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150 Main BP-19-742 complete\\CAPECOD\Projects\50002925\50095077-Lancaster South\Adm\Reports\FCCA\draft\Lancaster South MA_Final.docx September 3, 2019 Building Department Puchalski Municipal Building 212 Main Street Northampton, MA 01060 Re: Engineer Final Affidavit Northampton 4 MA 150 Main Street Northampton, MA 01060 To Whom It May Concern: In accordance with the requirements of 780 CMR, Section 107 of the 9th Edition of the Massachusetts State Building Code, Dewberry Engineers Inc. (Dewberry) inspected the construction at the above location based on Rev-2 Construction Drawings dated December 3, 2018 & Mount Analysis by Dewberry dated October 3, 2018. Please find the attached filed reports for this project: Final Construction Control Document Field Report Rev-2 ANTMO Drawings, dated 12/03/18 Mount Analysis, dated 10/03/18 Based on visual observations, it appears that the project is completed and was constructed in general conformance with the applicable plans and specifications. If you have any questions, please do not hesitate to contact Dewberry. Sincerely, Dewberry Engineers Inc. Benjamin B. Revette, P.E. Senior Associate Final Construction Control Document To be submitted at completion of construction by a Registered Design Professional for work per the 9th edition of the Massachusetts State Building Code, 780 CMR, Section 107 Project Title: ________________________________________ Date: ___________ Permit No._______________ Property Address: _________________________________________________________________________________ Project: Check one or both as applicable:  New construction  Existing Construction Project description: _________________________________________________________________________________ _________________________________________________________________________________________________ _________________________________________________________________________________________________ _________________________________________________________________________________________________ _________________________________________________________________________________________________ _________________________________________________________________________________________________ I ______________________________ MA Registration Number: _____________ Expiration date: _____________, am a registered design professional, and I have prepared or directly supervised the preparation of all design plans, computations and specifications concerning: [ ] Architectural [ ] Structural [ ] Mechanical [ ] Fire Protection [ ] Electrical [ ] Other: ___________________________________ for the above named project. I, or my designee, have performed the necessary professional services and was present at the construction site on a regular and periodic basis. To the best of my knowledge, information, and belief the work proceeded in accordance with the requirements of 780 CMR and the design documents approved as part of the building permit and that I or my designee: 1. Have reviewed, for conformance to this code and the design concept, shop drawings, samples and other submittals by the contractor in accordance with the requirements of the construction documents. 