HomeMy WebLinkAboutMiramar I Condominium_178245_Structural Analysis_2021-04-264907 NW 43rd Street, Suite D, Gainesville, FL 32606
Pass-Fail Evaluation of the Existing Platform & Antenna Frame Attachment
Verizon Wireless Cell Site Equipment Platform and Antenna Upgrades
Site located at:
Miramar 1 Condominium
Verizon Site #178245
9950 South Ocean Drive
Jensen Beach, FL 34957
St. Lucie County
December 14, 2020
Designed in accordance with the requirements of 7th Edition (2020) Florida Building Code, Wind Loading
requirements within Chapter 16.
Analysis Prepared for:
Tower Engineering Professionals, Inc.
Matthew K. Lackey, PE
3401 St. Vardell Lane
Suite A
Charlotte, NC 28217
Analysis Prepared by:
Waylon Francis, EI #EI1100019320
Analysis Reviewed by:
John Wayne Mishoe, PhD PE #PE25349
Stephen Matthew Belser, PE #PE67514
JWM Engineering, LLC #CA28619
Signature Date
Seal:
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12/14/2020
4907 NW 43rd Street, Suite D, Gainesville, FL 32606
Table of Contents Page
Part 1: Platform Pass-Fail Evaluation
Structural Report 4
TEP Proposed Site Plan 10
Selected Pages of Existing Building Construction Documents 11
Wind Loads-Roof Top Equipment 18
RISA 3D Equipment Frame Model 22
Equipment Frame Connections 50
Equipment Frame Base Plate Analysis 52
Hilti Anchor Bolt Checks 55
Frame Knee Brace Checks 59
Building Influence Calculations for Columns 67
Part 2: Antenna Anchor Attachment Evaluation
MECA Wind Loads for Antenna 68
TEP Antenna Mount Mapping 70
RISA 3D Equipment Mount Model & Anchor Loading 75
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4907 NW 43rd Street, Suite D, Gainesville, FL 32606
HILTI HIT-HY 150 Anchor Check for Concrete 90
HILTI HIT-HY 270 Anchor Check for Grout Filled Masonry 96
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4907 NW 43rd Street, Suite D, Gainesville, FL 32606
Project Scope of Work and General Conditions
Part 1: Scope of Work
The scope of work for this part of the project is to structurally evaluate an existing elevated
equipment platform on the rooftop of an existing building and its ability to support the
installation of a new outdoor equipment cabinet and associated equipment. The existing frame
is attached to steel base plates anchored directly over existing concrete building columns. The
following evaluations are based upon load requirements of the 2020 Florida Building Code
(FBC). This is a Verizon Wireless site located at 9950 South Ocean Drive, Jensen Beach, Florida
in St. Lucie County.
The photo below shows the platform in its existing conditions prior to equipment addition:
Figure 1- Existing Platform at Site
Part 2: Scope of Work
The scope of work for this project is to evaluate the attachment method used and the anchors
ability to support the installation of the proposed antennas and associated equipment. The
existing antennas are located at antenna rad center elevation of 184 feet. These evaluations are
used to determine loading requirements based upon the TIA-222-H standard and the 2020
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4907 NW 43rd Street, Suite D, Gainesville, FL 32606
Florida Building Code (FBC). This is a Verizon Wireless site located at 9950 South Ocean Drive,
Jensen Beach, Florida in St. Lucie County.
The photo below shows a typical antenna mount in its existing conditions prior to equipment
addition:
Figure 2 - Existing Antenna Mounts at Site
PART 1 REPORT
Structural Analysis
The analysis is based upon the following documentation provided to JWME from TEP:
1. Lease Exhibit of the proposed equipment layout, prepared by TEP, dated 12 -07-2020.
2. Proposed Verizon RFDS for the Dune Walk site dated, 11-9-2020.
3. Previous structural design & evaluation of the Miramar 1 site completed by JWME on
08-28-2015.
JWME used the best information available to analyze the impact on the building and to
determine the required loading. The proposed equipment information was provided by Tower
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4907 NW 43rd Street, Suite D, Gainesville, FL 32606
Engineering Professional, Inc. (TEP) and the data used to determine the required platform
loads.
Loads considered in the analysis include the following:
1. Wind loads were computed using ASCE 7-16 methods assuming a wind speed of 163
MPH, Building Category II, Exposure D.
2. Dead weight, Live loads and associated wind loads were included based upon code
minimum requirements for the roof area.
3. The table below lists the proposed equipment being added to frame and the equipment
to remain:
Equipment Type Dead Weight (lbs.) Dimension (in)
(1) Cabinet: CUBE Large SS 1915 32” x 32” x 84”
(1) Raycap OVP12 20 21” x 19” x 6”
4. Other known dead weights, such as grating weights, were also added .
Evaluations were conducted on the following major components:
1. Member stresses including the beams, girders, and knee braces.
2. Worst case loaded connections were checked using record drawings and model analysis.
3. Base plate analysis.
4. Anchor bolt connection to existing building analysis.
5. Site photographs and in-field measurements provided to JWME by TEP.
Because this is an existing structure, no consideration was given to the continuous load path to
the foundation. A building influence of the concrete columns was performed in accordance
with the 2020 Florida Building Code: Existing Building 707.2. The contractor must verify any
assumptions presented in this report and contact engineering if the assumptions are different
from conditions existing in the field. However, with this installation, the additional equipment it
not expected to change the overall loading of the structure.
Results of Analyses
The equipment frame has been evaluated and meets the minimum requirements of the 7th
Edition (2020) FBC. The specifications are provided by JWME in the attached calculations. This
evaluation assumes the current structure has been kept in good repair, code compliant and
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4907 NW 43rd Street, Suite D, Gainesville, FL 32606
built in accordance with the record drawings. The contractor must verify these assumptions
and report to the engineer any discrepancies as it may affect the results of this evaluation.
PART 2 REPORT
Structural Analysis
The analysis is based upon the following documentation provided to JWME from TEP:
1. Lease Exhibit of the proposed equipment layout, prepared by TEP, dated 12-07-2020.
2. Proposed Verizon RFDS for the Dune Walk site dated, 11-9-2020.
3. Previous structural design & evaluation of the Miramar 1 site completed by JWME on
08-28-2015.
4. Site photographs and in-field measurements provided to JWME by TEP.
JWME used the best information available to analyze the impact on the building and to
determine the required anchor loading. The proposed antenna mount and antenna information
was provided by Tower Engineering Professional, Inc. (TEP) and the data used to determine the
required anchor loads.
Loads considered in the analysis include the following:
1. Wind loads were computed using ASCE 7-16 methods assuming a wind speed of 163
MPH, Building Category II, Exposure D.
2. Dead weight, live loads and associated wind loads were included based upon code
minimum requirements for the roof area.
