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Miscellaneous - 1600 OSGOOD STREET 4/30/2018 (47)
�� �� ,�.o �.> _ �.- � � lA � Lean °1 � S `196 3y60 F 14oRTk TOWN OF NORTH ANDOVER �o OFFICE OF to BUILDING DEPARTMENT " Z IF 1600 1600 Osgood Street P,: M o4q �qS°q^•.°^�tq0 Building 20 Suite 2-36 SHCHUSE North Andover, Massachusetts 01845 Telephone(978)688-9545 Gerald A.Brown Fax (978)688-9542 Inspector of Buildings AFFIDAVIT FOR FINAL COST OF CONSTRUCTION In accordance with the provisions o the Massachusetts State Building Code, Article 1, Section 110.4 and 114.2, the total estimated cost of the construction including all related construction costs* of the buildinglocated at '400D� 5bo� s � i' amounts to $ _ D. I, being the person referred to as the owner identified below, do solemnly swear that the statements made herein are strictly true and correct and made in good faith. *Related construction costs included all work done with or concurrently with the work contemplated by the Building Permit including demolition, plumbing, heating, electrical, air conditioning, painting, carpentry, landscaping, site improvement, etc. Furnishings and portable equipment are not part of the total constructioncosts. COMMONWEALTH OF MASSACHUSETTS Signator f Owner S.S. a12 20�. Then personally appeared the able named 12,7,121',,-_ and Made an oath that the above statement is true ANGELA M. C10FOLO Before, Me, NOTARY PUBLIC COMMONWEALTH OF MASSACHUSETTS MY COMM.Expires 09/30022 Notar Public s OFFICIAL USE: Final Cost: Original Estimate cost of general work: Cost Difference: Additional Fee Required: TO AMEND FEE UNDER PERMIT NO.: Inspectional services Department 2005 FAI'malcostafFdavitfonn Strict code enforcement makes the town safer Bq ore buying, renting,leasing check zoning BOARD OF APPEALS 688-9541 CONSERVATION 688-9530 HEALTH 688-9540 PLANNING 688-9535 r 10/13/2016 Untltleo spreaosneet-uoogle Sneets I Untitled spreadsheet r mdeems@northandoverma.gov File Edit View Insert Format Data Tools Add-ons Help All changes saved in Drive Comments Eshare Q r ti 7 $ % .0 .00 123 Arial 10 B I -r A y ® 13 1.1 V 1. .. of {t, A 6 C 0 E F G H I J K L M N 1 Osgood Solar Permits J 2 October 13,2015 3 4 Permit# Date $Amt of Permit Permit Fee Scope S . 6 188-2017 8/2312016 $1,620,293.00 $19,444.00 1.38 MW Ground Mounted Solar Array'North" 7 8 1275-2016 6/712016 $2,061,427.00 $24,737.00 1.2 MW Roof Mounted Solar Panels-Cost of Permit Includes Strip and ReRoof s 10 1255-2016 577/2016 $2,575,000.00 $30.922.00 1.2 MW Roof Mounted Solar Panels-Cost of Permit Includes Strip and ReRoof Q 400-2017 1011312016 $2,345,227.00 $28,143.00 1.96 MW Ground Mounted Solar Modules 13 14 Total $8.601,947.00 $103,246.00 1� 17 18 19 21 `3 l 0 24 � ` J 2527. 16 _ i 6° k https://docs.google.com/spreadsheets/d/19OWwKHaj2lHvhngoAKKHxQc8ZRYpQdE SMcI dO9ORg/edit#gid=0 1/1 1� G`s, � Location �� 9� No. /,7 l 7 J,-2/ti - ?,c Date 612417 2i�� • - TOWN OF NORTH ANDOVER • Certificate of Occupancy $ Building/Frame Permit Fee $ Foundation Permit Fee / $ Other Permit Fee �^n 1 $1611 �•�� TOTAL 'C' s $ Check#/426 r7, Building Inspector i 1204 OSGOOD SOLAR;'LLC �; ENTERPRISE BANK AND TRUSL CO I -.�� q ' LOWELL,MA 01852 �. f ,~ r CIO OZZY,PROPERTIES,INC -53-2741113,', , r� 1600 OSGOOD STREET1g ,- NORTH ANDOVER MA'01845 7 - � +' '� r.t...: .�..: C m�;',"�Y'�"i..r'.+�- � ,_.. -..�-...+ ,� -«.--,r-.►.....;+a..-•---.-.,..f L.C-3zw`:.i'`L'3�1"+R.:s,:-.... �.:. �.4=-G.+ PAY TO THE ORDER OF TOWN OF NORTH ANDOVER 1 $ **10,426.00 Ten Thousand Four Hundred Twenty-Six and D ,> F OLLARS OT; ®AGAINST Ia BAUD 8 ' ;TOWN OF NORTHfAIVDOVER a� .020,MAIN,STREET } + - ' NORTH ANDOVER�MA 01845_ .lc Rti/y /�i�' / bra y�,f y,Y; �F , ��.J1 ••� .�,ptr t- _ FINAUTRUE UP'SOLAR PERMIT FEE 110001 204un 1:0 -130 274 21: 773900,11~` ti OSGOOD SOLAR,LLC. 1204 TOWN OF NORTH ANDOVER 8/25/2017 Permits & Inspection FINAL TRUE UP SOLAR PERMIT FEE 10,426.00 I ; Enterprise-Checking FINAL TRUE UP SOLAR PERMIT FEE 10,426.00 F pORT#� q Town of t _ ,.. 6 ndover , No. soh ver; Mass, �p COCNtCNIwKK�V�• 1 �•4 oR^TED �Pa��S • ,• h S U BOARD OF HEALTH y° Food/Kitchen PERMIT T Septic System THIS CERTIFIES THAT BUILDING INSPECTOR .............................. � . . .Iv� .. ..e .40 . � ....�r undation has permission to erect g Orr ���- L �1Rl�rr -� .......................... buildings .... .. ;. _T ... a< Rough . QQ to be occupied as OPGF C%. vlp/M !! .. . .... Chimney provided that the person accepting this permits all in every respect conform to the terms of the application Final on file in this office, and to the provisions of the Codes and By-Laws relating to the Inspection, Alteration and Construction of Buildings in the Town of North Andover. PLUMBING INSPECTOR ' VIOLATION of the Zoning or Building Regulations Voids this Permit. Rough Final PERMIT EXPIRES IN 6 MONTHS ELECTRICAL INSPECTOR M-11 UNLESS CONS NWVAT Rough Service ... . ..... ......... ...... Final B ILDING INSP OR GAS INSPECTOR = Occupancy Permit Required to Occupy Building Rough Display in a Conspicuous Place on the Premises — Do Not Remove Final No Lathing or Dry Wall To Be Done FIRE DEPARTMENT Until Inspected and Approved by the Building Inspector. Burner Street No. Smoke Det. NORTH own of t aAndover p ...._ 0 No. , LA -Kd h ver Mass 51 '?bl� 9 A_ COCNIc"aw9c 7�p0RATED pPP�,�S S U BOARD OF HEALTH Food/Kitchen PERMI T_ LD Septic System THIS CERTIFIES THAT ........NOD tLLe BUILDING INSPECTOR 110.0. 5 . 1441...: . ....... Foundation has permission toe ct .......................... u ....ildi gs on .....0 . ... Rough to be occupied as . .................. ... ...... ..saw.... ........�.�. .... ........... Chimney provided that the person accepting this permit shall in every respect conform to the terms of the application Final on file in this office, and to the provisions of the Codes and By-Laws rel mg to the Inspection, Alteration and 0,0Construction of Buildings in the Town of North Andover. 16641� PLUMBING INSPECTOR Rough VIOLATION of the Zoning or Building Regulations Voids this Permit. Final PERMIT EXPIRES IN 6 MONTHS ELECTRICAL INSPECTOR UNLESS CONS TIO Rough ervice .. ... .. .. ....BUILDING.. .....INSP......... TO...... Final GAS INSPECTOR Occupancy Permit Required to Occupy Building Rough Display in a Conspicuous Place on the Premises — Do Not Remove Final No Lathing or Dry Wall To Be Done FIRE DEPARTMENT Until Inspected and Approved y the Building Inspector. Burner Street No. Smoke Det. u6kfm 4 west NORT1i Town of 00 h ver, Mass, O/ cocHicHewK.c �1' 7,95 R�rEo �.PP�,�S U BOARD OF HEALTH Food/Kitchen PERMIT T LD Septic System THIS CERTIFIES THAT O BUILDING INSPECTOR .....,f.�i.d........ s' .A. ... .. .. .... .... ............ has permission to erect .......................... buildings on ../(0.0 O.X4 Q ,.. Foundation Rough to be occupied as .,,, ..�.... ... fr. . ..... .. ar.4.;fe.. ..... .......I.tit ,�i...... �� �" Chimney provided that the person accepting this permit shall in eV respect conform to the terms of the applica Ion Final on file in this office, and to the provisions of the Codes and By-Laws relating to the Inspection, Alteration and Construction of Buildings in the Town of North Andover. PLUMBING INSPECTOR VIOLATION of the Zoning or Building Regulations Voids this Permit. Rough Final PERMIT EXPIRES IN 6 MONTHS ELECTRICAL INSPECTOR UNLESS CONSTRUCTION TARTS Rough Service .............. ...... .. ...... Final BUILDING INSPECTOR GAS INSPECTOR Occupancy Permit Required to Occupy Building Rough Display in a Conspicuous Place on the Premises — Do Not Remove Final No Lathing or Dry Wall To Be Done FIRE DEPARTMENT Until Inspected and Approved by the Building Inspector. Burner Street No. Smoke Det. pORTIy Town of No. mop _ - ,� oh , ver, Mass, e-' 7 6 coc"Ic"IWKw I- ,P X1,95 qA'r 0 . a�,�y 11 BOARD OF HEALTH Food/Kitchen PERMIT T LD Septic System THIS CERTIFIES THAT O-�.. ?- ..: . ................................................................. BUILDING INSPECTOR .................................. has permission to erect buildings on ` � vs L'd S E Foundation .......................... .......................�........�..�...............�.......... FRough to be occupied as . ..... 4?��4':.. .����....................................................................... Chimney provided that the person accepting this permit shall in every respect conform to the terms of the application Final y on file in this office, and to the provisions of the Codes and By-Laws relating to the Inspection, Alteration and Construction of Buildings in the Town of North Andover. PLUMBING INSPECTOR VIOLATION of the Zoning or Building Regulations Voids this Permit. Rough Final PERMIT EXPIRES IN 6 MONTHS ELECTRICAL INSPECTOR UNLESS CONSTRUCTI ARTS Rough ........................ Service .................... .. .... . ... .. .rte-..... Final BUILDING INSPECTOR GAS INSPECTOR Occupancy Permit Required to Occupy Building Rough Display in a Conspicuous Place on the Premises - Do Not Remove Final No Lathing or Dry Wall To Be Done FIRE DEPARTMENT Until Inspected and Approved by the Building Inspector. Burner Street No. Smoke Det. NO R T#1 Town of 1* sAndover O No. oh ver, Mass, /0 • / 3 a 0/ 7 COC MI"AKI ICOGWKM �•9 A0 ATIE S V BOARD OF HEALTH Food/Kitchen PERMIT T LD Septic System THIS CERTIFIES THAT ....... D*A)........Ll�i!1.... BUILDING INSPECTOR . .. ......................................................................... S? Foundation has permission to erect .......................... buildings on .........1.. ...Q ...........O.Ak#!0#... .....I Rough to be occupied as .........A. PAS.........1.1.. ......"..A.�....... 0 .�...�...3.... Chimney provided that the person accepting this permit shall in every respect conform to the terms of the application Final , on file in this office, and to the provisions of the Codes and By-Laws relating to the Inspection, Alteration and 6f—, 4 � Construction of Buildings in the Town of North Andover. PLUMBING INSPECTOR VIOLATION of the Zoning or Building Regulations Voids this Permit. Rough Final PERMIT EXPIRES IN 6 MONTHS ELECTRICAL INSPECTOR UNLESS CONST ;TIO Rough Service .. .......... ...... Final BUILDING I PECTO GAS INSPECTOR Occupancy Permit Required to Occupy Building Rough Display in a Conspicuous Place on the Premises — Do Not Remove Final No Lathing or Dry Wall To Be Done FIRE DEPARTMENT Until Inspected and Approved by the Building Inspector. Burner Street No. Smoke Det. Final Construction� hon Control Document x To be submitted at completion of construction by a u R Registered Design Professional S� v for work per the 8`t'edition of the Massachusetts State Building Code, 780 CMR, Section 107 Project Title:Photovoltaic Roof&Ground Mounted Array Date:December 23,2016 Permit No. Property Address: 1600 Osgood Street,North Andover,MA Project: Check(x)one or both as applicable:X New construction Existing Construction Project description: Ground Mounted and Roof mounted Photovoltaic Arrays I Colin J.Gallagher MA Registration Number: 39114 Expiration date: 06/30/18 ,am a registered design professional, and I have prepared or directly supervised the preparation of all design plans,computations and specifications concerning: Architectural X Structural Mechanical Fire Protection Electrical Other:Describe for the above named project. I,or my designee,have performed the necessary professional services and was present at the construction site on a regular and periodic basis.To the best of my knowledge,information,and belief the work proceeded in accordance with the requirements of 780 CMR and the design documents approved as part of the building permit and that I or my designee: 1. Have reviewed,for conformance to this code and the design concept,shop drawings,samples and other submittals by the contractor in accordance with the requirements of the construction documents. 2. Have performed the duties for registered design professionals in 780 CMR Chapter 17,as applicable. 3. Have been present at intervals appropriate to the stage of construction to become generally familiar with the progress and quality of the work and to determine if the work was performed in a manner consistent with the construction documents and this code. Nothing in this document relieves the contractor of its responsibility regarding the provisions of 780 CMR 107. Enter in the space to the right a"wet"or OF 1440.., electronic signature and seal: re COLIN-1 GALLAGHER CIVIL W No.39114 1ST- @, S NAL Phone number: (978)774-1884 Email:cjgallagher@bmcengineers.com Building Official Use Only Building Official Name: Permit No.: Date: Version 06 11 2013 1600 OSGOOD STREET NORTH ANDOVER, MASSACHUSETTS BUILDINGS 20 & 21 STRUCTURAL ASSESSMENT For Proposed Solar Panel Array System a Prepared For: POWEROWNERS L.L.C. 857 Turnpike Street North Andover,Massachusetts 0184 (978) 309-6688 Prepared By: �4�K OF COLIN J. u, LAA C. GALLAGHER C-4 CMI No.39114 A9©, iN 1: *��4 FNGINEERING LLC 513116 50-S Audubon Road Wakefield, MA 01880 978-774-1884 Structural Assessment May 2016 Page 1 8 7 6 5 4 3 2 1 PROJECT SUMMARY pane .