ Nua ACI 318-19 Table 17.5.2
Variables
Ase,N [in.2]futa [psi]
0.16 106,704
Calculations
Nsa [lb]
17,542
Results
Nsa [lb]f steel f Nsa [lb]Nua [lb]
17,542 0.750 13,157 1,817
3.2 Concrete Breakout Failure
Ncbg = (ANc
ANc0)y ec,N y ed,N y c,N y cp,N Nb ACI 318-19 Eq. (17.6.2.1b)
f Ncbg ³ Nua ACI 318-19 Table 17.5.2
ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b)
ANc0 = 9 h2
ef ACI 318-19 Eq. (17.6.2.1.4)
y ec,N = (1
1 + 2 e'
N
3 hef
)£ 1.0 ACI 318-19 Eq. (17.6.2.3.1)
y ed,N = 0.7 + 0.3 (ca,min
1.5hef)£ 1.0 ACI 318-19 Eq. (17.6.2.4.1b)
y cp,N = MAX(ca,min
cac
, 1.5hef
cac
)£ 1.0 ACI 318-19 Eq. (17.6.2.6.1b)
Nb = kc l a √f'
c h1.5
ef ACI 318-19 Eq. (17.6.2.2.1)
Variables
hef [in.]ec1,N [in.]ec2,N [in.]ca,min [in.]y c,N
3.250 0.000 0.000 ∞1.000
cac [in.]kc l a f'
c [psi]
11.500 21 1.000 2,500
Calculations
ANc [in.2]ANc0 [in.2]y ec1,N y ec2,N y ed,N y cp,N Nb [lb]
190.13 95.06 1.000 1.000 1.000 1.000 6,152
Results
Ncbg [lb]f concrete f seismic f nonductile f Ncbg [lb]Nua [lb]
12,304 0.650 0.750 1.000 5,998 3,635
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4
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6/9/2025
4 Shear load
Load Vua [lb]Capacity f Vn [lb]Utilization bV = Vua/f Vn Status
Steel Strength*586 6,668 9 OK
Steel failure (with lever arm)*N/A N/A N/A N/A
Pryout Strength**2,343 34,451 7 OK
Concrete edge failure in direction **N/A N/A N/A N/A
* highest loaded anchor **anchor group (relevant anchors)
4.1 Steel Strength
Vsa,eq = ESR value refer to ICC-ES ESR-4266
f Vsteel ³ Vua ACI 318-19 Table 17.5.2
Variables
Ase,V [in.2]futa [psi]aV,seis
0.16 106,704 1.000
Calculations
Vsa,eq [lb]
10,259
Results
Vsa,eq [lb]f steel f Vsa,eq [lb]Vua [lb]
10,259 0.650 6,668 586
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4.2 Pryout Strength
Vcpg = kcp [(ANc
ANc0)y ec,N y ed,N y c,N y cp,N Nb ] ACI 318-19 Eq. (17.7.3.1b)
f Vcpg ³ Vua ACI 318-19 Table 17.5.2
ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b)
ANc0 = 9 h2
ef ACI 318-19 Eq. (17.6.2.1.4)
y ec,N = (1
1 + 2 e'
N
3 hef
)£ 1.0 ACI 318-19 Eq. (17.6.2.3.1)
y ed,N = 0.7 + 0.3 (ca,min
1.5hef)£ 1.0 ACI 318-19 Eq. (17.6.2.4.1b)
y cp,N = MAX(ca,min
cac
, 1.5hef
cac )£ 1.0 ACI 318-19 Eq. (17.6.2.6.1b)
Nb = kc l a √f'
c h1.5
ef ACI 318-19 Eq. (17.6.2.2.1)
Variables
kcp hef [in.]ec1,N [in.]ec2,N [in.]ca,min [in.]
2 3.250 0.000 0.000 ∞
y c,N cac [in.]kc l a f'
c [psi]
1.000 11.500 21 1.000 2,500
Calculations
ANc [in.2]ANc0 [in.2]y ec1,N y ec2,N y ed,N y cp,N Nb [lb]
380.25 95.06 1.000 1.000 1.000 1.000 6,152
Results
Vcpg [lb]f concrete f seismic f nonductile f Vcpg [lb]Vua [lb]
49,216 0.700 1.000 1.000 34,451 2,343
5 Combined tension and shear loads, per ACI 318-19 section 17.8
bN bV z Utilization bN,V [%]Status
0.606 0.088 5/3 46 OK
bNV = bz
N + bz
V <= 1
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CABINET ANCHORAGE
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6
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6 Warnings
• The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, ETAG 001/Annex C,
EOTA TR029 etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the
anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates
the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The
proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for
agreement with the existing conditions and for plausibility!
• The equations presented in this report are based on imperial units. When inputs are displayed in metric units, the user should be aware that the
equations remain in their imperial format.
• Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential
concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout
or pryout strength governs.
• Refer to the manufacturer's product literature for cleaning and installation instructions.
