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37-077 (3) CONTRACTOR TO FIELD VERIFY ANCHOR ELEVATIONS PREPARED BY: PRIOR TO PLUMB AND TENSION ADJUSTMENTS. I I GUY# HEIGHT DIA. RADIUS ANCHOR GUY GUY# HEIGHT DIA, RADIUS ANCHOR GUY 6521 MERIDIEN DRIVE (ft.) (in) (ft.) ELEV.(ft.)LENGTH(ft.) (ft) (in) (ft. ELEV. ft. LENGTH(ft. RALEIGH, -7 5-1 16 ) ( ) ) PHONE:919-755-1012 1&2 140.2 7116"EHS 102.5 8 167.3 3&4 712 7/16"EHS 102,5 8 121.5 0 FAX:919-755-1031 Initial Temp. Guy tension Time For 10 Initial Temp. Guy tension Time For 10 ENGINEERING INNOVATION Tension (kips) KN) Putses Seconds Tension (kips) KN) Pulses Seconds 100/0 0 2.58 11.47 7.33 10% 0 3.03 13.46 4.92 PREPARED FOR: 10 2.50 11,10 7.45 10 2.87 12.76 5.05 20 2.41 10.73 7.58 20 2.71 12.06 5.19 30 2.33 10.36 7.72 30 2.55 11.36 5.35 C T' TOWER S 40 2.25 9.99 7.86 40 2.40 10.65 5.53 50 2.16 9.62 8.01 50 2,24 9.95 5.72 60 2.08 9.25 8.17 60 2.08 9.25 5.93 70 2.00 8.88 8.33 70 1.92 8.55 6.17 8o 1.91 8.51 8.51 80 1.76 7.85 6.44 90 1.83 8.14 8.70 90 1.61 7.15 6.75 100 1.75 7.77 8.91 100 1.45 6.45 7.10 PULSE CHARTS THE CONTRACTOR SHALL CLEARLY LABEL ALL GUY WIRES AT GUY ANCHORS INDICATING THE PERCENT ANCHOR NA" ANCHOR DROPOFFS AND RADII MAY VARY. CONTRACTOR AHD u' BREAKING STRENGTH TO WHICH THE GUY WIRES ARE TO PERFORM SITE VISIT PRIOR TO MATERIAL ORDERS. TENSIONED.CONTACT TOWER OWNER FOR PREFERRED S 6 NTS v STRUCTURAL LABELING PROCEDURE. ,e Na.45975 �¢ q�OWE�� kat ���� GUY# HEIGHT DIA. RADIUS ANCHOR GUY GUY# HEIGHT DIA. RADIUS ANCHOR GUY 02/24/14 (ft.) (in) (ft.) ELEV.(ft)LENGTH(ft.) (ft) (in) (ft.) ELEV.(ft.)LENGTH(ft.) DENNIS D. ABEL, P.E. 1&2 140.2 7116'EHS 100 -2 173.8 3&4 73.2 7/16'EHS 100 .2 125.1 MASSACHUSETTS LIC. NO. 45976 Initial Temp. Guy tension Time For 10 Initial Temp. Guy tension Time For 10 DRAWN BY: PF Tension (kips) KN) Pulses Seconds Tension kips) (KN) Pulses(Seconds) CHECKED BY: AS 10% 0 2.44 10.87 7.83 100/0 0 2.78 12.37 5.28 ENG APPVD: DDA 10 2.38 10.60 7.93 10 2,66 11.85 5.40 20 2.32 10.33 8.03 20 2.55 11.33 5.52 PROJECT NO: 1 37150 1 40 0 30 2.26 10.06 8.14 30 2.43 10.81 5.65 40 2.20 9.79 8.25 40 2.31 10.29 5.79 SUBMITTALS 50 2.14 9.52 8.37 50 2.20 9.77 5.94 DATE DESCRIPTION REV 60 2.08 9.25 8.49 60 2.08 9.25 6.11 02/24/14 CONSTRUCTION o 70 2.02 8.98 8.61 70 1.96 8.73 6.29 80 1.96 8.71 8.74 80 1.85 8.21 6.48 90 1.90 8.44 8.88 90 1.73 7.69 6.70 100 1.84 8.17 9.03 100 1.61 7.17 6.94 PULSE CHARTS THE CONTRACTOR SHALL CLEARLY LABEL ALL GUY WIRES AT GUY ANCHORS INDICATING THE PERCENT 2 ANCHOR "B" ANCHOR DROPOFFS AND RADII MAY VARY. CONTRACTOR BREAKING STRENGTH TO WHICH THE GUY WIRES ARE TENSIONED.CONTACT TOWER OWNER FOR PREFERRED S-6 NTS TO PERFORM SITE VISIT PRIOR TO MATERIAL ORDERS. SET OF DOCUMENTSIS APROPRIETARY BY LABELING PROCEDURE. NATURE. REPRODUCTION OR CAUSING TO BE REPRODUCED THE WHOLE OR ANY PART OF THESE DRAWINGS WITHOUT THE PERMISSION OF FDH ENGINEERING, INC. GUY# HEIGHT DIA. RADIUS ANCHOR GUY GUY# HEIGHT DIA. RADIUS ANCHOR GUY IS PROHIBITED. (ft) (in) (ft.) ELEV.(ft.)LENGTH(ft.) (ft.) (in) (ft.) ELEV.(ft)LENGTH(ft.) 1&2 140.2 7/16"EHS 100 -7 178.0 3&4 73.2 7/16"EHS 100 -7 128.2 SITE NAME: Initial Temp. Guy tension Time For 10 Initial Temp. Guy tension Time For 10 NORTHAMPTON Tension (kips) KN) Pulses(Seconds) Tension (kips) KN) Pulses Seconds 10% 0 2.39 10,64 8.10 10% 0 2.68 11.93 5.51 10 2.34 10.41 8.19 10 2.58 11.48 5.62 SITE NUMBER: 20 2.29 10.18 8.28 20 2.48 11.04 5.73 10446 30 2.24 9.95 8.38 30 2.38 10.59 5.85 40 2.18 9.71 8.48 40 2.28 10.14 5.98 50 2.13 9.48 8.58 50 2.18 9.70 6.11 60 2.08 9.25 8.69 60 2.08 9.25 6.26 SITE ADDRESS: 70 2.03 9.02 8.80 70 1.98 8.81 6.41 790 FLORENCE ROAD 80 1.98 8.79 8.91 8o 1.88 8.36 6.58 NORTHAMPTON,MA 01062 90 1.92 8.56 9.03 90 1.78 7.91 6.77 100 1.87 8.33 9.16 100 1.68 7.47 6.97 SHEET TITLE PULSE CHARTS THE CONTRACTOR SHALL CLEARLY LABEL ALL GUY PULSE CHARTS WIRES AT GUY ANCHORS INDICATING THE PERCENT s ANCHOR "C" ANCHOR DROPOFFS AND RADII MAY VARY. CONTRACTOR BREAKING STRENGTH TO WHICH THE GUY WIRES ARE TENSIONED.CONTACT TOWER OWNER FOR PREFERRED S-6 NTS TO PERFORM SITE VISIT PRIOR TO MATERIAL ORDERS. LABELING PROCEDURE. SHEET NUMBER S-6 NEW GUY ANCHOR "B" & "C" WIRE MATERIAL SCHEDULE* PREPARED BY: 6521 MERIDIEN DRIVE . RALEIGH,NC 27616 PHONE:99-75 NEW WIRE ROPE CLIP GUY ELEVATION GUY SIZE TURNBUCKLE DEADEND SLEEVE PREFORM THIMBLE SHACKLE FAX:919'755-11031 (TYP. OF 4) 140.2± — (2) 3/4"02" J/J (2) 7/16' (2) 7/16" (2) 1/2' HVY - ENGINEERING INNOVATION (1) RELOCATED GUY WIRES 73.2'± — (2) 3/4"02" J/J (2) 7/16' (2) 7/16" (2) 1/2" HVY — PREPARED FOR: ELEV: 140.2'± SAFETY WIRE 1 (1) 3/8" EHS — — — — — *GUY WIRE MATERIAL SCHEDULE LISTS COMPONENTS FOR (1) GUY ANCHOR, (2) TOTAL ARE REQUIRED. CONTRACTOR TO PROVIDE NEW HARDWARE TOWERS ON NEW AND RELOCATED WIRES & SHALL SUBMIT VERIFICATION OF PURCHASED MATERIAL TO FDH CONSTRUCTION MANAGER PRIOR TO INSTALLATION. K F ti s NIS D. ABEL ,n MUCTURAL .4 C13 NEW DEADEND SLEEVE (TYP. OF 4) NEW PREFORM DENNIS D. 02/24/14 (TYP. OF 4) 1 MASSACHUSETTS LC. NO. 45976 IT IS RECOMMENDED THAT THE STRAND BE CUT AT DRAWN BY: PF THE CROSSOVER MARK AND THE END BURIED AT THIS CHECKED BY: AB CROSS—OVER POINT. FOR GROUNDING PURPOSES, THE STRAND CAN EXTEND THROUGH THE LOOP, TO BE ENGAPPV'D: DOA BONDED TO THE HARDWARE OR STRUCTURE. PROJECT NO: 13TIS01400 (TYP. OF 4) NEW THIMBLE • WIRE REPLACEMENT SHOULD NOT BE PERFORMED IF WIND SPEED SUBMITTALS (TYP. OF 4) DATE DESCRIPTION REV EXCEEDS 20 MPH. 02/24/14 CONSTRUCTION o (1) RELOCATED NEW TURNBUCKLE 0 THE CONTRACTOR SHALL CLEARLY LABEL ALL GUY WIRES AT GUY TYP. OF 4) ELEV: 73.2'± GUY WIRES O ANCHORS INDICATING THE PERCENT BREAKING STRENGTH THE O GUY WIRES ARE TENSIONED TO.CONTACT TOWER OWNER FOR NEW GUY STRAND, PREFERRED LABELING PROCEDURE. 3/8" EHS SAFETY WIRE " BE INSTALLED IN "FIGURE 0 CONTRACTOR TO REPLACE ONLY(1)GUY WIRE AT A TIME.NO FIGURE EIGHT" AS SHOWN.) MORE THAN(1)GUY WIRE TO BE REMOVED AT ANY GIVEN TIME. THE INFORMATION CONTAINED IN THIS • THE MINIMUM TAKE-UP ADJUSTMENT AVAILABLE AFTER THE TOWER SET OF DOCUMENTS IS PROPRIETARY BY IS PLUMB AND THE GUY WIRES TENSIONED AS SPECIFIED SHALL BE: NATURE. REPRODUCTION OR CAUSING TO BE REPRODUCED THE WHOLE OR ANY NEW COTTER PIN -6 INCHES FOR GUYS WITH NOMINAL DIAMETER OF 0.5 IN.OR LESS. PART OF THESE DRAWINGS WITHOUT THE O (TYP. OF 8) -10 IN FOR GUYS WITH NOMINAL DIAMETER GREATER THAN 0.5 IN. PERMISSION OF FDH ENGINEERING, INC. IS PROHIBITED. • CONTRACTOR MAY BE REQUIRED TO BORE EXISTING FAN PLATE TO SEE S-3 E ANCHOR ENSURE PROPER FIT OF PROPOSED HARDWARE.CONTRACTOR S SITE NAME: O FOR DETAILS. MUST CONTACT FOR PRIOR TO BORING HOLES. NORTHAMPTON 0 NEW GROUNDING CABLE SITE NUMBER: (MINIMUM 2/0 A.W.G. 10446 (133,100 CIRCULAR MILS]) NEW 3/8" WIRE 0 ROPE CLIPS (TYP. OF 2) SITE ADDRESS: ° GRADE 790 FLORENCE ROAD NORTHAMPTON,MA 01062 NEW ��\/�\/�\/� SHEET TITLE GROUNDING ROD 5/8"0 X 10' DEEP (MIN.) GUY WIRE ATTACHMENT @ NEW GUY ANCHOR"B"&"C" NEW GUY ANCHOR"B"&"C" ELEVATION VIEW GUY WIRE DETAILS 1 DETAIL S-5 NTS SHEET NUMBER S-5 PREPARED BY: 6521 MERIDIEN DRIVE . RALEIGH,NC 27616 PHONE:919-755-1012 FAX:919-755-1031 CORNER POST ENGINEERING INNOVATION STAINLESS STEEL PREPARED FOR: SELF-TAPPING SCREWS a t5'-0" CTI TOWERS 5-4 3'-0" FROM #2 SOLID, BARE, TINNED POINT OF COPPER WIRE. CONNECT DAYLIGHT TO GROUND ROD OR RING. CENTER LINE OF F_—— NEW GUY GRADE 'p I ; \a ANCHOR 10 cl NEW OW M� _1 n p `GUY ANCHOR FOUNDATION M \ \ \\ \\ \ ABEL Tn lit; a No.45976 c°a STRUCTURAL 2 RADIUS = too' A�O.t��sG/ST s-a / iOMAI Q4� #2 SOLID, BARE, TINNED COPPER WIRE. EXTEND TO 02/24/14 OPPOSITE FENCE POST DENNIS D. ABEL, P.E. FOR BURIED GATE JUMPER MASSACHUSETTS LIC. NO. 45976 NEW GUY ANCHOR FENCE(2 LOCATIONS) DRAWN BY: PF NEW GUY ANCHOR FENCE CHECKED BY: AB 1 PLAN VIEW 3 FOUNDATION DETAIL ENG APPV'D: DDA $-4 NT$ PROJECT NO: 13TIS01400 S-4 NTS SUBMITTALS DATE DESCRIPTION REV 02/24/14 CONSTRUCTION 0 `\ CENTER LINE OF \ NEW GUY WIRE \ 6'-0" 15'-0" FORK LATCH WITH FIELD VERIFY CONTRACTOR TO FIELD THE INFORMATION CONTAINED I THIS _ 3'-0" FROM COMBINATIT-07)l 5'-3 3/4" SET OF DOCUMENTS IS PROPRIETARY BY POINT OF VERIFY CLEARANCE MAN GATE NATURE. REPRODUCTION OR CAUSING TO DAYLIGHT BETWEEN GUY WIRE BE REPRODUCED THE WHOLE OR ANY & FENCE. PART OF THESE DRAWINGS WITHOUT THE PERMISSION OF FDH ENGINEERING, INC. IS PROHIBITED. o CORNER YELLOW CAUTION SITE NAME: L SIGN MOUNTED ON NORTHAMPTON _ FENCE FACING EXTERIOR '� OF COMPOUND i I GRADE GRADE \//\/ //\//\ \//\//\//: �//\/� SITE NUMBER: a 0446 '4' SITE ADDRESS: CENTER LINE OF 790 FLORENCE ROAD I �� GUY WIRE NORTHAMPTON,MA 01062 RADIUS = 100' TYP. : — - ----------- CORNER POSTS — a a'� CONCRETE FOUNDATION I° 4 I NEW (3000 PSI) I ° SHEET TITLE 3 NEW / — GFOUNDATION S-4 GUY ANCHOR) DETAILS FOUNDATION NEW GUY ANCHOR FENCE NEW GUY ANCHOR FENCE SHEET NUMBER 2 SIDE ELEVATION a FRONT ELEVATION S-4 S 4 NTS Q-4 NTS PREPARED BY: NEW GUY ANCHOR NEW GUY ANCHOR "B" & "CI' MATERIAL LIST SHAFT (SABRE PART 6521 MERIDIEN DRIVE E NO. C30-129-001 . RALIGH,NC 27616 PHONE:919-755-1012 OR EQUIVALENT.) FA X:919-755-1031 PART NO. SHAPE QTY.' LENGTH DESCRIPTION S- ENGINEERING INNOVATION SABRE P/N PREPARED FOR: C30-129-001 1 13'-9 3/4"t ANCHOR SHAFT o e S-3 NEW R-1 12 4'-6"t #8 REBAR ANCHOR: 48' ;T Q R (TYP.) ` 5'-8 7/16" FILL DIRT. SEE FOUNDATION R-2•e 8 1 1'-6"t #3 REBAR STIRRUPS W/ 5" OVERLAP (FIELD VERIFY)�I NOTE 12 ON SHEET N-3 1 FOR MORE DETAILS. R-3 4 1 t'-0"t #4 REBAR _ CpGy�� (TYP•) GRADE \%��so�/\/\/\/\/\ R-4e• © 12 2'-4"f #3 REBAR STIRRUPS W/2" OVERLAP 1 I11 //\\//\\j\\//%\/�\ \ \�/\\X\\X / CU.1 YD N/A 4000 PSI CONCRETE 1 \///\// \\/ \ \// �� \/ 711--4 L-1100' \`\\ \\ ABEL ' 'QUANTITIES REFLECT INFORMATION FOR (1) NEW GUY ANCHOR. (2) TOTAL REQUIRED. =1iI-II`/ `/ / \/\ \/\� / �/\/\/\/\/\/\i o O -1113 // // // / // // // / // // //\ I v SMUCTURAi **MINIMUM BEND DIAMETER OF REBAR SHOULD BE UTILIZED. USE 6XDb UNLESS OTHERWISE NOTED. 