3. The table below lists the proposed equipment being added and the equipment to
remain:
Mount
Elevation
(ft)
Equipment
Elevation
(ft)
Quantity Manufacture Model Status
177.88 184.00
3 - VZE01
Added 3 Ericsson 4449
3 Ericsson 8843
1 Raycap RHSDC-6627-PF-48
6 JMA Wireless X7CQAP-FRO-645-VR0
Retained 1 30kW Generator -
1 EBRE Battery Cabinet -
1 Raycap OVP Box
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4907 NW 43rd Street, Suite D, Gainesville, FL 32606
This evaluation was conducted using the information provided from TEP to JWME for the
Verizon Wireless VZE01 antenna having dimensions 30.4”x15.9”x8.1” and weighs 81.6 lbs . as
listed in the above table. This evaluation does not cover antennas with larger dimensions or are
of heavier weight. This analysis evaluates the anchorage only and does not evaluate the
mount/frame of which the antenna is attached.
Results of the Mount Analysis
There are three different anchorage/attachment methods evaluated in this report. The first
method assumes that the antenna mount anchors were installed into a concrete wall. The
second method assumes that the antenna anchors were installed into grout filled CMU and the
third assumes that the mount was attachment using thru bolts with backer plates.
Method 1: Anchor into Concrete
This evaluation was completed using the HILTI HIT-HY 150 Anchor Epoxy systems using a total
of four (4) 3/4"Ø threaded rods with a embedment depth of 3-3/8” into the concrete as stated
in the previous Verizon CD’s with signed and sealed date 10/19/2015 provided to JWME by TEP.
JWME used the RISA finite element program to generate a model of the existing antenna
mount provided by TEP. The anchor loads from the RISA model were compared against the
loads from the HILTI HIT-HY 150 loads tables and maximum unity code of 0.33 was recorded
meaning that the anchor is loaded to 33% of its overall capacity. The calculations can be found
on page 90 of this report. Based upon the results of our analysis, the antenna frame anchors
WILL support the proposed antenna and mount if installed into concrete. The following
evaluations are based upon loading requirements of the TIA-222-H standard and the 2020
Florida Building Code (FBC).
Method 2: Anchor into Grout Filled CMU
This evaluation was completed using the HILTI HY 270 Anchor Epoxy systems using a total of
four (4) 3/4"Ø threaded rods with an embedment depth of 6-3/4” into the grout filled CMU.
JWME used the RISA finite element program to generate a model of the existing antenna
mount provided by TEP. The anchor loads from the RISA model were then transferred to the
HILTI PROFIS Engineering software where maximum unity code of 0.56 was recorded meaning
that the anchor is loaded to 56% of its overall capacity. The calculations can be found on page
96 of this report. Based upon the results of our analysis, the antenna frame anchors WILL
support the proposed antenna and mount if installed into concrete. The following evaluations
are based upon loading requirements of the TIA-222-H standard and the 2020 Florida Building
Code (FBC).
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4907 NW 43rd Street, Suite D, Gainesville, FL 32606
Method 3: Thru Bolts with Backer Plate(s)
This attachment method assumes the uses (4) 5/8"Ø threaded rods (thru bolts) with 6”x6”x1/2”
backer plates through ungrouted CMU as stated. The details of this method were documented
in the previous Verizon CD’s dated 10/19/2015 provided to JWME by TEP. The method of using
thru bolts with backers plates have been used and has been proven to work in multiple
applications including antenna mount attachments. From pass experiences, JWME believes
that because a smaller and lighter antenna is replacing a larger antenna , the existing thru bolt
attachment method will support the proposed antenna and associated equipment.
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Miramar 1 CondominiumVerizon Site #1782459950 South Ocean DriveJensen Beach, FL 34957St. Lucie County
12/10/2020Equipment CabinetsWind Load Calculations
EQUIPMENT CABINET WIND LOAD CALCULATIONS
ASCE 7-10 (CH 29)
Unit Definition LEGEND
INPUT CALCUATIONS RESULTS Define Miscellaneous Unit Variables.
plf lbf
ft:=psf lbf
ft2:=pcf lbf
ft3:=kip 1000lbf:=ksi kip
in2:=SF ft
2:=CF ft
3:=
Site Location
Verizon Site Name: Miramar 1 CondominiumVerizon Site #1782459950 South Ocean DriveJensen Beach, FL 34957St. Lucie County
Codes
Design Codes: 7th Edition (2020) Florida Building CodeReference Codes: ASCE 7-16, ACI 318-14 and AISC Steel Construction Manual, 14th Ed.
Assumptions:
Assume cabinets and frame are analyzed using Ch. 29 Chimneys, Tanks, Rooftop Equipment, & SimilarStructures Method as modified by FBC 2020 CH 16 Section 1620Assume cabinets are only carried by primary beams.Assume loading from cabinets is equivalent to point load at the center of each cabinet on each beam.
Verizon Cabinet Information
Modular Cell Cabinets
CS 4:=*i 0 CS 1-( )..:=*j 0 CS 2-( )..:=*
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Miramar 1 CondominiumVerizon Site #1782459950 South Ocean DriveJensen Beach, FL 34957St. Lucie County
12/10/2020Equipment CabinetsWind Load Calculations
Code "Cabinet Type" Lo Wo Ho lbs CSTotal number of cabinets
CABINETS
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
"EBRE Battery Cabinet"
"BTS Cabinet - Mod 4.0B"
"CUBE Cabinet Large SS Series"
"Generator-trans"
"Emerson Microwave"
"Lucent Battery Cabinet"
"LTE-ODE 6201 Ericsson"
"SSC-Delta-Med. (ESOA) "
"FCOA-Nokia Siemens"
"10kw Fuel Cell-black hand"
"15kw Fuel Cell-black hand"
"Storage - Large - Fuel Cell"
"Storage - Med - Fuel Cell"
"LTE ODE 6201 w BRAM Bat."
"MOD 4.0B w BRAM Bat."
"(2) SSC-Small-Stacked "
"(1) SSC - Small"
"Generac 30kW NG"
"Generac 30kW NG-Transp."
"RBA72 Cabinet"
"Back Fibre Cabinet"
"LP Tank"
"LP Tank Trans"
36
35.4
32
72
30
31
36
29.5
30.3
26.2
26.2
39
27
36
35.4
26
26
40
92.9
30
30
37
120
38
40
32
30
31
30
36
34.1
30.3
43.2
43.2
39
39
36
40
26.75
26.75
92.9
40
39
18
120
37
78
72
84
56
98
60
72
54
61
72
94
72
72
88
88
74
37
71.2
71.2
72
36
37
37
4960
1424
1915
2750
1200
3000
715
1500
789
974
1461
1353
929
1600
2308
1574
787
2750
2750
3000
1000
940
940
21
21
60
30
21
21
21
20.3
21
21
21
21
21
21
21
21
21
35.5
85
21
14
30
100
:=
Rc rows CABINETS() 23=:=
ii 0 Rc 1-..:=
iii 0 1..:=
Cabcodeii iii,
CABINETSii iii,
:=
Chose your Cabinets based off the Cabinet Code
Cabinet Type &Layout for Site Cabinet Locationon Beams
SITE
0
1
17
18
:=LOCATION
9
12
18
20
ft:=
Equipment Name
EquipVei CABINETSSITEi 1,
:=EquipVe
"EBRE Battery Cabinet"
"BTS Cabinet - Mod 4.0B"
"Generac 30kW NG"
"Generac 30kW NG-Transp."