• For additional information about ACI 318 strength design provisions, please go to
https://viewer.joomag.com/profis-design-guide-us-en-summer-2021/0841849001625154758?short&/
• "An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-19, Chapter 17, Section
17.10.5.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the
case, the connection design (tension) shall satisfy the provisions of Section 17.10.5.3 (b), Section 17.10.5.3 (c), or Section 17.10.5.3 (d). The
connection design (shear) shall satisfy the provisions of Section 17.10.6.3 (a), Section 17.10.6.3 (b), or Section 17.10.6.3 (c)."
• Section 17.10.5.3 (b) / Section 17.10.6.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile
yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Section 17.10.5.3 (c) / Section 17.10.6.3
(b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the
anchors by a non-yielding attachment. Section 17.10.5.3 (d) / Section 17.10.6.3 (c) waive the ductility requirements and require the design
strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased
by w0.
• Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI
318-19, Section 26.7.
Fastening meets the design criteria!
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7
Company:
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CABINET ANCHORAGE
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6/9/2025
Coordinates Anchor [in.]
Anchor x y c-x c+x c-y c+y
1 -9.850 -12.250 ----
2 9.850 -12.250 ----
3 -9.850 12.250 ----
4 9.850 12.250 ----
7 Installation data
Anchor type and diameter: Kwik Bolt TZ2 - CS 5/8 (3 1/4)
hnom2
Profile: no profile Item number: 2210271 KB-TZ2 5/8x4 3/4
Hole diameter in the fixture: df = 0.687 in. Maximum installation torque: 481 in.lb
Plate thickness (input): 0.394 in. Hole diameter in the base material: 0.625 in.
Recommended plate thickness: not calculated Hole depth in the base material: 4.250 in.
Drilling method: Hammer drilled Minimum thickness of the base material: 5.500 in.
Cleaning: Manual cleaning of the drilled hole according to instructions for use is
required.
Hilti Æ 5/8 in Kwik Bolt TZ2 - CS with 3.75 in nominal embedment depth per ICC-ES ESR-4266 , Hammer drill bit installation per MPII
7.1 Recommended accessories
Drilling Cleaning Setting
• Suitable Rotary Hammer
• Properly sized drill bit
• Manual blow-out pump • Torque controlled cordless impact tool
• Torque wrench
• Hammer
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8
Company:
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CABINET ANCHORAGE
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8
6/9/2025
8 Remarks; Your Cooperation Duties
• Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and
security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly
complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using
the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in.
Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you.
Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to
compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms
and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific
application.
• You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the
regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use
the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each
case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data
or programs, arising from a culpable breach of duty by you.
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project by CASA
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Seismic Ground Motion Values
SDS =1.043 III Table 1.5-1
SD1 =N/A D § 11.4.3
D Table 11.6-1
Seismic Design Force
Wpequip.(lb)Wpmounts(lb)ap Rp Ip 1+2(z/h)Ω
94.8 50 1.0 2.5 1.25 3.0 1.0
63.1 50 1.0 2.5 1.25 3.0 1.0
72.8 50 1.0 2.5 1.25 3.0 1.0
53.0 20 1.0 2.5 1.25 3.0 1.0
74.0 20 1.0 2.5 1.25 3.0 1.0
67.2 20 1.0 2.5 1.25 3.0 1.0
57.3 20 1.0 2.5 1.25 3.0 1.0
13.2 0 1.0 2.5 1.25 3.0 1.0
0.0 0 1.0 2.5 1.0 3.0 1.0
0.0 0 1.0 2.5 1.0 3.0 1.0
0.0 0 1.0 2.5 1.0 3.0 1.0
0.0 0 1.0 2.5 1.0 3.0 1.0
0.0 0 1.0 2.5 1.0 3.0 1.0
Fp min (lb)Fp (lb)Fp max (lb)ΩFp ELat (lb)+/- EVert (lb)
56.6 90.6 302.1 90.6 90.6 30.2
44.2 70.7 235.8 70.7 70.7 23.6
48.0 76.8 256.2 76.8 76.8 25.6
28.6 45.7 152.3 45.7 45.7 15.2
36.8 58.8 196.1 58.8 58.8 19.6
34.1 54.6 181.9 54.6 54.6 18.2
30.2 48.4 161.2 48.4 48.4 16.1
5.2 8.3 27.5 8.3 8.3 2.8
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
Seismic Coefficients from Table 13.6-1
COMMSCOPE NNH4-65A-R6H4
RRUS 32 B30
Seismic Loads Table
RRUS 4449 B5/B12