=-7 1063' MODULE TYPE HW-H.S-S3SOTI claw* MODULE DIMENSIONS(IN.) 39.29%77.17X1.97 MBER OF MODULES PANELCLAW,INC. 1570 OSGOOD ST.SUITE 21W MODULE WATTAGE(W STC) 350 NORTH ANDOVER,MA 03645 SYSTEM SIZE(RW STC) 1559.E TEL 978.888.4900 1 1 SYSTEM WEIGHT(LB) 1001339 FA688.5100 D SYSTEM AREA(SO FTS 182872 www'Pdnelclaw.com D NUMBER OF ARRAYS 21 STAMP: ARRAYTILT(DEG) 5.0 4 5 POLAR BEAR-III HD S'-"in PROJECT PART QUANTITY 6 7 REM PARTHumBEER I OTY SOUTH SUPPORT 5000412 832 iSTANDARD SUPPORT 4 5000301 14616 b6 LANG BALLAST TRAY N 30054103 1976 SHORTBAULA9TTRAY 200054101 6541 C w aroM4vo Lwiuewx 200049301 4626 io iii Lei L HARDWARE-CLAW X SOOO1S001 308 C __ __ ❑_ _ e BOLT BUT ST BALLATRAY u 5000159 479 W", l D D ssl�m CONCRETE MASONRY UNIT`m N/A 15942 MECHANICALATTACHMENT Muw au.n50W32501 T 27 c 15 ATTACHMENTBRA4 ET[ 200055103 21 4'c ❑�'�; 3 lona• (n ;o) ay g � � � � - i _ t 19 181 17 �I 16 � �,J, � 11 a D - ,1 p 5 IJ _, � 20 1 ? 5 t ( =% EXISTING ROOF PER B IMETER B (WHEN PARAPET EXISTS, I THE ROOF PERIMETER� 15 THE INSIDE FACE OF ,q '❑ 24 THE PARAPET) SCALE: 21 a 6'ROOF SETBACK(TYP) — ,�, " ❑ r ORI HEETSISIZE X24" -- SHEET SIZE ARCH CH"D" PREPARED FOR: zs OSGOOD SOLAR 0 D D D _ PROJECT: D D 0 D !❑ W D YROOFOBSTRUCTION OSGOODSOLAR e) W/4'[LEARANCE(TYP) DoE ROOFTOP D LOCATION: Az6 — 1600 OSGOOD STREET A ARRAY If TYR) s" NORTH ANDOVER MA 01845 SHEET TITLE: NDrEs: ARRAY SITE MAP ARRAY SITE MAP SCALE: NTS PC-2 3. AEUDVE IF IAL SHOWN ARE BASED OCONSPON FRUCTIO OF ED LAR RRAY.N TIF FIENELCLAFY DIMENSIONS OF THE SOLAR ARRAY.NOTIFY NOT APPROVED FOR CONSTRUCTION PANELCLAW OF ANY DISCREPANCIES. REVISION: I SHEET: 2 PC-2 8 7 6 5 4 3 2 1 1600 OSGOOD STREET I NORTH ANDOVER, MASSACHUSETTS BUILDING 70 STRUCTURAL ASSESSMENT For Proposed Solar Panel Array System A ! mom 4, 9 I �n r Y Prepared For: POWEROWNERS L.L.C. 857 Turnpike Street North Andover, Massachusetts 0184 (978) 309-6688 Q COLIN J. G Q GALLAGHER + Prepared By: v CIVIL C4 N0.30114 1tJ � AL� e,50 ENGINEERING LLC 50-S Audubon Road Wakefield MA 01880 978-774-1884 Structural Assessment May 2016 Page 1 8 7 6 5 4 3 2 1 PROJECT SUMMARY pane 2 MODULE TYPE Y.—.NI5 S310D clave 1063' MODULE DIMENSIONS(IN ]].1]X1.9] NUMBER OF MODULES 9X39)3 PANELCIAW,INC. 15]0 OSGOOD ST.SUITE 2100 MODULE WATTAGE(W—STC) 350 NORTHANDOVER,MA01— _ SYSTEM SIZE(KW 5TC1 1390.6 TEL:9]E.FB8.4900 D SYSTEM WEIG ITT(LB) 451881 YFM:978.688.5100 SYSTEM AREA(So FT.) 99166 ww Panelclaw.com D NUMBE0.IF ARRAYS 24 STAMP: AYTILTIE G) 5.0 POLAR BEAR•III HD S--46 PROJECT PART QUANTITY ITFM PART rvuMeER q1Y SOUTH SUPPORT 5000412 SEE 30 DEGREE PLAN FOR ITS ARRAY LAYOUT AND BALLASTING I STANDARD SUPPORT a 5000301 ]948 LONG BALLAST TRAY 200054103 337 SHORT BALLAST TRAY 200054101 4059 CIAW a 200049301 7946 im ewasov.� C ' HARDWARE-CLAW'xa 167 C BOLTKIT-sBAUASTTRAV u N50001591 258 CONCRETE MASONRY UNIT'S N/A 5931 1 z f f + 1046' zo III—III 8 EXISTING ROOF PERIMETER R l - -- (WHEN PARAPET EXISTS, THE ROOF PERIMETEfl IS THE INSIDE FACE OF THE PARAPET) SCALE: ' fV7d1..Pvt P OW INALSIZE 36"X24"1 9 10 i a I SIZE ARCH"D" u I I PREPAREDRED F0FOR: N O D OSGOOD SOLAR D PROTECT, D o �—IIIII �o; H, I ARE YP) ROOF OBSTRUCTION OSGOOD SOLAR L_7 W/4'CLEARANCE(TYPIROOFTOP ro f i 1L0, LOCATION: A 1600OSGOOD STREET A S NORTH ANDOVER MA 01845 I SHEET TITLE: NOTES: ARRAY SITE MAP ARRAY SITE MAP SCALE: NTS PC-2 1 FIELDIVERNFYALLDIM NSIONSPRIORTOCCONSTRUCTIONOFTHE501ARARRAY.S SHOWN ARE BASED UPON INFORMATION PROVIDED TO LNOTIFY NOT APPROVED FOR CONSTRUCTION PANELCLAW OF ANY DISCREPANCIES. REVISION: SHEET: 1 PC-2 8 7 6 5 4 3 2 1 I I 8 7 6 5 4 3 2 1 panel= PROJECT SUMMARY C aW• 1063' gnspx.l RACKING CONSTRUCTION SET rzI OSGOO I T.S INC. srn[m welDxr ISI vouv NOR OSGOOO ER SUITE 2100 NORTH L:DOV88.49W 1846 TEL:9]8.688.4900 D `""'" FAx:9]a.fiea.sloD D rs www.DaDemlaw.cgm STAMP: DLC-Rin PROJECT PART QUANTITY I ARRAY 1(TYP) C i C �J x,. Al 11 INEI ♦ Da4 D D [� D � 1ARTR2DDP�D=MA BE=EDIxPA EqF LL = iOJ I 5 0_ B EXISTING ROOF PERIMETER B ------- (WHEN PARAPET EXISTS, ' THE ROOF PERIMETER 15 THE INSIDE FACE OF THE PARAPET) SCALE: I 6'ROOF SETBACK(TYP) IY1d u= ORIGINAL SIZE 36"X24" r SHEET SIZE ARCH-D" I PREPARED FOR: r N D a OSGOOD SOLAR D D PROJECT: FOOFO �l W/4'CL ARACTION OSGOOF SOLAR u W/4'CLEARANCE(TYP) =oE ROOFTOP 0 LOCATION: ' A0 16000SGOODSTREET A 5. NORTH ANDOVER MA0184S -._ _... SHEETTITLE: NOTES: ARRAY SITE MAP ARRAY SITE MAP �� SCALE: NTS PC_) 1 FIELD)ERIIFYALLDIME NSIONSSHOWN PRIORTOCONSTRUCTION ED UPON OOFTHE SOLAR ARRAY.N PROVIDEDTO LNOTIFY NOT APPROVED FOR CONSTRUCTION PANELCIAW OF ANY DISCREPANCIES, REVISION: SHEET: 0 PC-2 8 7 6 5 4 3 2 1 paneffffff 7/27/2016 claw" Partner Name: Osgood Solar Project Name: 1600 Osgood GROUND MOUNT Project Location: 1600 Osgood Street North Andover, MA, 01845 Racking System: Polar Bear III HD µ n... Structural Calculations for Ground-Mounted Solar Array Submittal Release: Rev 2 Engineering Seal COL J00 . 00 GALL ER rP CIVILen No,39114 AL I PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 (978) 688.4900-(978) 688.5100 fax-www.panelclaw.com i 8 7 6 5 4 3 2 1 PROJECT SUMMARY pane 1489• rnrxv4xz°x.l claw mow PANELCLAW,INC. va lawncl 1570 OSGOOD ST.SUITE 2100 0 srsrem ]iss.a NORTH ANDOVER,MA 01845 - - Smits wOc]rtllel In3x33 T 978.688.4900 _ m""�1s°"1 1101P3 F 9786885100 EL D 1 L :J nmoE�,n —P-10-- D ❑ L`5 t E r STAMP. 1 t[ q 3 2, 1. 1 «ouB BUR•mxo it-wm PROJECT PART QUANTITY E f ,_ NOB xBDPPOB EN P.]TxUmaEw 0`� o 0 0 o x,A 10 -EE .AiPBNu«sr Ar PARTa1B°Dsmox MAv eE useD Ix PLACE OE UL 2000 RT BAUASTTBAn A80VE.TP Is 11 GROUND MOUNT PV i o aF ARRAY IN PARKING LOT u S 13 S w � a ARRAY k ITYPI g t B is _.17 16 B SCALE: 18 20 19 1Q _ ORIGINAL SIZE 36"%24" SHEET SIZE ARCH"D" O G d 21 - Ell PREPARED FOR: 00 SO OSGOOD LAR N PRO1ECi: t l A 1M1' # - 1600 OSGOOD } F. :� _ � �� �k ((f- f �� i , p F GROUND MOUNT LOCATION: A 16000SGOODSTREET A 5n NORTH ANDOVER MA 01845 t , j } t SHEETTITLE: NOTES: ARRAY SITE MAP ARRAY SITE MAP 1 SCALE: Nl3 PC-2 1. ALL DIMENSIONS SHOWNAREONS BASED OCONSPON FRUCTIO OF IDEDTORRAY.CLAW. PFIEL ANEUI-AW ALLDIMENSIONSCIOR TO CONSTRUCTION OF THE SOLAR ARRAY.NOTIFY NOT APPROVED FOR CONSTRUCTION REVISION: SHEET: PANEICIAW OF ANY DISCREPANCIES. 2 PC-2 8 7 6 5 4 3 2 1 i i GFN RF AL_NOTES Cl. REFER TO ARCHITECTURAL.MECHANICAL, ELECTRICAL, PLUMBING,AND SITE DRAWINGS FOR R4. THE USE OF"FLY ASH'IN CONCRETE MIX DESIGN IS NOT ALLOWED. 9TANDAF� AE{BRFVWTION9 SHE �1111I14 6n GIN LE a LLC VERIFICATION OF DIMENSIONS AND LOCATIONS OF PIPES,OPENINGS,CHASES,REGLETS,INSERTS, R5. NO ADMIXTURES OTHER THAN LOW RANGE WATER REDUCER WILL BE ALLOWED. A.FF............. ABOVE FINISH FLOOR e.....,.......+... SLEEVES,DEPRESSIONS.ANCHOR BOLTS,ANGLE FRAMES,FLOOR PITCHES,AND ALL OTHER ADD'L............ ADOITONAL HA olNea PROJECT REQUIREMENTS NOT SHOWN ON THE STRUCTURAL DRAWINGS. RE. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROPER REMOVAL OF FORMWORK, FORMS SHALL - ......