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Miscellaneous - 1600 OSGOOD STREET 4/30/2018 (48)
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'F�j"�,r * Irv;} � , , / s / IC f l K { 1 � $ tt � s r 1 �� f lyyyy 1 t m 1 S � 1 � I TAA,Rk x a F d E r 1 4 { J f v� Ilk VI q 10/13/2016 Untitled spreadsheet-Google Sheets Untitled spreadsheet - C3 mdeems®northandoverma.gov File Edit View Insert Format Data Tools Add-ons Help All changes saved in Drive comments snare r"• /^l� �( $ % .0« .00`123 Arial 10 R I $ A ® 1 A 5 C D E F G H i 1 J K L h4 N 1 Osgood Solar Permits 2 October 13,2016 _.._..-.._._..._. 4 Permit 9 Date 8 Amt of Permit',Permit Fee 'Scope 5 6 188-2017 812312016 51,620293.00'. 519;444-0011.38 MW Ground Mounted Solar Array"North" - 7 6 1275-2016 6/712016 $2,061.427.00 524,737.00,1.2 MW Roof Mounted Solar Panels-Cost of Permit Includes Strip and ReRoof : 9 10 1255-2016 51712016 $2.576,000-00 $30,922.00 1.2 MW Roof Mounted Solar Panels-Cost of Permit Includes Strip and ReRoof tt 12 :400-2017 1011312016 82,345,227.00: $28,143.0011.96 MW Ground Mounted Solar Modules 13 14 :Total $3.601,947.00. $1031.246.00. . . t5 16 17 t5 -0 - .. 21 23 24 -25 26 27 _ https://docs.google.com/spreadsheets/d/19OWwKHaj2lHvhngoAKKHxQc8ZRYpQdE SMcl_dO9ORg/edit#gid=0 1/1 10/13/2016 Untitled spreadsheet-Google Sheets Untitled spreadsheet �'] mdeems®northandoverma.gov File Edit View Insert Format Data Tools Add-ons Help All changes saved in Drive Comments share e% $ / ,` .00 123 Arial 10 B I T A ® .. 1 I A _.._..-B C D E F G H i I - 3 K-- L M N 1 Osgood Solar Permits 2 October 13,2016 3 4 Permd ft Date $Amt of Permit'Permit Fee Scope 5 6 186-2017 .. ...812312016 $1,620,293,00', $19.444.'00,X1.38 MW Ground Mounted Solar Array'North". . . _. .. .... .__ . _ .. .. Y 9 ,1275-2016 617/2016 $2,061,427.00! $24,737:00:1.2 MW Roof Mounted Solar Panels-Cost of Permit Includes Strip and ReRoof 10 1255 20]6 517/2016 $2,575,000.00' $30;922_00:1.2 MW Roof Mounted Solar Panels-Cost of Permit Includes Strip and ReRoof tt t2 4DD-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 is _ 1.7 20 20 2123 `1 .. _.... 24 2s 26 Sheetl https://docs.google.com/spreadsheets/d/19OWwKHaj2lHvhngoAKKHxQc8ZRYpQdE_SMcl_dO9ORg/edit#gid=0 1/1 U 1600 OSGOOD STREET NORTH ANDOVER,MASSACHUSETTS Ell BUILDINGS 20 & 21 STRUCTURAL ASSESSMENT For Proposed Solar Panel Array System C _ .: Li Prepared For: a POWEROWNERS L.L.C. 857 Turnpike Street North Andover,Massachusetts 0184 (978) 309-6688 iA OF L� Prepared By: y��,�`�� ', I 13 COLINHER J. y� GALLAG f1 C.14 CIVIL cn vsmmwwkNo.30114 Fa/STire: U Li FNC;INEERING LLC n 50-S Audubon Road L� Wakefield, MA 01880 0 ' �. 978-774-1884 Li Structural Assessment May 2016 Page 1 U 0 c TABLE OF CONTENTS Page No. 1.Project Description........................................................................3 CII.Scope of Work.............................................................................4 CIII.Site Investigations........................................................................5 IV.Structural Analysis.....................................................................5 V.Findings/Conclusions....................................................................7 APPENDICES A. Site Photographs CB. Design Calculations C. PanelClaw Certification a a c Structural Assessment May 2016 Page 2 I.PROJECT DESCRIPTION Introduction This Roof Assessment Report has been commissioned by PowerOwners, L.L.C., to determine the capacity of the existing structure to support the addition of a roof mounted solar panel array system. In 2007 solar panels were added in the south side of the building. These panels are covered in a previous report by BMC Engineering, dated March 2007. A second phase of roof mounted solar panel arrays are proposed to be �i located on the roofs of three of the property buildings. The property is currently owned and managed by Ozzy Properties Inc., based in Andover, Massachusetts, as commercial manufacturing and office space. Project Location The project is located at 1600 Osgood Street in North Andover, Massachusetts. The site is situated on 169 acres close to nearby Interstate Route 495. at . 1600 OSGOOD ST. ,. ' Building Description/History 1600 Osgood Street, formerly known as the Lucent Merrimack Valleyworks Property, was acquired by Ozzy Properties Inc., in September, 2003. The property has three main buildings structures, originally known as Building # 20, Building #30 and the Bell Labs n Building (Building #21). The buildings have approximately 1.5 million square feet of Lmanufacturing,office and warehouse space for rental. �I Building#20 and Building#30 were originally constructed between the years 1954-1956 for Western Electric and housed company office and manufacturing facilities. By 1958 Western Electric doubled the size of the manufacturing floor and expanded the main Structural Assessment May g 2016 Page 3 office building. The second expansion in 1962 also added the Bell Labs facility(building #21). These buildings subsequently later became the property of AT&T, as successor to Western Electric and more recently Lucent Technologies. At its peak, the former Merrimack Valley Works building employed close to 13,000 workers from throughout the region. The plant was, at one time, the largest manufacturing space available in the region. II. SCOPE OF WORK Structural Engineering Evaluations Our scope of work has been defined as three engineering tasks defined herein: CI Task A -Preliminary Site Visit BMC Engineering originally conducted a site visit on May 18,2016 to record data on the existing roof and building construction as well as confirm original drawings and field conditions. Existing drawings were made available for our use. During the site visit we noted important in-situ conditions, such as the loading from piping and equipment supports hung from or supported by 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. E Task B-Structural Analysis and Assessment BMC structural engineers conducted a structural analysis and assessment to determine the state of stress and deflection for all roof and other relevant structural members that EI 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-Preparation of Draft Report This report provides written documentation of our investigations and conclusions regarding the capacity of the roof to support the installation of the proposed solar panel systems. 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, PowerOwners L.L.C., expressly for his purposes in obtaining a Building Permit from the Town of North Andover to erect the proposed solar panel arrays. It is not to be used by any other party for any other purpose. The inspection of the existing structure is limited to visual observations. During the latest site visit the weight of the existing stone was tested to further confirm the existing loads. C E EStructural Assessment May g 2016 Page 4 E C C III.SITE INVESTIGATIONS Existing Structure The existing roof is comprised of a tar and gravel roof attached to a poured gypsum deck. The gypsum was originally poured on rigid boards to allow it to cure. The boards span Cbetween steel bulb tees which span 8'-0" between wide flange steel beams at building No. 20. The beams span over the top of steel trusses which are in turn supported by steel columns which transfer all imposed roof loads through two levels of office space to Cgrade. At building no. 21 the gypsum support bulb tees span over open web steel joists. The joists typically span 42'-0" between wide flange beams. The beams span between steel columns which transfer all of the imposed roof loads to grade. The exterior walls of both buildings consist of brick fagade with approximately 20%open space. No visible signs of water damage or degradation were observed on the underside Cof the roofing which appeared to be performing adequately with no signs of excessive deflection. Prior to installing the proposed panels the contractor is to scrape and remove the existing gravel down to the tar and install a new fully adhered TPO roof membrane with polyiso insulation. The reroof will lower the existing roof dead load by approximately 2 pounds per square foot due to the removal of the gravel. Conditions/Observations C At the time of the inspection the air temperature was approximately 60°F and it was overcast. In the proposed areas to be used for solar panels, the roof framing appeared to be performing adequately with no signs of excessive deflection. It had rained the night before the inspection and there were signs of minor ponding on the roof. It should be noted that during the inspection it was found that there were no overflow drains installed.There is a 24 inch high parapet around the full perimeter of the building. The exterior of the building was inspected and there were no apparent signs of settlement found in the existing foundation. IV. STRUCTURAL ANALYSIS Design Criteria International Building Code, IBC 2009 as amended by Massachusetts State Building Code 780CMR, 8s'edition. International Existing Building Code, IEBC 2009. C American Concrete Institute ACI 318 American Institute of Steel Construction,AISC 1P edition The addition of the ballasted roof mounted PV arrays on the existing building has been evaluated in accordance with the International Existing Building Code IEBC 2009 as amended by MBC 80' edition. The conclusions of that evaluation are outlined below: - C Structural Assessment May 8 2016 Page 5 C C NEW CONSTRUCTION The design of the PV modules and associated ballasted framing on the existing roof is in accordance with 113C 2009,Chapter 16. EXISTING BUILDING EVALUATION PER IEBC 2009 n Classification of the work Lj The addition of the PV arrays on the roof is classified as "Alterations — Level 2" per section 404.1 "... installation of any additional equipment". The alteration has been evaluated per the"Work area compliance method"per section 101.5.2 of IEBC 2009. Section 707A"Existing Structural elements carrying gravity load" Alterations shall not reduce the capacity of the existing gravity load-carrying structural �� g elements unless it is demonstrated that the elements have the capacity to carry the Eapplicable design gravity loads required by the International Building Code. Existing structural elements supporting any additional gravity load as a result of the alterations, including the effects of snow drifts, shall comply with the International Building Code. The exception to this rule is "Structural elements whose stress is not increased by more than 5 percent." The addition of the PV system combined with the reroofing was found to increase the gravity load by less than 5 percent; therefore additional analysis for gravity load is not r' required by code. BMC Engineering, however, carried out an independent analysis of all `J relevant structural elements affected and found all members to be adequate for the additional gravity load as well as the increased flat roof snow load of 35 psf per current El code. In addition, the reserve capacity of all structural members affected by the proposed installation of solar modules was calculated. The results of the analysis are included in Appendix B attached. 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. n Section 707.5"Existing Structural elements resisting lateral loads Any existing lateral load-resisting structural element whose demand-capacity ratio with n the alteration considered is no more than 10 percent greater than its demand-capacity U ratio with the alteration ignored shall be permitted to remain unaltered. The additional load from the proposed solar system to be placed on Building Nos. 20 and E 21 is 509,527 lbs per the PanelClaw ballast layout. The weight of roofing that will be removed during the re-roof is approximately 200,000 lbs. This net effect has increased Edemand-capacity ratio approximately 7.0% on the roof lateral load carrying structural Structural Assessment May 2016 Page 6 C C C elements, therefore the existing building does not need to be altered for lateral loads. The Cdemand capacity calculations are included in Appendix B attached. V.FINDINGS/CONCLUSIONS BMC Engineering completed an analysis for all of the applicable structural load carrying elements. It was found that both building no.20 and 21 had the required capacity to carry the proposed solar arrays. The actual solar panel array load provided by Panelclaw is 6.9 psf maximum which includes the solar panels together with the associated framing and ballast. It should be noted that the maximum solar array load is spread between multiple load carrying elements and the maximum Panelclaw load is conservative when looking at specific beams. Therefore the existing structure is considered adequate for the additional gravity load together with the snow load per code. It should be noted that the profile of the Panelclaw system is such that the peak height of the PV modules is only 10.62 inches. Additional load due to drifting snow is considered negligible as the flat snow load will completely cover the PV arrays. The Panelclaw system has two lines of support for eve PV module versus one for y pp every o 0 n traditional PV systems. This helps to spread out the point loads delivered by the PV array I onto the roof making the loads act more like a uniform load on the roof. C C C C C C C c C Structural Assessment May 2016 Page 7 C C C C C C C C APPENDIX A-SITE PHOTOGRAPHS C C L1 C C C C C CStructural Assessment May g 2016 Page 8 C .wkE-a a ,�„ 4 s.ak" 1 t F p'd y.., �' t►.. '. 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S e' C iC;:: is +W � j•" -,rill t r Photo#5—Minor Foundation Cracking at Building 20 Structural Assessment May 2016 Page 11 C� c Ell X47,4, i '1 f ^:a c - Photo# 5 —Minor Foundation Cracking at Building 21 Building#21 # Z ' $ Building#20 +�# • �� •,�, -. r 'til�i+r�.,�-,� �,;; 9 l 15� ...�t s � >�.i :'l * ' � .fir: - f �• �R �'«�`sf.. ye 3{} k ^jam '�wj �� •'� x S � �i Photo #6—Aerial view of building roof F, Structural Assessment May 2016 Page 12 n, u C C C C C C C C a APPENDIX B DESIGN CALCULATIONS C C C U C C C U Structural Assessment May 2016 Page 13 C "ASCE705S.xis"Program Version 1.4 n SNOW LOADING ANALYSIS Per ASCE 7-05 Code for Buildings with Fiat or Low Slope Roofs,(<=5 deg.or t In.lft.) for Balanced Snow,Drift,and Rain-on-Snow Surchar a Loadings Job Name: 1600 Osgood St. Sub'ect: Roof Loading GJob No: Ori inator. JJEK Checker. 1CJG Input Data: Building Classification= II Table 1-1,page 3 Ground Snow Load,pg= 50.00 psf Figure 7-1,pages 84-85 and Table 7-1,page 92 Length of High Roof,Lu= 1.00 ft. Length of Roof Upwind of the Snow Drift Length of Low Roof,LL= 540.00 ft. Length of Roof Downwind of the Snow Drift C Dist.from Eave to Ridge,W= 245.00 is Horizontal Distance from Eave to Ridge Type of Roof= Monoslope Type of Roof=Monoslope,Gable,or Hip Obstruction Height,ho= 2.00 ft. High Roof-Low Roof Elevations Roof Slope,S= 0.25 in.ift. S=Rise per foot of Run Exposure Factor,Ce= 1.00 Table 7-2,page 92 Thermal Factor,Ct=1 1.00 Table 7-3,page 93 a Results: Roof Angle,0= 1.1935 deg. 0=ATAN(S/12) Importance Factor,I= 'T.-00 Table 74,page 93 Snow Density,y= 20_.50 pcf y=0.13"pg+14<=30 (Eqn.7-3,page 83) n Flat Roof Snow load,pf= 35.00 psf pf=0.7`Ce"CPI"pg (Eqn.7-1,page 81) L pf(min)= 20.00 psf pf(min)=pg•I for pg<=20, pf(min)=20*1 for pg>20 Muse)= 3500 psf pf(use)=maximum of:pf or pf(min) (Section 7.3,page 81) Balanced Snow Load Ht.,hb= 1.71 fL hb=pf(useyy (Section 7.1,page 81) C Clear Height,he= 0.2_9 ft. he=ho-hb>=0 (Section 7.1,page 81) Leeward Drift Height,hdL= 2.00 ft. hdL=0.43'Lu^1/3"(pg+10)`1/4-1.5, with Lu>=25' (Figure 7-9) Windward Drift Height,hdw= 6.18 ft. hdw,=0.75"(0.43"LL^1/3"(pg+10)^1/4-1.5), with LL>=25' C Design Drift Height,hd= 0.29 ft. hd=minimum of:(maximum of:(hdL or hdw)) or he Ratio,hc/hb= 0.17 If hc/hb<0.2,then snow drifts are not required to be applied Drift Length,w= 0.00 ft. If hd<=he: w=4"hd , if hd>he: w=4"hd^2/hc (Sect.7.7.1) Drift Length,w(max)= 0.00 ft. w(max)=minimum of: 8"hc or LL Drift Length,w(use)= 0.00 fL w(use)=minimum of: w or w(max) Wt.of Drift at High End,pd= 0.00 psf pd=hd"y (maximum value) Rain-on-Snow Surch.,prs= 0.00 psf prs=5.0 psf when 0<pg<_20 and 0<W/50) (Sect.7.10) Balanced Snow Load,pf(bai)= 35.00 psf pf(bai)=maximum of:pf+prs or pf(min) `Total Snow Load,p(totai)= 35.00 Ipsf P(total)=pf(bai)+pd Wind El (Length of High Roof) Ypd=0 psf C Surcharge Load he=0.29' Due to Drifting hd= 0.29' ho=2' Rain-on-Snow Su h. E, hb= pf=35 psf Balanced Snow Load Note:Rain-on-snow surcharge d ft need not be combined with LL=540' snow drift for total load. (Length of Low Roof) Configuration of Snow Drift on Lower Roof C E1 of 1 5/26/2016 2:46 PM c CLIENT Power Owners CALC BY JEK JOB NO. IG-1325 BHC -PROJECT I GOO Osgood 5t., N. Andover, MA CHECK BY Q6 SHT NO. DETAIL 5ei5mic Analysis - Building 20 4 21 1 REV.BYI I DATE 5/3 1/1 G n Calculate the Cumulative Increase in D mand-CapaCity Ratio L� Original Roof Dead Load= 30 psf (� Framing Dead Load= 7.00 psf Orig. Design Snow Load= 30 psf din h= Bud g Lengt 1000 ft Building Width= 100 ft CBudding Height= 4G ft 100 Roof Dead Load= 3500 lops Roof Live Load (20%Snow)= GOO bps Perimeter Brick Walls 20%open= 3157.44 kips 00 Total Weight = 7257.44 bps 1000 CTo Prevent a Seismic Retrofit_ Total 5yattim W&ght<_ ".if Reroof Removal = -2 psf (-3 psf Built-up Roofing + I new TPO insul.) Ell Max Panel Array Load = 925.744 bps (10%original total weight + roof removal load) Total Array Load = 509.527 bps (Per PanelClaw Ballast Layout Rev 0 Dated 5/17/1 G) CResult = OK, No Further 5ei5mic Design Required E E C C L� i C BMC ENGINEERING, L.L.C. Structural Dngineering Consultants CLIENT PowerOwnem L.L.C. CALC BY JEK JOB NO. 16-1325 Lj PROJECT 1600 Osgood Street. No. Andover CHECK BY SHT NO. DETAIL Budding 20 REV.BY1DATE 5126/16 Input Beam Size W 12x 19 simply e.upported beam Tnb. Width= 7.00 ft Beam Span= 24 ft Fy= 33 ksi Dead Loads Proposed Roofing= 4.0 psf (6 psf orig.T&G-3Psf G+l psf membrane(insul/board) 2"Poured Gypsum= 8.0 psf V Fiberglass Insul= 2.0 psf Bulb Ts @ 24 5/8"O.C.