=
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Miramar 1 CondominiumVerizon Site #1782459950 South Ocean DriveJensen Beach, FL 34957St. Lucie County
12/10/2020Equipment CabinetsWind Load Calculations
HIDDEN AREA: Calculations
Building Information
Lbuilding.normal.beam 90ft:=Depth of building perpendicular to cabinets support beams
Lbuilding.parallel.beam 90ft:=Depth of building parallel to cabinets support beams
BuildingTop.AGL 167ft:=Height of Building above grade
hcab.clear 1.5ft:=Vertical distance from roof top to bottom of cabinet
Lstructure 18ft:=Width of Structure perpendicular to equipment cabinet face
Select Building Exposure Category as define in ASCE 7 or FBC
Beamspacing 2.5ft:=Spacing Between Beams
Beambf 8in:=Flange Width of Beams
V 163:=Ultimate Wind Speed
HIDDEN AREA: Calculations
Loads
Load Path
Cabinet vertical loads carried by beams to girders to columns to building frame.Frame vertical loads carried by beams to girders to columns to building frame.
Determine wind load on Cabinets and Frame
Assume Rooftop Structures and Equipment For Buildings w/ Height <= 60 ft (ASCE 7-16 29.5.2) and Height > 60 ft (Eq29.5.1.
HIDDEN AREA: Calculations SUMMARY OF CABINET REACTIONS
DEAD LOADS
BEAM #1 BEAM #2 EQUIPMENT
RAy.DLi
2480
712
1375
1375
lbf=RBy.DLi
2480
712
1375
1375
lbf=EquipVei
"EBRE Battery Cabinet"
"BTS Cabinet - Mod 4.0B"
"Generac 30kW NG"
"Generac 30kW NG-Transp."
=
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Miramar 1 CondominiumVerizon Site #1782459950 South Ocean DriveJensen Beach, FL 34957St. Lucie County
12/10/2020Equipment CabinetsWind Load Calculations
WIND LOADS VERTICAL REACTIONS (CASE A AND B)
EQUIPMENT UPLIFT DOWN FORCE
EquipVei
"EBRE Battery Cabinet"
"BTS Cabinet - Mod 4.0B"
"Generac 30kW NG"
"Generac 30kW NG-Transp."
=RAy.WLi
3948.6
3443.2
4880
8877.4
lbf=RBy.WLi
2581.1-
2027.8-
1165.4-
5162.9-
lbf=
LATERAL REACTIONS (CASE A AND B)EQUIPMENT
EquipVe
"EBRE Battery Cabinet"
"BTS Cabinet - Mod 4.0B"
"Generac 30kW NG"
"Generac 30kW NG-Transp."
=RAx.WLi
1590.6-
1443.8-
1613.2-
3746.7-
lbf=RBx.WLi
1590.6-
1443.8-
1613.2-
3746.7-
lbf=
Horizontal(Load Case C&D)Moment Reactions(Load Case C&D)
Rzmax 3746.7 lbf=Mmax 11115.3 lbf ft=
HIDDEN AREA: Calculations
Distributed Wind Loading on frame members
Beamd 12in:=Beam Depth
Girderd 12in:=Girder Depth
Columnd 4in:=Column Width
Columnw 4in:=Column Depth
BeamPLF max Pz Beam d( )
163.1 plf=:=Distributed Wind Load along Beam
GirderPLF max Pz Girderd( )
163.1 plf=:=Distributed Wind Load along Girder
Columnd.plf max Pz Columnd()54.4 plf=:=Distributed Wind Load along Column (Depth side)
Columnw.pdf max Pz Columnw()54.4 plf=:=Distributed Wind Load along Column (Width side)
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Company :JWME December 10, 2020
Designer :W. FRANCIS
Miramar 1- Equipment Frame BPJob Number :178245 Checked By:_____
12 in 12 inZ
X
1
2
3
4
Bolt X (in) Z (in)
1 4.5 4.5
2 -4.5 4.5
3 4.5 -4.5
4 -4.5 -4.5
Geometry and Materials
Length Column Shape Anchor Bolt Diameter
Width Column eX Anchor Bolt Material
Thickness Column eZ Anchor Bolt Fu
Base Plate Fy Column to Edge Min (X)Anchor Bolt Fy
Base Plate E Column to Edge Min (Z)Anchor Bolt E
Bearing Fp AB Stretch Length
Bearing Fc'AB to AB Min Spacing
Pedestal Length AB to Stiffner Min Spacing
AB to Column Min SpacingPedestal Width
Pedestal Height AB to Edge Min Spacing
AB Row Min Spacing
Steel Code:
Concrete Code:
AB Head: Total AB Length:
Seismic Reduction %:
Tension Anchor Reinf Bar Fy:
Shear Anchor Reinf Bar Fy:
12. in HSS4x4x4 .75 in
12. in 0. in A307
.75 in 0. in 60. ksi
36. ksi 1. in 36. ksi
29000. ksi 1. in 29000. ksi
3.683 ksi HSS Tube X-sides welded 6. in
4. ksi HSS Tube Z-sides welded 3 in
20 in Plain Base Plate Connection 1.5 in
20 in Vx Shear Lug NOT present 1.5 in
Vz Shear Lug NOT present20 in 1.5 in
Analyze Base Plate as Flexible 3 in
Pp Based on AISC J8 Criteria Priority is AB to Edge Spacing
AISC 14th:LRFD Include Threads for AB Design
ACI 318-11 AB Fv, Ft based on AISC Criteria
Square NW Concrete 16. in
25.Concrete NOT Cracked NO Supp. Reinforcement
NO Anchor ReinforcementABs NOT Welded to Base Plate
N.A.
N.A.
Loads
P (lb)Vx (lb)Vz (lb) Mx (lb-ft) Mz (lb-ft)
DL
LL
WL
OL1
5678.301.51.
5822.2260.-2.5
-1686.-7831.-28.
-7842.-423.-7045.
Base Plate Stress and Bearing Result
Base Plate Stress (ksi)Bearing Pressure (ksi)
Combination Load Sets Allowable ASIF U.C. Allowable ABIF U.C.
ASCE Strength 1 (1)1.4DL 48.6 1. .011 3.683 1. .082
ASCE Strength 2 (a) (2) 1.2DL+1.6LL 48.6 1. .023 3.683 1. .165
ASCE Strength 3 (b) (3) 1.2DL+.5WL 48.6 1. .008 3.683 1. .063
(4)1.2DL+.5OL1 48.6 1. .004 3.683 1. .033
ASCE Strength 4 (a) (5) 1.2DL+.5LL+1WL 48.6 1. .011 3.683 1. .083
(6)1.2DL+.5LL+1OL1 48.6 1. .003 3.683 1. .023
ASCE Strength 6 (7) .9DL+1WL 48.6 1. .005 3.683 1. .038
(8).9DL+1OL1 48.6 1. .068 3.683 1. .222
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Company :JWME December 10, 2020
Designer :W. FRANCIS
Miramar 1- Equipment Frame BPJob Number :178245 Checked By:_____
Bearing Contours
.303
(ksi)
.004
1.4DL
Allowable
U.C.