0
Item
KATHREIN 800-10964K
ERICSSON AIR6419 B77D
COMMSCOPE NNH4-65A-R6H4
Item
CLU3418
3000 WEST MACARTHUR
SMARTLINK
Risk Category
Site Class
SDC
Seismic Demands on Nonstructural Components ASCE 7-16
Wind and Seismic Analysis for Appurtenances per ASCE 7-16 & TIA 222-H
RRUS 32 B30
RRUS 4449 B5/B12
RRUS 4890 B25/B66
RRUS 4494 B14/B29
COMMSCOPE CBC61923T-DS-43
0
KATHREIN 800-10964K
ERICSSON AIR6419 B77D
0
0
RRUS 4494 B14/B29
COMMSCOPE CBC61923T-DS-43
0
0
0
0
0
0
RRUS 4890 B25/B66
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project by CASA
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client job no. 25-181
CLU3418
3000 WEST MACARTHUR
SMARTLINK
FA =q z*G h*(EPA)A Wind Force (§2.6.11.2)qz*Gh*Ka*Ca =47.1 lb
Gh Gust effect factor from §2.6.9 Gh =1
(EPA)A =K a*C a*A p
Ka Effective projected area coefficient from §2.6.11.2 Ka =1.0
Ap Effective projected area
qh, qz =0.00256 *K z*K zt*K s*K d*K e*V 2 qz =33.6 psf
Kz Velocity pressure exposure coeff. Defined in §2.6.5.2 Kz =1.17
Kzt Topographic factor defined in §2.6.6.2 Kzt =1.0
Ks Rooftop wind speed-up factor from §2.6.7 Ks =1.1
Kd Wind directionality factor from Table 2-2 Kd =1
Ke Ground elevation factor defined in §2.6.8 Ke =1.0
V Basic wind speed V =101 mph
Ca Net force coeff. From Table 2-9 Ca =1.4 0.017453293
h (in) w (in) t (in)Ap (ft2) @ 0o Ap (ft2) @ 30o Ap (ft2) @ 60o Ap (ft2) @ 90o
67.0 22.0 10.0 10.24 11.19 9.15 4.65
28.3 16.1 7.9 3.16 3.52 2.93 1.55
59.0 19.6 7.8 8.03 8.55 6.78 3.20
27.2 12.1 7.0 2.29 2.64 2.29 1.32
14.9 13.1 9.3 1.36 1.66 1.51 0.96
20.6 15.7 7.0 2.24 2.44 1.99 1.00
17.5 15.1 5.6 1.84 1.93 1.51 0.68
7.8 6.9 4.6 0.37 0.45 0.40 0.25
0.0 0.0 0.0 0.00 0.00 0.00 0.00
0.0 0.0 0.0 0.00 0.00 0.00 0.00
0.0 0.0 0.0 0.00 0.00 0.00 0.00
0.0 0.0 0.0 0.00 0.00 0.00 0.00
0.0 0.0 0.0 0.00 0.00 0.00 0.00
FA (lb) @ 60o FA (lb) @ 90o FA Max (lb)
430.4 218.9 526.6
137.7 73.1 165.5
319.2 150.4 402.4
107.7 62.2 124.2
71.1 45.3 77.9
93.5 47.1 114.8
70.9 32.0 90.8
18.9 11.7 21.1
0.0 0.0 0.0
0.0 0.0 0.0
0.0 0.0 0.0
0.0 0.0 0.0
0.0 0.0 0.0
FA (lb) @ 30o
526.6
165.5
402.4
FA (lb) @ 0o
481.6
148.9
0.0
0.0
0.0
0.0
377.9
107.5
Wind Effective Projected Areas
Wind Loads Table
0
RRUS 4494 B14/B29
COMMSCOPE CBC61923T-DS-43
0
0
21.1
RRUS 32 B30
Item
Wind and Seismic Analysis for Appurtenances per ASCE 7-16 & TIA 222-H
Design Wind Loads TIA-222-H
*Per §16.6 Wind shall be considered to occur from directions in 30 degree maximum
increments around a mounting system and shall include directions normal and parallel to
the face of mount.
114.8
0.0
0.0
17.6
86.3
RRUS 4449 B5/B12
90.8
0
77.9
124.2
105.4
63.8
ERICSSON AIR6419 B77D
COMMSCOPE NNH4-65A-R6H4
Item
KATHREIN 800-10964K
RRUS 4449 B5/B12
RRUS 32 B30
0.0
0.0
RRUS 4890 B25/B66
COMMSCOPE CBC61923T-DS-43
0
0
RRUS 4494 B14/B29
0.0 0.0
0
0
0
RRUS 4890 B25/B66
0
KATHREIN 800-10964K
ERICSSON AIR6419 B77D
COMMSCOPE NNH4-65A-R6H4
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project by CASA
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CLU3418
3000 WEST MACARTHUR
SMARTLINK
Wp (lb)
144.8
113.1
122.8
73.0
94.0
87.2
77.3
13.2
0.0
0.0
0.0
0.0
0.0
DL ELat EVert W L
LC1 1.4 0 0 0 0
LC2 1.2 0 0 1 0
LC3 1.2 1 1 0 0
Total Vert Total Horiz Total Vert Total Horiz Total Vert(+Ev)Total Horiz Vertical Horizontal
202.7 0.0 173.8 526.6 204.0 90.6 204.0 526.6
158.3 0.0 135.7 165.5 159.2 70.7 159.2 165.5
171.9 0.0 147.4 402.4 173.0 76.8 173.0 402.4
102.2 0.0 87.6 124.2 102.8 45.7 102.8 124.2
131.6 0.0 112.8 77.9 132.4 58.8 132.4 77.9
122.1 0.0 104.6 114.8 122.8 54.6 122.8 114.8
108.2 0.0 92.8 90.8 108.9 48.4 108.9 90.8
18.5 0.0 15.8 21.1 18.6 8.3 18.6 21.1
0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00
0
0
0.0
0.0
0.0
0.0
0.0
0.0
RRUS 4449 B5/B12
0
0
0
ELat (lb)
90.6
76.8
45.7
77.9
LRFD Load Combinations
114.8
0.0
COMMSCOPE NNH4-65A-R6H4
Load Case 1 Load Case 2 Load Case 3 Factored Design Forces (lb)
KATHREIN 800-10964K
ERICSSON AIR6419 B77D
RRUS 32 B30
RRUS 4890 B25/B66
RRUS 4494 B14/B29
COMMSCOPE CBC61923T-DS-43
0
0
Factored Loads
0 0.0 0.0 0.0
KATHREIN 800-10964K
COMMSCOPE NNH4-65A-R6H4
RRUS 4890 B25/B66
Wind and Seismic Analysis for Appurtenances per ASCE 7-16 & TIA 222-H
Design Loads Summary
Seismic Forces Wind Forces
54.6
0.0
0.0
124.2
165.5
RRUS 4494 B14/B29
COMMSCOPE CBC61923T-DS-43
Item FA Max. (lb)
526.6
48.4
8.3
+/- Evert (lb)
30.2
25.6
15.2
19.6
18.2
16.1
2.8
90.8
21.1
*Max Wind and Seismic forces will be analyzed in each orthogonal
direction for each component. The worst case appurtenance
loading will be used for the (E) mount structure.