= 2.0 psf Misc.Hung Loads= 10.0 psf Existing Dead Load= 26.0 psf aLive Loads Existing Snow Load= 35 psf (780 CMR-8th Edition Table 1604.11) n ASCE 7-05 LExisting Loads LL = 245 plf DL= 201 plf (Note:includes self weight of beam) Total DL+LL= 446 plf Design Beams for Bending Sxx= 21.3 in (A.I.S.C.Manual of Steel Construction,Third Ed.) CMax Moment = 385 k-in Existing Bending Stress,fb= 18.09 ksi Fbwl=0.66Fy= 21.78 ksi OK Available uniform Load for Solar Panels= 13.00 psf Check Beams for Deflection Ixx= 130 in' (A.I.S.C.Manual of Steel Construction,Third Ed.) SLL=5/384*(we/EI)= 0.49 inches SLLALL=L/360= 0.80 inches OK SLL+DL=5/384*(we/EI)= 0.88 inches DILL+DL L/240= 1.20 inches OK Available uniform Load for Solar Panels= 22.87 psf Check Beams for Shear d= 12.2 in' tW= 0.235 in' Axx=dt,,,= 2.867 in (A.I.S.C.Manual of Steel Construction,Third Ed.) t, Existing Reaction,R =wl/2= 5.35 kips f,=R/A= 1.87 ksi Fv,u=0.4Fy= 13.20 ksi OK Available uniform Load for Solar Panels= 386.82 psf Minimum allowable reserve load on the beam= 13.00 psf C C BMC ENGINEERING, L.L.C. Structural Engineering Consultants CCLIENT PowerOwnem L.L.C. CALC BY JEK JOB NO. PROJECT 1600 Osgood 5treet. No.Andover CHECK BY SHT NO. DETAIL Building 20 REV.BYJ DATE 5/26/16 Input Beam SizelW 12x22 Simply Supported beam Trib. Width= 8.00 R n Beam Span= 24 ft LFy= 33 ksi Dead Loads Proposed Roofing= 4.0 psf (6 psf orig.T&G-3Psf G+1 psf membrane/insul/board) 2"Poured Gypsum= 8.0 psf 1"Fiberglass Insul= 2.0 psf C Bulb Ts @ 24 5/8"O.C.= 2.0 psf Misc.Hung Loads= 10.0 psf mss. Existing Dead Load= 26.0 psf DLive Loads Existing Snow Load= 35 psf (780 CMR-8th Edition Table 1604.11) ASCE 7-05 Existing Loads LL = 280 pif DL= 230 plf (Note:includes self weight of beam) CTotal DL+LL= 510 plf Design Beams for Bending Sxx= 25.4 in; (A.I.S.C.Manual of Steel Construction,Third Ed.) Max Moment = 441 k-in Existing Bending Stress,fb= 17.35 ksi Fban=0.66Fy= 21.78 ksi OK Available uniform Load for Solar Panels= 16.28 psf Check Beams for Deflection Ixx= 156 in4 (A.I.S.C.Manual of Steel Construction,Third Ed.) SLL=5/384*(wl/EI)= 0.46 inches SLLALL=L/360= 0.80 inches OK SLL+DL-5/384*(w1`i/EI)= 0.84 inches SaIILL+DL=L/240= 1.20 inches OK Available uniform Load for Solar Panels= 27.15 psf Check Beams for Shear d= 12.3 int tW= 0.26 int Axx=dt,,= 3.198 int (A.I.S.C.Manual of Steel Construction,Third Ed.) n Existing Reaction,R =wl/2= 6.12 kips Lf„=R/A= 1.91 ksi Fv.0=0.4Fy= 13.20 ksi OK Available uniform Load for Solar Panels= 375.97 psf Minimum allowable reserve load on the beam= 16.28 psf C L WC .ENGIN. EERING, L.L.C. Structenrxl Enghwering Considionts CLIENT PowerOwnem L.L.G. CALC BY JEK JOB NO PROJECT 1600 Osgood 5treet. No. Andover CHECK BY aG SHT NO DETAIL Buddmg 20 REV.BY DATE 5/26/16 CInput Beam Sizel W 14x30 �51mpfy supported beam Tn'b. Width= 24.00 ft n Beam Span= 18 ft L Fy= 33 ksi Dead Loads �IProposed Roofing= 4.0 psf (6 psf prig.T&G-3Psf G+l psf membranc/insul/board) 2"Poured Gypsum= 8.0 psf 1"Fiberglass Insul= 2.0 psf a Bulb Ts Q 24 518"O.C.= 2.0 psf Beams= 3.2 psf Misc.Hung Loads= 10.0 psf Existing Dead Load= 29.2 psf Live Loads Existing Snow Load= 35 psf (780 CMR-8th Edition Table 1604.11) ASCE 7-05 Exlstine Loads LL = 840 plf DL= 731 plf (Note:includes self weight of beam) ETotal DL+LL= 1571 pif Desien Beams for Bendine Sxx= 42 int (A.I.S.C.Manual of Steel Construction,Third Ed.) Max Moment = 763 k-in Existing Bending Stress,fb= 18.18 ksi Fbvl=0.66Fy= 21.78 ksi OK Available uniform Load for Solar Panels= 12.97 psf n Check Beams for Deflection UIxx= 291 in' (A.I.S.C.Manual of Steel Construction,Third Ed.) SL%=5/384*(we/EI)= 0.24 inches SLLALL=L/360= 0.60 inches OK I ' SLL+DL=5/384*(wl4/En= 0.44 inches 8e1ILL+DL=L/240= 0.90 inches OK QUI Available uniform Load for Solar Panels= 68.53 psf Check Beams for Shear d= 13.8 in' tW= 0.27 int (� Axx=dta,= 3.726 in' (A.I.S.C.Manual of Steel Construction,Third Ed.) Existing Reaction,R =wl/2= 14.14 kips L� f„=R/A= 3.79 ksi Fy,a=0.4Fy= 13.20 ksi OK Available uniform Load for Solar Panels= 162.25 psf Minimum allowable reserve load on the beam= 12.97 psf E C C BMECLIENT!Power Owners CALC. JEK JOB NO. 16-1325 PROJECTI 1600 Osgood Street, North Andover CHECK C [� SHTNO. ENGINE!RFNG llC � � .��. ...._..._�_...�-.�.. ....�.....-...-....�.. ..-.....�..e......_ __..._.�._ ...,..� DETAIL;Roof Load Calculations - Budding ago _ REV. DATE. 5/20/1 G. -T�SS �`�'-CV- C - 0 ' l�1Sc NOry(o _ � = C"tit-oss — Hv,j(, SC'C F 11, ��k Cy. C r � nn @ (4 sr- - � ` � )u -0c, -T ( �� = �x ° x��� - l IS3 I, IS I/, 33 f,l S C� C c CCLIENT Power Owners CALL. JEK JOB NO. 16-1325 BMCPROJECT 1600 Oscgood Street, North Andover CHECK. C3G SHT NO. .nn.'t,,,xx iKs DETAIL Roof Load Calculations- Buddhn 20 REV. DATE. 5/20/1 G _�T12..t1.J�S x8'x � ,3't,SE.r- - _ (Ij x��� Sic G� 3L�r 4A� FqV C j-� Clfl'cv� - F-N S►L.E Q-r Sx as K (10 5-p -f- (01 .rr + �Fmci) CAU 71fE 5a7F U(S+T ¢ —rHE Ioc(' `cA-4 c/J(o ca(u. Ae-ru?k-(,c y VF r CSC f_'r�S p /L0 lr-,X .Tt� Ci- (L),4.-) U, '01 AX +_ (T IS C C � CLIENT I Power Owners } CALC. JEK JOB NO. I G-1325 B PROJECT I GOO Osgood Street, North Andover I CHECK C7�j SHT NO. DETAIL Roof Load Calculations - Buildin6j jo REV. DATE. 512011 G C Cr SCK ?t� $x35S = �op OF N X 7o Y4 > C . c C C C C C C C C c c cl Job NoeetNO Rev 16-1325 1 n Software licensed to BMC Engineering Part Job Title 1600 Osgood St.,N.Andover Ref B20 Truss T-1 l By JEK Dete05127/2016 ctw CJG Client PowerOwners He Final Truss T1.std Dailertime 31-May-201613:51 cWT S9315S c Wit u3s c 3D Rendered View t B g-o n tem 135 b n ee �IL ytff/ o+ pb u oa c to 03 7 o .7e �° s Iy77 a� n o0 7e 7f Y2 � c - �- o 1-dt Whole Shucfum c Auzai*,F -ui y cam= CprFx Six -�-��. = aye �3 � � 5�, �-��- ��� ���� < ►�fs�c����. Print lime/Date:31/05!2016 13:58 STAAD.Pro for Windows Release 2004 Print Run 1 of 1 E Tuesday, May 31, 2016, 01:55 PM PAGE NO.. 1 # # + STAAD.Pro # . �I * Version 2004 Bld 1004.US * Proprietary Program of + * Research Engineers, Intl. + * Date= MAY 31, 2016 + E, + Time= 13:51%51 + USER ID: BMC Engineering + c 1. STAAD PLANE INPUT FILE: Final Truss T1.STD 2. START JOB INFORMATION 3. JOB NAME 1600 O9GOOD ST., N. ANDOVER 4, JOB CLIENT POWEROWNERS S. JOB NO 16-1325 6. JOB REF B20 TRUSS T-1 7. ENGINEER NAME JEK 8. CHECKER NAME CJG 9. ENGINEER DATE 05/27/2016 10. END JOB INFORMATION 11. INPUT WIDTH 79 12, UNIT INCHES KIP 13. JOINT COORDINATES 14. 119 0 66 0; 120 44 0 0; 121 88 66 0; 122 136 0 0; 123 184 66 0; 124 232 0 0 15. 125 280 66 0; 126 328 0 0; 127 376 66 0; 128 424 0 0; 129 472 66 0 16. 130 520 0 0; 131 568 66 0; 132 616 0 0; 133 664 66 0; 134 7080 0 17. 135 752 66 0; 136 0 0 0; 137 752 0 0 18. MEMBER INCIDENCES 19. 72 119 120; 73 120 121; 74 121 122; 75 122 123; 76 123 124; 77 124 125 20. 78 125 126; 79 126 127; 80 127 128; 81 128 129; 82 129 130; 83 130 131 21. 84 131 132; 85 132 133; 86 133 134; 87 134 135; 88 119 121; 89 121 123 22. 90 136 120; 91 137 134; 92 123 125; 93 125 127; 94 127 129; 95 129 131 23. 96 131 133; 97 135 133; 98 120 122; 99 122 124; 100 124 126; 101 126 128 24. 102 128 130; 103 130 132; 104 134 132 25. DEFINE MATERIAL START 26. ISOTROPIC STEEL 27. E 29000 28. POISSON 0.3 E29. DENSITY0.000283 30. ALPHA 6.5E-006 31. DAMP 0.03 32. END DEFINE MATERIAL E 33. CONSTANTS 34. BETA 180 MEMB 90 91 98 TO 104 35. MATERIAL STEEL MEMS 72 TO 104 36. MEMBER PROPERTY AMERICAN 37. 90 91 98 TO 104 TABLE T W16X50 38. 88 89 92 TO 97 TABLE T W16X67 39. 75 84 TABLE LD L35254 SP 0.5 40. 73 86 TABLE LD L35256 SP 0.5 E CSI C \\BMC-NAS\Data\shared\BMC\PROJECTS\SOLAR CLIENTS\Power Owners\16-13251600 Osgood St., No. Andover\Calculations 5 20 C r-, Tuesday, May 31, 2016, 01.55 PM LSTAAD PLANE -- PAGE NO. 2 41. 72 87 TABLE LD L30205 SP 0.5 42. 74 76 TO 83 85 TABLE LD L25204 SP 0.5 43:, SUPPORTS 44. 119 135 FIXED BUT MX MY MZ KFX 45 45. 136 137 FIXED BUT FY MX MY MZ KFX 24 C 46. MEMBER RELEASE 47. 72 TO 87 START MX MY MZ 48. 72 TO 87 END MX MY MZ 49. LOAD 1 LOADTYPE NONE TITLE LOAD CASE 1 50. SELFWEIGHT Y -1 51. JOINT LOAD 52. 121 123 125 127 129 131 133 FY -11.33 53. 121 123 125 127 129 131 133 FY -1.15 C54. PERFORM ANALYSIS P R O B L E M S T A T I S T I C S ----------------------------------- NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS = 19/ 33/ 4 ORIGINAL/FINAL BAND-WIDTH. 16/ 3/ 12 DOF TOTAL PRIMARY LOAD CASES . 1, TOTAL DEGREES OF FREEDOM 55 SIZE OF STIFFNESS MATRIX - 1 DOUBLE KILO-WORDS REORD/AVAIL. DISK SPACE . 12.1/ 0.0 MB C **** WARNING : AVAILABLE HARD DISK SPACE MAY NOT BE ENOUGH TO COMPLETE EXECUTION. IF YOUR AVAILABLE HARD DISK SPACE ON THE ANALYSIS DRIVE IS GREATER THAN 3GB THIS MESSAGE MAY BE ERRONEOUS C 55. PRINT SUPPORT REACTION ALL C C C C C C h �\BMC-NAS\Data\shared\BMC\PROJECTS\SOLAR CLIENTS\Power Owners\16-1325 1600 Osgood St., No. Andover\Calculations 5 20 Ell Tuesday, May 31, 2016, 01:55 PM T STAAD PLANE -- PAGE NO. 3 SUPPORT REACTIONS -UNIT BIP INCH STRUCTURE TYPE PLANE ----------------- CJOINT LOAD FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y NAM Z 119 1 -5.35 )TESTAN 0.00 0.00 0.00 0.00 135 1 5.35 0.00 0.00 0.00 0.00 136 1 3:88 0.00 0,00 0.00 0.00 137 1 -3.88 0.00 0:00 0.00 0.00 Cttttttttttttt* END OF YSIS RESULT56. PRINT SECTION DIS c c c c c a a C C c n BMC-MAS Data\shared\BMC\PROJECTS SOLAR CLIENTS\Power Owners 16-1325 Osgood St., No. Andover\Calculations 5 20 c Tuesday, May 32, 2016, 01:55 PM STAAD PLANE -- PAGE NO, 9 97 1 -0.1190 0.0000 0.0000 -0.1183 -0.0404 0.0000 -0.1177 -0.0807 0.0000 -0.1170 -0.1209 0.0000 -0.1164 -0.1610 0.0000 -0.1157 -0.2009 0.0000 -0.1151 -0.2407 0.0000 -0.1144 -0.2802 0.0000 n -0.1138 -0. 195 0.0000 -0.1131 -0.3586 0.0000 !iU -0.1125 -0.3974 0.0000 -0.1119 -0.4360 0.0000 -0.1112 -0.4744 0.0000 CMAX LOCAL DISP = 0.00348 AT 44.00 LOAD 1 L/DISP= 25277 98 1 -0.1627 -0.2494 0.0000 -0.1606 -.0.2903 0.0000 -0.1586 -0.3313 0.0000 -0.1565 -0.3721 0.0000 -0.1545 -0.4127 0.0000 -0.1525 -0.4530 0.0000 -0.1504 -0.4930 0.0000 -0.1484 -0.5325 0.0000 -0.1463 -0.5715 0.0000 -0.1443 -0.6100 0.0000 -0.1422 -0.6478 0.0000 -0.1402 -0.6849 0.0000 -0.1382 -0.7213 0.0000 MAX LOCAL DISP = 0.00787 AT 53.67 LOAD 1 L/DISP= 11694 99 1 -0.1382 -0.7213 0.0000 -0.1343 -0.7584 0.0000 -0.1304 -0.7946 0.0000 -0.1265 -0.8298 0.0000 LLLiii -0.1226 -0.8641 0.0000 -0.1187 -0.8973 0.0000 -0.1148 -0.9295 0.0000 -0.1109 -0.9605 0.0000 -0.1070 -0.9905 0.0000 -0.1031 -1.0194 0.0000 -0.0992 -1.0471 0.0000 -0.095 - 7 3 1.0 38 0.0000 -0.0914 -1.0993 0.0000 MAX LOCAL DISP = 0.01916 AT 48.00 LOAD 1 L/DISP= 5009 100 1 -0.0914 -1.0993 0.0006 -0.0864 -1.1238 0.0000 -0.0815 -1.1471 0.0000 -0.0765 -1.1692 0.0000 c -0.0715 -1.1900 0.0000 -0.0666 -1.2096 0.0000 -0.0616 -1.2278 0.0000 -0.0567 -1.2446 0.0000 -0.0517 -1.2600 0.0000 -0.0467 -1.2740 0.0000 -0.0418 -1.2866 0.0000 -0.0368 -1.2978 0.0000 -0.0319 -1.3075 0.0000 MAX LOCAL DISP 0.02434 AT 48.00 LOAD 1 L/DISP= 3944 101 1 -0.0319 -1.3075 0.0000 -0.0266 -1.3158 0.0000 -0.0212 -1.3226 0.0000 -0.0159 -1.3280 0.0000 c -0.0106 -1.3318 0.0000 -0.0053 -1.3341 0.0000 0.0000 -1.3349 0.0000 0.0053 -1.3341 0.0000 0.0106 -1.3316 0.0000 0.0159 -1.3280 0.0000 0.0212 -1.3226 0.0000 0.0266 -1.3158 0.0000 0.0319 -1.3075 0.0000 n MAX LOCAL DISP - 0.02738 AT 48.00 LOAD 1 L/DISP= 3506 a c c \\BMC-NRS\Data\shared\BMC\PROJECTS\SOLAR CLIENTS\Power Owners\16-1325 2600 Osgood St., No. Andover\Calculations 5 20 El Tuesday, May 31, 2016, 01:56 PM CSTAAD PLANE -- PAGE NO. 11 MEMBER FORCE ENVELOPE a --------------------- ALL UNITS ARE KIP INCH C 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 C 72 MAX 0.02 0.00 1 0.00 0.00 1 0.00 0.00 1 0.00 0.00 1 54.97 T 79.32 1 MIN -0.02 79.32 1 -0.36 39.66 1 n 0.00 79.32 1 0.00 79.32 1 55.03 T 0.00 1 I 73 MAX 0.03 0.00 1 0.00 0.00 1 U 0.00 0.00 1 0.00 0.00 1 54.48 C 0.00 1 MIN -0.03 79.32 1 -0.52 39.66 1 0.00 79.32 1 0.00 79.32 1 54.40 C 79.32 1 74 MAX 0.01 0.00 1 0.00 0.00 1 0.00 0.00 1 0.00 0.00 1 40.02 T 81.61 1 n MIN -0.01 81.61 1 -0.29 40.80 1 4 0.00 81.61 1 0.00 81.61 1 40.06 T 0.00 1 'u 75 MAX 0.02 0.00 1 0.00 0.00 1 0.00 0.00 1 0.00 0.00 1 39.93 C 0.00 1 MIN -0.02 61.61 1 -0.40 40.80 1 u 0.00 81.61 1 0.00 81.61 1 39.88 C 81.61 1 76 MAX 0.01 0.00 1 0.00 0.00 1 0.00 0.00 1 0.00 0.00 1 24.18 T 81.61 1 Li MIN -0.01 81.61 1 -0.29 40.80 1 0.00 81.611 0.00 81.61 1 24.22 T 0.00 1 77 MAX 0.010.00 1 0.00 0.00 1 0.00 0.00 1 0.00 0.00 1 23.89 C 0.00 1 MIN -0.01 81.61 1 -0.29 40.80 1 0.00 81.61 1 0.00 81.61 1 23.85 C 81.61 1 78 MAX 0.01 0.00 1 0.00 0.00 1 0.00 0.00 1 0.00 0.00 1 8.10 T 81.61 1 MIN -0.01 81.61 1 -0.29 40.80 1 0.00 81.61 1 0.00 81.61 1 8.14 T 0.00 1 79 MAX 0.01 0.00 1 0.00 0.00 1 0.00 0.00 1 0.00 0.00 1 7.92 C 0.00 1 MIN -0.01 81.61 1 -0.29 40.80 1 0.00 81.61 1 0.00 81.61 1 7.88 C 81.61 1 80 MAX 0.01 0.00 1 0.00 0.00 1 0.00 0.00 1 0.00 0.00 1 7.92 C 81.61 1 C C \\BMC-NAS\Data\shared\BMC\PROJECTS\SOLAR CLIENTS\Power Owners\16-1325 1600 Osgood St., No. Andover\Calculations 5 20 C Tuesday, May 31, 2016, 01:56 PM STAAD PLANE -- PAGE NO. 12 MIN -0.01 81.61 1 -0.29 40.80 1 0.00 81.61 1 0.00 81.61 1 7.68 C 0.00 1 81 MAX 0.01 0.00 1 0.00 0.00 1 0.00 0.00 1 0.00 0.00 1 8.10 T 0.00 1 C MIN -0.01 81.61 1 -0.29 40.80 1 0.00 81.61 1 0.00 81.61 1 8.14 T 81.61 1 82 MAX 0.01 0.00 1 0.00 0.00 1 C0.00 0.00 1 0.00 0.00 1 23.89 C 81.61 1 MIN -0.01 81.61 1 -0.29 40.80 1 0.00 81.61 1 0.00 81.61 1 23.85 C 0.00 1 C 83 MAX 0.01 0.00 1 0.00 0.00 1 0.00 0.00 1 0.00 0.00 1 24.18 T 0.00 1 MIN -0.01 81.61 1 -0.29 40.80 1 0.00 81.61 1 0.00 81.61 1 24.22 T 81.61 1 I I 84 MAX 0.02 0.00 I 0.00 0.00 1 LLLJJJ 0.00 0.00 1 0.00 0.00 1 39.93 C 81.61 1 MIN -0.02 81.61 1 -0.40 40.80 1 a0.00 81.61 1 0.00 81.61 1 39.88 C 0.00 1 85 MAX 0.01 0.00 1 0.00 0.00 1 0.00 0.00 1 0.00 0.00 1 40.02 T 0.00 1 MIN -0.01 81.61 1 -0.29 40.80 1 f 0.00 81.61 1 0.00 81.61 1 40.06 T 81.61 1 U 86 MAX 0.03 0.00 1 0.00 0.00 1 0.00 0.00 1 0.00 0.00 1 54.48 C 79.32 1 MIN -0.03 79.32 1 -0.52 39.66 1 0.00 79.32 1 0.00 79.32 1 54.40 C 0.00 1 87 MAX 0.02 0.00 1 0.00 0.00 1 0.00 0.00 1 0.00 0.00 1 54.97 T 0.00 1 MIN -0.02 79.32 1 -0.36 39.66 1 0.00 79.32 1 0.00 79.32 1 55.03 T 79.32 1 88 MAX 0.19 0.00 1 0.00 0.00 1 LLLJJJ 0.00 0.00 1 0.00 0.00 1 25.15 C 0.00 1 MIN -0.06 88.00 1 -6.26 66.92 1 n 0.00 88.00 1 0.00 88.00 1 25.15 C 88.00 1 `u 89 MAX 0.31 0.00 1 -5.65 0.00 1 0.00 0.00 1 0.00 0.00 1 78.90 C 0.00 1 n MIN 0.04 96.00 1 -22.52 96.00 1 10.00 96.00 1 0.00 96.00 1 78.90 C 96.00 1 LLLJJJ 90 MAX 0.09 44.00 1 0.00 0.00 1 a 0.00 0.00 1 0.00 44.00 1 3.88 C 0.00 1 MIN 0.00 0.00 1 -2.01 44.00 1 0.00 44.00 1 0.00 0.00 1 3.88 C 44.00 1 n 91 MAX 0.09 44.00 1 0.00 0.00 1 ILJ' 0.00 0.00 1 0.00 44.00 1 3.88 C 0.00 1 C c C \\BMC-NAS\Data\shared\BMC\PROJECTS\SOLAR CLIENTS\Power Owners\16-1325 1600 Osgood St.,~No.�Andover\Calculations 5 20 C Tuesday, May 31, 2016, 01:56 PM C _ STAAD PLANE -- PAGE NO. 13 MIN 0.00 0.00 1 -2.01 44.00 1 n 0.00 44.00 1 0.00 0.00 1 3.88 C 44.00 1 L92 MAX 0.21 0.00 1 -22.52 0.00 1 0.00 0.00 1 0.00 0.00 1 116.61 C 0.00 1 MIN -0.06 96.00 1 -30.14 74.00 1 0.00 96.00 1 0.00 96.00 1 116.61 C 96.00 1 93 MAX 0.14 0.00 1 -29.46 0.00 1 0.00 0.00 1 0.00 0.00 1 135.43 C 0.00 1 MIN -0.12 96.00 1 -33.20 52..00 1 0.00 96.00 1 0.00 96.00 1 135.43 C 96.00 1 C94 MAX 0.12 0.00 1 -29.46 96.00 1 0.00 0.00 1 0.00 0.00 1 135.43 C 0.00 1 MIN -0.14 96.00 1 -33.20 44.00 1 0.00 96.00 1 0.00 96.00 1 135.43 C 96.00 1 D95 MAX 0.06 0.00 1 -22.52 96.00 1 0.00 0.00 1 0.00 0.00 1 116.61 C 0.00 1 MIN -0.21 96.00 1 -30.14 22.00 1 a0.00 96.00 1 0.00 96.00 1 116.61 C 96.00 1 96 MAX -0.04 0.00 1 -5.65 96.00 1 0.00 0.00 1 0.00 0.00 1 78.90 C 0.00 1 n MIN -0.31 96.00 1 -22.52 0.00 1 I ! 