: 3.683 ksi
: .082
.607
(ksi)
0.
1.2DL+1.6LL
Allowable
U.C.
: 3.683 ksi
: .165
.232
(ksi)
.007
1.2DL+.5WL
Allowable
U.C.
: 3.683 ksi
: .063
.121
(ksi)
.012
1.2DL+.5OL1
Allowable
U.C.
: 3.683 ksi
: .033
.306
(ksi)
.004
1.2DL+.5LL+1WL
Allowable
U.C.
: 3.683 ksi
: .083
.085
(ksi)
.014
1.2DL+.5LL+1OL1
Allowable
U.C.
: 3.683 ksi
: .023
.14
(ksi)
.011
.9DL+1WL
Allowable
U.C.
: 3.683 ksi
: .038
.818
(ksi)
0.
.9DL+1OL1
Allowable
U.C.
: 3.683 ksi
: .222
Base Plate Stress Contour
.533
(ksi)
.000840549
1.4DL
Allowable
U.C.
: 48.6 ksi
: .011
1.115
(ksi)
.051
1.2DL+1.6LL
Allowable
U.C.
: 48.6 ksi
: .023
.4
(ksi)
.000631331
1.2DL+.5WL
Allowable
U.C.
: 48.6 ksi
: .008
.194
(ksi)
.000305864
1.2DL+.5OL1
Allowable
U.C.
: 48.6 ksi
: .004
.539
(ksi)
.000850002
1.2DL+.5LL+1WL
Allowable
U.C.
: 48.6 ksi
: .011
.126
(ksi)
.000199066
1.2DL+.5LL+1OL1
Allowable
U.C.
: 48.6 ksi
: .003
RISABase Version 2.10 [T:\JWME\Jobs\Tower Engineering......LCULATIONS\Miramar- Equipment BasePlate 178245.rbs] Page 2
178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 53 of 99
Company :JWME December 10, 2020
Designer :W. FRANCIS
Miramar 1- Equipment Frame BPJob Number :178245 Checked By:_____
Base Plate Stress Contours (continued)
.23
(ksi)
.000362075
.9DL+1WL
Allowable
U.C.
: 48.6 ksi
: .005
3.286
(ksi)
0.
.9DL+1OL1
Allowable
U.C.
: 48.6 ksi
: .068
Anchor Bolt Results
Note: Fnt and Fnv shown below include phi factors.
Combination Load Sets Bolt Tens.(lb) Vx (lb) Vz (lb) Fnt (ksi) ft (ksi) Fnv (ksi) fv (ksi) Unity
ASCE Strength 1 (1)1.4DL 1 0. -105.35 -17.85 45. 0. 27. .242 .012 (S)
2 0. -105.35 -17.85 45. 0. 27. .242 .012 (S)
3 0. -105.35 -17.85 45. 0. 27. .242 .012 (S)
4 0. -105.35 -17.85 45. 0. 27. .242 .012 (S)
ASCE Strength 2 (a) (2) 1.2DL+1.6LL 1 48.549 -994.3 -14.3 45. .11 27. 2.251 .111 (S)
2 48.549 -994.3 -14.3 45. .11 27. 2.251 .111 (S)
3 48.549 -994.3 -14.3 45. .11 27. 2.251 .111 (S)
4 48.549 -994.3 -14.3 45. .11 27. 2.251 .111 (S)
ASCE Strength 3 (b) (3) 1.2DL+.5WL 1 0. 888.575 -11.8 45. 0. 27. 2.011 .099 (S)
2 0. 888.575 -11.8 45. 0. 27. 2.011 .099 (S)
3 0. 888.575 -11.8 45. 0. 27. 2.011 .099 (S)
4 0. 888.575 -11.8 45. 0. 27. 2.011 .099 (S)
(4)1.2DL+.5OL1 1 0. -37.425 865.325 45. 0. 27. 1.96 .097 (S)
2 0. -37.425 865.325 45. 0. 27. 1.96 .097 (S)
3 0. -37.425 865.325 45. 0. 27. 1.96 .097 (S)
4 0. -37.425 865.325 45. 0. 27. 1.96 .097 (S)
ASCE Strength 4 (a) (5) 1.2DL+.5LL+1WL 1 0. 1584.95 -7.987 45. 0. 27. 3.588 .177 (S)
2 0. 1584.95 -7.987 45. 0. 27. 3.588 .177 (S)
3 0. 1584.95 -7.987 45. 0. 27. 3.588 .177 (S)
4 0. 1584.95 -7.987 45. 0. 27. 3.588 .177 (S)
(6)1.2DL+.5LL+1OL1 1 0. -267.05 1746.26 45. 0. 27. 3.999 .197 (S)
2 0. -267.05 1746.26 45. 0. 27. 3.999 .197 (S)
3 0. -267.05 1746.26 45. 0. 27. 3.999 .197 (S)
4 0. -267.05 1746.26 45. 0. 27. 3.999 .197 (S)
ASCE Strength 6 (7) .9DL+1WL 1 0. 1890.02 -4.475 45. 0. 27. 4.278 .211 (S)
2 0. 1890.02 -4.475 45. 0. 27. 4.278 .211 (S)
3 0. 1890.02 -4.475 45. 0. 27. 4.278 .211 (S)
4 0. 1890.02 -4.475 45. 0. 27. 4.278 .211 (S)
(8).9DL+1OL1 1 924.947 38.025 1749.77 45. 2.094 27. 3.961 .196 (S)
2 924.868 38.025 1749.77 45. 2.093 27. 3.961 .196 (S)
3 924.857 38.025 1749.77 45. 2.093 27. 3.961 .196 (S)
4 924.779 38.025 1749.77 45. 2.093 27. 3.961 .196 (S)
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178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 54 of 99
www.hilti.com
Hilti PROFIS Engineering 3.0.65
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2020 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
1
Company:
Address:
Phone I Fax:
Design:
Fastening point:
JWME
4907 NW 43rd Street, Suite D, Gainesville, FL 32606
|
178245 - Miramar 1 Condominium
Page:
Specifier:
E-Mail:
Date:
1
WF
12/10/2020
Specifier's comments:
1 Input data
Anchor type and diameter: HIT-HY 200 + HAS-V-36 (ASTM F1554 Gr.36) 3/4
Item number: 2198028 HAS-V-36 3/4"x6" (element) / 2022793 HIT-HY
200-R (adhesive)
Effective embedment depth: hef,opti = 3.500 in. (hef,limit = 15.000 in.)
Material: ASTM A 1554 Grade 36
Evaluation Service Report: ESR-3187
Issued I Valid: 4/1/2020 | 3/1/2022
Proof: Design Method ACI 318-14 / Chem
Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.500 in.
Anchor plateR : lx x ly x t = 12.000 in. x 12.000 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, 2500, fc' = 2,500 psi; h = 420.000 in., Temp. short/long: 32/32 °F
Installation: hammer drilled hole, Installation condition: Dry
Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present
edge reinforcement: none or < No. 4 bar
R - The anchor calculation is based on a rigid anchor plate assumption.