'I-III-I(\\ \\ \\ \\ \\>\\ \ \\ \O\\ \ \\ \\ \\ \ Np,47$ C/) R_3 • CONTRACTOR TO PROVIDE ENGINEER OF =1llllli- TYP. RECORD WITH PICTURES OF REBAR LAYOUT -III ill illlli\ \\ \\/ R-4 FOR APPROVAL PRIOR TO POURING CONCRETE. (TYP.) \\/\\ \\ \\ NEW CONCRETE / // //// GUY ANCHOR 02/24/14 -111= \ \ \ \ \ \ \ \ DENNIS D. ABEL, P.E. • CONTRACTOR RESPONSIBLE FOR REPLACING '-III\/\\/\\/\\/\\/\ \��\\ \\ �\/ MASSACHUSETTS LIC. N0. 45976 ANY GROUNDING MATERIAL THAT MAY NEED 11=1r�\//\//\//\//\ TO BE REPLACED OR REMOVED DUE TO II111 11 \/\\/\\/\\/ / - DRAWN BY: PF PROPOSED INSTALLATION. 'I II IIII it/\ CHECKED BY: AB -I 1Ea r_/ - • WIRE RELOCATE SHOULD NOT BE PERFORMED �f,�/\�//\�// °� ° R-2 V•D: DDA p IF WIND SPEEDS EXCEED 20MPH. _:11Il h PROJECT NO: 13TI501400 ,-III- 7=1= \ \' SUBMITTALS III-i f� —1 - 1- DATE DESCRIPTION REV '-111-1, 02/24/14 CONSTRUCTION 0 R-1 (TYP.) NEW GUY ANCHOR"B"&"C" I` ELEVATION VIEW 3" 3'-0" 3" 2 SECTION MIN. MIN. COVER COVER S-3 SCALE:3/8"=1'-0" (TYP) (TYP.) SET INFORMATION CONTAINED THIS SET OF DOCUMENTS IS PROPRI ETARY BY NATURE. REPRODUCTION OR CAUSING TO Z w a w BE REPRODUCED THE WHOLE OR ANY M o t Z Of.gy p^ PART OF THESE DRAWINGS WITHOUT THE \ c1 3 SPACES ® Lu a 0 a PERMISSION OF FDH ENGINEERING, INC. j\\\ L° ° 10" = 2'-6" i Z R-4 (TYP.) IS PROHIBITED. 4 a NEW GUY ANCHOR SITE NAME: 4 SHAFT (SABRE PART NO. C30-129-001 NORTHAMPTON ° ®a R-2 ® —- a-— OR EQUIVALENT.) n ° ro ° --- - a----- n -- s-- --��° u Hi O w N 9 ° n` w iv p ° ® a SITE NUMBER: ---- - ----------- -.°- - I ° °- - a °a ------ 0110 a II I a 11 M ' T ° 10446 in-- V)_ TYP. 1n. I a ca NEW GUY ANCHOR SHAFT M y as 'no a (SABRE PART NO. R_1 0 v ° SITE ADDRESS: C30-129-001 OR (TYP.)EQUIVALENT.) ° a °I 790 FLORENCE ROAD I a 4 1 NORTHAMPTON,MA 01062 S-3 R-2 3" MIN. 3" MIN. (TYP.) 3 SPACES w COVER COVER 6" MIN. COVER SHEET TITLE o a (TYP.) 10" = 2'-6° (TYP.) (TYP.) (TYP.) n c) NEW GUY ANCHOR"B"&"C" !,= DETAILS NEW GUY ANCHOR"B"&"C" NEW GUY ANCHOR"B"&"C" NEW GUY ANCHOR"B"&"C" PLAN VIEW SECTION VIEW SECTION VIEW SHEET NUMBER 1 PLAN 3 SECTION 4 SECTION S-3 SCALE:318"=1'-0" S-3 SCALE: 1/2"=1'-0" S-3 SCALE: 1 1/2"=V-0" c v-3 PREPARED BY: 6521 MERIDIEN DRIVE . RALEIGH,NC 27616 PHONE:919-755-1012 FAX:919-755-1031 ENGINEERING INNOVATION PREPARED FOR: x CT11TOWERS LEG "A" EXISTING ANCHOR EXISTING ANCHOR (TYP_) H F TO BE ABANDONED '--'(TYP J TO EW GUY ANCHOR FOUNDATION • D ��D. m SEE S-3 & S-4 FOR DETAILS. DETERMINE INTERFERENCES PRIOR LEG "C" (nP) TO CONSTRUCTION. STRUCTURAL `" o Na,4597$ EXISTING • CONTRACTOR RESPONSIBLE FOR COMPOUND REPLACING ANY GROUNDING MATERIAL -/ST �9p 9FfEQ k. A� FENCE ��' THAT MAY NEED TO BE REPLACED OR �s/�NA REMOVED DUE TO PROPOSED 02/24/14 INSTALLATION. DENNIS D. ABEL, P.E. MASSACHUSETTS LIC. NO. 45975 ' • CONTRACTOR TO FIELD VERIFY DRAWN BY: PF LOCATION OF ALL UTILITY LINES BELOW GRADE PRIOR TO CONSTRUCTION CHECKED BY: AS ENG APPV'D: DDA EXISTING . CONTRACTOR MAY BE REQUIRED TO BUILDING PROJECT NO: 13TI501400 TEMPORARILY RELOCATE ICE BRIDGES &COAX DURING CONSTRUCTION.COAX SUBMITTALS MUST NOT BE DAMAGED OR TAKEN DATE DESCRIPTION REV OFFLINE AT ANY GIVEN TIME DURING 02/24/14 CONSTRUCTION 0 CONSTRUCTION. • CONTRACTOR TO FIELD VERIFY EXISTING ANCHOR DROPOFFS PRIOR TO BUILDING MATERIAL ORDERS. • CONTRACTOR RESPONSIBLE TO FIELD VERIFY EXISTING COMPOUND LAYOUT. �u SITE PLAN SHOWN ON THIS SHEET IS THE INFORMATION CONTAINED IN THIS EXISTING BASE ON LIMITED DATA. SET OF DOCUMENTS IS PROPRIETARY BY ACCESS NATURE. REPRODUCTION OR CAUSING TO GATE BE REPRODUCED THE WHOLE ANY PART OF THESE DRAWINGS WITHOUT THE PERMISSION OF FDH ENGINEERING, INC. IS PROHIBITED. SITE NAME: NORTHAMPTON LEG "B" SITE NUMBER: I �I 10446 I I I � \ SITE ADDRESS: 1 790 FLORENCE ROAD S-3 NORTHAMPTON,MA 01062 r- SITE LAYOUT SHEET TITLE - PLAN VIEW 1 PLAN SITE PLAN S-2 NTS SHEET NUMBER S-2 PREPARED BY: • APPURTENANCES MAY INTERFERE TOWER MODIFICATION SCHEDULE RALEIGH,NC DRIVE WITH PROPOSED MODIFICATIONS. ! RALEIGH,NC 5-1 12 PHONE:919-755-1012 FAX:919-755-1031 • ALL MODIFICATIONS TO BE INSTALLED NO. TYPE OF MODIFICATION BOTTOM TOP ELEV. CONTINUOUSLY THROUGH EXISTING ELEV.(FT) (FT) ENGINEERING I N N O V A T I O N EQUIPMENT.ALL EXISTING EQUIPMENT (1) EXISTING 7/16" EHS IT=109 GUY WIRES TO BE RELOCATED TO NEW GUY ANCHOR "e" & "C". NOT TO BE DAMAGED OR TAKEN OFF 1 (CONTRACTOR TO PROVIDE ALL NEW HARDWARE) SEE S-5 FOR DETAILS. - 140.21 PREPARED FOR: AIR DURING INSTALLATION. (1) EXISTING 7/16" EHS IT=109' GUY WIRES TO BE RELOCATED TO NEW GUY ANCHOR "B" & "C". _ 1�1 50.0' • ANTENNA GRAPHICS NOT SHOWN FOR 2 (CONTRACTOR TO PROVIDE ALL NEW HARDWARE) SEE S-5 FOR DETAILS. 73.21 T TOWERS CLARITY.SEE STRUCTURAL ANALYSIS 3 INSTALLATION OF NEW GUY ANCHOR "B" & "C" BLOCKS & FENCE. SEE S-2 THROUGH S-4 FOR DETAILS. -8.0± 3.51 REPORT FOR EXISTING ANTENNA LOADING. 4 CONTRACTOR TO PLUMB TOWER AND TENSION ALL GUY WIRES TO INITIAL TENSIONS (IT) AS SHOWN. _ VARIES 140.0 SEE S-6 FOR DETAILS. 1 TOWER FINISH:PAINTED EXISTING OUTER ANCHOR (A) 00 EAJPJIS �f R=102.5'± (8) ABEL 120.01 C? r Z v STRUCTURAL s 1p i� 02/24/14 A �� DENNIS D. ABEL, P.E. kpLOy MASSACHUSETTS LIC. NO. 45975 100.0' pF�p DRAWN BY: PF CHECKED BY: AB 2Flyp9J. ENG APPV'D: DDA 'S9�I0 PROJECT NO: 13TIS01400 o�9AF� SUBMITTALS F $1 . 9Z� ��`� 3 3 DATE DESCRIPTION REV 'Sp 02/24/14 CONSTRUCTION 0 \\ EXISTING EXISTING 2 ANCHOR (C) ANCHOR (B) (TO BE ABANDONED)(C) —(TO BE ABANDONED) NEW ANCHOR (C) NEW ANCHOR (B) ( R=100.0'± (-7) R=100.0'± (-2) 60.01 ?J \\ ANCHOR LAYOUT SCALE: NTS ) THE INFORMATION CONTAINED IN THIS pNT 7s" LEG "A" SET OF DOCUMENTS IS PROPRIETARY BY NATURE. REPRODUCTION OR CAUSING TO �CTp Fys \\ (60') BE REPRODUCED THE WHOLE OR ANY R 1?0 pro PART OF THESE DRAWINGS WITHOUT THE 70. PERMISSION OF FDH ENGINEERING, INC. 01, TD IS PROHIBITED. 40.0 �F1y yF T p\ SITE NAME: EXISTING NORTHAMPTON 4 D 1/4" CABLE P \ O ELEV: 150.0'± SITE NUMBER: O ° 10446 20.0' SAFETY EXISTING SAFETY COAX CLIMB (2) 7/8" ELEV: 148.5'± SITE ADDRESS: 790 FLORENCE ROAD NORTHAMPTON,MA 01062 \\ SHEET TITLE /A / / )/,\// NEW (BY OTHERS) MODIFICATION SCHEDULE EXISTING GUY RADIUS (8) 0.645" DC CABLES (SEE ANCHOR LAYOUT) (3) 8mm RET CABLES TOWER ELEVATION (z) 10mm FIBER CABLES SHEET NUMBER ELEV: 146.0'± COAX LAYOUT SCALE: NTS SCALE: NTS _ FOUNDATION NOTES: FOUNDATION CONCRETE: NEW GUY ANCHOR FENCING NOTES: PREPARED BY: 1. ALL WORK SHALL BE IN ACCORDANCE WITH ALL FEDERAL, STATE, 1. WORK SHALL BE IN ACCORDANCE WITH THE LATEST VERSION OF ACI 1. NEW GUY ANCHOR FENCING TO MEET CURRENT JURISDICTIONAL AND LOCAL CODES AND ORDINANCES. 318 - BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE. AND/OR LANDLORD REQUIREMENTS. IF NO REQUIREMENTS ARE 6521 MERIDIEN DRIVE APPLICABLE, CONTRACTOR SHOULD MATCH EXISTING GUY ANCHOR . RALEIGH,NC 27616 -755-1012 919 2. PROCEDURES FOR THE PROTECTION OF EXCAVATIONS, EXISTING 2. PROPORTIONS OF CONCRETE MATERIALS SHALL BE SUITABLE FOR FENCE TYPE AND DIMENSIONS. PHONE:E: 1975.1031 CONSTRUCTION AND UTILITIES SHALL BE ESTABLISHED PRIOR TO THE INSTALLATION METHOD UTILIZED AND SHALL RESULT IN FOUNDATION INSTALLATION. DURABLE CONCRETE FOR RESISTANCE TO LOCAL ANTICIPATED 2. GUY ANCHOR GROUNDING PER CCI ENG-BUL-101 17 TOWER SITE ENGINEERING INNOVATION AGGRESSIVE ACTIONS. THE DURABILITY REQUIREMENTS OF ACI 318 GROUNDING AND ENG-BUL-10099 GUY ANCHOR-SHAFT GROUNDING 3. ALL WORK PRESENTED ON THESE DRAWINGS IS TO BE COMPLETED CHAPTER 4 SHALL BE SATISFIED BASED ON THE CONDITIONS BY THE CONTRACTOR UNLESS OTHERWISE NOTED AND/OR AGREED EXPECTED AT THE SITE. AS A MINIMUM, CONCRETE SHALL PREPARED FOR: TO WITH FDH ENGINEERING. DEVELOP A COMPRESSIVE STRENGTH OF 4000 PSI IN 28 DAYS. 4. THE CONTRACTOR MUST HAVE EXPERIENCE IN PERFORMANCE OF 3. CONCRETE SHALL BE PLACED IN A MANNER THAT WILL PREVENT C T I a TOW E R S WORK DESCRIBED HEREIN. BY ACCEPTANCE OF THIS ASSIGNMENT, SEGREGATION OF CONCRETE MATERIALS, INFILTRATION OF WATER OR THE CONTRACTOR IS ATTESTING THAT THEY HAVE SUFFICIENT SOIL, AND OTHER OCCURRENCES THAT MAY DECREASE THE EXPERIENCE, ABILITY, AND KNOWLEDGE OF WORK TO BE STRENGTH OR DURABILITY OF THE CONCRETE. PERFORMED AND THAT THEY ARE PROPERLY LICENSED, REGISTERED, AND/OR ENSURED TO PERFORM THIS WORK. 4. LOOSE MATERIAL SHALL BE REMOVED FROM BOTTOM OF EXCAVATION PRIOR TO CONCRETE PLACEMENT. CONCRETE SHALL BE PLACED 5. CONTRACTOR IS REQUIRED TO HAVE ALL NECESSARY INSPECTIONS ON UNDISTURBED SOIL, AND LOOSE CUTTINGS SHALL BE REMOVED PERFORMED BY THE LOCAL BUILDING CODE OFFICIAL OR AN FROM SIDES OF EXCAVATION PRIOR TO CONCRETE PLACEMENT. APPROVED AGENCY. UNDER NO CIRCUMSTANCES SHALL CONCRETE FALL THROUGH WATER. ( 6. FOUNDATION DESIGN ASSUMES FIELD INSPECTIONS WILL BE PERFORMED TO VERIFY THAT CONSTRUCTION MATERIALS, 5. IN COLD WEATHER CONDITIONS, WORK SHALL BE IN ACCORDANCE C INSTALLATION METHODS AND ANY ASSUMED DESIGN PARAMETERS WITH ACI 306.1-90 (REAPPROVED 2002). SEE ACI 306 FOR DE��D. ARE ACCEPTABLE BASED UPON CONDITIONS EXISTING AT THE SITE. DESCRIPTION OF COLD WEATHER CONDITIONS. 