0 0.0 0.0 0.0
58.8
RRUS 32 B30
RRUS 4449 B5/B12
ERICSSON AIR6419 B77D 70.7 23.6
402.4
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project by CASA
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client job no. 25-181
CLU3418
3000 WEST MACARTHUR
SMARTLINK
Ecc
T1
Fh d
V
Fv T2
Fh (lb) Fv (lb)Ecc (in) d (in)T1 (lb) gov.V (lb) Stress %
526.6 204.0 12 67.0 299.8 102.0 7.41%OK
165.5 159.2 12 28.3 150.3 79.6 4.52%OK
402.4 173.0 12 59.0 236.4 86.5 6.01%OK
124.2 102.8 12 27.2 107.5 51.4 3.08%OK
77.9 132.4 12 14.9 145.6 66.2 4.07%OK
114.8 122.8 12 20.6 129.0 61.4 3.68%OK
90.8 108.9 12 17.5 120.1 54.4 3.35%OK
21.1 18.6 12 7.8 39.2 9.3 0.85%OK
0.0 0.0 12 0.0 #DIV/0!0.0 #DIV/0!#DIV/0!
0.0 0.0 12 0.0 #DIV/0!0.0 #DIV/0!#DIV/0!
0.0 0.0 12 0.0 #DIV/0!0.0 #DIV/0!#DIV/0!
0.0 0.0 12 0.0 #DIV/0!0.0 #DIV/0!#DIV/0!
0.0 0.0 12 0.0 #DIV/0!0.0 #DIV/0!#DIV/0!
FU=60.0 ksi
Bolt Diameter=0.5 in
Max V=0.102 kip
Max T=0.300 kip
Φ (Resistance Factor) =0.75
Ab =0.196 in^2
Fnv =24 ksi (A307)
Fnt =45 ksi (A307)
fv = Vu bolt / Ab =0.5 ksi
Vallow = Φ Fnv Ab =3.5 kip >0.102 kip OK
Tallow = Φ Fnt Ab =6.6 kip >0.300 kip OK
Combined Shear and Tension:
F'nt = 1.3F'nt -(Fnt x fv)/ΦFnv < Fnt =57.8 kip <45 kip =45 kip
Rn = F'nt x Ab =8.836 kip
ΦRn = F'nt x Ab =6.627 kip >0.300 kip OK
RRUS 32 B30
RRUS 4449 B5/B12
RRUS 4890 B25/B66
RRUS 4494 B14/B29
COMMSCOPE CBC61923T-DS-43
0
1/2" ø A-307 U-Bolt @ Top & Bottom
Appurtenance Anchorage
0
0
0
Wind and Seismic Analysis for Appurtenances per ASCE 7-16 & TIA 222-H
KATHREIN 800-10964K
COMMSCOPE NNH4-65A-R6H4
ERICSSON AIR6419 B77D
0
AT&T
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DE
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AT&T
CLU3418
21 of 39
April 23, 2018
Site Pro 1 / Valmont Mounting System:
Part Number = WWM01 and MM01
Part Description = 8” Wireless Stand Off Arm Wall Mount
Mount EPA (0 Degree tilt):
EPAN = 0.50 sq-Ft EPAN (0.5” Ice) = 0.75 sq-Ft EPAN (1” Ice) = 1.00 sq-Ft
EPAT = 0.35 sq-Ft EPAT (0.5” Ice) = 0.52 sq-Ft EPAT (1” Ice) = 0.75 sq-Ft
Weight = 20 lb Weight (0.5” Ice) =29 lb Weight (1” Ice) = 42 lb
Classification Rating:
None
Design Standards
ANSI/TIA-222-G-2012
ANSI/TIA-222-H-2018
ASCE 7-10
International Building Code 2012
TIA-5053
Analysis and Modeling Technique
An elastic, three-dimensional, frame, truss model was developed to examine the structural behavior of the
mount. All orientations in the engineering model correspond with the assembly drawing constraints. The
mount was analyzed with one (1) mounting locations (antenna, mount pipe, radio, and any other
appurtenance) evenly spaced across the face of the mount, with no (0) vertical eccentricity. Wind directions
considered were perpendicular (normal) to the face of the frame and at 30 degree increments up to 90
degrees (tangential) to the face of the frame. Wind, dead weight and ice weight on the mount was also
included in the model.