2. Have performed the duties for registered design professionals in 780 CMR Chapter 17, as applicable. 3. Have been present at intervals appropriate to the stage of construction to become generally familiar with the progress and quality of the work and to determine if the work was performed in a manner consistent with the construction documents and this code. Nothing in this document relieves the contractor of its responsibility regarding the provisions of 780 CMR 107. Enter in the space to the right a “wet” or electronic signature and seal: Phone number: _____________________________ Email: _______________________________________ Building Official Use Only Building Official Name: ________________________________________ Permit No.: __________________ Date: ____________________ Northampton 4 MA 09/03/19 149 Winsor Road, Lancaster MA Benjamin B. Revette 49220 06/30/2020 X As specified above 617-531-0800 brevette@dewberry.com Swap (3) existing antennas with (3) new antennas, swap (3) existing remote radio heads (RRHs) with (3) new RRHs behind the proposed, and installing additional cabling x BP-2019-0742 Page 1 of 3 \\CAPECOD\Projects\50002925\50085212-Northampton 4 MA\Adm\Reports\FCCA\draft\Field Report.docx Controlled Construction Affidavit Field Report #1 Attn: Building Department Puchalski Municipal Building 212 Main Street Northampton, MA 01060 Site Name:Northampton 4 MA Site Address:150 Main Street Northampton, MA 01060 Dewberry Engineers Inc. (Dewberry) performed a construction inspection for the wireless telecommunications facility at the aforementioned location. The inspection was performed based on Rev-2 Construction Drawings dated December 3, 2018 & Mount Analysis by Dewberry dated October 3, 2018. The following are on-site photos from the inspection: Figure #1 – View of installed alpha sector antenna & RRH. Figure #2 – View of installed beta sector antenna & RRH. Figure #3 – View of installed gamma sector antenna & RRH. Figure #4 – View of installed base plate. All notes and items in this field report are a record of observations provided by the site visit. Please notify Dewberry Engineers Inc. in writing of any discrepancies, errors or misinterpretations. Please find attached to this report, the figures and photos of construction and items observed. Prepared By: __Chris Hardie Christopher Hardie Engineer Arrival Date: Arrived Time: 08/21/19 2:30 PM Outdoor Temperature: Outdoor Conditions: 75◦ Cloudy Page 2 of 3 \\CAPECOD\Projects\50002925\50085212-Northampton 4 MA\Adm\Reports\FCCA\draft\Field Report.docx Figure #1 – View of installed alpha sector antenna & RRH. Figure #2 – View of installed beta sector antenna & RRH. Page 3 of 3 \\CAPECOD\Projects\50002925\50085212-Northampton 4 MA\Adm\Reports\FCCA\draft\Field Report.docx Figure #3 – View of installed gamma sector antenna & RRH. Figure #4 – View of installed base plate. Dewberry Engineers Inc.600 PARSIPPANY ROADSUITE 301PARSIPPANY, NJ 07054PHONE: 973.739.9400FAX: 973.739.9710NORTHAMPTON 4 MACELLCOPARTNERSHIPWIRELESSd/b/a20 ALEXANDER DRIVEWALLINGFORD, CT 06492ROOF PLAN Dewberry Engineers Inc.600 PARSIPPANY ROADSUITE 301PARSIPPANY, NJ 07054PHONE: 973.739.9400FAX: 973.739.9710NORTHAMPTON 4 MACELLCOPARTNERSHIPWIRELESSd/b/a20 ALEXANDER DRIVEWALLINGFORD, CT 06492SITE PLAN Dewberry Engineers Inc.600 PARSIPPANY