7. ALL HARDWARE ASSEMBLY AND MANUFACTURER'S INSTRUCTIONS 6. SULFATE RESISTANT CEMENT SHALL BE USED IN AREAS WHICH ARE v STRUCTURAL ti SHALL BE FOLLOWED; ANY CONTRADICTION BETWEEN THE KNOWN TO HAVE HIGH SULFATES IN SOIL AND GROUND WATER. HO• MANUFACTURER'S RECOMMENDATIONS AND THESE DRAWINGS ARE TO CONCRETE TESTING: BE BROUGHT IMMEDIATELY TO THE ATTENTION OF THE ENGINEER $TEQ k, AND OWNER. �s'r�OjIlI1�.ENG` 1. SLUMP TEST SHALL BE PERFORMED ON-SITE TO ENSURE 8. ANY CONTRACTOR INSTALLING ADHESIVE ANCHORING SYSTEMS SHALL WORKABILITY OF CONCRETE. 02/24/14 DENNIS D. ABEL, P.E. BE TRAINED, IN PERSON BY A MANUFACTURER'S REPRESENTATIVE, 2 ALL TEST CYLINDERS SHALL BE MADE AND CURED IN ACCORDANCE MASSACHUSETTS LIC. NO. 45976 ON THE PROPER INSTALLATION TECHNIQUES. THIS TRAINING SHALL INCLUDE PROPER DRILLING, HOLE CLEANING, AND INSTALLATION WITH ASTM C31. COMPRESSION TESTING SHALL BE DONE IN DRAWN BY: PF METHODS FOR THE ADHESIVE ANCHORING SYSTEM AND ACCORDANCE WITH ASTM C39. CONSTRUCTION CONDITIONS ON THIS PROJECT. ALL TRAINING TO CHECKED BY: AB BE CONDUCTED PRIOR TO CREWS STEPPING ON SITE. IT IS THE 3. CYLINDERS TO BE BROKEN ON DAYS 7 AND 28. (2) ADDITIONAL ENG APPV'D: DDA RESPONSIBILITY OF THE CONTRACTOR TO CONTACT MANUFACTURER CYLINDERS SHOULD BE AVAILABLE FOR ANY ADDITIONAL TESTING. REPRESENTATIVE TO SET UP TRAINING. FDH IS NOT RESPONSIBLE PROJECT NO: 13TI501400 FOR ANY COST OCCURRED FOR OR DURING ADHESIVE ANCHORING 4. A SUFFICIENT SAMPLING OF CONCRETE SHALL BE TAKEN TO SYSTEM TRAINING. ENSURE A FAIR REPRESENTATION OF THE CONCRETE USED FOR ALL SLUMP AND COMPRESSION TESTS. NON-COMFORMING MATERIAL SUBMITTALS 9. CONTRACTOR IS SOLELY RESPONSIBLE FOR MEANS AND METHODS SHALL NOT BE ACCEPTED BY CONTRACTOR. DATE DESCRIPTION REV OF CONSTRUCTION, INCLUDING BUT NOT LIMITED TO, INITIATING, 02/24/14 CONSTRUCTION D MAINTAINING, LAYOUT, AND SUPERVISING ALL SAFETY PRECAUTIONS FOUNDATION REINFORCEMENT: AND PROGRAMS IN CONNECTION WITH THE WORK. CONTRACTOR IS SOLELY RESPONSIBLE FOR ENSURING THE WORK COMPLIES WITH 1. REINFORCEMENT SHALL BE DEFORMED AND CONFORM TO THE ALL APPLICABLE SAFETY CODES AND REGULATIONS. REQUIREMENTS OF ASTM A615 GRADE 60 UNLESS OTHERWISE NOTED. SPLICES IN REINFORCEMENT SHALL NOT BE ALLOWED 10. ALL DIMENSIONS AND/OR ELEVATIONS, OR SIMILAR EXISTING UNLESS OTHERWISE NOTED. CONDITIONS SHOWN ON THE DRAWING ARE TO BE FIELD VERIFIED BY THE CONTRACTOR PRIOR TO BEGINNING ANY MATERIAL 2. REINFORCEMENT SHALL BE PROPERLY PLACED PRIOR TO ANY ORDERING, FABRICATION, OR CONSTRUCTION WORK. ANY CONCRETE PLACEMENT. REINFORCING SHALL BE BRACED TO RETAIN DISCREPANCIES ARE TO BE IMMEDIATELY BROUGHT TO THE PROPER DIMENSIONS DURING HANDLING AND THROUGHOUT ATTENTION OF THE ENGINEER/OWNER. DISCREPANCIES MUST BE PLACEMENT OF CONCRETE. THE INFORMATION CONTAINED IN THIS RESOLVED BEFORE CONTRACTOR IS TO PROCEED WITH THE WORK. SET OF DOCUMENTS IS PROPRIETARY BY 3. WELDING IS PROHIBITED ON REINFORCING STEEL AND EMBEDMENTS. NATURE. REPRODUCTION OR CAUSING TO 11. FOUNDATION DESIGN HAS BEEN DEVELOPED IN ACCORDANCE WITH BE REPRODUCED THE WHOLE OR ANY THE LIMITS OF THE SUBSURFACE DATA PROVIDED. APPLICABLE 4. MINIMUM CONCRETE COVER FOR REINFORCEMENT SHALL BE 3 PART OF THESE DRAWINGS WITHOUT THE CODES ARE ACI-318. SHOULD SUBSURFACE CONDITIONS VARY FROM INCHES. REBAR CHAIRS MUST BE USED TO ENSURE THE 3 INCH PERMISSION OF FDH ENGINEERING, INC. THOSE VALUES USED IN THE DESIGN, THEN FDH ENGINEERING, INC. MINIMUM COVER. CONCRETE BLOCKS ARE NOT TO BE USED TO IS PROHIBITED. SHOULD BE NOTIFIED IMMEDIATELY. OBTAIN MINIMUM COVER. 12. FOUNDATION BACKFILL SHALL BE PLACED IN 8-INCH MAXIMUM SITE NAME: LAYERS AND COMPACTED TO 95% OF MAXIMUM DRY DENSITY AS NORTHAMPTON DETERMINED BY ASTM D-698 (STANDARD PROCTOR). ADDITIONALLY, STRUCTURAL BACKFILL MUST HAVE A MINIMUM COMPACTED UNIT WEIGHT OF 120 LBS PER CUBIC FOOT. SITE NUMBER: 13. ANY EXPOSED EDGES OF CONCRETE SHALL BE CHAMFERED 3/4" X 10446 3/4" MINIMUM. 14. CONTRACTOR TO PROVIDE A "SAFE WORKING" SOIL SLOPE FOR SITE ADDRESS: EXCAVATIONS DEEPER THAN 4 FT. (I.E. FOR EVERY FOOT OF DEPTH, TRENCH MUST BE EXCAVATED BACK 1-1/2FT). IF "SAFE 790 FLORENCE ROAD WORKING" SLOPE CANNOT BE ATTAINED, CONTRACTOR SHALL NORTHAMPTON,MA 01062 PROVIDE TEMPORARY SOIL SHORING PER ALL APPLICABLE SAFETY CODES & REGULATIONS DURING CONSTRUCTION. SHEET TITLE FOUNDATION NOTES SHEET NUMBER N-3 GENERAL NOTES: STEEL: COLD GALVANIZATION/SURFACE PREPARATION NOTES: PREPARED BY: 1. ALL WORK SHALL BE DONE IN ACCORDANCE WITH ALL APPLICABLE 1. ALL STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED IN 1. CONTRACTOR TO USE ZINGA OR ZRC COLD GALVANIZATION FEDERAL, STATE AND LOCAL CODES AND ORDINANCES. IT IS THE ACCORDANCE WITH THE LATEST AISC CODE AND ASTM COMPOUNDS OR APPROVED EQUIVALENT. 6521 MERIDIEN DRIVE CONTRACTOR'S RESPONSIBILITY TO OBTAIN ALL PERMITS NECESSARY SPECIFICATIONS. . RALEIGH,NO 16 PHONE:919-755,-1-1 012 TO COMPLETE THE PROJECT AND ABIDE BY ALL CONDITIONS AND 2. PREPARE RUSTED/CORRODED SURFACE FOR TREATMENT FAX:919-755-1031 REQUIREMENTS OF THE PERMITS. 2. ALL CONNECTIONS OF STRUCTURAL STEEL MEMBERS SHALL BE ACCORDING TO MANUFACTURE'S RECOMMENDATIONS. MADE USING SPECIFIED WELDS WITH WELDING ELECTRODES E-70XX E N G I N E ER.N G I N N O V AT. O N 2, THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF OR SPECIFIED HIGH STRENGTH BOLTS TO BE ASTM A325N, THREAD 3. CONTRACTOR TO APPLY (2) COATS OF COLD GALVANIZATION ALL DIMENSIONS, ELEVATIONS AND EXISTING CONDITIONS AT THE INCLUDED WITH SHEAR PLANE (UNLESS OTHERWISE NOTED). COMPOUND PER MANUFACTURE'S RECOMMENDATION. DRYING AND PREPARED FOR: SITE BEFORE ORDERING ANY MATERIALS OR DOING ANY WORK. NO CURING TIMES MUST BE UTILIZED PER MANUFACTURE'S EXTRA CHARGE OR COMPENSATION SHALL BE ALLOWED DUE TO 3. ALL BOLTED CONNECTIONS TO BE INSTALLED TO A SNUG-TIGHTENED RECOMMENDATION. DIFFERENCE BETWEEN ACTUAL DIMENSIONS AND DIMENSIONS CONDITION IN ACCORDANCE WITH AISC 13 PART 16.2, CC INDICATED ON THE CONSTRUCTION DRAWINGS. ANY SUCH "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR 4. APPLY ALL COATINGS BY BRUSH IN CALM WIND CONDITIONS. THE C � TOW E R J DISCREPANCY IN DIMENSION WHICH MAY BE FOUND SHALL BE A490 BOLTS", SECTION 8.1, UNLESS OTHERWISE SPECIFIED. WHEN USE OF AEROSOL IS NOT PERMITTED. SUBMITTED TO FDH ENGINEERING FOR CONSIDERATION BEFORE THE "X" TYPE BOLTS ARE USED, CONTRACTOR MAY BE REQUIRED TO CONTRACTOR PROCEEDS WITH THE WORK IN THE AFFECTED AREAS. STACK ADDITIONAL WASHERS TO OBTAIN PROPER SNUG TIGHT 5. IF THE TOWER IS PAINTED, BRUSH PAINT ALL TREATED AREAS TO 3. INCORRECTLY FABRICATED, DAMAGED, OTHERWISE MISFITTING, OR INSTALLATION. ALL NUTS SHALL BE HEAVY HEX UNLESS OTHERWISE MATCH TOWER AFTER COLD GALVANIZATION COMPOUND IS ALLOWED NON-CONFORMING MATERIALS AND CONDITIONS SHALL BE REPORTED NOTED. TO CURE. TO FDH ENGINEERING PRIOR TO ANY REMEDIAL OR CORRECTIVE 4. ALL STEEL, AFTER FABRICATION, SHALL BE HOT DIPPED GALVANIZED GUY WIRE SPECIFICATIONS: ACTION. ALL ACTIONS SHALL REQUIRE FDH ENGINEERING PER ASTM A-123. ALL DAMAGED SURFACES, WELDED AREAS AND APPROVAL. 1. ADJUST INITIAL TENSION AS REQUIRED FOR TEMPERATURE AUTHORIZED NON-GALVANIZED MEMBERS OR PARTS (EXISTING OR NEW) SHALL BE PAINTED WITH MULTIPLE COATS OF ZRC COLD CONDITIONS UPON INSTALLATION OF GUY WIRES. CONTACT ENGINEER 4. IT IS THE CONTRACTOR'S SOLE RESPONSIBILITY TO DETERMINE OF RECORD IF NECESSARY. ERECTION PROCEDURE AND SEQUENCE TO ENSURE THE SAFETY OF GALVANIZING COMPOUND ACHEIVING A MINIMUM OF 4 MILS DRY FILM PER ASTM A 780. O� DENNJS D. THE STRUCTURE AND ITS COMPONENT PARTS DURING ERECTION 2. UPON RETENSION OF NEW GUY WIRES, CONTRACTOR IS AND/OR FIELD MODIFICATIONS. THIS INCLUDES, BUT IS NOT LIMITED 5. ALL SHOP AND FIELD WELDING SHALL BE DONE BY WELDERS RESPONSIBLE FOR ENSURING PLUMB AND TENSION OF ALL GUY Q ABEL. r^ TO, THE ADDITION OF TEMPORARY BRACING, GUYS OR TIE DOWNS QUALIFIED AS DESCRIBED IN THE "AMERICAN WELDING SOCIETY'S WIRES ARE WITHIN ANSI/TIA-222-G SPECIFICATIONS. U STRUCTURAL y THAT MAY BE NECESSARY. SUCH MATERIAL SHALL BE REMOVED No.4W76 AFTER THE COMPLETION OF THE PROJECT. STANDARD QUALIFICATION PROCEDURE" TO PERFORM THE TYPE OF 3. ALL NEW GUY WIRE HARDWARE SHALL BE PROVIDED BY -o WORK REQUIRED.ENGINEERING, INC.CW WITH AC PASSING ERTIF ED WELDING INSPECTION CONTRACTOR AS NOTED. 9pF�ISTi �yE4 5 SITE AND RESTORE AS BEST LASRPOSSIB E TO PRECONS RIUCTION FOR ALL WELDS. 4. ANCHOR DROPOFFS AND RADII MAY VARY. CONTRACTOR TO PERFORM F`rsrONAL CONDITION. 6. STRUCTURAL STEEL MAY NOT BE TORCH CUT FOR FABRICATION. ALL SITE VISIT PRIOR TO MATERIAL ORDERS. 02/24/14 DENN STEEL FABRICATION MUST FOLLOW AISC STANDARDS. MASSA U ABEL, P.E. CONTRACTOR QUALIFICATION NOTES: 5. CONTRACTOR MAY BE REQUIRED TO BORE EXISTING FAN PLATE MASSACHUSETTS LIC. N0. 