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Building Permit #020-2011 - 240 CHARLES STREET 7/1/2010
BUILDING PERMIT of tIORT1 TOWN OF NORTH ANDOVER 0 APPLICATION FOR PLAN EXAMINATION Permit NO: OA 0 Date Received Date Issued: Applicant must complete all items on this page LOCATION 4 Innt.j. -7- -7. 0- -N PROPERTYQVV 5-iff 4�- --'EL P� ZONING TYPE OF IMPROVEMENT PROPOSED USE Residential Non- Residential New Building One family Addition Two or more family Industrial Alteration No. of units: -- . . Commercial Repair, replacement Assessory Bldg Others: DemolitionI Other Septic - F p"o'd I–h Qan d' DEQ RIPTION OFWORK TO BE PREFORMED: Identification Please Type or Priiat Clear OWNER: Name: t,4, Phone: '776 &88 of Address:— 2 q0 1 -T Nam ;CONTRACTOR KIP Uqbtyisorg� t LLH License n se: ------------- .......... ARCH JTECT/ENGI NEER -77Y Ale- Phone: *T 79 Address: /7 1W 94 !2,A L�Jlv MAReg. No. 391/LI FEE SCHEDULE.-BUILDING PERMIT.-$12.00 PER$1000.00 OF THE TOTAL ESTIMATED COST BASED ON$125.00 PER S.F. Total Project Cost: $ I Oblo. L)00 TEE: Check No.: cx Receipt No.: c9 � 5 6 NOTE: Persons contracting with unregistered contractors do not have access to the guaranty funsignatured V --6f--Nd MOW Location No. 621 o— 2v�/ Date 1 NOR7H .;,...o. �� TOWN OF NORTH ANDOVER I . o f M i L 1 Certificate of Occupancy $ 'f,cHUSE� Building/Frame Permit Fee $ Foundation Permit Fee $ Other Permit Fee $ TOTALt Check # �- P_ 2 30w Building inspector - 1 7" Plans Submitted Plans Waived Certified Plot Plan Stamped Plans TYPE OF SEWERAGE DISPOSAL Public Sewer Tauning/NIassageBodyArt SwimmmgPools Well Tobacco Sales Food Packaging/Sales Private(septic tank,etc. Permanent Dumpster on Site THE FOLLOWING SECTIONS FOR OFFICE USE ONLY INTERDEPARTMENTAL SIGN OFF - U FORM DATE REJECTED DATE APPROVED PLANNING & DEVELOPMENT COMMENTS CONSERVATION Reviewed on Signature COMMENTS HEALTH Reviewed on Signature COMMENTS Zoning Board of Appeals:Variance, Petition No: Zoning Decision/receipt submitted yes Planning Board Decision: Comments Conservation Decision: Comments Water & Sewer Connection/Signature&Date Driveway Permit DPW Town Engineer: Signature: Located 384 Osgood Street FIRE DEPARTMENT Temp pumpster on`site yes no Located pt.1- :24-Main Street Fire Dep art Meritsignature/da#e - - I Dimension Number of Stories: Total square feet of floor area, based on Exterior dimensions. Total land.area, sq. ft.: ELECTRICAL: Movement of-Meter location, mast or service drop requires app"royal of Electrical Inspector Yes No DANGER ZONE LITERATURE: Yes No MGL Chapter 166 Section 21A—F and G min.$100-$1000 fine NOTES and DATA— (For department use) i ❑ Notified for pickup - Date Doc.Building Permit Revised 2010 Building Department The following is a list of the required forms to be filled out for the appropriate permit to be obtained. Roofing, Siding, Interior Rehabilitation Permits ❑ Building Permit Application ❑ -Workers Comp Affidavit ❑ Photo Copy Of H.I.C. And/Or C.S.L. Licenses ❑ Copy of Contract . ❑ Floor Plan Or Proposed Interior Work ❑ Engineering Affidavits for Engineered products NOTE: All dumpster permits require sign off from Fire Department prior to issuance of Bldg Permit Addition Or Decks ❑ Building Permit Application ❑ Certified Surveyed Plot Plan ❑ Workers Comp Affidavit ❑ Photo Copy of H.I.C. And C.S.L. Licenses ❑ Copy Of Contract Floor/CrossectionlElevation Plan.Of Proposed Work With Sprinkler Plan And Hydraulic Calculations (If Applicable) ❑ Mass check Energy Compliance Report (If Applicable) ❑ Engineering Affidavits for Engineered-products NOTE: All dumpster permits require sign off from Fire Department prior to issuance of Bldg Permit New Construction (Single and Two Family) u Building Permit Application ❑ Certified Proposed Plot Plan ❑ Photo of H.I.C. And C.S.L. Licenses ❑ Workers Comp Affidavit ❑ Two Sets of Building Plans (One To Be Returned) to Include Sprinkler Plan And Hydraulic Calculations (If Applicable) ❑ Copy of Contract -- —__ ❑ Mass check Energy. Compliance Report ❑ Engineering Affidavits for Engineered products N OTE: All dumpster permits require.sign off from Fire Department prior to issuance of Bldg Permit In all cases if a variance or special permit was required the Town Clerks office must stamp the decision from the Board of Appeals that the appeal period is over. The applicant must then get this recorded at the Registry of Deeds. One copy and proof of recording must be submitted with the building application Doc:Building Permit Revised 2008 ORTH And ToVM of over 0 . No. -0 dover, Mass., 71 t�- LAKE COCHICHEWICK RATED BOARD OF HEALTH Food/Kitchen PERMIT T D Septic System THIS CERTIFIES THAT.......... .................................................. ....Ca"V 0 q— BUILDING INSPECTOR .........................................e...... Foundation has permission to erect Rough ......................................... buildings .............. ... :��................................... to be occupied as...................—5.0-A.-I...... sY ........ ................................................. Chimney provided that the person accepting this,permit shall in every respect conform tolthe terms of the application on file in in 211111 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. PLUABING INSPECTOR VIOLATION of the Zoning or Building Regulations Voids this Permit. Rough Final PERMIT EXPIRES IN 6 MONTHS ELECTRICAL INSPECTOR UNLESS CONSTRUCTION STARTS Rough Service ............................. ........................................... ... ........................... BUILDING INSPECTOR Occupancy Permit Required to Occupy Building GAS INSPECTOR Rough Display in a Conspicuous Place on the Premises — Do Not Remove Final No Lathing or Dry Wall To Be Done FIRE DEPARTME�q Until Inspected and Approved by the Building Inspector. Burner Street No. SEE REVERSE SIDE Smoke Det. 001?Tt# TOWN OF NORTH ANDOVER 1 �a;•'.;`":••yO0L OFFICE OF } BUILDING DEPARTMENT i+ 400 Osgood Street North Andover,Massachusetts 01845 ;,SSACHU D.Robert Nicetta, Telephone(978)688-95454 Building Commissioner Fax (978)688-9542 CONTROL CONSTRUCTION- SECTION 116.0 M.S.B.C. CERTIFICATE OF ENGINEERING/ARCHITECTURE BULDING INSPECTOR TOWN OF NORTH ANDOVER 400 OSGOOD STREET NORTH ANDOVER MA 01845 I, coz-/,v J. HEREBY CERTIFY THAT PV 090/5 THE BUIL�CONSTRUCTED AT 64,W-rg L#WfRfI1fCJF� ski cavy 015zO'C-T 240 CHAD€S DOES CONFORM IN ALL RESPECTS TO THE MASSACHUSETTS STATE BUILDING CODE AND APPLICABLE FEDERAL REGULATIONS FOR THE FOLLOWING: AUTHORIZED SIGNATURE: DATE: /Z(/0 h0 I REGISTRATION: 3T/Lf NOTE: ENGINEER"WET STAMP" MUST BE AFFIXED TO THIS FORM o��� N OF MAssgcti g COL IN J. o GALLAGHER CIVIL y NO-39114 Control Construction Form revised 11.15.2004 �i9 9� O Q O OIgTEP� F�' �FssbNAL BOARD OF APPEALS 688-9541 CONSERVATION 688-9530 HEALTH 688-9540 PLANNING 688-9535 f FAY,SPOFFORD&r i( THORNDHM ENGINEERS LL���� 5 Burlington Woods i'T Burlington,MA 01803 {1 F—J Toll Free:800.635.8666 T.781.221.1000 11 F:781.229.1.115 Since 1914 wwwfstinccom February 23,2010 Mr. Gerald Brown Town of North Andover Building Department 400 Osgood Street North Andover,MA 01845 Subject: Greater Lawrence Sanitary District CWSRF No. 3295 Design and Installation of Solar Photovoltaic Systems Contract 2009-4 Building Permit Dear Mr.Brown: In anticipation of obtaining a Building Permit for the subject contract,we advise that this project conforms in all respects to the Massachusetts State Building Code and applicable Federal Regulations. In addition,Fay,Spofford&Thorndike will be providing part-time onsite inspection of the work(controlled construction)during construction. Very truly yours, FAY,SPOFFORD ÞDIKE,LLC By Meredith S. Zona,P.E.,LEED AP Vice President cc: Richard Weare,Greater Lawrence Sanitary District S:UG-026 GUMConstruction Phase\Solar\Perinits\NABuildingPerrnits -Contract4.doc ENGINEERS - PLANNERS - SCIENTISTS Trusted Partners for Design Solutions ,44 Schedule 9f Values -: Site Name GLSD Address North Andover,MA POC Richard Weare Price fan- Feb-10 Mar-10 Aim-191 M3v-10 Jun-10 Jul-10 Ave-10 Seo-10 Oct-10 Nov-10 Dee-10 Bond 1 Bond S 33,060 100% Design and Permitting 2 Design and Permitting $ 37,572 50% 50% 3 Support and Administration $ 20,710 10% 101/ 10% 10% 10% 15% 15% 10% 10% Site Preparation S - 4 Earthwork 104,400 75% 25% Construction:Array#9(LG) 5 Material $ 1,099,968 50% 50% 6 Labor and Equipment S 261,894 50% 50% Construction Array N10(SG) 7 Material $ 182,400 100% 8 Labor and Equipment $ 66,342 100% Construction Array 44(R) 9 Material S 96,201 100% 10 Labor and Equipment $ 44,760 100% ADDS Monitoring 11 SCADA Integration $ 18,675 100%1 Commissioning and Testing 12 Array Commissioning $ 960 100% 13 Interconnection Approval S 960 100% 14 Guaranteed Prod.Test $ 1,920 100% Training and Turnover 15 As-Builts and Owners Manual $ 960 1W% 16 Training and Handover $ 960 100% Total 18 Total Project $ 1,971,742 35,131 2,071 20,8571 20,85780,371 851,099 932,780 21,706 6,871 19%Values 1.78% 0.11% 1.06% 1.06% 4.08% 43.16% 47.31% 1.10% 0.35% 0.00% 0.00% 0.00% 3/3/2010 Page 1 of 1 Brown, Gerald From: Richard Weare[RWeare@GLSD.org] Sent: Thursday, March 04, 2010 3:07 PM To: Brown, Gerald Cc: RHogan Subject: GLSD Control Const Letters Attachments: Control Const Eng Letters.pdf; Cont 2009-4 Sch of Valves.pdf Gerry: As you require, attached are 4 letters from our engineers for contract 2009-1, 2, 3&4. These letters indicated that the projects were all designed per the Mass State Building Code and also indicate that the engineers will be providing construction inspection services(controlled construction). I have also attached a schedule of values(breakdown of the lump sum bid amount)for contract 2009-4, the solar project. The solar project is a design/build project.We provided you with a summary sheet that shows the contract value of all the contracts where contract 2009-4 was listed as$1,971,742.As you can see on the second attachment the Bond fee is$33,060; the Design fee