_...,.. a01ACENT f BE REMOVED ONLY AFTER CONCRETE HAS ATTAINED SUFFICIENT STRENGTH TO SUPPORT ITS OWN Al .............. ALTERNATE G2. SECTIONS AND DETAILS SHOWN AS TYPICAL ARE APPLICABLE TO ALL SIMILAR CONDITIONS. WEIGHT. CONSTRUCTION LOADS AND LATERAL LOADS SHOULD BE PLACED WITHOUT DAMAGE TO A�Cp.............. AMERICAN CONCRETE INSTITUTE .............. AMERICAN PLYWOOD ASSOCIATION C3, CONTRACTOR SHALL VERIFY ALL CONDITIONS IN THE FIELD AND SHALL TAKE ALL THE STRUCTURE OR CAUSE ANY EXCESSIVE DEFLECTION. AB... ...... ANCH BOLT . ARCH............ ARCHITECT NECESSARY FIELD MEASUREMENTS. R]. CONSTRUCTION JOINT LOCATIONS,OTHER THAN THOSE SHOWN ON THE DRAWINGS,ARE PERMITTED ERG ............ BEARING SUBJECT i0 PRIOR APPROVAL OF THE ENGINEER. CONTROL JOINTS AND EXPANSION JOINTS ARE E1WN............ BETWEEN G4. THE USE LO STRUCTURAL AND ARCHITECTURAL DRAWINGS AS THE BASIS FOR SHOP DRAWINGS MANDATORY AS SHOWN. DO. ............ BLOCKING IS NOT ALLOWED. B.O....._...... BOTTOM OF 80TTOM OF DECK .......... R8. PROVIDE-w INCH CHAMFER AT ALL CONTINUOUSLY EXPOSED CONCRETE EDGES.SUCH AS CURBS, B.O.D.C.I.P............. Casr IN PUCE CODE EQUIPMENT PADS.AND EDGE OF WALLS. CLR.............. CLEAR Cl. MASSACHUSETTS STATE BUILDING CODE.EIGHTH EDITION CONC....,....... CONCRETE R9. PROVIDE FLANGED STEEL SLEEVES WHERE PIPES PASS THROUGH CONCRETE. CMU.............. CONCRETE MASONRY UNIT CONST.......... CONSTRUCTIDN LOADS RIO.ALL DETAILING,FABRICATION AND PLACING OF REINFORCING STEEL SHALL BE IN ACCORDANCE CONT.......... COrvnNUOUs CONTR.......... CONTRACTOR WITH THE LATEST ACI 315"DETAILS AND DETAILING OF CONCRETE REINFORCING". CJ ................ CONTROL JOINT L1. ROOF LOADS: DL............... DEAD LOAD GROUNp SNOW LOAD......................................................50 PSF R11.REINFORCING BARS SHALL CONFORM TO ASTM A615,GRADE 60. UNLESS NOTED OTHERWISE DAS.............. DEFORMED ANCHOR STUD ON THE DRAWINGS,THE CLEAR CONCRETE COVER OVER BARS SHALL BE AS FOLLOWS: DWF.............. DEFORMED MIRE FABRIC FLAT ROOF SNOW LOAD........................................_........42 PSF EA................ EACH HUNG LOADS.............. ............................15 PSF A.SURFACES PLACED IN CONTACT WITH THE GROUND..........3" E.F................. EACH FACE B. FORMED SURFACE EXPOSED TO GROUND...........................2" EL ELEVATON L2. WIND LOADS: EL. ELEVATOR C. INSIDE FACE OF FORMED WALL... EO.D. .......... EDGE OF DECK BASIC WIND SPEED(3-SECOND GUST) V= 100 MPH D.WALL PIER TIES....................................................................1^-8" E.O.S. .......... EDGE Of SLAB EXPOSURE B E%IST............ EXISTNC REFERENCE WIND PRESSURE P= 21 PSF E.SLAB REINFORCING...............................................................^w" EXIST .............. EXPANSION L3. SEISMIC LOADS: R12.PROVIDE CLASS B SPLICES FOR ALL CONTINUOUS REINFORCEMENT UNLESS NOTED OTHERWISE, EXT.............. EXTERIOR ................ FLOOR.AN SEISMIC IMPORTANCE FACTOR,I .............. 1,p R13.SET AND TIE ALL REINFORCEMENT BEFORE PLACING CONCRETE. SETTING OF ANCHOR BOLTS, FNCH FO NDATON SPECTRAL RESPONSE ACCELERATION,Ss............... 0.33 DOWELS AND REINFORCEMENT INTO WET CONCRETE 15 PROHIBITED. Ca.........._.... GALE SPECTRAL RESPONSE ACCELERATION,SI._............._„0.075 GaLv ............ GALVANIZED R14.ALL KEYS SHALL BE 2"X4' (NOMINAL)UNLESS NOTED OTHERWISE. D.C............... GENERAL CONTRACTOR SEISMIC DESIGN CATEGORY............................-...........- B LL..,........,.... GLU-UM TEAM SEISMIC RESISTANT SYSTEM.......................................... ORDINARY SHEAR WALLS R15.USE NON-SHRINK,NON-METALLIC GROUT WHERE INDICATED. HAS.............. HEADED ANCHOR STUD HT................ HEIGHT ANALYSIS PROCEDURE................................................... EQUIVALENT LATERAL FORCERi 6.PROVIDE SEALANT FOR ALL EXPOSED TO VIHK EW CONSTRUCTION AND/OR CONTROL JOINTS. HORIZ HORIZONTAL IZONTAL ......... I.F................. INSIDE FACE FOUNDATION NOTES REINFORCED MASONRY NOTES ,Jim .......... JOIsrT K.S.I............. KIPS PER SQUARE INCH Fl. THE STRUCTURE SHALL BEAR ON NATURAL UNDISTURBED SOILS OR COMPACTED GRANULAR Li ............... LIGHT STRUCTURAL FILL COMPACTED ON THE NATURAL MATERIAL TO 95%MAXIMUM DRY DENSITY. M1. CONCRETE MASONRY UNITS SHOWN PL THE STRUCTURAL DRAWINGS SHALL O ERECTED IA LOAD LLH .............. LONG LEO HORIZONTAL DENSITY. THE MAXIMUM ALLOWABLE BEARING PRESSURE SHALL BE 2.0 TONS PER SQUARE FOOT. BEARING CONCRETE MASONRY. COMPLY WITH THE NATIONAL CONCRETE MASONRY ASSOCIATION LLv .............. LONG LEL_CAL "SPECIFICATION FOR THE DESIGN AND CONSTRUCTION OF LOAD BEARING CONCRETE MASONRY" L.W............... LONG WAY FOR MATERIALS, METHODS AND WORKMANSHIP NOT OTHERWISE SHOWN FOR THESE WALLS. ._ MMANUFACTURER F2. PLACE BACKFILL SIMULTANEOUSLY ON BOTH SIDES OF FOUNDATION WALLS TO THE GRADES 'M FIR SONRY OPENING INDICATED. WHERE EXTERIOR GRADE 15 MORE THAN TWO FEET BELOW SLAB,WALLS SHALL BE M2. CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90,GRADE N,TYPE I,NORMAL WEIGHT MaTI............ MATERIAL BRACED UNTIL SLAB TO WHICH THEY ARE CONNECTED IS AT LEAST 14 DAYS. WITH AN AVERAGE MINIMUM COMPRESSIVE STRENGTH OF 2.000 PSI ON THE NET AREA. aTL METALUM SU.lES. F3. PROVIDE SHEETING,BRACING,AND UNDERPINNING AS REQUIRED TO PRESERVE ADJACENT MECH............ MNECHANICAL arIT a STRUCTURES. M3. MORTAR SHALL CONFORM i0 ASTM C270,TYPE M OR S.AND SHALL DEVELOP A COMPRESSIVE MSc ........... SCEUNEOUS STRENGTH OF 1,800 PSI AT 28 DAYS. MN....._....... MINREO-UM BEAM OR COLUMN F4. PIPES WHICH CARRY WATER WILL NOT BE ALLOWED TO PASS UNDER FOOTINGS. NTS.. NOT To SCNF wIol STEP FOOTINGS APPROPRIATELY TO ALLOW PIPE TO PASS OVER FOOTING. M4. GROUT SHALL CONFORM TO ASTM C4]6,FINE-TYPE,AND SHALL DEVELOP A COMPRESSIVE "PNC......,..... OPENING �n STRENGTH OF 2,000 PSI AT 28 DAYS, n�. .............. ON CENTER F5, FOUNDATION SHALL NOT BE PLACED IN WATER OR ON FROZEN GROUND. D.F.............................. OUTSIDE FACE M5. ALL REINFORCING BARS SHALL CONFORM TO ASTM A615,GRADE 60. ALL REINFORCING BARS OH OPPOSITE HAND F6. VERIFY LOCATIONS AND REQUIREMENTS FOR ALL INSERTS,EMBEOMENTS,SLEEVES,CONDUITS, TO BE WELDED SHALL CONFORM TO A706,GRADE 60. DEFORMED HORIZONTAL TRUSS REINFORCING PAF.............. POWDER ACTUATED FASTENER AND PENETRATIONS WITH RESPECTIVE TRADES BEFORE PLACEMENT OF CONCRETE. MATERIAL SHALL CONFORM TO ASTM A82. EUWD D P.S.I. POUHES PER SQUARE INCH F7. DOWELS FROM FOOTINGS INTO PIERS,WALLS,AND COLUMNS SHALL BE THE SAME SIZE AND M6. INSTALL VERTICAL REINFORCING BARS IN WALLS AS SHOWN ON THE DRAWINGS. POSITION ALL P.0............... PRECAST R.................. RADIUS NUMBER AS PIERS,WALLS,AND COLUMNS ABOVE,EXCEPT AS OTHERWISE SHOWN. VERTICAL BARS WITH 9 GAGE POSITIONERS,D/A 810 BY DEAR-O-WAG,OR APPROVED EQUAL, RE: .............. REFER TO LOCATED AT TOP OF FIRST COURSE,ONE COURSE BELOW TOP OF WALL AND AT A MAXIMUM EEINF........... REINFORCING F8. COORDINATE UNDER FLOOR AND PERIMETER DRAIN REQUIREMENTS WITH THE ARCHITECTURAL, SPACING VERTICALLY TO INSURE PROPER PLACEMENT OF THE BARS. REO'D..,,.,..,.., REOUIRIO CIVIL.AND PLUMBING DRAWINGS AND THE REQUIREMENTS OF THE GEOTECHNICAL ENGINEER. RD-..........