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HomeMy WebLinkAboutBuilding Permit # 10/15/2015 BUILDING PERMIT U� taoRrH q 646-yO TOWN OF NORTH ANDOVER APPLICATION FOR PLAN EXAMINATION _ m i Permit No#: Date Received �R°Ra7e°`Ppp`y45 LSSAcHVS Date Issued: 0 IM ORTANT: Applicant must complete all items on this page LOCATIONL ' �.� �.. t i Pint PROPERTY OWNER �. ��z "t �-���'� Print 100 Year Structure yes no MAP 'TV PARCEL: ZONING DISTRICT: k7- Z- Historic District yes no Machine Shop Village yes no TYPE OF IMPROVEMENT PROPOSED USE Residential Non- Residential ❑ New Building KOne family ❑Addition El Two or more family El Industrial Iteration No. of units: ❑ Commercial ❑ Repair, replacement ❑Assessory Bldg ❑ Others: ❑ Demolition ❑ Other ❑ Septic, ❑,W'eIl ' �, loodplam f ❑ etl ❑ W rshed D t ❑ F W ands ate istrtc DESCRIPTION OF WORK TO BE PERFORMED: Idintification- Please Type or Print Clearly OWNER: Name: \ate Vs Phone: 6P t Address: �Z c :� �:� �,A A- t- Contractor Name: Phone: Email: Address: . Supervisor's Construction License: Exp. Date: Home Improvement License: Exp. Date: ARCHITECT/ENGINEER Phone: Address: Reg. No. FEE SCHEDULE:BULDING PERMIT.$12.00 PER$1000.00 OF THE TOTAL ESTIMATED COST BASED ON$125.00 PER S.F. Total Project Cost: $ d FEE: $ Check No.: Z Receipt No.: j NOTE: Persons contracting with unregistered contractors do not have access to the guaranty fund t&®RTH Town of Andover h ti ® L"I h ver, 66.1�sy COC NICNCWICK �,9 A°RATE® PX C5 S V BOARD OF HEALTH PERMIT L D Food/Kitchen Septic System THIS CERTIFIES THAT t ..M'� . . , BUILDING INSPECTOR .............. ....................... ................ ........................................................ / Foundation has permission to erect .......................... buildings on ...t..... K ..... ............................... Rough to be occupied as .........x5#L* ......zwxw.1.. .....................IST ............................................. Chimney provided that the person accepting this permit shall in every respect conform to the terms of the application Final on file in this office, and to the provisions of the Codes and By-Laws relating to the Inspection,Alteration and Construction of Buildings in the Town of North Andover. PLUMBING INSPECTOR Rough VIOLATION of the Zoning or Building Regulations Voids this Permit. Final PERMIT EXPIRESI 6 MONTHS ELECTRICAL INSPECTOR UNLESS Rough ldpk Service .. .... .... ................................................... Final BUILDING INSPECTOR GAS INSPECTOR Occupancy Permit Required t® ccup� Pualdin, Rough Display in a Conspicuous Place on the Premises — Do Not Remove Final No Lathing or Dry Wall To Be Done FIRE DEPARTMENT Until Inspected and Approved the Building Inspector. Burner Street No. Smoke Det. O� pORTH TOWN OF NORTH ANDOVER [P OFFICE OF 3.' 6f�ih,6�ry °oL i_ - ` - _ p BUILDING DEPARTMENT T �P1600 Osgood Street,Building 20, Suite 2035 �4gOq�r[P''p�y41 North Andover,Massachusetts 01845 �SSACHUS�� Gerald A.Brown Telephone(978)688-9545 Inspector of Buildings Fax (978)688-9542 HOMEOWNER LICENSE EXEMPTION BUIDING PERMIT APPLICATION Please print DATE: 4 -tet JOB LOCATION: Number Street Address Map/Lot HOMEOWNER Cn2,-L Name Home Phone Work Phone PRESENT MAILING ADDRESS City Town State Zip Code The current exemption for"homeowners"was extended to include owner occupied dwellings of one or two family dwellings and to allow such homeowners to engage an individual for hire who does not possess a license,provided that the owner acts as supervisor. DEFINITION OF HOMEOWNER Person(s)who owns a parcel of land on which he/she resides or intends to reside, on which there is,or is intended to be, a one-or two-family dwelling,attached or detached structures accessory to such use and/or farm structures.A person who constructs more than one home in a two-year period shall not be considered a homeowner. (780 CMR Section I IO.R5.1.2) The undersigned"homeowner"assumes responsibility for compliance with State Building Code and other applicable codes,by-laws,rules and regulations. The undersigned"homeowner"certifies that he/s rider ATffie o f Not Ar dover Building Department minimum inspection procedures an c cements and that e/she will com 1 sa procedures and requirements. > A„ HOMEOWNERS SIGNATURE APPROVAL OF BUILDING OFFICIAL Revised 8.2015 Form Homeowners Exemption BOARD OF APPEALS 688-9541 CONSERVATION 688-9530 HEALTH 688-9540 PLANNING 688-9535 8/14/2015 IronRidge Prgect Report IRONRIDGE Solar Mounting Made Simple Prgect Details Name Peterson Hate 2015-08-14 Module Hyundai: HiS-S270RG 'Total Modules 39 Dimensions 39.3"x 64.6"x 1.4" Total Watts 10,530 Tilt 400 Attachment Pts 150 Load Assumptions Building Details Wind Exposure B Building Height:30' Wind Speed 110 mph Roos'Slope 40 Gi-ound,Snow Load 60psf Risk C'ategor•yI � Attachnie.ntSpacing 1.8 fl Engineering Validation R.AII..S XR10 XR100 XR1.000 TOTAL PROJECTCOST 52,626 MAX SPAN [portrait] Zone 1 37' 5'3" 6'9" Zone 37' 5'3" 6'9" Zone 3 37' 5'3" 6'9" MAX CANTILEVER [portrait] Zone 1 1'5" 2' 1 2'8" Zone 2 1'5" 2' V 2'8't Zone 3 1151, 2' 12'8" LOADS ZONES(portrait) DOWN ,t(Ips) U PLIFT (Il)s) LATERAL�>(lbs) Zone 1 96.0 63.0 Zone 2 96.0 63.0 Zone 3 96.0 -59.0 63.0 SubAr ray Information Columns Rows Orientation Required Rail ProvidedRai I AttachPts Clamps Splices 13 3 Portrait 43' 1" 3 sets(.)1'44,0' 150 12 Land Clamps 18 [4 x 11'] 72 Mid Clamps Weight Details Total Weight Weight/Attachment Distributed Weight 1 714 lbs 11.4 lbs 2.5 psf http://www.ironridge.com/8sce710/rm_print/170722 1/2 I 8/14/2015 Quick Reference Panel Engineering Chart 1rgi7>Y�JIi�JJyi9 Y9Np SheffieldMetals Search... � VMW International Home I lochnic<al Depaitment I Contact � