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D Z Z ;ag 0 Nwcn w o � m m D � � mph N 0 C) 0 O Z N Z 000 We - � Z m � rTl � y 0 moz 2�- z M m cn Lsn ;o �n cn vi m rn rn z z z Z cn 0 m C) o� to A W N W N 7.1 ;D In N O c z r'* z a o O m o 0mm 0 m o z rrn � m C Z -i f*1 G'1 M G7 '-� O 0 y n o i s o z z m rnn Yz Az Z z o A "� m`Z o �' o 0 o N m �zz �T1 C :LI A v N 2 m m m m r- Z n moo O R' R' m v 22 Z C 2 o Vi=m C� 0 Z z x V j z z "'m 0 0 o m T m 0O N N=n o z v Z m m n 0 �nz m A; �m $ Q G) cmi H ' m Z =FOmm-q� \ m m n� o O c�c Z co°z�omo°� a < C° C01t�y� m N D N N DOyoO;D v o < "' ��r�.'Z"fiz C7 A m i O r� —I �' o��mz W r G Q z mr Oz g c mFmoino Z m �Ct" .".'€_..: = mn.E aul- o m � Z � r K I zz z � � � z rn xo�� a) K m N m zNO�Am Z�j t j Ch s c; o meiP A y o 0 mfm��o o f o `ic;(y r' y OZ 80 CD O O Z zoAUCi�Z N `R7 S.I.�.�J� r- �' `, N CD yA m z m With this letter AT&T would like to augment its building permit application with the following: • New Building Permit application • Old Building permit application • Copy of the BP that was issued 3.3.14 • Revised plans with AT&T's revised loading • Proposed structural upgrades for the tower • Structural analysis that takes into account those modifications • Check for the fees for $71k of work for upgrades = $426 When we initially applied we were unsure if modifications to the tower would be required. This letter serves to augment the application for the original permit. You may choose to issue a new permit, or a revised permit. That is entirely up to you. Please let me know if there is any additional information that you need in order to process our building permit request. If everything is in order can you please return the permit to me in the enclosed envelope? Thank you in advance for your help, Brian J. Allen KJK Wireless 12 Old Tavern Lane Sutton, MA 01590 508.868.0927 bria jkwireless,com ut 12.23.13 Louis Hasbrouck Building Commissioner Department of Building Inspections 212 Main Street Northampton, MA 01060 RE: 53333 790 Florence Road Louis, New Cingular Wireless/ ATT Mobility applied for a building permit on 12.13.13 and received a building permit on 3.3.14 to expand the compound at the base of the existing tower, add a prefab equipment shelter within the expanded compound, and add antennas, cables and associated equipment to the tower as shown on the included plans. Previously I provided: • Completed Building Permit Application • Letter of Authorization from the Tower Manager • Planning board approval • Contractors License • Workmen's Comp insurance • General Liability insurance • Construction Control Affidavit • set of 11x17 plans • Check for the fees • Disk with pertinent info including plans R=102.50 ft(8) I 150.0 ft / I N 140.0 ft Fy`cF�`c` `tea' �e R-1 a; 00.00 ft(-7) R=100.00 ft(-2) 41 PLAN 120.0 ft DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION Lightning Rod 150 (2)RRUS-12 146 _ Sidemarker 150 RRUS-32 146 Sidemarker 150 RRUS-E2 146 18.5'Dipole w/(16)Elements 148.5 (2)RRU-A2 Module 146 (1)1.5'Standoff 148.5 (3)RRUS-11 146 (4)HPA-65R-BUU-H8 w/Mount Pipe 146 (2)RRUS-12 146 100.0 ft - (4)HPA-651R-BUU-118 w/Mount Pipe 146 RRUS-32 146 (4)HPA-65R-BULL-H8 w/Mount Pipe 1146 RRUS-E2 146 (3)RRUS-11 _ 1 146 (2)RRU-A2 Module 146 (2)RRUS-12 1146 (2)DC648-60-18-8F Surge Arrestor 146 RRUS-32 146 DC648-60.18-8F Surge Arrestor 146 RRUS-E2 146 DC648b0.18-8F Surge Arrestor 146 (2)RRU-A2 Module 1146 (3)T-Frames 146 (3)RRUS-11 146 rc m s 80.0 ft __ MATERIAL STRENGTH ° GRADE F Fu GRADE IFY Fu N m I A572-50 150 ksi 65 ksi A36 36 ksi 58 ksi a h a N 73.2 ft N _ x sF sFy \\ TOWER DESIGN NOTES ii s S<c 1. Tower is located in Hampshire County,Massachusetts. 