N ORTH GRAFTON MA 01536 ATTN MICHAEL ELSIER ......Michael Elsier Site Acquisition Specialist Transcend Wireless Contractor T-Mobile 131 Lordvale Blvd. North Grafton, MA 01536 (508)

Town of Grafton Planning Department Attn: Christopher McGoldrick, Town Planner 30 Providence Road Grafton, MA 01518 RE: T-Mobile Request for Determination of Minor Modification to Special Permit SP 2018-5 in association with Building Permit Application – BP-21-12 - 29 Leland Hill Road, Grafton MA Dear Mr. McGoldrick: This is a request by T-Mobile for a determination of Minor modification to Special Permit SP 2018-5. Note that T-Mobile is an existing approved (SP 2018-5) wireless provider located on the water tank at 29 Leland Hill Road and has proposed modifications to their existing facility as follows:

• Swap 3 existing antenna with 3 new antennae

• Add 3 Remote radio units

• Add hybrid cable I have included the construction drawings and structural analysis for your review that detail these modifications. All work shall be completed within the existing compound are of similar size and dimensions and mounted behind existing screening. As you know, on February 22,2012 Congress enacted the “colocation by right” (Section 6409(a)) which mandates that State and Local governments approve any “Eligible Facilities Request”. Under Section 6409(a)(2)(A)-(C) and “Eligible Facilities Request” is any request to modify a Tower or Base Station that involves “collocations of new Transmission equipment”, “removal”, or “replacement” of Transmission Equipment. Six criteria have been outlined in the FCC report and Order captioned, In re: Acceleration of Broadband Development by Improving Wireless Facilities Siting Policies (October 17,2014) Final Rule codified at 47 CFR Parts 1 and 17 promulgating regulations interpreting and implementing the provisions of the Spectrum Act. The Regulations determined that any modification to an existing tower that meets the criteria as set forth below, does not substantially change the physical dimensions of the existing tower and an Eligible Facilities Request must be granted.

1. The modifications do not increase the height of the installation by twenty feet or ten percent, whichever is greater. We are within the criteria of the mandate as the existing height will not be increased.

131 LORDVALE BLVD

NORTH GRAFTON, MA 01536 ATTN: MICHAEL ELSIER PHONE: (508) 479-7628 [email protected]

2. The modifications to the Transmission Equipment do not protrude from the edge of the installation by twenty feet or more than the width of the tower (whichever is greater), at the level where the transmission equipment modifications are made.

3. The modifications to the Transmission Equipment do not involve the installation of more than the standard number of equipment cabinets for the technology involved,

4. The modifications to the transmission Equipment do not entail any excavation or deployment outside of the Tower site.

5. The modifications to the Transmission Equipment do not defeat any existing concealment elements of the Tower.

6. The modifications to the Transmission Equipment comply with prior conditions of approval of the tower unless the non-compliance is due to an increase in height, increase in width, addition of equipment cabinets, or new excavation that does not exceed the corresponding “substantial change” threshold in numbers 1-4

The proposed modification complies with all federal, state and local zoning and permitting requirements as is evidenced by the drawings provided. The proposed scope of work will not increase the installations height or width. The modification will not require excavation outside the tower site/compound as it presently exists. Lastly, the installation does not involve more than the standard number of cabinets. It is our expectation that the proposed modifications will be deemed as a minor modification to the special permit SP 2018-5 and that the building permit application will be processed without any further delay and in a manner consistent with the applicable federal legislation. Thank you in advance for your consideration and cooperation. Please feel free to contact me if you have any questions- Regards-

Michael J Elsier

Michael Elsier Site Acquisition Specialist Transcend Wireless Contractor T-Mobile 131 Lordvale Blvd. North Grafton, MA 01536 (508) 479-7628 [email protected]

SCOPE OF WORK: Hudson Design Group LLC (HDG) has been authorized by T-Mobile to conduct a structural evaluation of the structure supporting the proposed T-Mobile 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 T-Mobile’s proposed equipment. This office conducted an on-site visual survey of the above areas on October 29, 2020. Attendees included Patrick Barrett (HDG – Field Technician). The following documents were used for our reference:

Construction Drawings prepared by HDG dated August 7, 2018.

Previous HDG Structural Analysis report dated February 6, 2017.

CONCLUSION SUMMARY: Based on our evaluation, we have determined that the existing structure IS CAPABLE of supporting the proposed equipment loading. Member Stress Ratio Pass/Fail

Water Tank Lid Bending 90% PASS Based on our evaluation, we have determined that the existing antenna mount IS CAPABLE of supporting the proposed equipment loading.

Member Controlling Load Case Stress Ratio Pass/Fail

Antenna Mount 4 LC7 89% PASS Based on our evaluation, we have determined that the existing connections IS CAPABLE of supporting the proposed equipment loading with the following modifications: Member Stress Ratio Pass/Fail

Stud Welds 3/8-18 Stud 30% PASS A condition assessment on the existing water tank was not part of the scope of work. A localized lid bending check was performed at the location of the proposed installation. *Reference documents attached.