Modeling Software
Autodesk Inventor
ANSYS Workbench
AT&T
CLU3418
22 of 39
Analysis Design Criteria
Maximum Mount Height 400'
Maximum Ultimate Wind Speed, no Ice 180 mph 3 sec gust
Maximum Design Wind Speed, no Ice 140 mph 3 sec gust
Maximum Design Wind Speed on Ice 60 mph 3 sec gust
Structure Class I or II
Exposure Category B or C
Topographic Category I
Maximum Design Ice Thickness, ti 1" (2.75” factored ice)
Wind Direction Probability Factor, Kd 0.95
Gust Effect Factor, Gh 1.0
Capacity Results
The following factored loads at each mounting location represent the capacity of the mount based on the criteria
and modeling technique described above.
no
to
zo
ni
ti
zi
nm
tm
zm
M
* In addition to a nominal Live Load of two (2) 250 lb concentrated on either side of a mounting location to provide
access for climbers.
AT&T
CLU3418
23 of 39
Seismic Results
The following Seismic Response Coefficient chart below represent the allowable weight capacity of the bracket
based on the criteria and modeling technique described in TIA-222-H Section 2.7.7.1.1. Total allowable seismic
shear must be less than or equal to the Capacity Results (Fno) stated above.
0
200
400
600
800
1000
1200
1400
1600
1800
2000
0.000 2.000 4.000 6.000 8.000 10.000 12.000To
t
a
l
W
e
i
g
h
t
(
D
e
a
d
L
o
a
d
+
M
o
u
n
t
)
)
Seismic Response Coefficient Cs
Weight Capacity VS. Seismic Response Coefficient
AT&T
CLU3418
24 of 39
www.hilti.com
Hilti PROFIS Engineering 3.1.15
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
1
Company:
Address:
Phone I Fax:
Design:
Fastening point:
|
Concrete - Dec 15, 2021
Page:
Specifier:
E-Mail:
Date:
1
6/9/2025
Specifier's comments:
1 Input data
Anchor type and diameter: Kwik Bolt TZ2 - SS 304 5/8 (3 1/4) hnom2
Item number: 2210279 KB-TZ2 5/8x6 SS304
Specification text: Hilti Æ 5/8 in Kwik Bolt TZ2 - SS 304 with 3.75
in nominal embedment depth per ICC-ES
ESR-4266 , Hammer drill bit installation per
MPII,
Effective embedment depth: hef,act = 3.250 in., hnom = 3.750 in.
Material: AISI 304
Evaluation Service Report: ESR-4266
Issued I Valid: 10/1/2024 | 12/1/2025
Proof: Design Method ACI 318-19 / Mech
Shear edge breakout verification: Row closest to edge (Case 3 only from ACI 318-19 Fig. R.17.7.2.1b)
Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.500 in.
Anchor plateR : lx x ly x t = 8.063 in. x 8.063 in. x 0.500 in.; (Recommended plate thickness: not calculated)
Profile: Square HSS (AISC), HSS4X4X.25; (L x W x T) = 4.000 in. x 4.000 in. x 0.250 in.
Base material: cracked concrete, 4000, fc' = 4,000 psi; h = 7.250 in.
Installation: Hammer drilled hole, Installation condition: Dry
Reinforcement: tension: not present, shear: not present; no supplemental splitting reinforcement present
edge reinforcement: none or < No. 4 bar
Seismic loads (cat. C, D, E, or F) Tension load: yes (17.10.5.3 (d))
Shear load: yes (17.10.6.3 (c))
R - The anchor calculation is based on a rigid anchor plate assumption.
Geometry [in.] & Loading [lb, in.lb]
AT&T
CLU3418
25 of 39
www.hilti.com
Hilti PROFIS Engineering 3.1.15
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
2
Company:
Address:
Phone I Fax:
Design:
Fastening point:
|
Concrete - Dec 15, 2021
Page:
Specifier:
E-Mail:
Date:
2
6/9/2025
1.1 Design results
Case Description Forces [lb] / Moments [in.lb]Seismic Max. Util. Anchor [%]
1 Combination 1 N = 527; Vx = 527; Vy = -145;
Mx = 1,740; My = 0; Mz = 0;
yes 10
2 Load case/Resulting anchor forces
Anchor reactions [lb]
Tension force: (+Tension, -Compression)
Anchor Tension force Shear force Shear force x Shear force y
1 18 137 132 -36
2 18 137 132 -36
3 273 137 132 -36
4 273 137 132 -36
Max. concrete compressive strain: 0.01 [‰]
Max. concrete compressive stress: 23 [psi]
Resulting tension force in (x/y)=(0.000/2.620): 583 [lb]
Resulting compression force in (x/y)=(-0.000/-3.833): 56 [lb]
Anchor forces are calculated based on the assumption of a rigid anchor plate.
3 Tension load
Load Nua [lb]Capacity f Nn [lb]Utilization bN = Nua/f Nn Status
Steel Strength*273 14,132 2 OK
Pullout Strength*N/A N/A N/A N/A
Concrete Breakout Failure**583 6,439 10 OK
* highest loaded anchor **anchor group (anchors in tension)
AT&T
CLU3418
26 of 39
www.hilti.com
Hilti PROFIS Engineering 3.1.15
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
3
Company:
Address:
Phone I Fax:
Design:
Fastening point:
|
Concrete - Dec 15, 2021
Page:
Specifier:
E-Mail:
Date:
3
6/9/2025
3.1 Steel Strength
Nsa = ESR value refer to ICC-ES ESR-4266
f Nsa ³ Nua ACI 318-19 Table 17.5.2
Variables
Ase,N [in.2]futa [psi]
0.16 114,604
Calculations
Nsa [lb]
18,843
Results
Nsa [lb]f steel f Nsa [lb]Nua [lb]
18,843 0.750 14,132 273
3.2 Concrete Breakout Failure
Ncbg = (ANc
ANc0)y ec,N y ed,N y c,N y cp,N Nb ACI 318-19 Eq. (17.6.2.1b)
f Ncbg ³ Nua ACI 318-19 Table 17.5.2
ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b)
ANc0 = 9 h2
ef ACI 318-19 Eq. (17.6.2.1.4)
y ec,N = (1
1 + 2 e'
N
3 hef
)£ 1.0 ACI 318-19 Eq. (17.6.2.3.1)
y ed,N = 0.7 + 0.3 (ca,min
1.5hef)£ 1.0 ACI 318-19 Eq. (17.6.2.4.1b)
y cp,N = MAX(ca,min
cac
, 1.5hef
cac
)£ 1.0 ACI 318-19 Eq. (17.6.2.6.1b)
Nb = kc l a √f'
c h1.5
ef ACI 318-19 Eq. (17.6.2.2.1)
Variables
hef [in.]ec1,N [in.]ec2,N [in.]ca,min [in.]y c,N
3.250 0.000 2.620 ∞1.000
cac [in.]kc l a f'
c [psi]
6.500 21 1.000 4,000
Calculations
ANc [in.2]ANc0 [in.2]y ec1,N y ec2,N y ed,N y cp,N Nb [lb]
248.06 95.06 1.000 0.650 1.000 1.000 7,782
Results
Ncbg [lb]f concrete f seismic f nonductile f Ncbg [lb]Nua [lb]
13,207 0.650 0.750 1.000 6,439 583
AT&T
CLU3418
27 of 39
www.hilti.com
Hilti PROFIS Engineering 3.1.15
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
4
Company:
Address:
Phone I Fax:
Design:
Fastening point:
|
Concrete - Dec 15, 2021
Page:
Specifier:
E-Mail:
Date:
4
6/9/2025
4 Shear load
Load Vua [lb]Capacity f Vn [lb]Utilization bV = Vua/f Vn Status
Steel Strength*137 8,034 2 OK
Steel failure (with lever arm)*N/A N/A N/A N/A
Pryout Strength**547 28,429 2 OK
Concrete edge failure in direction **N/A N/A N/A N/A
* highest loaded anchor **anchor group (relevant anchors)
4.1 Steel Strength
Vsa,eq = ESR value refer to ICC-ES ESR-4266
f Vsteel ³ Vua ACI 318-19 Table 17.5.2
Variables
Ase,V [in.2]futa [psi]aV,seis
0.16 114,604 1.000
Calculations
Vsa,eq [lb]
12,360
Results
Vsa,eq [lb]f steel f Vsa,eq [lb]Vua [lb]
12,360 0.650 8,034 137
AT&T
CLU3418
28 of 39
www.hilti.com
Hilti PROFIS Engineering 3.1.15
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
5
Company:
Address:
Phone I Fax:
Design:
Fastening point:
|
Concrete - Dec 15, 2021
Page:
Specifier:
E-Mail:
Date:
5
6/9/2025
4.2 Pryout Strength
Vcpg = kcp [(ANc
ANc0)y ec,N y ed,N y c,N y cp,N Nb ] ACI 318-19 Eq. (17.7.3.1b)
f Vcpg ³ Vua ACI 318-19 Table 17.5.2
ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b)
ANc0 = 9 h2
ef ACI 318-19 Eq. (17.6.2.1.4)
y ec,N = (1
1 + 2 e'
N
3 hef
)£ 1.0 ACI 318-19 Eq. (17.6.2.3.1)
y ed,N = 0.7 + 0.3 (ca,min
1.5hef)£ 1.0 ACI 318-19 Eq. (17.6.2.4.1b)
y cp,N = MAX(ca,min
cac
, 1.5hef
cac )£ 1.0 ACI 318-19 Eq. (17.6.2.6.1b)
Nb = kc l a √f'
c h1.5
ef ACI 318-19 Eq. (17.6.2.2.1)
Variables
kcp hef [in.]ec1,N [in.]ec2,N [in.]ca,min [in.]
