AT&T Rooftop Installation-March 2023Design Review Board Recommendation
Small Project Review - SRA-23-2
Address of Project: 27 CHARTER STREET
Meeting Date:March 22, 2023
Members Present:Paul Durand, David Jaquith, Glenn Kennedy, Catherine Miller, Marc Perras
Members Absent:J. Michael Sullivan, Sarah Tarbet
Decision:To approve the project as presented and conditioned herein.
Referenced Plans and Documents:
- Plan Set titled, "AT&T, Site Number MAL03139, Salem Charter Street", prepared by Centerline Communications,
750 West Center Street, Suite 301, West Bridgewater, MA 02379, dated 2/22/23. Structural Analysis Report,
prepared by Hudson Design Group LLC, 45 Beechwood Drive, North Andover, MA 01845, dated 1/20/23.
Conditions of Approval:
- Consistency with Approved Design/Plans: Should the applicant determine that the project may not be completed
as presented and conditioned herein, he/she/they shall return to the DRB to review proposed modifications prior to
making any changes in the field.
- The applicant shall paint the antenna a brick/mauve color to match the existing exterior façade.
Findings:
- The Board found that the project is consistent with the design standards for telecommunications projects. The
project is modest in scope and will result in a de minimis change to the exterior façade.
Signature of the DRB: By the signature below, I certify that this recommendation accurately reflects the actions of
the Design Review Board.
Paul Durand, Chair Date Signed: March 23, 2023
SRA-23-2
SITE NUMBER: MAL03139SITE NAME: SALEM CHARTER STREETAT&T550 COCHITUATE ROADFRAMINGHAM, MA 0170145 BEECHWOOD DRIVE, NORTH ANDOVER, MA 01845TEL: (978) 557-5553TEP OPCO, LLC.SITE NUMBER: MAL03139SITE NAME: SALEM CHARTER STREETFA CODE: 12574920PACE ID: MRCTB056249, MRCTB056225, MRCTB053466, MRCTB053444PROJECT: 5G NR RADIO, 5G NR 1SR CBAND, 5G NR SOFTWARE RADIO, 5GNR ACTIVATION 2023 UPGRADEPROJECTSITE· · · · · · · · · · · · SHEET NO.DESCRIPTIONREV.72 HOURS PRIORUNDERGROUND SERVICE ALERTWWW.DIGSAFE.COMISSUED FOR PERMITTING
SITE NUMBER: MAL03139SITE NAME: SALEM CHARTER STREETAT&T550 COCHITUATE ROADFRAMINGHAM, MA 0170145 BEECHWOOD DRIVE, NORTH ANDOVER, MA 01845TEL: (978) 557-5553TEP OPCO, LLC.GROUNDING NOTESGENERAL NOTES
ROOF PLANEQUIPMENT PLANSITE NUMBER: MAL03139SITE NAME: SALEM CHARTER STREETAT&T550 COCHITUATE ROADFRAMINGHAM, MA 0170145 BEECHWOOD DRIVE, NORTH ANDOVER, MA 01845TEL: (978) 557-5553TEP OPCO, LLC.
SITE NUMBER: MAL03139SITE NAME: SALEM CHARTER STREETAT&T550 COCHITUATE ROADFRAMINGHAM, MA 0170145 BEECHWOOD DRIVE, NORTH ANDOVER, MA 01845TEL: (978) 557-5553TEP OPCO, LLC.EXISTING ANTENNA PLAN
SITE NUMBER: MAL03139SITE NAME: SALEM CHARTER STREETAT&T550 COCHITUATE ROADFRAMINGHAM, MA 0170145 BEECHWOOD DRIVE, NORTH ANDOVER, MA 01845TEL: (978) 557-5553TEP OPCO, LLC.PROPOSED ANTENNA PLAN
SITE NUMBER: MAL03139SITE NAME: SALEM CHARTER STREETAT&T550 COCHITUATE ROADFRAMINGHAM, MA 0170145 BEECHWOOD DRIVE, NORTH ANDOVER, MA 01845TEL: (978) 557-5553TEP OPCO, LLC.ELEVATION
SITE NUMBER: MAL03139SITE NAME: SALEM CHARTER STREETAT&T550 COCHITUATE ROADFRAMINGHAM, MA 0170145 BEECHWOOD DRIVE, NORTH ANDOVER, MA 01845TEL: (978) 557-5553TEP OPCO, LLC.FINAL ANTENNA SCHEDULEPROPOSED LTE ANTENNA MOUNTING DETAILNOTE:PROPOSED DoD + C BAND ANTENNA MOUNTING DETAIL
SITE NUMBER: MAL03139SITE NAME: SALEM CHARTER STREETAT&T550 COCHITUATE ROADFRAMINGHAM, MA 0170145 BEECHWOOD DRIVE, NORTH ANDOVER, MA 01845TEL: (978) 557-5553TEP OPCO, LLC.GROUNDING RISER DIAGRAMGROUND BAR - DETAIL (AS REQUIRED)GROUND WIRE TO GROUND BAR CONNECTION DETAILTYPICAL GROUND BAR CONNECTION DETAIL
SITE NUMBER: MAL03139SITE NAME: SALEM CHARTER STREETAT&T550 COCHITUATE ROADFRAMINGHAM, MA 0170145 BEECHWOOD DRIVE, NORTH ANDOVER, MA 01845TEL: (978) 557-5553TEP OPCO, LLC.RF PLUMBING DIAGRAMNOTE:NOTE:
SCOPE OF WORK:
Hudson Design Group LLC (HDG) has been authorized by AT&T to conduct a structural
evaluation of the structure supporting the proposed AT&T equipment located in the areas
depicted in the latest HDG construction drawings.
This report represents this office’s findings, conclusions and recommendations pertaining
to the support of AT&T’s proposed equipment.
This office conducted an on-site visual survey of the above areas on October 21, 2021.
Attendees included Patrick Barrett (HDG – Field Technician).
The following documents were used for our reference:
· Building Plans prepared by Robert Charles Associates Inc., dated January 8, 1973
· Previous HDG Construction Drawings dated December 9, 2016.