0.00 96.00 1 0.00 96.00 1 78.90 C 96.00 1 LJ 97 MAX 0.19 0.00 1 0.00 0.00 1 C 0.00 0.00 1 0.00 0.00 1 25.15 C 0.00 1 MIN -0.06 88.00 1 -6.26 66.92 1 0.00 88.00 1 0.00 88.00 1 25.15 C 88.00 1 C 98 MAX -0.10 92.00 1 16.11 92.00 1 0.00 0.00 1 0.00 0.00 1 56.82 T 0.00 1 MIN -0.29 0.00 1 -2.01 0.00 1 0.00 92.00 1 0.00 92.00 1 56.82 T 92.00 1 99 MAX 0.05 96.00 1 21.32 71.00 1 LJ 0.00 0.00 1 0.00 0.00 1 103.84 T 0.00 1 MIN -0.15 0.00 1 16.11 0.00 1 a0.00 96.00 1 0.00 96.00 1 103.84 T 96.00 1 100 MAX 0.03 96.00 1 27.37 80.00 1 0.00 0.00 1 0.00 0.00 1 132.12 T 0.00 1 MIN -0.17 0.00 1 20.66 0.00 1 0.00 96.00 1 0.00 96.00 1 132.12 T 96.00 1 101 MAX 0.10 96.00 1 29.51 48.00 1 C 0.00 0.00 1 0.00 0.00 1 141.54 T 0.00 1 MIN -0.10 0.00 1 27.12 96.00 1 0.00 96.00 1 0.00 96.00 1 141.54 T 96.00 1 C 102 MAX 0.17 96.00 1 27.37 16.00 1 0.00 0.00 1 0.00 96.00 1 132.12 T 0.00 1 \\BMC-NAS\Data\shared\BMC\PROJECTS\SOLAR CLIENTS\Power Owners\16-1325 1600 Osgood St., No. Andover\Calculations 5 20 Tuesday, May 31, 2016, 01:56 PM STAAD PLANE -- PAGE NO.� 14 MIN -0.03 0.00 1 20.66 96.00 1 0.00 96.00 1 0.00 0.00 1 132.12 T 96.00 1 103 MAX 0.15 96.00 1 21.32 25.00 1 0.00 0.00 1 0.00 96.00 1 103.84 T 0.00 1 MIN -0.05 0.00 1 16.11 96.00 1 0.00 96.00 1 0.00 0.00 1 103.84 T 96.00 1 104 MAX -0.10 92.00 1 16.11 92.00 1 0.00 0.00 1 0.00 0.00 1 56.82 T 0.00 1 MIN -0.29 0.00 1 -2.01 0.00 1 0.00 92.00 1 0.00 92.00 1 56.82 T 92.00 1 C #*F*RR#### END OF FORCE ENVELOPE FROM INTERNAL STORAGE ********** rl 58. PRINT MEMBER STRESSES ALL E c c c Ei 0 E c E e c E \\BMC-NAS\Data\shared\BMC\PROJECTS\SOLAR CLIENTS\Power Owners\16-1325 1600 Osgood St., No. Andover\Calculations 5 20 C Tuesday, May 31, 2016, 01:56 PM aSTAAD PLANE -- PAGE NO. 15 aMMMZR STRESSES ---------------- ALL UNITS ARE &IP ISO INCH Idem LD SECT AXIAL BEND-Y BEND-Z COMBn= SHEAR-Y SHEAR-Z 72 1 .0 18.8 T 0.0 0.0 18.8 0.0 0.0 1.00 18.7 T 0.0 0.0 18.7 0.0 0.0 C 73 1 .0 12.9 C 0.0 0.0 12.9 0.0 0.0 1.00 12.9 C 0.0 0.0 12.9 0.0 0.0 a 74 1 .0 18.8 T 0.0 0.0 18.8 0.0 0.0 1.00 18.8 T 0.0 0.0 18.8 0.0 0.0 75 1 .0 13.9 .0 0.0 0.0 13.9 0.0 0.0 1.00 13.9 C 0.0 0.0 13.9 0.0 0.0 76 1 .0 11.4 T 0.0 0.0 11.4 0.0 0.0 n 1.00 11.4 T 0.0 0.0 11.4 0.0 0.0 77 1 .0 11.2 C 0.0 0.0 11.2 0.0 0.0 u 1.00 11.2 C 0.0 0.0 11.2 0.0 0.0 C 78 1 .0 3.8 T 0.0 0.0 3.8 0.0 0.0 1.00 3.8 T 0.0 0.0 3.8 0.0 0.0 79 1 .0 3.7 C 0.0 0.0 3.7 0.0 0.0 C1.00 3.7 C 0.0 0.0 3.7 0.0 0.0 80 1 .0 3.7 C 0.0 0.0 3.7 0.0 0.0 1.00 3.7 C 0.0 0.0 3.7 0.0 0.0 81 1 .0 3.8 T 0.0 0.0 3.8 0.0 0.0 1.00 3.8 T 0.0 0.0 3.8 0.0 0.0 �--� 82 1 .0 11.2 C 0.0 0.0 11.2 0.0 0.0 1.00 11.2 C 0.0 0.0 11.2 0.0 0.0 83 1 .0 11.4 T 0.0 0.0 11.4 0.0 0.0 1.00 11.4 T 0.0 0.0 11.4 0.0 0.0 r 84 1 .0 13.9 C 0.0 0.0 13.9 0.0 0.0 1.00 13.9 C 0.0 0.0 13.9 0.0 0.0 85 1 .0 18.8 T 0.0 0.0 18.8 0.0 0.0 1.00 18.8 T 0.0 0.0 18.8 0.0 0.0 86 1 .0 12.9 C 0.0 0.0 12.9 0.0 0.0 1.00 12.9 C 0.0 0.0 12.9 0.0 0.0 87 1 .0 18.7 T 0.0 0.0 18.7 0.0 0.0 r1 1.00 18.8 T 0.0 0.0 18.8 0.0 0.0 L88 1 .0 2.6 C 0.0 0.0 2.6 0.0 0.0 1.00 2.6 C 0.0 0.8 3.3 0.0 0.0 c \\BMC-NAS\Data\shared\BMC\PROJECTS\SOLAR CLIENTS\Power Owners\16-1325 1600 Osgood St., No. Andover\Calculations 5 20 C Tuesday, May 31, 2016, 01:56 PM STAAD PLANE -� -- PAGE NO. 16 MMER STRESSES ----------------- n ALL MTB ARE RIP /SQ INCH LMEM LD SECT AXIAL BEND-Y BEND-Z COMBnm SHEAR-Y SHEAR-Z C89 1 .0 8.0 C 0.0 0.8 8.8 0.0 0.0 1.00 8.0 C 0.0 3.1 11.1 0.0 0.0 C90 1 .0 0.5 C 0.0 0.0 0.5 0.0 0.0 1.00 0.5 C 0.0 0.3 0.8 0.0 0.0 91 1 0 0.5 C 0.0 0.0 0.5 0.0 0.0 1.00 0.5 C 0.0 0.3 0.8 0.0 0.0 92 1 .0 11.8 C 0.0 3.1 14.9 0.0 0.0 1.00 11.8 C 0.0 4.0 15.8 0.0 0.0 93 1 .0 13.7 C 0.0 4.0 17.8 0.0 0.0 1.00 13.7 C 0.0 4.1 17.9 0.0 0.0 94 1 .0 13.7 C 0.0 4.1 17.9 0.0 0.0 1.00 13.7 C 0.0 4.0 17.8 0.0 0.0 95 1 .0 11.8 C 0.0 4.0 15.8 0.0 0.0 [L 1.00 11.8 C 0.0 3.1 14,9 0.0 0.0 96 1 .0 8.0 C 0.0 3.1 11.1 0.0 0.0 1.00 :*.6 0 C 0.0 0.8 8.8 0.0 0.0 97 1 .0 C 0.0 0.0 2.6 0.0 0.0 1.00 2.6 C 0.0 0.8 3.3 0.0 0.0 C98 1 .0 7.7 T 0.0 0.3 8.0 0.0 0.0 1.00 7.7 T 0.0 2.4 10.1 0.0 0.0 99 1 .0 14.1 T 0.0 2.4 16.5 0.0 0.0 1. I � 00 14.1 T 0.0 3.1 17.2 0.0 0.0 100 1 .0 18.0 T 0.0 3.1 21.0 0.0 0.0 1.00 18.0 T 0.0 4.0 22.0 0.0 0.0 C 101 1 .0 19.3 T 0.0 4.0 23.3 0.0 0.0 1.00 19.3 T 0.0 4.0 23.3 0.0 0.0 102 1 .0 18.0 T 0.0 4.0 22.0 0.0 0.0 1.00 18.0 T 0.0 3.1 21.0 0.0 0.0 (7 103 1 .0 14.1 T 0.0 3.1 17.2 0.0 0.0 L1.00 14.1 T 0.0 2.4 16.5 0.0 0.0 104 1 .0 7.7 T 0.0 0.3 8.0 0.0 0.0 1.00 7.7 T 0.0 2.4 10.1 0.0 0.0 C I \\BMC-NAS\Data\shared\BMC\PROJECTS\SOLAR CLIENTS\Power Owners\16-1325 1600 Osgood St., No. Andover\Calculations 5 20 C Tuesday, May 31, 2016, 01:56 PM CSTAAD PLANE - PAGE NO. 17 Ctttttt##}*}#*# END OF LATEST ANALYSIS RESULT tt##*####**#t} C59. FINISH END OF THE STAAD.Pro RUN *********** C *+** DATE= MAY 31,2016 TIME= 13:51:53 **** C * For questions on STAAD.Pro, please contact * Research Engineers Offices at the following locations } t Telephone Email USA: +1 (714)974-2500 supportereiusa.com + CANADA +1 (905)632-4771 detecheodandetech.com * CANADA +1 (604)629 6087 staadedowco.com # UK +44(1454)207-000 supportereel.co.uk n * FRANCE +33(0)1 64551084 supportereel.co.uk �U' } 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 supportecalcutta.reiusa.com * JAPAN +81(03)5952-6500 eng-eyeecrc.co.jp * CHINA +86(411)363-1983 supportereiasia.net } * North America supportereiusa.com * Europe supportereel.co.uk * Asia supportereiasia.net C C C C C C C e—I \\BMC-NAS\Data\shared\BMC\PROJECTS\SOLAR CLIENTS\Power Owners\16-1325 1600 Osgood St., No. Andover\Cal culations 5 20 LJ G EMC ENGINEERING, L.L.C. Structural Engineering Consultants CLIENT Power Owners f CALC BYJ JEK I JOB NO. 16-1325 PROJECT 1600 Osgood Street. No. Andover CHECK BY CJG SHT NO. DETAIL Budden 21 -� REV.BY - DATE ..( 5/31/1 G 28l_ Input Steel Joist Size p J08 (typical) Tnb. Width= 6 ft Joist span= 42 ft Joist weight= 22 plf Dead Loads LProposed Roofing= 4.0 psf (6 psf orig.T&G-3Psf G+1 psf membrane/insul/board) 2"Poured Gypsum= 8.0 psf 1"Fiberglass Insul= 2.0 psf C Bulb Ts @ 24 5/8"O.C.= 2.0 psf Misc.Hung Loads= 5.0 psf a Existing Dead Load= 21.0 psf Live Loads Existing Snow Load= 35 psf (780 CMR-8th 1=...clition Table 1604.11) CSnow Drift Load= 0 psf LOADS Existing Joist Capacity Reserve Capacity for Solar panels Live Load(L/360) 210 plf 391 plf OK Dead Load 148 plf Total Load 358 plf 423 plf OK 65 plf Available unfonn reserve Load for Solar Panels= 10.83 psf Actual Solar Panel uniform Load= 6.00 psf OK *Value provided by Panelclaw Inc. C C BMC ENGINEERING, L.L.C. Strucfulal Diginee-ring Consufianty CLIENT PowerOwner5 L.L.C. CALC BY JPK JOB NO. C' PROJECT I GOO Osgood Street. No.Andover CHECK BY C,-C;7SHT NO, DETAIL Budding 21 REV.BY] r y DATE 15/3 1/1 G. CInput Beam Sizel W21 x55 Simply supported beam Trib. Width= 42.00 ft Beam Span= 24 It Fy= 36 ksi Dead Loads Proposed Roofing= 4.0 psf (6 psf orig.T&G-3Psf G+1 psf membrane/insul/board) C a 2"Poured Gypsum= 8.0 psf 1"Fiberglass Insul= 2.0 psf CE Bulb Ts @ 24 5/8"O.C.= 2.0 psf Joists= 3.7 psf Misc.Hung Loads= 5.0 psf Existing Dead Load= 24.7 psf Live Loads 111—��I Existing Snow Load= 35 psf (780 CMR-8th Edition Table 1604.11) ASCE 7-OS Existing Loads. LL = 1470 plf DL= 1091 plf (Note:includes self weight of beam) Total DL+LL—2561 pif Design Beams Beams for Rending CSxx= 110 in3 (A.I.S.C.Manual of Steel Construction,Third Ed.) Max Moment = 2213 k-in Existing Bending Stress,fb= 20.12 ksi Fb,11=0.66Fy= 23.76 ksi OK f�J Available uniform Load for Solar Panels= 11.05 psf Check Beams for Deflection Ixx= 1140 in' (A.I.S.C.Manual of Steel Construction,Third Ed.) SLL-5/384*(w1°/En= 0.33 inches SLLALL=L/360- 0.80 inches OK C SLL+DL=5/384*(w1'/EI)= 0.58 inches 8alILL+DL-L/240- 1.20 inches OK Available uniform Load for Solar Panels= 65.56 psf C Check Beams for Shear d= 20.8 int t,,,= 0.375 int Axx=dta,= 7.8 int (A.I.S.C.Manual of Steel Construction,Third Ed.) CI Existing Reaction,R =wl/2= 30.73 kips f„=R/A= 3.94 ksi Fv.n=0.4Fy= 14.40 ksi OK EAvailable uniform Load for Solar Panels= 161.88 psf Minimum allowable reserve load on the beam= 11.05 psf E C C C BMC ENGINEERING, L.L.C. Structural Engineering Consultants CLIENT Power Owners CALC BY_ JEK JJOBNO. 16-1325 PROJECT I GOO Osgood Street. No. Andover CHECK BYJ CJG IISHT NO_ �� DETAIL Budden 21 - REV.BY DATE 5l3!/C —IG- Input 6 In ut Steel Joist Size p o st S e 28U08 Trib. Width= 6.23 ft Joist span= 42 ft L, Joist weight= 22 plf Dead Loads Proposed Roofing= 4.0 psf (6 psf orig.T&G-3Psf G+1 psf membrane/insul/board) 2"Poured Gypsum= 8.0 psf rt I"Fiberglass Insul= 2.0 psf L Bulb Ts @ 24 5/8"O.C.= 2.0 psf Misc.Hung Loads= 5.0 psf Existing Dead Load= 21.0 psf Live Loads Existing Snow Load= 35 psf (780 CMR-8th Edition Table 1604.11) CSnow Drift Load= 0 psf LOADS Existing Joist Capacity Reserve Capacity for Solar panels Live Load(L/360) 218.05 plf 391 plf OK Dead Load 153 plf CTotal Loadl 371 plf 1423 plf OK 1 52.12 plf Available unform reserve Load for Solar Panels= 8.37 psf Actual Solar Panel uniform Load= 6.00 psf OK *Value provided by Panelclaw Inc. IC C C C C C Li BMC ENGINEERING, L.L.C. Sductural Engineering Consultants CLIENT PowerOwners L.L.C. CALC BY JEK JOB NO. PROJECT I GOO Osgood Street. No. Andover CHECK BY � SHT NO. DETAIL Buddmg 21 REV.BY DATE 5/31/1 G CInput Beam Sizel W2 I x55 Simply Supported beam Tnb. Width= 42.00 ft Beam Span= 24.92 ft Fy= 36 ksi s Dead Loads Y f Proposed Roofing= 4.0 psf (6 psf orig.T&G-3Psf G+1 psf membrane/insul/board) 2"Poured Gypsum= 8.0 psf 1"Fiberglass Insul= 2.0 psf Bulb Ts @ 24 5/8"O.C.= 2.0 psf Joists= 3.7 psf Misc.Hung Loads= 5.0 psf n Existing Dead Load= 24.7 psf LLive Loads Existing Snow Load= 35 psf (780 CMR-8th Edition Table 1604.11) ASCE 7-05 Existing Loads LL = 1470 plf DL=` 1091 plf (Note:includes self weight of beam) Total DL+LL- 2561 plf Design Beams for Bending f 1 Sxx= 110 in' (A.I.S.C.Manual of Steel Construction,Third Ed.) {LJ! Max Moment = 2385 k-in Existing Bending Stress,fb= 21.68 ksi n Fb,l=0.66Fy= 23.76 ksi OK UAvailable uniform Load for Solar Panels= 5.84 psf Check Beams for Deflection CIxx= 1140 in' (A.I.S.C.Manual of Steel Construction,Third Ed.) SLL=5/384*(wl°/EI)= 0.39 inches SLLALL=L/360- 0.83 inches OK SLL+DL=5/384*(wl°/El)= 0.67 inches 8al1LL+DL=1/240= 1.25 inches OK Ell Available uniform Load for Solar Panels= 52.10 psf En Check Beams for Shear d= 20.8 int tw,= 0.375 int Axx=dt.,= 7.8 int (A.I.S.C.Manual of Steel Construction,Third Ed.) C Existing Reaction,R =wl/2= 31.91 kips f„=R/A= 4.09 ksi Fv.s=OAFy= 14.40 ksi OK Available uniform Load for Solar Panels= 153.68 psf Minimum allowable reserve load on the beam= 5.84 psf Slay OIC' -R+E Aca-u s(. �(�. AI� C �- �,0 �' �I so W'%' I l o l zci C STEEL JOIST INSTITUTE 111101111011 STANDARD LOAD TABLE, LJ-SERIES C Based on Allowable Stress of 22,000 psi MerlmUm Approx.Wt. Depth End CLEAR OPENING OR NET SPAN IN FEET joint In Lbs.per In Reaction _ _ Designation UnenrFt. Inches lbs. 33 84 15 34 37 !e 89 s0 41 42 43 AA 45 44 47 18 24U04 16 24 5538 329 315 302 290 279 268 258 248 236 225 215 206 197 188 181 173 296 273 251: 232 215 200 186 1,,73 161 151 141 132 124 116 24006 17 24 6076 361 347 334 322 310 297 284 271 259 248 237 227 2418 209 201 194 320 295 273 253 235 .218 203' 189 177 1 6 155 145 137 24006 19 24 7457 443 424 .4I?7 390 375 356 339 322 307 2293 279 267 255 244 234 225 417 3 352 325 300 278 258 240 2 $ 208 194 182 170 160 150 24UO7 20 24 8214 488 468 449 431 414 398 379 360 343 32) 312 298 285 273 262 251 432 398 367' 339 314 291 271 252 235 220 206 193 181 170 24UOS 22 24 9662 574 549 525 503 482 460 438 418 399 30 363 347 332 318 305 292 525 482 444 409 378 351 325 302 2 2 263 245 230 215 202 190 24U09 24 24 10266 609 592 575 560 537 513 487 464 442 421 402 384 .368 352 337 324 574 527 414 383 355 330 3fl8 287 268 251 235 221 207 24U10 27 24 10884 646 627 610 593 577 563 540 514 490 467 446 426 408 391 374 359 590 543 500 4 398 370 344 321 300 201 263 247 232 C 24LJ11 29 24 11447 680 6W 641 624 607 5 5 563 542 521 499 477 457 437. 419 402 600 554 512 ' 474 . 381. 355 332 310 291 273 256 24U12 32 24 12245 727 706 686 667 650 633 617 602 587 574 548 524 501 480 460 441 652 601 556 515 478 444 337 316 296 278 24013 36 24 12604 748 727 706 687 669 651 635 619 604 5 577 564 552 528 506 486 635 589 546 508' 473 441 412 361 339 318 24014 38 24 13136 780 757 736 716 697 679 662 646 630 615 601 588 563 539 517 666 617 672 532 495 462 432 404 378 355 334 41 42 AM 44 AS 44 47 M y 5o 51 S2 53 54 55 56 20006 19 28 7041 338 X27 316 304 292 280 269 259 249 240 232 223 215 208 201 194 332 10 289 270, 262 237 222 208 196 185 174 164 155 147 '139 132 28007 20 28 7750 372 g60 348 337 326 316 304 292 281 271 261 252 243 234 226 218 3,44. 326 304 285 267 250 235 221 208 196 185 175 166 157 149 43LMS 22 28 9145 439 423 05 388` 312 357 '343 330 317 305 294 284 274 264 255 246 420 991 65 344, 319. 299' 280 63 248 233 220 208 196 186 176 167 2JtU09 24 28 10229 491 473 456 441 424 407 391 376 362 348 336 324 312 302 '291 281 461 429. 400 334 350 328 308 289 272 256 241 228 215 204 '193 183 2�L.110 27 28 11145 535 516 498 481 465 .449 434 418 402 387 373 359 347 335 .323 312 4 479 447 417 320 366 343 322 303 286 269 254 240 227 215 204 21IL111 29 28 11904 W 558 539 521 504 487 471 456 439 423 408 393 379 366 353 341 569 405 380 357 336 316 298 282 266 252 238 226 20012 32 28 12833 615 601 587 574 562 550 531 513 496 478 460 443 427 413 398 384 5711 530 602. 470 4 365 344 324 306 289 274 259 246 n 2801! 36 28 13683 656 641 626 612 599 586 4 62 551 529 509 490 472 455 438 423 [L 614 574 531 S0'3 472 444 417 393 371 350 331 313 296 281 20014 38 28 14313 687 670 655 640 626 613 600 588 565 544 523 504 486 468 452 646' 604 565 $30 497 467 439 41A, 348 329 312 296 20015 41 28 14758 708 691 675 660 646 '632 619 606 594 550 530 511 493 639 $99 562 528 497 468 441 416 394 372 353 334 n 40 64 51 N S! 1.4 55 84 S7 5+! 59 50 61 e2 43 64 32007 20 32 7400 298 288 278 269 259 251 242 235 227 220 213 206 200 194 189 183 293 274 260 245 232 219 208 197 187 177 169 160 153 145 139 132 32000 22 32 8493 342 330 318 307 296 286 277 267 259 250 243 235 228 221 214 208 329 '310' 292 276 260 246 233 221 210 199 189 180 t1t 163 156 149 32LJ00 24 32 9784 394 380 366 353 341 330 319 308 298 289 280 271.263 255 247 240 362 341 321 303 287 271 257 243 231 219 208 198 ' 180 180 171 164 22U10 27 32 10653 429 416 404 392 379 366.353 342 331 320 310 300 291 282 274 266 403 379 338 338 319 302 286 271 257 244 232 221 210 200 191 182 22U31 28 32 11522 464 451 435 418 403 388 374 361 349 337 326 315 305 295 286 277 421 897 874 3'53 334 316 299 284 269 256 243 231 X20 210 200 191 32U12 30 32 12987 523 502 483 465 447 431 416 401 387 374 362 350 339 328 318 308 383 362 343 325 308 292 277 264 251 ,239 227 217 207 32018 36 32 14878 5 587 57'5 565 544 525 506 488 471 455 440 426 412 399 387 375 555 522 493 416 394 37'3 354 $36 320 304 290 276 263 251 MUM 38 32 15334 617 606 593 561 541 522 504 487 471 456 441 427 414 401 586 552 520 491' 464 4 374 355 338 321 306 291 278 265 32014 41 32 15858 638 625 613 602 590 5 9 550 532 514 497 481 466 451 437 622 387 554 524 495 469 4�5 62018 48 32 17296. 696 682 669 656 644 632 621 610 2F 3W 562 535 518 C 649 613 580 549 $21 494 469 446 424 404 385 367 350 87 98 SO 40 41 62 43 i4 65 4s 67 44 4P 70 71 72 30000 22 36 7871 273 265 256 249 J41 234 227 221 214 208 203 197. 192 187 182 177 269 255 243 231 20 209 200 190 182 174 166 159 152 1" 140 134 36L" 23 36 9169 318 308 298 288 279 270 262 254 246 239 232 225 219 212 206 201 n 281 267 253 241 230 219 209 199 19.0 182 174 166 169 152 146 140 �I 36010 26 36 10149 352 341 330 320 311 302 293 284 275 267 259 252 245 238 231 225 311 295 281 267 23:4" 242 231 220 210 201 192 184 176 169 162 155 i6Ull 28 36 11100 385 373 361 350 340 330 320 311 302 '294 286 278 270 263 256 249 345 327 311 296 282 269 256 244 233 223 213 204 195 187 179 172 S6U12 30 36 12657 439 424 410 397 384 372 360 349 339 329 319 310 301 292 284 276 C 375 356 338 322 307 292 279 2616 254 243 232 222 212 204 195 187 SSU13 36 36 15108 524 510 497 482 467 452 438 425 412 400 388 377 366 356 346 336 4 432 410 390 372 354 338 322 308 294 281 269 258 247 237 227 36U14 38 36 16221 TW 553 535 517 501 485 470 .455 441 428 416 404 392 381 371 360 481413 393 375 357' 341 326 311 298 285 273 261 250 240 36U15 41 36 17108 593 57 564 546 528 512 '496 481 467 453 440 427 415 404 393 C 542 615 489 46 4 351 335 321 307 294 282 271 36016 48 36 18433 639 628 617 5 553 537 521 507 492 479 466 635 603 573 545 '5199 495 472 450 430 4 6 y� 330 317 SGU17 54 36 19708 683 671 660 649 639 628 619 609 600 9 'N 5 65' 550 535 650 61.4 584 561 1535 511 488 466 446 427 408 391 375 360 C LT-20 C-71 1-7 C-7 C-3 L J 177 C--3 C-7 C�7 '.._ �� C--3 C-3 E-3 C-' V V t \L �3 Area: 10.4395 Perimeter. 