APPURTENANCE CONFIGURATION:

Appurtenances Dimensions Weight **Elevation Mount (3) CMA-BDHH/6521/E0-6/RET/TB05 Antennas 81.1”x14.7”x5.2” 62 lbs 65’ Lattice

Structure

(3) 2217 B2 RRH’s 13.8”x11.8”x5.0” 30 lbs - Lattice Structure

(3) 2217 B66A RRH’s 13.8”x11.8”x5.0” 30 lbs - Lattice Structure

(1) 6102 MUAC Cabinet 57.1”x51.2”x27.6” 1250 lbs - Concrete Pad

(1) Purcell Cabinet 30.0”x24.0”x24.0” 200 lbs - Concrete Pad

(1) PPC Cabinet 64.0”x30.0”x12.0” 200 lbs - Concrete Pad

(3) APXVAARR24_43-U-NA20 Antennas 95.9”x24.0”x8.7” 128 lbs 65’ Lattice

Structure

(3) 4449 B71+B85 RRH’s 17.9”x13.2”x9.5” 71 lbs - Lattice Structure

* Proposed equipment shown in bold. ** Elevation to antenna centerline.

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: 136 mph (780 CMR Table 1604.11) Exposure Category: B (ASCE 7-10 Chapter 26) Risk Category: IV (ASCE 7-10 Table 1.5-1)

Snow Ground Snow, Pg: 50 (780 CMR Table 1604.11) Importance Factor (Is): 1.2 (ASCE 7-10 Table 1.5-2) Exposure Factor (Ce): 1.0 (Partially Exposed, Table 7-2) Thermal Factor (Ct): 1.0 (ASCE 7-10 Table 7-3) Flat Roof Snow Load: 42 psf (ASCE 7-10 Equation 7.3-1) EIA/TIA-222-G Structural Standards for Steel Antenna Towers and Antenna Supporting Structures

Wind City/Town: Grafton County: Worcester Wind Load: 105 mph (TIA-222-G Annex B) Structure Class: III (TIA-222-G Table 2-1) Importance Factor (Iw): 1.15 (TIA-222-G Table 2-3)

Ice Design Ice Thickness (ti): 1.0 in (TIA-222-G Annex B) Structure Class: III (TIA-222-G Table 2-1) Importance Factor (II): 1.25 (TIA-222-G Table 2-3)

ANTENNA/RRH SUPPORT RECOMMENDATIONS: The new antennas and RRH’s are proposed to be mounted on the existing enclosure secured to the top of the water tank by way of capacitor discharge (CD) stud welding. Limitations and assumptions:

1. Reference the latest HDG construction drawings for all the equipment locations and details.

2. 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.

3. All antennas, coax cables and waveguide cables are assumed to be properly installed and supported as per the manufacturer requirements.

4. HDG is not responsible for any modifications completed prior to and hereafter which HDG was not directly involved.

5. If field conditions differ from what is assumed in this report, then the engineer of record is to be notified as soon as possible.

6. A condition assessment on the existing water tank was not part of the scope of work.

FIELD PHOTOS:

Photo 1: Sample photo illustrating the existing location of the antennas and RRH’s.

Photo 2: Sample photo illustrating the existing location of the equipment.

Wind & Ice Calculations

Date: 12/9/2020Project Name: 4WL0968A-WT-LELAND HILL WTProject No.: 4WL0968A Designed By: KM Checked By: MSC

Wind Analysis → Antenna Enclosure

Reference Codes:

-Massachusetts State Building Code 9th Edition

-International Building Code 2015 (IBC 2015)

-Minimum Design Loads for Buildings and Other Structures (ASCE 7-10)

Structure Classification IV (ASCE 7-10 Table 1.5-1)

Basic Wind Speed, V 136 mph (MA Building Code Table 1604.11)

Exposure Category B (ASCE 7-10 Section 26.7)

Height Above Ground Level, z 70 ft (Top of Enclosure)

Exposure Coefficient, Kz 0.89 (ASCE 7-10 Table 29-3.1)

Wind Directionality Coef., Kd 0.95 (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)= 40.03 psf

Gust Factor, G 0.85 (ASCE 7-10 Section 26.9)

Enclosure Shape: Round

Net Force Coefficient, Cf 0.50 (ASCE 7-10 Figure 29.5-1)

Area Wind Force, F = qzGCf (ASCE 7-10 Equation 29.5-2)

= 17.03 psf

Enclosure Height 15.5 ft

F * (Enclosure Height / 2)= 132.01 plf

Area Wind Force Applied to Angle =

Date: 12/9/2020Project Name: 4WL0968A-WT-LELAND HILL WTProject No.: 4WL0968A Designed By: KM Checked By: MSC

Thickness of ice: 1.00 in.