2. Tower designed for Exposure B to the TIA-222-G Standard. 3. Tower designed for a 95 mph basic wind in accordance with the TIA-222-G Standard. it 0 4. Tower is also designed for a 40 mph basic wind with 1.00 in ice.Ice is considered to increase 60.0 ft in thickness with height. \\ 5. Deflections are based upon a 60 mph wind. 6. Tower Structure Class II. \\ 7. Topographic Category 3 with Crest Height of 200.00 ft 8. TOWER RATING:100.3% 40.0 ft 20.0 it i 6.8 fl n 28 K 4� 7 0.0 R ro 1 K-� 23 K `�� W 120 K(Axia ° v c R=100.00 ft 6 un $ a Q -� H c r ALL REACTIONS ARE FACTORED FDH Engineering,Inc. °h Northampton-10446 7An.1,.,. 6521 Meridien Drive, Suite 107 Project:13TIS01400 Raleigh,NC 27616 client CTI Towers Drawn h1`Adam Bryan A'ppd Tow Phone:919-7551012 coda'TIA-222-G Date:02/24!14 _Scale: NTS FAX:919-7551031 Path: - DwgNo.E-1 Structural Analysis Report CTI Towers Site ID:10446 February 24,2014 APPENDIX Document No.ENG-RPT-503S Revision Date:06/17/11 9 Structural Analysis Report CTI Towers Site ID:10446 February 24,2014 GENERAL COMMENTS This engineering analysis is based upon the theoretical capacity of the structure. It is not a condition assessment of the tower and its foundation. It is the responsibility of CTI Towers to verify that the tower modeled and analyzed is the correct structure (with accurate antenna loading information) modeled. If there are substantial modifications to be made or the assumptions made in this analysis are not accurate, FDH Engineering, Inc. should be notified immediately to perform a revised analysis. LIMITATIONS All opinions and conclusions are considered accurate to a reasonable degree of engineering certainty based upon the evidence available at the time of this report. All opinions and conclusions are subject to revision based upon receipt of new or additional/updated information. All services are provided exercising a level of care and diligence equivalent to the standard and care of our profession. No other warranty or guarantee, expressed or implied, is offered. Our services are confidential in nature and we will not release this report to any other party without the client's consent. The use of this engineering work is limited to the express purpose for which it was commissioned and it may not be reused, copied, or distributed for any other purpose without the written consent of FDH Engineering, Inc. Document No.ENG-RPT-503S Revision Date:06117111 8 Structural Analysis Report CTI Towers Site ID:10446 February 24 2014 Elevation Section • po - No. ft Type Fal T8 20-6.78 Horizontal 718 8.2 Pass T9 6.78-0 Horizontal 718 5.7 Pass T1 150-140 Top Girt 718 1.4 Pass T2 140-120 Top Girt 1 114 7.8 Pass T3 120-100 Top Girt 1 1/4 1.4 Pass T4 100-80 Top Girt 1 1/4 3.1 Pass T5 80-60 Top Girt 1 1/4 4.9 Pass T6 60-40 Top Girt 1 1/4 3.2 Pass T7 40-20 Top Girt 1 1/4 2.2 Pass T8 20-6.78 Top Girt 1 1/4 1.1 Pass T9 6.78-0 Top Girt 1 1/4 18.0 Pass T1 150-140 Bottom Girt 718 63.1 Pass T2 140-120 Bottom Girt 718 2.7 Pass T3 120-100 Bottom Girt 718 6.0 Pass T4 100-80 Bottom Girt 718 10.9 Pass T5 80-60 Bottom Girt 718 12.0 Pass T6 60-40 Bottom Girt 718 7.3 Pass T7 40-20 Bottom Girt 718 2.0 Pass T1 150-140 Guy A @140.2 7116 92.7 Pass T5 80-60 Guy A @73.2 7/16 52.5 Pass T1 150-140 Guy B @140.2 7116 97.1 Pass T5 80-60 Guy B @73.2 7/16 56.2 Pass T1 150-140 Guy C @140.2 7/16 94.2 Pass