· Previous HDG Structural Analysis Report dated March 24, 2020.
CONCLUSION SUMMARY:
Based on our evaluation, we have determined that the existing structure IS CAPABLE of
supporting the proposed equipment loading.
Based on our evaluation, we have determined that the existing mounts ARE CAPABLE of
supporting the proposed equipment loading.
Member Controlling Load Case Stress Ratio Pass/Fail
Antenna Mount 2” std. Pipe Bending 93% PASS
Equipment Platform 3 LC8 50% PASS
Based on our evaluation, we have determined that the existing connections ARE CAPABLE
of supporting the proposed equipment loading.
Member Stress Ratio Pass/Fail
Existing Connection
(Antenna Mount) HIT-HY 150 95% PASS
Existing Connection
(Equipment Platform) HIT-HY 150 11% PASS
HDG did not perform a condition assessment of the entire roof but did perform an
inspection of the existing roof members and structural bearing walls below the area where
the equipment is proposed to be located.
APPURTENANCE CONFIGURATION:
Appurtenances Dimensions Weight **Elevation Mount
(3) 800-10966 Antennas 96.0”x20.0”x6.9” 115 lbs 110’ Wall Mount
(3) RRUS-32 B30 RRH’s 27.2”x12.1”x7.0” 60 lbs - Ballast Sled
(3) B5/B12 4449 RRH’s 17.9”x13.2”x9.5” 71 lbs - Ballast Sled
(3) B2/B66A 8843 RRH’s 14.9”x13.2”x10.9” 72 lbs - Ballast Sled
(3) RRUS-E2 B29 RRH’s 20.4”x18.5”x7.5” 53 lbs - Ballast Sled
(3) B14 4478 RRH’s 18.1”x13.4”x8.3” 60 lbs - Ballast Sled
(6) Squid Surge Arrestors 24.0”x9.7” Ø 33 lbs - Ballast Sled
(1) LTE Rack - 1000 lbs - Platform
(1) Battery Rack - 2000 lbs - Platform
(1) Power Plant - 1000 lbs - Platform
(1) FIF Rack - 300 lbs - Platform
(3) AIR6419 Antennas 31.0”x16.1”x7.3” 66 lbs 111’-9” Wall Mount
(3) AIR6449 Antennas 30.6”x15.9”x10.6” 82 lbs 108’-2” Wall Mount
(3) QD8616-7 Antennas 92.0”x22.0”x9.6” 69 lbs 110’ Wall Mount
(1) Battery Rack w/ (2) Strings
of Batteries - 2000 lbs - Platform
* Proposed equipment shown in bold.
** Elevation to antenna centerline.
THIS PAGE CONTAINS CONFIDENTIAL, PROPRIETARY OR TRADE SECRET INFORMATION EXEMPT
FROM DISCLOSURE UNDER APPLICABLE LAW.
DESIGN CRITERIA:
International Building Code (IBC) 2015 with Massachusetts State Building Code 9th Edition,
and ASCE 7-10 (Minimum Design Loads for Buildings and Other Structures).
Wind
Reference Wind Speed: 127 mph (780 CMR Table 1604.11)
Exposure Category: C (ASCE 7-10 Chapter 26)
Risk Category: II (ASCE 7-10 Table 1.5-1)
Snow
Ground Snow, Pg: 50 (780 CMR Table 1604.11)
Importance Factor (Is): 1.0 (ASCE 7-10 Table 1.5-2)
Exposure Factor (Ce): 0.9 (Fully Exposed, Table 7-2)
Thermal Factor (Ct): 1.0 (ASCE 7-10 Table 7-3)
Flat Roof Snow Load: 31.5 psf (ASCE 7-10 Equation 7.3-1)
Min. Flat Roof Snow Load: 30 psf
EIA/TIA-222-H Structural Standards for Steel Antenna Towers and Antenna Supporting
Structures
Wind
City/Town: Salem
County: Essex
Wind Load: 127 mph (TIA-222-H Figure B-2)
Ice
Design Ice Thickness (ti): 1.0 in (TIA-222-H Figure B-9)
Structure Class: II (TIA-222-H Table 2-1)
Importance Factor (Ii): 1.0 (TIA-222-H Table 2-3)
Factored Thickness of Radial
Ice (tiz): 1.13 in (TIA-222-H Sec. 2.6.10)
EXISTING ROOF CONSTRUCTION:
The roof system consists of a roofing membrane over rigid insulation on cast-in-place steel
reinforced concrete 2-way slab, supported by reinforced concrete columns.
EXISTING PARAPET CONSTRCUTION:
The existing parapet consists of a concrete beam.
ANTENNA SUPPORT RECOMMENDATIONS:
· The proposed Alpha sector antenna is proposed to be mounted on existing pipe
masts secured to the existing building façade with angles and epoxy anchors.
· The proposed Beta and Gamma sector antennas are proposed to be mounted on
existing pipe masts installed on existing mounts secured to the existing building
façade with plates and epoxy anchors.
Limitations and Assumptions:
1. Reference the latest HDG construction drawings for all the equipment locations
and details.
2. All detail requirements will be designed and furnished in the construction drawings.
3. All structural members and their connections are assumed to be in good condition
and are free from defects with no deterioration to its member capacities.
4. HDG is not responsible for any modifications completed prior to and hereafter
which HDG was not directly involved.
5. All antennas, coax cables and waveguide cables are assumed to be properly
installed and supported as per the manufacturer requirements.
6. If field conditions differ from what is assumed in this report, then the engineer of
record is to be notified as soon as possible.
FIELD PHOTOS:
Photo 1: Sample photo illustrating the existing antenna mounts.
Photo 2: Sample photo illustrating the existing connections.
FIELD PHOTOS:
Photo 3: Sample photo illustrating the existing shelter and equipment platform.