45976 MISC. AND/OR GUY LUG HOLES TO ENSURE PROPER FIT OF NEW . 1. ALL REPAIRS SHALL BE PERFORMED BY A TOWER CONTRACTOR WITH HARDWARE. CONTRACTOR MUST CONTACT FDH PROJECT MANAGER DRAWN BY: PF A MINIMUM 5 YEARS EXPERIENCE IN TOWER ERECTION AND 1, ALL MODIFICATIONS ARE ASSUMED TO BE MADE ON AN EMPTY PRIOR TO BORING FAN PLATE HOLES. CHECKED BY: AB RETROFIT AND WITH WORKING KNOWLEDGE OF THE ANSI/TIA-222-G TOWER. CONTRACTOR IS RESPONSIBLE TO MAKE PROVISIONS TO ENG APPV'D: DDA "STRUCTURAL STANDARD FOR ANTENNA SUPPORTING STRUCTURES SUPPORT OR WORK AROUND EXISTING ANTENNAS AND 13TIS01400 AND ANTENNAS". TRANSMISSION LINES. MODIFICATIONS MUST BE CONTINUOUS PROJECT NO: THROUGH ALL AREAS SHOWN. 2. CONTRACTOR IS RESPONSIBLE FOR ALL CONSTRUCTION MEANS AND METHODS. SHOULD THE CONTRACTOR REQUIRE DIRECT 2. CONTRACTOR FIELD VERIFY ALL DIMENSIONS PRIOR TO SUBMITTALS CONSULTATION, FDH ENGINEERING, INC. IS WILLING TO OFFER CONSTRUCTION. DATE DESCRIPTION REV SERVICES BASED UPON AN AGREED FEE FOR THE WORK REQUIRED. 02/24/14 CONSTRUCTION D 3. ALL SUBMITTAL INFORMATION MUST BE SENT TO FDH ENGINEERING, FABRICATION NOTES: INC. 6521 MERIDIEN DRIVE, RALEIGH NC, 27616, TEL. (919) 1. ALL DIMENSIONS ARE PRELIMINARY UNTIL FIELD VERIFIED BY 755-1012, FAX. (919) 755-1031, E-MAIL INFOOFDH-INC.COM. CONTRACTOR. ANY CHANGES MUST BE APPROVED BY ENGINEER OF ANY VARIATION OF THESE SPECIFICATIONS OR DRAWINGS WITHOUT RECORD IN WRITING PRIOR TO FABRICATION AND INSTALLATION. CONSENT FROM FDH ENGINEERING, INC. WILL VOID ANY RESPONSIBILITY OR LIABILITY FOR DAMAGE (MATERIAL OR PHYSICAL) 2. NEW STEEL MEMBERS MUST HAVE SINGLE DRILLED HOLES. SLOTTED TOWARDS FDH ENGINEERING, INC. AND DOUBLE DRILLED HOLES ARE NOT ACCEPTABLE MEANS OF FABRICATION. 4. ALL CONSTRUCTION TO BE IN ACCORDANCE WITH THE TIA-1019-A STANDARD. SUBSTITUTES AND/OR EQUALS: THE INFORMATION CONTAINED IN THIS SET OF DOCUMENTS IS PROPRIETARY BY JOB SITE SAFETY&NOTES: 1. IF CONTRACTOR WISHES TO FURNISH OR USE A SUBSTITUTE ITEM NATURE. REPRODUCTION OR CAUSING TO BE REPRODUCED THE WHOLE OR OF MATERIAL OR EQUIPMENT, CONTRACTOR SHALL FIRST MAKE 1. NEITHER THE PROFESSIONAL ACTIVITIES OF FDH ENGINEERING, INC. WRITTEN APPLICATION TO ENGINEER OF RECORD FOR ACCEPTANCE PART OF THESE DRAWINGS WITHOUT THE ANY PERMISSION OF FDH ENGINEERING, INC. NOR THE PRESENCE OF FDH ENGINEERING, INC. OR EMPLOYEES THEREOF, CERTIFYING THAT THE PROPOSED SUBSTITUTE WILL IS PROHIBITED. AND SUB-CONSULTANTS AT THE CONSTRUCTION SITE, SHALL PERFORM ADEQUATELY THE FUNCTIONS AND ACHIEVE THE RESULTS RELIEVE THE GENERAL CONTRACTOR AND OR SUBCONTRACTORS AND CALLED FOR BY THE GENERAL DESIGN, BE SIMILAR IN SUBSTANCE ANY OTHER ENTITY OF THEIR OBLIGATIONS, DUTIES AND TO THAT SPECIFIED AND SUITED TO THE SAME USE AS THAT SITE NAME: RESPONSIBILITIES INCLUDING, BUT NOT LIMITED TO, CONSTRUCTION SPECIFIED. ALL VARIATIONS OF THE PROPOSED SUBSTITUTE FROM MEANS, METHODS, SEQUENCE, TECHNIQUES OR PROCEDURES THAT SPECIFIED WILL BE IDENTIFIED IN THE APPLICATION AND NORTHAMPTON NECESSARY FOR PERFORMING, SUPERINTENDING OR COORDINATING AVAILABLE MAINTENANCE, REPAIR AND REPLACEMENT SERVICE WILL ALL PORTIONS OF THE WORK OF CONSTRUCTION IN ACCORDANCE BE INDICATED. THE APPLICATION WILL ALSO CONTAIN AN ITEMIZED WITH THE CONTRACT DOCUMENTS AND ANY HEALTH OR SAFETY ESTIMATE OF ALL COSTS OR CREDITS THAT WILL RESULT DIRECTLY PRECAUTIONS REQUIRED BY ANY REGULATORY AGENCIES. THE OR INDIRECTLY FROM ACCEPTANCE OF SUCH SUBSTITUTE INCLUDING SITE NUMBER: GENERAL CONTRACTOR AND OR SUBCONTRACTOR IS SOLELY COSTS OF REDESIGN AND CLAIMS OF OTHER CONTRACTORS 10446 RESPONSIBLE FOR JOB SAFETY, AND WARRANTS THAT THIS INTENT AFFECTED BY THE RESULTING CHANGE, ALL OF WHICH WILL BE IS EVIDENT BY ACCEPTING THIS WORK. CONSIDERED BY ENGINEER OF RECORD IN EVALUATION OF THE PROPOSED SUBSTITUTE. ENGINEER OF RECORD MAY REQUIRE CONTRACTOR TO FURNISH ADDITIONAL DATA ABOUT THE PROPOSED SITE ADDRESS: SUBSTITUTE. 790 FLORENCE ROAD NORTHAMPTON,MA 01062 SHEET TITLE GENERAL NOTES SHEET NUMBER N-2 PREPARED BY: POST CONSTRUCTION INSPECTION NOTES: 6521 MERIDIEN DRIVE . RALEIGH,NC 5-1 16 PHONE:9 01 GENERAL 2 FAX:919-75-7555-15-7031 PCI CHECKLIST 1. THE POST CONSTRUCTION INSPECTION (PCI) IS A VISUAL INSPECTION OF TOWER ENGINEERING INNOVATION MODIFICATIONS AND A REVIEW OF CONSTRUCTION INSPECTIONS AND OTHER REPORTS TO ENSURE THE INSTALLATION WAS CONSTRUCTED IN ACCORDANCE WITH THE CONTRACT CONSTRUCTION/INSTALLATION DOCUMENTS, NAMELY THE MODIFICATION DRAWINGS, AS DESIGNED BY THE ENGINEER OF PREPARED FOR: INSPECTIONS AND TESTING REPORT ITEM RECORD (EOR). REQUIRED 2. THE PCI IS TO CONFIRM INSTALLATION CONFIGURATION AND WORKMANSHIP ONLY AND IS C T T'T O W E R S PRE-CONSTRUCTION NOT A REVIEW OF THE MODIFICATION DESIGN ITSELF, NOR DOES THE PCI INSPECTOR TAKE OWNERSHIP OF THE MODIFICATION DESIGN. OWNERSHIP OF THE STRUCTURAL X PCI CHECKLIST DRAWING MODIFICATION DESIGN EFFECTIVENESS AND INTEGRITY RESIDES WITH THE FOR AT ALL TIMES. N/A FOR APPROVED SHOP DRAWINGS 3. ALL PCI'S SHALL BE CONDUCTED BY A PCI INSPECTOR THAT IS APPROVED TO PERFORM ELEVATED WORK FOR FDH ENGINEERING, INC. N/A FABRICATION INSPECTION 4. TO ENSURE THAT THE REQUIREMENTS OF THE PCI ARE MET, IT IS VITAL THAT THE N/A FABRICATOR CERTIFIED WELD INSPECTION GENERAL CONTRACTOR (GC) AND THE PCI INSPECTOR BEGIN COMMUNICATING AND N F COORDINATING AS SOON AS A PO IS RECEIVED. IT IS EXPECTED THAT EACH PARTY X MATERIAL TEST REPORT (MTR) WILL BE PROACTIVE IN REACHING OUT TO THE OTHER PARTY. IF CONTACT INFORMATION IS NOT KNOWN, CONTACT YOUR FDH POINT OF CONTACT (POC). O DENNI D. y N/A FABRICATOR NDE INSPECTION 5. REFER TO CCR-01 : CONTRACTOR CLOSEOUT REQUIREMENTS FOR FURTHER DETAILS 0 ABET rn 5 MUCi•URAL co N/A NDE REPORT OF MONOPOLE BASE PLATE (AS REQUIRED) AND REQUIREMENTS. No.45976 X PACKING SLIPS PCI INSPECTOR ADDITIONAL TESTING AND INSPECTIONS: 1. THE PCI INSPECTOR IS REQUIRED TO CONTACT THE GC AS SOON AS RECEIVING A PO 02/24/14 FOR THE PCI TO, AT A MINIMUM: DENNIS D. ABEL, P.E. MASSACHUSETTS LIC. NO. 45976 • REVIEW THE REQUIREMENTS OF THE PCI CHECKLIST • WORK WITH THE GC TO DEVELOP A SCHEDULE TO CONDUCT ON—SITE INSPECTIONS, DRAWN BY: PF CONSTRUCTION INCLUDING FOUNDATION INSPECTIONS CHECKED BY: AB X CONSTRUCTION INSPECTIONS 2. THE PCI INSPECTOR IS RESPONSIBLE FOR COLLECTING ALL GENERAL CONTRACTOR (GC) ENG APPVD: ODA INSPECTION AND TEST REPORTS, REVIEWING THE DOCUMENTS FOR ADHERENCE TO THE 13TIS01400 X FOUNDATION INSPECTIONS CONTRACT DOCUMENTS, CONDUCTING THE IN—FIELD INSPECTIONS, AND SUBMITTING THE PROJECT No: PCI REPORT TO FDH. X CONCRETE COMP. STRENGTH AND SLUMP TESTS SUBMITTALS DATE DESCRIPTION REV N/A POST INSTALLED ANCHOR ROD VERIFICATION CORRECTION OF FAILING PCIIS 02/24/14 CONSTRUCTION 0 N/A BASE PLATE GROUT VERIFICATION 1- IF THE MODIFICATION INSTALLATION WOULD FAIL THE PCI ("FAILED PCI"), THE GC SHALL WORK WITH FDH TO COORDINATE A REMEDIATION PLAN IN ONE OF TWO WAYS: N/A CONTRACTOR'S CERTIFIED WELD INSPECTION • CORRECT FAILING ISSUES TO COMPLY WITH THE SPECIFICATIONS CONTAINED IN THE ORIGINAL CONTRACT DOCUMENTS AND COORDINATE A SUPPLEMENT PCI. x EARTHWORK: LIFT AND DENSITY • OR, WITH FDH'S APPROVAL, THE GC MAY WORK WITH THE FOR TO RE-ANALYZE ON SITE COLD GALVANIZING VERIFICATION )( THE MODIFICATION/REINFORCEMENT USING THE AS-BUILT CONDITION. X GUY WIRE TENSION REPORT REQUIRED PHOTOS THE INFORMATION CONTAINED THIS SET OF DOCUMENTS IS PROPRI ETARY BY NATURE. REPRODUCTION OR CAUSING TO X GC AS-BUILT DOCUMENTS 1. BETWEEN THE GC AND THE PCI INSPECTOR THE FOLLOWING PHOTOGRAPHS, AT A BE REPRODUCED THE WHOLE OR ANY MINIMUM, ARE TO BE TAKEN AND INCLUDED IN THE PCI REPORT: PART OF THESE DRAWINGS WITHOUT THE PERMISSION OF FDH ENGINEERING, INC. ADDITIONAL TESTING AND INSPECTIONS: • PRE-CONSTRUCTION GENERAL SITE CONDITION IS PROHIBITED. • PHOTOGRAPHS DURING THE REINFORCEMENT MODIFICATION CONSTRUCTION/ERECTION AND INSPECTION •• RAW MATERIALS SITE NAME: POST-CONSTRUCTION •• PHOTOS OF ALL CRITICAL DETAILS NORTHAMPTON •• FOUNDATION MODIFICATIONS X PCI INSPECTOR REDLINE OR RECORD DRAWING(S) •• WELD PREPARATION •• BOLT INSTALLATION AND TORQUE N/A POST INSTALLED ANCHOR ROD PULL-OUT TESTING •• FINAL INSTALLED CONDITION •• SITE NUMBER: SURFACE COATING REPAIR X PHOTOGRAPHS • POST CONSTRUCTION PHOTOGRAPHS 10446 •• FINAL INFIELD CONDITION ADDITIONAL TESTING AND INSPECTIONS: 2. PHOTOS OF ELEVATED MODIFICATIONS TAKEN FROM THE GROUND SHALL BE SITE ADDRESS: CONSIDERED INADEQUATE. 