Density of ice: 56 pcf

CMA‐BDHH/6521/E0‐6/RET/TB05 Antenna APXVAARR24_43‐U‐NA20 Antenna

Weight of ice based on total radial SF area: Weight of ice based on total radial SF area:

Height (in): 81.1 Height (in): 95.9

Width (in): 14.7 Width (in): 24.0

Depth (in): 5.2 Depth (in): 8.7

Total weight of ice on object: 137 lbs Total weight of ice on object: 259 lbs

Weight of object: 62.0 lbs Weight of object: 128.0 lbs

Combined weight of ice and object: 199 lbs Combined weight of ice and object: 387 lbs

2217 B2 RRH 2217 B66A RRH

Weight of ice based on total radial SF area: Weight of ice based on total radial SF area:

Height (in): 13.8 Height (in): 13.8

Width (in): 11.8 Width (in): 11.8

Depth (in): 5.0 Depth (in): 5.0

Total weight of ice on object: 19 lbs Total weight of ice on object: 19 lbs

Weight of object: 30.0 lbs Weight of object: 30.0 lbs

Combined weight of ice and object: 49 lbs Combined weight of ice and object: 49 lbs

4449 B71+B85 RRH

Weight of ice based on total radial SF area:

Height (in): 17.9

Width (in): 13.2 L 3x3 Angles

Depth (in): 9.5 Weight of ice based on total radial SF area:

Total weight of ice on object: 31 lbs Height (in): 3

Weight of object: 71.0 lbs Width (in): 3

Combined weight of ice and object: 102 lbs Per foot weight of ice on object: 6 plf

L 2‐1/2x2‐1/2 Angles

Weight of ice based on total radial SF area: 2‐1/2" pipe

Height (in): 2.5 Per foot weight of ice:

Width (in): 2.5 diameter (in): 2.88

Per foot weight of ice on object: 6 plf Per foot weight of ice on object: 5 plf

HSS 4x4

Weight of ice based on total radial SF area:

Height (in): 4

Width (in): 4

Per foot weight of ice on object: 8 plf

ICE WEIGHT CALCULATIONS

Antenna Mount Calculations (Existing Conditions)

Current Date: 12/9/2020 2:26 PMUnits system: EnglishFile name: W:\STRUCTURAL DEPARTMENT\ANALYSIS SOFTWARE\RAM Elements\RAM Projects\T-MOBILE\MA\4WL0968A\L600 2020\4WL0968A (Shroud) (FRP Vis




Current Date: 12/9/2020 4:10 PMUnits system: EnglishFile name: W:\STRUCTURAL DEPARTMENT\ANALYSIS SOFTWARE\RAM Elements\RAM Projects\T-MOBILE\MA\4WL0968A\L600 2020\4WL0968A (Shroud) (FRP Visual).retx

Load data__________________________________________________________________________________________________________________________GLOSSARY

Comb : Indicates if load condition is a load combination

Load Conditions__________________________________________________________________________________________________________________________

Condition Description Comb. Category

-------------------------------------------------------------------------------------------------------------------------------------------------------------------DL Dead Load No DLWL1 Wind Load Side 1 No WINDDI Ice Load No LL-------------------------------------------------------------------------------------------------------------------------------------------------------------------

Distributed force on members__________________________________________________________________________________________________________________________

Condition Member Dir1 Val1 Val2 Dist1 % Dist2 %[Kip/ft] [Kip/ft] [ft] [ft]

-----------------------------------------------------------------------------------------------------------------------------------------------WL1 135 z -0.132 0.00 0.00 No 0.00 No

148 z -0.132 0.00 0.00 No 0.00 No149 z -0.132 0.00 0.00 No 0.00 No150 z -0.132 0.00 0.00 No 0.00 No151 z -0.132 0.00 0.00 No 0.00 No152 z -0.132 0.00 0.00 No 0.00 No153 z -0.132 0.00 0.00 No 0.00 No154 z -0.132 0.00 0.00 No 0.00 No155 z -0.132 0.00 0.00 No 0.00 No156 z -0.132 0.00 0.00 No 0.00 No157 z -0.132 0.00 0.00 No 0.00 No158 z -0.132 0.00 0.00 No 0.00 No159 z -0.132 0.00 0.00 No 0.00 No172 z -0.132 0.00 0.00 No 0.00 No173 z -0.132 0.00 0.00 No 0.00 No174 z -0.132 0.00 0.00 No 0.00 No175 z -0.132 0.00 0.00 No 0.00 No176 z -0.132 0.00 0.00 No 0.00 No177 z -0.132 0.00 0.00 No 0.00 No178 z -0.132 0.00 0.00 No 0.00 No179 z -0.132 0.00 0.00 No 0.00 No180 z -0.132 0.00 0.00 No 0.00 No181 z -0.132 0.00 0.00 No 0.00 No182 z -0.132 0.00 0.00 No 0.00 No