Geometry [in.] & Loading [lb, in.lb]
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Hilti PROFIS Engineering 3.0.65
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2020 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
2
Company:
Address:
Phone I Fax:
Design:
Fastening point:
JWME
4907 NW 43rd Street, Suite D, Gainesville, FL 32606
|
178245 - Miramar 1 Condominium
Page:
Specifier:
E-Mail:
Date:
2
WF
12/10/2020
1.1 Design results
Case Description Forces [lb] / Moments [in.lb]Seismic Max. Util. Anchor [%]
1 Combination 1 N = 4,361; Vx = 570; Vy = 9,281;
Mx = 0; My = 0; Mz = 0;
Nsus = 0; Mx,sus = 0; My,sus = 0;
no 35
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Hilti PROFIS Engineering 3.0.65
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2020 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
3
Company:
Address:
Phone I Fax:
Design:
Fastening point:
JWME
4907 NW 43rd Street, Suite D, Gainesville, FL 32606
|
178245 - Miramar 1 Condominium
Page:
Specifier:
E-Mail:
Date:
3
WF
12/10/2020
2 Proof I Utilization (Governing Cases)
Design values [lb]Utilization
Loading Proof Load Capacity bN / bV [%]Status
Tension Concrete Breakout Failure 4,361 12,477 35 / -OK
Shear Pryout Strength (Concrete Breakout
Strength controls)
9,298 26,874 - / 35 OK
Loading bN bV z Utilization bN,V [%]Status
Combined tension and shear loads 0.350 0.346 5/3 35 OK
3 Warnings
• Please consider all details and hints/warnings given in the detailed report!
Fastening meets the design criteria!
178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 57 of 99
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Hilti PROFIS Engineering 3.0.65
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4
Company:
Address:
Phone I Fax:
Design:
Fastening point:
JWME
4907 NW 43rd Street, Suite D, Gainesville, FL 32606
|
178245 - Miramar 1 Condominium
Page:
Specifier:
E-Mail:
Date:
4
WF
12/10/2020
4 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
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or programs, arising from a culpable breach of duty by you.
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INLAND TOWERST-Mobile Site #6MD1673M2075 NE 164TH StreetNorth Miami Beach, FL 33160Miami-Dade County
12/10/2020Knee Brace Connection Design
KNEE BRACE CONNECTION DESIGN AISC 15TH Ed. LRFD
Unit Definition LEGEND
INPUT CALCUATIONS RESULTS Define Miscellaneous Unit Variables.
plf( )1 lbf
ft=psf( )1 lbf
ft2=pcf( )1 lbf
ft3=kip( )1 10
3lbf=ksi( )1 kip
in2=SF ft
2:=( )CF ft
3:=( )pi 3.142:=
Site Location
INLAND TOWERST-Mobile Site #6MD1673M2075 NE 164TH StreetNorth Miami Beach, FL 33160Miami-Dade County
NOTES:
This procedure is based on Chapters J&K of AISC 15th Edition.1.Any Unity Code (UC) above 1.0 represents a failed design check.2.
Column Information Girder/Beam Information Bolt Information
Column0 "HSS "4x4x1/4":=Girder "W12x26":=Girder Type Bolt "A490X":=Bolt TypeColumn Type
Fy.c 46ksi:=Fy.g 50ksi:=()Yield Strength of Member NominalShearStrength
Member Yield Strength Fnv.b 84ksi:=
Fu.c 58ksi:=Member Tensile Strength Fu.g 65ksi:=()Tensile Strength of Member
Bc 4in:=Column Width CMD 12:=Member Nominal Depth Fnt.b 113ksi:=NominalTensionStrength CMW 26:=Member Nominal Weighttc1
4 in:=Column Thickness
Es 29000ksi:=()Modulus of ElasticityAc3.37in2:=Area of Coulmn
Sx.g 33.4in3:=Section Modulus of W-SectionSc3.90in3:=Section Modulus of Column
HIDDEN AREA: Calculations Load Information
ORIGIN 0:=()
Pu 0kip:=Required Design Shear Strength of Connector (Y Axis From RISA Model)
Zshear 0kip:=Required Design Shear Strength of Connector (Z Axis From RISA Model)
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INLAND TOWERST-Mobile Site #6MD1673M2075 NE 164TH StreetNorth Miami Beach, FL 33160Miami-Dade County
12/10/2020Knee Brace Connection Design
Lev.min 1in:=Minimum Edge Distance Table J3.4
b 45deg:=Angle of knee brace from the Y axis(XY Plane)Dbolt 3
4 in:=Bolt Diameter
HIDDEN AREA: Calculations
Lcc 0in:=Must be >/= L.cc.min
Required Design x Tensile Strength Axial force in bracemember Array. Set up for two cases LFRD FORCES.Faxial.b 19.4
0
kip:=
HIDDEN AREA: Calculations
Determine The Number of Bolts
3.1 0.75:=()LRFD Factor
Rn3.1 3.1 Fnv.bAb27.836 kip=:=()Design Shear Strength of A Snug-Tightened Bolt (Eq. J3-1)
Nbolt.req ceil Faxial.b
Rn3.1
1
0
=:=Number of Bolts Required
Nbolt 1:=Design Number of Bolts Nhole 1:=Number of Holes perpendicular to tension load
Connector Information
Connector "Angle 4"x4"x1/4":=Connector Type
Nc 1
1
:=Number of Braces Per Connector
Fy.b 36ksi:=Connector Yield Strength
Fu.b 58ksi:=Connector Tensile Strength
tb 1
4 in:=Thickness connector
Ag.b 1.93in2:=Area of Connector
rz 0.783in:=Radius of Fillet
xbar.b 1.08in:=Center of Gravity X axis
ybar.b 1.08in:=Center of Gravity Y axis
Lb.total 1.42ft:=Total Brace Length
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INLAND TOWERST-Mobile Site #6MD1673M2075 NE 164TH StreetNorth Miami Beach, FL 33160Miami-Dade County
12/10/2020Knee Brace Connection Design
lb 4in:=Width of Connector
Lec 2.0in:=Distance From Center of Connection To Edge
HIDDEN AREA: Calculations
lb.check "OK" l b lb.minif
"Width of Angle too small" otherwise
"OK"=:=
Tensile Yielding In The Gross Section
d.2.1 0.90:=LFRD
HIDDEN AREA: Calculations
Unity Code Check on Tensile Tielding Angle (Eq. D2-1)UC Pn.d.2.1
Faxial.b
N c
Pn.d.2.1
0.3
0.0
=:=
Tensile Rupture In The Net Section
HIDDEN AREA: Calculations
d.2.2 0.75:=LFRD
HIDDEN AREA: Calculations
UC Pn.d.2.2
Faxial.b
N c
Pn.d.2.2
0.5
0.0
=:=Unity Code Check on Tensile Rupture Angle (Eq. D2-2)
Block Shear Strength of Brace
HIDDEN AREA: Calculations