ROADSUITE 301PARSIPPANY, NJ 07054PHONE: 973.739.9400FAX: 973.739.9710NORTHAMPTON 4 MACELLCOPARTNERSHIPWIRELESSd/b/a20 ALEXANDER DRIVEWALLINGFORD, CT 06492EXISTING ANTENNA PLAN(ALPHA)PROPOSED ANTENNA PLAN(ALPHA) Dewberry Engineers Inc.600 PARSIPPANY ROADSUITE 301PARSIPPANY, NJ 07054PHONE: 973.739.9400FAX: 973.739.9710NORTHAMPTON 4 MACELLCOPARTNERSHIPWIRELESSd/b/a20 ALEXANDER DRIVEWALLINGFORD, CT 06492EXISTING ANTENNA PLAN(BETA)PROPOSED ANTENNA PLAN(BETA)EXISTING ANTENNA PLAN(GAMMA)PROPOSED ANTENNA PLAN(GAMMA) Dewberry Engineers Inc.600 PARSIPPANY ROADSUITE 301PARSIPPANY, NJ 07054PHONE: 973.739.9400FAX: 973.739.9710NORTHAMPTON 4 MACELLCOPARTNERSHIPWIRELESSd/b/a20 ALEXANDER DRIVEWALLINGFORD, CT 06492EQUIPMENT SHELTER PLANBASE PLATE DETAILANTENNA MAST SECTION Dewberry Engineers Inc.600 PARSIPPANY ROADSUITE 301PARSIPPANY, NJ 07054PHONE: 973.739.9400FAX: 973.739.9710NORTHAMPTON 4 MACELLCOPARTNERSHIPWIRELESSd/b/a20 ALEXANDER DRIVEWALLINGFORD, CT 06492BILL OF MATERIALSSITE NAME: NORTHAMPTON 4 MALEGENDPLUMBING DIAGRAM Dewberry Engineers Inc.600 PARSIPPANY ROADSUITE 301PARSIPPANY, NJ 07054PHONE: 973.739.9400FAX: 973.739.9710NORTHAMPTON 4 MACELLCOPARTNERSHIPWIRELESSd/b/a20 ALEXANDER DRIVEWALLINGFORD, CT 06492TYPICAL ANTENNA/RRHGROUNDING DETAILHYBRID FLEX GROUNDING DETAILTYPICAL GROUND BARMECHANICAL CONNECTION DETAILANTENNA MOUNTGROUNDING DETAILCONNECTION TO EQUIPMENT DETAILGENERAL NOTES: \\Capecod\Projects\50002925\50085212-Northampton 4 MA\Tech\850 Upgrade\Report\50085212 - Northampton 4 MA Letter - 10.5.18.docx October 5, 2018 Verizon Wireless 99 East River Drive East Hartford, CT 06108 Re: Northampton 4 MA 150 Main Street Northampton, MA 01060 To Whom It May Concern, Verizon Wireless has proposed to replace three (3) existing antennas and three (3) existing RRHs with three (3) proposed antennas and three (3) proposed RRHs on an existing rooftop at the above referenced site. The proposed antennas will utilize existing cantilevered antenna mounting pipes that are connected to steel dunnage. The RRHs will be mounted to the existing cantilevered antenna mounting pipes, behind the proposed antennas. Dewberry Engineers Inc. (Dewberry) has reviewed the antenna design sheets (dated 08/22/18) from Verizon Wireless and has determined the existing antenna mounts have adequate capacity to support the proposed antennas and RRHs. Please refer to the Structure Assessment Letter by Dewberry dated October 5, 2018 for the assessment of the existing buidling. Our assessment is based on the assumption that the existing building is in good condition and the original design and construction was performed in accordance with all applicable state and local building codes. If during construction any damage or deterioration is noticed, Dewberry is to be notified to assess any deviation from the assumed condition. The reconfiguration or addition of any equipment no accounted for in this analysis will void any conclusions expressed herein and will require additional analysis and design. If you have any questions, please do not hesitate to call me at 617-531-0810. Sincerely, Dewberry Engineers Inc. Sahnoune Abed, P.E. Project Engineer Dewberry Engineers Structural Calculation Summary Sheet Job No: 50002925/50085212 By: JSD Date: 09/27/18 Job Name: North Hampton 4 MA Chkd: SA Date: 09/28/18 Location: 150 Main Street, Northampton, MA 01060 Client: Verizon Wireless Site Inspection/Photos provided by: Chris Hardie Brief Description: 1. Proposed replacement of three (3) existing antennas with three (3) proposed antennas, one (1) per sector, on existing cantilevered mounting pipes. 