790 FLORENCE ROAD NORTHAMPTON,MA 01062 NOTE: X DENOTES A DOCUMENT NEEDED FOR THE PCI REPORT N/A DENOTES A DOCUMENT THAT IS NOT REQUIRED FOR THE PCI REPORT SHEET TITLE POST CONSTRUCTION INSPECTION NOTES SHEET NUMBER N-1 PREPARED BY FOR INQUIRIES REGARDING THE CONTENT OF THESE MODIFICATION 6521 MERIDIEN DRIVE THE MODIFICATIONS DEPICTED ON THESE DRAWINGS ARE BASED ON DRAWINGS,PLEASE CONTACT JOHN WOOD WITH THE FDH ® RALEIGH,NC 27616 THE RECOMMENDATIONS OUTLINED IN THE STRUCTURAL ANALYSIS ENGINEERING STRUCTURAL DEPARTMENT(919)755-1012 FAX:9 919--75755 5-1012 FAX:9 -1031 COMPLETED BY FDH ENGINEERING,INC.,PROJECT NO.14218Q1400 ENGINEERING INNOVATION DATED FEBRUARY 05,2014. PREPARED FOR: THIS REPORT WAS BASED ON A SPECIFIC ANTENNA AND COAX CONFIGURATION PROVIDED BY THE TOWER OWNER.ANY CHANGE TO THIS INFORMATION MUST BE REVIEWED BY FDH ENGINEERING,INC. C T I TOWERS ALL DIMENSIONS,MEASUREMENTS,QUANTITIES,PART NUMBERS AND COAX/ANTENNA PLACEMENTS TO BE FIELD VERIFIED BY CONTRACTOR PRIOR TO MATERIAL ORDERS AND CONSTRUCTION. Rf PROJECT DESCRIPTION: c MODIFICATION DRAWINGS 0 BABEL ym 5 STRUCTURAL 03 FOR A 150' GUYED TOWER A�o,{ NNors 978 `�ssivlvaL 02/24/14 DENNIS D. ABEL, P.E. MASSACHUSETTS LIC. NO. 45976 DRAWN BY: PF CHECKED BY: AB ENS APPV'D: DDA PROJECT NO: 13TI501400 T TOWERS SUBMITTALS DATE DESCRIPTION REV 02/24/14 CONSTRUCTION 0 SITE NAME: NORTHAMPTON SHEET INDEX THE INFORMATION CONTAINED IN THIS SET OF DOCUMENTS IS PROPRIETARY BY SITE NUMBER. SHT NATURE. REPRODUCTION OR CAUSING TO . BE REPRODUCED THE WHOLE OR ANY 10446 NO. DESCRIPTION PART OF THESE DRAWINGS WITHOUT THE PERMISSION OF FDH ENGINEERING, INC. T-1 TITLE SHEET IS PROHIBITED. N-1 POST CONSTRUCTION INSPECTION NOTES SITE NAME: SITE ADDRESS: N-2 GENERAL NOTES NORTHAMPTON 790 FLORENCE ROAD N-3 FOUNDATION NOTES NORTHAMPTON, MA 01062 S-1 MODIFICATION SCHEDULE SITE NUMBER: S-2 SITE PLAN 10446 COORDINATES: S-3 NEW GUY ANCHOR "B" & "C" FOUNDATION DETAILS LATITUDE: 42.3038° S-4 FENCE DETAILS SITE ADDRESS: LONGITUDE: -72.6721' S-5 NEW GUY ANCHOR "B" & °C" GUY WIRE DETAILS 790 FLORENCE ROAD S-6 PULSE CHARTS NORTHAMPTON,MA 01062 SHEET TITLE TITLE SHEET SHEET NUMBER T-1 0 PROJECT NAME: Northampton-Site ID:10446 PROJECT NUMBER: 1308881600 PROJECT LOCATION: 790 Florence Road-Northampton, MA 01062 Boring No.: B-3 CLIENT: CTI Towers PAGE 1 OF 1 DATE DRILLED: 10/24/2013 GROUND WATER LEVELS: DRILLING METHOD: Hollow Stem Auger SZ AT TIME OF DRILLING: ---No Water Encountered GROUND ELEVATION: Z AT END OF DRILLING: --- BORING DEPTH(ft): 19.3 AFTER DRILLING: --- z w p Q~ c W �v Nw m cn ♦SPTN VALUE♦ d MATERIAL DESCRIPTION _j w LL t 3 ¢ °v ¢ �� c� m m m U z g U 0 10 20 30 40 50 60 70 80 90 SILTY SAND - Medium Dense, dark yellowish brown, trace SM gravel,fine grained,moist 4 5 24 29 ---changes to very dense 21 23 30 53 18 28 43 71 5 39 25 30 55 --changes to dark grayish brown,trace clay 16 25 32 57 10 30 36 42 78 15 35 50/3" 100 Refusal at 19.3 feet. 20 Bottom of borehole at 19.3 feet. 25 —0 PROJECT NAME: Northampton-Site ID:10446 PROJECT NUMBER: 1308881600 PROJECT LOCATION: 790 Florence Road-Northampton, MA 01062 Boring No.: B-2 CLIENT: CTI Towers PAGE 1 OF 1 DATE DRILLED: 10/24/2013 GROUND WATER LEVELS: DRILLING METHOD: Hollow Stem Auger I AT TIME OF DRILLING: ---No Water Encountered GROUND ELEVATION: Z AT END OF DRILLING: --- BORING DEPTH(ft): 18.9 AFTER DRILLING: --- z } 0 S F- QQ ° N D w� m� (n cn rn J¢ ♦SPTN VALUE♦ IL MATERIAL DESCRIPTION � 2 a L <� c� m m m z g U 0 10 20 30 40 50 60 70 80 90 SILTY SAND - Medium Dense, dark yellowish brown, trace SM 4 8 12 20 gravel,fine grained,moist ---changes to dense 11 15 21 36 ---changes to very dense 14 27 28 55 5 47 30 34 64 50/3" 100 10 ---changes to dark gray,trace clay 26 5015" 100 15 50/4" 100 Refusal at 18.9 feet. Bottom of borehole at 18.9 feet. 20 25 PROJECT NAME: Northampton-Site ID:10446 PROJECT NUMBER: 1308881600 PROJECT LOCATION: 790 Florence Road-Northampton, MA 01062 Boring No.: B-1 CLIENT: CTI Towers PAGE 1 OF 1 DATE DRILLED: 10/24/2013 GROUND WATER LEVELS: DRILLING METHOD: Hollow Stem Auger AT TIME OF DRILLING: ---No Water Encountered GROUND ELEVATION: Z AT END OF DRILLING: --- BORING DEPTH(ft): 20 AFTER DRILLING: --- z w U Q O N Q�U ' M A,SPT N VALUE MATERIAL DESCRIPTION w LL � Q d � U m ro > 2 U) z U g U 0 1 10 20 30 40 50 60 70 80 90 SANDY SILT - Medium Dense, dark yellowish brown, trace ML 3 8 7 15 gravel and organics,moist 5 5 9 14 ---changes to very dense,no organics 50/3" 100 5 SILTY SAND-Very Dense,dark yellowish brown,trace gravel, SM fine grained,moist 19 48 50/4" 100 29 30 48 78 10 ---changes to dark grayish brown,trace clay 46 47 5014" 100 15 41 45 50/5" 100 20 Bottom of borehole at 20.0 feet. 25 Geotechnical Evaluation Report 0 Site Name: Northampton Site ID: 10446 11/04/2013 FDH Engineering,Inc.,6521 Meridien Drive,Raleigh,NC 27616,Ph:919.755.1012,Fax:919.755.1031 FIGURE 4: Ultimate Passive Resistance vs. Depth Soil Boring B-3,Anchor B Ultimate Passive Resistance (pst) 0 500 1000 1500 2000 2500 3000 3500 4040 0 1 \\' 2 ij� 3 M S m 4 5 6 7 9 Geotechnical Evaluation Report 0 Site Name: Northampton Site ID: 10446 11/04/2013 FDH Engineering,Inc.,6521 Meridien Drive,Raleigh,NC 27616,Ph:919.755.1012,Fax:919.755.1031 FIGURE 3: Ultimate Passive Resistance vs. Depth Soil Boring B-1,Anchor A Ultimate Passive Resistance(psf) 0 500 1000 1500 2000 2500 3000 3500 4000 4500 0 1 2 3 t Q m D 4 5 6 7 8 Geotechnical Evaluation Report Site Name: Northampton Site ID: 10446 11/04/2013 FDH Engineering,Inc.,6521 Meridien Drive,Raleigh,NC 27616,Ph:919.755.1012,Fax:919.755.1031 FIGURE 2: Ultimate Passive Resistance vs, Depth Soil Boring B-2,Tower Base Ultimate Passive Resistance(psf) 0 500 1000 1500 2000 2500 3000 3500 0 1 \\,., 2 3 S 4 5 6 7 . Geotechnical Evaluation Report Site Name: Northampton Site ID: 10446 11/04/2013 FDH Engineering,Inc.,6521 Meridien Drive,Raleigh,NC 27616,Ph:919.755.1012,Fax:919.755.1031 FIGURE 1: SITE PLAN - 790 Florence Road - Northampton, MA 01062 WOODS C P O M F�NG�pSOwERCO B-1 GRASS q COFSS BUILDING Roq 0 TOWER B-2 BUILDING B-3 WOODS WOODS B LEGEND Approximate Boring Location Scale Not to Scale 6 Geotechnical Evaluation Report 0 Site Name: Northampton Site ID: 10446 11/04/2013 FDH Engineering,Inc.,6521 Meridien Drive,Raleigh,NC 27616,Ph:919.755.1012,Fax:919.755.1031 Table 1 ULTIMATE SOIL STRENGTH PARAMETERS Northampton Site ID: 10446 Depth Unified Soil Moist Friction Angle Cohesion Boring# (ft) Classification Uni(pWflght (degrees) (psf) B-1 0.0-4.0 ML 118 31 0 4.0-6.0 ML 140 42 0 6.0-8.5 SM 140 42 0 8.5- 14.0 SM 138 40 0 14.0-20.0 SM 140 42 0 B-2 0.0-2.0 SM 120 32 0 2.0-4.0 SM 127 36 0 4.0-6.0 SM 130 38 0 6.0-8.5 SM 132 39 0 8.5- 18.9 SM 140 42 0 B-3 0.0-2.0 SM 125 35 0 2.0-4.0 SM 130 38 0 4.0-6.0 SM 135 40 0 6.0-14.0 SM 130 38 0 14.0-18.5 SM 135 40 0 18.5-19.3 SM 140 42 0 5 Geotechnical Evaluation Report Site Name: Northampton Site ID: 10446 11/04/2013 FDH Engineering,Inc.,6521 Meridien Drive,Raleigh,NC 27616,Ph:919.755.1012,Fax:919.755.1031 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. 4 i Geotechnical Evaluation Report Site Name: Northampton Site ID: 10446 11/04/2013 FDH Engineering,Inc.,6521 Meridien Drive,Raleigh,NC 27616,Ph:919.755.1012,Fax:919.755.1031 Strata# Approx. General Description Depth ft I 0.0-20.0 SM—Medium Dense to Very Dense Silty Sand with trace clay and gravel II 0.0-6.0 ML—Medium Dense to Very Dense Sandy Silt with trace clay and gravel(trace organics in the top 4.0 ft) GROUNDWATER Groundwater was not encountered in the soil borings B-1 through B-3 at the time of drilling. However, regional groundwater levels will fluctuate with seasonal and climatic changes and may be different at other times. RECOMMENDATIONS The following recommendations are made based on our review of the attached test boring data and laboratory results, along with our past experience with similar projects and subsurface conditions. Ultimate soil strength design parameters are presented on the attached Table 1. Based on the TIA Standard (TIA-222-G), dated August 2005, the recommended design frost penetration depth to be used for Hampshire County, Massachusetts is 60-inches(5.0 ft). Tower Mast The tower's base foundation capacity can be determined using the soil's bearing capacity for vertical loads, and passive pressure resistance along with a sliding friction factor for lateral loads. For these calculations we recommend the following: • Net Ultimate Bearing Capacity: 30,000 psf. This value is an ultimate value and an appropriate factor of safety should be used. • Ultimate Passive Pressure vs.Depth: Shown in Figure 2. This figure contains ultimate values and an appropriate factor of safety should be used. These values have been reduced for frost penetration to a depth of 5.0 ft. • Sliding Friction Factor: 0.40 Anchor Blocks The concrete gravity blocks at the anchor points will achieve resistance against the applied loads through the weight of the concrete in the blocks, the weight of the soil above the blocks, and passive pressures developed in the soil. For these calculations we recommend the following values be used: • Soil Weight: B-1 = 125 pcf,B-3 = 125 pcf • Ultimate Passive Pressure Resistance: Shown in Figures 3 and 4. The values in these graphs are ultimate values and an appropriate factor of safety should be used. 3 Geotechnical Evaluation Report 0 Site Name: Northampton Site ID: 10446 11/04/2013 FDH Engineering,Inc.,6521 Meridien Drive,Raleigh,NC 27616,Ph:919.755.1012,Fax:919.755.1031 EXECUTIVE SUMMARY Project Location: 790 Florence Road—Northampton,MA 01062 Structure Type: Guyed Site ID/Number: 10446 Number of Borings: Three(3) Depth of Borings: B-1 to 20.0 ft,B-2 to refusal at 18.9 ft,B-3 to refusal at 19.3 ft INTRODUCTION FDH Engineering, Inc. has completed the authorized subsurface investigation to evaluate foundation support conditions for the aforementioned telecommunication tower structure. Subsurface conditions were evaluated by obtaining test