- ROOF DRAIN SCHED.......... SCHEDULE M7. ALIGN CORES OF UNITS VERTICALLY TO PROVIDE FOR PROPER INSTALLATION OF VERTICAL S............ SHEATHING REINFORCED CONCRETE NOTES REINFORCING BARS AND GROUTING. COMPLETELY FILL ALL CORES CONTAINING REINFORCING SINT..".._...,... SIMEEE TO BARS AND BOND BEAMS WITH HIGH STRENGTH PORTLAND CEMENT GROUT. FILL ALL CORES S.O.G. .......... SUB-ON-GRADE R1. ALL CONCRETE SHALL BE PROPORTIONED.MIXED AND PLACED IN ACCORDANCE WITH ACI 318, OF UNITS SOLID WITH MORTAR AT WALL ANCHORS AND INSERTS, SP...._......... SPACE(5) IC/5/IE FOR CONSTRUCnDN CJL SPEC'S.......... SPECIFICATIONS °BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE",AND ACI 301, "SPECIFICATIONS BID... .. STANDARD 9/tT/te FOR PERMIT APPLICATION STRUCTURAL CONCRETE FOR BUILDINGS". MAXIMUM SLUMP SHALL BE 4 INCHES. M. PROVIDE ADEQUATE LINTELS FOR LARGER OPENINGS NOT SHOWN ON THE STRUCTURAL DRAWINGS. STL .............. STEEL t 'TR .............. STRUCTURAL R2. ALL CONCRETE SHALL BE CONTROLLED,MIXED,AND PLACED UNDER THE SUPERVISION OF M9. STANDARD TRU55 TYPE HORIZONTAL REINFORCING SHALL CONSIST OF TWO W1,7 SIDE R005 WITH 5.W.........- SHORT WAY NO. DATE DESCRIPTION A R'D BY AN APPROVED CONCRETE TESTING AGENCY. iYM.............. SYMMETRICAL W1.7 CROSS RODS. .,...... .-. TDP REVISIONS R3. UNLESS NOTED OTHERWISE,ALL CONCRETE SHALL BE NORMAL WEIGHT WITH A MINIMUM EXTRA HEAVY TRUSS TYPE HORIZONTAL REINFORCING SHALL CONSIST OF TWO W2.8 SIDE RODS T.C.X.. TOP CHORD EXTENSION WITH W1.7 CROSS RODS. COMPRESSIVE STRENGTH AT THE ENO OF 28 DAYS AS FOLLOWS: T.O ........_... TOP OF STANDARD LADDER TYPE HORIZONTAL REINFORCING SHALL CONSIST OF TWO W1.7 SIDE R005 WITH TA..F.............. TOP OF FOOTING OSGOOD SOLAR LLC MAXI W1.7 CROSS R005. T.O.S............. TOP OF STEEL STRENGTH(PSI I AGGREGATE SIZE GATE 0P.1IZE 1 ENTRAINED AIR(R) APPI I_CTION T.O.w........... TOP OF wa1L MIO. FOR MASONRY WALL REINFORCING REQUIREMENTS SEE"MINIMUM CONCRETE MASONRY WALL ikB........_.... TOP AND BOLTON �EC7AK.AL E:NCL06UFiE 4000 1-8 5 EXTERIOR DOLLY PADS&APRONS REINFORCING SCHEDULE"ON SHEET 50.} i5................ iIYP TBEASTEEL COLUMN OR BEAM )600 OSGOOD STREET 4000 5 EXTERIOR SIDEWALKS M11. THE MASONRY CONTRACTOR SHALL PROVIDE ADEQUATE BRACING AND/OR SHORING DURING VERT UNLESS NOTED OTHERWISE CAL N. ANDOVER, MA 3500 1-8 0 SLAB ON GRADE CONSTRUCTION TO WITHSTAND ALL CONSTRUCTION.WIND AND SEISMIC FORCES IMPOSED ON vJF ,,,,,,,,.... VERIFY IN FIELD MASONRY DURING CONSTRUCTION. WT... .......... WEIGHT DRAWING TTLE 3500 -w/-6 BLEND 0 SLAB ON DECK ............. WELDED WIRE FABRIC �������p��LL�� �y���p 3000 w 5 ALL OTHER CONCRETE WD................ WOOD �dCI�RAL NO1 M A W.P............... WORK POINT SY- [<T xo.. IB-1J25 DRAWING NO. FL .............. CENTERLINE P.- DIAMETER C.CAILACHER /n^_ R ............... PLATE .`,\\1\)) PLUS S MINUS w�' E.MENNERT Lfi5.. POUNDS ••.......... cKK'o RY: T.CUINLAN 9/16/2016 xn �4 FROST PROTECTION NOTES: SHE THE FOOTING IS DESIGNED IN ACCORDANCE WITH ASCE 32 "DESIGN GUIDE FOR FROST PROTECTION FOR SHALLOW FOUNDATIONS.THIS DESIGN GUIDELINE HAS BEEN PREPARED FOR THE U.S. DEPARTMENT nN61Nlf.11NG Ll< OF HOUSING AND URBAN DEVELOPMENT OFFICE OF POLICY DEVELOPMENT AND RESEARCH.THE DESIGN ALLOWS FOR A SHALLOW w+rv.•.•...nA olaao FOUNDATION WITH THE USE OF INSULATION AND SOIL PREPARATION. 1S'-4" THE FOUNDATION HAS BEEN DESIGNED TO ACCOMMODATE THE EQUIVALENT OF A FOUR FOOT DEEP FOUNDATION. BRIDGING BETWEEN —JOISTS AT 1/3RD— POINTS — i — — — _ 6 6" LF o LFl N - n � � CMU WALL 14"CONCRETE PAO C CONSTRUCTION 16'-0" (BELOW) 12"OVERHANG TYR. 1 I I 1 SCALES: � A SSSS = SCALE IN FEET 8"CMU WALL CONSTRUCTION i x Ci I IO/6/ib FOR CONa UCT10N CJG Q 1 9/16/16 FOR PERMIT APRUCATION WG O � NO. DATE DESCRIPTION APPR'0 aY REVISIONS o 4 I OSGOOD SOLAR LLC L ELECTRICAL ENCLCGURE 1600 OSGOOD STREET N. ANDOVER, MA 2%12® 12"O.C. DRAWING TITLE Gl I�tl'�A'rI/'A�1+ ROOF PLAN FOUNDATION PLAN ROOFVIFP -,W T SCALE:3/8"=1'-O" _ SCALE: 3/8"=1'-0" rLfV� +fcr rvo.. ib-I]15 DRAWING NO. m C..-NID.ER S-2—2 E.MEHNERi .\``\1\11 c. - T GUINEAN 9/16/2016 ==2 i 60 MIL EPDM MECHANICALLY He`LSC ATTACHED ROOFING eo v a w 2"POLY ISO RIGID INSULATION SINPSON HURRICANE TIE TYPE 12 H2.5T(TYP.) DRIP EDGE FLASHING 1 5/8^COX PLYWOOD AZEC SOFFIT(TYP.) TIMBER FRAMING NOTES 1 ROOF SHEATHING: 5/8"COX PLYWOOD MIN. 2.12 RAFTER Q 12"O.C.(TYP.) #4 CONT. TIMBER FRAMING DOUBLE 2.8 SILL BEAM GRACE:NO, 2 LUMBER, SPRUCE-FIR,HEM-FIR N0. 2 OR GREATER a 1-0 REMOVE TOP CELL AND S-. 1/2"0 ANCHOR RODS®2'-0' MINIMUM FIBER STRESS:FE =850 PSI, E _ 'J REPLACE WITH A FULLY O.C.MIN. PROVIDE 5"EMBED. 1,600,000 PSI, 1.1772,12012"O.C. GROUTED BOND BEAM (TYP, ONO) Fv = 150 PSI B"CMU WALL FRAMING CONNECTORS, SILVER METAL CONSTRUCTION PRODUCTS OR SIMPSON _d•. ROOF TO EXTERIOR CMU WALL DETAILS DESIGN WIND LOADS: I EXTERIOR DIMENSIONS SCALE 3/4"s 1'-0" SILL PLATES SHALL BE PRESSURE TREATED ' YELLOW PINE WITH LAPPED JOINTS AND SILL SEALER.THE SILL PLATE SHALL BE ANCHORED WITH 1/2"DIA.ANCHOR RODS® 2'-0"ON CENTER AND NOT MORE THAN 12 INCHES FROM CORNERS,ANCHORS SHALL HAVE 5" #70 68"RENF.W/ MINIMUM EMBEDMENT INTO CMU BOND BEAM. 4" 1GONG.SLAB b7®48"DOWELS -M�8'CMU ANCHORS SHALL MEET THE REQUIREMENTS OF TOP OF CONC. 4" II1 ASTM A307. ABOVE EXISTING 1"CHAMFER(TYP.) 2' CLEAR GRADE Na®B 2"%PS INSULATION ' TOP&BOT.,", ✓^ 6" LEVEL EACH WAY 10"MIN L TYPE IV(R=4.5 MIN.) MIN.COMPRESSIVEi STRENGTH 30 PSI I EXISTING ASPHALT PAVING 2-6 \\-6'MIN.CRUSHED 2'-6' TO BE REINSTATED STONE(V"AGGREGATE) 3"CLEAR UNDISTURBED E%ISTING SOIL SLAB TO EXTERIOR CMU WALL DETAILS SECTION SCALE 3/4^ 1'-0" SCALE: SCP1E6: 2.12B LOCKING Jv ®16"O.C. a U1w FEET 333 msR. o z SIMP5QN RIGID CONNECTOR ANGLE(RCA 223) 3/6"-I'-C" m 24"O.C. plshb 2x12 RAFTER® 12"O.C.(TYP.) SECTION 2 SCALE 3/4"= 1'-0" S- 6'-4" 2'-0'• tO/5/16 FOR CONSTRUCTOR G1G 9/i6/Ifi FOR PERMIT APPLICATION — 2'-0" 3'-4" SPLIT FACED CMV NO. GATE OESCRiPRON -PRO eY Ali (YP.) SINGLE DOOR REVISIONS DOUBLE DOOR WITH PROVISION FOR OSGOOD SOLAR LLG - REMOVABLE PANEL �v�� ♦♦L� E�NyIy OS���I�ppE� ABOVE TO RGVfiL G�NLWVf1C _ OAVERHEIGHiTE 1600 OSGOOD STREET EOUIPMENT N. ANDOVER, MA DL.:d. DRAMNGGTITLESU1.T11 1 M.m. EACR siOE r., GRADE SECTICM T CIETALS TO NDED W/ ON CO_s 16-1325 DRAWING NO. REOImEEHO ESS OF E.