Unity Code Check on Block Shear Angle (Eq. J4-5)UC R.n.4.5.b
Faxial.b
N c
Rn4.5.b
0.4
0.0
=:=
Bearing Strength at Bolt Hole in Brace
3.6 0.75:=()LFRD( )
HIDDEN AREA: Calculations
Unity Code Check on Bearing Strength Angle (Eq. J3-6a)UC Rn.3.6a.b
Faxial.b
Nc Nbolt
Rn.3.6a.b
0.99
0.00
=:=
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INLAND TOWERST-Mobile Site #6MD1673M2075 NE 164TH StreetNorth Miami Beach, FL 33160Miami-Dade County
12/10/2020Knee Brace Connection Design
Connector Plate Design
ASTM A36 (Plate Material)
Holetype "STD":=Hole Type (Table 10-9)
Fy.p 36ksi:=Plate Yield Strength
Fu.p 58ksi:=Plate Tensil Strength
Lcc 0in:=Spacing Between Bolts (1 bolt used)
Dp 10in:=Design Plate Height
Dcp Lcc sin b( )
0 in=:=Vert. Distance Between Bolts
Det 5in:=Distance Center of Bolt to Plate Vert. Edge
Dep Dp Det Dcp+( )
-5 in=:=
Wp 10in:=Design Plate Length
Wep 5in:=Distance Center of Bolt to Plate Horz. Edge
Wcp Lcc cos b( )
0 in=:=Horz. Distance Between Bolts
Wet Wp Wcp-Wep-5 in=:=
tp 3
8 in:=Thickness Plate
Single Plate Connection Design Checks:
HIDDEN AREA: Calcuations
tp.check "Plate thickness OK"=Plate Thickness Check
HIDDEN AREA: Calculations
Plate Connection Calculations
HIDDEN AREA: Calculations
Rn.t.dgn.UC.p
Pr.tension.plate
min Rn.4.1.p.t Rn.4.2.p.t, ()0.1
0.0
=:=Unity Code of Connector Strength in Tension(Eq. J4-1 & J4-2)
Strength of Plate in Shear
HIDDEN AREA: Calculations
UC R.n.4.3.p
Pr.shear.plate
Rn4.3.p
0.2
0.0
=:=Unity Code Check of Connector in Gross Shear (Eq. J4-3)
HIDDEN AREA: Calculations
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INLAND TOWERST-Mobile Site #6MD1673M2075 NE 164TH StreetNorth Miami Beach, FL 33160Miami-Dade County
12/10/2020Knee Brace Connection Design
UC R.n.4.4.p
Pr.shear.plate
Rn4.4.p
0.2
0
=:=Unity Code Check of Connector in Net Shear (Eq. J4-4)
Block Shear Strength of Plate
HIDDEN AREA: Calculations
UC R.n.4.5.p
Pr.shear.plate
Rn4.5.p
0.1
0.0
=:=Unity Code Check on Block Shear (Eq. J4-5)
Bearing Strength at Bolt Hole in Connector
Distance in Direction of Force Between Edges of Bolt Holes. If Just One Bolt Is Used, ItBecomes The Distance From the Edge of The Bolt Hole To The Edge of The Material (Eq. J3-6a)
Leh.plate.edge 2.0in Dbolt
2
-1.625 in=:=Distance From Hole Edge To Edge of Material.
Ls.1.p min Leh.plate.edge()lp 1Dhole-( )
, 1.625 in=:=Input Number of Bolts
HIDDEN AREA: Calculations
Unity Code Check at Bolt Hole in Connector (Eq. 3-6a)UC Rn.3.6a.p
F axial.b
N bolt
Rn.3.6a.p
0.7
0.0
=:=
Weld Design
tweld 3
16 in:=Weld Size in Sixteenths of An Inch
HIDDEN AREA: Calculations
Cexx 1:=Electrode Strength Coefficient (Table 8-3)
HIDDEN AREA: Calculations
aecc
ex
lweld 0.5=:=
b 45 deg=k tp
lweld 0.038=:=
Cecc 2.87:=Eccentrically Loaded Weld Group With Angle (Table 8-4)
HIDDEN AREA: Calculations
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INLAND TOWERST-Mobile Site #6MD1673M2075 NE 164TH StreetNorth Miami Beach, FL 33160Miami-Dade County
12/10/2020Knee Brace Connection Design
UC Rn.8.13
Faxial.b
Rn.8.13
0.3
0
=:=Unity Code for Stregth of Weld (Eq. 8-13)
HSS Shear Rupture Welds
HIDDEN AREA: Calculations
tmin.HSS.check "OK" t c tmin.HSSif
"HSS Wall thickness too thin, resize" otherwise
"OK"=:=
HSS Member Thickness Check
tmin.connector.check "OK" tmin.connector tptp.maxif
"Shear Plate thickness, resize" otherwise
"OK"=:=
Connector Thickness Check Available Strengths of Plate-to-Rec. HSS Connections (Table K1.2 Functions):
HIDDEN AREA: Calculations
CheckK1.3 "OK" t p
Fu.p
Fy.p tcif
"Fails Eq. K1-3" otherwise
"OK"=:=Plate Thinkness Check Table K1.2 (K1-3)
HIDDEN AREA: Calculations
UC Rn.k.1.12
Faxial.b0
Rn.k.1.12
0.5
0.5
0.5
=:=Unity Code for HSS Member Plastification (1)
UC Rn.k.1.12
Faxial.b1
Rn.k.1.12
0
0
0
=:=Unity Code for HSS Member Plastification (2)
UC Rn.k.1.13
Faxial.b0
Rn.k.1.13
0.2
0.2
0.2
=:=Unity Code For HSS Member Punching Shear (1)
UC Rn.k.1.13
Faxial.b1
Rn.k.1.13
0
0
0
=:=Unity Code For HSS Member Punching Shear (2)
HIDDEN AREA: Calculations
K1.3 "OK, for Plate Limit States and HSS Punching Shear"=
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INLAND TOWERST-Mobile Site #6MD1673M2075 NE 164TH StreetNorth Miami Beach, FL 33160Miami-Dade County
12/10/2020Knee Brace Connection Design
Summary of Design Bolt Information
Bolt( )"A490X"=Bolt Type
Dbolt( )
0.75 in=Bolt Diameter
Nbolt( )
1=Number of Bolts
Dhole( )
0.812 in=Bolt Hole Diameter
Plate Information
Wp 10 in=Plate Length
Wet 5 in=Distance from Edge Col. To Center of Hole
Wcp 0 in=Horz.Spacing Between Holes
Wep 5 in=Distance from Center of Hole To Fwd Edge of Plate
Dp 10 in=Plate Height
Det 5 in=Distance from Top Edge Col. To Center of Hole
Dcp 0 in=Vert. Spacing Between Holes
Dep 5 in=Distance fron Center of Hole To Lower Edge of Plate
Dhole 0.812 in=Diameter of Hole
tp 0.375 in=Plate Thickness
Connector Information
Connector( )"Angle 4"x4"x1/4"=
Nc 1
1=Number of Braces Per Connector
Dhole( )
0.812 in=
Leh 2.406 in=
Lcc 0 in=
Lec 2 in=
tb 0.25 in=
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INLAND TOWERST-Mobile Site #6MD1673M2075 NE 164TH StreetNorth Miami Beach, FL 33160Miami-Dade County
12/10/2020Knee Brace Connection Design
Design Force
Faxial.b 19.4
0
kip=
Fillet Weld of Plate to HSS Member (All Around)
Using An E70XX Electrode
tweld 0.187 in=Fillet Weld Thickness
lweld 10 in=Fillet Weld Length
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Miramar 1 CondominiumVerizon Site #1782459950 South Ocean DriveJensen Beach, FL 34957
12/10/2020Building Influence Check
BUILDING INFLUENCE CHECK ON EXISTING CONCRETE COLUMN
LEGEND Unit Definition INPUT CALCUATIONS RESULTS
Define Miscellaneous Unit Variables.