T5 80-60 Guy C @73.2 7/16 55.1 Pass T1 150-140 Torque Arm Top @140.2 1-300/8 17.1 Pass T5 80-60 Torque Arm Top @73.2 1-300/8 12.1 Pass T1 150-140 Torque Arm 1-300/8 36.4 Pass Bottom @140.2 T5 80-60 Torque Arm 1-300/8 18.8 Pass Bottom @73.2 Table 4-Maximum Base Reactions Horizontal Current Analysis Reaction Tower Base 1 k 120 k Anchor 23 k 28 k Foundation determined to be adequate per independent analysis. Document No.ENG-RPT-503S Revision Date:06117111 7 Structural Analysis Report CTI Towers Site ID:10446 February 24,2014 RESULTS The following yield strength of steel for individual members was used for analysis: Table 2-Material Strength Member •- Yield Strength Legs 50 ksi(Assumed) Bracing 36 ksi(Assumed) Table 3 displays the summary of the ratio(as a percentage)of force in the member to their capacities. Values greater than 100% indicate locations where the maximum force in the member exceeds its capacity. Note: Capacities up to 105% are considered acceptable. Table 4 displays the maximum foundation reactions. If the assumptions outlined in this report differ from actual field conditions, FDH Engineering, Inc. should be contacted to perform a revised analysis. Furthermore,as no information pertaining to the allowable twist and sway requirements for the existing or proposed appurtenances was provided,deflection and rotation were not taken into consideration when performing this analysis. See the Appendix for detailed modeling information. Table 3-Summary of Working Percentage of Structural Components Section Elevation Component Size %Capaci&y Pass No ft • T1 150-140 Leg P2.5x.203(2.875 OD) 29.2 Pass T2 140-120 Leg P2.5x.203(2.875 OD) 33.5 Pass T3 120-100 Leg P2.5x.203(2.875 OD) 51.3 Pass T4 100-80 Leg P2.5x.203(2.875 OD) 79.6 Pass T5 80-60 Leg P2.5003(2.875 OD) 88.3 Pass T6 60-40 Leg P2.5x.203(2.875 OD) 69.5 Pass T7 40-20 Leg P2.5x.203(2.875 OD) 59.5 Pass T8 20-6.78 Leg P2.5x.203(2.875 OD) 59.5 Pass T9 6.78-0 Leg P2.5x.203(2.875 OD) 59.2 Pass T1 150-140 Diagonal 1 100.3 Pass T2 140-120 Diagonal 1 33.3 Pass T3 120-100 Diagonal 1 32.0 Pass T4 100-80 Diagonal 1 44.8 Pass T5 80-60 Diagonal 1 79.2 Pass T6 60-40 Diagonal 1 43.0 Pass T7 40-20 Diagonal 1 28.6 Pass T8 20-6.78 Diagonal 1 15.7 Pass T9 6.78-0 Diagonal 1 14.1 Pass T1 150-140 Horizontal 718 35.0 Pass T2 140-120 Horizontal 7/8 18.2 Pass T3 120-100 Horizontal 718 7.1 Pass T4 100-80 Horizontal 718 11.0 Pass T5 80-60 Horizontal 7/8 53.8 Pass T6 60-40 Horizontal 718 9.6 Pass T7 40-20 Horizontal 718 8.2 Pass Document No.ENG-RPT-503S Revision Date:06/17111 6 Structural Analysis Report CTI Towers Site ID:10446 February 24,2014 LEG "A" (60°) (1) 3/4" EXISTING CONDUIT / (1) 1/4" EXISTING CABLE i TO 150' O 00 SAFETY CLIMB—,` \(2) 7/8" EXISTING COAX TO 148.5' ='t (8) 0.645" PROPOSED DC CABLES (3) 8mm PROPOSED RET CABLES —� (2) 10mm PROPOSED FIBER CABLES O - EXISTING FOR AT&T TO 146' - PROPOSED - FUTURE Figure 1—Coax Layout Document No.ENG-RPT-503S Revision Date:06/17/11 5 Structural Analysis Report CTI Towers Site ID:10446 February 24,2014 APPURTENANCE LISTING The proposed and existing antennas with their corresponding cables/coax lines are shown in Table 1. If the actual layout determined in the field deviates from the layout, FDH Engineering, Inc, should be contacted to perform a revised analysis. Table 1 -Appurtenance Loading Existing Loading: Antenna Mount Elevation Description 157 1 18.5'Dipole w/ 16 Elements 2 7/8" 1 148.5 1 1.5'Standoff Proposed Loading: Antenna Mount Elevation Description (12)CCI