borings near the tower's foundation elements base as shown on Figure 1. The borings were sampled at selected intervals using standard penetration test procedures designated in ASTM D-1586. Boring B-4 at anchor location C(NW Anchor)could not be completed due to site access issues including dense woods and a steep incline. This report presents the findings of our work along with soil strength design parameters for use in analyzing the existing foundation support characteristics. FOUNDATION DESCRIPTION Based on the foundation mapping presented in the report of "Dispersive Wave Propagation Testing of Existing Tower Foundations" (FDH Project 1320761500), dated November 1, 2013, the structure was found to be supported by the following foundations: Foundation Type: Tower Mast: Irregular concrete block foundation with bottom dimensions—4.0 ft x 6.0 ft, —5.0 ft thick, bearing at—5.5 ft below grade. The block supports a pier with dimensions 3.0 ft x 3.0 ft. Anchor Points: Concrete gravity blocks Anchor Locations Length (ft) Width(ft) Thickness(ft) Bearing Depth(ft) A 6.0 3.5 —2.5 —6.7 Anchors B 6.0 3.5 —2.9 —5.4 C 6.8 3.5 —2.6 —4.6--5.9 This report presents our findings and recommendations for soil strength design parameters that are to be used only for foundation engineering analyses and/or design, and not for construction. SUBSURFACE CONDITIONS Based on the field boring record and laboratory test results,the subsurface conditions on site can be generalized using the following strata descriptions: 2 FDH Engineering,Inc.,6521 Meridien Drive,Raleigh,NC 27616,Ph:919.755.1012,Fax:919.755.1031 Geotechnical Evaluation of Subsurface Conditions Guyed Tower Report Prepared for CTI Towers Site Name: Northampton Site ID: 10446 790 Florence Road - Northampton, MA 01062 Lat: 42.303769 Lon: -72.672106 FDH Project Number 1308881600 Prepared by: Austin J. Mack, E.I. J. Darrin Holt, PhD, P.E. Geotechnical Engineer Managing Principal FDH Engineering, Inc. 6521 Meridien Drive Raleigh, NC 27616 OF (919)755-1012 , info @fdh-inc.com V JAM IN HOLT CIVIL NO.47M 11/04/2013 E919TE6E� �88JONAL 8� m \ I 1 d ° ° \ ° 1 _________________________a___\ A ISOMETRIC VIEW SCALE: NTS PLAN VIEW SCALE: NTS ANCHOR BLOCK DIMENSIONS GRADE _ ANCHOR LOCATION 4ZIMUT �/ H A B C D E \/ j\\/\\ A 60' 6.0' 3.5' 3.0' —2.5' —4.2' \`/\`/\`/\`/ /\`/\`/\`/\`i�`/\`/ w B - 6.0' 3.5' 2.6' -2.9' -2.5 X\\X)\ >/\\ C — 6.8' 3.5' 3.0' —2.6' —2.0'-3.3'* SITE NOTES: e \ 4 A=LATERAL DIMENSION B=FRONT TO BACK C=OFFSET FROM RIGHT SIDE OF BLOCK TO ANCHOR ROD D=COMPUTED BLOCK THICKNESS E=AVERAGE OVERBURDEN ° 4 NOTE—ANCHOR BLOCK NOT DRAWN TO SCALE *MINIMUM OVERBURDEN IN BACK RIGHT CORNER ANCHOR INFORMATION ELEVATION VIEW SCALE: NTS PREPARED BY: DRAWING TITLE: PROJECT N0: DRAWN: APPV D: DATE: ■ DISPERSIVE WAVE FOUNDATION 1320761500 CRC RAK JDP 11/01!13 ENGINEERIN 0 INNOVATI' INVESTIGATION RESULTS PROJECT NAME: REV. DATE: PREPARED FOR: AT ANCHORS NORTHAMPTON 10446 A 11/01/13 C T I (O C%'E R S ADDRESS: THE INFORMATION CONTAINED IN THIS SET OF 790 FLORENCE RD DOCUMENTS 15 PROPRIETARY BY NATURE. NORTHAMPTON, MA 01062 DRAWING NO: REPRODUCTION OR CAUSING TO BE REPRODUCED THE WHOLE OR ANY PART OF THESE DRAWINGS WITHOUT LAT:423038 ^-1 THE PERMISSION OF FDH ENGINEERING,INC.IS �J PROHIBITED. LONG:-72.6721 , d I W °d I e ° dl ° d ° ° a I d I I 1 a I d d I / If P d � ` '--- -------- IRREGULAR CONCRETE 3.0' ABOVE BEARING ELEVATION PLAN VIEW SCALE: NTS N ° �3.0' x 3.0' FORMED TOP—{ o I d ° GRADE V) ® ° d ZWZW Ld c) '4 ,ri 1 ° � d° e d a d d ° X4.0' X 6.0' CONCRETE BLOCK VERIFIED GEOMETRY ------ PROJECTED GEOMETRY ELEVATION VIEW SCALE: NTS PREPARED BY: DRAWING TITLE: PROJECT N0: APPV D: DATE: ■ 132076150 DISPERSIVE WAVE FOUNDATION JDP 11/01/13 ENGINEERIN G`I NN OVATIO N INVESTIGATION RESULTS PROJECT NAME: REV. DATE: PREPARED FOR: AT BASE NORTHAMPTON A 11/01/13 10446 C T I TO ' P S ADDRESS: 790 FLORENCE RD THE INFORMATION CONTAINED IN THIS SET OF NORTHAMPTON, MA 01062 DOCUMENTS IS PROPRIETARY BY NATURE. DRAWING N0: REPRODUCTION OR CAUSING TO BE REPRODUCED THE WHOLE OR ANY PART OF THESE DRAWINGS WITHOUT LAT:423038 THE PERMISSION OF FDH ENGINEERING,INC.IS PROHIBITED. LONG:-72.6721 GUY WIRE ANCHOR; A 60' SEE SHEET S-3 FOR DETAILS TOWER BASE FOUNDATION; SEE S-2 FOR DETAILS C B GUY WIRE ANCHOR; GUY WIRE ANCHOR; SEE SHEET S-3 FOR DETAILS SEE SHEET S-3 FOR DETAILS SITE PLAN SCALE: NTS PREPARED BY: DRAWING 71TLE: PROJECT N0: DRAWN: APPV 0: DATE: ®i F 1 8191551031 EXISTING SITE PLAN 1320761500 CRC RAK JDP 11/01/13 ENGINEERING INNOVATION PROJECT NAME: REV. DATE: PREPARED FOR: NORTHAMPTON A 11/01/13 10446 CT I T CM k P,S ADDRESS: THE INFORMATION CONTAINED IN THIS SET OF 790 FLORENCE RD DOCUMENTS IS PROPRIETARY BY NATURE. NORTHAMPTON,MA 01062 DRAWING NO: REPRODUCTION OR CAUSING TO BE REPRODUCED THE WHOLE OR ANY PART OF THESE DRAWINGS WITHOUT LAT:423038 THE PERMISSION OF FDH ENGINEERING,INC.IS PROHIBITED. LONG.-72.6721 6 Nondestructive Testing Report CTI Towers Site ID: 10446 11/01/2013 Appendix 6521 Meridien Drive Raleigh, NC 27616 Ph: (919)755-1012 Fax: (919)755-1031 info @fdh-inc.com 5 Nondestructive Testing Report CTI Towers Site ID: 10446 11/01/2013 and know that FDH has made every attempt to locate any suspected piles. Locating piles is a difficult operation without excavations, shoring, and dewatering operations where water table is high. Wave propagation testing uses the fact that wave energy is mechanically generated and allowed to travel up and down a foundation's vertical length. Wave reflections, used for thickness or depth computations, are caused by energy encountering either the bottom of the concrete, voids, fractures, breaks, cold joints, soil intrusion, or varying material properties. If such areas are present,a strong return would be found on the record at the approximate location of the apparent interface. The computed length(thickness)then would be the distance from the foundation's top to the location of such a material anomaly. 6521 Meridien Drive Raleigh, NC 27616 Ph: (919)755-1012 Fax: (919)755-1031 info @fdh-inc.com 4 Nondestructive Testing Report CTI Towers Site ID: 10446 11/01/2013 dimension is then computed from the product of frequency velocity and the corresponding time required for travel. DISCUSSION The concrete lengths shown in Appendix—Drawing No. S-2 and S-3 are considered to be from the foundation's top surface to its bottom surface. If there is a break or other significant fracture in the concrete,or a major void,a strong return would be found on the record at the approximate location of the apparent damage. The computed length then would be the distance from the foundation's top to the location of such a material anomaly. GENERAL COMMENTS/LIMITATIONS Professional judgments are incorporated into this report. These are based on our evaluations of field information gathered, on our understanding of the characteristics of the project, and on our experience and capabilities using dispersive wave propagation methods. We do not guarantee performance of this project in any respect, only that our work and judgments rendered meet the standard of care of our profession. Several factors are mentioned below that could potentially affect the results of our investigation, either the wave propagation testing or the manual probing/digging operations that may have been used. If any portion of the foundations has been modified in the past by pouring additional concrete above the original (old)concrete,then there exists the possibility of not being able to identify the dimensions of the original foundation located beneath the new pour. Such modifications could create cold joints through which wave energy may not pass, and the dimensions of any original block may be obscured by the new pour, or completely encompassed by it. The presence of "toes"at the bottom of anchor blocks, if applicable for this project,might not be detected. If foundations are embedded into rock the computed concrete thicknesses (depths) could be affected by the underlying rock. Multiple wave reflections could be present in the data due to uneven concrete surfaces that may exist between concrete and rock. Some wave energy could extend into the rock that could induce a slight error in the thickness(depth)calculations. The presence of overspill concrete near the top of foundations can cause an error in the lateral dimensions determined for a foundation. Overspill concrete can encompass a larger area above the actual installed foundation size. Also, uneven concrete surfaces below grade, if they exist, make determination of foundation concrete sizes difficult. In these cases, average concrete dimensions are reported. Every attempt is made to identify whether driven or cast-in-place piles exist beneath a foundation. Where piles are identified they are reported. If not reported, we do not guarantee they do not exist, only that they were not located. The client should be aware of this possibility 6521 Meridien Drive Raleigh, NC 27616 Ph: (919)755-1012 Fax: (919)755-1031 info @fdh-inc.com 3 Nondestructive Testing Report CTI Towers Site ID: 10446 11/01/2013 EXECUTIVE SUMMARY Dispersive Wave Signal Analysis: Prepared By: Reviewed By: &44-v�- 44& 6_�Z Brian Peele,BSMSE Corbin Hardy,MSEE Signal Analyst Director Nondestructive Testing Services Nondestructive Testing Services FDH Engineering, Inc. 6521 Meridien Drive—Raleigh,NC 27616 Tel:(919)755-1012 Fax: (919)755-1031 Client: CTI Towers Project Location: 790 Florence Road-Northampton,MA 01062 Foundation Type: Concrete Base Foundation with Deadman Anchor Blocks No. of Foundations Investigated: Four(4) Scope of Work Field crews from FDH Engineering, Inc. performed a nondestructive Dispersive Wave investigation of the as-built tower foundation in MA. These tests were conducted to collect data used for determining the foundation's overall, in-situ sizes. The data acquired was transmitted to FDH's offices in Raleigh, NC where it was post-processed and analyzed. Contained herein are the results from this analysis. The FDH Testing Methodology FDH's method of dispersive wave testing is conducted by temporarily mounting accelerometers (gages)on the foundation's top, and then striking the foundation with a hand-held hammer. The waves created by the blow propagate up and down the foundation's length with the reflections being recorded and stored on a digital storage oscilloscope each time they pass the gages. The data then is analyzed by digital signal processing techniques using special software designed by FDH. This analysis permits computation of the time needed for a select group of frequencies to travel from the gages to the bottom of the concrete and back. The foundation's vertical 6521 Meridien Drive Raleigh, NC 27616 Ph: (919)755-1012 Fax: (919)755-1031 info @fdh-inc.com 2 Nondestructive Testing Report CTI Towers Site ID: 10446 11/01/2013 TABLE OF CONTENTS EXECUTIVESUMMARY...................................................................... 3 Scope of Work The FDH Testing Methodology DISCUSSION..................................................................................... 4 GENERAL COMMENTS/LIMITATIONS................................................... 4 APPENDIX........................................................................................ 6 Site Layout Foundation Profile 6521 Meridien Drive Raleigh, NC 27616 Ph: (919)755-1012 Fax: (919)755-1031 info @fdh-inc.com dip Dispersive Wave Propagation Testing Investigation of Existing Tower Foundations Report Prepared for CTI Towers Site Name: Northampton - MA Site ID: 10446 790 Florence Road - Northampton, MA 01062 Lat: 42.306390 Lon: -72.675700 FDH Project Number 1320761500 Prepared By: Reviewed By: CJ /;If Rakesh Anthony Khan, PE Jeremy D. Piner, PE Project Manager Director Engineering Investigative Services Engineering Investigative Services FDH Engineering, Inc. 6521 Meridien Drive Raleigh, NC 27616 (919)755-1012 info @fdh-inc.com 11/01/2013 Northampton 6521 MERIDIEN DRIVE 10446 RALEIGH,NC 27616 PHONE:919-755-1012 FAX:919-75-755-1-1031 November 1, 2013 TOWERS www.FDH-inc.com 0 Page 10 of 10 ENGINEERING INNOVATION Appurtenance Schedule Antenna elevations are measured from mid-rad on all antennas.Mount elevations are measured on the mid-elevation of where the mount attaches to the tower. Antenna Description Coax and Carrier Mount Mount Type Mounting Location Elevation(ft) Lines Elevation(ft) 152.0 (1)1/2"0 x 4.0'Lightning Rod C Leg Tower 150.0 Direct 150.5 (2)Red Marker Lights (1)3/4"0 M.C. A-B Face (1)2.0"0 x 18.5'Dipole (1)1.0'x 1.5'Out Standoff B Le g 157.0 w/(16)Elements (2)7/8" Unknown 148.5 w/(1)1.9"0 x 5.0'Kicker Northampton 0 6521 MERIDIEN DRIVE 10446 RALEIGH NC 27616 PHONE:95 012 FAX: 9 19-755-1031 November 1, 2013 CTIJOWERS www.FDH-inc.com Page 9 of 10 ENGINEERING INNOVATION Feedlines & Plan Coax Elevation Carrier o Qty. Size Type Location Notes Start Stop Tower 1 1 3/4"0 M.C. 8.0' 150.0' A-B Face Metal Conduit 2 1 1/4"0 - 8.0' 150.0' A-B Face Steel Cable Unknown 3 1 1/4"0 - 3.0' 148.5' C-A Face Winch Cable 4-5 2 7/8" Coax 5.0' 148.5' (Inside)A-B Face (2)Cut @ 5.0' A LEG (60`) #1 #2 O #3 #4-5 Northampton 6521 MERIDIEN DRIVE 10446 RALEIGH,NC 27616 • FAX:9.1 919 5 55110 3 1 November 1, 2013 ' -.T Q W S www.FDH-inc.ccm Page 8 of 10 ENGINEERING INNOVATION Guy Wire & Torque Arm Details Guy Information Connection Information Elevation Fan Plate Hole Pin Size Attachment Guy Wire Size at Tower No. Size At Tower At Fan Plate Type 140.0' 7/16" 2A 13/16"0 N/A 5/8"0 Torque Arm 140.0' 7/16" 26 13/16"0 N/A 5/8"0 Torque Arm 73.5' 7/16" 4A 13/16"0 N/A 5/8"0 Torque Arm 73.5' 7/16" 4B 13/16"0 N/A 5/8"0 Torque Arm 7,-4„ PL 5/8"THICK PL 5/8"X 6"X 6" (4)3/4"0 BOLTS L3X3X3/8 (TYP.) (TYP.) (TYP.) W/(2)3/4"0 U-BOLTS (TYP.) i i M L3X3X3/8 r (TYP.) TOWER i LEG P-8 MUM Y (TYP.) i i i i i i i i TOWER BRACING TOWER LEG (4)3/4"0 BOLTS PL 5/8"X 6"X 10" (TYP.) (TYP.) (TYP.) W/(2)3/4"0 U-BOLTS ® 0 (TYP.) ® ® -- --- gy--gp------------ - TORQUE ARM TORQUE ARM PLAN VIEW ELEVATION VIEW"A" y �I M Northampton 6521 MERIDIEN DRIVE 10446 RALEIGH,NC 27616 ■ FAX: 9 9-755-1012 November 1 2013 6 T Q W E R S FAX: 919-755-1031 � www.FDH-inc.com Page 7 of 10 ENGINEERING INNOVATION Anchor Information Anchor Information Tower Leg Anchor Location Change in Elev Radius A +8.0' 102.5' B Outer -1.0' 116.5' C -13.0' 126.5' A 6 PIN SIZE I P-7 3 1/2 (SEE SCHEDULE I� ON PAGE 8) 0 1 A B F� a O . N 3 o PL 3/4' 4 N 3 a THICK 05 t HOLE NO. (TYP.) W3X2 1/4X3/16 3/4"0 BOLT PL 5/8"THICK (TYP.) PL 5/8"X 2"X 43/4" (TYP.) 1 ' GRADE 3 3/4" TYPICAL GUY ANCHOR TYPICAL GUY ANCHOR ELEVATION VIEW VIEW"A" w 1 ,s c rt r:. Northampton 6521 MERIDIEN DRIVE 10446 . RALEIGH,NC 27616 PAX: 9 9-755-1012 November 1 2013 C T f T Q W E RS FAX: 919-755-1031 f www.FDH-inc.COM Page 6 of 10 ENGINEERING INNOVATION Tower Sections II Y v` € € „2t §h � �S x cSs co t GIRT SR 7/8"0 (TYP.TOP&BTM.) TOWER LEG iW �� Y P 2.89"0 X 0.213 m (TYP.) ._ ro rl ra` y STEP HORIZONTAL SR 3/4"0 (TYP.C-A FACE ONLY) -M ?�# ' HORIZONTAL SIR 7/8"0 (TYP.) Vt u> DIAGONAL '= oi.P�-� SIR 1"0(TYP.) TOWER SECTION FROM 140.0'TO 150.0' a: s n � ..: .;.�. '�r § T1, z Ml Mil �?x ��`e''�„ t�� ...yam• � � ; s + zz c ' a Northampton 6521 MERIDIEN DRIVE 10446 RALEIGH,NC 27616 . PHONE:9;9-755-1012 November 1 2013 '�' TOWERS FAX:919-755-1031 www.FDH-inc.com page 5 of 10 ENGINEERING INNOVATION Tower Sections I�T-6., wa >N TOP GIRT SR 1 1/4"0 �'rz TOWER LEG ?4` P 2.89"0 X 0.213" (TYP.) My ig DIAGONAL SR 1"0 1 - (TYP.) z m HORIZONTAL * T' SR 7/8"0 LL O (TYP.) o - STEP HORIZONTAL . j SR 3/4"0 P N (TYP.C-A FACE ONLY) '" a s 5 � BOTTOM GIRT SR 7/8"0 U)c? IL � ¢w TYPICAL TOWER SECTION FROM 20.0'TO 140.0' ' iV Northampton 6521 MERIDIEN DRIVE 10446 RALEIGH NC 27616 PHONE:95 012 FAX: 9 19-755-1031 November 1, 2013 CT11TOWERS www.FDH-inacom Page 4 of 10 ENGINEERING INNOVATION Tower Base I� 1 1/4"0 PIN f 3'_6„ PL 3/8"X 4" TOWER LEG a (TYP.) P 2.89"0 X "0.213 (T213' ° ° a PL 7/8"X 2'-0"0 d ° BASE PLATE Q ° CONCRETE FOUNDATION ° (SEE FDH PROJECT NO. 1320761500 FOR DETAILS) TOP GIRT ° c SR 1 1/4"0 ° ° SECTION VIEW"A" TOWER LEG P 2.89"0 X 0.213" (TYP.) DIAGONAL - SR 1"0 a ' (TYP.) m HORIZONTAL .., F SR 7/8"0 "''O (TYP.) d _ STEP HORIZONTAL SR 3/4"0 (TYP.C-A FACE ONLY) 1 io HORIZONTAL @ TAPER `lam SR 1 1/4"0 1_ 'v M O N PL 3/8"X 4" I__ PL 7/8"X 2'-0"0 BASE PLATE CONCRETE FOUNDATION io (SEE FDH PROJECT NO. 1320761500 FOR DETAILS) iv A P-4 GRADE (V \ /\ >j�\�j�\�jj\�/\\/\\ ELEVATION VIEW SECTION 8 7 6 5 4 3 2 1 m Z LEGS P 2.890 X 0.213" FLANGE BOLTS SEE P-4 (4)3/4"0 2 . DIAGONALS SR 1"0 SR 7/8"0 m m HORIZONTALS A STEP HORIZONTALS' SR 3/4"0 TOP GIRTS SR 1 1/4"0 SR 7/6"0 G) TOP GIRT OFFSETS 5 1/4" 5 1/2" 5 1/4" 5 7/8" 5 3/4" 5 5/8" 1 3/8" E BOTTOM GIRT N/A SR 7/6 0 Z £ x O� BTM.GIRT OFFSETS N/A 5 1/4" 5" 5 1/2" 5 1/4" 5 1/8" 5 1/2" Z f z m Tmm c)m FACE WIDTH(FT) 1.0' 3.5' 3.5 < x fD`O=p ' v #PANELS @(FT) EE 43 @3.2' > z TOWER FINISH PAINTED 0 0 0 0 o J 11 Z 3 N rn m W p N ? 00 p O N A (n O O p O O O W p p O O O \ Z -I O O < Z W CD n 3 M u O M <ti �2 ° � v o N O O C:) m W m G) ) <c D{ Z> C)D 2 0, A Z m D :-:M D G) m m M my M zo u Z N �. / n Z D D D cn m mz R1 Northampton 6521 MERIDIEN DRIVE 10446 . RALEIGH,NC 27616 PHONE:95 012 FAX: 9 -75 -1031 November 1 2013 www.F DH-inc.com CTI TOWERS Page 2 of 10 ENGINEERING INNOVATION General Information Abbreviation Schedule B.C. = Bolt Circle B/BP=Bottom of Base Plate S.C. =Safety Cable D.N.R.=Did Not Record E.D.=Edge Distance H.P.P. = High Profile Platform L.C. =Lighting Cable O.C.=On Center L.P.P.=Low Profile Platform F.C.