Wind and Ice
Calculations
Date: 1/18/2022
Project Name: SALEM CHARTER STREET
Project No.: MA3139
Designed By: ID Checked By: MSC
2.6.5.2 Velocity Pressure Coeff:
Kz= 2.01 (z/zg) 2/α z= 111.75 (ft)
zg=900 (ft)
Kz=1.291 α= 9.5
Kzmin ≤ Kz ≤ 2.01
Table 2-4
Exposure Zg α Kzmin Kc
B 1200 ft 7.0 0.70 0.9
C 900 ft 9.5 0.85 1.0
D 700 ft 11.5 1.03 1.1
2.6.6.2 Topographic Factor:
Table 2-5
Topo. Category Kt f
2 0.43 1.25
3 0.53 2.0
4 0.72 1.5
Kzt= [1+(Kc Kt/Kh)]2 Kh= e (f*z/H)
Kzt=#DIV/0!Kh=#DIV/0!
Kc=1.0 (from Table 2-4)
(If Category 1 then K zt =1.0)Kt=0 (from Table 2-5)
f=0 (from Table 2-5)
Category=1 z=110
zs=20 (Mean elevation of base of structure above sea level)
H=0 (Ht. of the crest above surrounding terrain)
Kzt=1.00 (from 2.6.6.2.1)
Ke=1.00 (from 2.6.8)
2.6.10 Design Ice Thickness
Max Ice Thickness =ti = 1.00 in
Importance Factor =I=1.0 (from Table 2-3)
Kiz =1.13 (from Sec. 2.6.10)
tiz= ti*I*Kiz*(Kzt)0.35 tiz = 1.13 in
Date: 1/18/2022
Project Name: SALEM CHARTER STREET
Project No.: MA3139
Designed By: ID Checked By: MSC
2.6.9 Gust Effect Factor
2.6.9.1 Self Supporting Lattice Structures
Gh = 1.0 Latticed Structures > 600 ft
Gh = 0.85 Latticed Structures 450 ft or less
Gh = 0.85 + 0.15 [h/150 - 3.0]h= ht. of structure
h= 114
Gh=0.85
2.6.9.2 Guyed Masts Gh=0.85
2.6.9.3 Pole Structures Gh=1.1
2.6.9 Appurtenances Gh=1.0
2.6.9.4 Structures Supported on Other Structures
(Cantilivered tubular or latticed spines, pole, structures on buildings (ht. : width ratio > 5)
Gh=1.35 Gh= 1.00
2.6.11.2 Design Wind Force on Appurtenances
F=qz*Gh*(EPA)A
qz= 0.00256*Kz*Kzt*Ks*Ke*Kd*Vmax
2 Kz=1.291 (from 2.6.5.2)
Kzt=1.0 (from 2.6.6.2.1)
Ks=1.0 (from 2.6.7)
qz=51.41 Ke=1.00 (from 2.6.8)
qz (ice)=7.85 Kd=0.95 (from Table 2-2)
qz (30)=2.82 Vmax=127 mph (Ultimate Wind Speed)
Vmax (ice)=50 mph
V30=30 mph
Table 2-2
Structure Type Wind Direction Probability Factor, Kd
Latticed structures with triangular, square or rectangular cross
sections 0.85
Tubular pole structures supporting antennas enclosed within a
cylindrical shroud 1.00
Tubular pole structures, latticed structures with other cross
sections, appurtenances 0.95
Date: 1/18/2022
Project Name: SALEM CHARTER STREET
Project No.: MA3139
Designed By: ID Checked By: MSC
Determine Ca:
Table 2-9
Round C < 39
(Subcritical)
39 ≤ C ≤ 78
(Transitional)
C > 78
(Supercritical)
Ice Thickness =1.13 in Angle =0 (deg)Equivalent Angle =180 (deg)
Appurtenances Height Width Depth Flat Area Aspect
Ratio Ca Force (lbs)Force (lbs)
(w/ Ice)
Force (lbs)
(30 mph)
AIR6419 Antenna 31.0 16.1 7.3 3.47 1.93 1.20 214 40 12
AIR6419 Antenna (Side)31.0 7.3 16.1 1.57 4.25 1.28 103 22 6
AIR6449 Antenna 30.6 15.9 10.6 3.38 1.92 1.20 208 39 11
AIR6449 Antenna (Side)30.6 10.6 15.9 2.25 2.89 1.22 141 28 8
QD8616-7 Antenna 92.0 22.0 9.6 14.06 4.18 1.27 921 159 51
QD8616-7 Antenna (Side)92.0 9.6 22.0 6.13 9.58 1.49 469 90 26
800-10966 Antenna 96.0 20.0 6.9 13.33 4.80 1.30 893 155 49
800-10966 Antenna (Side)96.0 6.9 20.0 4.60 13.91 1.63 386 80 21
RRUS-32 B30 RRH 27.2 12.1 7.0 2.29 2.25 1.20 141 28 8
B5/B12 4449 RRH 17.9 13.2 9.5 1.64 1.36 1.20 101 20 6
B2/B66A 8843 RRH 14.9 13.2 10.9 1.37 1.13 1.20 84 17 5
RRUS-E2 B29 RRH 20.4 18.5 7.5 2.62 1.10 1.20 162 31 9
B14 4478 RRH 18.1 13.4 8.3 1.68 1.35 1.20 104 21 6
Surge Arrestor 24.0 9.7 9.7 1.62 2.47 0.70 58 12 3
Note: Linear interpolation may be used for aspect ratios other than those shown.
Flat
Aspect Ratio is the overall length/width ratio in the plane normal to the wind direction.
(Aspect ratio is independent of the spacing between support points of a linear appurtenance,
1.2
0.7
4.14/(C0.485)
0.5
3.66/(C0.415) 46.8/(C
.1.0)
1.4
0.8
0.6 0.6
1.2
Aspect Ratio ≤ 2.5 Aspect Ratio = 7 Aspect Ratio ≥ 25
Force Coefficients (Ca) for Appurtenances
Member Type
Ca Ca Ca
2.0
Square/Rectangular HSS 1.2 - 2.8(rs) ≥ 0.85 1.4 - 4.0(rs) ≥ 0.90 2.0 - 6.0(rs) ≥ 1.25
Date: 1/20/2022
Project Name: SALEM CHARTER STREET
Project No.: MA3139
Designed By: ID Checked By: MSC
Thickness of ice:1.13 in.