32.8168 Bounding box: X:-4.2715 — 4.2715 Y:-6.3071 — 1.7729 Centroid: X.0.0000 Y:0.0000 Moments of inertia: X:54.0834 Y:41.3905 Product of inertia: XY:0.0000 66 Radii of gyration: X:2.2761 Y:1.9912 4-- f-` h�— Principal moments and X-Y directions about centroid:.- —1 1:54.0834 along[1.0000 0.0000] J:41.3905 along[0.0000 1.00001 C C ALL ARRAYS Array No. Total Array Wt(lbs) Sq.ft psf 1 33790 4905 6.9 2 52501 8774 6.0 3 39474 7246 5.4 4 8064 1206 6.7 5 4135 739 5.6 6 28405 4327 6.6 7 61652 9277 6.6 8 25255 4183 6.0 9 11804 2647 4.5 10 93780 16951 5.5 11 35934 8624 4.2 12 20617 4851 4.3 13 61167 9714 6.3 14 19066 4504 4.2 15 34229 8207 4.2 16 88665 16151 5.5 17 38607 6333 6.1 18 21682 3629 6.0 19 17452 4013 4.3 20 29120 6734 4.3 21 83910 14797 5.7 22 30827 5091 6.1 23 62859 10239 6.1 24 66364 10300 6.4 Totals 969359 Building 70 8 25255 4183 6.0 911804 2647 4.5 C10 93780 16951 5.5 11 35934 8624 4.2 12 20617 4851 4.3 Ell 14 19066 4504 4.2 15 34229 8207 4.2 C 16 88665 16151 5.5 19 17452 4013 4.3 20 29120 6734 4.3 C21 83910 14797 5.7 Building 70 total= 459832 C C t� Building 20 7 61652 9277 6.6 13 61167 9714 6.3 17 38607 6333 6.1 18 21682 3629 6.0 22 30827 5091 6.1 23 62859 10239 6.1 24 66364 10300 6.4 Building 20 total= 34.3158' C 1 C Building 21 33790 4905 6.9 2 52501 8774 6.0 n 3 39474 7246 5.4 {� 4 8064 1206 6.7 5 4135 739 5.6 6 28405 4327 6.6 Building 21 total= 166369 5.6 Total= 969359 C C E c c F C APPENDIX C C PANELCLAW CERTIFICATION C C c Ell c c c CStructural Assessment May 2016 C CI [] LAP FNGINEEkINC It ( 50-S Audubon Road Wakefield,MA 01880 978-774-1884 May 27,2016 C Building Department 1600 Osgood Street Building 20,Suite 203 5 n North Andover,MA 01845 RE: Proposed Roof Mounted Photovoltaic Arrays at 1600 Osgood St. 1600 Osgood St.,North Andover, MA 01845 BMC Project No. 16-1325 CTo Gerald Brown, (Building Inspector), The intent of this letter is to notify you that BMC Engineering has evaluated the proposed installation of the "Polar Bear III"ballasted solar array system manufactured by Panelclaw,North Andover,MA. The solar arrays are to be installed on roofs of Building Nos. 20,21 and 70 owned by Ozzy Properties. Per the 8h edition of the Massachusetts Building Code 780CMR, design wind load shall be calculated in accordance with ASCE 7-05, 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 U Photovoltaic ballasted system has been tested by the Engineering Research Center at the L1 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. ASCE 7-05 limits the results of a Wind Tunnel Study to a lower bound equal to 80% of the wind loads determined from section 6.5. According to ASCE 7-05, 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. 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 a maximum of 6.9 pounds per square foot for r' which the existing structures were shown to be adequate for. `J Ballasted PV certification 1600 Osgood St.,N. Andover 1 of 3 C c CThe project specific design criteria for the proposed ballasted roof mounted solar array installation is based on the most stringent requirements of the building code as follows: - 7 Building 20/21 Building Mean Roof Height=45 feet Building length= 1044 feet Building width= 100 feet Building 70 Li Building Mean Roof Height=40 feet Building length=540 feet Building width=245 feet Snow Loads Per 780CMR 1608.1,design snow loads on the solar panels, with the exception of the ground snow load,are calculated in accordance with ASCE 7,chapter 7: - Ground Snow Load,pg=50 psf(780CMR Table 1604.11 updated 12/6/13) u Snow load Importance factor, L= 1.0(Table 7-4) Thermal Factor, Ct= 1.0(Table 7-3) C Exposure Factor,Ce= 1.0(Table 7-2) Roof snow load,pe=35 psf Snow drift loads are not considered necessary for building nos. 20,21 or 70. EBuilding,Code Wind Loads Per 780CMR 1609.1 design wind loads on the solar panels,with the exception of the Ebasic wind speed, are calculated in accordance with ASCE 7,chapter 6: - Basic Wind Speed,V= 100 mph(780CMR Table 1604.11 updated 12/6/13) n Wind Importance factor, IW= 1.0(Table 6-1) L Wind Exposure Category is considered to be category C (Section 6.5.6.3) Roof Pitch= 1/8"per foot to interior roof drains CThe Panelclaw design verification is based on the following: - a. IBC 2009MBC Chapter 16, Structural Design as amended by MBC 8h edition b. ASCE 7-05—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. EEngineering Research Center, Colorado State University, Fort Collins, CO. E C E Ballasted PV certification 1600 Osgood St.,N. Andover 2 of 3 C E CBy 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 the building code. 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. 1A OF r�a- , COLiN.l. c aLLAQHER CIVIL Colin J. Gallagher,P.E. M0.39114 Project Manager .0 o arsT� ° C NAL n L Ballasted PV certification 1600 Osgood St.,N. Andover 3 of 3 c-71 [--I n o c c-71 1-71 1-7] E-71 E---D 8 7 6 5 4 3 2 1 Sit,DealgliCi,hah,-Fla ReafPVSYatamBaski fDea1{n GENERAL NOTES: SHEET INDEX pane =ff Root LI-lo.d(psf)l 20(See not,l) NO. DESCRIPTION C aws 1. ALL INFC RE,PROIEROVIDED Y CUSTOMER. ARE V UliW IS O CUSTOMER E FOR SITE TED INACCURACIES SATELLITEIAT AGERYCOULD FROM Ground Snow P{Ipat) 50 INFORMATION PROVIDED BY NSfOMEfl.PANEICUW IS NOT RESPONSIBLE FOR SITE INACCUflAClES THAT COULD LEAD TO PC-1 COVEfl SHEET Flat Roof Snow Pf(psf) 42 CHAFIDES TO THESE DRAWING MAIL5 AND ARRAY LAYOUT CONFIGURATIONS.ALL INFORMATION CONTAINED WITHIN PC-2 ARRAY SITE MAP PANELCLAW,INC. TN ESE DOCUMENTSARE TO BE FIELD VERIFIED BY NSTOMER AND INSTALLER.ANY CHANGES OR MODIFICATIONS TO ARRAY DIMENSIONS PC-3 TYPICAL 1570 OSGOOD ST.SUITE 21W Snow Importance Fa—(Is) 1.0 THESE DOCUMENTS,CONTAINED INFORMATION,OR FINAL ARRAY AND MOUNTING SYSTEM INSTALLATIONS MUST BE NORTH ANDOVER,MA 01815 Wind Dnign Data SUBMITTED TO PANELCLAWAND OTHER PROJECT AUTHORITIES FOR APPROVAL PC4 RACKING COMPONENTS TEL:978.688.4900 2. REFER TO AND FOLLOWME APPROPRIATE PANELCLAW INSTALLATION MANUALS AND PROCEDURES DURING THE PC-S BALLAST LEGEND FAX 978.688.5100 D Ult.Wind Speed(mph) N/A INSTALLATION PROCESS.NOTFOLLOWINGSUCHVROCEDURES AND METHODS COULD RESULT IN DAMAGE TO THE www.panelclaw.Com D Npm.Wind SPead(mph) 100 COMPONENTSOR MAY VOID THE PRODUCT WARRANTY. PC-6 BALLAST LAYOUT-1 O<cupanry Cate{ory 11 3. ARMYSETBACKS:ALL ARBAY5 APE REQUIRED TO BE SETBACK 0.FEET FROM ALL ROOF EDGES UNLESS OTHERWISE PC-7 BALLAST LAYOUT-2 STAMP: SPECIFIED AND CALLED GOT ON THE ARRAY DIAGRAMS ON THIS PAGE OR ON ADDITIONAL ARMY BALLAST PAGES. PC-8 BALLAST LAYOUT-3 Intemal Pressure Coefficient N/A 4. REFER TO THE SPECIFIC ARRAY BALLAST SHEETS FOR BALLASTING REQUIREMENTS BASED ON THE PROVIDED SITE INFORMATION. PC-9 BALLAST LAYOUT-4 Design Life(yews) 25 YEARS 5, SYSTEMPSF INCLUDES ALL PANELCLAW PACKING COMPONENTS,MECHANICAL ATTACHMEMSBF APPLICABLE),PV PC-10 IBALLASTLAYOUT-5 MRI Adjustment Factor 0.83 MOWLEAND BALLAST BLOCKS.FOR MAXIMUM SYSTEM POINT LOAD SUMMARY(PIS).REFER TO CALCULATIONS. PC-11 BALLAST LAYOUT-6 Wind Exposure C 6. PANELCLAW AND/OR PANELCLAW CONSULTING ENGINEERS ARE NOT RESPONSIBLE FOR DETERMINING THE ADEQUACY OF —KC 12 BALLAST LAYOUT-7 THE STRUCTURE TO SUPPORT LOADS IMPOSED BY THE ARMY AND MOUNTING SYSTEM.SUPPORT STRUCTURE TO BE C and C prassura(ps4 (see note 2) CHECKED BY OTHERS. PC-13 BALLAST LAYOUT-8 7. MECHANICAL ATTACHMENTS LOCATED ON NORTHERN AND SOUTHERN MODULE ROWS MAY EXPERIENCE UPLIFT FORCES. PC-14 BALLAST LAYOUT-9 Earthpuak,Daalgn DasvUMME REFERENCE STRUCTURAL CALCULATIONS FOR WORST-CASE VALUE. Risk Category II 8. ALWAYSALLOW6'CLEAMNCE BETWEEN ARRAYS AND ALL FIXED ROOF OBIECTS OR ROOF EDGES.REFER TO LOCAL FIRE PC-15 BALLAST LAYOUT-10 Impon—F-01Ile) 1,00 CODES AND ELECTRICAL CODES FOR ADDITIONAL REQUIREMENTS WHICH MAY GOVERN DESIGN. PC-16 BALLAST LAYOUT-11 PC-17 BALLAST LAYOUT-12 Component I,ponl,ce Factor(IP) 30 PC-18 MECHANICAL ATTACHMENT DETAIL Mapped Accekrotlon Parameter(Ss) 0.330 Mapped Acceleratlo nPara ter(Sl) 0.075 Seismic Sit.ClassD-ASSUMED - Dnign Spectral Acceleration Parameter(Sdsl 0.338 C Design Spectral A-1—ion Paramater(Shc) 0.12 Saismic Design Category(SDC) C Basic seismic-forvresisting sys[em(s) enote3 Base Dmign Shear=Fp X W a 0.16 W DRIFTED SNOW LOAD POTENTIALI Seismic Response C,,Mclent(Cs) N/A(see note 4) Response Modification Factm F) 2.5 PANELCIAWHAS IDENTIFIED THIS PROLECT AS POTENTIALLY HAVING SIGNIFICANT 2 ROOFTOP DRIFTED SHOW LOADS.PLEASE HAVE THE SE REVIEWING THE ROOF Analysh Procedure note3 STRUCTUREFOPP NTIALSOURAPMK TIONSWWDERDRIFTEDSNOW Daalgn Code lwhh local am,ndmonnl MA ST B.C.Sth Ed. LOADS INTHEIR ANALYSES.IF DRIFTED SNOW LOADS ARE PRESENT WITHIN THE PROPOSED ARRAY FOOTPRINT(S),PROVIDE PANELCLAW A DRIFTED SNOW LOAD ASCE J-05 PLAN SO WE CAN AVOID THESE AREA50R PUN FOR ADDITIONAL LOADS ADDITIONAL CODE PRDVISgNS SEAOC PVl-2012 ACCORDINGLY. GENERAL,DRIFTED SNOW LOADS CAN AFFECT MODULE SEAOC PW-2012 SELECTION(I.E.MAX PSF)AND POINT LOADING FROM PANELCLAW BACKING TO e"haw THE ROOF STRUCTURE. i 5 E B * 1 SCALE ORIGINAL SIZE 36"X24"t SHEET SIZE ARCH"D" X PREPARED FOR: OSGOOD SOLAR a � PROJECT: OSGOOD SOLAR itrr) ROOFTOP LOCATION: A ,�_... °I 16000SGOODSTREET A NORTH ANDOVER MA 01845 t t SHEETTITLE: COVER SHEET AERIAL PHOTO/SITE DIAGRAM NOT APPROVED FOR CONSTRUCTION REVISION: SHEET: 0 PC-1 8 7 6 5 4 3 2 1 C-73C�J D F-3 CTi C-1 C= 3 8 7 6 5 4 3 2 1 PROJECT SUMMARY panel,f7 7 MODUU—PE HWR4RIN65350R caw, LOST MODULE DIMENSIONS IIN.1 39.29 X 77.17 X 1.97 UMBER DE MODULES 6933PANELCLAW,INC. 15)0 OSGOOD ST.SUITE 2100 DULEWATTAGEIWSTq — NORTH ANDOVER,MA 01845 56TfM 512E IILWSTQ 2426.6 TEL 978.688.4900 S—EMWEIGM118) 969356 FAX:978.688.5100 D o ❑ wWW.PBDel'j—', D ❑1 (] SKTEM gREp I50 Fi.1 ]]3443 NUMBER OF AREA6 24 STAMP: ARRAYTILT IDEGI 5.0 ❑I POLAR BEAR-IB HD 5"-461D 5 3 PROJECT PART QUANTITY 4 , F� `❑ ITEM PARTNUMBER 0TV E, = SOUTH SUPPORT SOW41i .14 STANDARD SUPPORT su. 5000301 13866 6 LONG BALLAST MY 2aa054103 2122 SHORTRALLASTTRAY 200054101 .1. 1, `D} CLA�,.usewu,nss 2000/9301 13866 c (� B ,o i� 9��i 2 ePw.l °n AI..NMw O `pi Lj� L� HARDWARE-CLAW.P )92 c Y� E'e BOLTKR-BALIASTTRAY u n-159 455 ,O �O O I�J 1.JUEIE MASONRY UNrTw ®n/A 15688 M a 30 11 12 MECNANICALATTACHMENT M' y 500032501 41 , , 13 ATTACHMENT BRACKET 200055103 47 i ui.n,m.rtp n'.w so _1 5 (e� O �� �• 1 5 Yi 18 ,CEJ E B <•) EXISTING ROOF PERIMETER B (WHEN PARAPET EXISTS, THE AMP PERIMETER IS THE INSIDE FACE OF 22 THE PARAPET) SCALE: _ m 20-I 19 'fU S) ' 6'ROOF SETBACK(TYP) �_ I❑: (-' CIS ORIGINAL SIZE 36`X24" O 1-1 SHE FT SIZE ARCH-D' PREPARED FOR: OSGOOD SOLAR ❑ o El ODa PROJECT: ❑ n n ROOFOBSTRUCTION OSGOOD SOLAR W/4'CIEARANCE(TYP) "'eE ROOFTOP LOCATION: A 20 ^ 1600OSGOOD STREET A ARRAY A IT") 5 NORTH ANDOVER MA 01845 -_. _ ....... SHEET TME: /� NoTES: ARRAY SITE MAP ARRAY SITE MAP / ' 1 L. ALLDVERIFY ALL IMEN9ORE&15IRTO1. CO STRUCTIO OF DE.TO SOLAR ARMY.NOTIF NOT APPROVED FOR CONSIRUI.TION SCALE: NTS PC-2 FIELD VERIFY ALL DIMENSIONS PRIORTO CONSTRUCTION OF THE SOWIgRMY.NOTIFY PANEICIAW OF ANT DISCPEPANCIES. REVISION: SHEET: 0 PC-2 8 7 6 1 5 4 3 2 1 -7 7-1 1-71 1--7 173 D F-71 C-71 17:1 C-1 8 7 6 5 4 3 2 1 pane =17 PANELCLAW,INC. 1570 OSGOOD ST.SUITE 2100 NORTH ANDOVER,MAD1.5 TEL 978.688.4900 D FAX:978.688.51 DO THECLAWTOSUPPORT PT www.pan-IClaw.cpm D CONNE[.OH A-USES e. HOLE 21N THE CLAW AND STAMP: THE MOST NORTHERN HOLE ON THESTANOARD SUPPORT. D W �--F M IPRDIFCTED MODULE WIDTH) 1 G 16 CC D a R F-CLAW (REPEAT DIMENSION NORTH SOUTH) PW HOLES O.C. PL (PANEL LENGTH) A IREPEAT MMENSION EAST WEST) O 0 s EliI SOUTHTUPPORT t B B ARRAY CROSS SECTION VIEW ARRAYTOPVIEW 8 SCALE: SCALE:NTS PC-3 SCALE:NTT PC-3 Tq NY11IR1� ORIGINAL SIZE 36"X24" SHEET SIZE ARCH"D" WHEN IMTAILING CLAW510 MODULES,BE SUPE TO USE—MOW lE MOUNTING HOLES WITH THIS SPACING.SLIDE CLAWS TOWARO3UNCTION PREPARED FOR: RDS PRIOR TO TORQUEING i0 MAINTAIN CONSSTENT SUPPORT AIH:NMFNT. a OSGOOD SOLAR FROMM OS OSGOOD SOLAR ROOFTOP vH IYPICA MMY OIMFNMONS LOCATION: A PL Pw yr P. AR c D E I P I G O (DEG) Pl 16W OSGOOD STREET A UNRS 1960 998 50 908 1985 165 ETO 919 113 e) e4s r30 vao 130 313 s.o 1s o.fiR NORTH ANDOVER MA 01845 39.29 1.9) 3).32 )D.1) 05.63 265E 6.09 10.63 17.35 J.NI 3.12 30.86 1].31 36.93 5.65 5.0 1.9 _ SHEET TITLE: •GC.fl-Ground<mragr ratio rabulalbn=IPL'MI/WRI --- TYPICAL ARRAY MODULE BACK VIEW DIMENSIONS NOT APPROVED FOR CONSTRUCTION DIMENSIONS SCALE; NTS PG3 REVISION: SHEET: 0 PC-3 8 7 6 5 11h, 4 3 2 1 7 C J 1--7 C-7 1-71 C---3 C--j C-"-3 E---3 C-7 C 8 7 6 5 4F 4 3 2 1 paneA= claw* PANELCLAW,INC. 1570 OSGOOD ST.SUITE 3100 NORTH ANDOVER,MA 01US TEL SELL a6AB00 DWW:v7e.sea.slao w.yARemlRw.ccm D STAMP: d C �j � C \ \ a SEE DETAIL D THIS PAGE O O CLAW ISOMETRIC VIEW f SCALE: NTS PCd G / SEE DETAIL B THIS PAGE R ELAL WT BLOCK t � B GENERIC ISOMETRIC VIEW � A� \�\\ scALE: -SCALE: NTS \ ,.� ORIGINAL SIZE " SHEET SIZE ARCMCH"D'D" PHEPAREO FOR: OSGOOD SOLAR \ \ \\ PROJECT: OSGOOD SOLAR \ \ \\ ROOFTOP LOCATION: A 1600OSGOOD STREET A �\ SHORT TRAY ISOMETRIC VIEW �o� NORTH ANDOVER MA 01845 SOUTH SUPPORT ISOMETRIC VIEW / " 1 SUPPORT ISOMETRIC VIEW SCALE: NTS SHEETTITLE: SCALE: rvR PC< SCALE: NTS Ki RACKING NOT APPROVED FOR CONSTRUCTION COMPONENTS REVISION: SHEET: 0 PC-4 8 7 6 5 4 3 2 1 173 1-71 17�1 1-j 1-71 I77D F-1 [7 E E-71 I] E---:] I-] C7 F71 8 7 6 5 4 3 2 1 paneopo claw, PANELCLAW,INC. IS70 OS OOD ST.SUI TE 2100 NORTH ANDOVER,MA 01845 TEL 978.688.4900 D xEt.978.688.5100 xww.P...daw- D ALWAYS USE THE MOST SOUTHERN HOLE ON THE SOUTH SUPPORT TO SECURE THE CLAW. ALWAYS USE THE MOST NORTHERN HOLE ON THE STANDARD SUPPORT TO SECURE HOLE 2 OF THE CLAW TO THE SUPPORT. STAMP: SUPPORT HOLE TO �\ CLAW HOLE CONNECTION / A 1 SCALE: NTS POS A� C L1 L2 L3 L2 Ll a d L1 L 1 50 or ag L1 S1 t B B I SALE: —-- — L1 1 9REET MAI WE ARCH W.M- PREPARED FOR : OSGOOD SOLAR PflOIER: L2L1_ S2 L1 OS ROOFTOP SOLAR \\ LOCATION: A ` r+xo KUAauu+mnr xer: 16000SGOODSTREET A rxpprrx7+"o:M� NORTH ANDOVER MA 01845 Ri7EE�na M+oswmrollMMr •r,y,.ximrLDr.x+wKeLa'x lxin+r WANtIry ROUMM MrFxifO euuR4lbcx KtxWILCiINt W.lxrlxx{i�4K xG1 NM - {aN4+xDfx08l LK.V+MrHUMK+f. SHEETTITLE: BALLAST GENERIC BALLAST PLACEMENT LEGEND GENERIC TRAY AND BALLAST PLAN LEGEND SCAIE: NTS Pc-6 SGIE: NTs Pc.s NOT APPROVED FOR CONSTRUCTION REVISION: SHEET: 0 PC-5 8 7 6 5 4 3 2 1 n e o 1_71 1-1 F-3 E___j E-D o n1-71 m 1_71 E-D 8 7 6 5 II&F 4 3 1 2 1 ARRAY 1 ARRAY 2 pane =7 ROOF INFORMATION ROOF INFORMATION claw, ROOF.....IFF) 30 RDDFHFGHr(F„ 3o PANELCLAW,INC. PAMPEFHEGHT(FT) L5PARAPET IIEGM(FT) 1.5 1570 OSGOOD ST.SUITE 21M NORTH ANDOVER,MA 01845 ROOF TILT(0fG) ROOFTILT(DEG) 1 TEL:S78 588.490) D OFTYPE TPO ROOF TYPE TPO FAX:9]B.E88.5100 WW.PRReIdBW.TDDL D SPECIFICATIONS SPECIFICATIONS NU MBER OF MODULES 195 NUMBER OF MODULES JAR STAMP: MODULE POWER(W) 750 MOpOIE POWER(Y/I l50 ARMY OUTPUT IRw) 68,3 ARMY PUT(8w) 131.8 ARMY AZIMUTH 167 ARRAI.IMUTH 167 PART QUANTITIES PART QUANTITIES NEM QTY NFM QW SUPPO0.TS 390 SUPPORTS 696 SOUTH SUPPORTS 36 SOUTH SUPPORTS CLAWS 390 CLAWS 696 s u u LONG Ml1ATTTMY L. LONG MLUSTTMY 163 a v ORT MLUSTTMY 333 SHORTMLMSTTMY 210 RALLASTBLOCKS 630 MW3STBLOCKS 895 v v ATTACHMENTS —.ME— SA A C 8 LOADING DETAILS LOADING DETAILS 91'-30" SINGLE MODULE WT(LBI 51.1 SINGLE MODULE WTIlO) 51.1 SINGLE CMU WT(LB) 326 SIN6LECMU WT(LB) 32.6 T-ARRAY WT(LB) 33790 TOTAL ARMY-LLB) 52501 2 ARMY AREA(SQ fT) 1905 ARMY AREA(SQ.FT) 8771 ARMY tOAD(PSf) 6.9 ARMY LOAD IPSfI 6.0 S o O u a v v u v a v s v v s E BALLAST LAYOUT-ARRAY I �� o SCALE: 1/16-1'-0" PC-6 135-10' 3 B 8 SCALE: R YLRr�� a v v ORIGINAL SIZE 36"X24" v SHEET SIZE ARCH"0" PREPARED FOR: NOTE:DIMENSIONS IN THE NORTH SOUTH DIRECTION N INCLUDETILE EDGE. DOVERHANGONTHENORTHAND SOUTH v DIRECTONARETOTHEMENSIONS IN ODULEEDGES.DIMENSEMT ION OSGOOD SOLAR 91'-1P DIRECTION ARE TO THE MODULE EDGES.DIMENSION"R" FROM SHEET PC-3 MAY BE USED TO OFFSET THE NORTH SOARRAY BUILD ALIGNMEMLINE FROM THE MODULE PROTECT: G ARRA EDGE TO THE SUPPORT EDGE.THISALLOWS SUPPORT ROOF PROTECTION PADS TO BE ALIGNED RATHER THAN A MODULE OSGOOD SOLAR THAT SFFS SEVERAL INCHES OFF THE ROOF. ROOFTOP LOCATION: A 1600OSGOOD STREET A NORTH ANDOVER MA01945 ss v a v ss u ss a s ss a u s a v v a a u v v a SHEETTITLE: BALLAS BALLAST LAYOUT•ARRAY 2 / 2� LAYOUT-1 SCALE: 1/16"al'-W PCL NOT APPROVED FOR CONSTRUCTION REVISION: SHEET: 0 PC-6 8 7 6 5 Ilk 4 3 2 1 1-7 E-71 [---3 E-71 17-73 E--J [71 C7 © E-71 E--�] 17] E--�] 17--] F- � 8 7 6 5 4 3 2 11 ARRAY3 ARRAY pane27171-7 ROOF INFORMATION ROOF INFORMATION C aW ROOFNEIGHI(FT) W ROOFNEIGHT(M PANELCLAW,INC. PAMPETHEIGHTIFT) 1.5 PARAPETHEK:M(FT) 1.S 157OOSGOOD ST.SUITE]IOO NORTH ANDOVER,MA DIMS ROOF TILT IDEGI 1 ROOF TILT IDFGI 1 TEL 978.688.A900 D ROOFTYPE TPO ROOF TYPE TPO FAX:9]8.688.910(1 wvFw.lunelclew.com D SPECIFICATIONS SPECIFICATIONS M 109 NUMBER Of