is$37,572; and the Support and Administration fee is $20,710.The remaining amount of$1,880400 is the actual construction cost.Will this project require a Building Permit Fee, since the work is only electrical in nature? If a Building Permit Fee is necessary, you may want to consider basing the building permit fee on the$1,888,400 construction cost. Could you please provide us with the Building Permit Fee amounts for our energy projects, so I can have our accounting department prepare payment checks to North Andover. (All other permit fees will be the responsibility of our contractors to pay.) Richard E. Weare Capital Projects Manager Greater Lawrence Sanitary District 240 Charles Street North Andover, MA 01845 Tel: (978)685-1612 Fax: (978)685-7790 3/4/2010 I Y GREATER LAWRENCE SANITARY DISTRICT 240 CHARLES STREET NORTH ANDOVER,MASSACHUSETTS ROOF LOADING ASSESSMENT For Proposed Solar Panel Array System Prepared For: SH OF Mgss�G o c0UN J. yr - GALLfuGL HER ca n eX,A M; 11p.3a114 111P .0 9'£QISTE�c� `4�Q 21 High Street, Suite 209 �SIONA North Andover,MA 01845 978-688-2700 Prepared By: BMC ENGINEERING, L.L.C. 333 North Main Street, Suite#1 Middleton,MA 01949 978-774-1884 Roof Loading Assessment June 2010 Page 1 of 11 TABLE OF CONTENTS Page No. L Project Description.......... H. Scope of Work.............................................................................4 III. Site Investigations.......................................................................5 IV. Structural Analysis.....................................................................5 V. Findings/Conclusions...................................................................6 APPENDICES A. Site Photographs B. Design Calculations C. Panelclaw Ballasted PV System Wind Load Certification Roof Loading Assessment June 2010 Page 2 of 11 I.PROJECT DESCRIPTION Introduction This Roof Assessment Report has been commissioned by NexAmp, Inc.,to determine the capacity of the existing building structure to support the addition of a roof mounted solar panel array system. The proposed roof mounted solar panel arrays are to be located on the roof of the GLSD administration building. Project Location The building is located at 240 Charles Street,North Andover,Massachusetts. x t GLSD Administration Bldg. Proposed Solar Panel Arrays Figure 1 -Aerial View of Project Building Descriptions/History The Greater Lawrence Sanitary District was established by Chapter 750 of the Massachusetts Acts of 1968 for the purpose. of building, maintaining, and operating a system of sewage collection and disposal for the City of Lawrence, the towns of Methuen, Andover, and North Andover. The District facilities have been operational since April 1977. The Town of Salem, New Hampshire joined the Greater Lawrence Sanitary District through enabling legislation, Chapter 387 Acts of 1982 and written agreement. The treatment facilities provide the District with the capability of processing up to 52 million gallons of wastewater per day. Major process components included in the treatment system are primary sedimentation, biological oxidation, secondary clarification and treated effluent chlorination. The proposed ballasted roof mounted PV arrays are to be installed on the roof of the Administration Building. The building foundation consists of reinforced concrete slabs, beams and walls. The superstructure consists of reinforced concrete slabs and structural steel framing. Roof Loading Assessment June 2010 Page 3 of 11 H. SCOPE OF WORK Structural Engineering Evaluations Our scope of work has been defined as three engineering tasks defined herein: Task A-Preliminary Site Visit BMC Engineering conducted a site visit on June 1, 2010, to record data on the existing roof and building construction. Existing construction drawings were made available for our use by Nexamp. During the site visit we also noted other important in-situ conditions, such as the loading from piping and equipment supports hung from beneath the roof structure, any damage or deteriorations to structural members, evidence of structural modifications or repairs, and any other condition that would influence the loading or capacity of the existing roof framing. Task B-Structural Analysis BMC structural engineers conducted a structural analysis to determine the state of stress and deflection for all roof and other relevant structural members that will be affected by the proposed loading from the solar panel systems. This analysis used Allowable Stress Design(ASD)procedures for the analysis of all structural members. Task C-Report Preparation This report provides written documentation of our investigations and conclusions regarding the capacity of the roof to support the installation of the proposed solar panels. All applicable code requirements, design criteria, photo documentation and structural design calculations prepared for this project are included for record. Limitations This report is solely for use by our client, NexAmp Inc., expressly for his purposes in obtaining a Building Permit from the Town of North Andover to erect the proposed solar panel arrays. The report relates only to the adequacy of the existing roofing and roof framing to carry the additional imposed loads of the proposed solar arrays. It is not to be used by any other party for any other purpose. The inspection of the existing structures is limited to visual observations.No roofing cores were taken to confirm roofing thickness. Roof Loading Assessment June 2010 Page 4 of 11 III.SITE INVESTIGATIONS Existing Structure The building footprint is approximately 122 feet by 67 feet comprising a multi story office space above grade and a process building below grade. The existing roof is comprised of stone ballast on a built-up Tremco roofing membrane on a 6" minimum thick reinforced concrete slab. The reinforced slab is supported by composite structural steel beams which are in turn supported by structural steel columns which transfer all gravity loads to the foundation. The perimeter walls consist of a combination of glass curtain walls and precast concrete panels. The roof is flat with a 2" pitch between the high point generally located along the perimeter. Internal drains are located at the low points. Conditions/Observations At the time of the inspection the air temperature was approximately 70°F and the weather was partly sunny. In the proposed solar panel array area, no visible signs of active water damage or degradation were observed on the underside of the roofing. The roof framing appeared to be performing adequately with no signs of excessive deflection. The Tremco roofing system had no visible signs of degradation and all roof drains appeared to be working adequately. The roof has a 12" high parapet wall around the perimeter. No ponding was visible on this roof at the time of the inspection. IV. STRUCTURAL ANALYSIS Design Criteria Massachusetts State Building Code 780CMR, Chapter 16 and 34 American Institute of Steel Construction,AISC, ASD Manual, 9th edition Roof Loadings The existing dead loads for the roof were calculated based on the Weights of Building Materials Table in the ASD Manual, page 6-9 as well as reference data from specific manufacturers. For the administration area a hung load of 5 pounds per square foot was estimated based on the actual lighting, HVAC ductwork, plumbing, fire sprinkler piping, electrical components, and the hung ceiling observed during the inspection. A snow load of 30 pounds per square foot was used based on the Massachusetts State Building Code 780CMR, 6'h edition, Chapter 16, Figure 1610.1B,Zone 2 which complies with 780CMR, 7th edition, Chapter 34, 3408.8.2. The Proposed Solar Panel Array load provided by the client is approximately 7 pounds per square foot, which includes the solar panels together with the associated ballast blocks. Classification of the Existing Buildings Per chapter 34, section 3408.4 of the building code the level of work must be determined for the existing buildings in order to determine the extent of the structural and geotechnical analysis that needs to be carried out. The proposed installation of PV modules on the roofs of the building was found to be classified as "Level 1 Work" as the Roof Loading Assessment June 2010 Page 5 of 11 additional weight of the PV Ballasted system was less thanl% of the effective seismic weight of the building(see Appendix B for calculations). Structural Analysis Per section 3408.6.1.1.3 of the building code all structural members affected by the proposed installation of solar modules were evaluated for all existing loads together with the proposed new loads. The results of the analysis are included in Appendix B attached. Lateral Analysis Since the building is classified as "Level 1 Work" a lateral analysis is not required per section 3408.7.2. Foundation and geotechnical explorations A foundation or geotechnical investigation per section 3408.6.2.2 is not required since the building is classified as"Level 1 Work" V.FINDINGS/CONCLUSIONS The additional weight of the solar panels and associated hardware and ballast was applied to all the affected roofing members of this building. The existing structural slab and roof steel framing in the vicinity of the PV arrays were independently analyzed by BMC and found to adequately support the existing loads together with the proposed new loads for both stress and deflection. One roof beam was shown to have an overstress of 3% based on ASD loading. This beam is considered to be adequate as the distribution of the slab load to be beam was conservatively considered to be simple spanning when it could have been considered to be two way spanning which would reduce some on the loading at the ends of the beam. Based on the structural analysis carried out and based on the loading information provided by the client,the existing roof and roof framing can safely carry the additional solar panel loads. Roof Loading Assessment June 2010 Page 6 of 11 i APPENDIX A-SITE PHOTOGRAPHS Roof Loading Assessment June 2010 Page 7 of 11 1' NJ p •� Photo# 1 —Administration Building roof with Tremco ballasted built up roofing system looking east � f ~- ,� ° { 's ,+t• 4: e `� r G' n ... r�Zt�i.e i c^`-V' ,. . s. .r '�Y. . # �.� r.. 'f• a'�+e�., ��,;"e�" a�r--' ���' ,t�""�jL1�' .w'�y3�k'�IA?f .�,5 �G., s 7 yr. t •..` .��1 Q R'r' ,t�°��-0"'��jQyj�.��"g• `�,�L. i'� +:.•'�`:.� '6��'�,t a .'�?; «-•rs'.r•'� A�0 `7, jv». ��,. .,Kr ,1 ti �':r Photo#2—Ballasted built up roofing system looking south-west y Roof Loading Assessment June 2010 Page 8 of 11 7!$yP tr r •''Jf�`C�r i? tVl�•y��^-•`-K.IEJt�,d�.g�t lJ4e�, .. ` ,=rIJM,�y.. • +- s �i�;a^:,r.�.t� � h ,T,�,',Y.1•� "7►r'�G:7��1�r�� _1 F�: . � 'r" � - ��t�te •��``� °t�saltn~;�l�s:� ��,.�r,.r��.S s®� :y. ��,r Y�114'���. •t .'fin S�'�._.=�,ii'TtF,�y�yr„re4iY".:, iti�:Rr�C,�,'J�Sf"�L-�'Sne�'�'�'� h � ��.Y -y' r+'.. "'� F-�°• � �,r.�'i"'sFLd'�`+`'.rs:��wf� �yfff"rr�SSS�°°° ¢�� sr-Y'i�r.��i�i'•�► E��'°,�r�` • '''' � fTSw - ;.re�,��.P *} t ; �'31 .aT 3',� �..r»� `} ..• sF ` s 4os'fK"'}i..'!�' `7 a ��py ���a rr'��!�-wir�}'*�s iii K.• s�`'F ��<�,,.�r t !tom �r,�� �+.f�= �r`k,,�`S�=�?-%� 'ta�.�ai�t,. , � Kms`R_ *r +".,.tr'�•hs����,s,'P.'�fir: ;�.. FW- 10 IMWIA A V4641' .1'.'•�� '��I�� ,�sk,:�A':s}r�'c��.sff�'., ri' ^��ir"%r �IF��_�'^�f_� '". ��*�, .:y> s'/t fry.��! 1II`+r wi*!;• ti ��w• `',� �jJ'.,,, f ,y rY '`'1� l.r � ' ` ,�,� .�s'��fi�\ ,F �,�,�CC•�` � O,l�,•�� F •P �`Pi= R C _ih .a►�h 'rte r•.� } "t�'t�,�.5,�"ts. �d�t a d 4 NF 4• u 0 ' of 0.4 1 1 APPENDIX B-DESIGN CALCULATIONS i Roof Loading Assessment June 2010 Page 10 of I 1 BMC ENGINEERING, L.L.C. STRUCTURAL ENGINEERS CLIENT NexAmp Inc. CALC BY: CJG JOB N0: I 0-471 PROJECT GL5D, 240 Charles Street, North Andover CHECK BY JEK SIFT NQ. DETAIL I Effective se+smic load calculations REV.BY DATE G/8/10 780 CMR 3408.0 5TRUCTURAL REQUIRI=MENT5 FOR EX15TING BUILDINGS 3408.4 ,Determine the level of work required on the existing structure Structure Description: The above grade portion of the building is a two story office budding with concrete floors supported by steel beams and steel columns.The wails consist primarily of precast concrete panels. There are some glass curtain walls and windows. Budding Properties: Height(I st fir to roof) = 30 ft Note: Length *width Width = G5.83 ft measured from inside face of Length = 120.67 ft exterior wall Table I - effective seismic weight Unit wt Seismic Wt. Item ( f) (lbs) Interior partitions Roof Dead load 90.0 714,934 height 25 Roof Live load (1/2 snow) 15.0 1 19,156 Length 120 2nd Floor Dead load 95.0 754,652 Interior Partitions' 10.0 30,000 Exterior Wall loads (%openings in walls) 20% 75.0 G71,400 Total Effective Seismic Wei ht = 2,290,141 PV array info: PV Module Type: Kyocera KD2 I 0-GX LPU No. of modules = 121 Average Total Wt incl. ballast = 6.6 psf Average area per panel = 2G-7 sf Total weight of the ballasted PV system = 22,51 1 Ib5 Percentage Increase in effective seismic weight = 0.98° Chapter.34 Budding classification Level = I BMC ENGINEERING, L.L.C. STRUCTURAL ENGINEERS CLIENT;NexAmp Inc. CALC BY CJG JOB NO. 10-471 PROJECVGI-5D, 240 Charles 5treet, North Andover CHECK BY JEK SHT NO. DETAILiEffective seismic load calculations REV.BY DATE 6/8/10 L . . f J l ch(fc 1�e QGi1 c- �C�C 0 ( �C ex I 's Coficrc1f c ro0� Slab ,3 !0`o`' �4 121-6 if /2 �, !s HP EL. 2,i T�IcK f;Fl��l�T� �DMIn�. 1��OG. Bn� N.P. •r Fl- ROOF 6�p t!•P LP 11 .00 1 lIG.83 COJg. -T 506 W12-X36 with(J82 14 CLfhf- SPAA/s�1.9'F� �—W14X36 1^ V/4'y7 P,F//JF06A )2 l $ bc0A1cpF7F co J v170 ` ,t� /Ped-, s-51 04. -f F- sr�EN 31500 �sl coNC�.� 9F eX 15 40 = 40, 000 Psi DISC 9 f� -1 ,D�At7 Lo-A P � �f} � ••av � X )SD � S� � COA C• s� SL i Fll3 � !1 5 pp SUNG LoflDS : SusPr�nED CFIu0C-1 }-IVAC,efc I �r s f 105 5f pV Usk � S{ /nax � LIVE LOAD7e- LOOD SNbW , "rzG�J P P /0- 30 = /35 sf C0,151-45- a ! f opf . s0 o s/ell (Tog'ED Lo)9D = 1l/. `� k IDSA Arilik, ngr .[7AAP v5-iT =—32.3 4 k-lit E 2• K- 2,�� �F¢ "RECTBEAM(318-05).xie Program 'Version 1.2 RECTANGULAR CONCRETE BEAMISK ION ANALYSIS Ultimate.Moment Capacity of Singly or Doubly Reinforced Sections' Fer AC1;:318` Job Name: IGLSD SuUect: jAdmin.Roof slab design Job Number. 10-471 Oriinator:CJG I Checker. Input Data: b� 12" by"`..' "w"Hv Beam or Slab Section? Slab ReinforcingYield Strength, 40 ksi ray 9 ,fy= - � =r Concrete Comp.Strength,f c= 3.5 ksi h=6.5'a ��' � :. d=5.25 Slats Section Width, b= 12.000 in. Depth to Tension Reinforcing, d= 5.250 in. .;";' Total Slab Section Depth,h= 6.500 in. As=0.2 Ultimate Design Moment, Mu= 2.70 ft-kips Singly Reinforced Section Tension Reinforcing,As=. 0,200 in^2 Depth to Compression Reinf.,d'= 0.000 in. d' �b01 Compression Reinforcing,A's=1 0.000. in^2 �.e,..f_._.. . A's Q Results: h y d Stress Block Data; �f .� :� Y ~fir As P1 = -0.85 01 =1:05-0.057c—0.65 Doubly Reinforced Section c=1 0.264 in. c=(As*fyl(0.85*fc*b))/Beta1 a= 0.224 in. a=R1*c Reinforcing Criteria: p= 0.00317 p=As/(b*d) pb= 0.04331 pb=0.85*pl*fc/fy'(87/(87+fy) p(min)= N.A. p(min)>=3*SQRT(fc)lfy>=200/fy As(min)= N.A. As(min)=p(minpb*d p(temp)=. 0.00200 p(temp)=0.0018*60/fy for fy>=60, else 0.002-0.00002*.(fy-50) As(temp)=1 0.156 in.^2(totai) As(temp)=p(temp)'b*h p(max) 0.02709 p(max)= 0.85*fc*Betal*(0.003/(0.003+0.004)Ufy As(max)= 1.707 in.^2 As(max)=p(max)*b*d for singly reinforced, or for doubly reinforced: As(max)=(0.85'fc*p 1*c'b+A's'(c-d')/c'ec*Es)/fy for c=cc*d/(ec+0.004) Ultimate Moment Capacity: >=As=0.2 In.^2,O.K. s's= N.A. E s=sc*(c-d')/c f's= N.A. ksi f's=e's*Es Ft= 0.05674 et=t:c*(d-c)/c >=0.005,Tension-controlled 0= 0.900 =0.65+0.25*(et-fy/Es)/(0,005-fy/Es)<=0.90 Wn= 3.08 ti-kips for singly reinforced:�Mn=e(As*fy*(d-a/2)) for doubly reinforced:OMn=�*(Asl*fy(d-a/2)+A's*f's*(d-d')) >=Mu=2.7 ft-kips, O.K. Comments: ¢� �Q1al /t00 � /S Q U4; � P�r Cf,l b ;rlaj 1 ; 1 of 1 6/18/2010 2:36 P.M BMC engineering, LLC Jo 10-471 Sheet No 1 Rev Software licensed to eMC engineering,LLC Part Job Tile PV Array,GLSD rte► -By CJG 0ate18-June-2010 Cd Giant NexAmp FOL Roof Slab.std 18-Jun-2010 14:27 F)OOF S) h8 PAMLPS FV _ t. T i i;a I,U �. .. �.f K /►max= klw'A : ,53 Ts f—l$.3 3M 10.0 12.s' 1 , s' 100 o' Load 1:Bending Z Whole Structure Mz O.Skfp4n:lIn 1 LOAD CASE 1 1'I 12 5�r1' ca->>-C Print Tiime/Dale:lN612D1014:29 STAAD.Pro for Windows Release 2004 Prim Run 1 pf 1 Friday, June 18, 2010, 02:27 PM PAGE NO. 1 • e * STAAD.Pro • * Version 2004 Bld 1004.OS • Proprietary Program of • + Research Engineers, Intl. * Date= JON 18, 2010 * Time= 14;27:29 * USER ID: BMC engineering, LLC 1. STAAD PLANE INPUT FILE: Roof S1ab.STD 2. START JOB INFORMATION 3. JOB NAME PV ARRAY, GLSD 4. JOB CLIENT NEXAMP 5. JOB NO 10-471 S. ENGINEER NAME CJG 7. ENGINEER DATE 1B-JUNE-2010 B. END JOB INFORMATION 9. INPUT WIDTH 60 10. UNIT INCHES RIP 11. JOINT COORDINATES 12. 1 0 0 0: 2 120 0 0; 3 270 0 0; 4 420 0 0; 5 540 0 0 13. 6 660 0 0; 7 780 0 0 14. MEMBER INCIDENCES 15. 1 1 2; 2 2 3; 3 3 4; 4 4 5; 5 5 6; 6 6 7 16. MEMBER PROPERTY 17. 1 TO 6 PRIS YD 7 ZD 12 18. SUPPORTS 19. 1 TO 7 PINNED 20. DEFINE MATERIAL START 21. ISOTROPIC CONCRETE 22. E 3150 23. POISSON 0.17 24. DENSITY B.6BE-005 25. ALPHA '5.SE�006 26. DAMP 0.05 27. END DEFINE MATERIAL 28. CONSTANTS 29. MATERIAL CONCRETE MEMB 1 TO 6 30. LOAD 1 LOADTYPE DEAD TITLE LOAD CASE 1 31. MEMBER LOAD 32. * DEAD LOAD + LIVE LOAD (FACTORED LOAD = .198 RLF) 33. 1 TO 6 UNI GY -0.0265 34. PERFORM ANALYSIS L,IBMC`PROJECTSkNEXAMP110-972 GLSD, 240 Charles Street, North Andover\STAAD\Roof slab.anl Page 1 of 5 Friday, June 18, 2010, 02:27 PM STAAD PLANE -- PAGE NO. 2 P R 0 B L R M S T A T I S T I C S ----------------------------------- NUMBER OF JOINTS/MEMBER+BLEMENPS/SUPPORTS = 7/ 6/ 7 ORIGINAL/FINAL BAND-WIDTH= 1/ 1/ 2 DOF TOTAL PRIMARY LOAD CASES 1, TOTAL DEGREES OF FREEDOM 7 SIZE OF STIFFNESS MATRIX = 1 DOUBLE KILO-WORDS RBORD/AVAIL. DISK SPACE _ 12.0/ 554365.9 MB 35. PRINT SUPPORT REACTION ALL L:JRHC,PROJECTS�NEXAMPIIO-472 GLSD, 240 Charles Street, North AndoverySTAADkROof S2ab.anl Page 2 of 5 Friday, June IS, 2010, 02:27 PM STAAD PLANE -- PAGE NO. 3 SUPPORT REACTIONS -UNIT KIP INCH STRUCTURE TYPE o PLANE ------------ JOINT LOAD FORCE-R FORCE-Y FORCE-Z MOM-S MOM-Y MOM Z 1 1 0.00 0.74 0.00 0.00 0.00 0.00 2 1 0.00 2.46 0.00 0.00 0.00 0.00 3 1 0.00 2.53 0.00 0.00 0.00 0.00 4 1 0.00 2.27 0.00 0.00 0.00 0.00 5 1 0.00 1.83 0.00 0.00 0,00 0.00 6 1 0,00 2.26 0.00 0.09 0.00 0.00 7 1 0.00 0.78 0.00 0.00 0.00 0..00 ************** END OF LATEST ANALYSIS RESULT *******xxttxtx 36. PRINT MAXFORCE ENVELOPE NSECTION 10 ALL L:}BMC`PR0JECTS`NEXAMP%10-471 GLSA, 240 Charles Street, North AndovertiSTAAD\Roof Slab.anl Page 3 of 5 Friday, June 19, 2010, 02:27 PM STAAD PLANE -- PAGE NO. 4 MEMBER FORCE ENVELOPE --------------------- .ALL UNITS ARE KIP INCH MAX AND MIN FORCE VALUES AMONGST ALL SECTION LOCATIONS MEMS FY/ DIST LD MZ/ DIST LD FZ DIST LD MY DIST LD FX DIST LD 1 MAX 0.74 0.00 1 29,97 120.00 1 0.00 0.00 1 0.00 0.0.0 1 0.00 0.00 1 MIN -1.24 120.00 1 -16.52 48.00 1 0.00 120.00 1 0.00 120.00 1 0.00 120.00 1 2 MAX 1.22 0.00 1 32.34 150.00 1 0.00 0.00 1 0.00 0.00 1 0.00 0.00 1 MIN -1.25 150.00 1 -15..25 75_00 1 0.00 150.00 1 0.00 150.00 1 0.00 150.00 1 3 MAX 1.28 0.00 1 32.34 0.00 1 0.00 0.00 1 0.00 0.00 1 0.00 0.00 1 MIN -1.20 150.00 1 -17.10 75.00 1 0.00 150.00 1 0.00 150.00 1 0.00 150.00 1 4 MAX 1.07 0.00 1 26.26 0.00 1 0.00 0.00 1 0.00 0.00 1 . 