—ENT. C.GALLACHER PLAN — DETAILS 0 CONDUIT OPENINGS WEST ELEVATION NOTE; wn vT. E:t/z'-t'-0' SCALE: 3/8"=1'-0" ALL DOOR OPENING SIZES AND FINAL LOCATION E.MEHNERT TO BE COORDINATED WITH DOOR C.,Fmi OUINUN MANUFACTURER 9/I6/201fi Nu. 3 OF 4 i KNOC ONAL OUTITBOND SEAMK MIN TYP LINTEL BEARING ABOVE MASONRY MINIMUM CONCRETE MASONRY e:NVG I�X/i[E�IUXO tL�cl OPENING WALL REINFORCING SCHEDULE - WALL WALL VERTICAL HORIZONTAL CONT BARS SEE LOCATION THICKNESS REINFORCING REINFORCING END DETAIL WITH DOWELS TO MATCH LINTEL SEE-/ ALL EXTERIOR, 6" A6 O 48" STD TRUSS TYPE REINF.O B'o.c. HOOK AS REQUIRED SCHEDULE ADDITIONAL LOAD BEARING TERMINATED BARS VERTICAL PARAPET,CHIMNEY, 8' A7 O 48" STD TRUSS TYPE REINF.O 8"o.c. SEE END DETAIL WITH NOTFe. REINFORCING STAIR,AND DOWELS TO MATCH ELEVATOR WALLS HOOK AS REQUIRED 1. 1 CONT BAR AT 12' ABO 48" EXTRA HEAVY TRUSS TYPE REINF.O 8"o.c. MASONRY OPENING 4'-0" OR LESS IN WIDTH ALL OTHER g 2.2 CONT BARS AT INTERIOR CMUAL TOL A4 O 96" STD LADDER TYPE REINF.O 16"o.c. ] MAS8'—O IN WIDTH GRTER THAN SIZES ONRY OPENING 4'-0" PARTITION WALLS + 1-#4 IN BONG BEAM O 96o.c. EAA 16'-0"IN HEIGHT END DETAIL ALL OTHER INTERIOR CMU TOP OF SLAB NO SCALE PARTITION WALLS ALL STD LADDER TYPE REINF.O 16--.VERTICAL 16'-0"OR LESS SIZES REINFORCING IN HEIGHT SEE SCHEDULE NOTES: TYPICAL ELEVATION AT 1-A4 BAR O 1. REFER TO PLANS,DETAILS AND NOTES FOR REINFORCING 6"&B"CMU REQUIREMENTS MORE STRINGENT THAN IN THE SCHEDULE VERTICALLY REINFORCED WALLS 2. PROVIDE REINFORCED BOND BEAM WITHIN 16"OF TOP OF WALL CMU WALLS WITH OPENINGS 2-�J4 BARS O 3. ALL VERTICAL REINFORCING TO BE IN SOLIDLY GROUTED CELLS, NO SCALE 12 CMU WALLS AND PROVIDE 48 DIA LAP AT ALL BAR SPLICES.TYPICAL NOTES. 4. GROUT SHALL BE"LOW UFT"GROUTING. 1.SEE SCHEDULE FOR SPACING 2.PROVIDE REINFORCED BOND BEAM SCHEDULE OF EMBEDMENT AND SPLICE LENGTHS WITHIN 16'OF TOP OF WALL (UNLESS SHOWN OTHERWISE ON DRAWINGS) 3.PROVIDE REINFORCED BOND BEAM AT TOP AND BOTTOM COMPRESSION TENSION OF ALL OPENINGS BAR EMBEDMENT LAP SPLICE EMBEDMENT LENGTH LAP SPLICE LENGTH 4.VOIDS CONTAINING VERTICAL REINFORCING SHALL BE FILLED MASONRY LINTEL SCHEDULE S1ZE LENGTH LENGTH TOP BARS OTHER BARS TOP BARS OTHER BARS SOLID WITH GROUT A3 8' 12' 13' 12" 16' 16' OPENING DIMS BEAM SIZE REINFORCEMENT S yEs A4 11" 15' 17" 12" 22" 16' BOND BEAM WIDTH x DEPTH q A5 14" 19" 21' 15' 27' 20' NO SCALE 0'-0"-4'-0' D"x e"DEEP 2 -A5 CONT w A6 17" 23' 25" 18' 33' 24' 4'-0"- 6'-0" 8"z 16"DEEP 2-A5 CONT A7 19" 26' 32" 23" 41 30' 5'-0"- 12'-0" 8"x 24"DEEP 2-A6 CONT MID WIRE TRUSS TYPE `Ip/5r16 A8 22" 3D" 42' 30' 55' 39' REINF AT JOINTS A9 25' 34" 53" 38" 69' 49' 0'-0"- 4'-0" 12'x S"DEEP 2-A5 CONT A10 28" 38' 67' 48' 88' 63' 4'-0"- 6'-0" 12". 16"DEEP 2-AS COM #11 31" 42' 83' 59' 108" 77' AND WIRE TRUSS TYPE REINF AT JOINTS 6'-0"- 12'-0" 12"x 24"DEEP 2 - A5 CONT HORIZONTAL BARS PROVIDE HORIZONTAL CORNER AND WIRE TRUSS TYPE BARS AT ALL WALLS TO MATCH REINF AT JOINTS HORIZONTAL REINFORCING 10/5/16 FOR CONSTRUCTION Gc AS PER SCHEDULE AS PER SCHEDULE 1 9/I tIp6 FOR PERMIT APPUCATON GID NO. DATE OE6 -0. PR'0 BY WIRE RUSS REVISIONS -' -- --- —' - --- --- --• - I OSGOOD SOLAR LLC LADDER OR TRUSS TYPE WALL ADDITIONAL ELECTRICAL ENC-OSLME REINFORCING WHERE SHOWN ON VERTICAL BAR SCHEDULE OR NOTES.TYPICAL AT CORNER I )GOO OSGOOD STREET vROMKDWioclBc - N. ANDOVER, MA TYPICAL DETAIL CORNER DETAIL ON—NG TT- MASONRY WALL DETALS TYPICAL DETAIL AT REINFORCED CMU WALLS DRAWING NO. NO SCALE C.GALLAGHER C1^ E.MEHNF- — � u�" T.DUINLW i 9/16/2016 "� 4 CF:4 i GENERAL NOTES: RIC EXISTING CONDITIONS ao®n�o�,c„wovo THE CONTRACTOR SHALL DETERMINE AND ESTABLISH ALL DIMENSIONS AND EXISTING DETAILS NECESSARY FOR THE COMPLETION OF WORK BY FIELD MEASUREMENT 1 CBx11.5 AND SURVEY.THE TR CONACTOR SHALL BE Y RESPONSIBLE FOR ADEQUACY AND ACCURACY THEREOF AND SHALL NOT ORDER ANY MATERIALS OR COMMENCE STRUCTURAL STEEL NOTES: ANY FABRICATION UNTIL THE REQUIRED MEASUREMENTS 1. FABRICATION AND ERECTION OF HAVE BEEN MADE ON THE ACTUAL STRUCTURE AND THE EXTENT OF PROPOSED WORK HAS BEEN APPROVED ACCORDANCE STRUCTURAL S WIEL THE AMERICAN By THE ENGINEER. INSTITUTE OF STEEL CONSTRUCTION, DIMENSIONS "MANUAL OF STEEL CONSTRUCTION, 13TH L6x6x3/8x3"LC. EXIST.9"m STEEL COL. DIMENSIONS AND ELEVATIONS SHOWN ON THE EXISTING EDITION". STRUCTURE ARE ESTIMATED BASED ON HELD SURVEY. ANGLE EACH SIDE. THE CONTRACTOR SHALL DETERMINE AND ESTABLISH 2. STEEL MATERIALS SHALL CONFORM TO THE PROVIDE(2) 1/4-28 ALL DIMENSIONS AND EXISTING DETAILS NECESSARY FOR FOLLOWING UNLESS NOTED OTHERWISE: T/5 S.S.TEKS PER THE GOMPLEBON OF WORK BY FIELD MEASUREMENT LEG AND SURVEY.THE CONTRACTOR SHALL BE RESPONSIBLE A.ALL ROLLED W SHAPES:ASTM A-992, FOR THE ADEQUACY AND ACCURACY THEREOF,AND GRADE 50 K51 SHALL NOT ORDER ANY MATERIALS OR COMMENCE ANY B.ALL HSS TUBES:ASTM A500 GRADE B FABRICATION UNTIL THE REQUIRED MEASUREMENTS HAVE C.ALL OTHER SHAPES,PLATES AND BEEN MADE ON THE ACTUAL STRUCTURE AND THE ANGLES:ASTM A36 GRADE 36 EXTENT OF THE PROPOSED WORK HAS BEEN APPROVED BY THE ENGINEER. 3. ALL WELDS SHALL HAVE AT LEAST THE MINIMUM WELD SIZE SPECIFIED BY THE SCALES AISC MANUAL OF STEEL DESIGN. SCALES NOTED ON THE PLANS ARE NOT APPLICABLE TO REDUCED SIZE PRINTS.DIVIDE SCALES BY TWO FOR HALF SIZE PRINTS. WELDING ALL WELDING AND THE PREPARATION AND ASSEMBLY OF MATERIAL FOR WELDING SHALL CONFORM TO THE AMERICAN WELDING SOCIETY(AWS)STRUCTURAL WELDING CODE DIA. NORTH ELEVATION 35'-2" HSS 2x2.1/8 SCALE: 3/8"-1'-0" 8'-0"TYP. HSS 8x2.1/8 / axxryrf 1 $ 4x L \ t6 46" SS-0"1/8 HSS Q.G. H 8"CMU WALL CONSTRUCTION (BELOW) ELECTRICAL BUILDING EXIST.COLUMN tt/tl/1 FOR CONSTRUCTON CIG No. DATE .—I-CIN PR'0 BY REVISIONS JOSGOOD SOLAR LLC CONDUIT SUPPORT BRDC3E GRADE 1600 OSGOOD STREET N. ANDOVER, MA CONDUIT BRIDGE PLAN DRAWING TITLE SCALE:3/8"-1'-0" PLAN,ELEVATION t SECTION SECTIO. _N �1 O1C NO- to-tazs DRAWING No. ALE: C.GAU-ACMEHNE T S-1^-1 rm�' E MEHNERT ,,``\L\ll o Bv. T.OUINLAN 11/11/2016 m xa. 1 OF 2 I Ric. 0 EAC H55H 6510x2 E (E)COLUMN i6 H55 8.2 Q H55 2.2 (E)BRACE 0 0 TEFLON PLATE L6x6x3/8x6"LG.ANGLE TO BE C8 CHANNEL ATTACHED TO EXISTING GUSSET PLATE—REMOVE ANO RE—USE EXISTING BOLTS. CONCRETE SEAT CMU BLOCK TMP. DETAIL DETAIL B SCALE 1"= 1'-0" S—I SCALE 1"= 1'-0" S-1 SCALES: °wGOtixo'fx 3 HSS 8.2 3/8" HSS 2.2 TMP' 3/16 11/11/1 FOR CONSTRUCTION WC NO. GATE DESCRIPTION 'D Br SECTION 2 REVISIONS SCALE I"= 1'-0" OSGOOD SOLAR LLC CONDLAT SUPPCfVT BRUCE 1600 OSGOOD STREET N. ANDOVER, MA oaawlNc nrLE SECTIONS AND DETAILS [n nv.. Ifi-I J25 DRAWING NO. m vi' E..EHNERC. ALL R i ER S-2 Rx� v er. i.OUINIAN 11/11/2G1fi [Fr xv=IOF2 RN 0111![RI NG 64[ YASKAWA PANELBOARO Auoueo..Ro.0 8,-0" w.xerno.MA i ! 