2. Proposed replacement of three (3) existing RRHs with three (3) proposed RRHs, one (1) per sector, on existing cantilevered mounting pipes. 3. Cantilevered mounting pipes are mounted on steel dunnage spanning across the building. 4. Existing structure is a 64’-7” tall building with an approximate antenna centerline of 70’-0”. Basic Criteria: 1. IBC 2015 2. 780 CMR MA Amendments to IBC 15 3. ASCE 7-10 4. TIA-222-G-4 5. AISC 15th Ed. Design/Analysis Summary: 1. The existing structural elements do have sufficient capacity to support the proposed installation. 2. Analysis assumes all antennas and RRHs are mounted in accordance with associated ANTMO drawings by Dewberry. 3. The reconfiguration or addition of any new equipment not accounted for in this analysis will require further analysis and design. 4. Design and analysis based on dead load, live load, snow load, and design checks for normal bending and shear stresses. Job Number 50085212 Made by:JSD Date:09/27/18 Checked by:SA North Hampton 4 MA - Wind load Date:09/28/18 \\Capecod\Projects\50002925\50085212-Northampton 4 MA\Tech\850 Upgrade\50085212 mount pipe check.xlsx Wind Loading per TIA/222-G Standard Item Value Vult =117 Vmax =90.63 Vi =40.00 Kd =0.95 Wind Direction Probability Factor I =1.00 Importance Factor z = h =70.00 ft. (A.G.L.) Exp. Cat. C Exposure Category zg =900.00 Exposure Category Coeff. a =9.50 Exposure Category Coeff. Kz (min) =0.85 Exposure Category Coeff. Ke =1.00 Exposure Category Coeff. Kt =N/A Topo. Cat. Coeff. Kz =1.17 = 2.01(z/zg)(2/a) Topo. Cat.1.00 Topographic Category (1-5) e =2.72 Natural Logarithmic base f =N/A Height Attenuation Factor H =N/A Kh =N/A e((f*z)/H) Kzt =1.00 = [1+((Ke*Kt)/Kh)]2 Gh =1.35 ti =1.00 Compare Existing and Proposed Antennas: Existing Antennas Front Area W D H (si) 13.90 11.30 51.90 721.4 11.90 7.10 72.50 862.8 11.90 7.10 96.60 1149.54 Controlls Proposed Antennas Front Area W D H (si) 19.60 7.80 96.00 1881.6 Controlling proposed antenna front wind area is greater than controlling existing antenna front wind area Need to check existing antenna mounting pipe with proposed antenna loading Design Ice Thickness Annex B Table 2-5, "N/A" if Topo. Cat. = 1 ft. Height of crest above surrounding terrain Sect. 2.6.6.4 Sect. 2.6.6.4 Gust Effect Factor Sect. 2.6.7 Table 2-2 Table 2-3 Max. Center of Alpha Sector Antenna Sect. 2.6.5.1 Table 2-4 Table 2-4 Table 2-4 Table 2-4 Table 2-5, "N/A" if Topo. Cat. = 1 Sect. 2.6.5.2 Sect. 2.6.6.2 Hampshire County, MA (with ice)Annex B General Information from TIA-222-G-1-2007 Description Reference (√0.6) * V Except. #5, Sect. 1609.3.1, Eqn. 16-33, IBC 15 780 CMR 9th Edition Mass. Bldg. CodeHampshire County, MA (without ice) Description Dimensions (in.) Pr. NNHH-65C-R4 Description Dimensions (in.) Ex. SWCP 2x5514 Ex. SBNHH-1D65B Ex. SBNHH-1D65C Job Number 50085212 Made by:JSD Date:09/27/18 Checked by:SA North Hampton 4 MA - Wind Load (cont'd)Date: 09/28/18 \\Capecod\Projects\50002925\50085212-Northampton 