0.00 0.00 1 MIN -0.91 120.00 1 -B.17 60.00 1 0.00 120.00 1 0.00 120.00 1 0,00 120.00 1 5 MAX 0.92 0.00 1 25.46 120.00 1 0.00 0.00 1 0.00 0.00 1 0.00 0.00 1 MIN -1.106 120.00 1 -8.57 60.00 1 0.00 120.00 1 0.00 120.00 1 0.00 120.00 1 6 MAX 1.20 0.00 1 25.46 0.00 1 O.OD 0.00 1 0.00 0.00 1 0.00 0.00 1 MIN -0.78 120.00 1 -18.33 72..00 1 0.00 120.00 1 0.00 120.00 1 0.00 120.00 1 ********** END OF FORCE ENVELOPE FROM INTERNAL STORAGE ********** 37. FINISH L:j9MCIPR0J5=lNEXAMP\10-471 GLSD, 290 Charles Street, North Andover\STAAD\Roof Slab.anl Page 4 of 5 Friday, June 1.8, 2010, 02:27 PM STAAD PLANE -- PAGE NO. 5 *********** END OF THE STAAD.Pro RUN *****+tr++t **** DATE- JUN 18,2010 TIME= 14:27:29 **** xxtt+x+++rxxxtxttxtxx+xrtxxtxtt+txttxxxrt+xxxxxxxxrtxx+xxxxx * For questions on STAAD.Pro, please contact * Research Engineers Offices at the following locations r + i * Telephone Email * USA: +1 (714)974-2500 support@reiusa.com * CANADA +1 (905)632-4771 detech@odandetech.com * CANADA +1 (604)629 6087 staad@dowco.com * UK +44(1454)207-000 support@reel.co.uk * FRANCE +33(0)1 645510B4 support@reel.co.uk + + GERMANY +49/931/40468-71 info@reig.de * NORWAY +47 67 57 21 30 STAADSEDR.NO * SINGAPORE +65 6225-6015/16 support@reiasia.net + INDIA +91(033)2357-3575 support@calcutta.refusa.com + JAPAN +81(03)5952-6500 eng-eye@crc.co.jp * CHINA +86(411)363-1983 supportwreiasia.net r t + North America support@reiusa.com + + Europe supportoreel..co.uk * Asia support@reiasia.net Z,:`BMC`PR0JECTS}NRXAffP\10-47l GLSA, 240 Charles Street, North Andover}STAAD�Roof Slab.anl Page 5 of 5 BMC ENGINEERING, L.L.C. STRUCTURAL ENGINEERS CLIENT NexAmp Inc. CALC BY CJG JOB NO. 10-471 .:_:_..............__ _._�...._ ---- PROJECT 6L5D, 240 Charles 5treet, North Andover CHECK BY JEK SHT NO. DETAIU.,,Effective seismic load cffalculations REV.BY DATE G/81 10 S 26 7n wild g = 12!-6" h': � �r z I j.... Z p J,!o )(0 YC2 -s')/9 = 06.o.k f t ?gx12 uSE �b Coca _ S� j !`� 51F PYfi i�or�G-�L6o�" (0-0-[9p-sj1 x 12-5 ) — 0.22 _ (��- 2� ���� x l sj �� -7. k-fit G1�� 0. 03 s7 XI2 .s' - 35kll- K 'y q _ f MLL O ' X )Z ' S /,Z- FS S 1 r` FSITFL — /—"/,000 k5l' 'FCa)v L = f L 51.5 3 3 T3,500 — 3 r 7 f 1151 I �S` $•S. 1 2%000 6,2S' 1rQ Inlfr{X�d 6.�f G 10.0' BMC ENGINEERING SHEET No.: STRUCTURAL ENSIN.EERINS CONSULTANTS ,JOB No.: 10471 PROJECT: GLSD,240 Charles St,North Andover BY: _ CJG DATE: 6/8_/2010 DETAIL: COMP. BEAM DESIGN CHK BY: DATE: _ Shape: W14x38 EXTERIOR BEAMS Material Properties Area(in^2): 11.2 Flange v idth(in): 6.77 Depth(in): 14.1 Flange thick(in): 0.515 Web Thick(in): 0.31 Fy(ksi): 36 Ix(in^4): 385 Pc(ksi): 3.5 Slab Thickness(in): 6.78 (average thickness) Effective Width(in): 75 (1/4 times the span length or beam spacing whichever is less) Haunch Thickness(in): -0.515 (bottom of slab is flush with the underside of the top flange) Modular Ratio: 8.5 NON-COMPOSITE SECTION Area y Ay d Ad^2 Io Io+Ad^2 in^2 in in^3 in in^4 in^4 in^4 Steel Beam 11.2 7.1 79.0 0.0 0.0 385.0 385.0 Total: 11.20 79.0 1 e.g.= 3.85.0 in^4 yc=Ay/A= 7.05 in. dt= 7.05 in. St= 54.6 in^3 db= 7.05 in. Sb= 54.6 in^3 COMPOSITE SECTION n= 8.5 N Area y Ay d Ad^2 Io Io+Ad^2 in^2 in in A3 in in^4 in A4 in^4 Slab: 59.8 16.98 1015.5 1.57 146.5 229.2 375.7 Steel Beam: 11.2 7.05 79.0 -8.36 782.7 385.0 1167.7 Total: 71.02 1094.5 1 e.g.= 1,543.5 in^4 yc=Ay/A= 15.41 in. dt= -1.31 in. St= 1,178.3 in^3 db= 15.41 in. Sb= 100.2 in^3 dconc= 4.96 in. Sconc= 311.5 in^3 COMPOSITE SECTION D= 25.5 (3N) Area y Ay d Ad^2 Io Io+Ad^2 in^2 in in^3 in in A4 in^4 in^4 Slab: 19.9 16.98 338.5 3.57 254.1 76.4 330.5 Steel Beam: 11.2 7.05 79.0 -6.36 452.4 385.0 837.4 Total: 31.14 417.5 1 e.g.= 1,167.9 in A4 yc=Ad/A= 13.41 in. dt= 0.69 in. St= 1,681.5 in^3 db= 13.41 in. Sb= 87.1 e3 dconc= 6.96 in. Scone= 167.8 in^3 BMC ENGINEERING SHEET NO.: STRUCTURAL ENGINEERING QONSULTANTS JOB No: 10-471 PROJECT: GLSD, 240 Charles St, North Andover __ BY: DATE: DETAIL: COMP. BEAM DESIGN CHK BY: DATE: EXTERIOR BEAMS Design Loads: Allowable Stresses: Shear= 0.0 kips Fb= 24.00 ksi Const.Moment= 0.0 ft-kips Fv= 14.40 ksi Dead Load Moment= 86.00 ft-kips fc= 1.40 ksi Superimposed Moment= 17.60 ft-kips Live Load Moment= 29.3 ft-kips SECTION PROPERTY SUMMARY n 3n St= 54.6 1,178.3 1,681.5 Sb= 54.6 100.2 87.1 Sconc= 311.5 167.8 Shear Area= 4.37 inA2 OK NON-COMPOSITE STRESSES(ksi) top bottom Dead Load 18.90: 18.90 Construction 0.00 0.00 18.90 18.90 OK fb/Fb= 0.79 COMPOSITE STRESSES(ksi) top bottom concrete Dead Load 18.90 18.90 0.00 Superimposed 0.13 2.42 0.05 Live Load 0.30 3.51 0.13 19.32 24.83 0.18 NO GOOD fb(Fb= 1.03 BMC ENGINEERTNG, L.L.C. STRUCTURAL ENGINEERS CLIENT;NexAmp Inc. CALC BY CJG JOB NO. 10-471 PROJECT GL50, 240 Charles Street, North Andover CHECK BY SHT NO. DETAIL Roof member analysis REV.BY DATE G/8/10 Case 2 ' W4 X26 (R36) 20'-a" W& = I2t_� Wog 1� ( 62 JAL z6�lf x ro J -= I oq �rtf 1 �0 L = l.oq Klf Y20'1 Wso� p.2 2 Kif Mso� 0.22 Of X 20?1, ��`� K- MLS 6 .3gkIF .. .. . . . .. .. BMC ENGINEERING SHEET No.: STRUCTURAL ENGINEERING CONSULTANTS JOB No.: 101171 PROJECT: GLSD,240 Charles St,North Andover_ BY: CJG_ DATE: _6_/8/2010 DETAIL: COMP. BEAM DESIGN CHK BY: DATE: Shape: W 14x26 EXTERIOR BEAMS Material Properties Area(in^2): 7.69 Flange width(in): 5.025 Depth(in): 13.91 Flange thick(in): 0.42 Web Thick(in): 0.255 Fy(ksi): 36 Ix(in^4): 245 Fc(ksi): 3.5 Slab Thickness(in): 6.78 (average thickness) Effective Width(in): 75 (114 times the span length or beam spacing whichever is less) Haunch Thickness(in): -0.42 (bottom of slab is flush with the underside of the top flange) Modular Ratio: 8.5 NON-COMPOSITE SECTION Area y Ay d Ad^2 10 Io+Ad^2 in^2 in in^3 in in^4 in^4 in^4 Steel Beam 7.7 7.0 53.5 0.0 0.0 245.0 245.0 Total: 7.69 53.5 1 c.g.= 245.0 in^4 yc=Ay/A= 6.96 in. dt= 6.96 in. St= 35.2 in^3 db= 6.96 in. Sb= 35.2 in^3 COMPOSITE SECTION n= 8.5 (1) Area y Ay d Ad^2 Io Io+Ad^2 in^2 in in^3 in in^4 in^4 in^4 Slab: 59.8 16.88 1009.8 1.13 76.5 229.2 305.6 Steel Beam: 7.7 6.96 53.5 -8.79 594.8 245.0 839.8 Total: 67.51 1063.3 I c.g.= 1,145.4 in^4 yc=Ay/A= 15.75 in. dt= -1.84 in. St= 622.7 in^3 db= 15.75 in. Sb= 72.7 in^3 dconc= 4.52 in. Sconc= 253.4 in^3 COMPOSITE SECTION n= 25.5 (3N) Area y Ay d Ad^2 Io ]o+Ad^2 in^2 in in^3 in in^4 in^4 in^4 Slab: 19.9 16:88 336.6 2.76 152.1 76.4 228.5 Steel Beam: 7.7 6.96 53.5 -7.16 394.5 245.0 639.5 Total: 27.63 390.1 I c.g.= 868.1 in^4 yc=Ad/A= 14.12 in. dt= -0.21 in. St= 4,177.8 in^3 db= 14.12 in. Sb= 61.5 in^3 dconc= 6.15 in. Sconc= 141.1 in^3 BMC ENGINEERING SHEET No.: STRUCTURAL ENSIN'EERING CONSULTANTS JOB No. 10-471 491 PROJECT: GLSD,240 Charles St,North Andover _ BY: JOB DETAIL: COMP.BEAM DESIGN V CHK BY: _ DATE: EXTERIOR BEAMS Design Leads: Allowable Stresses: Shear= 0.0 kips Fb= 24.00 ksi Const.Moment= 0.0 ft-kips Fv= 14.40 ksi Dead Load Moment= 54.30 ft-kips fc= 1.40 ksi Superimposed Moment= 11.00 ft-kips Live Load Moment= 19.0 ft-kips SECTION PROPERTY SUMMARY n 3n St= 35.2 622.7 4,177.8 Sb= 35.2 72.7 61.5 Sconc= 253.4 141.1 Shear Area= 3.55 in^2 OK NON-COMPOSITE STRESSES(ksi) too I bottom Dead Load 18.50: 18.50 Construction 0.00 0.00 18.50 1.8.50 OK lb/Fb 0.77 COMPOSITE STRESSES(ksi) top bottom .concrete Dead Load 18.50 18.50 0.00 Superimposed 0.03 2.15 0.04 Live Load 0.37 3.14 0.11 18.90 23.78 0.14 OK fb/Fb= 0.99 BMC ENGINEERING, L.L.C. STRUCTURAL ENGINEERS CLIENT NexAmp Inc. CALC BY CJG JOB NO. 10-471 PROJECTIGL5D. 240 Charles Street, North Andover CHECK BY JEK SHT DETAILI Effective 5e5mic load calculations REV.BY DATE 6/b/10 Gose 3 V24X 9q wl L = 4S o J, WDA - (o•OV5,Y 2 2. 5')+ ' 2.s}X(12.51+� .5 �� + 2, lggrcp5-j t-&Vc-. A91vf2s ON F-Xri5�004 WALL-S 6 011(x, AVG) c s WT - -qS s�T X z 2. 5' w,�e X 1iK�1+S S, .� _ /7, 2-.KlP --1 5�SV /S. �k� r &F-OST P, i PZ P� �Y �s P } W24XgL� � 8em, scj( wt 10.61 Lt(ff { D+ (0.0 4 L-S.o /0 11 OFRD LUADS: k)12i[y + 2 L 2. 5) '8-4 5f5 -t- (3ZpI X Z� r � x�o2 22,�$K � z X s� 38 �� K2 �6pl��2% z5 35 K �� = C2.5 x2f K �v '90 P� 10 X z , f . �Z 22.$�"t Ips = 22 '` �K V , P6 r 20,43`` + �/05 2o.53 K nLfn _ z K SpLS Pi = j� - ISsTX2Z•SXS - Z03 !"i = 1 � - K P _ Pz - Py - 4.60 }1.25 �,56K K _ s,qK X 22. 5' X F?. S� ~s.�6 P3 P3 1$�?s S x Ib.o' - 0Sk P,5 - �` - 1K s{ u21 6 BMC ENGINEERING, L.L.C. STRUCTURAL ENGINEERS CLIENT;NexAmp Inc. CALC BY CJG JOB NO. 10-471 PROJECT',GLSD, 240 Charles Street, North Andover CHECK BY SHT NO. DETAIL.Roof member ana sas V.BY DATE 6/8/I 0 J0_0ee I rauG (UnIG, wz gxgS d v 1 @ x�r�s ('�FCAS1 G LoAb Check I.(V e mG,rr�E gC' M5vL:: 2/643, ti 12 x)O(1, ) �z x = 191 _ az � 5 < to,0, BMC ENGINEERING SHEET No.: STRUCTURAL ENGINEERING CQNRULTANT6 JOB No.: 10-471 PROJECT: GLSD, 240 Charles St, North Andover BY: CJG DATE: 618/2010 DETAIL: COMP.BEAM DESIGN CHK BY: DATE: Shape: W24x94 EXTERIOR BEAMS Material Properties Area(in^2): 27.7 Flange width(in): 9.065 Depth(in): 24.31 Flange thick(in): 0.875 Web Thick(in): 0.515 Fy(ksi): 36 Ix(in^4): 2700 Fc(ksi): 3.5 Slab Thickness(in): 7 (average thickness) Effective Width(in): 135 (1A times the span length or beam spacing whichever is less) Haunch Thickness(in): -0.875 (bottom of slab is flush with the underside of the top flange) Modular Ratio: 8.5 NON-COMPOSITE SECTION Area y Ay d Ad^2 10 Io+Ad A2 in^2 in in^3 in in^4 in^4 in A4 Steel Beam 27.7 12.2 336.7 0.0 0.0 2700.0 2700.0 Total: 27.70 336.7 1 e.g.= 2,700.0 in^4 yc=Ay/A= 12.16 in. dt= 12.16 in. St= 222.1 in^3 db= I2.16 in. Sb= 222.1 in^3 COMPOSITE SECTION n= 8.5 (N) Area y Ay d Ad^2 to Io+Ad^2 in^2 in in A3 in in^4 in A4 in^4 Slab: 111.2 26.94 2994.5 2.95 966.2 454.0 1420.2 Steel Beam: 27.7 12.16 336.7 -11.83 3877.9 2700.0 6577.9 Total: 138.88 3331.2 I e.g.= 7,998.1 in^4 yc=Ay/A= 23.99 in. dt= 0.32 in. St= 24,762.8 in-3 db= 23.99 in. Sb= 333.4 in A3 dconc= 6.45 in. Sconc= 1,240.4 in^3 COMPOSITE SECTION n= 25.5 (3N) Area y Ay d Ad^2 Io Io+Ad^2 in^2 in in A3 in in A4 in^4 in^4 Slab: 37.1 26.94 998.2 6.32 1481.2 151.3 1632.5 Steel Beam: 27.7 12.16 336.7 -8.46 1981.6 2700.0 4681.6 Total: 64.76 1334.9 1 e.g._ ^6,314.1 in^4 yc=Ad/A= 20.61 in. dt= 3.70 in. St= 1,707.9 in^3 db= 20.61 in. Sb= 306.3 in^3 dconc= 9.82 in. Scone= 642.8 in^3 BICC ENGINEERING SHEET No.: STRUCTURAL ENGINEERING CONSULTANTS JOB.No.• 10-471 PROJECT.: GLSD,240 Charles St,North Andover_ BY: � _ DATE: DETAIL: COMP. BEAM DESIGN CHK BY: DATE: EXTERIOR BEAMS Design Loads: Allowable Stresses: Shear= 0.0 kips Fb= 24.00 ksi Const.Moment= 0.0 ft-kips Fv= 14.40 ksi Dead Load Moment= 411.88 ft-kips fc= 1.40 ksi .Superimposed Moment= -99.00 ft-kips Live Load Moment= 135.0 ft-k.ips SECTION PROPERTY SUMMARY n 3n St= 222.1 24,762.8 1,707.9 Sb= 222.1 333.4 306.3 . Sconc r 1,240.4 642.8 Shear Area= 12.52 in^2 OK NON-COMPOSITE STRESSES(ksi) top I bottom Dead Load 22.25 . 