2 3.250 0.000 0.000 ∞
y c,N cac [in.]kc l a f'
c [psi]
1.000 6.500 21 1.000 4,000
Calculations
ANc [in.2]ANc0 [in.2]y ec1,N y ec2,N y ed,N y cp,N Nb [lb]
248.06 95.06 1.000 1.000 1.000 1.000 7,782
Results
Vcpg [lb]f concrete f seismic f nonductile f Vcpg [lb]Vua [lb]
40,612 0.700 1.000 1.000 28,429 547
5 Combined tension and shear loads, per ACI 318-19 section 17.8
bN bV z Utilization bN,V [%]Status
0.090 0.019 5/3 2 OK
bNV = bz
N + bz
V <= 1
AT&T
CLU3418
29 of 39
www.hilti.com
Hilti PROFIS Engineering 3.1.15
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
6
Company:
Address:
Phone I Fax:
Design:
Fastening point:
|
Concrete - Dec 15, 2021
Page:
Specifier:
E-Mail:
Date:
6
6/9/2025
6 Warnings
• The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, ETAG 001/Annex C,
EOTA TR029 etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the
anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates
the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The
proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for
agreement with the existing conditions and for plausibility!
• The equations presented in this report are based on imperial units. When inputs are displayed in metric units, the user should be aware that the
equations remain in their imperial format.
• Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential
concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout
or pryout strength governs.
• Refer to the manufacturer's product literature for cleaning and installation instructions.
• For additional information about ACI 318 strength design provisions, please go to
https://viewer.joomag.com/profis-design-guide-us-en-summer-2021/0841849001625154758?short&/
• "An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-19, Chapter 17, Section
17.10.5.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the
case, the connection design (tension) shall satisfy the provisions of Section 17.10.5.3 (b), Section 17.10.5.3 (c), or Section 17.10.5.3 (d). The
connection design (shear) shall satisfy the provisions of Section 17.10.6.3 (a), Section 17.10.6.3 (b), or Section 17.10.6.3 (c)."
• Section 17.10.5.3 (b) / Section 17.10.6.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile
yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Section 17.10.5.3 (c) / Section 17.10.6.3
(b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the
anchors by a non-yielding attachment. Section 17.10.5.3 (d) / Section 17.10.6.3 (c) waive the ductility requirements and require the design
strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased
by w0.
• Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI
318-19, Section 26.7.
Fastening meets the design criteria!
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www.hilti.com
Hilti PROFIS Engineering 3.1.15
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
7
Company:
Address:
Phone I Fax:
Design:
Fastening point:
|
Concrete - Dec 15, 2021
Page:
Specifier:
E-Mail:
Date:
7
6/9/2025
Coordinates Anchor [in.]
Anchor x y c-x c+x c-y c+y
1 -3.000 -3.000 ----
2 3.000 -3.000 ----
3 -3.000 3.000 ----
4 3.000 3.000 ----
7 Installation data
Anchor type and diameter: Kwik Bolt TZ2 - SS 304 5/8 (3
1/4) hnom2
Profile: Square HSS (AISC), HSS4X4X.25; (L x W x T) = 4.000 in. x 4.000 in. x
0.250 in.
Item number: 2210279 KB-TZ2 5/8x6 SS304
Hole diameter in the fixture: df = 0.687 in. Maximum installation torque: 722 in.lb
Plate thickness (input): 0.500 in. Hole diameter in the base material: 0.625 in.
Recommended plate thickness: not calculated Hole depth in the base material: 4.250 in.
Drilling method: Hammer drilled Minimum thickness of the base material: 5.500 in.
Cleaning: Manual cleaning of the drilled hole according to instructions for use is
required.
Hilti Æ 5/8 in Kwik Bolt TZ2 - SS 304 with 3.75 in nominal embedment depth per ICC-ES ESR-4266 , Hammer drill bit installation per MPII
7.1 Recommended accessories
Drilling Cleaning Setting
• Suitable Rotary Hammer
• Properly sized drill bit
• Manual blow-out pump • Torque controlled cordless impact tool
• Torque wrench
• Hammer
AT&T
CLU3418
31 of 39
www.hilti.com
Hilti PROFIS Engineering 3.1.15
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
8
Company:
Address:
Phone I Fax:
Design:
Fastening point:
|
Concrete - Dec 15, 2021
Page:
Specifier:
E-Mail:
Date:
8
6/9/2025
8 Remarks; Your Cooperation Duties
• Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and
security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly
complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using
the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in.
Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you.
Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to
compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms
and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific
application.
• You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the
regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use
the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each
case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data
or programs, arising from a culpable breach of duty by you.