4 MA\Tech\850 Upgrade\50085212 mount pipe check.xlsx Wind Loading per TIA/222-G Standard (cont'd) Design Wind Forces: Section 2.6.9.6 qz =0.00256(Kz)(Kzt)(Kd)(V2)(I) where: Kz =1.17 Kd =0.90 Vmax =90.63 mph Kzt =1.00 I = 1.00 Vi =40.00 mph qz =22.22 psf (velocity pressure without ice) qz =4.33 psf (velocity pressure with ice) Section 2.6.9.2 Fa=qz*Gh*(EPA)a (see calculation table on next page) F = Horiz. wind force on the appurtenance in the direction of the wind qz = Velocity pressure from Section 2.6.9.6 (EPA)a = effective projected area of the appurtenance -Wind load on Equipment: (EPA)a = (EPA)n (Conservative) = ∑(CaAa)n (Front) (EPA)a = (EPA)t (Conservative) = ∑(CaAa)t (Side) Design Ice Load: Section 2.6.8 ti =1.00 (design ice thickness)Kiz =(z/33)0.10 ≤ 1.4 (height escalation factor) I = 1.00 (importance factor)= 1.08 z = 70.00 (design height)tiz =2 * ti * I * Kiz * (Kzt)0.35 (factored ice thickness) Kzt =1.00 (topographic factor)= 2.16 Fi = H* [π * tiz * (Dc + tiz)] * 56 lb/ft³ where D c = largest out to out dimension of member (see calculation table on next page) Wind Loading per TIA/222-G Standard (cont'd) Element Definition: Weight W D H (lb) 13.90 11.30 51.90 50.0 11.90 7.10 72.00 40.6 19.60 7.80 96.00 99.2 15.00 8.10 15.00 82 12.00 7.20 21.20 52.9 11.80 7.20 25.80 56.9 15.70 10.30 19.00 32 3.50 3.50 96.00 60.64 Dimensions (in.) Ex. SWCP 2x5514 Pr. NNHH-65C-R4 Description Ex. 3-1/2" Sch. 40 pipe (8' long) Pr. B5/B13 RRH Ex. RRH4x30-B25 Ex. RRH4x45-B66A Ex. Raycap 6C OVP Ex. SBNHH-1D65B Job Number 50085212 Made by:JSD Date:09/27/18 Checked by:SA North Hampton 4 MA - Wind Load (cont'd)Date: 09/28/18 \\Capecod\Projects\50002925\50085212-Northampton 4 MA\Tech\850 Upgrade\50085212 mount pipe check.xlsx Wind Loading without Ice: Area (Aa)n Area (Aa)t Aspect Aspect Ca Ca Width Depth Height (Normal) (Side) Ratio Ratio (front) (side) (Normal) (Tangent) (or span) (sf) (sf) (front) (side) Table 2-8 Table 2-8 Ex. SWCP 2x5514 1.16 0.94 4.33 5.02 4.07 3.73 4.61 1.25 1.29 Ex. SBNHH-1D65B 0.99 0.59 6.00 5.94 3.54 6.06 10.17 1.36 1.51 Pr. NNHH-65C-R4 1.63 0.65 8.00 13.04 5.20 4.91 12.31 1.31 1.58 Pr. B5/B13 RRH 1.25 0.68 1.25 1.56 0.85 1.00 1.84 1.20 1.20 Ex. RRH4x30-B25 1.00 0.60 1.77 1.77 1.06 1.77 2.95 1.20 1.22 Ex. RRH4x45-B66A 0.98 0.60 2.15 2.11 1.29 2.19 3.58 1.20 1.25 Ex. Raycap 6C OVP 1.31 0.86 1.58 2.07 1.36 1.21 1.84 1.20 1.20 Ex. 3-1/2" Sch. 40 pipe (8' long)0.29 0.29 8.00 2.32 2.32 27.59 27.59 2.00 2.00 50.00 189.05 157.93 1.00 50.00 189.05 157.93 40.60 241.99 159.87 1.00 40.60 241.99 159.87 99.20 511.21 245.95 1.00 99.20 511.21 245.95 82.00 56.24 30.60 1.00 82.00 56.24 30.60 52.90 63.71 38.86 1.00 52.90 63.71 38.86 56.90 75.84 48.30 1.00 56.90 75.84 48.30 32.00 74.51 48.91 1.00 32.00 74.51 48.91 60.64 139.19 139.19 1.00 60.64 139.19 139.19 Pr. NNHH-65C-R4 Ex. SBNHH-1D65B Members Dimensions (ft.) F(a)t Per Support (lb) or (plf) Ex. RRH4x45-B66A Ex. Raycap 6C OVP Ex. 3-1/2" Sch. 40 pipe (8' long) Ex. SWCP 2x5514 Length/ Number of Supports Gravity Load Per Support (lb) F(a)t (lb) (Tangent) Calculation of Design Forces Weight (lb) F(a)n (lb) (Normal) Members Ex. RRH4x30-B25 Pr. B5/B13 RRH F(a)n Per Support (lb) or (plf) Job Number 50085212 Made by:JSD Date:09/27/18 Checked by:SA North Hampton 4 MA - Wind Load (cont'd)Date: 09/28/18 \\Capecod\Projects\50002925\50085212-Northampton 4 MA\Tech\850 Upgrade\50085212 mount pipe check.xlsx Wind Loading with Ice: Area (Aa)n Area (Aa)t Aspect Aspect Ca Ca Width Depth Height (Normal) (Side) Ratio Ratio (front) (side) (Normal) (Tangent) (or span) (sf) (sf) (front) (side) Table 2-8 Table 2-8 Ex. SWCP 2x5514 1.52 1.30 4.69 7.13 6.10 3.09 3.61 1.23 1.25 Ex. SBNHH-1D65B 1.35 0.95 6.36 8.59 6.04 4.71 6.69 1.30 1.39 Pr. NNHH-65C-R4 1.99 1.01 8.36 16.64 8.44 4.20 8.28 1.28 1.44 Pr. B5/B13 RRH 1.61 1.04 1.61 2.59 1.67 1.00 1.55 1.20 1.20 Ex. RRH4x30-B25 1.36 0.96 2.13 2.90 2.04 1.57 2.22 1.20 1.20 Ex. RRH4x45-B66A 1.34 0.96 2.51 3.36 2.41 1.87 2.61 1.20 1.21 Ex. Raycap 6C OVP 1.67 1.22 1.94 3.24 2.37 1.16 1.59 1.20 1.20 Ex. 3-1/2" Sch. 40 pipe (8' long)0.65 0.65 8.36 5.43 5.43 12.86 12.86 1.60 1.60 51.09 44.52 183.30 153.62 1.00 51.09 44.52 65.15 48.96 222.62 146.62 1.00 65.15 48.96 124.04 71.20 459.39 210.27 1.00 124.04 71.20 18.18 11.75 56.61 33.84 1.00 18.18 11.75 20.32 14.34 66.02 43.64 1.00 20.32 14.34 23.59 16.97 79.21 53.11 1.00 23.59 16.97 22.73 16.60 74.62 52.06 1.00 22.73 16.60 50.67 50.67 119.49 119.49 1.00 50.67 50.67 Fi (lb) (Normal) Ex. SBNHH-1D65B Ex. SWCP 2x5514 Members Fi (lb) (Tangent) Calculation of Design Forces F(a)n (lb) (Normal) F(a)t (lb) (Tangent) Ex. Raycap 6C OVP Ex. 3-1/2" Sch. 40 pipe (8' long) Pr. B5/B13 RRH Ex. RRH4x30-B25 Ex. RRH4x45-B66A Members Dimensions (ft.) F(a)n Per Support (lb) or (plf) F(a)t Per Support (lb) or (plf) # of Support Pr. NNHH-65C-R4 Job Number 50085212 Made by:JSD Date:09/27/18 Checked by:SA North Hampton 4 MA - Wind Load (cont'd)Date: 09/28/18 \\Capecod\Projects\50002925\50085212-Northampton 4 MA\Tech\850 Upgrade\50085212 mount pipe check.xlsx Existing Mounting Pipe Check (LRFD) - 3.5" Sch. 40 x 8' long pipe - Use wind load from antenna with largest area and mounting pipe Wind loads on Mounting Pipe: 1.2D + 1.6W Antenna Moment (1.2D) =119.0 lbs x 1.00 ft.moment arm =0.12 kip-ft RRH Moment (1.2D) =98.4 lbs x 1.00 ft.moment arm =0.10 kip-ft Antenna Moment (1.6W) =817.9 lbs x 4.00 ft.moment arm =3.27 kip-ft Pipe Moment (1.6W) =222.7 lbs x 4.00 ft.moment arm =0.89 kip-ft Max Moment (1.2D + 1.6W)=4.38 kip-ft 1.2D + 1.0Di + 1.0Wi Antenna Moment (1.2D) =119.0 lbs x 1.00 ft.moment arm =0.12 kip-ft Antenna Moment (1.0Di) =71.2 lbs x 1.00 ft.moment arm =0.07 kip-ft RRH Moment (1.2D) =98.4 lbs x 1.00 ft.moment arm =0.10 kip-ft RRH Moment (1.0Di) =11.8 lbs x 1.00 ft.moment arm =0.01 kip-ft Antenna Moment (1.0Wi) = 65.2 lbs x 4.00 ft. moment arm = 0.26 kip-ft Pipe Moment (1.0Wi) = 50.7 lbs x 4.00 ft. moment arm = 0.20 kip-ft Max Moment (1.2D +1.0Di + 1.0Wi) =0.76 kip-ft Mounting Pipe Check Mallow =Φ*z*Fy Where: Φ = 0.90 Z = 2.19 CI Fy = 35. ksi Mallow =5.7 kip-ft Mounting Pipe Capacity (1.2D +1.6W) =76.2%<100% OK Mounting Pipe Capacity (1.2D + 1.0Di +1.0Wi) =13.3%<100% OK Software licensed to Dewberry Job Title Client Job No Sheet No Rev Part Ref By Date Chd File Date/Time 1 01-Oct-18 01-Oct-2018 15:31Northampton.std Print Time/Date: 01/10/2018 15:37 Print Run 1 of 5STAAD.Pro V8i (SELECTseries 6) 20.07.11.90 Job Information Engineer Checked Approved Name: Date:01-Oct-18 Project ID Project Name Structure Type SPACE FRAME Number of Nodes 8 Highest Node 8 Number of Elements 7 Highest