plf 1
lbf
ft=psf 1
lbf
ft2=pcf 1
lbf
ft3=kip 1 10
3lbf=ksi 1
kip
in2=SF ft
2:=CF ft
3:=
Site Location
Verizon Site Name: Miramar 1 CondominiumVerizon Site #1782459950 South Ocean DriveJensen Beach, FL 34957St. Lucie County
NOTES:
This mathcad sheet checks the influence of the imposed verticle load on an existing building concrete1.column axial axis per 2020 FBC:EB 707.2.
n 1:=Number of Columns Checked
i 0 n 1-..:=
Lcol 28( )in:=Length of Concrete Column
Wcol 16( )in:=Width of Concrete Column
HIDDEN AREA: Calculations
fc 3000psi:=Concrete Strength
frebar 60ksi:=Rebar Strength
Fy.max 14390( )lbf:=Maximum Vertical Load from RISA at worse case column, worst case loadcombination (LFRD Value)
10.2 0.65:=LFRD Factor
HIDDEN AREA: Calculations
Loadchecki
Fy.max i
Pn.10.2i
:=
Loadcheck 1.977( ) %=Percent Increase in of Load on Column's Capacity
HIDDEN AREA: Calculations
Result "Less than 5% increase in Column Capacity, no further analysis needed per 2020 FBC:EB 707.2."()=
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FCC #
UNKNOWN
Tower Owner:
Site Name:
Site Number or ID:
Mapping Contractor:This antenna mapping form is the property of TES and under PATENT PENDING. The formation contained herein is considered confidential in nature and is to be used only for the specific customer it was intended for. Reproduction, transmission, publication, modification or disclosure by any method is prohibited except by express written permission of TES. All means and methods are the responsibility of the contractor and the work shall be compliant with ANSI/ASSE A 10.48, OSHA, FCC, FAA and other safety requirements that may apply. TES is not warrantying the usability of the safety climb as it must be assessed prior to each use in compliance with OSHA requirements.
Antenna Mount Mapping Form (PATENT PENDING)
PRIVATE Mapping Date:8/27/2020
VZW: Miramar I Condominium Tower Type:Other
VZW: 151 Tower Height (Ft.):171.25
RKS Design & Engineering LLC.Mount Elevation (Ft.):187.42
Please Insert Sketches of the Antenna Mount
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Please Insert Sketches of the Antenna Mount, cont'd
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Miramar 1 CondominiumVerizon Site #1782459950 South Ocean DriveJensen Beach, FL 34957
12/11/2020HILTI HY 150 EPOXY ANCHOR CHECK
HILTI HIT-HY 150 EPOXY
LEGEND UNIT DEFINITION INPUT CALCUATIONS RESULTS
plf 1
lbf
ft=psf 1
lbf
ft2=pcf 1
lbf
ft3=kip 1 10
3lbf=ksi 1
kip
in2=SF ft
2:=CF ft
3:=
Site Location
Verizon Site Name: Miramar 1 CondominiumVerizon Site #1782459950 South Ocean DriveJensen Beach, FL 34957St. Lucie County
Codes
Design Codes: 7th Edition (2018) Florida Building CodeReference Codes: ASCE 7-16, ACI 318-19 and AISC Steel Construction Manual, 15th Ed.
DHY150 3
4 in:=Anchor Diameter
fc.ccrete 3000psi:=Existing Concrete Column
Lembedment 3.375in:=Embedment Depth of Bolt
Trisa.max 1424( )lbf:=Maximum Factored Tension Load on Single Bolt (From RISA BASE Model)
Vrisa.x.max 261( )lbf:=Maximum Factored X Shear Load on Single Bolt (From RISA BASE Model)
Vrisa.y.max 349( )lbf:=Maximum Factored Y Shear Load on Single Bolt (From RISA BASE Model)
Vrisa.max Vrisa.x.max2 Vrisa.y.max2+0.436( ) kip=:=Maximum Shear Component on Single Bolt
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Miramar 1 CondominiumVerizon Site #1782459950 South Ocean DriveJensen Beach, FL 34957
12/11/2020HILTI HY 150 EPOXY ANCHOR CHECK
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Miramar 1 CondominiumVerizon Site #1782459950 South Ocean DriveJensen Beach, FL 34957
12/11/2020HILTI HY 150 EPOXY ANCHOR CHECK
Linear Interpolation of Allowable Adhesive Bond Tension Loads
Tension: Crtical Spacing
TSpacingdgn 6.75in:=Critical Spacing
TSpacingmin TSpacingdgn 0.251.688in=:=Minimum Spacing
TSpacingallow 6.75in:=Currenting Spacing (Shall be Equal to Critial Spacing if Greater)
THY150.dgn 2947lbf:=Allowable Design Tension Capacity for HILTI HY 150 Epoxy at Critical Spacing
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Miramar 1 CondominiumVerizon Site #1782459950 South Ocean DriveJensen Beach, FL 34957
12/11/2020HILTI HY 150 EPOXY ANCHOR CHECK
fs.STension 0.70:=Adjustment Factor of Allowable Load At Minimum Spacing
THY150.min THY150.dgn fs.STension2062.9lbf=:=Allowable Design Tension Capacity at Minimum Spacing
THY150.allow THY150.min
THY150.dgn THY150.min-()TSpacingallow TSpacingmin-()
TSpacingdgn TSpacingmin-()+2947lbf=:=
UCT.HY150
Trisa.max
THY150.allow 0.48( )=:=Unity Code for HILTI HY 150 Epoxy for Tension Loading (Spacing)
Tension: Edge Distance
TEDistance.dgn 5in:=Critical Edge Distance
TEDistance.min TEDistance.dgn 0.331.65in=:=Minimum Edge Distance
TEDistance.allow 5in:=Currenting Edge Distance (Shall be Equal to Critial Edge Distance if Greater)
TED.dgn 2947lbf:=Allowable Design Tension Capacity for HILTI HY 150 Epoxy at Critical Edge Distance
fsED.Tension 0.60:=Adjustment Factor of Allowable Load At Minimum Edge Distance
TED.min TED.dgn fsED.Tension1768.2lbf=:=Allowable Design Tension Capacity at Minimum Edge Distance
TED.allow TED.min
TED.dgn TED.min-()TEDistance.allow TEDistance.min-()
TEDistance.dgn TEDistance.min-()+2947lbf=:=
UCT.ED
Trisa.max
TED.allow 0.48( )=:=Unity Code for HILTI HY 150 Epoxy for Tension Loading at Edge Distance
Linear Interpolation of Allowable Adhesive Bond Shear Loads
Shear: Crtical Spacing
VSpacingdgn 6.75in:=Critical Spacing
VSpacingmin VSpacingdgn 0.251.688in=:=Minimum Spacing
VSpacingallow 4in:=Currenting Spacing (Shall be Equal to Critial Spacing if Greater)