MODULES STAMP: 350 MODULE POWER(W) 350 ARMY 101.3 ARMY OUTPUT(t 16.6 167 ARRAYAZIMUTN 167 PART QUANTITIES PART QUANNTIES HEM OTY DEM OTY SUPPORTS S76 SUPPORTS 96 SOUTH SUPPORTS 41 SOUTH SUPPORTS 0 CLAWS S. CLAWS 96 LONGMUASTTMY 95 LONG MUASTTMY 16 SHORTBALIASTTMY Z. SHORT BALLAST TRAY 46IF f u BALLAST BlOC13 633 BALLAST BLOC. 197 ATTACNMEHR 0 ATTACHMEMS 0 c C C LOADING DETAILS LOADING DETAILS a s v SINGLE MODULEWT I1.8) 51.1 SINGLE MODULE WTRB) 51.1 SINGLECMD YYTLLB) 31.6 SINGLECMUWT(LB) 31.6 TOTAL ARMY SVT(LeI 391]6TOTAL A— WTILBI 8061 2 ARMY AREA ISO FT) >316 ARRAY AREA 11 1106 v v ARMYLOAUIPSF) 5.4 ARMY LOAD(MFI 67 v v a 5 0 o s E BALLAST LAYOUT-ARRAY 3 1 SCALE: E B B o � 19'7" SCALE: iO• IIF'N9�`L� ORIGINAL SIZE 3VXZ<" SHEET SIZE ARCH'W PREPARED FOR: NOT DIMENSIONS IN THE NORTH SOUTH DIRECTION INCLUDE THE RACKING OVERHANG ON THE NORTH AND SOUTH ARRAY EDGE.DIMENSIONS IN THE EAST WEST OSGOOD SOLAR DIRECTION ARE TO THE MODULE EDGES,DIMENSION R. FROM SHEET PCA MAY BE USED 70 OFFSET THE NORTH SOUTH ARRAY BUILOAUGNMENT LINE FROM THE MODULE PROJECT: ]Z'-l0' EDGE TO THE SUPPORT EDGE.THIS ALLOWS SUPPORT ROOF N PROTECTION PADS TO BE ALIGNED RATHER THAN AMODULE OSGOOD SOLAR THAT SITS SEVEML INCHES OFF THE ROOF. ROOFTOP LOCATION: A 16000SGOODSTREET A 3fl NORTH ANDOVER MA 01845 - s u v s SHEETTITLE: BALLAST BALLAST LAYOUT-ARRAY 4 i SCALE: L/16-V-0- PC'7 NOT APPROVED FOR CONSTRUCTION NA SHEET REVISION: 6NEET: 0 PC-7 8 7 6 5 4 3 2 1 1-71 E-71 C--] [---j C-71 C-71 C-1 1--:1 C- C� 8 7 6 5 4 3 2 1 1 ARRAYS ARRAY 6 pane AMU ROOF INFORMATION ROOF INFORMATION claw* Roof xElGlrtlm3o RooF xDGHT(H) 3o PANELCLAW,INC. PARAPETHE. IFI) l.s PAMPETHEK.HTDT) 1.S 1570 OSGOOD ST.SUITE 21M ROOF TILT(DEG) 1 ROOF TIITIDEGI 1 NORTTEANDOVCABER,91845 D ROOF TYPE TPO ROOF TYPE TFA%:9]8.6885 C00 PO D w.PRRe T SPECIFICATIONS SPECIFICATIONS II.MBEROFAI—ES 29 NUMBEROFMODULES 173 STAMP: MODULE POWER(W) 350 MODULE POWER IW) 350 ARRAY OUTPUT(Kw) 101 ARMY MPUT(K) 60.6 ARMY AZIMUTH 167 ARRAYAZIMUTH 167 32'.T� PARTQUANTITIES PART QUANTITIES REM CITY ITEM QTY — IFF SIF F{� SUPPORTS Se SUPPORTS 316 SOUTHSUPPORTS 10 SOUTH SUPPORTS IO I_IJ CLAWS 50 CLAWS 306 ICING RAllASTTRAY 13 ICING BALLAST TRAY 83 I�JJ SHORT BALLAST TRAY 33 SHORT MLWST TRAY 119 '6 MLWST BLOCKS 66 BALLAST BLOCKS 519 31P 3110 ATTACHMENTS 0 ATTACHMENTS 0 d 38•-0. C LOADING DETAILS LOADING DETAILS `SPP SINGLE MODULE 3YT ILB) 51.1 SINGLE MODULE WE(LBI 51.1 ALJ $2 sl $2 SINGLECMUWTIUB) 32.6 SINGLE CMUWT(LB) 32.6 TOTAL ARMY WE IUB) 1135 TOTAL ARMY WT(LBI 3NOS 2 ARMY AREA IMF) T39 ARMY ARM(PSF) 0.6 6S'2" 327 ARMY lW01PSFI 5.6 CIAO(KF) 66 S2 Sl S2 —— OIz tfl BALLAST LAYOUT-ARRAYS SCALE: ]/0'•]'-0- PC-e t L B B SCALE 69 3' ( 1 OLSIZE36"%24" SHEETSIZE SIZE ARCH"D" NOT DIMENSIONS IN ONE SOUTH DIRECTION PREPARED FOR: INCLUDE THE RACKING OVERHANG ON THE NORTH AND SOUTHARRAYARE10T EMENSIONS IN ODULEEDGES. IME WEST OSGOOD SOLAR DIRFROM SHEARETO THERE USED OOFS.DIMENSION"R" FROM SHEET BU1MAYDEUSEDTONEFRO THEENORTH MOD SOUONARHE SUPPORT TALLOWS SUPPORT MODULE PROJECT: EDGE TO THE SUPPORT EDGE.INIS ALLOWS SUPPOPT NOOF Sl P T OIATSCSSEVERAL ADSTOBEINCHES ALIGNED ATHERT14ANAMOWLE OSGOOD SOLAR ROOFTOP LOCATION: A ----- — -- 16000SGOODSTREET A NORTH ANDOVER MA 01945 S2 S2 S2 S2 S2 S2 S2 S2 s1 $2 SHEETTITLE: BALLAST BALLAST LAYOUT-ARRAY LAYOUT-ARRAY 66 LAYOUT-3 SCALE: 1/8'-1'-0" PGB NOT APPROVED FOR CONSTRUCTION REVISION: SHEEP: 0 PC-8 8 7 1 6 1 5 4 3 2 1 [---3 C-7 [-7 n 173 1-771 8 7 6 5 4F 4 3 2 1 ARRAY ARRAY pane 'Z7= ROOF INFORMATION ROOF INFORMATION Caw* ROOF HEIGHT(FT) 30 ROOF HEIGHT(FT) PANELCLAW,INC. RAPD xEIGxT IFN 1.9 PARAPET HEIGHT(Fr) 1.5 1570 OSGOOD ST.SUITE 2100 NORTH ANDOVER,MA01US ROOF TILT(DEGI ROOF TILT(DEG) 1 TEL:978.6R8 9900 D ROOFTYPE TPO ROOF TYPE TPO FA%:9]8.6885 100 D www.pane {�M..e" SPECIFICATIONS SPECIFICATIONS M NUMBER Of MODULES UlFS 371 NUMBER OF MODULES 163 STAMP: MODULE POWFR(W) JSLI MODULE PONER(W) 35D ARMYOUTPUT(Kw) 139.9 ARRAY OUTPUT(-) ST. ARRAYAZIMUTN 167 ARMYAAMUTH PART QUANTITIES PART QUANTITIES REM QTY REM CITY a v SUPPORTS 742 SUPPORTS 330 u u u u SOUTH SUPPORTS 42 SOUTH SUPPORTS 46 CLAWS 142 C— 330 LONG BALLAST TRAY 172 LONG BALLAST TMY 82 SHORTMLLASTTMY 265 SHORTMWISTTMY 137 BALLAST BLOCI(S 1135 BALLAST BLOCKS ATTACN.— 6 ATTACHMENR 12 C 126'-1" '6 gD LOADING DETAILS LOADING DETAILS a s SINGLE MODULE WT(LB) Sl.l SINGLE MODULE WT RBI 51.1 SINGLE CMU WTI LB) 32.6 SINGLE CMU YYT RBI 32.6 a TOTAL ARMY WiLD) 61652 TOTAIARMY Wi(LB) 25255 a ARMY AREA(SQ FTI 9277 ARMY AREA(SQ.IT) OlB3 ARMY LOAD IPSF) 6.6 ARMY LOAD(PSF) 60 v x 5 O O v v v v a a v a s a a g � f BALLAST LAYOUT-ARRAY 7 �1 SGLE: 101-1- B /16"•1-B B SCALE: NYtiRr� 2 117'-3" OHEETSIGINAL E ZE ARCH ""D"R SD" NOTE:DIMENSIONS IN THE NORTH SOUTH DIRECTION PREPARED FOR: -- INCLUDE THE RACKING OVERHANG ON THE NORTH AND SOUTH ARRAY EDGE.DIMENSIONS IN THE EASTWEST OSGOOD SOLAR DIRECTION ARE TO THE MODULE EDGES.DIMENSION"R" FROM SHEET PO3 MAYBE USED TO OFFSET THE NORTH a SOUTN ARRAY BUILD ALIGNMENT LINE FROM THE MODULE PROTECT: v EDGE TO THE SUPPORT EDGE.THIS ALLOWS SUPPORT ROOF PROTECTION PADS TO BE ALIGNED RATHER THAN A MODULE OSGOOD SOLAR THAT SITS SEVERAL INCHES OFF THE ROOF. S3'-10" a a .L ROOFTOP LOCATION: A 1600OSGOOD STREET A a a NORTH ANDOVER MA 01845 vH v v a a a a a v v v al v SHEETTITLE: BALLAST BALLAST LAYOUT-ARRAY 8 LAYOUT-4 SCALE: 1/16"-VA)' PC'9 NOT APPROVED FOR CONSTRUCTION REVISION: SHEET: 0 PC-9 8 7 6 5 4 3 2 1 �7 E--] C-71 [7-3 C7 -J 8 7 6 5 4 3 2 1 ARRAY 9 ARRAY 10 panel=ff ROOF INFORMATION ROOFATION INFORMaW w ROOFHEIGNTIFTI 3D ROMMIGHT(FT) 3a PANELCLAW,INC. PARAPET HEIGHT ITT) 1.5 PARAPET HEWHT(FI) 1.5 1570 OSGOOD ST.SUITE 2 IGD NORTH ANDOVER,MA DIMS ROOF TILT(BEG) 1 ROOF TiIT IDEGI 1 TEL 978.688.4900 FAX:978.688.SIOO D ROOF TP. ROOF TYPE LPO www,PeDedaw.com D SPECIFICATIONS SPECIFICATIONS NUMBER OF MODULES SM N UMBER OF MODULES 661 STAMP: MODULE POWER IW) L. MODULE POW ER PMI 350 ARMY OUTPUT IKw) 36.4 ARRAY OUTPUT IKwj 238.4 M—AZWUTH 167 ARMY-MUTX 167 PART QUANTITIES PARTQUANTITIES REM QTY OEM QTY SUPPORTS 208 SUPPORTS 1363 SOUTHSUPPORTS 31 SOUTH SUPPORTS CLAWS Z. CLAYS 1362 4o TIm—A LONGRALIASTTRAY 20 LONG MLLAST TRAY I. SHORTM—TMY 119 SHORTBAUASTTMY S. T : MlLAST BIOCKs 1506 A—HMI— 0 ATTACHMENTS d LOADING DETAILS LOADING DETAILS SINGLE MODULE WT ILL) Sl.l SINGLE MODULE WT(LBI 51.1 v u INGLECMUWT(LB) 32.6 SINGLE CMU WT(LB) 32.6 —117'.3" ORMW YT(LB) 11801 TOTALARMYWT(LB) ARMY AMA 93]80 2 REA ISO FT) 2617 ARMY AREA ISO.FTI 16951 4G'A' ss v u u ARRAY LOAD(PSF) 1.S ARMY LOAD(MIT S.S 1P If 4 + L u v u r 0 O H u—>, >, v >. R H 5 f BALLAST LAYOUT-ARRAY 9 �� o SCALE: 1/16'•1'-0' PC-10 C B B SCALE: 118'10" `^ ORIGINAL SIZE 36'X24" SHEET SIZE ARCH"D" PREPARED FOR: _ NOT DIMENSIONS IN THE NORTH SOUTH DIRECTION INCLUDE THE RACKING OVERHANG ON THE NORTH AND SOUTH ARRAY EDGE.DIMENSIONS IN THE EAST WEST OSGOOD SOLAR DIRECTION ARE TO THE MODULE EDGES.DIMENSION'R' FROM SHEET PC-3 MAY BE USED TO OFFSET THE NORTH SOUTN ARRAY BUILD ALIGNMENT LINE FROM THE MODULE PROTECT: EDGE TO THE SUPPORT EDGE.THIS ALLOWS SUPPORT ROOF PROTECTION PADS TO BE ALIGNED RATHER THAN A MODULE OSGOOD SOLAR THAT SITS SEVERAL INCHES OFF THE ROOF, ROOFTOP LOCATION: A 1600OSGOOD STREET A NORTH ANDOVER MA01845 v a u a v u v u u _ u u v v u u v ss u SHEETTITLE: /� BALLAST BALLAST LAYOUT-ARRAY 10 / : 1 LAYOUT-5 SCALE: 5/16'•L'-0" x'10 NOT APPROVED FOR CONSTRUCTION REVISION: SHEET: 0 PC-10 8 7 6 5 4 3 2 1 [---I C-71 1-73 [--71 [---1 [---1 L i 8 7 6 5 4 3 2 1 ARRAY 11 ARRAY 12 pane0._7O ROOF INFORMATION ROOF INFORMATION claw* (•r- 65] PA NORTH ANDOVER, INC. ROOF HEIGHT(FT) 30 R O H IGH 30 PAMPETHEIGHT(FR 1.5 HAPETHEIGHT(F', 1.5 ISTD OSGOOD ST.SUITE 2100 NORTH ANDOVER,MA 01845 ROOF TILT(DEGI 1 ROOFTILTIDEG) 1 TEL:978.G88A900 D ROOF TYPE TPO ROOFTYPE TPO FA%:978.688.S1O0 www.Panel law.com D SPECIFICATIONS SPECIFICATIONS NUMBER OF MODULES 346 NUMBER OF MODULES 195 STAMP: MODULE POWER(W) 350 MODULEPOWER(W) 350 PUT I- 121.1 A0.MY OUTPUT IKwI 60.3 v x 167 ARMYAIIMUfH 167 v PART QUANTITIES PARTQUANTITIES NEM QTY OEM Qtt SUPPORTS 692 SUPPORTS 390 SOUIH SUPPORTS 26 SOUTHSUPPORTS 10 CLAWS 692 CUWS I. LONG BALLAST TMY 21 LONG MLLASTTRAY 6 RT MLVST TMY 300 SHORT RAST TMY 234 10'10, MLLASTBLOCKS 410 MLLASTBLOCKS 241 —CH.E— 0 TTACHMENTS 0O C R C LOADING DETAILS LOADING DETAILS SINGLE MODULE W'T(LBI Si., SINGLE MODULE WT LLB) 51.1 Zf SINGLECMUMT(LB) 32.6 SINGLE CMU WT FB) 32.6 TOTALARMY WT RB) 3534 TOTAtMWWT(LN 1-1a ARMY AREA(SQ F7) ARMY AREA(SQ FT) Si48 ARMY LOAD(ME) 4.2 ARMY LOAD(..) 4.3 5 0 O r st v st v v v $ — �\ f BALLAST LAYOUT-ARRAY 11 SCALE: 1/16"-1'4Y' PC-11 3 B B SCALE: tm laevo^ FYY�.f�l1� ORIGINAL SIZE 36"K24" SHEET SIZE A.C. PREPARED FOR: NOTE:DIMENSIONS IN THE NORTH SOURS DIRECTION INCLUDE T14E RACKING OVERHANG ON THE NORTH AND SOUTH ARRAY EDGE.DIMENSIONS IN THE EAST WEST OSGOOD SOLAR DIRECTION ARE TO THE MODULE EDGES DIMENSION"R" FROM SHEET PC-3 MAY BE USED TO OFFSETTHE NORTH SOUTH ARRAY BUILD ALIGNMENT LINE FROM THE MODULE PROJECT: EDGE TO THE SUPPORT EME.THIS ALLOWS SUPPORT ROOF PROTECTION PADS TO BE ALIGNED RATHER THAN A MODULE OSGOOD SOLAR THAT SITS SEVERAL INCHES OFF THE RODE. ROOFTOP LOCATION: A 1600OSGOOD STREET A NORTH ANDOVER MA 01845 u st v v v v SHEET TITLE: BALLAST LAYOUT-ARRAY 12 2 BALLAST 1 LAYOUT-6 SCALE: 1/I6"=1'-0" PGII NOT APPROVED FOR CONSTRUCTION REVISION: SHEET: 0 PC-11 8 7 6 5 4 3 2 1 C=1 1-3 F-3 1-3 1-1 C47 C�7 �J C47 C 7 8 7 6 5 4 3 2 1 ARRAY 13 ARRAY 14 pane =19 ROOF INFORMATION ROOF INFORMATION claw* ROOF HEIGHT ITT) 30 ROOF HU HT(FT) 30 PANELCLAW,INC. PARAPETHEIGHTLIFT) PARAPEFHEGHTRT) IS 1570 OSGOOD ST.SUITE 21M NORTH ANDOVER,MA 01845 ROOFTILT(DEG) ROOF TI LT IDEGI TEL:978.688.4900 FAX:978.688.S100 D ROOF TYPE TM ROOFMIC TPO WWw Panelclaw.cOm D SPECIFICATIONS SPECIFICATIONS NUMBER OF MODULES 390 NUMBER OF MODULES 181 STAMP: MODULE PO UTR 350 MODULE POWER(W) Y. RMV OUTPUT INwj 3365 ARMYOUTPUT LGw) 63.4 ARMY AZIMUTH ]fiI ARRAY AZIMUTH 167 PART QUANNTIES PART QUANIRIES OFM DTY rtEM QTY SUPPORTS 700 SUPPORTS 362 SOUIN SUPPORTS 26 SOUTH SUPPORTS 10 CLAWS 700 CLAWS 362 LONG BAU73T TMY 363 L—BAUASTTMY SHORT BALUST TRAY 171 SHORT MLIAST TRAY 220 BALLAST BLOCKS 3000 MLIASTBLOCY3 221 TTACHMEMSHMEMS w C 114'4" C LOADING DETAILS LOADING DETAILS SINGLE MODULE WT(LB) 51.1 !ARMY GLE MODULE WT SINGLE C34U—LLB) 32.6 GLECMUW1--E 327"� OTALARMYWT(LS) 61167 TALARMY W 2 ARRANARM(Sa FnAREA Il MT LOAD(MF) 6.3 MY LOAD(P O >: n v n a a v a 0 >, a n :, 5 f BALLAST LAYOUT-ARRAY 13 t B B o � SCALE: 348'-10' F7'' AIY�1 ORIGINAL SIZE 36"X24" SHEET SIZE ARCH"D" NOTE:DIMENSIONS IN THE NORTH SOUTH DIRECTION PREPARED FOR: " INCLUDE THE RAGGING OVERHANG ON THE NORTH AND SOUTHARRAYARETOT THENSIONS IN E MODULE IME WEST OSGOOD SOLAR DIRECTION ARE TO THE MODULE EOGES.DIMENSION"R" FROM SHEET BU MAYBE USEDTOOFFRO THE NORTH SOUTEDGE TO THE SUPPORT ALIGNMTEDGE.EHIS INE ALLOWS THESUPPORT MODULE PROJECT: EDGE TO THE SUDPORT EDGE.THIS ALLOWS SUPPORT HOOF PROTECTION PADS TO BE ALIGNED RATHER THAN A MODULE OSGOOD SOLAR THAT SITS SEVERAL INCHES OFF THE ROOF. ROOFTOP LOCATION: A 1600OSGOOD STREET A NORTH ANDOVER MA 01845 v v v v v SHEET TIRE: BALLAST BALLAST LAYOUT-ARRAY LAYOUT-ARRAY 144 UT-7 SCALE: V16'-1'-0' PC•12 NOT APPROVED FOR CONSTRUCTION .777 EVISION: SHEET: 0 PC-12 8 7 6 S 4 3 2 1 8 7 6 S 4 3 2 11 ARRAY 15 ARRAY 16 panelErvo ROOF INFORMATION ROOF INFORMATION claw, 65'2' ROOFHER;HTIFT) ROOF HEIGHT(IT) TO PANELCLAW,INC. PA—ETHEIGHT(FT) I., PAMPET HECK ITT) 1.5 1570 OSGOOD ST.SUITE 21M NORTH ANDOVER,MA 01845 ROOFTILT(DEG) L ROOFTILTIDEG) I TEL:978.688.4900 D ROOFTYPE TYPE TPO FA%:971LG885IOD Www.P...lew.com D SPEQFICATIONS SPEOFICATIONS NUMBER OF MODULES 329NUMBER OFMODULES 687 STAMP' u MODULE POWER(W) MODULE POWER(W) 350 AAMYOUTPUT(") 115.2 ARMTOUTPUTIKw) 226.5 RAYAD.— 167 ARRATAZIMUTH 167 PART QUANTITIES PART QUANTITIES OEM 0" ITEM CRY SUPPORTS 658 SUPPORTS 1294 SOUTH SUPPORTS 28 SOUTH SUPPORTS ED CLAWS 658 CLAWS 1294 LONG RALIAST TRAY 20 LONG BALLAST TRAY 175 SHOOT BALLAST TW 365 SNORTML—TRAY SSS 148'-10" WUTASTBLOCKS 391 MLUST BLOCKS 1417 ATTACHMENTS 0 ATTACHMENTS 0 c d c C LOADING DETAILS LOADING DETAILS SINGLE MODULE WT(LB) SINGLE MODULE WT HE) 51.1 II SINGLECMUWTHR) 33.6 SINGLECMUWTHB) 32.6 v v u AI AILEI 34229 TOTALAAPORAT Wi(lBl 88665 2 RAT ARFA ISO FH 8207 FA ISO Fit ARRAY 16151 ARRAY lOA0 LMF) 0.3 RAYIDAD IPSFI 5.5 D 5 O v f BALLAST LAYOUT-ARRAY 15 SCALE: E B - B SCALE: 148',10" — A v v SI ORIGINAL SIZE 36"X24" SHEET SIZE ARCH PREPARED FOR: NOTE:DIMENSIONS IN THE NORTH SOUTH DIRECTIONNORTHA INCLUDE DE THE RACKING OVERHANG ON THE NORTH AND SOUTHARMY RETOT THE MODULE EMTWESTOSGOOD SOLAR FROM3- DIRECTIO SHEET P 3 THE MODULE EDGES.DIMENSION"R' FROM SHEET BU MAY BE USED TO OFFSET THE NORTH EDGE THE SUPPORT ALIGNMENT LINEFROMSTHEUPPORT RTMODULE PROIER: EDGE TO THE SUPPORT EDGE.THIS ALLOWS SUPPORT NOL% PROTECTION PADS TO BE ALIGNED RATHER THAN A MODULE OSGOOD SOLAR u v THAT SITS SEVERAL INCHES OFF THE ROOF. ROOFTOP LOCATION: A 1600OSGOOD STREET A „ NORTH ANDOVER MA 01845 a s v a v v v s v s v a u v u v v SH EET TITLE: BALLAST BALLAST LAYOUT-ARRAY 16 1 LAYOUT-8 SCALE: S16'=1'-0" PGiJ NOT APPROVED FOR CONSTRUCTION REVISION: SHEET: 0 PC-13 8 7 6 5 4 3 2 1 Ci 8 7 6 5 RIF 4 3 2 1 ARRAY 17 ARRAY 18 pane ROOF INFORMATION ROOF INFORMATION Caw® ROOFHNGHTI"` 3o ROOFNEIGHT(FT) ID PANELCLAW,INC. PARAPET HEIGHT TET) 1.5 PARAPET HEIGHT ITN 1.5 IS70 OSGOOD ST.SUITE 21M NORTH ANDOVER,MA 01845 ROOFTILT(DELI 1 ROOF TAXFGG) ] TEL 971TER8A900 D B4'8' - fA%:97fl.688.5100 ROOFTYPE TPO ROOF TYPE TPO www.Panelclaw.com D SPECIFICATIONS SPECIFICATIONS NUMBER OF MODULES 253 NUMBER OF MODULES 144 STAMP: ODULE POWER(WI 350 MODULEPOWERIWI ISO l T T T T ARMY—U1(Z) RAY OUTPUT(K.) 50.4 ARRAY AZIMUTH 167 ARMYAIIMUTH 167 PARTQUANTITIES PAUCILUATITIES REM Ott REM QTY SUPPORTS 506 SUPPORTS 288 SOUTH SU PPORTS 32 SOUTHSUPPORTS 30 CLAWS Z. LONG BALLAST TRAY BS LONG RALUASTTMY 56 SHORT BALLAST TRAY 208 SHORT BALLAST TRAY 120 F� BALLAST BLGCKS 672 BALUSTBLOCKS 371 Bfl'-1' '[ T ATTACHMENR 0 ATTACHME— 0 c w C # N'NSP - C 52 51 S2 LOADING DETAILS LOADING DETAILS SINGLE MODULE WTI LB)) 51.1 SINGLE MODULE WT ILEI SLI. SINGLE CMU WT TLB) 32.6 SINGLE CMU WT DBI 32.6 TOTAL ARMY WT DBI 38607 TOTAL ARRAY WT(LB) 21682 2 I ARMY AREA(SQ FT) 6333 ARMY AREA ISO,FIT 3629 LAEpEp T pI III D-�IIS–�1� MYLWOIPSFI 6.1 ARMY LOAD(FIT) 6.0 T 5 O S2 52 52 52 52 52 S2 52 S2 S2 52 S2 51 S2 g I BALLAST LAYOUT ARRAY 17 �� c SCALE: 3/32--V-0- PC-f4 M..B. t B 53 L2 SCALE: Lm MdaYrl�i� ORIGINAL S1ZE 36"X24" SHEET SIZE ARCH'D' If f If T NOTE:DIMENSIONS IN THE NORTH SOUTH DIRECTION PREPARED FOR: INCLUDE THE PACKING OVERHANG ON THE NORTH AND 61'-5" SOUTHARRAYARETOT THE S IN EDGES.DIMENSEAST ION OSG OOD SOLAR DIRECTION ARE TO THE MODULE OOFS.DIMENSION"R' FROMSHEET BUIMAYBEUSENTLINEFRO THENORTH SOUTH ARRAY BUIIDALI6NMENT LALLOW SUPPORT MODULE PROTECT: EDGE TO THE SUPPORT EDGE.THIS ALLOWS SUPPORT ROOF PROTECTION PADSTO BE ALIGNED RATHER THANA MODULE OSGOOD SOLAR THAT SITS SEVERAL INCHES OFF THE ROOF. ROOFTOP LOCATION: A S1 SZ 16000SGOODSTREET A I NORTH ANDOVER MA 01845 SZ S2 S2 S2 SZ S2 52 52 SZ SZ 51 52 SHEET TITLE: BALLAST BALLAST LAYOUT-ARRAY 18 LAYOUT-9 SCALE:3/32'-'A' PG30 NOT APPROVED FOR CONSTRUCTION REVISION: SHEET: 0 PC-14 8 7 6 5 4 3 2 1 L— C L 1 1--7 C-7 C-7 �J L-7 C-7 C-7 C- 7 C 8 7 6 5 4 3 2 1 ARRAY 19 ARRAY 20 paneM4 7 ROOF INFORMATION ROOF INFORMATION claw, {�-32'-7' ROOF HEIGHT LFTI 30 ROOF HEIGXTIfT) 3D pANELCLAW,INC. ARMET. M EK: IRI 1.5 AMPFTHEGHTIFT) I.S .70CISGOODST.SURE2I00 NORTH ANDOVER,MA 01845 POOL TILT IDFGI I ROOFTILT(DEG) 1 TEL:978.688 4900 FAX:9T6.688.5100 D ROOF TYPE TPO --IF TPO www.Pane[aw.c9m D SPECIFICATIONS SPECIFICATIONS NUMBEROF MOOULFS 160 NUMBEROFMODULES 267 STAMP' MODULE POW EP IYO 350 MODULE POWER(W) 350 y ARMY OUTPUT I-) 56.0 ARMY OUTPUT IKN) 93.5 ARMYAZIMUTH 167 ARMYQIMUTH 167 PART QUANTITIES PART QUANnnES DFM Q. ITEM OTY SUPPORTS 320 SUPPORTS 531 SOUTH SUPPORTS 21 SGUTHSUPPORLS 58 v v CLAWS 320 CLA.1 S. y LONG BALLAST TMY ZO LONG BALLAST RAY 37 SHORT UST TRAY SHORTMIIASTTMT 148'-LO' BALLAST BL.. 310 MLLASTBLOCKS 351 v ATTACHMENR 0 ATTACHMENTS 0 0 C 6 C LOADING DETAILS LOADING DETAILS SINGLE MOOULEWT ILBI 51.1 SINGLE MODULE WT LLB) 53.1 SINGLECMU WTILB) 32.6 SINGLECMU WTDBI 33.6 v v �65'-2"� TOTAL ARMYMT ILBI 1]152TOTAL ARMYWT IT) 2916]314 2 ARMY AREA m 401 ISQ3 AMY AREA(SQ FTI ARMY LOAD IPSFI 43 ARMY LOAD(PSF) O v v v v v u y el av � BALLAST LAYOUT-ARRAY 19 1 y y y SCALE: 1/16'=1'-T PC-IS t B B v SCALE: 14e•.la nFR.F�..rI�P� ORIGINAL SIZE 36'X24" u v SHEET SIZE ARCH"D" v IL PREPARED FOR: NOTE:DIMENSIONS IN THE NORTH SOIRH DIRECTION INCLUDE THE PACKING OVERHANG ON TILE NORTH AND SOUTH ARRAY EDGE.DIMENSIONS IN THE EAST WEST OSGOOD SOLAR DIRECTION ARE TO THE MODULE EDGES.DIMENSION"R" FROM SHEET PG3 MAYBE USED TO OFFSET THE NORTH v v u v SOUTH ARRAY BUILD ALIGNMENT LINE FROM THE MODULE PROECT: EDGE TO THE SUPPORT EDGE.THIS ALLOWS SUPPORT ROOF PROTECTION PADS TO BE ALIGNED RATHER THANA MODULE OSGOOD SOLAR THAT SITS SEVERAL INCHES OFF THE ROOF. ROOFTOP LOCATION: A 1600OSGOOD STREET A NORTH ANDOVER MA 01845 SHEET TITLE: BALLAT BALLAST LAYOUT-ARRAY LAYOUT-ARRAY 200 LAYOUTS 10 SCALE: 1/16'"1•-0" PC-15 NOT APPROVED FOR CONSTRUCTION REVISION: I SHEET: 0 PC-15 8 7 6 5 All, 4 3 2 1 C�7 C-7-3 C-1 1-7 1-73 m C--3 1-7 C-1 C-3 C J 1--7 C----3 [---I C-7 C � F-3 C-� 8 7 6 5 4 3 2 1 1 ARRAY 21 ARRAY 22 pane lO,t f ROOF INFORMATION ROOF INFORMATION Caw, 11T-3' ROOT HEIGHT IfTI 30 ROOF HEIGMIfTI 30 PANELCIAW,INC. RAPETHEIGHTIFT) IS PAMPET HEIGMIfT) IS 1570 OSGOOD ST.SUITE 21M NORTH ANDOVER,MA 01845 ROOFTILT(UEG) 1 RooF TRT(DEG) 1 TEL:978.16118— D ROOF TYPE TPO ROOF TYPE TPO FA%:9]8.688.5100 —PAR Id.w.c— D SPECIFICATIONS SPECIFICATIONS UMBEROFMODULES S92 NUMBEROFMODUIES 203 STAMP: z m— MODULE POWER(W) 350 MODULE POWER IWI 350 ARRAYOUTPUT(Rw) 201.3 ARMY OUTPUT IKwI T1.1 ARMYAZIMUi. 