Beam 7 Number of Basic Load Cases 1 Number of Combination Load Cases 0 Included in this printout are data for: All The Whole Structure Included in this printout are results for load cases: Type L/C Name Primary 1 LOAD CASE 1 3D Rendered View Software licensed to Dewberry Job Title Client Job No Sheet No Rev Part Ref By Date Chd File Date/Time 2 01-Oct-18 01-Oct-2018 15:31Northampton.std Print Time/Date: 01/10/2018 15:37 Print Run 2 of 5STAAD.Pro V8i (SELECTseries 6) 20.07.11.90 Nodes Node X (ft) Y (ft) Z (ft) 1 0.000 0.000 0.000 2 2.000 0.000 0.000 3 6.000 0.000 0.000 4 10.000 0.000 0.000 5 12.000 0.000 0.000 6 0.667 0.000 0.000 7 5.750 0.000 0.000 8 9.417 0.000 0.000 5 4 8 37 2 6 1 Load 1 X Y Z Node Labels Beams Beam Node A Node B Length (ft) Property b (degrees) 1 1 6 0.667 1 0 2 2 7 3.750 1 0 3 3 8 3.417 1 0 4 4 5 2.000 1 0 5 6 2 1.333 1 0 6 7 3 0.250 1 0 7 8 4 0.583 1 0 Software licensed to Dewberry Job Title Client Job No Sheet No Rev Part Ref By Date Chd File Date/Time 3 01-Oct-18 01-Oct-2018 15:31Northampton.std Print Time/Date: 01/10/2018 15:37 Print Run 3 of 5STAAD.Pro V8i (SELECTseries 6) 20.07.11.90 4 7 3 6 2 5 1 Load 1 X Y Z Beam Labels Section Properties Prop Section Area (in2) Iyy (in4) Izz (in4) J (in4) Material 1 HSST5X5X0.25 4.300 16.000 16.000 25.240 STEEL Materials Mat Name E (kip/in2) n Density (kip/in3) a (/°F) 1 STEEL 29 E +3 0.300 0.000 6 E -6 2 STAINLESSSTEEL 28 E +3 0.300 0.000 10 E -6 3 ALUMINUM 10 E +3 0.330 0.000 13 E -6 4 CONCRETE 3.15 E +3 0.170 0.000 5 E -6 Supports Node X (kip/in) Y (kip/in) Z (kip/in) rX (kip-ft/deg) rY (kip-ft/deg) rZ (kip-ft/deg) 2 Fixed Fixed Fixed Fixed Fixed Fixed 4 Fixed Fixed Fixed Fixed Fixed Fixed Releases There is no data of this type. Software licensed to Dewberry Job Title Client Job No Sheet No Rev Part Ref By Date Chd File Date/Time 4 01-Oct-18 01-Oct-2018 15:31Northampton.std Print Time/Date: 01/10/2018 15:37 Print Run 4 of 5STAAD.Pro V8i (SELECTseries 6) 20.07.11.90 Primary Load Cases Number Name Type 1 LOAD CASE 1 Dead Combination Load Cases There is no data of this type. 1 LOAD CASE 1 : Node Loads Node FX (kip) FY (kip) FZ (kip) MX (kip-ft) MY (kip-ft) MZ (kip-ft) 2 --- 4.380 -- 6 --- 4.380 -- 7 --- 4.380 -- 8 --- 4.380 -- 4.380 kip-ft 4.380 kip-ft 4.380 kip-ft 4.380 kip-ft Load 1 X Y Z Max. Applied Moment from Antenna Pipes Software licensed to Dewberry Job Title Client Job No Sheet No Rev Part Ref By Date Chd File Date/Time 5 01-Oct-18 01-Oct-2018 15:31Northampton.std Print Time/Date: 01/10/2018 15:37 Print Run 5 of 5STAAD.Pro V8i (SELECTseries 6) 20.07.11.90 Utilization Ratio Beam Analysis Property Design Property Actual Ratio Allowable Ratio Ratio (Act./Allow.) Clause L/C Ax (in2) Iz (in4) Iy (in4) Ix (in4) 1 HSST5X5X0.25N/A 4.300 16.000 16.000 25.800 2 HSST5X5X0.25HSST5X5X0.25 0.156 1.000 0.156 HSS TORSION 1 4.300 16.000 16.000 25.800 3 HSST5X5X0.25HSST5X5X0.25 0.102 1.000 0.102 HSS TORSION 1 4.300 16.000 16.000 25.800 4 HSST5X5X0.25N/A 4.300 16.000 16.000 25.800 5 HSST5X5X0.25HSST5X5X0.25 0.257 1.000 0.257 HSS TORSION 1 4.300 16.000 16.000 25.800 6 HSST5X5X0.25HSST5X5X0.25 0.102 1.000 0.102 HSS TORSION 1 4.300 16.000 16.000 25.800 7 HSST5X5X0.25HSST5X5X0.25 0.359 1.000 0.359 HSS TORSION 1 4.300 16.000 16.000 25.800 Failed Members There is no data of this type.