HPA-65R-BUU-H8 (9)Ericsson RRUS-11 RRUs (6)Ericsson RRUS-12 RRUs (2)10mm Fiber (3)T-Frames 146 (3)Ericsson RRUS-32 RRUs (3)8mm RET AT&T 146 (3)Ericsson RRUS-E2 RRUs (8)0.645"DC (Assumed CaAa=43.62 ftz) (6)Ericsson RRU-A2 Modules 4 Ra ca DC6-48-60-18-8F Surge Arrestors Document No.ENG-RPT-503S O4 Revision Date:06117111 4 Structural Analysis Report CTI Towers Site ID:10446 February 24 2014 EXECUTIVE SUMMARY At the request of CTI Towers, FDH Engineering, Inc. performed a structural analysis of the existing guyed tower located in Northamton, MA to determine whether the tower is structurally adequate to support both the existing and proposed loads pursuant to the Structural Standard for Antenna Supporting Structures and Antennas, ANSI1TIA-222-G. Information pertaining to the existing/proposed antenna loading, current tower geometry, the member sizes, geotechnical data, and foundation dimensions was obtained from: ❑ FDH Engineering, Inc. (Project No. 1320751500)Guyed Tower Mapping Report dated November 1,2013 ❑ FDH Engineering, Inc. (Project No. 1320761500)Dispersive Wave Propagation Testing Investigation of Existing Tower Foundations dated November 1,2013 ❑ FDH Engineering, Inc. (Project No. 1308881600) Geotechnical Evaluation of Subsurface Conditions dated November4,2013 ❑ FDH Engineering, Inc. (Project No. 13TIS01400)Modification Drawings for a 150'Guyed Tower dated February 24,2014 ❑ CTI Towers, Inc. The basic design wind speed per the ANSIITIA-222-G standard is 95 mph without ice and 40 mph with 1" radial ice. Ice is considered to increase in thickness with height. Furthermore,this structure was analyzed as a Class II structure in Exposure Category B, with a topographical factor of 3 with a crest height of 200 ft, and Spectral Response Accelerations of SS=0.224 and S,=0.066. Note: Per Section 2.7.3 of the ANSIITIA-222-G standard, the seismic/earthquake loading effects can be ignored if spectral response acceleration at short periods (Ss) is less than or equal to 1.00. The tower's location mandates a design Ss of less than 1.00,thus seismic loading was not considered as part of the analysis of this structure. Conclusions With the existing and proposed antennas from AT&T in place at 146 ft, the tower meets the requirements of the ANSI/TIA- 222-G standards provided the Recommendations listed below are satisfied. Furthermore, given the foundation dimensions (see FDH Engineering, Inc. Project No. 1320761500), the foundation modifications (see FDH Engineering, Inc. Project No. 13TIS01400), and utilizing the given soil parameters (see FDH Engineering, Inc. Project No. 1308881600), the foundations should have the necessary capacity to support both the proposed and existing loading. For a more detailed description of the analysis of the tower,see the Results section of this report. Our structural analysis has been performed assuming all information provided to FDH Engineering, Inc. is accurate(i.e., the steel data, tower layout, existing antenna loading, and proposed antenna loading) and that the tower has been properly erected and maintained per the original design drawings. Recommendations To ensure the requirements of the ANSIITIA-222-G standard are met with the existing and proposed loading in place, we have the following recommendations: 1. Coax lines must be installed as shown in Figure 1. 2. RRU/RRH Stipulation:The proposed equipment maybe installed in any arrangement determined by the client. 