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Miramar 1 CondominiumVerizon Site #1782459950 South Ocean DriveJensen Beach, FL 34957
12/11/2020HILTI HY 150 EPOXY ANCHOR CHECK
VHY150.dgn 4380lbf:=Allowable Design Shear Capacity for HILTI HY 150 Epoxy at Critical Spacing
fs.SShear 0.70:=Adjustment Factor of Allowable Load At Minimum Spacing
VHY150.min VHY150.dgn fs.SShear3066lbf=:=Allowable Design Shear Capacity at Minimum Spacing
VHY150.allow VHY150.min
VHY150.dgn VHY150.min-()VSpacingallow VSpacingmin-()
VSpacingdgn VSpacingmin-()+3666.222lbf=:=
UCV.HY150
Vrisa.max
VHY150.allow 0.12( )=:=Unity Code for HILTI HY 150 Epoxy for Shear Loading at Spacing
Shear: Edge Distance
VEDistance.dgn 5.0in:=Critical Edge Distance
VEDistance.min VEDistance.dgn 0.331.65in=:=Minimum Edge Distance
VEDistance.allow 5.0in:=Currenting Edge Distance (Shall be Equal to Critial Edge Distance if Greater)
VED.dgn 4380lbf:=Allowable Design Shear Capacity for HILTI HY 150 Epoxy at Critical Edge Distance
Load Towards Edge
fsED.Shear1 0.20:=Adjustment Factor of Allowable Load At Minimum Edge Distance (Load Towards Edge)
VED.min1 VED.dgn fsED.Shear1876lbf=:=Allowable Design Shear Capacity at Minimum Edge Distance
VED.allow1 VED.min1
VED.dgn VED.min1-()VEDistance.allow VEDistance.min-()
VEDistance.dgn VEDistance.min-()+4380lbf=:=
UCV.ED1
Vrisa.max
VED.allow1 0.10( )=:=Unity Code for HILTI HY 150 Epoxy for Shear Loading at Edge Distance
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Miramar 1 CondominiumVerizon Site #1782459950 South Ocean DriveJensen Beach, FL 34957
12/11/2020HILTI HY 150 EPOXY ANCHOR CHECK
Load Not Towards Edge
fsED.Shear2 0.60:=Adjustment Factor of Allowable Load At Minimum Edge Distance (Load Not Towards Edge)
VED.min2 VED.dgn fsED.Shear22628lbf=:=
VED.allow2 VED.min2 VED.dgn VED.min2-()VEDistance.allow VEDistance.min-()
VEDistance.dgn VEDistance.min-()+4380lbf=:=
UCV.ED2 Vrisa.max
VED.allow2 0.10( )=:=Unity Code for HILTI HY 150 Epoxy for Shear Loading at Edge Distance
Unity Codes For Combined Loading
Unity Code Combined Loading for SpacingUCCombined.Loading1 UCT.HY150()5
3 UCV.HY150()5
3+0.33( )=:=
Unity Code Combined Loading for EdgeDistance (Perpendicular)UCCombined.Loading2 UCT.ED( )
5
3 UCV.ED1( )
5
3+0.32( )=:=
Unity Code Combined Loading for EdgeDistance (Parallel)UCCombined.Loading3 UCT.ED( )
5
3 UCV.ED2( )
5
3+0.32( )=:=
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www.hilti.com
Hilti PROFIS Engineering 3.0.65
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2020 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
1
Company:
Address:
Phone I Fax:
Design:
Fastening point:
JWME
4907 NW 43rd Street, Suite D, Gainesville, FL 32606
|
178245 - Miramar 1 Condo
Page:
Specifier:
E-Mail:
Date:
1
WF
12/11/2020
Specifier's comments:
1 Input data
Anchor type and diameter: HY 270 + threaded rod 5.8 3/4
Item number: 385432 HAS 5.8 3/4"x10" (element) / 2194247 HIT-HY
270 (adhesive)
Effective embedment depth: hef = 6.750 in.
Material: 5.8
Evaluation Service Report: ESR-4143
Issued I Valid: 1/1/2020 | 1/1/2021
Proof: Design Method ASD Masonry
Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.500 in.
Anchor plateR : lx x ly x t = 12.000 in. x 12.000 in. x 0.500 in.; (Recommended plate thickness: not calculated)
Profile: no profile
Base material: Grout-filled CMU, L x W x H: 16.000 in. x 8.000 in. x 8.000 in.;
Joints: vertical: 0.375 in.; horizontal: 0.375 in.
Base material temperature: 68 °F
Installation: Face installation
Seismic loads no
R - The anchor calculation is based on a rigid anchor plate assumption.
Geometry [in.]
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www.hilti.com
Hilti PROFIS Engineering 3.0.65
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2020 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
2
Company:
Address:
Phone I Fax:
Design:
Fastening point:
JWME
4907 NW 43rd Street, Suite D, Gainesville, FL 32606
|
178245 - Miramar 1 Condo
Page:
Specifier:
E-Mail:
Date:
2
WF
12/11/2020
Geometry [in.] & Loading [lb, in.lb]
1.1 Design results
Case Description Forces [lb] / Moments [in.lb]Seismic Max. Util. Anchor [%]
1 Combination 1 N = 1,424; Vx = 261; Vy = 349;
Mx = 0; My = 0; Mz = 0;
no 56
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www.hilti.com
Hilti PROFIS Engineering 3.0.65
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2020 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
3
Company:
Address:
Phone I Fax:
Design:
Fastening point:
JWME
4907 NW 43rd Street, Suite D, Gainesville, FL 32606
|
178245 - Miramar 1 Condo
Page:
Specifier:
E-Mail:
Date:
3
WF
12/11/2020
2 Proof I Utilization (Governing Cases)
Design values [lb]Utilization
Loading Proof Load Capacity bN / bV [%]Status
Tension Bond strength 712 1,914 38 / -OK
Shear Bond strength --- / 19 OK
Loading bN bV a Utilization bN,V [%]Status
Combined tension and shear loads 0.372 0.116 1.000 56 OK
3 Warnings
• Please consider all details and hints/warnings given in the detailed report!
Fastening meets the design criteria!
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www.hilti.com
Hilti PROFIS Engineering 3.0.65
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2020 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
4
Company:
Address:
Phone I Fax:
Design:
Fastening point:
JWME
4907 NW 43rd Street, Suite D, Gainesville, FL 32606
|
178245 - Miramar 1 Condo
Page:
Specifier:
E-Mail:
Date:
4
WF
12/11/2020
4 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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