DI 1 y -0.005 0.00 0.00 No 0.00 No

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2 y -0.005 0.00 0.00 No 0.00 No3 y -0.005 0.00 0.00 No 0.00 No4 y -0.005 0.00 0.00 No 0.00 No5 y -0.005 0.00 0.00 No 0.00 No6 y -0.005 0.00 0.00 No 0.00 No7 y -0.006 0.00 0.00 No 0.00 No8 y -0.006 0.00 0.00 No 0.00 No9 y -0.006 0.00 0.00 No 0.00 No10 y -0.006 0.00 0.00 No 0.00 No11 y -0.006 0.00 0.00 No 0.00 No12 y -0.006 0.00 0.00 No 0.00 No13 y -0.006 0.00 0.00 No 0.00 No14 y -0.006 0.00 0.00 No 0.00 No15 y -0.006 0.00 0.00 No 0.00 No16 y -0.006 0.00 0.00 No 0.00 No17 y -0.006 0.00 0.00 No 0.00 No18 y -0.006 0.00 0.00 No 0.00 No19 y -0.006 0.00 0.00 No 0.00 No20 y -0.006 0.00 0.00 No 0.00 No21 y -0.006 0.00 0.00 No 0.00 No22 y -0.006 0.00 0.00 No 0.00 No23 y -0.006 0.00 0.00 No 0.00 No24 y -0.006 0.00 0.00 No 0.00 No26 y -0.006 0.00 0.00 No 0.00 No27 y -0.006 0.00 0.00 No 0.00 No28 y -0.006 0.00 0.00 No 0.00 No29 y -0.006 0.00 0.00 No 0.00 No30 y -0.006 0.00 0.00 No 0.00 No31 y -0.006 0.00 0.00 No 0.00 No32 y -0.006 0.00 0.00 No 0.00 No33 y -0.006 0.00 0.00 No 0.00 No34 y -0.006 0.00 0.00 No 0.00 No35 y -0.006 0.00 0.00 No 0.00 No36 y -0.006 0.00 0.00 No 0.00 No37 y -0.006 0.00 0.00 No 0.00 No65 y -0.005 0.00 0.00 No 0.00 No66 y -0.005 0.00 0.00 No 0.00 No67 y -0.005 0.00 0.00 No 0.00 No68 y -0.005 0.00 0.00 No 0.00 No69 y -0.005 0.00 0.00 No 0.00 No70 y -0.005 0.00 0.00 No 0.00 No71 y -0.005 0.00 0.00 No 0.00 No72 y -0.005 0.00 0.00 No 0.00 No73 y -0.005 0.00 0.00 No 0.00 No74 y -0.008 0.00 0.00 No 0.00 No76 y -0.008 0.00 0.00 No 0.00 No78 y -0.008 0.00 0.00 No 0.00 No80 y -0.008 0.00 0.00 No 0.00 No82 y -0.008 0.00 0.00 No 0.00 No84 y -0.008 0.00 0.00 No 0.00 No85 y -0.008 0.00 0.00 No 0.00 No86 y -0.008 0.00 0.00 No 0.00 No87 y -0.008 0.00 0.00 No 0.00 No88 y -0.008 0.00 0.00 No 0.00 No89 y -0.008 0.00 0.00 No 0.00 No90 y -0.008 0.00 0.00 No 0.00 No

-----------------------------------------------------------------------------------------------------------------------------------------------

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Concentrated forces on members__________________________________________________________________________________________________________________________

Condition Member Dir1 Value1 Dist1 %[Kip] [ft]

---------------------------------------------------------------------------------------------------------DL 65 y -0.031 2.50 No

y -0.031 8.50 Noy -0.03 4.50 No

66 y -0.03 4.50 No67 y -0.064 2.50 No

y -0.064 9.50 Noy -0.071 4.50 No

68 y -0.031 2.50 Noy -0.031 8.50 Noy -0.03 4.50 No

69 y -0.03 4.50 No70 y -0.064 2.50 No

y -0.064 9.50 Noy -0.071 4.50 No

71 y -0.031 2.50 Noy -0.031 8.50 Noy -0.03 4.50 No

72 y -0.03 4.50 No73 y -0.064 2.50 No

y -0.064 9.50 Noy -0.071 4.50 No

DI 65 y -0.069 2.50 Noy -0.069 8.50 Noy -0.019 4.50 No

66 y -0.019 4.50 No67 y -0.13 2.50 No

y -0.13 9.50 Noy -0.031 4.50 No

68 y -0.069 2.50 Noy -0.069 8.50 Noy -0.019 4.50 No

69 y -0.019 4.50 No70 y -0.13 2.50 No

y -0.13 9.50 Noy -0.031 4.50 No

71 y -0.069 2.50 Noy -0.069 8.50 Noy -0.019 4.50 No

72 y -0.019 4.50 No73 y -0.13 2.50 No

y -0.13 9.50 Noy -0.031 4.50 No

---------------------------------------------------------------------------------------------------------

Self weight multipliers for load conditions__________________________________________________________________________________________________________________________

Page3

Self weight multiplier Condition Description Comb. MultX MultY MultZ

--------------------------------------------------------------------------------------------------------------------------------------------------------------------------DL Dead Load No 0.00 -1.00 0.00WL1 Wind Load Side 1 No 0.00 0.00 0.00DI Ice Load No 0.00 0.00 0.00--------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Earthquake (Dynamic analysis only)__________________________________________________________________________________________________________________________

Condition a/g Ang. Damp.[Deg] [%]

---------------------------------------------------------------------------DL 0.00 0.00 0.00WL1 0.00 0.00 0.00DI 0.00 0.00 0.00---------------------------------------------------------------------------

Page4


Steel Code Check__________________________________________________________________________________________________________________________Report: Summary - Group by member

Load conditions to be included in design :LC1=1.4DLLC2=1.2DL+1.6DILC3=1.2DL+WL1LC4=1.2DLLC5=1.2DLLC6=1.2DLLC7=1.2DL+WL1+DILC8=1.2DLLC9=1.2DLLC10=1.2DLLC11=1.2DL+DILC12=0.9DL+WL1LC13=0.9DLLC14=0.9DLLC15=0.9DLLC16=0.9DL