Density of ice:56 pcf
AIR6419 Antenna AIR6449 Antenna
Weight of ice based on total radial SF area: Weight of ice based on total radial SF area:
Height (in): 31.0 Height (in): 30.6
Width (in): 16.1 Width (in): 15.9
Depth (in): 7.3 Depth (in): 10.6
Total weight of ice on object: 67 lbs Total weight of ice on object: 71 lbs
Weight of object: 66.0 lbs Weight of object: 82.0 lbs
Combined weight of ice and object: 133 lbs Combined weight of ice and object: 153 lbs
QD8616-7 Antenna 800-10966 Antenna
Weight of ice based on total radial SF area: Weight of ice based on total radial SF area:
Height (in): 92.0 Height (in): 96.0
Width (in): 22.0 Width (in): 20.0
Depth (in): 9.6 Depth (in): 6.9
Total weight of ice on object: 266 lbs Total weight of ice on object: 246 lbs
Weight of object: 69.0 lbs Weight of object: 115.0 lbs
Combined weight of ice and object: 335 lbs Combined weight of ice and object: 361 lbs
B5/B12 4449 RRH RRUS-32 B30 RRH
Weight of ice based on total radial SF area: Weight of ice based on total radial SF area:
Height (in): 17.9 Height (in): 27.2
Width (in): 13.2 Width (in): 12.1
Depth (in): 9.5 Depth (in): 7.0
Total weight of ice on object: 36 lbs Total weight of ice on object: 47 lbs
Weight of object: 71.0 lbs Weight of object: 60.0 lbs
Combined weight of ice and object: 107 lbs Combined weight of ice and object: 107 lbs
RRUS-E2 B29 RRH B2/B66A 8843 RRH
Weight of ice based on total radial SF area: Weight of ice based on total radial SF area:
Height (in): 20.4 Height (in): 14.9
Width (in): 18.5 Width (in): 13.2
Depth (in): 7.5 Depth (in): 10.9
Total weight of ice on object: 50 lbs Total weight of ice on object: 31 lbs
Weight of object: 53.0 lbs Weight of object: 72.0 lbs
Combined weight of ice and object: 103 lbs Combined weight of ice and object: 103 lbs
Squid Surge Arrestor B14 4478 RRH
Weight of ice based on total radial SF area: Weight of ice based on total radial SF area:
Depth (in): 24.0 Height (in): 18.1
Diameter(in): 9.7 Width (in): 13.4
Total weight of ice on object: 30 lbs Depth (in): 8.3
Weight of object: 33 lbs Total weight of ice on object: 35 lbs
Combined weight of ice and object: 63 lbs Weight of object: 60.0 lbs
Combined weight of ice and object: 95 lbs
ICE WEIGHT CALCULATIONS
Antenna Mount
Calculations
Steel Beam
Hudson Design Group LLCLic. # : KW-06013026
DESCRIPTION:Pipe Mast (QD8616-7)
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
File: MA3139.ec6
Project Title:SALEM CHARTER STREET
Engineer:ID
Project ID:MA3139
Printed: 18 JAN 2022, 8:46AM
Project Descr:
CODE REFERENCES
Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set : ASCE 7-10
Material Properties
Analysis Method :
ksi
Bending Axis :Major Axis Bending
Completely Unbraced
Allowable Strength Design Fy : Steel Yield :35.0 ksi
Beam Bracing :E: Modulus :29,000.0
.Service loads entered. Load Factors will be applied for calculations.Applied Loads
Beam self weight calculated and added to loading
Load(s) for Span Number 2
Point Load : W = 0.4610 k @ 0.50 ft, (QD8616-7 Antenna Load)
Load(s) for Span Number 3
Point Load : W = 0.4610 k @ 4.0 ft, (AIR6419 Antenna Load)
.Design OKDESIGN SUMMARY
Maximum Bending Stress Ratio =0.925 : 1
Load Combination +D+0.60W
Span # where maximum occurs Span # 2
Location of maximum on span 1.500 ft
0.8618 k
Mn / Omega : Allowable 1.245 k-ft Vn/Omega : Allowable
Pipe2 StdSection used for this span
Span # where maximum occurs
Location of maximum on span
Span # 2
Load Combination +D+0.60W
6.287 k
Section used for this span Pipe2 Std
Ma : Applied
Maximum Shear Stress Ratio =0.137 : 1
1.500 ft
1.152 k-ft Va : Applied
781 >=
114
Ratio =1245 >=
Maximum Deflection
Max Downward Transient Deflection 1.693 in 70Ratio =>=
Max Upward Transient Deflection -0.023 in Ratio =
Max Downward Total Deflection 1.054 in Ratio =>=
Max Upward Total Deflection -0.014 in
.Maximum Forces & Stresses for Load Combinations
Span #
Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios
M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length
D Only
Dsgn. L = 1.00 ft 1 0.001 0.004 -0.00 0.00 2.08 1.25 1.00 1.00 0.03 10.50 6.29
Dsgn. L = 1.50 ft 2 0.037 0.005 -0.00 -0.05 0.05 2.08 1.25 1.67 1.00 0.03 10.50 6.29
Dsgn. L = 5.00 ft 3 0.037 0.003 -0.05 0.05 2.08 1.25 1.00 1.00 0.02 10.50 6.29
+D+0.60W
Dsgn. L = 1.00 ft 1 0.001 0.092 -0.00 0.00 2.08 1.25 1.00 1.00 0.58 10.50 6.29
Dsgn. L = 1.50 ft 2 0.925 0.137 -0.00 -1.15 1.15 2.08 1.25 1.79 1.00 0.86 10.50 6.29
Dsgn. L = 5.00 ft 3 0.925 0.047 -1.15 1.15 2.08 1.25 1.00 1.00 0.29 10.50 6.29
+D+0.450W
Dsgn. L = 1.00 ft 1 0.001 0.070 -0.00 0.00 2.08 1.25 1.00 1.00 0.44 10.50 6.29
Dsgn. L = 1.50 ft 2 0.703 0.104 -0.00 -0.88 0.88 2.08 1.25 1.79 1.00 0.65 10.50 6.29
Dsgn. L = 5.00 ft 3 0.703 0.036 -0.88 0.88 2.08 1.25 1.00 1.00 0.23 10.50 6.29
+0.60D+0.60W
Dsgn. L = 1.00 ft 1 0.001 0.091 -0.00 0.00 2.08 1.25 1.00 1.00 0.57 10.50 6.29
Dsgn. L = 1.50 ft 2 0.911 0.135 -0.00 -1.13 1.13 2.08 1.25 1.79 1.00 0.85 10.50 6.29
Dsgn. L = 5.00 ft 3 0.911 0.046 -1.13 1.13 2.08 1.25 1.00 1.00 0.29 10.50 6.29
+0.60D
Dsgn. L = 1.00 ft 1 0.001 0.003 -0.00 0.00 2.08 1.25 1.00 1.00 0.02 10.50 6.29
Dsgn. L = 1.50 ft 2 0.022 0.003 -0.00 -0.03 0.03 2.08 1.25 1.67 1.00 0.02 10.50 6.29
Steel Beam
Hudson Design Group LLCLic. # : KW-06013026
DESCRIPTION:Pipe Mast (QD8616-7)
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
File: MA3139.ec6
Project Title:SALEM CHARTER STREET
Engineer:ID
Project ID:MA3139
Printed: 18 JAN 2022, 8:46AM
Project Descr:
Span #
Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios
M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length
Dsgn. L = 5.00 ft 3 0.022 0.002 -0.03 0.03 2.08 1.25 1.00 1.00 0.01 10.50 6.29
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
W Only 1 0.0377 0.000 0.0000 0.000
W Only20.0000 0.000 -0.0230 0.890
W Only 3 1.6930 5.000 0.0000 0.890
.
Load Combination Support 1 Support 2 Support 3 Support 4
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 1.844-0.922
Overall MINimum 0.030-0.014
D Only 0.050-0.023
+D+0.60W 1.157-0.576
+D+0.450W 0.880-0.438
+0.60D+0.60W 1.137-0.567
+0.60D 0.030-0.014
W Only 1.844-0.922
Steel Beam
Hudson Design Group LLCLic. # : KW-06013026
DESCRIPTION:Pipe Mast (AIR6449 + AIR6419)
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
File: MA3139.ec6
Project Title:SALEM CHARTER STREET
Engineer:ID
Project ID:MA3139
Printed: 18 JAN 2022, 8:46AM
Project Descr:
CODE REFERENCES
Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set : ASCE 7-10
Material Properties
Analysis Method :
ksi
Bending Axis :Major Axis Bending
Completely Unbraced
Allowable Strength Design Fy : Steel Yield :35.0 ksi
Beam Bracing :E: Modulus :29,000.0
.Service loads entered. Load Factors will be applied for calculations.Applied Loads
Beam self weight calculated and added to loading
Load(s) for Span Number 2
Point Load : W = 0.1070 k @ 0.50 ft, (AIR6419 Antenna Load)
Load(s) for Span Number 3
Point Load : W = 0.1070 k @ 1.0 ft, (AIR6419 Antenna Load)
Point Load : W = 0.1050 k @ 2.0 ft, (AIR6419 Antenna Load)
Point Load : W = 0.1050 k @ 4.0 ft, (AIR6419 Antenna Load)
.Design OKDESIGN SUMMARY
Maximum Bending Stress Ratio =0.392 : 1
Load Combination +D+0.60W
Span # where maximum occurs Span # 2
Location of maximum on span 1.500 ft
0.3482 k
Mn / Omega : Allowable 1.245 k-ft Vn/Omega : Allowable
Pipe2 StdSection used for this span
Span # where maximum occurs
Location of maximum on span
Span # 2
Load Combination +D+0.60W
6.287 k
Section used for this span Pipe2 Std
Ma : Applied
Maximum Shear Stress Ratio =0.055 : 1
1.500 ft
0.488 k-ft Va : Applied
1,871 >=
316
Ratio =2810 >=
Maximum Deflection
Max Downward Transient Deflection 0.571 in 210Ratio =>=
Max Upward Transient Deflection -0.010 in Ratio =
Max Downward Total Deflection 0.380 in Ratio =>=
Max Upward Total Deflection -0.006 in
.Maximum Forces & Stresses for Load Combinations
Span #
Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios
M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length
D Only
Dsgn. L = 1.00 ft 1 0.001 0.004 -0.00 0.00 2.08 1.25 1.00 1.00 0.03 10.50 6.29
Dsgn. L = 1.50 ft 2 0.037 0.005 -0.00 -0.05 0.05 2.08 1.25 1.67 1.00 0.03 10.50 6.29
Dsgn. L = 5.00 ft 3 0.037 0.003 -0.05 0.05 2.08 1.25 1.00 1.00 0.02 10.50 6.29
+D+0.60W
Dsgn. L = 1.00 ft 1 0.001 0.044 -0.00 0.00 2.08 1.25 1.00 1.00 0.28 10.50 6.29
Dsgn. L = 1.50 ft 2 0.392 0.055 -0.00 -0.49 0.49 2.08 1.25 1.73 1.00 0.35 10.50 6.29
Dsgn. L = 5.00 ft 3 0.392 0.033 -0.49 0.49 2.08 1.25 1.00 1.00 0.21 10.50 6.29
+D+0.450W
Dsgn. L = 1.00 ft 1 0.001 0.034 -0.00 0.00 2.08 1.25 1.00 1.00 0.22 10.50 6.29
Dsgn. L = 1.50 ft 2 0.303 0.043 -0.00 -0.38 0.38 2.08 1.25 1.73 1.00 0.27 10.50 6.29
Dsgn. L = 5.00 ft 3 0.303 0.026 -0.38 0.38 2.08 1.25 1.00 1.00 0.16 10.50 6.29
+0.60D+0.60W
Steel Beam
Hudson Design Group LLCLic. # : KW-06013026
DESCRIPTION:Pipe Mast (AIR6449 + AIR6419)
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
File: MA3139.ec6
Project Title:SALEM CHARTER STREET
Engineer:ID
Project ID:MA3139
Printed: 18 JAN 2022, 8:46AM
Project Descr:
Span #
Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios
M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length
Dsgn. L = 1.00 ft 1 0.001 0.043 -0.00 0.00 2.08 1.25 1.00 1.00 0.27 10.50 6.29
Dsgn. L = 1.50 ft 2 0.377 0.053 -0.00 -0.47 0.47 2.08 1.25 1.73 1.00 0.34 10.50 6.29
Dsgn. L = 5.00 ft 3 0.377 0.032 -0.47 0.47 2.08 1.25 1.00 1.00 0.20 10.50 6.29
+0.60D
Dsgn. L = 1.00 ft 1 0.001 0.003 -0.00 0.00 2.08 1.25 1.00 1.00 0.02 10.50 6.29
Dsgn. L = 1.50 ft 2 0.022 0.003 -0.00 -0.03 0.03 2.08 1.25 1.67 1.00 0.02 10.50 6.29
Dsgn. L = 5.00 ft 3 0.022 0.002 -0.03 0.03 2.08 1.25 1.00 1.00 0.01 10.50 6.29
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
W Only 1 0.0161 0.000 0.0000 0.000
W Only20.0000 0.000 -0.0096 0.880
W Only 3 0.5706 5.000 0.0000 0.880
.
Load Combination Support 1 Support 2 Support 3 Support 4
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 0.844-0.420
Overall MINimum 0.030-0.014
D Only 0.050-0.023
+D+0.60W 0.557-0.275
+D+0.450W 0.430-0.212
+0.60D+0.60W 0.537-0.266
+0.60D 0.030-0.014
W Only 0.844-0.420
Date: 10/8/2019
Project Name: SALEM CHARTER STREET
Project No.: MA3139
Designed By: ID Checked By: MSC
CHECK EPOXY ANCHOR CONNECTION CAPACITY → EXISTING ANCHORS → ANTENNA MOUNT
Reference:Hilti North American Product Technical Guide, 2008
Epoxy Type =HIT-HY150
Anchor Diameter =5/8 in.(HAS-E Threaded Rod)
Embedment Depth = 3-3/8 in.
f'c of Concrete = 2000 psi
Allowable Loads
(lbs)
Tensile Load 1620
Shear Load 2460
TENSILE FORCES
Reaction F =1844 lbs.(See ENERCALC Output)
SHEAR FORCES
Wind Load 1844 lbs.(See ENERCALC Output)
Dead and Ice Load 266 lbs.(See ENERCALC Output)
Resultant:1863 lbs.
No. of Supports =1
No. of Anchors / Support =2
Tension Design Load / Anchor =
ft=922.00 lbs.<1620 lbs.Therefore, OK !
Shear Design Load / Anchor=
fv=931.54 lbs.<2460 lbs.Therefore, OK !
CHECK COMBINED TENSION AND SHEAR
ft / FT +fv / FV ≤1.0
0.569 + 0.379 =0.948 <1.0 Therefore, OK !
Spacing Reduct.
Factor
1
1
Edge Reduct.
Factor
1
1
Reduced Loads (lbs)
1620
2460
Conc. Thickness
Reduct. Factor
1
1
Equipment Platform
Calculations
Date: 1/20/2022
Project Name: SALEM CHARTER STREET
Project No.: MA3139
Designed By: ID Checked By: MSC
Wind Analysis → Equipment Cabinets
Reference Codes:
-Massachusetts State Building Code, 9th Ed.
-International Building Code 2015 (IBC 2015)
-Minimum Design Loads for Buildings and Other Structures (ASCE 7-10)
Structure Classification II (ASCE 7-10 Table 1.5-1)
Basic Wind Speed, V 127 mph (780 CMR Table 1604.11)
Importance Factor, I 1 (ASCE 7-10 Table 1.5-2)
Exposure Category B (ASCE 7-10 Section 26.7)
Height Above Ground Level, z 120 ft (Center of Enclosure)
Exposure Coefficient, K z 1.04 (ASCE 7-10 Table 29-3.1)
Wind Directionality Coef., Kd 0.90 (ASCE 7-10 Table 26.6-1)
Topographic Factor, Kzt 1.00 (ASCE 7-10 Section 26.8.2)
Velocity Pressure, qz =0.00256KzKztKdV2 (ASCE 7-10 Equation 29.3-1)
=38.65 psf
Gust Factor, G 0.85 (ASCE 7-10 Section 26.9)
Enclosure Shape: Square
Net Force Coefficient, C f 1.30 (ASCE 7-10 Figure 29.5-1)
Area Wind Force, F =qzGCf (ASCE 7-10 Equation 29.5-2)
=42.64 psf
A
B
C D
E
F
G
H I
J K
L M
Date: 1/20/2022
Project Name: SALEM CHARTER STREET
Project No.: MA3139
Designed By: ID Checked By: MSC
Load Breakdown:
Live Loads:
Service Load 25 psf
Snow Load 30 psf
Dead Loads:
Grating 15 psf
Shelter 17000 lbs (11'-5" x 16'-0")
LTE Rack 1000 lbs
Battery Rack 2000 lbs
Power Plant 1000 lbs
FIF Rack 300 lbs
Battery Rack 2000 lbs
Total 23300 lbs
Area Load 128 psf
Handrail 10 plf
Date: 1/20/2022
Project Name: SALEM CHARTER STREET
Project No.: MA3139
Designed By: ID Checked By: MSC
●Beam A
Dead Load
→ Handrail 10 plf
●Beam C,D
Live Load
→ Service 25 psf x 1.85 ft. (Tributary Width)
=46.3 plf
→ Service 25 psf x 5.71 ft. (Tributary Width)
=142.7 plf
→ Snow 30 psf x 1.85 ft. (Tributary Width)
=55.5 plf
→ Snow 30 psf x 5.71 ft. (Tributary Width)
=171.3 plf
Dead Load
→ Grating 15 psf x 1.85 ft. (Tributary Width)
27.8 plf
→ Shelter 128 psf x 5.71 ft. (Tributary Width)
727.9 plf
→ Handrail 10 plf
●Beam E,G
Live Load
→ Service 25 psf x 4.00 ft. (Tributary Width)
=100.0 plf
Dead Load
→ Grating 15 psf x 4.00 ft. (Tributary Width)
60.0 plf
Date: 1/20/2022
Project Name: SALEM CHARTER STREET
Project No.: MA3139
Designed By: ID Checked By: MSC
Load Breakdown:
●Beam H,I,J,K,L,M
Live Load