AT&T
CLU3418
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AT&T
CLU3418
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project by CASA
location date 6/9/2025
client job no. 25-181
Exposure Category = C
Wall Height = 5.5 ft
F = qh*G*Cf*As = 32.0 psf
qh =0.00256KzKztKdKeV^2 = 26.0 psf
Kz = 1.17
Kzt = 1.0
Ke =1.0
Kd =0.85
V = 101 MPH
G = 0.85
Cf = 1.45
As = 1.0 ft^2
CLU3418
3000 WEST MACARTHUR
SMARTLINK
Wind Analysis ASCE 7 SECTION 29.3.1 Solid Freestanding Walls and Solid Signs
(N) FRP SCREEN WALL
AT&T
CLU3418
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project by CASA
location date 6/9/2025
client job no. 25-181
Wwind= 32.0 psf
H= 5.5 ft
h= 5.5 ft
LBR1=3.7 ft
LBR2=3.9 ft
L=3.0 ft
L1=2.5 ft
L2=3.0 ft
L3=2.5 ft
h'1=2.75 ft
h'2=2.75 ft
h'3=0.0 ft
CLU3418
3000 WEST MACARTHUR
SMARTLINK
FRP Wind Screen
(N) FRP SCREEN WALL
AT&T
CLU3418
35 of 39
project by CASA
location date 6/9/2025
client job no. 25-181
Wwind= 32.0 psf
L = 3 ft
h= 5.5 ft
w = Wwind x h/2 = 88.0 plf
R = wL/2 =132 lb
Mu = wL2/8 =1.2 k-in
R = Vu =0.132 k
Section Properties Material Properties Calculated
A =1.92 in2 EL,f =1600 ksi ΦMn,mat. rup.=20.3 k-in
I =3.04 in4 EL,w =1600 ksi ΦMn,loc. stab.=60.0 k-in
S =1.04 in3 ET,f =800 ksi ΦMn,ltbuckling.=317.7 k-in
bf =4.00 in ET,w =800 ksi ΦVn, mat. rup. =12.5 k
h=4.00 in GLT=450 ksi ΦVn, wsbuckling =25.1 k
tf =0.25 in VLT=0.32
tw=0.25 in E = 2600 ksi
FL=30 ksi
FLT=10 ksi
Mn Due to Material Rupture:
Mn,mat. rup.=31.2 k-in
Mn Due to Local Stability:
Compression Flange Local Buckling
kr=0.875
ξ= 0.259
fcr=72.093 ksi
Web Local Buckling
fcr=183.316 ksi
Nominal flexural strength due to local stability
Mn,loc. stab. =75.0 k-in
TRY FRP 4x4x1/4 ANGLE
CLU3418
3000 WEST MACARTHUR
SMARTLINK
FRP Wind Screen
DESIGN BEAM B1
AT&T
CLU3418
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project by CASA
location date 6/9/2025
client job no. 25-181
CLU3418
3000 WEST MACARTHUR
SMARTLINK
Mn Due to Lateral Torsional Buckling:
DJ=5561.8 k-in2
Cb=1.0
Mn,ltbuckling =453.9 k-in
Vu Due to Material Rupture In Shear:
Vn, mat. rup. =19.2 k
Vu Due to Web Shear Buckling:
= 1156 ksi
= 1131 ksi
= 13.2 = 13.0
= 16.4 = 16.3
Vn, wsbuckling =31.4 k
Moment & Shear Capacity:
Mu =1.2 k-in <20.3 k-in OK
Vu =0.1 k <12.5 k OK
AT&T
CLU3418
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project by CASA
location date 6/9/2025
client job no. 25-181
R= 0.528 k Py=0.581 k
H= 5.5 ft Px=0.528 k
h= 5.5 ft Pu=0.785 k
L1=2.5 ft
h'1=2.8 ft
h'2=2.8 ft
h'3=0.0 ft
LBR1=3.7 ft
K=1.0
Section Properties Material Properties
A =1.92 in2 EL=2500 ksi
I =3.04 in4 GLT=450 ksi
S =1.04 in3 FL
c=30 ksi
b =4.00 in
h =4.00 in
t =0.25 in
r =1.26 in
Effective Slenderness Ratio:
= 35 <= 109 AND <300 OK
= 35
Factored Critical Stress in Compression:
Fcrx =19.7 ksi
Fcrft =1.8 ksi
ΦPn =2.7 k
Pu =0.785 k <2.700 k <40.3 k OK
TRY FRP 4x4x1/4 Equal Leg Angle
CLU3418
3000 WEST MACARTHUR
SMARTLINK
FRP Wind Screen
DESIGN BEAM Brace BR1
AT&T
CLU3418
38 of 39
project by CASA
location date 6/9/2025
client job no. 25-181
R2= 0.528 k Py2=0.440 k
L= 3.0 ft Px2=0.528 k
L2=3.0 ft Pu2=0.687 k
L3=2.5 ft
LBR2=3.9 ft
K=1.0
Section Properties Material Properties
A =1.92 in2 EL=2500 ksi
I =3.04 in4 GLT=450 ksi
S =1.04 in3 FL
c=30 ksi
b =4.00 in
h =4.00 in
t =0.25 in
r =1.26 in
Effective Slenderness Ratio:
= 37 <= 117 AND <300 OK
= 37
Factored Critical Stress in Compression:
Fcrx =17.8 ksi
Fcrft =1.8 ksi
ΦPn =2.7 k
Pu =0.687 k <2.700 k <40.3 k OK
TRY FRP L4x4x1/4 Equal Leg Angle
CLU3418
3000 WEST MACARTHUR
SMARTLINK
FRP Wind Screen
DESIGN BEAM Brace BR2
AT&T
CLU3418
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