22.25 Construction 0.00 0.00 22.25 22.25 OK fb/Fb= 0:93 COMPOSITE STRESSES (ksi) top bottom concrete Dead Load 22.25 . 22.25 0.00 Superimposed -0.70 -3.88 -0.07 Live Load 0.07 4.86 0.15 21.62 23.23 0.08 OK fb/Fb= 0.97 No BMC engineering, LLC Job 10.471 ]Sheetft Rey Software licensed to BMC engineering,LLC Part Job'nUe PV Array,GLSD Ret By JEK DB1114-June-2010 c"d CJG Client NexAmp Rio W24x84 paint loads.std Date/flme 21-Jun-201015:52 6. 5 2 1 - . Load 1 : Bending Z Whole Structure Mz 20kip4n:fin 1 LOAD CASE f Print Time/Date:211100010 ISM ST'AAD.Pro for Windows Release 2004 Print Run 1 pr i Tuesday, June 22, 2020, 01:28 Pt4 PAGE NO. 1 rwrrrrrwrxrwrwrrrxwwrrxxrxrxxwxrrrxrrwwxxwwwxrwwwrrr * STAAD.Pro * Version 2004 Bld 1004.DS * Proprietary Program of * Reeearch Ragineers, Intl. * ISL] * Date= JUN 22, 2.010 * Time- 13:28:27 • * R + USER ID: SMC engineering, LLC rxrrrwwwrrrrrrrrwwwxww**rrrxwwrwxrrwwrwxwww:wrwrrr** 1. STAAD PLANE INPUT FILE: W24x94 point loads.STD 2. START JOB INFORMATION 3. JOB NAME PV ARRAY, GLSD 4. JOB CLIENT NEXAMP 5. JOB NO 10-471 S. ENGINEER NAME JEK 7. CHECKER NAME CJG S. ENGINEER DATE 14-JUNE-2010 9. END JOB INFORMATION 10, INPUT WIDTH 60 11. UNIT INCHES KIP 12. JOINT COORDINATES 13. 1 0 0 0; 2 120 0 0; 3 270 0; 4 420 0; 5 540 0; 6 660 0 0; 7 780 0 0 14. MEMBER INCIDENCES 15. 1 1 2; 2 2 3; 3 3 4; 4 4 5; 5 .5 6; 6 6 7 16. MEMBER PROPERTY AMERICAN 17. 1 TO 6 TABLE ST W24K94 18. SUPPORTS 19. 2 6 PINNED 20. DEFINE MATERIAL START 21, ISOTROPIC STEEL 22. E 29000 23. POISSON 0.3 24. DENSITY 0.000283 25. ALPHA 6.5E-006 26. DAMP 0.03 27. END DEFINE MATERIAL 28. CONSTANTS 29. MATERIAL STEEL MEMB 1 TO 6 30. LOAD 1 LOADTYPE DEAD TITLE 'LOAD CASS 1 31. MEMBER LOAD 32. * DEAD LOAD (0.094 KLF) 33. 1 TO 6 UNI GY -0.0078 34. JOINT LOAD 35. 1 7 FY -11.54 36. 2 FY -22.98 37. 3 FY -25.35 38. 4 FY -22.88 39. 5 FY -20.43 40. 6 FY -20.53 L:jBMCkPROJSCTS,NEXAMP00-47I GLSD, 240 Charles Street, North Andover`STAADW24x94 point IPads.anl Page I of 5 Tuesday, June 22, 2010, 01:26 PM STAAD PLANE -- PAGE NO. 2 41. * SUPER DEAD LOAD (18 PSF SNOW ® 22.5 FT TRIB) 42. *1 TO 6 UNI GY -0.03375 43. * PRECAST CONCRETE PANELS 44. *JOINT LOAD 45. *1 7 FY -19 46. * LIVE LOAD (30 PSF SNOW ® 22.5 FT TRIBE 47. *1 TO 6 UNI GY -0.05625 48. PERFORM ANALYSIS P R O B L E M S T A T I S T I C 9 ----------------------------------- NIIMBER OF JOINTS/MEM9ERaELEMENTS/SUPPORTS = 7/ 6/ 2 ORIGINAL/FINAL SAND-WIDTH= 1/ 1/ 6 DOP TOTAL PRIMARY LOAD CASES - 1. TOTAL DEGREES OF FREEDOM 17 SIZE OF STIFFNESS MATRIX = 1 DOUBLE KILO-WORDS RRQRD/AVAIL, DISK SPACE = 12.0/ 553926.5 MS 49. PRINT SUPPORT REACTION ALL L:�BMC%PR0J6CTSINEXAMPkl0-472. GLSD, 240 Charles Street, North Andover�STAAD\W24x94 point loads.anl Page 2 of 5 Tuesday, June 22, 2010, 01:28 PM STAAD PLANE PAGE NO. 3 SUPPORT REACTIONS -UNIT BIP INCH STRUCTURE TYPE PLANE ----------------- JOINT LOAD FORCE-X FORCE-Y FORCE-2 MOM-X MOM-Y MOM Z 2 1 0.00 70.58 0.00 0.00 0.00 0.00 6 1 0.00 70.75 0.00 0.00 O.OU 0.00 +*+*♦•*i+�►*** END OF LATEST ANALYSIS RESULT •*part+**+'i*� 50. 'PRINT SECTION DISPL ALL 51. PRINT MAXFORCE ENVELOPE NSECTION 10 ALL L:tiBMC�PROJECTS}MEXAMF110-473 GLED, 240 Charles Street, North AndoverSSTAAD\W29x94 point 2oads.anl Page 3 of 5 Tuesday, June 22, 2010, 01:28 PM STAAD PLANE -- PAGE NO. 4 MEMBER FORCE ENVELOPE ALL 'UNITS ARE RIP INCH MAX AND MIN FORCE VALUES AMONGST ALL SECTION LOCATIONS MEMB FY/ DIST LD MZ/ DIST LD FZ DIST LD MY DIST LD FX DIST LD ] fi 1 MAX -11.54 0.00 1 0.00 0.00 1 0..00 0.00 1 0.00 0,00 1 MIN -12.48 120.00 1 0.00 0.00 1 0.00 120.00 1 0.00 120.00 1 0.00 120.00 1 2 MAX 35.12 0.00 1 1440.96 0.00 1 0.00 0.00 1 0.00 0.00 1 0.00 0.00 1 MIN 33.95 150.00 1 -3739.77 150.00 1 0.00 150.00 1 0.00 150.00 1 0.00 150.00 1 3 MAX 8.60 O.OD 1 -3739.77 0.00 1 0.00 0.00 1 0.00 0.00 1 0.00 0.00 1 MIN 7.43 150.00 1 -4942.51 150.00 1 0.00 150.00 1 0.00 150.00 1 0.00 150.00 1 4 MAX -15.45 0.00 1 -3032.73 120.00 1 0.00 0.00 1 0.00 0.0.0 1 0.00 0.00 1 MIN -16.38 120.00 1 -4942.51 0.0I� J � 0.00 120.00 1 0.00 .00 1 0.00 120.00 1 5 MAX -36.81 0.00 1 1440.96 120.00 1 0.00 0.00 1 0.00 0.D0 1 0.00 0.00 1 MIN -37.75 120.00 1 -3032.73 0.00 1 0.00 120.00 1 0.00 120.00 1 0.00 120.00 1 6 MAX 12.48 0.00 1 1440.96 0.00 1 0.00 0.00 1 0.00 0.00 1 0.00 0.00 1 MIN 11.54 120.00 1 0.00 120.00 1 0.00 120.00 1 0.00 120.00 1 0.00 120.00 1 ++++++►+++ END OF FORCE ENVELOPE FROM INTERNAL STORAGE ++++++*+++ 52. FINISH L:1EMCjPR0JECTSjATXAMP�10-471 GL$D, 240 Charles Street, North Andover�STAAVkW24x94 point loads.anl Page 4 01 5 v Tuesday, June 22, 2010, 01:28 PM STAAD PLANE -- PAGE NO. 5 xxxxrrttttt END OF THE STAAD.Pro RUN t#rr##rrr#* **** DATE- JUN 22,2010 TIME= 13:28:27 **** * For questions on STAAD.Pro, please .contact * Research Engineers Offices at the following locations + r * Telephone Email * USA: +1 (714)974-2500 support@reiusa.com * CANADA +1 (905)632-4771 detech@cdandetech.com * CANADA +1 (604)629 6087 staad®dowco.com * UK +44(1454)207-000 supportereel.co.uk * FRANCE +33(0)1 64551084 support@reel.co.uk * GERMANY +49/931/40468-71 info@reig.de * NORWAY +47 67 57 21 30 STAAD@EDR.NO * SINGAPORE +65 6225-6015/16 supportereiasia.net * INDIA +91(033)2357-3575 support@calcutta.reiusa.com * JAPAN +81(03)5952-6500 eng-eyeecrc.co.jp * CHINA +86(411)363-1983 support@reiasia.net + + * North America support@reiusa.ccm * Europe support@reel.co.uk * Asia support@reiasia.net L:kBMCkPR0JECTSkNEXAMPj10-471 GLSD, 240 Charles Street, North Andover�STAADkK24x94 point loads.anl Page 5 of 5 bF) -D mac) ofvL`/ Monday, June 21, 2010, 04:08 PM STAAD PLANE -- PAGE NO. 3 SUPPORT REACTIONS -UNIT RIP INCH STRUCTURE TYPE a PLANE ----------`------ JOINT LOAD FORCE-S FORCE-Y FORCE-Z MOM-% MOM-Y MOM Z 2 1 0.00 33.16 0.00 0.00 0.00 0.00 6 1 0.00 33.16 0.00 0.00 0.00 0.00 rr+xxxxx+x+xxx END OF LATEST ANALYSIS RESULT ***x*++++xxxxx 50. *PRINT SECTION DISPL ALL 51. PRINT MAXFORCE ENVELOPE NSECTION 10 ALL L:�BMC�PROJECTS�NEXAMPJ10-472 GLSD, 240 Charles Street, North AndOver`STAAD`W24X94 point loads.anl Page 3 of 5 Monday, June 21, 2010, 04:09 PM STAAD PLANE -- PAGE NO. 4 MEMBER-FORCE ENVELOPE U ��/h �/L V ALL UNITS ARE KIP INCH MAX AND MIN FORCE VALUES AMONGST ALL SECTION LOCATIONS MEMS FY/ DIST LD MZ/ DIST LD FZ DIST LD MY DIST LD FX DIST LD 1 MAX -20.00 0.00 1 ( 21641F-0P0 2543 00 120.00 ^^ - SDL VC 0.00 0.00 1 00 O.OD 0.00 1 MIN -24.05 120.-00 1 0.00 0.00 1 0.00 120.00 1 0.00 120.00 1 0.00 120.00 1 2 MAX 9.11 0.00 1 2643.00 0.00 1 0.00 0.00 1 0.00 0.00 1 0.00 0.00 1 MIN 4.05 150.00 1 1655.61 150.00 1 0.00 150.00 1 0.00 150.00 1 0.00 150.00 1 3 MAX 4.05 0.00 1 1655.61 0.00 1 0.00 0.00 1 0.00 0.00 1 0.00 0.00 1 MIN -1.01 150.00 1 1412.81 120.00 1 0.00 150.00 1 0..00 150.00 1 0.00 160.00 1 4 MAX -1.01 0.00 1 1792.50 120.00 1 0.00 0.00 1 0.00 0.00 1 0.00 Q.00 1 MIN 0.00 120.00 1 1420.00 120.0.0 1 0.00 120.00 1 ��-S�Q�I ��� 5 MAX -5.06 0.00 1 2643.00 120.-00 1 Q.00 0.00 1 0.00 0.00 1 0.00 0.00 1 MIN -9.11 120.00 1 1792.50 0.00 1 0.00 120.00 1 0.00 120.00 1 D.00 120.00 1 6 MAX 24.05 0.00 1 2643.00 0.00 1 0.00 0.00 1 0.00 0.00 1 0.00 0.00 1 MIN 20.00 120.00 1 0.00 120.00 1 0.00 120.00 1 0.00 120.00 1 0.00 120.00 1 ttaiirttkr END OF FORCE ENVELOPE FROM INTERNAL STORAGE +•**i�+*t• 52. FINISH L:yBNC\PROJECTS�NEXAMPI30-471 GLSD, 240 Charles Street, North Andover`STAADjW24x94 point loads.anl Page 4 of 5 Monday, June 21, 2010, 04:25 PM STAAD PLANE PAGE NO. 3 SDL Lens 6N2-y SUPPORT REACTIONS -UNIT KIP INCH STRUCTURE TYPE PLANE ----------------- JOINT LOAD FORCE-X FORCE-Y FORCE-Z MOM-X MON-Y. NOM Z 2 1 0.00 31.16 0.00 0.00 0.00 0.00 6 1 0.00 31.16 0.00 0.00 0.00 0.00 END OF LATEST ANALYSIS RESULT 50. *PRINT SECTION DISPL ALL 51. PRINT MAXFORCE ENVELOPE NSECTION 10 ALL L:IBMCIPROJECTSINVXAMP110-471 GLSD, 240 Charles Street, North Andover�STAAD�W24x94 point ioads.anl Page 3 of 5 ONLY Monday, June 21, 2010, 04:25 PM STAAD PLANE -- PAGE NO. 4 MEMBER FORCE ENVELOPE --------------------- ALL UNITS ARE KIP INCH MAX AND MIN FORCE VALUES AMONGST ALL SECTION LOCATIONS MEMB FY/ DIST LD MZ/ DIST LD FZ DIST LD MY DIST LD FX DIST LD 1 MAX -18.00 0.00 1 2403..00 120.00 1 0.00 0.00 1 0.00 0.00 1 0.00 0.00 1 MIN -22.05 120.00 1 0.00 0.00 1 0.00 120.00 1 0.00 120.00 1 0.00 120.00 1 2 MAX 9.11 0.00 1 2403.00 0.00 1 0.00 0.00 1 0.00 0.00 1 0.00 0.00 1 MIN 4.05 150.00 1 1415.81 150.00 1 o.DO 150.00 1 0.00 150.00 1 .0.00 150.00 1 3 MAX 4.D5 0.00 1 1415.81 0.00 1 0.00 0.00 1 0.00 0.00 1 D.00 0.00 1 MIN -.1.01 150.00 1 1172.81 120.00 1 0.00 150.00 1 0.00 150.00 1 0.00 150.00 1 4 MAX -1.01 0.0.0 1 1SS2.50 120.00 1 0.00 0.00 1 0.00 0.00 1 0.00 0.00 1 �yj( lr MIN -5.06 120.00 1 11 8.00 0.04 1 �r " SF�i•m I 0.00 120.00 1 0. 1 0.00 120.00 1 l 5 MAX -5.06 0.00 1 2403.00 120.00 1 0.00 0.00 1 0.00 0.00 1 0.00 0.00 1 MIN -9.11 120.00 1 1552.50 0.00 1 0.00 120.00 1 0.00 12D.00 1 0.00 120.00 1 6-MAX 22.05 0.00 1 2403.00 0.00 1 0.00 0.00 1 0.00 0.00 1 0.00 0.00 1 MIN 18.00 120.00 1 0.00 120.00 1 0.00 120.00 1 0.00 120.09 1 0.00 120.00 1 *********+ END OF FORCE ENVELOPE FROM INTERNAL STORAGE ++******** $2. FINISH L:yBMCNPROJECTSINEXAMPI10-471 GLSD, 24.0 Charles Street, North AndoverSSTAADW24X94 point loads.anl Page 4 of 5 2-1VE Z-oro OAL_`/ Monday, June 21, 201.0, 04:14 PM STAAD PLANE -- PAGE NO. 3 SUPPORT REACTIONS -UNIT RIP INCH STRUCTURE TYPE = PLANE ------------ JOINT LOAD FORCE-X FORCE-Y FORCE-Z MOM-K MOM-Y. MOM Z 2 1 0.00 21.94 0.00 0.00 0.00 0.00 6 1 0.00 21.94 0.00 0.00 0.00 0.00 �ttttttttttttt END OF LATEST ANALYSIS RESULT t:tttttttttttt 50. •PRINT SECTION DISPL ALL 51. PRINT MAXFORCE ENVELOPE NS£CTION 10 ALL L.kBMC`PR0J$C7SINEXAMPy10-471 GLSD, 240 Charles Street, North AndoverySTAAM W24x94 point loads.anl Page 3 of 5 Monday, June 21, 2010, 04:14 PM STAAD PLANE -- PAGE NO. 4 MEMBER FORCE ENVELOPE LL ALL UNITS ARE KIP INCH y MAX AND MIN FORCE VALUES AMONGST ALL SECTION LOCATIONS MEMB FY/ DIST LP M2/ DIST LD FZ DIST LD MY DIST LD FX DIST LD I MAX 0.00 0.00 1 405.00 120.00 1 L �.Ve 0.00 0.00 1 0 1 0.00 0.00 1 MIN -6.75 120.00 1 0.00 0.00 1 0.00 120.00 1 0.00 120.00 1 0.00 120.00 1 2 MAX 15.19 0.00 1 405.00 0,00 1 0.00 0.00 1 0.00 0.00 1 0.00 0.00 1 MIN 6.75 150.00 1 -1240.31 150.00 1 0.00 150.00 1 0.00 150.00 1 0.00 150.00 1 3 MAX 6.75 0.00 1 -1240.31 0.00 1 0.00 O.DO 1 0.00 O.DO 1 0.00 0.00 1 MIN -1.69 150.00 1 -1645.31 120.00 1 0.0.0 150.00 1 0.00 150.00 1 0.00 150.00 1 4 MAX -1.69 0.00 1 -1012.50 120.DO 1 0.00 0.00 1 ,�- 0.00 0.00 1 0.00 0100 1 MIN -8.44 120.00 1 L-1b2 00 0,00 0.00 120.OD 1 0.00 120,00 1 0.00 120.00 1 5 MAX -8.44 0.00 1 405.00 120-00 1 0,00 0.00 1 0,00 D.00 1 0.00 0.00 1 MIN -15.19 120.00 1 -1012.50 0..0.0 1 0.00 120.00 :1 0.00 120.00 1 0,00 120.00 1 6 MAX 6.75 0.00 1 405.00 0.00 1 0.00 0.00 1 0.00 0,00 1 O.DO 0.00 1 MIN 0.00 120.00 1 V.00 120.00 1 0.00 120.DO 1 0.00 120.00 1 0.00 120.OD 1 *****+**** END OF FORCE ENVELOPE FROM INTERNAL STORAGE ********** 52. FINISH L.