-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------Description Section Member Ctrl Eq. Ratio Status Reference-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

HSS_SQR 4X4X1_4 74 LC12 at 0.00% 0.06 OK Eq. H1-1b76 LC3 at 0.00% 0.01 OK Sec. G178 LC3 at 0.00% 0.07 OK Eq. H1-1b80 LC3 at 0.00% 0.06 OK Eq. H1-1b82 LC2 at 0.00% 0.01 OK Eq. H3-184 LC12 at 0.00% 0.06 OK Eq. H1-1b85 LC7 at 25.00% 0.12 OK Eq. H3-186 LC7 at 25.00% 0.14 OK Eq. H3-187 LC12 at 25.00% 0.18 OK Eq. H3-188 LC7 at 25.00% 0.06 OK Eq. H3-189 LC12 at 25.00% 0.08 OK Eq. H3-190 LC12 at 25.00% 0.18 OK Eq. H3-1

-----------------------------------------------------------------------------------------------L 2-1_2X2-1_2X1_4 26 LC2 at 100.00% 0.08 OK Eq. H2-1

27 LC7 at 100.00% 0.08 OK Eq. H2-128 LC2 at 50.00% 0.12 OK Eq. H2-129 LC7 at 100.00% 0.16 OK Eq. H2-130 LC2 at 100.00% 0.10 OK Eq. H2-131 LC7 at 100.00% 0.08 OK Eq. H2-132 LC2 at 0.00% 0.07 OK Eq. H2-133 LC7 at 0.00% 0.09 OK Eq. H2-134 LC2 at 50.00% 0.12 OK Eq. H2-135 LC12 at 0.00% 0.11 OK Eq. H2-136 LC7 at 100.00% 0.11 OK Eq. H2-137 LC7 at 0.00% 0.10 OK Eq. H2-1

-----------------------------------------------------------------------------------------------L 3X3X1_2 7 LC2 at 100.00% 0.12 OK Eq. H2-1

8 LC7 at 0.00% 0.16 OK Eq. H2-19 LC7 at 0.00% 0.18 OK Sec. F110 LC7 at 0.00% 0.08 OK Eq. H2-111 LC7 at 100.00% 0.25 OK Sec. F112 LC7 at 100.00% 0.15 OK Eq. H2-1

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13 LC7 at 100.00% 0.12 OK Sec. F114 LC7 at 100.00% 0.16 OK Eq. H2-115 LC7 at 100.00% 0.06 OK Sec. F116 LC7 at 0.00% 0.17 OK Eq. H2-117 LC2 at 100.00% 0.12 OK Eq. H2-118 LC7 at 0.00% 0.11 OK Eq. H2-119 LC2 at 50.00% 0.06 OK Eq. H2-120 LC2 at 100.00% 0.13 OK Eq. H2-121 LC7 at 0.00% 0.06 OK Sec. F122 LC2 at 81.25% 0.10 OK Eq. H2-123 LC7 at 0.00% 0.18 OK Eq. H2-124 LC7 at 0.00% 0.11 OK Eq. H2-1

-----------------------------------------------------------------------------------------------PIPE 2-1_2x0.203 1 LC7 at 90.63% 0.69 With warnings Eq. H1-1b

2 LC12 at 90.63% 0.75 With warnings Eq. H1-1b3 LC7 at 90.63% 0.89 With warnings Eq. H1-1a4 LC7 at 90.63% 0.68 With warnings Eq. H1-1a5 LC7 at 90.63% 0.81 With warnings Eq. H1-1a6 LC7 at 90.63% 0.78 With warnings Eq. H1-1a65 LC2 at 79.69% 0.06 OK Eq. H1-1b66 LC7 at 43.75% 0.01 OK Eq. H1-1b67 LC2 at 79.69% 0.07 OK Eq. H1-1b68 LC2 at 79.69% 0.06 OK Eq. H1-1b69 LC7 at 3.13% 0.01 OK Eq. H1-1b70 LC2 at 79.69% 0.07 OK Eq. H1-1b71 LC2 at 79.69% 0.06 OK Eq. H1-1b72 LC7 at 45.31% 0.02 OK Eq. H1-1b73 LC2 at 79.69% 0.08 OK Eq. H1-1b

-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

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Analysis result

Reactions__________________________________________________________________________________________________________________________

Direction of positive forces and moments

Forces [Kip] Moments [Kip*ft] Node FX FY FZ MX MY MZ--------------------------------------------------------------------------------------------------------------------------------------------------------------------------Condition LC1=1.4DL1 -0.01420 1.22903 0.03573 0.00000 0.00000 0.000002 -0.03500 1.15059 -0.00371 0.00000 0.00000 0.000003 -0.02125 1.22552 -0.03181 0.00000 0.00000 0.000004 0.01187 1.14511 0.03849 0.00000 0.00000 0.000005 0.03809 1.23444 -0.00601 0.00000 0.00000 0.000006 0.02050 1.15007 -0.03269 0.00000 0.00000 0.00000--------------------------------------------------------------------------------------------------------------------------------------------------------------------------SUM 0.00000 7.13476 0.00000 0.00000 0.00000 0.00000