3. Modifications listed in FDH Engineering, Inc, (Project No. 13TIS01400) Modification Drawings for a 150'Guyed Tower dated February 24,2014 must be installed as specified for this analysis to be valid. Document No.ENG-RPT-503S Revision Date:06/17/11 3 Structural Analysis Report CTI Towers Site ID:10446 February 24 2014 TABLE OF CONTENTS EXECUTIVESUMMARY............................................................................................................................................................3 Conclusions............................................................................................................................................................................3 Recommendations.................................................................................................................................................................3 APPURTENANCELISTING.......................................................................................................................................................4 RESULTS...................................................................................................................................................................................6 GENERALCOMMENTS............................................................................................................................................................8 LIMITATIONS.............................................................................................................................................................................8 APPENDIX.................................................................................................................................................................................9 Document No.ENG-RPT-503S Revision Date:06117111 2 i FDH Engineering,Inc.,6521 Meridien Drive Raleigh,NC 27616,Ph.919.755.1012 Structural Analysis for CTI Towers 150'Guyed Tower Site Name: Northampton Site ID: 10446 AT&T Site Name:S3333Northampton Mountain Laurel Path FDH Project Number 13TIS01400 Analysis Results Tower Com onents 100.3% Sufficient Foundation 67.5% Sufficient Prepared By: Reviewed By: Adam Bryan,El Dennis D.Abel, PE Project Engineer Director of Structural Engineering MA PE License No.45976 OF FDH Engineering,Inc. 9 6521 Meridien Drive Raleigh, NC 27616 ABEL (919)755-1012 " STRUCTURAL No.45976 info @fdh-inc.com ego 9fiot8rE��' AL -Z y zal Y February 24,2014 Prepared pursuant to ANSUTIA-222-G Structural Standard forAntenna Supporting Structures and Antennas Document No.ENG-RPT-503S Revision Date:07105111 Versionl.7 Commercial Building Permit May 15,2000 SECTION 10-STRUCTURAL PEER REVIE❑ (780 CMR 110.11) Independent Structural Engineering Structural ❑eer Re❑e❑ReEuired ❑es 0 No SECTION 11 -O❑NER AUTHORI❑ATION-TO BE COMPLETED ❑HEN O❑NERS AGENT OR CONTRACTOR APPLIES FOR BUILDING PERMIT ❑ ❑3s ❑liner of the sub[act property hereby authoriC-0 to act on my behalfEin all matters relatile to ❑or❑authoriLod by this building permit application❑ Signature of❑liner Date (C �✓` °"' S i�" ❑as❑❑ er[AuthoriC� t ereby declare that the statements and information on the foregoing application are true and accurateEto the best of my ❑io❑ledge elief❑ Signed under the pains and penalties of perury❑ ❑rint Nam 31g1(y Signature of❑❑n ent Date SECTION 12-CONSTRUCTION SERVICES 10.1 Licensed Constr❑ction S❑❑erilsor: r� Not Applicable ❑ Name of License Holder: �Q J t ice- F64`0 L LS G $ (C G License Number i ryi t C ,. A.