�BMCtiPROJSCTS�NEXAMP110-471 GLSD, 240 Charles Street, North Andover\STAAW W24x94 point loads.anl Page 4 of 5 BMC ENGINEERING, L.L.C. STRUCTURAL ENGINEERS CLIENT!NexAmp Inc. CALC BY CJG JOB NO. 10-471 PROJECT!GL51D, 240 Charles 5treet, North Andover CHECK BY JEK SHT NO. DETAIL;Effechve seismic load calculations REV.BY DATE G/6110 ('Gns�der #fie. 60 K0 inverter- on e c-c-nC floor Ca) EL. 6�.0 plant wa f er nvmr, /on s grr �hrcl( � ►z , �d L , A. wPry mvfmck 6:6�.0 w� 61f 62? Lf' Qfrf. ' J3M Q 21' IVALL y PRO I12" t3'LF" /to i3�p1, � l3 -4 f'-2 g - f Cover - C. 61 5 o•sl,n_ 11,34- x66q .' 0. ) nz 9.D G n sel-vai I've as S ume 1 Lia s cFn!?�j X6 6p If 4-f- �faclw- W. _ 0,616so tf ) x 1.4 xtor' OL r 0`4-?6 - G,14 D 16S sf WyL = P fG i Ca ENERAL.NOTE 5: I All strutfurQl drawings shop be used in Conwncfipn wifh,the Arthiteciyyrral Mechanical, Eleefricalj Niacins and Venfibfing, Shop drawings and 3PeciF/ca�o^+s.: 2.5ee Arch;* iorgl, Meehani:al,Neafing a'nd Venfilati'%,Pnd Electrical drawings � fileor re }s pipe sleNes, conduits or other- items to be embedded or pas6ed hrough the concrete. CONCRETE NOTES: l ReinFcrced .conerefe Shall conform fo the A.C.r. specification 316.63. 2.Minimum toner ufv !er eye.Sfronaof'c c 3500 psl. Concrete Fill. fc = 2600 p6.1. 3.Reinforeing ;steel shall be new billed steel conforming fa ASTM speci-�ic.afion ABO Grade Qo. q ReManual ofaSfsnzO d i Praiclieehfor deialltiinq Reinforced Cone eft!35.6.5, S•Reinforcinq steel shall have fhe folloang clear eoncrefe cover .unless olherwiee -noted: tiloofinq bolloms_--- __- —_ - - Formed surface /n contact with �twegc,o-,vBfer,or exposed to weather:___ Columns, beam0 and halls___ Bottom oflnw;; slabs_______-_---r, Top or inferior -- 6.5pliced bars shot/ have a minimum lap of ?e diarnefera For bo Mom Cars .and 35 diomef.ers flop fop bars unless otherwise noted. ,7.-lei concrete bearns,go'or deerer provide continuous+sen each side befween main re:nloraing. E:Ccnslrucjion loin4s sh.an not be placed of toeationa pfher oh.an shown on fhe draNAgs unless approved by the engineer. 9,Vile and jo4a4i4n of equipmenf pads and onchor bolts shall be as required bit fhe equ/pmenf manurac4urer. Id All exposed Cornets of tonere-te to hove Vminimum chamfer unless ofherwise noted. 11.ro op dcors pahown onto chit c lural/drawines are rrOMyGmii%fFioar, PRl=57RC55ED PRECA57 CONCRETE 1, Allrteiressed precapf concrete members >hol/ Conform �o A�.C.I specifrcafian 91e. 2.'Presfres5inq strands Shall conform Tb-the A.5.T.h eprci}'ieafr'on A416. 5.All ppresfrevseC pre:asf concrete members Shall have 4hr follow rhinirnurn sfrengti,s: compressive Orem Oh B 21 oa os 1 5arops.c compressNE 9 reng)fh a ran er c 3500 P•S., 5-rRUC7-URAL� L A/C77E I Sin can at"ah eel hall Con a� On .4.57H.-A36 and shall be be fabrieafad pri Seventh ediflan of fhe 414c.side/consimc on Manual. 2141d cennee4iom shall be b AA-Tjl�13P5 high etrengih bolf9 CAcept as noted• sopall s shbe ° in V holes. 3 ronneetioro nor Slee/rnernbers 51;11 be as shown,or stied for The•reaction indica4d nur4be draw n h is ht bolts pgwencby sftie fonn✓h:depj*of oAa mFmber c rete vide by three it), but in no case 1005 +fan 1AV C'1: - �¢¢4high s�ngth bolls. 411 , the beam eopneefians shall be as hown _infabf'Sorn' framed bearrrcanned1ane ^--_- aa per sevtnfh edifipn or the Aiac. steel conafrucfion Manual except am mooed. j 4 9 pipE6 7s. 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I//a�as;ld',l' ♦ts eG10 le.re L s u� rrsa aomaradar v/e" F 15...,..... -M._._._.__. ard_rr I ria�h . - = v ern 111 __. - -,-.....<. Gf66ti,Ll6,RK,NM,NlS R IrIL ]'' 1;9�Ih I .r_.._. -- .as• I ore �6m.�-a.� 1�._..,, _ _ _ _ �� � ���. TYPE ... TYPE A YYP as I ,IlKtl R+meh •i/J/ .. g� I9a /a�l1'Iy f{a ae•I IS.a9 .;q .b a � I*ll _ ,aee F,£.1 'R/3 — C'L��.-�-' �J aRE¢TYfl LAWRENCE @Nlliafl7 019THICT WATER P011UTION A13ATEMENT FACILME4 __ 1 f2 I rtI 1x91 Ramarn d�rPNA - °n.�f Ar,e e.e, co-a re•ss t_ll ac`/talb�' .. .� ra9Ta+1:T wn 1 Anv �� ADA[INI4TpATION 9UIL6IN6 BCHEOULMA a. �Iva/Er +/_./��y�a_'J- G��+ �•'a« i=9-BEAM,SLAB AND COLUMNS erac - �R•'l' ASR n�Nerrn�/DTe wcr wa n'.+1• w/ GARP,un L88Sb •R:a Cb ey.•r,f>=� ICY, C....Ill.a S.al.•s.> 8-78 Iw`. ' L � aa,_l•� u-.N.T.S"- 1�p e.•1...'N•i.. � - r BMC ENGINEERING, L.L.C. STRUCTURAL ENGINEERING CONSULTANTS 333 NORTH MAIN STREET • MIDDLETON, MA 01949 (97B) 774-1 BB4 • FAX (978) 774-1 BB5 June 21,2010 Town of North Andover Building Department 1600 Osgood Street North Andover, MA 01845 RE: Proposed Roof Mounted Photovoltaic Arrays at Greater Lawrence Sanitary District Administration Building 240 Charles Street,North Andover,MA BMC Project No. 10-471 To Gerald Brown(Inspector of Buildings), The intent of this letter is to notify you that BMC Engineering has evaluated the proposed installation of the"Polar Bear"ballasted solar array system manufactured by Panelclaw, North Andover,MA. The solar arrays are to be installed on the roof of the Administration Building. Per the 7th edition of the Massachusetts Building Code 780CMR, design wind load shall be calculated in accordance with ASCE 7-02, Section 6. In accordance with section 6.5.2 of ASCE 7, structures having unusual shapes or response characteristics, (such as solar panels) shall be designed using recognized literature documenting such wind load effects or shall use the wind tunnel procedure specified in section 6.6. The Panelclaw Photovoltaic ballasted system has been tested by the Engineering Research Center at the Colorado State University, Fort Collins, CO. in accordance with the provisions for the Wind Tunnel Procedure. The results of the testing have been published in a Final Report dated August 18, 2008. The 7th edition of the Massachusetts Building Code, 780CMR 1609.1.1 limits the results of a Wind Tunnel Study to a lower bound equal to 2/3 (67%) of the wind loads determined for Exposure B in accordance with ASCE 7, Section 6.5 (Method 2). ASCE 7-02 has a more stringent lower bound limit equal to 80% of the wind load and is therefore considered to govern the design. According to ASCE 7-02, this lower bound limitation can be neglected if it can be shown that the Wind Tunnel tests do not consider shielding from nearby structures which is the case for this Panelclaw Wind Tunnel Procedure. Therefore it is our opinion that this ballasted system conforms to the Wind Tunnel Study requirements per the Massachusetts State Building code, 780CMR 1609.1. The panel array system has been designed for this specific building location by Panelclaw Inc.,North Andover,MA in accordance with the results compiled from the Wind Tunnel Study. The overall ballasted system weighs 6.6 pounds per square foot for which the existing structure was shown to be adequate for. Ballasted PV certification Greater Lawrence Sanitary District Page 1 of 2 i The project specific design criteria for the proposed ballasted roof mounted solar array installation are as follows: - Building Mean Roof Height=35 feet Building length= 120 feet Building width=65 feet Snow Loads Per 780CMR 1608.1,design snow loads on the solar panels, with the exception of thq ground snow load, are calculated in accordance with ASCE 7, chapter 7: - Ground Snow Load,pg= 55 psf(780CMR Table 1604.10) Snow load Importance factor,I,= 1.0(Table 7-4) Thermal Factor, Ct= 1.0(Table 7-3) Exposure Factor, Ce= 1.0(Table 7-2) Roof snow load,pf=38.5 psf Snow drift loads are not considered necessary for this project Wind Loads Per 780CMR 1609.1 design wind loads on the solar panels,with the exception of the basic wind.speed, are calculated in accordance with ASCE 7, chapter 6: - Basic Wind Speed,V= 110 mph(780CMR Table 1604.10) Wind Importance factor,IW= 1.0(Table 6-1) Wind Exposure Category is considered to be category B (Section 6.5.6.3) Roof Pitch=approximately 1/4"per foot The Panelclaw design verification is based on the following: - a. MBC 780CMR Chapter 16, Structural Design b. ASCE 7-02—Minimum Design Loads for Buildings and Other Structures C. Wind Engineering Study of 6x6 Array of Panelclaw Photovoltaic Roofing System,Final Report by Bogusz Bienkiewicz dated August 18,2008. Engineering Research Center, Colorado State University,Fort Collins, CO. By this letter, I certify that the Panelclaw ballasted system, when installed in accordance with the parameters of the Wind Tunnel Study for the above project specific design loads meets the requirements of 780CMR Chapter 16. Backup calculations are available upon request. Should you have any questions regarding the project,please feel free to contact me. Very Truly Yours, P�tN OF ,gssq BMC ENGINEERING,L.L.C. c r CM01 NJ. G4LLA C.1' CML No.39114 Colin J. Gallagher, P.E. Project Manager S��NAL E�6� Ballasted PV certification Greater Lawrence Sanitary District Page 2 of 2 8 7 6 5 i 4 3 2 1 REV ZONE DESCRIPTION APPROVED DATE 0 IOltial la out Pat C. 612/2010 MODULE FOOTPRINT KYOCERA KD210GX-LPU 5'-6" - --65'-115/8" - D � D 7'-7 13116 + 2'-11116' i _.�...�_ 4-10 1/4'. 