→ Service 25 psf x 4.30 ft. (Tributary Width)
=107.5 plf
Dead Load
→ Grating 15 psf x 4.30 ft. (Tributary Width)
64.5 plf
Current Date: 1/20/2022 8:58 AM
Units system: English
Current Date: 1/20/2022 9:01 AM
Units system: English
Current Date: 1/20/2022 8:59 AM
Units system: English
Current Date: 1/20/2022 8:59 AM
Units system: English
Current Date: 1/20/2022 3:37 PM
Units system: English
Load data
____________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________
GLOSSARY
Comb : Indicates if load condition is a load combination
Load Conditions
____________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________
Condition Description Comb.Category
----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
DL Dead Load No DL
LL Live Load No LL
SL Snow Load No SNOW
WL1 Wind Load Side 1 No WIND
WL2 Wind Load Side 2 No WIND
WL3 Wind Load Side 3 No WIND
WL4 Wind Load Side 4 No WIND
----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
Distributed force on members
____________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________
Condition Member Dir1 Val1 Val2 Dist1 %Dist2 %
[Kip/ft][Kip/ft][ft][ft]
------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
DL 1 y -0.728 -0.728 3.00 No 19.00 No
y -0.028 -0.028 1.00 No 3.00 No
y -0.028 -0.028 19.00 No 22.6667 No
y -0.01 -0.01 1.00 No 3.00 No
y -0.01 -0.01 19.00 No 22.6667 No
2 y -0.728 -0.728 3.00 No 19.00 No
y -0.028 -0.028 1.00 No 3.00 No
y -0.028 -0.028 19.00 No 22.6667 No
y -0.01 -0.01 1.00 No 3.00 No
y -0.01 -0.01 19.00 No 22.6667 No
3 y -0.01 -0.01 4.30 No 15.7167 No
5 y -0.01 0.00 0.00 No 0.00 No
6 y -0.028 0.00 0.00 No 0.00 No
y -0.01 0.00 0.00 No 0.00 No
7 y -0.028 0.00 0.00 No 0.00 No
y -0.01 0.00 0.00 No 0.00 No
12 y -0.065 0.00 0.00 No 0.00 No
13 y -0.065 0.00 0.00 No 0.00 No
14 y -0.065 0.00 0.00 No 0.00 No
15 y -0.065 0.00 0.00 No 0.00 No
20 y -0.065 0.00 0.00 No 0.00 No
21 y -0.065 0.00 0.00 No 0.00 No
LL 1 y -0.143 -0.143 3.00 No 19.00 No
Page1
y -0.047 -0.047 1.00 No 3.00 No
y -0.047 -0.047 19.00 No 22.6667 No
2 y -0.143 -0.143 3.00 No 19.00 No
y -0.047 -0.047 1.00 No 3.00 No
y -0.047 -0.047 19.00 No 22.6667 No
6 y -0.047 0.00 0.00 No 0.00 No
7 y -0.047 0.00 0.00 No 0.00 No
12 y -0.108 0.00 0.00 No 0.00 No
13 y -0.108 0.00 0.00 No 0.00 No
14 y -0.108 0.00 0.00 No 0.00 No
15 y -0.108 0.00 0.00 No 0.00 No
20 y -0.108 0.00 0.00 No 0.00 No
21 y -0.108 0.00 0.00 No 0.00 No
SL 1 y -0.172 -0.172 3.00 No 19.00 No
2 y -0.172 -0.172 3.00 No 19.00 No
------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
Load on shells
____________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________
Condition Shell Pressure Temp.
[Kip/ft2][F]
----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
WL1 1 0.043 0.00
WL2 4 0.043 0.00
WL3 3 0.043 0.00
WL4 2 0.043 0.00
----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
Self weight multipliers for load conditions
____________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________
Self weight multiplier
Condition Description Comb.MultX MultY MultZ
------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
DL Dead Load No 0.00 -1.00 0.00
LL Live Load No 0.00 0.00 0.00
SL Snow Load No 0.00 0.00 0.00
WL1 Wind Load Side 1 No 0.00 0.00 0.00
WL2 Wind Load Side 2 No 0.00 0.00 0.00
WL3 Wind Load Side 3 No 0.00 0.00 0.00
WL4 Wind Load Side 4 No 0.00 0.00 0.00
------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
Earthquake (Dynamic analysis only)
____________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________
Condition a/g Ang.Damp.