� lrc t rv� G 7 h y 0 f y , s � 4 Address r� Expiration Date Signature Telephone SECTION 13-WORKERS'COMPENSATION INSURANCE AFFIDAVIT(M.G.L.c.152,§25C(6)) Workers Compensation Insurance affidavit must be completed and submitted with this application. Failure to provide this affidavit will result in the denial of the issuance of the building permit. Signed Affidavit Attached Yes — No 0 Versionl.7 Commercial Building Permit May 15,2000 SECTION 9-PROFESSIONAL DESIGN AND CONSTRUCTION SERVICES-FOR BUILDINGS AND STRUCTURES SUBJECT TO CONSTRUCTION CONTROL PURSUANT TO 780 CMR 116(CONTAINING MORE THAN 35,000 C.F.OF ENCLOSED SPACE) 9.1 Registered Architect: Not Applicable ❑ Name(Registrant): Registration Number Address Expiration Date Signature Telephone 9.2 Registered Professional Engineer(s): Name Area of Responsibility 6X21 AL., d Rw\e-� � _ � �� 6 'L4 Q5 q"-7 (6 Address Registration Number 1 y 75K iUtZ Signature Telephone Expiration Date .. Name Area of Responsibility Address Registration Number Signature Telephone Expiration Date Name Area of Responsibility Address Registration Number Signature Telephone Expiration Date Name Area of Responsibility Address Registration Number Signature Telephone Expiration Date 9.3 General Contractor 0,re-p Not Applicable ❑ Company Name: Responsible In Charge of Construction Add ss �✓I �f S`mi'''l EU Sig4ature Telephone -paj!nbaj s!Mda sql woJJ I!wJad luawe6euew jaleM wjolS uoldwegPON a ua41'S3A 31 ON 0 S3A 69Joe 6 nano gjnls!p II!M jell ueld uowwoo a to}red 1!s!jo ajoe 6 nano(6u!pq Jo'u0gen xa'6wpei6'6uueap)gjnls!p Al!ngoe uogonjlsuoo a4111!M -3 :uo?le:)o) pup adAl `az?s aq?aosap `S3A 31 0 ON 0 S3A i Aliadoad ay}jol papualul su8?s jo,suo?I?ppe jo of sagueyo pasodaad Aue ajayl ajd •a �m 4s I ...X�A � _� � -10 :uo?leool pup adAl `az?s aq?aosap `S3A 31 ON S3A Zkpadoad ayI uo Islxa suds Aue oa 3 :panssl ales ` paulejgO 0 pauielgo aq o;SPOON Zuo?sslwwo3 u01lenJasu0D ayI wa;pau?elgo aq of paau jo uaaq I?wjad a sey `S3A 31 0 S3A Q MONH .INOa 'SON Zspuellam.lo.ialemjo Apoq `�oojq a uieluoo al?s ayI saoa 9 #luawnooa ao/pue aged x{008 Jalua :S3A A ® S3A ® MONA INOa 0 ON ispaaa ;o A.ilsi8ad ayl le papiooaa I?wuad ayl seM MA 31 cL 1 Z 1 Z1 :panss?alep `S3A A S3A 0 MONA LNOa 0 ON Zal?s ayl uo/ao; panssl uaaq.Jana 8uipu13/aoueueA/I?waad )eioadS a seH d uopmo7 W ownlon �li?d sao1e S u!)jiv j3o# ( uilie panzd V$plq snuiw eaie lo7) % o2ulooA oondS uod0 % '. afiEloc,j amnbS•2p?g lq$?aH 2u?Pl?nq .read :Id .,I alS 103A slacgIoS az?S 10-1 luawurb(I 2uippng ,�q ul poll3 aq of uwnloo s!qs 2u?uoZ Xq paamba-I posodo.zd fulls?xg OAIIAIOZ AIO.LdwvH,LH0N 'S 000Z'91 �BN 1?uuad 2ulplmg 1n?aaaWWOD L•Iuo?saan Versionl.7 Commercial Building Permit May 15,2000 SECTION 4-CONSTRUCTION SERVICES FOR PROJECTS LESS THAN 35,000 CUBIC FEET OF ENCLOSED SPACE Interior Alterations ❑ Existing Wall Signs ❑ Demolition❑ Repairs❑ Additions ❑ Accessory Building❑ Exterior Alteration ❑ Existing Ground Sign❑ New Signs❑ Roofing❑ Change of Use❑ Other❑ Brief Description Enter a brief description here. fv o c)tl_ rtct �•' Lo Of Proposed Work: V QCi 1'oALS F CR-A- SECTION 5-USE GROUP AND CONSTRUCTION TYPE USE GROUP(Check as applicable) CONSTRUCTION TYPE A Assembly ❑ A-1 ❑ A-2 ❑ A-3 ❑ 1A ❑ A-4 ❑ A-5 ❑ 1B ❑ B Business ❑ 2A ❑ E Educational ❑ 2B ❑ F Factory ❑ F-1 ❑ F-2 ❑ 2C ❑ H High Hazard ❑ 3A ❑ Institutional ❑ 1-1 ❑ 1-2 ❑ 1-3 ❑ 313 ❑ M Mercantile ❑ 4 ❑ R Residential ❑ R-1 ❑ R-2 ❑ R-3 ❑ 5A ❑ S Storage ❑ S-1 ❑ S-2 ❑ 5B ❑ U Utility ❑ Specify: M Mixed Use ❑ Specify: S Special Use ❑ Specify: COMPLETE THIS SECTION IF EXISTING BUILDING UNDERGOING RENOVATIONS,ADDITIONS AND/OR CHANGE IN USE Existing Use Group: Proposed Use Group: Existing Hazard Index 780 CMR 34): ........ Proposed Hazard Index 780 CMR 34): SECTION 6 BUILDING HEIGHT AND AREA BUILDING AREA EXISTING PROPOSED NEW CONSTRUCTION OFFICE USE ONLY Floor Area per Floor(sf) 1 St 1St _,._,.. ... 2nd 2"d - 3 rd 3rd _.. 4m 4tn Total Area(sf) Total Proposed New Construction(sf) Total Height(ft) Total Height ft 7.Water Supply(M.G.L.c.40,§54) 7.1 Flood Zone Information: 7.3 Sewage Disposal System: Public ❑ Private ❑ Zone Outside Flood Zone❑ Municipal ❑ On site disposal system[] Versionl.7 Commercial Building Permit May 15,2000 Department use only I - d I I City of Northampton S#Iatus of Permit: Building Department CurbCut/Ddveway ermlt MAR 24 29 4 212 Main Street SewerlSept,ic Availablff ty UelyalRoom 100 ability iect :--,,,,Northampton, MA 01060 Two Sets of Structural F lens phone 413-587-1240 Fax 413-587-1272 Pbt/Slte Plans ©#her Specify APPLICATION TO CONSTRUCT,REPAIR,RENOVATE,CHANGE THE USE OR OCCUPANCY OF,OR DEMOLISH ANY BUILDING OTHER THAN A ONE OR TWO FAMILY DWELLING SECTION 1 -SITE INFORMATION 1.1 Property Address: This section to be completed by office Map Lot Unit', I VG1 Zone Overlay District Elm St_District CB District SECTION 2-PROPERTY OWNERSHIP/AUTHORIZED AGENT 2.1 Owner of Record: ff Pc rc y t 5 Of 3 c �ra� l (,. Name(Print) <-/G e.t T -�aL,� -1Cr�y f�f,� a Current Mailing Address: Z Q .9 iU � Y`tc- =i7c Signature Telephone 2.2 Authorized Accent: Name(Print) Current Mailing Address: Signature Telephone SECTION 3-ESTIMATED CONSTRUCTION COSTS Item Estimated Cost(Dollars)to be Official Use Only complete by ermit applicant 1. Building (a)Building Permit Fee 2. Electrical (b)Estimated Total Cost of Construction from 6 3. Plumbing Building Permit Fee 4. Mechanical(HVAC) 5. Fire Protection 0Q 0 6. Total=(1 +2+3+4+5) '71 rev c+ Check Number This Section For Official Use Only Building Permit Number Date Issued Signature Building Commissioner/Inspector of Buildings Date 790 FLORENCE RD BP-2014-0756 GIS#: COMMONWEALTH OF MASSACHUSETTS Map:Block: 37-077 CITY OF NORTHAMPTON Lot: -001 PERSONS CONTRACTING WITH UNREGISTERED CONTRACTORS Permit: Building DO NOT HAVE ACCESS TO THE GUARANTY FUND (MGL c.142A) Category:ANTENNAS BUILDING PERMIT Permit# BP-2014-0756 Project# JS-2014-000966 Est. Cost: $143000.00 Fee: $858.00 PERMISSION IS HEREBY GRANTED TO: Const. Class: Contractor: License: Use Group: NEW ENGLAND ELECTRICAL CONTRACTING CORP 096560 Lot Size(sq. ft.): 243500.40 Owner: CONTINENTAL CABLEVISION OF WESTERN NEW ENGLAND INC C/O PROPERTY TAX DEPT Zoning: Applicant: NEW ENGLAND ELECTRICAL CONTRACTING CORP AT. 790 FLORENCE RD Applicant Address: Phone: Insurance: 21 MARION DR (781) 585-0040 WC KINGSTONMA02364 ISSUED ON:31312014 0:00:00 TO PERFORM THE FOLLOWING WORK: ADD ANTENNAS & EQUIP BLDG; INCLUDES CHANGES FOR INCREASED LOADING POST THIS CARD SO IT IS VISIBLE FROM THE STREET Inspector of Plumbing Inspector of Wiring D.P.W. Building Inspector Underground: Service: Meter: Footings: Rough: Rough: House# Foundation: Driveway Final: Final: Final: Rough Frame: Gas: Fire Department Fireplace/Chimney: Rough: Oil: Insulation: Final: Smoke: Final: THIS PERMIT MAY BE REVOKED BY THE CITY OF NORTHAMPTON UPON VIOLATION OF ANY OF ITS RULES AND REGULATIONS. Certificate of Occupancy Signature: FeeType: Date Paid: Amount: Building 3/3/2014 0:00:00 $858.00 212 Main Street,Phone(413)587-1240,Fax: (413)587-1272 Louis Hasbrouck—Building Commissioner