44'-4 7/8" 54'-9 11/16" C C T SITE INFORMATION BASIC WINDSPEED 110 MPH EXPOSURE CATEGORY B 23'-73/16" ROOF HEIGHT 35 F7 ROOF MEMBRANE UNKNOWN COMPOSITION t y ROOF AREA UNKNOWN SEISMIC ZONE N/A PRO.IECTLATITUDE 42.42'29"N ARRAY SPECIFICATIONS MODULE KYOCERA KD210GX-LPU g - NUMBER OF MODULES 121 g MODULE WATTAGE 210 ARRAY OUTPUT IkW I 25.41 POLARBEAR CLAWS 484 O O O POLARBEAR DEFLECTORS 121 o 0 0 0 o POLAR BEAR SUPPORTS 148 MECH ATTACHMENTS 0 _ X000000000000 CMU BLOCK WT(LBS) 26 0 I�I CITY CMU BLOCKS 592 TILT ANGLE 10.0 OO000�0�0 ARRAY Wl.(Ibs) 22511 O O O O O O O O O O ARRAY AREA ISQFT] 3424 ���=�r�'�I������1��'���[1����1 LEGEND ARRAY LOAD(PSF) 6.6 A �jIJI�IUB—IBJILJ�I=--f=—I_II JI APPROVED DAIE SUPPORT COLOR #OF BLOCKS pane o0o A 0 0 0 RED SUPPORT W/2 BLOCKS ...m ro. cMc.® weer. ncmno - c _a_w Q r+oF PANELCLA2'INC. GREEN SUPPORT W/38LOCK5 FOR ILLUSTRATIVE e�D'vai0s�r�COfaa BLUE SUPPORT W1 BLOCKS NEXAMP PURPOSES ONLY %ea<vooeu.m YELLOW MECHANICAL ATTACHMENT NOT FOR CONSTRUCTION (W/2 BLOCKS) �GLSD SITE 3 - 1:80 ro U ahRl 8 � 7 6 5 } 4 a[aolel snL*�Ktae1 3 2 �o atoaret anm„1 s BMC ENGINEERING, L.L.C. STRUCTURAL ENGINEERING CONSULTANTS 333 NORTH MAIN STREET . MIDDLETON, MA 01 949 (97B) 774-1 BB4 • FAx (978) 774-1 BBS June 16, 2010 Town of North Andover Building Department 1600 Osgood Street North Andover, MA 01845 RE: Proposed Ground Mounted Photovoltaic Arrays at Greater Lawrence Sanitary District Wastewater Treatment Plant 240 Charles Street,North Andover, MA BMC Project No. 10-471 To Gerald Brown(Inspector of Buildings), The intent of this letter is to notify you that BMC Engineering has evaluated the proposed installation of the ground mounted ballasted solar array systems manufactured by Panelclaw, North Andover, MA. The solar arrays are to be installed at the site located at 240 Charles Street on the site of the Greater Lawrence Sanitary District wastewater treatment plant. Two separate ground mounted arrays are proposed on vacant areas at the wastewater treatment plant. Per the 7(h edition of the Massachusetts Building Code 780CMR, design wind load shall be calculated in accordance with ASCE 7-02, Section 6. The Photovoltaic ballasted system has been analyzed in accordance with section 6.5 of ASCE 7, "Method 2 — Analytical Procedure". The panel array system has been designed for this specific site location. BMC visited the site on 6/1/10 to determine the site specific design criteria. Based on this visit the exposure categories for both wind and snow load were determined. BMC evaluated the ground surface roughness condition, topographic effects of the immediate area and other relevant factors that determine the design loads to be applied to the system. The design criteria for the ground mounted PV system is summarized below: - Snow Loads Per 780CMR 1608.1 design snow loads on the solar panels are calculated in accordance with ASCE 7, chapter 7: - Ground Snow Load,pg= 55 PSF(780CMR Table 1604.10) Snow load Importance factor,1,=0.8 (Table 7-4) Thermal Factor, CI= 1.2(Table 7-3) Exposure Factor,Ce=0.9(Table 7-2) PV module snow load,pf=33.26 psf Snow drift loads are not considered for this project Ballasted Ground Mounted PV certification Page 1 of 2 i JJ Wind Loads Per 780CMR 1609.1 design wind loads on the solar panels which the exception of basic wind speed are calculated in accordance with ASCE 7, chapter 6: - Basic Wind Speed, V= 110 MPH(780CMR Table 1604.10) Wind Importance factor, I,=0.87(Table 6-1) Wind Exposure Category is considered to be category B (Section 6.5.6.3) Seismic Loads It is not considered necessary to design for seismic loads for this type of structure as there is no specific threat to public safety in the event of an earthquake. By observation the anticipated seismic loads on the structure are not likely to cause any significant damage. The PV panels are supported by an aluminum framework which have ground mounted pans that contain concrete blocks acting as ballast to resist the combined effects of lateral and wind uplift forces. The system is augmented by the addition of stakes and other forms of frictional resistance as required to counteract the applied lateral wind loads. The PV system is designed to carry the above mentioned snow loads and transmit those loads to grade. The resulting bearing pressures are less than 150 pounds per square foot making the system suitable for virtually all types of soil conditions. The allowable bearing pressure for this site is considered well in excess of the proposed loads. The Panelclaw design verification is based on the following: - a. MBC 780CMR Chapter 16, Structural Design b. ASCE 7-02—Minimum Design Loads for Buildings and Other Structures C. Finite Element Method(FEM)- Ground Mount Analysis 1 by David Anderson dated 5/12/09 and revised 4/2/10. By this letter, I certify that the Panelclaw ballasted ground mounted system is designed for the above project specific design loads and meets the requirements of 780CMR Chapter 16. Backup calculations are available upon request. Should you have any questions regarding the project,please feel free to contact me. Very Truly Yours, BMC ENGINEERING, L.L.C. tH OF ff,s��� �J (OLIN J. GALLAGHER a Colin J. Gallagher,P.E. � CML Cn Project Manager -0 NO.39114 Fss�ONAL Ballasted Ground Mounted PV certification Page 2 of 2 YFAii I170Tp7014 GEI Consultants Gcotcchnical Fmvirtmmental ��atcr Resources Ec0100cal May 24,20]0 Project 10045-0 Town of North Andover Inspectional Services 1600 Osgood Street North Andover,MA 01845 To Whom It May Concern: Re: Subgrade and Mat Recommendations Solar Array Installation 240 Charles Street North Andover,Massachusetts This letter presents our geotechnical recommendations for the installation of ground-mounted photovoltaic(PV)arrays at the Greater Lawrence Sanitary District(GLSD)Wastewater Treatment Facility in North Andover,Massachusetts. This work was authorized by Nexamp,Inc. through a signed copy of GEI proposal 610011,dated February 3,2010. Site and Project Description There are two proposed photovoltaic(PV)array sites located at 240 Charles Street in North Andover,Massachusetts,as shown in Fig. 1. The proposed PV array at Site I will be located in a field bordered by one of the primary clarifier tanks and underground pumping station to the north, a drainage swale to the south,and access roads to the east and west. The proposed PV array at Site 2 will be located in a field bordered by a drainage Swale to the north,an access road to the south,the disinfection tanks to the east,and a concrete baffle chamber to the west. The Site 1 PV array will consist of 1,740 PV panels in an array,approximately 275 feet by 790 feet,supported by Panel Claw Panda Bear Ground-Mount ballast trays. The Site 2 PV array will consist of 240 PV panels in an array,approximately 140 feet by 200 feet,supported by Panel Claw Panda Bear Ground-Mount ballast trays. We understand that the proposed Site 1 is a grassy field that generally slopes from the east to west at about 3 percent. We performed one test pit to a depth of 12 inches and encountered about 3 inches of topsoil over widely graded sand with silt and gravel. The proposed Site 2 is a grassy field that is generally flat. We performed one test pit to a depth of 12 inches and encountered about 3 inches of topsoil over narrowly graded sand with gravel. The test pit logs are provided in Appendix A. mvw.gciconsultants.com GEI Consultants,Inc. 400 Unicom Park Drive,Woburn,Massachusetts,01801 781-721-400D fax:781-721-4073 I Town of North Andover -2- May 24,2010. Subgrade and Mat Recommendations We recommend leveling the site area by grading out significant undulation of the subgrade. Once the subgrade is prepared,the mat foundation for the PV array will consist of a minimum of 3-inches of 1.5-inch crushed stone over a non-woven geotextile. After placing the crushed stone, it should be compacted dynamically with a vibratory roller weighing at least 200 pounds and imparting a centrifugal force of at least 3,500 pounds. As per BMC Engineering structural design,each ballast tray will be held in place with concrete masonry unit(CMU)blocks and a 3J8-inch-diameter, 12-inch-long galvanized nail,installed through the ballast tray,as shown in Fig.2. We have the following remarks regarding our subgrade recommendations: • The subgrade recommended does not protect against frost heave. Heaves of up to 2 inches should be expected. Because the Panelclaw system is connected uniformly across the array,with electrical conduits connected above ground to the array superstructure,we do not anticipate this seasonal movement to adversely impact the integrity of the array. • We performed two test pits to a depth of 12 inches. The soil conditions are known only at the test pit locations. Conditions between and beyond the test pit extents may differ significantly from those shown in the test pit logs. • It is possible that differential settlement of an unknown magnitude may occur. We do not anticipate that differential settlement will be an issue because the loads applied by the PV array are relatively small and the PV array is flexible enough to take small amounts of differential settlement. Conclusions and Limitations It is our engineering opinion that the mat system design consisting of the geotextile fabric and compacted crushed stone will: • Provide adequate bearing capacity for the PV array. • Provide adequate lateral stability of the PV array with the combined use of CMU blocks and galvanized nails. Our recommendations are based on the project information provided to us at the time of this letter and may require modification if there are any changes in the nature,design,or location of the proposed PV array. G E I Consultants Town of North Andover -3- May 24,2010 Our professional services for this project have been performed in accordance with generally accepted engineering practices;no warranty,express or implied,is made. We appreciate the opportunity to work with you on this project. Please call me at 781-424-9931 f if you have any questions. Sincerely, MA GEI CONSULTANTS,INC. N 2 to Sean DiBartolo,P.E. Senior Geotechnical Engineer ARS/STDJp MAPRDJEC1UGHRI0045W Array.North MdoveMecamp USD Geoteoh Rwommendations.doex Enclosures: Fig. 1 -Site Location Map Fig.2-PV Array Subgrade Detail Appendix A-Test Pit Logs GrC L.I Consultants �! lop ',4 Ail lila_�l �j _a?•�<,.����-�� � �', �. ti5l�t�°+ _ G�° �„!! �•►@\;l , �r - PF WIN% Old VIVO iVon �V''�E� �; �r ; 4t� Ammer ` m (► 1 • ••• ••• -••• lees else .• SolarGreater Lawrence Sanitary District Array InstallationSITE LOCATION . . North •• Nexamp North •• - • 11 1May 2010 Fig. 8"x8"x16"CMU BLOCK (MIN.2 PER TRAY) PANAL CLAW BALLAST TRAY 1.5" CRUSHED STONE ., CONTECH C80 3" MIN. NON-WOVEN GEOTEXTILE -EXISTING SOIL- i 12"GALVANIZED NAIL(%" Q) INSTALLED BELOW THE TRAILING EDGE OF THE PHOTOVOLTAIC PANELS SUBGRADE DETAIL TYPICAL SECTION N.T.S. Greater Lawrence Sanitary District Solar Array Installation PV ARRAY North Andover, Massachusetts G E I MAT SYSTEM DETAIL Nexamp L ca�5��ta�s North Andover, Massachusetts Project 10045-0 May 2010 Fig. 2 Test Pit Log Project . 100 ISO Pagetof� NEXAMP RANELCi.gw itoumomoyA1T Location GRFATER LAWREMCC City/Town NDRTN AUDOVER , tilq 5ITE 31 Client NE X AMP Contractor Ground EI. Equipment/Reach SHOVEL Datum Operator GEI Rep. A• 519N+up GEI Proj.No. IOONS"U Weather L 16 HT R A!A/ Date S14 1?O1G Sample Sample Depth(ft) No.and Type Depth(ft) 3'k2 lR I k ID G d (2RAM VNP A\V\ 15W'T WID beAVEL tS\4-'%K) ,,Coe. .ID°1p rwn- 0.Stic ti Ariz . ,Jbm an I q�iu j roe I;b a 44A Xb4t Notes: Pit Dimensions(ft) Length Width r �� Depth- Consulianss Test Pit Log Project Page of-L N AA ' IP PhWE GLl W 169,WWOMbONT Location bkEA- M LAWPULE City/Town NORTH ANoaveR , MR Client MA)CAMP Contractor Ground EI. Equipment/Reach SNUV FL Datum Operator GEI Rep. GEI Proj.No. 1 DUNS- G Weather L 1 G H T RAav Date Sample Sample Depth(ft) No.and Type Depth(ft) 0 s-3 .n: ToQsoIL >'uPt�R�wLY �iRkOr"D 5R°No WLT1j C,EZAVt1 t!S� Soma rDO�- �►�t_c5. . Notes: Pit Dimensions(ft) Length Width Depth G`Cr I Compliants The Commonwealth of Massachusetts Department of Industrial Accidents •�. Office of Investigations 600 Washington Street Boston,Mass. 02111 www.mass.gov/dia Workers' Compensation Insurance Affidavit: Builders/Contractors/Electricians/Plumbers Applicant Information �� Please Print Legibly Name(Business/Organization/Individual): ex&m (2 (lc Address: h S} City/State/Zip: N, AA c6l r.;M A 01915 Phone#: 979 (o v$ -000 Are you an employer?Check the appropriate box: Typ project(required): 1.7,e-I am an employer with &0 4. ❑ I am a general contractor and 1 6.&New construction employees(full and/or part time).* have hired the sub-contractors 7. ❑Remodeling 2. ❑ I am a sole proprietor or partner- listed on the attached sheet. ship and have no employees These sub-contractors have 8. ❑Demolition working for me in any capacity. employees and have workers' 9. ❑Building addition [No workers' comp.insurance comp.insurance.$ required] 5.❑ We are a corporation and its 10. ❑Electrical repairs or additions 3. ❑ I am a homeowner doing all work officers have exercised their 11. ❑Plumbing repairs or additions myself [No workers'comp. right of exemption perm MGL insurance required]t c. 152,§ 1(4),and we have no 12. ❑Roof repairs employees.[no workers' 13. ❑Other comp.insurance required.] *Any applicant that checks box#1 must also fill out the section below showing their workers'compensation policy information. tHomeowners who submit this affidavit indicating they are doing all work and then hire outside contractors must submit a new atridavit indicating such. $Contactors that check this box most attach an additional sheet showing the name of the sub-contractors and state whether or not those entities have employees. If the sub-contractors have employees,they must provide their workers'comp.policy number. I am an employer that is providing workers'compensation insurance for my employees.Below is the policy and job site information. n Insurance Company Name: 'Ptar QHS lY1�I as Cornpany Policy#or Self-ins.Lic.#: 0$WE (�4,_VA 7 9 35- f Expiration Date: g I Ohl 0 Job Site Address: 2-q 0 Chw l as 5+rye-� City/State/Zip: R"Ab An�QK ,M A Attach a copy of the workers'compensation policy declaration page(showing the policy number and expiration(date). Failure to secure coverage as required under Section 25a of MGL 152 can lead to the imposition of criminal penalties of a fine up to$1,500.00 and/or one year imprisonment as well as civil penalties in the form of a STOP WORK ORDER and a fine of $250.00 a day against violator.Be advised that a copy of this statement maybe forwarded to the Office of Investigations of the DIA for coverage verification. I do herby cern under t pains and penalties of perjury that the information provided above is true and correct. Signature: z Date: /0 Print Name: (`t't IC 14vba / Phone# &17 3oG 96 VP Official use only Do not write in this area to be completed by city or town official City or Town: Permit/license#: Issuing Authority(circle one): 1.Board of Heath 2. Building Department 3.City/Town Clerk 4.Electrical Inspector 5.Plumbing Inspector 6.Other Contact person: Phone#: Peggy A.Stevenson At.Eastem States Insurance Agency.Inc. FaxID: To:Nexamp•Inc. Date V27r010 11.41 AM Page:3 of 3 CERTIFICATE OF LIABILITY INSURANCE OP1D- PS F7771/727�1110 (M •'1 o THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION Eastern states Insurance ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE Agency, Inc. HOLDER.THIS CERTIFICATE DOES NOT AMEND,EXTEND OR 50 Prospect Street ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. Waltham NA 02453 Phone:781-642-9000 Fax:781-647-3670 INSURERS AFFORDING COVERAGE NAIC# 1NSLIREe — - INSURER A Peerless Insurance Company 24198 INSURER Twin city Insurance Co. _ Nexamp Inc. ftni)RFRC NetherlandsInsuranceC 21 Hi7fi Street Suite 209 INSURER Th.north nim.: rmuruce co. N. Andover Meeh 61845 — INSURER E Lloyds of London I COVERAGES hE^-•�!CtES OF INSWZANCE LISTED BELOW RAVE BEEN ISSUED TO TtE°INSURED NAMED ABOVE FOR TI£POLICY PERIOD INDICAIEC'f.'ONnTHS rAN71N_• AIN REO!IIPtNtNI TERM OR CON JITION OF ANY CONTRACTOR OTHER DO:LUENT WITH.RESPECT TO WHICH 1His CERTIF ICA'E MAY BE ISSUED OR MAI PFRTA!N,TFF IN91IRANCE AFFOPDED BY THE POLICIES DESCRIBED REREIN IS SUBJECT TO ALL THE TEPMS.E%CLUSIONS a:D COI;nmONS CF SUfR POLICIES AGGPEGATE LIMITS SHW`WN MAY HAVE BEEN REDUCED BY PAID CLAIMS LTR NSR0 TYPE OF INSURANCE POLICY NUMBER DATE(MMIDUArYYY) DATE(fAMIDDA'TYY) I LIMITS I—GENERAL LIABILITY EA:H O-CLf;ft:4Ch !1,000,000 A 7x ICOMMFPCIAI 6fN NA411Af.411 Y CEP 2408957 01/17/10 01/17/11 rPEM15Esteaawen et_ ?100,000` EDExPf r;/.I'A'SYkD- X C1C•UR MArynncGasanl 1 10,000 n ;I!JII PERscx4ri a ADV IN.;.;R} �s 1000 000 i GENERAL ACvPEGATE i2,000,000 GFNI AGr•F'[GATF LIMIT APPLIES PEP PRODUCTS-COMPIOP Arc, 3 2,00 0,000_-_ i POUC'i I JEC i li LCC AUTOMOBILE LIABILITYCOMBINED SINGLE_IM:' (Ea arncer4l £1,000,000 C ANrALrrp HA 2423414 01/17/10 01/17/11 X ALL�V%'NFO AUT0. BODILY INJURY (Pei pxson) SCHEDlREO AUTOS ^__ I X HIRFD AI?ITS I BODILY INJURY S X IT+VIOcIMIFDALrtn? (Par au:�en) PROFCRTY CIAVASF r (Per r_cde-± I• GARAGE LIABILITY A'IO CMLY•EA ACC(DENT S I A!IY AUTO I OTFER n4Af4 LAA ` ':. _1 AUTO rr rF . a G S I i EXCESS I UMBRELLA LIABILITY I EACH OCCIk,RENCC F SO,000,000 D I 'O:Cur ❑CLAAAsMADE 553-09348-8 01/17/10 01/17/11 ACfiREGATE IF 10,000,000 c DEOICT!PLE REFn?11x4 T — WORKERS COMPENSATIONXITA--'t uTS I ICER I AND EMPLOYERS'L!ABILI Y — ANt FIi,'RIEIOR/PARINEWExECUTI'.'E �YIN �'� I OBWECRH783S 08/10/09 08/10/10 •E' 1711 11A Cerr .I F 2,000,000 E FFILERMEf,9ER EXCIIdkD c"1. DISEAE•EAErrFLOYE`_ L'_.J� i i jManrlat.-y in NH) . F 2,O 00,00 0 I:"S dasr ic��a)9r . I jPECI:L RROvrKIG!•s GW!w E L DISEhgE-POLY;L^"•T 1l;2,000,000 OTHER E ` Professional IANE 1134511 101/17/10 01/17/111 Aggregate $1,000,000 ;Liability Occurance $1,000,000 DESCRIPTION OF OPERATIONS I LOCATIONS I VEHICLES I EXCLUSIONS ADDED BY ENDORSEMEITT I SPECIAL PROVISIONS CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION EVrDENC+ DATE THEREOF.THE ISSUING INSURER WILL ENDEAVOR TC MAIL 30 DAYS WR=14 NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT.BUT FAILURE TO 00 SO SHnLL IMPOSE NO OBLIGATION OR LIABILITY OF ANY KIND UPON THE INSURER,RS ASEh1T5 OR Evidence of Insurance REPRESENTATIVES. ALJTHORI.'ED REPRESENTATIVE ACORD 25(2009/01) ©19 -200 RD CORPORATION. All rights reserved. The ACORD name and logo are registered marks of A ORD Massachusetts- Department of Public Safeti Board of Building Regulations and Standard~ Construction Supervisor License License: CS 103742 Restricted-to. .00. ,ERIC AUBREY 85 OAK ST' BILLERICA;'MA U1862 Expiration: 10/17/2013 Commissioner Tr#: 103742 I •COMMONWEALTH OF MASSACHUSETTS REGISTERED MASTER ELEC. AN- TR I.0 I ISSUES TH,IS11 ENSE To i -REXAM P I NIC THMMA'S H MCAVESNEY S.T ' 20 9. 607 ANDOVER MA 0 OPINION x NORT1y And O �. over . 0 1)Ol0 - 070 Q �- LAKE o dover, Mass., Z , co110 C HICHE WICK Aof? ED AP��.(5 `SS BOARD OF HEALTH PERMIT T D Food/Kitchen Septic System BUILDING INSPECTOR THIS CERTIFIES THAT..........�T ...C....:!..�^..�.':�'2 d l . .............. .................................................... "' Foundation has permission to erect........................................ buildings on ..,v9.-1a�.L'....�... �:`�e�.... ��...........:................... Rough to be occupied as...................�..�,J. .. `...... t�ri+l `�r'......... �✓� ................................................. Chimney provided that the person accepting-this permit shall in every respect conform to the terms of the application on file in Final 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 STARTS Rough -. ...... ....... Service BUILDING INSPECTOR Final Occupancy Permit Required to Occupy Building GAS INSPECTOR 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. SEE REVERSE SIDE Smoke Det.