Condition LC2=1.2DL+1.6DI1 -0.01023 1.81099 0.03790 0.00000 0.00000 0.000002 -0.03219 1.62984 -0.00648 0.00000 0.00000 0.000003 -0.02289 1.80235 -0.03122 0.00000 0.00000 0.000004 0.00660 1.61770 0.04259 0.00000 0.00000 0.000005 0.03724 1.81744 -0.00992 0.00000 0.00000 0.000006 0.02147 1.62759 -0.03288 0.00000 0.00000 0.00000--------------------------------------------------------------------------------------------------------------------------------------------------------------------------SUM 0.00000 10.30591 0.00000 0.00000 0.00000 0.00000

Condition LC3=1.2DL+WL11 0.44253 -0.35377 0.64150 0.00000 0.00000 0.000002 0.10312 0.92000 0.89949 0.00000 0.00000 0.000003 -0.27843 2.50163 0.28074 0.00000 0.00000 0.000004 -0.49302 -0.50999 0.69395 0.00000 0.00000 0.000005 -0.14271 1.20499 0.95610 0.00000 0.00000 0.000006 0.15472 2.35265 0.24190 0.00000 0.00000 0.00000--------------------------------------------------------------------------------------------------------------------------------------------------------------------------SUM -0.21379 6.11551 3.71367 0.00000 0.00000 0.00000

Condition LC4=1.2DL1 -0.01217 1.05345 0.03062 0.00000 0.00000 0.000002 -0.03000 0.98622 -0.00318 0.00000 0.00000 0.000003 -0.01822 1.05045 -0.02727 0.00000 0.00000 0.000004 0.01018 0.98152 0.03299 0.00000 0.00000 0.000005 0.03265 1.05809 -0.00515 0.00000 0.00000 0.000006 0.01757 0.98578 -0.02802 0.00000 0.00000 0.00000--------------------------------------------------------------------------------------------------------------------------------------------------------------------------

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SUM 0.00000 6.11551 0.00000 0.00000 0.00000 0.00000

Condition LC5=1.2DL1 -0.01217 1.05345 0.03062 0.00000 0.00000 0.000002 -0.03000 0.98622 -0.00318 0.00000 0.00000 0.000003 -0.01822 1.05045 -0.02727 0.00000 0.00000 0.000004 0.01018 0.98152 0.03299 0.00000 0.00000 0.000005 0.03265 1.05809 -0.00515 0.00000 0.00000 0.000006 0.01757 0.98578 -0.02802 0.00000 0.00000 0.00000--------------------------------------------------------------------------------------------------------------------------------------------------------------------------SUM 0.00000 6.11551 0.00000 0.00000 0.00000 0.00000


Condition LC7=1.2DL+WL1+DI1 0.44374 0.11969 0.64604 0.00000 0.00000 0.000002 0.10175 1.32227 0.89742 0.00000 0.00000 0.000003 -0.28135 2.97157 0.27827 0.00000 0.00000 0.000004 -0.49525 -0.11238 0.69995 0.00000 0.00000 0.000005 -0.13983 1.67959 0.95312 0.00000 0.00000 0.000006 0.15716 2.75378 0.23886 0.00000 0.00000 0.00000--------------------------------------------------------------------------------------------------------------------------------------------------------------------------SUM -0.21379 8.73451 3.71367 0.00000 0.00000 0.00000



Condition LC10=1.2DL1 -0.01217 1.05345 0.03062 0.00000 0.00000 0.000002 -0.03000 0.98622 -0.00318 0.00000 0.00000 0.000003 -0.01822 1.05045 -0.02727 0.00000 0.00000 0.000004 0.01018 0.98152 0.03299 0.00000 0.00000 0.000005 0.03265 1.05809 -0.00515 0.00000 0.00000 0.000006 0.01757 0.98578 -0.02802 0.00000 0.00000 0.00000--------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Page2

SUM 0.00000 6.11551 0.00000 0.00000 0.00000 0.00000

Condition LC11=1.2DL+DI1 -0.01096 1.52691 0.03517 0.00000 0.00000 0.000002 -0.03137 1.38848 -0.00524 0.00000 0.00000 0.000003 -0.02114 1.52039 -0.02973 0.00000 0.00000 0.000004 0.00794 1.37913 0.03899 0.00000 0.00000 0.000005 0.03552 1.53268 -0.00813 0.00000 0.00000 0.000006 0.02001 1.38691 -0.03106 0.00000 0.00000 0.00000--------------------------------------------------------------------------------------------------------------------------------------------------------------------------SUM 0.00000 8.73451 0.00000 0.00000 0.00000 0.00000

Condition LC12=0.9DL+WL11 0.44557 -0.61714 0.63384 0.00000 0.00000 0.000002 0.11062 0.67345 0.90028 0.00000 0.00000 0.000003 -0.27388 2.23902 0.28755 0.00000 0.00000 0.000004 -0.49556 -0.75537 0.68570 0.00000 0.00000 0.000005 -0.15087 0.94047 0.95739 0.00000 0.00000 0.000006 0.15032 2.10620 0.24890 0.00000 0.00000 0.00000--------------------------------------------------------------------------------------------------------------------------------------------------------------------------SUM -0.21379 4.58663 3.71367 0.00000 0.00000 0.00000




Condition LC16=0.9DL1 -0.00913 0.79009 0.02297 0.00000 0.00000 0.000002 -0.02250 0.73966 -0.00238 0.00000 0.00000 0.000003 -0.01366 0.78784 -0.02045 0.00000 0.00000 0.000004 0.00763 0.73614 0.02474 0.00000 0.00000 0.000005 0.02448 0.79357 -0.00386 0.00000 0.00000 0.000006 0.01318 0.73933 -0.02102 0.00000 0.00000 0.00000--------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Page3

SUM 0.00000 4.58663 0.00000 0.00000 0.00000 0.00000

Envelope for nodal reactions__________________________________________________________________________________________________________________________Note.- lc is the controlling load condition

Direction of positive forces and moments

Envelope of nodal reactions for :LC1=1.4DLLC2=1.2DL+1.6DILC3=1.2DL+WL1LC4=1.2DLLC5=1.2DLLC6=1.2DLLC7=1.2DL+WL1+DILC8=1.2DLLC9=1.2DLLC10=1.2DLLC11=1.2DL+DILC12=0.9DL+WL1LC13=0.9DLLC14=0.9DLLC15=0.9DLLC16=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]---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------1 Max 0.446 LC12 1.811 LC2 0.646 LC7 0.00000 LC1 0.00000 LC1 0.00000 LC1

Min -0.014 LC1 -0.617 LC12 0.023 LC13 0.00000 LC1 0.00000 LC1 0.00000 LC1---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------2 Max 0.111 LC12 1.630 LC2 0.900 LC12 0.00000 LC1 0.00000 LC1 0.00000 LC1

Min -0.035 LC1 0.673 LC12 -0.006 LC2 0.00000 LC1 0.00000 LC1 0.00000 LC1---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------3 Max -0.014 LC13 2.972 LC7 0.288 LC12 0.00000 LC1 0.00000 LC1 0.00000 LC1

Min -0.281 LC7 0.788 LC13 -0.032 LC1 0.00000 LC1 0.00000 LC1 0.00000 LC1---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------4 Max 0.012 LC1 1.618 LC2 0.700 LC7 0.00000 LC1 0.00000 LC1 0.00000 LC1

Min -0.496 LC12 -0.755 LC12 0.025 LC13 0.00000 LC1 0.00000 LC1 0.00000 LC1---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------5 Max 0.038 LC1 1.817 LC2 0.957 LC12 0.00000 LC1 0.00000 LC1 0.00000 LC1

Min -0.151 LC12 0.794 LC13 -0.010 LC2 0.00000 LC1 0.00000 LC1 0.00000 LC1---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------6 Max 0.157 LC7 2.754 LC7 0.249 LC12 0.00000 LC1 0.00000 LC1 0.00000 LC1

Min 0.013 LC13 0.739 LC13 -0.033 LC2 0.00000 LC1 0.00000 LC1 0.00000 LC1---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Page4

Date: 12/9/2020Project Name: 4WL0968AProject No.: 4WL0968A Designed By: KM Checked By: MSC

CHECK STUD WELD CAPACITY → WORST CASE

Reference: Cox Industries

Stud Material = Low Carbon Copper Flashed Steel

Stud Weld Size = 3/8 ‐ 18

Ultimate Tensile Load = 4300 lbs.

Maximum Shear Load = 3250 lbs.

Safety Factor = 4

Allowable Tensile Load =

FTall = 1075 lbs.

Allowable Shear Load =

FVall= 812.5 lbs.

TENSILE FORCES

Reaction F = 755 lbs. (See Bentley Results)

SHEAR FORCES

Reactions in X direction: 496 lbs. (See Bentley Results)

Reactions in Z direction: 700 lbs. (See Bentley Results)

Resultant: 858 lbs.

No. of Supports = 1

No. of Studs / Support = 6 Min.

Tension Design Load / Stud =

ft= 125.83 lbs. < 1075 lbs. Therefore, OK !

Shear Design Load / Stud=

fv= 142.99 lbs. < 812.5 lbs. Therefore, OK !

CHECK COMBINED TENSION AND SHEAR

ft / FT + fv / FV ≤ 1.0

0.117 + 0.176 = 0.293 < 1.0 Therefore, OK !

Testing Torque Max. Fastening Torque

6.0 ft. lbs11.9 ft. lbs

Date: 12/9/2020Project Name: 4WL0968AProject No.: 4WL0968A Designed By: KM Checked By: MSC

CHECK BENDING ON THE WATER TANK:

*Water tank plans were not available. HDG's conducted a ground audit

of the existing T‐Mobile antenna mounts on October 29, 2020.

Lid Thickness, tl 0.253 in.

Assumed Effective Width, b 24 in.

Span, L 15 in.

Vertical Reaction, P 2972 lbs. (See Bentley Results)

Mu = PL/4

= 11145.00 lb‐in

S = (b x tl2)/6

= 0.256 in3

Z = (b x tl2)/4

= 0.384 in3

MnZ = 0.9 x 36000 psi x Z

= 12443.35 lb‐in

MnS = 36000 psi x 1.6 x S

= 13272.91 lb‐in

MnZ > Mmax

12443.35 lb‐in > 11145.00 lb‐in OK !