3'-4 3/4" r— 4x8x16 BALLAST BLOCKS TIMBER 4.4 P.T. P1000 DNISTRUT(TYP.) SECTION 1 SCALE: P1000 UNISTRUT(TYP.) 2*-8" A YASKAWA PANEL BOARD SCALES: oumiiLx n _ F 10'-0" YASKAWA PANEL BOARD a 1zx3^Lc. zP.T. (6) 4%8X.6 SECTION 'M 2 ' () TIMBER BALLAST S-2 S1 WOOD SCREWS BLOCKS CALE: /2=1-0 v 8"O.C. ti/tt/i6 FOR CONSTRUCTON WG NO. DATE OESCRiP1i0N APPR'0 BT /j12X3"LG.WBALLAST BLOCKS 2x2 P.T.TIMBER(TYP.) REVISIONS OOD SCREW(TYP.) PI000 UNISTRUT OSGOOD SOLAR LLC PAPELWAM SUPPORT 1600 OSGOOD STREET (2)1/4"x3^GALVANIZEDVl� N. ANDOVER, MA I/4"x3"GALVANIZED LAC SCREW(TYP.) III, ORAtnNG DItE 1 PLAN AT TYPICAL GRADE FRAME LAG SCREW(TYP.) 4x4 P.T TIMBER(TYP.) FRAMM AT GRADE LEVEL S-2 SCALE: 1 t/2"=1'-0" SUPPORT DETAIL A „o t6-1325 DRnwIrvC rv0. SCALE: 3"=1'-0" — cx[D Dr: C.GALLAGHER S-1 ��\� wN�' E.MEHNERT \\—1 xD 6r: T.OONlN ��J 11/II/zags XO- 10F3 I r HUE . POWER RIP PLUS YASKAWA PANELBOARD w...... ...veev ANCHOR BY OMC(TV / \ 8'-0" ADDL. P1000 UNISTRUT ON EXTERIOR OF EA. VERTICAL P1000 CD Qv 6—3 UNISTRUT \ L0x3x LG. / x 2"LG.(TYP.) 1'-6"— 4%4 P.T. IMBER P1000 UNISTRUT(TYP.) SECTION 3 SCALE: 1/2"—I'-0' ADDL. PI000 UNISTRUT ON EA. EXTERIOR VERTICAL P1000 UNISTRUT 2'-8" 1/4-28 T/7 YASKAWA PANEL BOARD TEK SCREW 06"O.C. (TYE.) SCALES: SLALE IN FEET Na Aiu -1'-0" YASKAWA U B p//1/T6 PANEL BOARD — SECTION Q SCALE: I/2"--1'-0" (2) I/4"x1"GALVPNIZEO LAG SCREW(TYP.) 1/2' ti/it/t6 FOR CONSTRUCTION WL L3x3x1/4 rvD. DATE DESCRIPTION PR'D BY REVISIONS 1/4-14 T/}TEK S.S. \ / OSGOOD SOLAR LLC SUPERGRIPPLUS PANELBOARD SUPPORT RooF ANCHOR 1 600 OSGOOD STREET P1000 UNISTRUT N. ANDOVER, MA IL Q ORAWINL TTLE PLAN AT TYPICAL ROOF FRAME FRAMES AT ROOF LEVEL SCALE: 1 1/2"=I'-D" ROOF ANCHOR DETAIL B m'"°- t6—IJ26 DRAW1rvC N0. SCALE:6"=1'-0" — xm er C.GALLIGHER �' E.rxEHNERT a W T.OUINLAN 2 n/n/zats nv° 2OF3 S k E YASKAWA PANELBOARO tN GIN(teING ttc 1 8'-0" ADOL.PIOOO UNISTRUT w'.`nno.rnw oreeo Fi ON EXTERIOR OF EA. 6'_}" VERTICAL PI000 UNISTRUT TIMBER 8' 0" PIDDD UNISTRUT(TYP.) SECTION 5 SCALE: 1/2•'_1'_0'• — AOOL, P1000 UNISTRUT EXISTING EXPOSED STEEL BEAM ON EA,EXTERIOR VERTICAL PI000 UNISTRUT 10—0" YASKAWA PANEL BOARD I/4-28 T/5 1/4-14 T/3 TEKSCREW TEK SCREW O 6"O.C.(TYP.) 0 6"O.C.(TYP.) 5GLE5� org4 JSECTION 6 YASKAWA SCALE: PANEL BOARD 1/4-28 T/5 TEK (2) 1/4"x3"GALVANIZED SCREW LAG SCREW(TYP.) ®fi"O.C.(NP.) SHIM AS REOD. P1000 UNISTRUT Ii/ii/iB FOR CONSTRUCTION cJG NO. DATE .—R—N D EY ''-6" REVISIONS x x OSGOOD SOLAR LLC PANELBOARD SUPPORT 600 OSGOOD STREET N. ANDOVER, MA _ \ L (E)ROOF BEAM 4x4 P i.TIMBER(TYP.) pRAWING TrtLE FAALES AT ROOF LEVEL PLAN AT EXPOSED BEAMS °' 16-1325 DRAWING NO, SCALE: 1 1/2"=I'-G" ROOF ANCHOR TO BEAM DETAIL O.GALLAGHER SCALE:6"-1'-0" — \\ ^�� xm�' E.MEHNERT `\J\, b�' T.DUINLAN n/I1/2— NO- 3OF3 5/10/2017 PowerOwners Mail-RE:I have 18 of these Dan Leary <dleary@powerowners.com> t�C" It RE: I have 18 of these Colin Gallagher<cjgallagher@bmcengineers.com> Thu, Dec 15, 2016 at 3:37 PM To: Dan Leary <dleary@powerowners.com> Cc: Erich Mehnert <edchmehnert@bmcengineers.com> Dan, See attached for previous anchor attachment details we have used in combination with the OMG supergrip plus anchors. I believe if you use four of the Powers Powerlite screws and the LI-Anchor you should have enough capacity. The actual uplift per anchor is 120 pounds per anchor. With a safety factor of 4.0 you would need 480 pounds capacity per anchor or 120 pounds per screw. Then minimum ultimate load for the Powerlite screw is 280 pounds so the screws should be adequate. Let me know if you can get these screws. Thanks Colin From: Dan Leary [mailto:dleary@powerowners.com] Sent:Thursday, December 15, 2016 2:56 PM To: Colin Gallagher<cjgallagher@bmcengineers.com> Subject: I have 18 of these https://mai I.google.com/mai 1/u/0/?ui=2&i k=262707863b&view=pt&msg=1590434382c86c8b&q=cjgallagher%40bmcengineers.com&qs=true&search=query&si m... 1/4 5/10/2017 PowerOwners Mail-RE:I have 18 of these g coo IOR CIO gyp_yp d L9 g a j. IL a xa G/f https://mail.google.com/mail/u/0/?ui=2&ik=262707863b&view=pt&msg=1590434382c86c8b&q=cjgalIagher%40bmcengineers.com&qs=true&search=query&si m... 2/4 5/10/2017 PowerOwners Mail-RE:1 have 18 of these aH .ry,•n,.:, r s s h . � r 0 ym. '�Mk'L� u.xs d https://m ai l.google.com/mai I/u/0/?ui=2&i k=262707863b&view=pt&msg=1590434382c86c8b&q=cjgal lagher%40bmcengineers.com&qs=true&search=query&sim... 3/4 5/10/2017 PowerOwners Mail-RE:I have 18 of these , . µ ;t � 40 a Sent from my Phone Timber Blocking with Powerlite screws.pdf 1066K https://mai l.google.com/mail/u/0/?ui=2&ik=262707863b&view=pt&msg=1590434382c86c8b&q=cjgailagher%40bmcengineers.com&qs=true&search=query&si m... 4/4 l..l_e-c�ian�:tG,.� _• _._��chaY'a• G_ — -�tU T c��n1 __,_J�po � _ _ 12 11D 900 FIN_G_SC�fldS_ 'T7y_(� - _ . /r1(i QENC7r2J"Tro�1, PI) — - – TO f;to - - ayP 92 ��- ENGrr.rt4u,:.,lc p ?overs" FASTENERS SPECIFICATION & DESIGN MANUAL Powerlite"' Powerlite" Roofing Anchor PRODUCT DESCRIPTION SECTION CONTENTS Page No. The Powerlite is a fastener used to mechanically attach rigid insulation board and single-ply General Information.................359 membrane to structural cement wood fiber,gypsum,and lightweight insulating concrete roof decks.The fastener is used in conjunction with insulation and membrane plates.Both types Material Specifications.............359 of stress plates are formed from Galvalume,an alloy material which meets Factory Mutual Installation Specifications........359 Research Corporation Standard 4470 for corrosion protection.The plates are manufactured vvith four barbs on the underside that grip the insulation board or single-ply membrane Performance Data......................360 preventing rotation. Ordering Information................360 The Powerlite is designed with a high thread profile along with a tapered root diameter and sharp point.This unique design allows the Powerlite to penetrate the roof deck and progressively compact the base material creating a stronger hold in weak material.Normally, the Powerlite can be installed into cement wood fiber decks such as Tectum*without pre- ,, t.1_ drilling.Decks such as Insulrock may require a 5/16" pre-drilled hole.Gypsum and lightweight insulating concrete decks should be pre-drilled using a 3/8" or 7/16" carbide tipped bit. Powerlite Larger carbide tipped bits up to 12" in diameter can be used in denser material.The drill bit size to be used should be determined during the job site test. ANCHOR MATERIALS APPROVALSReinforced Engineered Nylon Factory Mutual Research Corporation—Now known as FM Global(FM Approvals) ANCHOR SIZE RANGE(TYP.) Gypsum and Tectum Decks—J.1. 1 Q2A2.AM,1.1.1T9A4.AM Recover Construction—J.I. 1 T9A4.AM 2"to 14"Lengths All Deck Types Fully Adhered Single-Ply and Modified Bitumen Roof Coverings—J.I. 1T9A4.AM SUITABLE BASE MATERIALS } Single Ply Roof Covers in Cementitious Wood Fiber Deck—J.I.3X2A7.AM Structural Cement Wood Fiber Gypsum MATERIAL SPECIFICATIONSI Lightweight Concrete Anchor Component Component Material Fastener Body Nylon Plate Galvalume Coated Steel i Head Size,O.D.