16) ARRAYAZIMUTH 162 PART QUANTITIES PART QUANTITIES DFM OTY REM 0" SUPPORTS 11. SUPPOMS 406 SOUTH SUPPORTS 61 SOIIiH SUPPORTS 30 CLAWS 1184 CLAWS 406 v ss LONG MLLASTTMY 1. U314.RAUAST TRAY SHORTMLLASTTMY 511 SHORTMLUSTTMY 1. 148'10' v v v v v v s sI BAU-10CK5 13)9 .—TBLOCIG 533 v v v v ATTACHME— CHMENTS 0 D C 6 C LOADING DETAILS LOADING DETAILS SINGLE MOOUIf'M TLB) 51.1 SMGU:MODULE wr(LBI 51.1 SINGLE CMU WTIIB) SINGLECMUWT(LB) 326 TOTAL ARMY WT I.) 83910 TOTAL ARMY WT(IN 3082] 2 ARMY AREA ISO.FT) 14]9) ARMY AREA(SQ FTI ARMY lW0lPsfl 5.J ARMYIOAD(PSF) 6.1 v v v v a v v v ss v u v v v g BALLAST LAYOUT-ARRAY 21 SCALE: 1/16'-1'-0 PC-lfi t B - B SCALE: MLY�P� -- -- ORIGINAL SIZE 36"X24" u SHEET SIZE ARCH'D' NOTE:DIMENSIONS IN THE NORTH SOUTH DIRECTION PREPARED FOR: INCLUDE THE RACKING OVERHANG ON THE NORTH AND SOUTH AN BRAYEDGE.THEMODULE EDGES, IMEEASWEST OSGOOD SOLAR DIRECTIONARFTO THERE USED OOFS.ET THE ION H FROM SHEET BUMAYBEUSEDTONE FROM NORTH ED ARMTO THE SUPPORT EDGE. THIS LINE SUPPORT MODULE PROJECT: 69'1' EDGE i0 THE SUPPORT EDGE.THIS ALLOWS SUPPORT POOF PROTECTION PADS TO BE ALIGNED RATHER THAN A MODULE OSGOOD SOLAR THAT SITS SEVERAL INCHES OFF THE ROOF. ROOFTOP v LOCATION: A 9 a FI v 160005GOODSTREET A >: NORTH ANDOVER MA 01845 -- ss ss s v ss v v u SHEETTITLE: BALLAST BALLAST LAYOUT-ARRAY 22 LAYOUT-11 SCALE: 1/16'-1'-0 PC-16 NOT APPROVED FOR CONSTRUCTION REVISION: SHEET: 0 PC-16 8 7 6 5 4 3 2 1 C---] 1-73 F-� C-7 171 [---1 C7 [---j C7 C-3 8 7 6 S 4 3 2 11 ARRAY 23 ARRAY24 paneclaw*ALTO C ROOF INFORMATION ROOF INFORMATION aW s RWFH—(FTI 30 ROOF HEIGHT(FI) 1 30 PANELCLAW,INC. PARAPET HEIGHT IFN 1.5 PARAPET HEIGHT IFTI 1.5 1570 OSGOOD ST.SUITE 2300 NORTH ANDOVER,MA 01845 POOF TILT(IPEG) ROOF TILT(pE61 TEL:978.688.4900 ROOF TYPE TPO ROOF TYPF T1PO FAK:9]8.688.5100 D �R4'a^ --.{ W W.gPp41aRWTOm D SPECIFICATIONS SPEOFICATIONS NUMBER OF MODULES 410 NUMBEROFMOOULES STAMP: MODULE POWER(W) 350 MODULE POWER(W) 350 RAYOUTPUT(K.1 143.5 ARMYOUTPUT(K L 111.6 MY AZIMUTH 167 ARMYAZIMUTH 167 PARTQUANTITIES PARTQUANTTTIES rtEM QTY REM QT' — SUPPORTS 010 SUPPORTS 836 SOUTH SUPPORTS SOUTH SUPPORTS 34 CLAWS 830 CLAWS 826 LONG BALUST TRAY L. LONG MLLASTTRAY 1)2 ORT RALLASt TRAY 327 SHORTRALLASYLMY Z. n u u BALLAST BLOCKS 1100 BALLAST BLOCKS 120D ATTACHMENTS 1 TTACHMEMS 0 C LOADING DETAILS LOADING DETAILS v SIHGLEMOOUL—L11)1 51.1 SINGLE MODULE WT RBL 51.1 SINGLF CMU WT ILO) 32.6 SINGLE CMU wrILBI 33.fi i W TOTALARRAY WT RBI 62059 TOTALARRAYNTLLB) 66364 ARRAY AREA ISO FT) 1 10239 ARMY AREA ISO FT) ULLPP ARMY LOAD(PSF) 6.1 ARMY LOAD IPSF) 6A o � s � - f BALLAST LAYOUT ARRAY 23 SCALE: 1/16"=1'd' 5 B B s v SCALE: IYY11�P� ORIGINAL SIZE 36"X24" SHEET SIZE ARCH"D" 126'-I' PREPARED FOR: NOTE:DIMENSIONS IN THE NORTH SOUTH DIRECTION INCLUDE THE RACKING OVERHANG ON THE NORTH AND SOUTH ARRAY EDGE.DIMENSIONS IN THE EASTWEST OSGOOD SOLAR DIRECTION ARE TO THE MODULE EDGES.DIMENSION W FROM SHEET PC-3 MAY BE USED TO OFFSET THE NORTH SOUTH ARRAY BUILD ALIGNMENT LINE FROM THE MODULE PROJECT: EDGE TOTHE SUPPORT EWE.THIS ALLOWS SUPPORT ROOF PROTECTION PADS TO BE ALIGNED RATHER THAN A MODULE OSGOOD SOLAR THAT SITS SEVERAL INCHES OFF THE ROOF. ROOFTOP LOCATION: A 1600OSGOOD STREET A NORTH ANDOVER MA 01845 T M? !f I f . o a a a N v s a s a a u s SHEET TITLE: BALLAST BALLAST LAYOUT-ARRAY 24 LAYOUT-12 SCALE: 1/16'•1'-0' PC'1) NOT APPROVED FOR CONSTRUCTION REVISION: SHEEP: 0 PC-17 8 7 6 S 4 3 2 1 C�j C--j C-�] [-7 C--�] = C-_--�) C--3 C'3 = C -73 C- L -i C-73 C-7 C---] C-71 8 7 6 5 4 3 2 1 paneDov c aw• U-ANCHOR 2400 MECHANICAL PANELCLAW,INC. ATTACHMENT MANUFACTURED BY / 1570OSGOOD ST.SURE 21M OTHERS INSTALLED UNDER TWO NORTH ANDOVER,MAOlU5 MODULES / Q� o - TEL 978.6REIASKO D FAX:9]8.688.5100 www.Panel law.com D / \- STAMP: U-ANCHOR 2400 MECHANICAL 1 ATTACHMENT MANUFACTURED BY N OTHERS INSTALLED UNDER ONE ,p a C / STANDARD SUPPORT MODULE C �\ BALLASTTRAY MECHANICAL ATTACHMENT LOCATION DETAIL rA SGIE: N.T.S. PGLB �`� SEE THROUGH PV SOLAR MODULE SOUTH SUPPORT --_ MECHANICAL ATTACHMENT 5 0 V WORKING LOAD(LB) 5 11 HORIZONTAL(H) VERTICAL(V) g 2111 Lr— 300 30 4 I 1. HONI20NTgl LOAD H MAY ACf IN ANY DIRERION Z. WORKING LOADS-ALLOWABLE LOADS(L..NON-FACTORED) G BOLTED B CONNECTIONS 41/4'H a ' B PANELCLAW MANUFACTURED COMPONENTS 1/4-20,304S.S.HARDWARE U-ANCHOR MECHANICAL COMPONENTS MANUFACTURED BY OTHERS SCALE: 0,75"LENGTH BOLT ATTACHMENT COMPATIBLE WITH ISERRATED FLANGE NUT FIRESTONE TPO MEMBRANE EXISTING ROOF.BUILDUP VERIFIED BY OTHERS. ORIGINAL SIZE as••zza• SHEET SIZE ARCH"D" FASTENERS DESIGNED AND PROVIDED BY OTHERS.S12E FASTENERS FOR REQUIRED PREPARED FOR: WORKING LOADS PER SCHEDULE. OSGOOD SOLAR L-BRACKET PROLEU: NOTE:MECHANICAL ATTACHMENT COMPONENT 3/8-16,3095.5. DIMENSIONS ARE PROVIDED FOR REFERENCE OSGOOD SOLAR HEX FLANGE NUT ATTACHMENT BRACKET 2_11 NP 5111 ONLY AND SHOULD BE VERIFIED WITH ROOFTOP ® 2 ATTACHMENT MANUFACTURER PRIOR TO FASTENER DESIGN. LO TION: A U-ANCHOR 2400 1600OSGOOD STREET A MANUFACTURED BY ANCHOR PRODUCTS NORTH ANDOVER MA 01845 (4)_01 SHEETTITLE: MECHANICAL MECHAN ICAL ATTACHM ENT DETAIL MECHANICAL ATTACHMENT DETAIL ATTACHMENT DETAIL SCAU: N.T.S. P416 SCALE:„.Ts, Pc-1B NOT APPROVED FOR CONSTRUCTION flEVI510N: SHEET: 0 PC-18 8 7 6 5 4 3 2 1 www.hhi-green.com/solar/en o p/ d (3 , E So o ar madu e5 Hyundai Heavy Industries was founded in 1972 and is a Fortune 500 company.The company employs more than 48,000 people,and has a global leading 7 business divisions with sales of 51.3 Billion USD in 2013.As one of our core businesses of the company,Hyundai Heavy Industries is committed to develop and invest heavily in the field of renewable energy. Hyundai Solar is the largest and the longest standing PV cell and module manufacturer in South Korea.We have 600 MW of module production capacity and provide high-quality solar PV products to more than 3,000 customers worldwide.We strive to achieve one of the most efficient PV modules by establishing an R&D laboratory and investing more than 20 Million USD on innovative technologies. Multi-crystalline Type HiS-M305T1 I HiS-M310TI i HiS-M31 STI HiS-M320TI.1 HiS-M325TI HiS-M330TI TI-Series C Mono-crystalline Type HiS-S325T11 HiS-S330TI I HiS-S335T1 I HiS-S340T1 I HiS-S345TI HiS-S350T1 Mechanical Characteristics XSeveral models are under certificationprocess. fe7tan&"r 3 998 mm(39.29")(W)x 1,960 mm(77.17")(L}x 50 mm(1.97")(H) 'rt- • Approx.23.2 kg(51.1 lbs) C72 cells in series(6 x 12 matrix)(Hyundai cell,Made in Korea) 4 mm'(12AWG)cables with polarized weatherproof connectors, e � IEC certified(UL listed),Length 1.2 m(47.2") � .p.• IP67,weatherproof,IEC certified(UL listed) F L41.. . .• 3 bypass diodes to prevent power decrease by partial shade Front:High transmission low-iron tempered glass(Anti reflection coated),3.2 mm(0.126") .N - • • Encapsufant:EVA Back Sheet:Weatherproof film C Clear anodized aluminum alloy type 6063 r _ —' High Quality •UL listed(UL 1703),Type 1 for Class A Fire Rating Output power tolerance+3/-0% •ISO 9001:2000 and IS0 14001:2004 Certified C •Advanced Mechanical Test(5,400 Pa)Passed(IEC) /Mechanical Load Test(40 lbs/ft')Passed(UL) Ammonia Corrosion Resistance Test Passed IEC 61701(Salt Mist Corrosion Test)Passed EFast and Inexpensive Mounting Delivered ready for connection IEC(UL)certified and weatherproof connectors EIntegrated bypass diodes Limited Warranty •10 years for product defect El •10 years for 90%of warranted min.power 25 years for 80%of warranted min.power X Important Notice on Warranty C The warranties apply only to the PV modules with Hyundai Heavy Industries Co.,Ltd.'s logo(shown below)and product serial number on it. C E � m P� � m � m� A HYU N DAI `�"° ' HEAVY INDUSTRIES C C C Electrical Characteristics Multi-crystalline Type I sane El0Nominal output(Pmpp) I W 305 310 315 320 325 330 Voltage at Pmax(Vmpp) V 36.0 36.1 362 36.4 36.6 36.8- Current at Pmax(Impp) A 8.5 I 8.6 8.7 8.8 8.8 8.9 Open circuit voltage(Voc) V 45.1 t 453 45.5 45.7 45.9 46.1 Short circuit current(Isc) A 8.8 1 8.9 9.0 9.0 9.1 92 Outputtolerance % +3/-0 No.of cells&connections PCs 72 in series C Cell type 6"Multi-crystalline silicon(Hyundai cell,Made in Korea) Module efficiency % 15.6 l 15.8 , 16.1 16.4 1 16.6 16.9 Temperature coefficient ofPmpp %/K -0.41 -0.41 -0.41 -0.41 -0.41 -0.41 Temperature coefficient of Voc %/K -0.32 -032 -0.32 -0.32 -032 -032 C Temperature coefficient of Isc %/K 0.039 0.039 0.039 0.039 0.039 0.039 FAIT data at 5T (Standard Test Conditions).Above data maybe changed without prior notice. ("1 Mono-crystalline Type ILS W-1,7111 CIO 3'ab 3d#) am It in Nominal output(Pmpp) W I 325 330 335 I 340 I 345 350 Voltage at Pmax(Vmpp). V 4 37.8 .38.0 382 1 38.4 j 38.6 38J Current at Pmax(Impp) A 8.6 8.7 } 8.78 8.9 9.0 9.0 Open circuit voltage(Voc) V 46.1 46.3 I 46.5 III 46.7 46.9 47.1 Short circuit current(Isc) A 9.2 93 9.4 9.5 9.6 9.6 C Output tolerance % +3/-0 No.of cells&connections I pcs 72 in series Cell type 6"Mono-crystalline silicon(Flyundai cell,Made in Korea) Module efficiency I % 16.6 16.9 I 17.1 17.4 17.6 17.9 Temperature coefficient of PP Pm %/K -0. -030 -030 -0. 0 -0.30 -0.3042 -0.42 -0.42 t -0.42 -0.42 -0.42 p TemperaturecoefficientofVoc %/K -030 � 3 Temperature coefficient of Isc O/o/K 0.047 0.047 ' 0.047 0.047 0.047 # 0,047 - X All data at STC(Standard Test Conditions).Above data may be changed without prior notice. Module Diagram (unit:mm,Inch) IN Curves 9 C o current Ult 14 9. \ 4X07{11 HOLES - 650.26 7 s a C H OEWL.A a 1]M1imm:alaYl tXo°xnNail 91Qtl.lr7Ce counca. t!a8r, xirgca m+mcaoa -.Op 'C -OperatingCe1Temp=15'C-ope tmgCAT-P=4SC -Operatu�CelTmp=6 X o re qffTHRU - 0-tEA] -f L riB�ItND tM6X 9 "4X042 7 OEfALLe 8 CAltemp. mdd.iBad=1,aaowimr =z5C GROUN GBOUNO HOtE � 80.32 s -01cid.kred=BOOWhM s 948 373 810327. -Incid.lrtad=600WhM 15 OS y6 Z6 BO 3.16 5.7(0.22 � JA -Inrid.Mad=Z00W1rW oEraLc '998 39.2 C 752 9.91^ e4 S to is 10 ss 3075 a4 'as so YohageM - C I Installation Safety Guide f�.rT�:tiC�T.rrrtii:rtg���az:IIg�� 46'C#2 Only qualified personnel should install or perform maintenance. ICrtltytiF�• t 4o-85°C Be aware of dangerous high DC voltage. DC 1,000 V(IEC) • Do not damage or scratch the rear surface of the module. ___ ____ DC 1,000 V(UL) Do not handle or install modules when they are wet. Yom` ' ISA EI Printed Date:April 20161 Sales&Marketing n mc r H YU N DA 1 eo-rr.MHyPceHyundai Bldg,75,Yu1 ok-ro,Jon n0-9u,Seoul 03058,KoreaFS Tel:+82-2-746.8406,7422,8525 Fax:+82-2-746-7675 HEAVY INDUSTRIES C paneffffff 5/20/2016 c claw CPartner Name: Osgood Solar Project Name: Osgood Solar Rooftop Project Location: 1600 Osgoodood Street CNorth Andover, MA, 01845 Racking System: Polar Bear III HD C c c c *. C Structural Calculations for Roof-Mounted Solar Array CSubmittal Release: Rev. 0 CEngineering Seal i C C PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 C (978) 688.4900-(978)688.5100 fax-www.panelclaw.com C C paneffffff 5/20/2016 C c aw C1.0 Snow Load: Snow Calculations per ASCE 7-05, Chapter 7 1.1 Snow Load Data: C Ground Snow Load (Pg)= 50.00 psf (ASCE, Figure 7-1) Exposure Factor(Ce)= 1.00 (ASCE, Table 7-2) Thermal Factor(Ct)= 1.20 (ASCE,Table 7-3) CImportance Factor(Is)= 1 (ASCE, Table 1.5-2) CFlat Roof Snow Load (Pf) = 0.7*Pg*Ce*Ct*Is= 42.00 psf Snow Load on Array(SL A) 42.00 psf sf CSLA C C CFig.2.1 -Uniform Roof Snow Load on Array C1.2 Snow Load Per Module: Snow Load per Module (SL M)= Module Projected Area* SLA Where; CModule Projected Area (Amp)= Module Area * Cos(Module Tilt) Where; CModule Area = 21.06 sq.ft. n Module Tilt= 5.00 degrees L Amp= 20.97 sq.ft. SLM = A,,v *SLA = 880.95 Ib PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 (978) 688.4900-(978) 688.5100 fax-www.panelclaw.com 1 C �I p a n effffff 5/20/2016 claw C 2.0 Design Loads - Downward: 2.1 Downward Wind load Calculation: WLin = 9z *Am * CfZ * COS B Where: qz= 18.44 psf (Ref. Pg. 3, Wind Load) C Am = 21.06 sq.ft. (Single Module Area) (Ref. Pg. 1, Project Information) 9 = 5.00 deg. (Ref. Pg. 1, Project Information) Cf, = 0.90 (Inward) (Proprietary Wind Tunnel Data) WLi„ = 348 Ibs./module CI Contact Pad by Location: A= Northern B= Northern C C= Interior D= Interior E= Southern CF= Southern 2.2 Racking Dimensions for Point Loads: i CInter-Module Support 43.31 in.Spacing= Inter-Column Support 34.86 in. CSpacing= C A A Ell Typical Array Plan View E (Section A-A on Next Page) E PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 (978) 688.4900-(978) 688.5100 fax-www.paneiclaw.com 2 C CI pane ffffj 5/20/2016 claw 6.0 Desien Loads-Downward(CONT.): 6.2 Racking Dimensions for Point Loads(Cont.): Tray 1:6 Tray 2: 6 Tray 3: 6 Tray 4: 5 CI 13.25" t X1 13.25" X2 13.25" X3 17.7" 9" A B C D E F G H I LI Section A-A Distances Between Supports(Unless Noted): X1=27.74 in. X2=32.39 in. X3= 18.40 in. 6.3 Point Load Summary: u DLsys= 68 lbs./module Total DL= (Varies on location and ballast quantity) SLm= 881 lbs./module `'1 WLin= 348 lbs./module L C Point Load Summary Table load combinations(ASD) Location Load DL+SLm ADL+'Wlin DL+0.75 X SLm+0.75 X WLin Northern A 1841bs. 117 lbs. 189 lbs. C Northern B 151 lbs. 85 lbs. 156 lbs. Interior C 270 lbs. 1371bs. 280 lbs. Interior D 303 lbs. 169 lbs. 313 lbs. Interior E 270 lbs. 137 lbs. 2801bs. Interior F 303 lbs. 1691bs. 313 lbs. Southern G 791bs. 35 lbs. 83 lbs. Southern H 120 lbs. 75 lbs. 123 lbs. Southern 1 120 lbs. 75 lbs. 123 lbs. For Checking E 1799 lbs. 1000 lbs. 1860 lbs. CTable 7.1 Point Load Summary Ballast Block Point Load Summary-(LB/Single Block Applied at Tray Location) C Point Loads(Ib/single block)at each Tray Location Location Tray 1 Tray`? Tray 3 Tray 4 Northern A 11 lbs. Northern B 5lbs. Interior c 5lbs. C Interior D 11 lbs. Interior E 5lbs. Interior F 11 lbs. Southern G Southern H 161bs. Southern 1 161bs. E n PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 u (978) 688.4900-(978)688.5100 fax-www.paneiclaw.com 3 /p,C)7 40 ,08 tl 0� Contracts for Permit Fee Calculation Vendor Work Description Rooftop Hyundai Solar Modules $ 1,464,000 PanelClaw Mounting System $ 259,200 Solectria Inverters $ 259,200 Ballast Block TBD Ballast Block $ 24,000 Other Electrical Direct Transformers and Switchgear $ 40,000 Tecta Roofing Roofing and logistics $ 1,511,810 Tecta Roofing Misc Roofing items $ 50,000 Mechanical Rooftop Rooftop Equipment Move $ 100,000 Rooftop Demo Rooftop Equipment Demo $ 50,000 Platinum Services-Tecta Low voltage eletrical work-Roof $ 720,000 3C Electrical High voltage electrical work $ 100,000 MISC and Contingency $ 40,000 ToNA Permit Fees Permit Fees National Grid Fees Interconnection Upgrade $ 20,000 Total $ 4,638,210 Permit Fee(@.012/$1000) $ 55,659 i Contracts for Permit Fee Calculation ®�A Vendor Work Description Ground Mount (3.4 MW) Hyundai Solar Modules $ 2,196,000 PanelClaw Mounting System $ 378,940 Solectria Inverters $ 197,200 Ballast Block TBD Ballast Block $ 34,000 Other Electrical Direct Transformers and Switchgear $ 40,000 Dowgiert Demo, site work, paving $ 15,000 Dowgiert Fence and parking curbs $ 125,000 Dowgiert Low voltage eletrical work-Ground $ 646,000 3C Electrical High voltage electrical work $ 100,000 MISC and Contingency $ 60,000 Total $ 3,792,140 Permit Fee (@.012/$1000) $ 45,506 n "s 36 r g s w t • t ,�.. i �`.i, to . R d < _u.� �' �4� _ r • ' ''�' 's ' J. wMw�� r �� � � ip, �� �r�1"[� �y�,nr"Y,' 1� p � Rp , �� -f� --•—"_ T "33 r j g T yy��yy #r" ^'`. A ba;:. 1 N }�. 7 V"m._. j'�"� �g",a..�e �� e r� Y7'" •r i� '!/` i .., i`.:sa 1 �k� �tw�l.. � 'e *#q� '#4 it�+ � `' «1 � a �' +k • - ! � i k ag 1"T a al, It t i'l +1� ,�` �.� �S rV...a• iL w. .,. z Gf 1800 Osgood St-Go yk I Y 8h_t_tp.__,I%_.y..g.oogl_e..c_om/imps./.p.!a._e/1600_+hgo._d.+5t,+No_ah+A.n.dwes,+.}.,A...01845/0027298938 71.1158944.154.0x.i0/,270h/dau-!3m 1.103!4m23mi!IsOx89e306baOfd65fcb:0.