[Deg][%]
--------------------------------------------------------------------------------------------------------------------------------------------------------
DL 0.00 0.00 0.00
LL 0.00 0.00 0.00
SL 0.00 0.00 0.00
WL1 0.00 0.00 0.00
WL2 0.00 0.00 0.00
WL3 0.00 0.00 0.00
Page2
WL4 0.00 0.00 0.00
--------------------------------------------------------------------------------------------------------------------------------------------------------
Page3
Current Date: 1/20/2022 3:36 PM
Units system: English
Steel Code Check
____________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________
Report: Summary - Group by member
Load conditions to be included in design :
LC1=1.4DL
LC2=1.2DL+1.6LL+0.5SL
LC3=1.2DL+LL+1.6SL
LC4=1.2DL+1.6SL+0.5WL1
LC5=1.2DL+1.6SL+0.5WL2
LC6=1.2DL+1.6SL+0.5WL3
LC7=1.2DL+1.6SL+0.5WL4
LC8=1.2DL+LL+0.5SL+WL1
LC9=1.2DL+LL+0.5SL+WL2
LC10=1.2DL+LL+0.5SL+WL3
LC11=1.2DL+LL+0.5SL+WL4
LC12=1.2DL+LL+0.2SL
LC13=0.9DL+WL1
LC14=0.9DL+WL2
LC15=0.9DL+WL3
LC16=0.9DL+WL4
LC17=0.9DL
------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
Description Section Member Ctrl Eq.Ratio Status Reference
------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
T2L 4X4X3_8 10 LC9 at 50.00%0.20 With warnings Eq. H2-1
11 LC9 at 50.00%0.19 With warnings Eq. H2-1
------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
W 10X19 5 LC9 at 25.00%0.13 OK Eq. H1-1b
6 LC8 at 0.00%0.11 OK Eq. H1-1b
7 LC8 at 0.00%0.10 OK Eq. H1-1b
8 LC10 at 100.00%0.08 OK Eq. H1-1b
19 LC8 at 50.00%0.07 OK Eq. H1-1b
------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
W 14X30 3 LC8 at 0.00%0.48 OK Eq. H1-1b
4 LC10 at 0.00%0.50 OK Eq. H1-1b
9 LC11 at 0.00%0.03 OK Eq. H1-1b
------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
W 14X43 1 LC9 at 84.38%0.28 OK Eq. H1-1b
2 LC11 at 84.38%0.28 OK Eq. H1-1b
------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
W 8X10 12 LC11 at 0.00%0.12 OK Eq. H1-1b
13 LC9 at 0.00%0.12 OK Eq. H1-1b
14 LC9 at 0.00%0.12 OK Eq. H1-1b
15 LC16 at 0.00%0.12 OK Eq. H1-1b
20 LC9 at 0.00%0.18 OK Eq. H1-1b
21 LC11 at 0.00%0.18 OK Eq. H1-1b
------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
Page1
Current Date: 1/20/2022 9:02 AM
Units system: English
Current Date: 1/20/2022 3:37 PM
Units system: English
Analysis result
Envelope for nodal reactions
____________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________
Note.-lc is the controlling load condition
Direction of positive forces and moments
Envelope of nodal reactions for :
LC1=1.4DL
LC2=1.2DL+1.6LL+0.5SL
LC3=1.2DL+LL+1.6SL
LC4=1.2DL+1.6SL+0.5WL1
LC5=1.2DL+1.6SL+0.5WL2
LC6=1.2DL+1.6SL+0.5WL3
LC7=1.2DL+1.6SL+0.5WL4
LC8=1.2DL+LL+0.5SL+WL1
LC9=1.2DL+LL+0.5SL+WL2
LC10=1.2DL+LL+0.5SL+WL3
LC11=1.2DL+LL+0.5SL+WL4
LC12=1.2DL+LL+0.2SL
LC13=0.9DL+WL1
LC14=0.9DL+WL2
LC15=0.9DL+WL3
LC16=0.9DL+WL4
LC17=0.9DL
Forces Moments
Node Fx lc Fy lc Fz lc Mx lc My lc Mz lc
[Kip][Kip][Kip][Kip*ft][Kip*ft][Kip*ft]
--------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
5 Max 1.968 LC9 12.796 LC3 1.345 LC8 -0.00388 LC16 2.72021 LC15 43.66924 LC3
Min -1.744 LC16 5.408 LC16 -1.126 LC15 -0.01007 LC9 -3.09893 LC8 19.67610 LC16
--------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
6 Max 1.691 LC9 13.438 LC3 1.158 LC13 0.01073 LC3 3.14545 LC10 44.78805 LC3
Min -1.537 LC16 5.948 LC16 -1.370 LC10 0.00425 LC16 -2.75248 LC13 20.59327 LC16
--------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
7 Max 1.734 LC14 12.801 LC3 1.319 LC8 -0.00392 LC14 3.05149 LC8 -19.68324 LC14
Min -1.952 LC11 5.411 LC14 -1.123 LC15 -0.01008 LC3 -2.70780 LC15 -43.68112 LC3
--------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
8 Max 1.523 LC14 13.433 LC3 1.149 LC13 0.01073 LC3 2.72827 LC13 -20.58955 LC14
Min -1.683 LC11 5.945 LC14 -1.352 LC10 0.00428 LC14 -3.11560 LC10 -44.77640 LC3
--------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
Page1
Date: 10/8/2019
Project Name: SALEM CHARTER STREET
Project No.: MA3139
Designed By: ID Checked By: MSC
CHECK EPOXY ANCHOR CONNECTION CAPACITY → EXISTING ANCHORS → EQUIPMENT PLATFORM
Reference:Hilti North American Product Technical Guide, 2008
Epoxy Type =HIT-HY150
Anchor Diameter =3/4 in.(HAS-E Threaded Rod)
Embedment Depth = 3-3/8 in.
f'c of Concrete = 2000 psi
Allowable Loads
(lbs)
Tensile Load 2365
Shear Load 5435
TENSILE FORCES
Reaction F =0 lbs.(Gravity loads to be supported by existing building columns)
SHEAR FORCES
Reactions in X direction:1968 lbs.(See Bentley Output)
Reactions in Z direction:1345 lbs.(See Bentley Output)
Resultant:2384 lbs.
No. of Supports =1
No. of Anchors / Support =4
Tension Design Load / Anchor =
ft=0.00 lbs.<2365 lbs.Therefore, OK !
Shear Design Load / Anchor=
fv=595.93 lbs.<5435 lbs.Therefore, OK !
CHECK COMBINED TENSION AND SHEAR
ft / FT +fv / FV ≤1.0
0.000 + 0.110 =0.110 <1.0 Therefore, OK !
Spacing Reduct.
Factor
1
1
Edge Reduct.
Factor
1
1
Reduced Loads (lbs)
2365
5435
Conc. Thickness
Reduct. Factor
1
1