(in.) 1 Head Height(in.) 1/8 Insert Size(in.) 1/4 Fixture Clearance Hole• (in.) 518 Fixture Clearance holes are needed only when plywood or other rigid materials are fastened to a roof deck Installation Guidelines { If predrilling is required, Place the Powerlite Using an impact drill a hole into theplate on the insulation wrench,drive the " base material to a `�I (3"round)or I Powerlite through the depth 1/2"greater membrane(2"round) 1 `- plate into the base than the embedment material until the N required.The tolerances head of the fastener is of the drill bit should ' (,. properly seated in the .1 � meet the requirements 7 - r �, of ANSI Standard plate The plate should be seated s ^ ^ 894.12 securely - r' r against the insulation i, ! '• ,` r , 5* or membrane.Do - not overdrive. Powers USA:(800)524-3244 or(914)235-6300 Canada:(905)673-7295 or(514)631-4216 www.powers.com 359 ?owersPowerlit '� SPECIFICATION &DESIGN MANUAL FASTENERS PERFORMANCE DATA Ultimate Load Capacities for Powerlite in various Base Materials' Minimum Base Pre-Drill Embedment Tension Material Depth h, in. in. lbs. (corn) (kN) Tectum _ 1 112 280 (38.1) (1.3) Tectum — 2 440 (50.8) (2.0) Tectum — 21/2 595 (63.5) (2.7) 3" Insulrock 5/16 21/2365 365 (63.5) (1.6) Poured Gypsum 318 2 540 (50.8) (2.4) 1.The e�rdat[above represents average ultimate loads and should be used as guideline only.Apply an appropriate safety factor.Jobsite tests are recommended.Tectum'is reghtered trademark of* - 4 , 6�klllll Powerlite Catalog Minimum Standard Number Length Embedment Carton Wt./100 i 4670 2" 1 ill" 500 � a-----• ._�..�.�_. 4671 21/2" 11/2" 500 3 r s : 4672 3" 1 112" 500 3 4673 " 3112" 1112 500 q 4674 4" 1112" 500 4 4675 41/2" 1 1/2" 500 4 t,AyL .We Tmion 4676 5" 11/2" 500 4 4677 51/2" 1 /2 500 1 5 4678 6" 1 112" 500 5 '~ X35 4679 61/2" 11/2" 500 5 �� 4680 7" 1112" 500 5 4681 71/2" 11/2" 500 6 4683 8" 11/2" 250 6- 4684 8112" 11/2" 250 6 4685 9" 1112" 250 6 4686 91/1" 11/2" 250 7 4687 10 1112" 250 7 ® 4688 11" 11/2" 250 7 • 468912" i ]/2" 250 g 4691 13" 11/2" 250 8 4692 14" 1112" 150 9 3876 2" Powerlite Plate — 500 3 9 3896 3'Powerlite Plate — 1/2 500 3 112 0 2006 Powers Fasteners,Inc All Rights Reserved. Powerlite is a trademark of Powers Fasteners,Inc 360 www.powers.com Canada:(905)673-7295 or(514)631-4216 Powers USA:(800)524-3244 or(914)235-6300 5/10/2017 PowerOwners Mail-RE:Final site visit e Gmal- Dan Leary<dleary@powerowners.com> bYCXx33-lc RE: Final site visit Colin Gallagher<cjgallagher@bmcengineers.com> Fri, Dec 23, 2016 at 3:15 PM To: Dan Leary <dleary@powerowners.com> Cc: Erich Mehnert <edchmehnert@bmcengineers.com> Dan, Attached is the post construction control form for the project. If you can add some crushed stone around the timbers in the attached photo that would be great. Have a merry Christmas, Colin From: Dan Leary [mailto:dleary@powerowners.com] Sent: Friday, December 23, 2016 9:48 AM To: Colin Gallagher<cjgallagher@bmcengineers.com> Cc: Erich Mehnert <edchmehnert@bmcengineers.com> Subject: RE: Final site visit Great—thank you. Erich my direct number is 978.496.3460. I'll be watching for your phone number this time! Thank you, Dan Dan Leary Denowatts Solar Performance Benchmarking and Analytics PowerOwners, LLC 857 Turnpike Street, Suite 233 North Andover, MA 01845 978.309.6688 main 978.496.3460 direct dleary@powerowners.com From: Colin Gallagher[mailto:cjgallagher@bmcengineers.com] Sent: Friday, December 23, 2016 9:42 AM To: 'Dan Leary' <dleary@powerowners.com> https://mai l.google.com/mai l/u/0/?ui=2&ik=262707863b&view=pt&msg=1592d53595fbb67c&q=cjgallagher%40bm cengineers.com&qs=true&search=query&si m... 1/2 5/10/2017 PowerOwners Mail-RE:Final site visit Cc: Erich Mehnert <edchmehnert@bmcengineers.com> Subject: Final site visit Dan, Erich can be there at noontime today to do the final inspection. Let me know if that works. Thanks Colin INCIN11RING ttc Colin J. Gallagher, PE Senior Structural Engineer 50-S Audubon Road Wakefield, MA 01880 Phone: (978) 774-1884 Ext 102 Cell: (978) 360-7971 2 attachments µ' P1010170.jpg 4130K construction-control-document-final-Osgood Solar.pdf 361 K hUps:Hmail.google.com/mail/u/0/?ui=2&i k=262707863b&view=pt&msg=1592d53595fbb67c&q=cjgal lagher%40bmcengi neers.com&qs=true&search=query&si m... 2/2 e "•`-fir o-, x Vii,'. 10 z p 1 5/10/2017 PowerOwners Mail-RE:PV equipment support conditions m Gnail Dan Leary <dleary@powerowners.com> b CAXISIC RE: PV equipment support conditions Erich Mehnert<edchmehnert@bmcengineers.com> Fri, Dec 9, 2016 at 11:15 AM To: Dan Leary <dleary@powerowners.com> Cc: Colin Gallagher<cjgallagher@bmcengineers.com> Dan, Attached is an updated rawin f th a d o e anchorin system to the roof. 9 9 Y Thanks, Erich From: Dan Leary [mailto:dleary@powerowners.com] Sent: Friday, December 09, 2016 9:05 AM To: Erich Mehnert <erichmehnert@bmcengineers.com> Subject: Re: PV equipment support conditions Any time. I'm out back commissioning. Just call when here. Sent from my Phone On Dec 9, 2016, at 8:49 AM, Erich Mehnert <edchmehnert@bmcengineers.com> wrote: Dan, I'd like to come by the site today. I have new drawings that deal with mounting the frame to the roof. When would be a good time to come by? Thanks, Erich From: Dan Leary [mailto:dleary@powerowners.com] Sent: Monday, November 21, 2016 5:21 PM To: Colin Gallagher<cjgailagher@bmcengineers.com> Cc: Erich Mehnert <erichmehnert@bmcengineers.com> Subject: RE: PV equipment support conditions hUps:Hmail.google.com/mail/u/0/?ui=2&i k=262707863b&view=pt&msg=158e45e64b6c1810&q=cjgal lagher%40bmcengineers.com&qs=true&search=query&si m... 1/2 5/10/2017 PowerOwners Mail-RE:PV equipment support conditions Colin, That works great. Thank you Dan Dan Leary Denowatts Solar Performance Benchmarking and Analytics PowerOwners, LLC 857 Turnpike Street, Suite 233 North Andover, MA 01845 978.309.6688 main 978.496.3460 direct dleary@powerowners.com From: Colin Gallagher[mai Ito:cjgallagher@bmcengineers.com] Sent: Monday, November 21, 2016 5:18 PM To: 'Dan Leary' <dleary@powerowners.com> Cc: Erich Mehnert <erichmehnert@bmcengineers.com> Subject: PV equipment support conditions Dan, I am going to send Erich to the site tomorrow to see how the equipment has been mounted and secured. Let me know if say 10 AM works. Thanks Colin <image001 Jpg> Colin J. Gallagher, PE Senior Structural Engineer 50-S Audubon Road Wakefield, MA 01880 Phone: (978)774-1884 Ext 102 Cell: (978) 360-7971 Support Frame at Roof 12 916.pdf 236K Mps://m ai l.google.com/mail/u/0/?ui=2&ik=262707863b&view=pt&msg=158e45e64b6cl810&q=cjgallagher%40bm cengineers.com&qs=true&search=query&si m... 2/2