= Flexible Conduit Site Information Additional Notes: Lock Combo: 3303 Tower Information Tower Manufacturer: Not Posted Tower Model: Not Posted Tower Job No.: Not Posted Top of Structure: 150.0' Top of Appurtenance: 166.5' Tower Height Above Grade: 166.7' Climbing Apparatus: Step Horizontals Climbing Apparatus Location: C-A Face Safety Cable Size: N/A Safety Cable Location: NIA Leg & Guy Anchor Orientation A Leg: 60° B Leg: 180° C Leg: 300° Utilities Telephone Company: Could Not Locate Pedestal No. &Location: Could Not Locate Power Company: Not Posted Meter Owner&Meter No.: Unknown-04 730 091 Meter Owner&Meter No.: - Meter Owner&Meter No.: - Meter Owner&Meter No.: - Meter Owner&Meter No.: - Carriers Carrier&Site No.: - Carrier&Site No.: - Carrier&Site No.: - Carrier&Site No.: - Carrier&Site No.: - 1 6521 MERIDIEN DRIVE . RALEIGH, NC 27616 PHONE:919-755-1012 FAX: 919-755-1031 www.FDH-inc.com ENGINEERING INNOVATION Guyed Tower t Mapping Report ma , �r J Site Name: Northampton Site ID: 10446 Site Address: 790 Florence Rd. Northampton, MA Latitude: 42.30377° Longitude: -72.67211° FCC ID: Not Posted FDH Job Number: 1320751500 Date On Site: October 30, 2013 Date Completed: November 1, 2013 Project Manager: Rakesh Khan, P.E. Team Leader: Matt Murphy, E.I. Team Member: Chase Teal, E.I. Team Member: Bill Phister i 1 Versionl.7 Conunercial Building Permit May 15,2000 ! SECTION 10-STRUCTURAL PEER REVIEW(780 CMR 110.11) Independent Structural Engineering Structural Peer Review Required Yes 0 No 0 SECTION 11-OWNER AUTHORIZATION-TOBECOMPLETED WHEN OWNERS AGENT OR CONTRACTOR APPLIES FOR BUILDING PERMIT as Owner of the subject property hereby authorize .__ o ? � __ � _v ----- __�� ___ -_.__ Ito act on my behalf,In all in s relat've to work authorized by th IldirrgIffrmlt application, Signature of Owner Date as Owner/Authorized Agent hereby declare that the statements and Information on the foregoing application are true and accurate,to the best of my knowledge and belief, St ned under the pains an�Waltles of perlurY.__�,__,_.� Print Na Si ure of Owner/Acg t Dale I SECTION 12-CONSTRUCTION SERVICES i 10.1 Licensed Construction Supervisor: Not Applicable p }!Jame of License Holder:l��-' License Number Address Expiration Date Signature ~`''—'�7— W Telephone SECTION 13-WORKERS'COMPENSATION INSURANCE AFFIDAVIT(M.G.L,c.162,§26C(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 0 No 0 i t r Versionl,7 Commercial Building Permit May 15,2000 SECTION 0-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) 0.1 Registered Architect: Not Applicable O _ Nam_ a(Registrant): (Registration Numb_er _ II Address Expiration Date j Signature Telephone 8.2 Registered Professional Englneer(s): Name Area of Responsibility Address T Registration Number Signature Telephone Expiration Date Name Area of Responsibility Address ( __ (Registration Number _ Signature Telephone Expiration Date J Name Area of Responsibility Address Registration Number Signature Telephone Expiration Date i Name Area of Responsibility j Address Registration Number Signature Telephone Expiration Date 0.3 General Contractor Not Applicable O C_ompany Name, Responsible in Charge of Construction Address l � Signature Telephone I Versionl.7 Commercial Building Permit May 15,2000 $..:NORTHA117 PTQN:ZQNING, Existing Proposed Required by Zoning This colunm to be.tilted in by Milding Department Lot Size r_ ,...�_._ ___� rT- __ ___._� �_. _ ___.._.� Frontage --- Setbacks Side L:�^_ _.� ILr— J=1 R:E_..Y.._� Rear Building Height Bidg.Square Footage % (r.A Open Space Footage % t } (Lotarea minus bidg&paved parking) #of Parking Spaces j..-- Fill: (volume&Location) A Has a Special Permit I Vari ance/Finding ever been Issued for/on the site? NO Q _DONT KNOW YES 0 IF YES, date Issued: ( l IF YES: Was the permit recorded at the Registry of Deeds? NO 0 DON'T KNOW YES t 'I IF YES: enter Book �j Page( and/or Document # 13. Does the site contain a brook, body of water or wetlands? NO 0 \IN DORT KNOW 0 YF_S 0 I IF YES, has a permit been or need to be obtained from the Conservation Commission? Needs to be obtained 0 Obtained 0 Date Issued: ( l C. Do any signs exist on the property? YES Q NO IF YES} describe size, type and location: D. Are there any proposed changes to or additions of signs intended for the property? YES 0 NO I IF YES, describe size, type and location: E. Will the construction activity disturb(clearing,grading,excVation,or filling)over 1 acre or is It part of a common plan that will disturb over 1 acre? YES NO IF YES,then a Northampton Storm Water Management Permit from the DPW Is required. i Versionl.7 Commercial Building Permit May 15,2000 . j SECTION 4•CONSTRUCTION SERVICES FOR PROJECTS LESS THAN 35,000 CUBIC FEET OF ENCLOSED SPACE Interior Alterations ❑ Existing Wall Signs ❑ Demolition D Repairs❑ Additions ❑ Accessory Building❑ Exterior Alteration El Existing Ground Sign❑ New Signs_❑ Roofing[] Change of Use❑ OtherQ Brief Description Eater a brief clescriptioli liere�. Of Proposed Work: 9LPPb¢ce.Ai&-Nr- SECTION 6-USE GROUP AND CONSTRUCTION TYPE USE GROUP(Check as applicable) CONSTRUCTION TYPE A Assembly ❑ A.1 ❑ A-2 [i A-3 ❑ 1A ❑ A-4 ❑ A_5 p 1B El B Business ❑ 2A ❑ E Educational ❑ 2B ❑ F Factory ❑ F-1 ❑ F-2 ❑ 2C ❑ H High Hazard ❑ 3A ❑ I I Institutional ❑ 1-1 ❑ 1-2 ❑ 1-3 ❑ 3B ❑ M Mercantile ❑ 4 ❑ R Residential ❑ R-1 El R-2 ❑ R-3 ❑ 5A ❑ I S Storage El — S-1 ❑ 8-2 ❑ bB ❑ 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 Proposed Use Group: I----- Existing Use Group: r Existing Hazard Index 780 CMR 34):tt___.___.. _ _. . ._-_ _.� Proposed Hazard Index 780 CMR 34):[ ------- SECTION 6 BUILDING HEIGHT AND AREA BUILDING AREA EXISTING PROPOSED NEW CONSTRUCTION OFFiC�USF 0 LY i I Floor Area per Floor(so 1 _ 1 2nd 2nd . _ 3rd th 4t' -, --- Total Area(so Total Proposed New Construction�sfZ _ - C___. . . _ _. , .1 Total Height(ft) _ Total Height ft EPulic er Supply(M.G.L,c.40,§64) 7.1 Flood zo�t e_Information: 7.3 Sewage Disposal System: (] Pri vate (] zone[_,___,y_.._�) Outside Flood Zone❑ Municipal ❑ On site disposal system I i Versionl.7 Commercial Buildin Permit Ma v 15,2000 ty of Northampton �tak �bfPtirrtTt tilling Departmentr6 Gu46rivaWaPtmit 212 Main Street 8ewet--.07v v hify � JAN --3 - z 9 LUiJ u Room 100 tNa�eWffllzvolab,lI No hampton, MA 01060 Tuo Seks oiSL�uct,rak Pfaos t kimbing&GeN 87-1240 Fax 413-687-1272 Northam ton,MA Al Qlhiecffy _ __- Y 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 This sectron to be com(�feted by office:.; 1.1 Property Address: 4 c11� 1= tUt`e.N eL 2c\, I Map} F t_ot Umt' I ►VuC���hr��to,� `M� O\Uto`�� t Zone t Overlayptstrict 1:;lainst;`As.trlct: ; ,. . OB District NO SECTION 2-PROPERTY OWNERSHIPIAUTHORiZED AGENT 2.1 Owner of Record: Name(Print) Current Mailing Address: Signature Telephone 2.2 Authorkzed Anent: Name(Print) Current Mailing Address: Signature Telephone SECTION 3-ESTIMATED CONSTRUCTION COSTS i Item Estimated Cost(Dollars)to be Official Use Only completed by ermit applicant 1. Building ) (a)Building Permit Fee 2. Electrical �—V (b)Estimated Total Cost of I Construction from 6 3. Plumbing Building Permit Fee 4. Mechanical(HVAC) 6.Fire Protection 6. Total=(1 +2+3+4+5) Check Number 60 i This Section For Official Use Only Date Building Permit Number Issued Signature: Building Commissloner/Inspector of Buildings Date i i i i File#BP-2015-0765 APPLICANT/CONTACT PERSON GREGORY SCHNOPP ADDRESSIPHONE 831 SOUTH ST DALTON01226(413)446-2479 PROPERTY LOCATION 790 FLORENCE RD MAP 37 PARCEL 077 001 ZONE THIS SECTION FOR OFFICIAL USE ONLY: PERMIT APPLICATION CHECKLIST ENCLOSED REQUIRED DATE ZONING FORM FILLED OUT Fee Paid Building Permit Filled out Fee Paid Tyneof Construction: REPLACE GUIDE WIRES&FOUNDATION ANCHORS New Construction Non Structural interior renovations Addition to Existing Accessory Structure Building Plans Included: Owner/Statement or License 043706 3 sets of Plans/Plot Plan THE FOLLOWING ACTION HAS BEEN TAKEN ON THIS APPLICATION BASED ON INFOR ON PRESENTED: pproved Additional permits required(see below) PLANNING BOARD PERMIT REQUIRED UNDER:§ Intermediate Project: Site Plan AND/OR Special Permit With Site Plan Major Project: Site Plan AND/OR Special Permit With Site Plan ZONING BOARD PERMIT REQUIRED UNDER: § Finding Special Permit Variance* Received&Recorded at Registry of Deeds Proof Enclosed Other Permits Required: Curb Cut from DPW Water Availability Sewer Availability Septic Approval Board of Health Well Water Potability Board of Health Permit from Conservation Commission Permit from CB Architecture Committee Permit from Elm Street Commission Permit DPW Storm Water Management or la Sigi ature of Buildin O icial Date Note: Issuance of a Zoning permit does not relieve a applicant's burden to comply with all zoning requirements and obtain all required permits from Board of Health,Conservation Commission,Department of public works and other applicable permit granting authorities. * Variances are granted only to those applicants who meet the strict standards of MGL 40A.Contact Office of Planning&Development for more information. 790 FLORENCE RD BP-2015-0765 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: renovation BUILDING PERMIT Permit# BP-2015-0765 Project# JS-2015-001487 Est. Cost: $43000.00 Fee: $258.00 PERMISSION IS HEREBY GRANTED TO: Const.Class: Contractor: License: Use Group: GREGORY SCHNOPP 043706 Lot Size(sic.ft.): 243500.40 Owner: CONTINENTAL CABLEVISION OF WESTERN NEW ENGLAND INC C/O PROPERTY TAX DEPT Zoning,: Applicant: GREGORY SCHNOPP AT. 790 FLORENCE RD Applicant Address: Phone: Insurance: 831 SOUTH ST (413)446-2479 DALTONMA01226 ISSUED ON:112912015 0:00:00 TO PERFORM THE FOLLOWING WORK.-REPLACE GUIDE WIRES & FOUNDATION ANCHORS 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 Sisnature: FeeType: Date Paid: Amount: Building 1/29/2015 0:00:00 $258.00 212 Main Street,Phone(413)587-1240,Fax: (413)587-1272 Louis Hasbrouck—Building Commissioner