Conclusion

The water tank lid is capable of supporting the proposed loads.

Reference Documents

T-MOBILENORTHEAST LLC

S-2

STRUCTURAL PLAN

PARTIAL FRP ENCLOSURE ELEVATION

STRUCTURAL NOTES:

PARTIAL FRP ENCLOSURE ELEVATION

CONNECTION DETAIL


S-3CONNECTION DETAIL

CONNECTION DETAIL

FRP ENCLOSURE SECTION

CONNECTION DETAIL

CONNECTION DETAIL

CONNECTION DETAIL


15 COMMERCE WAY, SUITE BNORTON, MA 02766

OFFICE: (508) 286-2700FAX: (508) 286-2893

45 BEECHWOOD DRIVE TEL: (978) 557-5553N. ANDOVER, MA 01845 FAX: (978) 336-5586

’

TRANSCEND WIRELESS 10 INDUSTRIAL AVEMAHWAH, NJ 07430

TEL: (201) 684-0055FAX:(201) 684-0066

T-1

SHEETNO.

DESCRIPTION REV.

LOCATION SPECIAL RESTRICTIONS

PROJECTSITE

SITE NAME: 4WL0968A - WT- LELAND HILL WT29 LELAND HILL ROADGRAFTON, MA 01560

WORCESTER COUNTY

SITE NUMBER: 4WL0968A

RF DESIGN GUIDELINE: 67D07C 6102 MUAC

72 HOURS

UNDERGROUND SERVICE ALERT

Mike

Approved



OFFICE: (508) 286-2700FAX: (508) 286-2893


’


TEL: (201) 684-0055FAX:(201) 684-0066

GN-1

GROUNDING NOTES GENERAL NOTES



OFFICE: (508) 286-2700FAX: (508) 286-2893


’


TEL: (201) 684-0055FAX:(201) 684-0066

A-1

STRUCTURAL NOTES: NOTE:

COMPOUND PLAN

EXISTING EQUIPMENT PLAN

PROPOSED EQUIPMENT PLAN



OFFICE: (508) 286-2700FAX: (508) 286-2893


’


TEL: (201) 684-0055FAX:(201) 684-0066

A-2

EXISTING ANTENNA PLAN

PROPOSED ANTENNA PLAN

STRUCTURAL NOTES:

NOTE:

ELEVATION



OFFICE: (508) 286-2700FAX: (508) 286-2893


’


TEL: (201) 684-0055FAX:(201) 684-0066

A-3RADIO DETAILL600+L700 ANTENNA DETAIL



OFFICE: (508) 286-2700FAX: (508) 286-2893


’


TEL: (201) 684-0055FAX:(201) 684-0066

A-4

STRUCTURAL NOTES: NOTE:

PROPOSED L600+L700

ANTENNA & RADIO MOUNTING DETAIL

EXISTING L21+U21 ANTENNA

& RADIO MOUNTING DETAIL

T-MOBILE ELEVATION PHOTO DETAIL



OFFICE: (508) 286-2700FAX: (508) 286-2893


’


TEL: (201) 684-0055FAX:(201) 684-0066

SN-1

STRUCTURAL NOTES:

NOTES:

MASSACHUSETTS AMENDMENTS TO THE IBC(REFERENCE 780 CMR):

’

SPECIAL INSPECTION CHECKLISTBEFORE CONSTRUCTION

ENGINEER OF RECORD APPROVEDSHOP DRAWINGS 1

MATERIAL SPECIFICATIONS REPORT 2

PACKING SLIPS 3

DURING CONSTRUCTION

REQUIRED STEEL INSPECTIONS

4

5

AFTER CONSTRUCTION

REQUIRED MODIFICATION INSPECTOR REDLINEOR RECORD DRAWINGS 6

REQUIRED PHOTOGRAPHS

REQUIRED INSPECTIONS AND SITE REVIEW DOCUMENT AS ACONDITION OF THE BUILDING PERMIT THE FOLLOWING

INSPECTIONS AND SITE REVIEWS IDENTIFIED BY THE BUILDINGOFFICIAL ARE REQUIRED FOR WORK PER THE

9TH EDITION OF THE MASSACHUSETTS STATE BUILDING CODE,780 CMR, SECTION 110 AND CHAPTER 17

REQUIRED SITE REVIEW AND DOCUMENTATION FOR PORTIONS OR PHASESCONSTRUCTION 1,6,7

SITE REVIEW AND DOCUMENTATION X SITE REVIEW ANDDOCUMENTATION X

STRUCTURAL FRAME -WALL/FLOOR/ROOF X

SPECIAL INSPECTIONS (SECTION1704): X

SPECIAL INSPECTIONS (REFERENCE IBC CHAPTER 17):

NOTES:



OFFICE: (508) 286-2700FAX: (508) 286-2893


’


TEL: (201) 684-0055FAX:(201) 684-0066

E-1

ONE LINE POWER DIAGRAM

ELECTRICAL & GROUNDING NOTES

ELECTRICAL LEGEND

TYPICAL GROUND BAR

CONNECTION DETAIL

GROUNDING RISER DIAGRAM