-4b51 ce:fiaelbOdl{�,c .. ..... . ._._ tgApps#Q,—tta0M4p_ `G—IOW_ CRmPmj6Onp—dF *jMJsHW$me:the1L nWvapanl_ WS—wneo.a_ Dlhe'MuNn-N [�oawGEeeorm- Otto bw=o 1600 OsgoodS No n Andover,MA 01E45 ?: Q arch-mn r.(t Osnewarde) 1600 Osgood Si Y Nwth Apdc er MA01645 OYSNkna Seer Enbre this Sharear Ledmap 7 Searc7s aeMnga ✓u.aoaM �a� eAeJS Sig..n 7"o it t t i t 1 ■ � 1 Yom,' t e.+l► e� � .,.-rte � {r ��� +,i�l i � � ��1 w-° � .�,���`1G� 1, y r4 �4t`� gyp.. 4' -ii L y �r � �" isle�1, � �i!�. t �, •ja „t ,i�rz'. a is 3/17/2016 Town of North Andover Mail-Fwd:Public Records Request-Osgood Solar LLC t NOR. .�1,.1�iOVER M«ssachu t Maura Deems <mdeems@northandoverma.gov> Fwd: Public Records Request - Osgood Solar LLC Maura Deems <mdeems@northandoverma.gov> Fri, Mar 11, 2016 at 10:30 AM To: Merylle Chase <mchase@northandoverma.gov> Here is the email for Solar at 1600 Osgood Street. Maura On Tue, Mar 8, 2016 at 2:52 PM, Ray Santilli <rsanti IIi@northandoverma.gov> wrote: In response to a request for public records received by the Town, please research any of the following records in your possession related to the Osgood Solar, LLC project: Any and all public records including, but not limited to, correspondence, email, phone logs/records, voicemails, text messages, plans, memoranda, opinions, notes, audio records, video recordings, CDs, DVDs, hard drives, cloud records, transcriptions, decisions, permits, applications, requests or other documents or records of any kind concerning: • the Applicant Osgood Solar, LLC • the Osgood Solar, LLC Application for OSGOD Plan Approval (the "Application") • the Planning Board's meetings, hearings, proceedings, deliberations or actions concerning the Application • the Planning Board's OSGOD Plan Approval Decision dated November 23, 2015 (the "Decision") • the findings, conclusions and conditions the Planning Board stated in the Decision • the Planning Board's vote to "confirm its November 23, 2015 decision" taken at a public meeting on January 19, 2016 • the Open Meeting Law Complaint filed with the North Andover Town Clerk on December 22, 2015. Please let me know by 9:00 a.m. on Friday, March 11 , 2016 whether or not you have any of these records. If you have any such records, please provide me with the estimated number pages of documents and the estimated number of hours needed to research your files and copy the records. If you have any questions, please call me. Thank you hUps:Hm ai l.google.com/mai I/ca/u/0/?ui=2&ik=aeO2b3b5c4&view=pt&search=i nbox&msg=153664cdc5l ac34f&si m l=153664cdc5lac34f 1/3 3/17/2016 Town of North Andover Mail-Fwd:Public Records Request-Osgood Solar LLC - lay Santilli Assistant Town Manager Town of North Andover 120 Main Street North Andover, MA 01845 Phone 978.688.9516 Fax 978.688.9556 Email rsantilli@northandoverma.gov Web www.northandoverma.gov Maura Deems Building Department Assistant Town of North Andover 1600 Osgood Street Bldg. 20 Suite 2035 North Andover, MA 01845 Phone 978.688.9545 Fax 978.688.9542 Email mdeems@northandoverma.gov Web www.northandoverma.gov https://m ai l.google.com/mai I/ca/u/0/?ui=2&ik=aeO2b3b5c4&view=pt&search=i nbox&msg=153664cdc51ac34f&si m l=153664cdc51ac34f 2/3 3/17/2016 Town of North Andover Mail-Fwd:Public Records Request-Osgood Solar LLC I i https://m ai l.google.com/mai l/ca/u/0/?ui=2&i k=ae02b3b5c4&view=pt&search=i nbox&m sg=153664cdc51 ac34f&si m l=153664cdc51ac34f 3/3 k Date.... 7-. . NOR711 °ft"`°-.•�" TOWN OF NORTH ANDOVER _ o p PERMIT FOR WIRING s � r ;,SSACMUS� This certifies that r `—.G ST has permission to perform ....6 7��w.............:� !� ....... � ... QZ Z /2oiirT�� wiring in the building of.....................�....�......................�......................... ....................... . .N rth Andover,Mass. } Fee oo�... Lic.No. �.................-........ ............ .. ......... .... .. ....... � LECTRICAL INSPECTOIE' Il Check # 8117 Commonwealth of Massachusetts Official Use Only Department of Fire Services Permit No. r1 7 BOARD OF FIRE PREVENTION ki REGULATIONS Occupancy and Fee Checked [Rev. 1/07] (leave blank APPLICATION FOR PERMIT TO PERFORM ELECTRICAL WORK All work to be performed in accordance with the Massachusetts Electrical Code(MEC),5 7 CMR 12.00 (PLEASE PRINT WINK OR TYPE ALL INFORMATION) Date: `-t 1..S psf— City or Town of. NORTH ANDOVER To the Inspector of Wires: By this application the undersigned gives notice of his or her intention to perform the electrical work described below. Location(Street&Number) Owner or Tenant Z't -� US Telephone No. Owner's Address Is this permit in conjunction with a building permit? Yes No ❑ (Check Appropriate Boz) Purpose of Building Utility Authorization No. Existing Service Amps / Volts Overhead ❑ rd Und g ❑ No.of Meters New Service Amps / Volts Overhead❑ Und rd g ❑ No.of Meters Number of Feeders and Ampacity Location and Nature of Proposed Electrical Work: Completion of the ollowin table maybe waived by,the Inspector of Wires. No,of Recessed Luminaires No.of Ceil.-Susp.(Paddle)Fans No.of Total Transformers KVA No.of Luminaire Outlets No.of Hot Tubs Generators KVA No.of Luminaires Swimming Pool Above ❑ in o.o Emergency ig g nd. d. E] Batte Units No.of Receptacle Outlets No.of OR Burners FIRE ALARMS IlNo. of?Zones No.of Switches No.of Gas Burners No.of Detection and �} No.of Ranges No.of Air Cond. Tons InitiatingDevices No.of Alerting Devices i� No.of Waste DisposersHeat Pump Number Tons KW No.of Self-Contained Totals: -_ __ ..__._ . ._._. Detectio-M(Alertin2cr Devices No.of Dishwashers Space/Area Heating KW Local❑ Municipal Connection Other No.of Dryers Heating Appliances KW Security Systems:* No.of Watero.of No.of Devices or Equivalent Heaters KW No.of Data Wiring: Signs Ballasts. No.of Devices or Equivalent No.Hydromassage Bathtubs No.of Motors Total Hp Telecommunications WNEg: 1 OTHER: No,of Devices or Equivalent Attach additional detail if desired, or as required by the Inspector of Wires. Estimated Value of Electrical Work: 3Q 000 `3 (When required by municipal policy.) Work to Start: Inspections to be requested in accordance with MEC Rule 10,and upon completion. INSURANCE CO GE: Unless waived by the owner,no permit for the performance of electrical work may issue unless the licensee provides proof of liability insurance including"completed operation"coverage or its substantial equivalent The undersigned certifies that such cove is in force,and has exhibited proof of same to the permit issuing office. CHECK ONE: INSURANCE BOND ❑ OTHER ❑ (Specify:) I certify,under the pains and penalties of perjury,that the information on this application is true and complete. FIRM NAME: Licensee: JLIC.NO.: l� "L `�•lC��,tt,-L,vlp�� i Signature LIC.NO.: �Z (If applicable enter"exempt"in the license number line.) -- Z-7,*-o Address: 0"-t S a� p.,��-�Le Bus. el.No.: v� �`�."'Fi S U"' Alt.Tel.No.: 7 fr 7 �lrb� *Per M.G. c. 147,s.57-61,sec °'ty work requires Department of Public Safety" "License: Lic.No. OWNER'S INSURANCE WAIVER: I am aware that the Licensee does not have the liability insurance coverage normally required by law. By my signature below,I hereby waive this requirement I am the(check one) ❑owner ❑o Owner/Agent wner's agent Signature Telephone No. PERMIT FEE:$ v� r The Commonwealth of Massachusetts k' ! Department of Industrial Accidents ct� Office of Investigations V.Ifp` `� 600 Washington Street Boston, MA 02111 {� www.mass.gov/dia . Workers' Compensation Insitrance Affidavit: Builders/Contractors/Eieatdricians/Pinmbers Applicant Information Please Print LeQtbly Name(Business/Organiza6on/Individual); Address:City/State/Zip-Phone #: . Are you an employer?Check the appropriate box: 1.❑ 1 am a employer with 4. 13I am a general contractor and I Type of project(required): employees(full and/or part-time).* have hired the sub-contractors 6 New construction 2.❑ I am:asoie proprietor.or partner. listed on the attached sheet 2 7. ❑ Remodeling ship and have no employees These sub-contractors have 8. ❑ Demolition working for me.in any capacity, workers' comp.insurance. g, ❑Building addition [No workers'comp.insurance 5. ❑ We are a corporation and its required.) officers have exercised their 10.F7 Electrical repairs or additions ' 3.❑ I am a homeowner doing all work right of exemption per MGL I I.❑ Plumbing repairs or additions myseI£[No-workers'comp. c. 1.52, §1(4),'and we have no 12,❑Roof repairs i insurance required.]t .employees. [No workers' comp. insurance required.] I3.❑Other ;Any applicant that checks boie#I must also fill out the section below showing their workers'Isom g pensation policy information. t Homeowners who submit this affidavit indicating they are doing all work and then hire outside contractors must submit anew affidavit indicating such 4Conoactots that check this box must attached an additional sheet showing the name of the sub-contactom and their workers'comp.policy information. 1 arc an employer that.is providing workers'compensation insurance for my a to eeL Below ' � information. r n3P a Y s the policy and job site Insurance Company Name: ' Policy#or Self-ins.Lie.#: Expiration Date: Job Site Address: City/State/Zip: 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 e. 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 up to$250.00 a day against the violator. Be advised that a copy of this statement may be forwarded to the Office of Investigations of the DIA for insurance coverage verification. I do hereby certify under the pains and penalties of perjury that the information provided above is true and carred Signature: Date Phone#: Oficial use only. Do not write in this area,to be completed by city or town offcciaL City or Town- . own: Permit/License#_ Issuing Authority(circle one): 1. Board of Health 2. Building Department 3.City/Town Clerk 4. Electrical inspector 5. Plumbing Inspector 6.Other Contact Person: Phone#: Information and Instructions Massachusetts General Laws chapter 152 requires all employers to provide workers' compensation for their employees. Pursuant to this statute,an employee is defined as"...every person in the service of another under any contract of hire, express or implied,oral or written." An employer is defined as"an individual,,partnership,assodiation,corporation or other legal entity,or any two or more of the'foregoing engaged in a joint enterprise,and including the legal representatives of a deceased employer,or the receiver or bustee of an individual,partnership,association or other legal entity,employing employees. *However the owner.of a dwelling house having not more than three apartments and who resides therein,or the occupant of the dwelling house of another who employs persons to do maintenance,construction or repair work on such dwelling house or on the grounds or building appurtenant thereto shall not because of such employment be deemed to be an employer." MGL chapter 152,§25C(6)also states that"every state or local licensing agency shall withhold the issuance or renewal of a license or permit to operate a business or tm construct buildings in the commonwealth for any applicant who has not produced acceptable evidence.of compliance with the insumnce'eoverage required." Additionally, MGL chapter 152,§25C(7)states"Neither the commonwealth nor any of its political subdivisions shall enter into any contract for the performance of public work until acceptable evidence of compliance with the insurance requirements of this chapter have been presented to the contracting authority." Applicants Please fill out the workers'compensation affidavit completely,by checking the boxes that apply to your situation and,if necessary, supply sub-contractors)narne(s),address(es)and phone number(s)along with their certificate(s)of insurance. Limited Liability Companies(LLC)or Limited Liability Partnerships(LLP)with no employees other than the members or partners,are not required to cant'workers'compensation insurance. If an LLC or LLP does have ; employees,a policy is required. Be advised that this affidavit.may be submitted to the Department of Industrial Accidents for confirmation of insurance coverage.. Also be sure to sign.and date the affidavit. The affidavit should be returned to the city or town that the application for the permit or license is being requested,not'the Department of Industrial Accidents. Should you have any questions regarding the law or if you are required to obtain a workers' compensation policy,please call the Department at the number listed below. Self.-insured companies should enter their self=insurance license number on the appropriate line. City or Town Officials Please be sure that the affidavit is complete and printed legibly. The Department has provided a space at the bottom of the affidavit for you to fill out in the event the Office of Investigations has to contact you regarding the applicant. Please be sure to fill in the permit/license number which will be used as a reference number. in addition,an applicant that must submit multiple permit/license applications in any given year,need only submit one affidavit indicatingcurrent policy information(if necessary)and under."Job Site Address"the applicant should write"all locations in (city or town)."A copy of tine affidavit that has been officially stamped or inarked by the city or town may be provided to the applicant as proof that a valid affidavit is on file for future permits or licenses. A new affidavit must be filled out each year. Where a home owner or citizen is obtaining a license or permit not related to any business or commercial venture (i.e. a dog license or permit to bum leaves etc.)said person is NOT required to complete this affidavit The Office of Investigations would like to thank you in advance for your cooperation and should you have any questions, please do not hesitate to give us a call.. The Department's address,telephone and fax number: The Commonwealth of Massachusetts Department of Industrial Accidents Office of Investigations 600 Washington Street Boston, MA 42111 Tel. # 617-727-4900 ext 406 or 1-8.77-MASSAFE Revised 5-26-05 Fax#617-727-7744 www.mass.gov/dia n SOURCE COMBINER RATINGS INVERTER RATINGS UTILITY SERVICE EXISTING SHUNT TRIP s MAX OCPD RATING= 15 A MAX DC VOLT RATING=600 VDC SWITCH LOCATED AT SOUTH SIDE OF BUILDING NEAR OCPD AMP RATING= 15 A MAX POWER @ 40°C=60.0 KW GAS MAIN SHUTOFF OCPD VOLT RATING=600 V NOMINAL AC VOLTAGE=480 VAC m i i MAX AC CURRENT=73 AAC i i AC j EXISITNG MAI RVICE PANEL 16 MODULES IS SERIES DISCONNECT ' 1 OF 10 A COMBINER BOX#1 D 800 AMP FR j 600 TR B ' • EXISTING i KYZ PULSE i 16 MODULES IS SERIES __ _ _ — OUTPUT SIGNAL 10 OF 10 INVERTER AC TO CONNECT ) L I SUB-COMBINER DISCONNECT TOINTERNET ADC I 125 ADC I DISCONNECT I L--------------I DC SIDE LIGHTNING ARRESTER AC C + F ^A F 16 MODULES IS SERIES V125ADC - IVI 1 OF 12 ' A COMBINER BOX#2 I DC 3P SHUNNEW 225T TRIP I � �� G BREAKER I , Ei E GROUNDING _ ELECTRODE 16 MODULES IS SERIES EXISTING SUB PANEL 12 OF 12 9 - - - - L A DC DISCONNECT RATINGS AC DISCONNECT RATINGSEXISTING SUB PANEL RATINGS DC SIDE LIGHTNING ARRESTER INVERTER DISCONNECT AMP RATING= 177 A DISCONNECT AMP RATING=73 A I I BUS AMP RATING=800 AAC I I DISCONNECT VOLT RATING=600 V DISCONNECT VOLT RATING=480 V I v SERVICE VOLTAGE=480 VAC w z o U I MAIN AMP RATING=600 AAC I 0 I LL` PV ARRAY INFORMATION 690.53 PHOTOVOLTAIC POWER WIRE SIZES: SOURCE SIGN ON DC DISCONNECT #OF MODULES IN SERIES= 16AO (2)#10 USE-2&(1)#10 G RATED CURRECT= 156.6 ADC #OF PARALLEL CIRCUITS=22 © (2)2/0 THWN-2 AL&(1)#4 AL G RATED VOLTAGE=427 VDC LOWEST EXPECTED TEMP -20°C © (2)350 MCM THWN-2 AL&(1)#4 AL G MAX SYS VOLTAGE=600 VDC PV MODULE RATINGS P-STC HIGHEST EXPECTED TEMP 37°C QD MAX CIRC CURRENT=221.4 ADC (3)#2 THWN-2 COPPER&(1)#6 COPPER MODULE MANUFACTURER: EVERGREENEO (3)#1 THWN-2 COPPER &(1)#6 COPPER MODULE MODEL#: ES-1 90-RL (3)3/0 THWN-2 COPPER &(1)#4 COPPER OPEN-CIRCUIT VOLTAGE= 32.8 VDC SOURCE CIRCUIT WIRE TYPE(OUTSIDE CONDUIT)= USE-2 Ex:(Isc x(1.25)(1.25)(#STRINGS IN PARALLEL)=WIRE AMPACITY OR USING TABLE 690.31(C)TEMP CORRECTION FACTORS:(WHICHEVER IS HIGHER) OPERATING VOLTAGE= 26.7 VDC SOURCE CIRCUIT WIRE TYPE(INSIDE CONDUIT)= THWN-2 MAX SYSTEM VOLTAGE= 600 VDC SOURCE CIRCUIT WIRE SIZE(SEE NOTE BELOW)= 10 AWG p OPERATING CURRENT= 7.12 ADC NOTES: �v�:A m PV ONE-LINE WIRING DIAGRAM 1)ASHRAE FUNDAMENTALS OUTDOOR DESIGN TEMPERATURES DOT NOT SHORT-CIRCUIT CURRENT= 8.05 ADC EXCEED 47°C IN THE UNITED STATES(PHOENIX,AZ; PALM SPRINGS,CA) OSGOOD LANDING 2)FOR LESS THAN 9 CURRENT-CARRYING CONDUCTORS IN ROOF-MOUNTED 1600 OSGOOD STREET MAXIMUM POWER= 190 W SUNLIT CONDUIT AND USING THE OUTDOOR DESIGN TEMPERATURE OF 47°C, NORTH ANDOVER,MA 01845 a)12 AWG CONDUCTORS ARE GENERALLY ACCEPTABLE FOR MODULES WITH Voc TEMP COEFF= -.34%/°C Isc OF 6.4 AMPS OR LESS WHEN PROTECTED BY A 10-AMP FUSE. DWG NO.: b)10 AWG CONDUCTORS ARE GENERALLY ACCEPTABLE FOR MODULES WITH OMBINERS TO SUB-COMBINER Isc OF 9.6 AMPS OR LESS WHEN PROTECTED BY A 15-AMP FUSE. DRAWN BY:JOHN LAGASSE REV2: RELOCATED DC DISCONNECTS,REVISED WIRE SIZING DATE: 4/04/08 SCALE: NTS I SHEET: 1 OF 1 N®RTH own of . s 4Andover No. dover, Mass., o = A A. COC MIC ME WICK V 7 AoRATED PQM` 5 BOARD OF HEALTH Food/Kitchen PERMIT T. D Septic System BUILDING INSPECTOR THISCERTIFIES THAT........./SJOR.......44 ... ........................................................................................... Foundation has permission to erect........................................ buildings on .A 00...... d a Rough Rou to be occupied as............ 0 s p provided that the person acc pting er aln very re c con rm tot e t m o app cation on file in �57al �eIQL 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 PERMIT EXPIRES IN 6 MONTHS Final ELECTRICAL INSPECTOR UNLESS CONSTRUCTIO ARTS Rough . . .. .. .. .... ................. Service B L CTOR ..a9� Occupancy Permit Required to Occupy Building GAS INSPECTOR q Rough Display in a Conspicuous Place on the Premises — Do Not Remove Final No Lathing or Dry !Nall To Be Done FIRE DEPARTMENT Until Inspected and Approved by the Building Inspector. Burner Street No. SEE REVERSE SIDE Smoke Det. BMC ENGINEERING, L.L.C. STRUCTURAL ENGINEERING CONSULTANTS t P.O. Box 33 - 1 FARM LANE, SUITE #102 - GEORGETOWN, MA 01833 (978) 352-3820 - FAX (978) 352-3821 STRUCTURAL AFFIDAVIT Project: Installation of a Roof Mounted Solar Panel.Array System Location: 1600 Osgood Street,North Andover,Massachusetts Owner: Ozzy Properties Inc. Owner's Address: 1600 Osgood Street,North Andover,Massachusetts Date: August 14, 2007 As the Structural Engineer-of-Record (SER) for the addition of a roof mounted, solar panel array system at the above referenced project, I hereby acknowledge the following: To the best of my knowledge and belief,the design and construction for the roof mounted SunPower/PowerLightTm T-10 Photovoltaic Hardware System has been satisfactorily completed. This installation was inspected and approved by the manufacturer, Sunpower Corporation,of Berkeley, California, on May 1,2007 (See attached letter). The additional roof loads imposed by this installation, were investigated and reported by BMC Engineering, in our Building No. 30 Roof Loading Assessment Report, dated March, 2007. This report was prepared for our client, NexGen Energy Solutions, L.L.C. and submitted with the Application for aBuilding Permit from the Town of North Andover. The findings of this report concluded that-the additional loads imposed by this installation can be safely supported by the existing roof structure. All structural evaluations were completed in compliance with the provisions of the Massachusetts State Building Code (MBC), Sixth Edition. This affidavit does not relieve the Contractor or its subcontractors of the responsibilities and obligations for quality control of the work, for any design work which is included in their scope of services, and in full compliance with the requirements of the Construction Documents. Furthermore, the detection of, or the failure to detect, deficiencies or defects in the work during the construction, does not relieve the Contractor or subcontractors of their responsibility to correct all deficiencies or defects, whether detected or undetected, in all parts of the work, and to otherwise comply with all requirements of the Construction Documents. y Respectfully Submitted, Of ��►`��N BMC ENGINEERING, L.L.C. , NO" 4QUWUw No. 31223 Thomas J. uinlan Q , P.E. Principal Attachment Cc: Dan Leary, NexGen Energy Corp. INSPECTION EVALUATION DESIGN CONSTRUCTION SERVICES � July 18, 2007 gro Brilliant Energy Solutions 601 Old River Road, Suite 3 White River Junction, VT 05001-9030 Attn: Anada Hartzell Re: 1600 Osgood St, N. Andover, MA SunPower Corp T-10 Photovoltaic Hardware System Ananda; An inspection of the 1600 Osgood Street, SunPower/PowerLight T-10 Photovoltaic Hardware System installed by NexGen Energy Solutions, LLC was performed on July 18, 2007. At the time of our inspection the installation was complete and activated. Our findings indicated that the T-10 Photovoltaic Hardware application appears to be in compliance with SunPower Corp's recommendations and that workmanship and installation techniques employed are acceptable. Respectfull ed, Peter orsi, Applications Engineering Manager Commercial VAR Systems, SunPower Corporation 2954 San Pablo Avenue, Berkeley, CA 94702 Direct: 510.868:1263; Fax: 510.540.0552 Mobile: 914.393.6928 Email: peter.corsi@sunpowercorp.com www.sunpowercorp.com 3939 North First Street SUNPOWER CORPORATION P: 1.408.240.5500 San Jose,CA 95134-1506 www.sunpowercorp.com F: 1.408.240.5400 I Aug.2,2007 Jonathan Botkin,P.E. Copyright SunPower Corporation,Confidential CM _ w CC o.M * $ e Wind Design Calculations for Osgood St. Project oT HR 1600 Osgood St., Andover, Massachusetts SOF 0A Introduction I This documents the wind resistance of the T10 PV system that is proposed to be installed on the Osgood St. building in Andover, Massachusetts in accordance with the ASCE 7 Standard ! "Minimum Design Loads for Buildings and Other Structures." The calculations indicate that the proposed installation is a safe one,and ballasting requirements are indicated in the calculations and the attached calculator output sheet. SunPower's T10 mounting system for photovoltaic modules has been extensively tested in the wind tunnel to ensure that it can be installed safely and reliably in a wide range of site conditions. Wind tunnel testing was done in accordance with the requirements in ASCE 7 Standard. This standard has gone through three revisions during the time that these tests were } carried out. Early tests were done in accordance with the 7-98 standard. The testing protocol was not changed for the 7-02 or 7-05 standard, so that later tests were done in accordance with I these later versions, but the method was the same. Wind Tunnel Testing The failure velocities were measured in the wind tunnel. The failure velocities represent the worst-case conditions as determined through sensitivity studies to the following parameters: i array position, parapet height, array size, and building height. Tests were carried out on a 1:32 scale model of a 1.9 psf array. In order to apply these results to a full scale array, the results must be scaled properly. This is done using similarity equations based on the Modified Froude Number. This is a dimension-less number that must be the same for the scale model and the full-scale array. This is expressed mathematically as follows: (Modified Froude Number)fe&= (Modified Froude Number)field . I where Modified Froude Number=p8ir U Z/(pfil,,L g), I where U= reference wind speed, L= reference length, g=gravitational acceleration, and I p = density of air or tile. The similarity requirement-that the Modified Froude Number is the same for the test case and E the site-specific case yields the following test-to-field wind speed scaling relationship; i I { } 2954 San Pablo Avenue SUNPOWER P: 1.510.540.0550 If Berkeley,CA 94702 USA www.sunnowercorp.com F: 1.510.540.0552 I I .I Y2 P/ { Uf =Ut(Lf L J Pf °" (2-1 Reference 1) I t /z (%pf Ifle , where subscript f=designates test conditions, , subscript f= designates field conditions, (LVLd =field-to-test Length Scale Ratio(LSR) = 1132,. i I (p✓pr)al,= test-to-field Air Density Ratio = 1, From this equation, a failure velocity for a full-scale 1.9psf array is calculated. C Scaling Failure Velocities for Site Conditions In order to accommodate different site conditions, SunPower varies the weight of an array by j adding ballast when needed. The required array weight for the site conditions can be calculated j using the same similarity equation as shown above. The method for calculating the array weight required for a specific site is described below. The required array weight varies depending on the site conditions. The required array weight is calculated based on the Modified Froude Number, which is expressed as follows: i Modified Froude Number=pa;,U 2/(ptile L g), j where U= reference wind speed, L = reference length, g=gravitational acceleration, and p = density of air or tile. I The similarity requirement that the Modified Froude Number is the same for the test case and the site-specific case yields the following test-to-field wind speed scaling relationship; L / %Pf Jam, U f =Ut f L (2-1 Reference 1) t Cpt Pf J the where subscript t= designates test conditions, subscript f=designates field conditions, i (LILd =field-to-test Length Scale Ratio(LSR)= 1, (PAPda;,= test-to-field Air Density Ratio= 1, Equation 2-1 then reduces to: 4 2954 San Pablo Avenue SUNPOWER P: 1.510.540.0550 Berkeley, CA 94702 USA www.sunt)owercort).com F: 1.510.540.0552 I I I i Y2 U f =U1 1 (Eqn. 1) f CPt PJire 1 or: f U 2 Pf =Pt U t In the wind tunnel testing, the worst-case failure windspeed is designated (Ufa;,) c which we can substitute for Ut, and Vfa;, is the failure windspeed of the array with density pf. The above equation then becomes: ` fair 2 Pf =Pt V (Eqn. 2) Ufaa W� i The maximum windspeed for a specific site is calculated from equation 5-5 of Reference 1. i V fQ;j =Vb�.1e(KZ x KZt x I)//2 (5-5 Reference 1) [ where: I s the basic wind speed at the site (50-year return, Exposure C, 3-second gust at 10m) (mph) With Kt= 1 and 1=1, this becomes j V fair =Vbasic(KZ)Y Combining this with Eqn 2 above and applying a factor of safety to the wind tunnel results yields: i 2 ' _ Vbas;c x KZ Pf —Pix z Ufaa „� i (F.S.)Y Since the array volume of the test array and the field array are the same, the weight per unit ! area can be substituted for the density: 2 I Wanay =Wmlldtunner x V((basic x Kz2 (Eqn. 3) ! (lU fail�yyc .(F.S.)Y2 i f 2954 San Pablo Avenue SUNPOWER P: 1.510.540.0550 I Berkeley,CA 94702 USA www.sunoowercoro.com F: 1.510.540.0552 i i i , r i 1 where: F Warray is the required weight of the array at the site (psf) Wwindtunnel is the weight of the array as tested in the wind tunnel (psf) F.S. is the safety factor applied to the wind tunnel results ! i Applying the Calculation Method to the Specific Site j Now that we have the equation to determine the array weight that is required for a specific site, we can apply this to the site conditions for the Osgood St. project in Andover, Massachusetts as follows. Site Information s The Osgood St. project is in a 105 mph wind zone as defined in ASCE standard 7-05. The roof height is 30'. The area immediately surrounding the building has surface roughness C, but i there is a transition to surface roughness B approximately 1/8 mile away from the building. In this situation, ASCE 7-05 allows interpolation of exposure categories. The resulting value of KZ j is 0.75. The calculation of Kz for this site is shown in the appendix of this report. ! The roof is divided into middle, edge, and corner zones (zones 1, 2, and 3 in ASCE 7). These zones are defined in Figure 6-11 B of ASCE 7-02. Wind tunnel tests were conducted for a large range of site conditions and array positions of the roof. The test runs that have conditions and 1 array positions that match the site under consideration are chosen as the basis for this analysis. These calculations are based on 2004 test results, run number 20 for the middle zone of the roof, run number 1 for the corner zone, and 2005 test results, run number 35 for the edge zone. Based on these wind tunnel results and equation 3 above, the array weight required for the j Osgood St. building is: Required Array Weight: Middle zone: 2.9 psf The array must not extend into the edge and comer zones of the roof. k Array weight with T10 systems is adjusted using concrete pavers. Actual array weight will be slightly higher than the minimum values listed above because SunPower rounds up to the nearest'/2 paver to achieve the required minimum weight. Additionally, in this case the middle j zone minimum weight is below the base weight of the system, so no additional ballast is required, but the array weight will be the array base weight. Actual array weight will be as follows: Middle zone: 3.0 psf Edge zone: N/A i Corner zone: N/A Using these array weights, and equation 2 above,we can scale the wind tunnel results to predict a new wind tunnel test failure velocity. This would be the failure velocity of an array with the weight shown in the site conditions(building height and exposure terrain) represented in the wind tunnel. These failure velocities are as follows for the array weights listed above: Middle zone: 101 mph 2954 San Pablo Avenue SUNPOWER P: 1.510.540.0550 Berkeley,CA 94702 USA www.sunpowercoro.com F: 1.510.540.0552 Edge zone: N/A i i Corner zone: N/A f Calculating maximum allowable wind speed The failure velocity(Vf�,;l)calculated above represents the failure velocity for a low-rise building in Exposure C terrain. This velocity must be modified to represent the failure velocity at the particular building height in the particular exposure terrain of the actual site. This is done using Equation 5-8 from Reference 1 as shown below: The maximum allowable wind speed for the middle zone of a 30'high building in Exposure C: _ Vfair Vbasic — (K.. x K. x#/2 _ 101mph Vbasic — � (0.75xIx1) Vbasil =117mph 1 The wind speed, Vbasic, incorporates a load factor of 1.8 and corresponds to a 3- second gust, 50-year return as defined in ASCE 7-05. Because the wind speeds listed for the different roof zones are higher than the ASCE design wind speed in Andover, Massachusetts of 105 mph.. the proposed PV arrays can resist the design wind speed. 1i 1 i References: 1. Neff, D. E., 'Wind Performance of SunPower's Foamless Solar Panel Array", December 2004 2954 San Pablo Avenue SUNPOWER P: 1.510.540.0550 Berkeley, CA 94702 USA www.sunpowercorp.com F: 1.510.540.0552 f • SUN • • • t I 1 Appendix: Calculation of KZ through interpolation r ASCE standard 7-05 allows interpolation of terrain exposure categories when there is a 1 transition from one surface roughness category to another. In the case of the Osgood St. I Project in Andover, Massachusetts, the area immediately surrounding the building has surface roughness C, but there is a transition to surface roughness B approximately 1/8 mile away from the building. ASCE 7-05, section C6.5.6.6 calculates the effect of the change in terrain roughness on the exposure coefficient using equation C6-8: KZ =K,1 +AK (Eqn. C6-7) f I where AK —(K33,u —K33,d)K Zd FAK(z) (Eqn. C6-8) 33,d and K33,o and K33,d are the upwind and downwind equilibrium values of exposure coefficient at 33' (10m) height. FAK(x),where x is the distance in miles from the site to the transition, is given by F,1K(z)=log,,l x' J logo x' (Eqn. C6-9) I X xo for xo<x<x,, and FAK(x)=1 for x<xo t FoK(x)=0 for x>x, In the preceding relationships, / �z I xo =C3 X 10—(K3s,d—Kaa.ul—2.3 (Eqn. C6-10) and x1=62.1 for K33,d>K33,u (going from rougher terrain upwind to smoother terrain downwind). , For the Osgood St. Project, the building height is 30 ft. and the transition is from exposure B, with a roughness length of zo=lft., to exposure C,with a typical roughness length of z-0=0.066 ft. From equations C6-5 and C6-6 of ASCE 7-05, we have for open terrain: a =c,zo.157 =6.19 x.066-0-157 =9.5 (Eqn. C6-5) I zg c2zo'2s =1273 ft x.0660-121 =906 ft (Eqn. C6-6) We can apply these values and the building height of 30 ft. to equation C6-4a yields: 29.5 .KZd =2.01906 ft =0.98 (Eqn. C6-4a) and 2954 San Pablo Avenue SUNPOWER P: 1.510.540.0550 Berkeley,CA 94702 USA www.sunpowercorp.com F: 1.510.540.0552 { f t t i f Y9.5 K33,d =2.01( 2.01 33 ft =1.00 906 ft i Similarly,for the roughness category B terrain, we have: 1 I a=clzo°'15' =6.19x1.0 °'15' =6.19 E I zg =c2 z0.125 =1273 ft x 1.00.125 =1273ft and Y6.19 KZd =2.01 30ft =0.60 1273 ft i 26.19 K33 d =2 1273 ft =0.62 Next, we use equation C6-10 to calculate xo as follows xo =0.621 x 10-('.0o-o.6z�-2.3 =0.00223 j i Applying this to equation C6-9 with x=0.12 miles yields: FAK W==10910 62.11/loglol 62.1 )=0.61 l 0.12) \0.00223 J f I Returning to equation C6-8 yields the following: 0.98 AK= (0.62—1.00) 0.61=—0.23 1.00 which combines with equation C6-7 to give KZ =0.98+(—0.23)=0.75 As a check, we can compare this value to those shown in Table 6-3 of ASCE 7-05 for a 30' building. The value of KZ for exposure B is 0'.70, and for exposure C it is 0.98. Because the calculated value of 0.75 lies between the values for exposure B and exposure C, it is an acceptable interpolation. 2954 San Pablo Avenue SUNPOWER P: 1.510.540.0550 Berkeley,CA 94702 USA www.sunoowercoro.com F: 1.510.540.0552 i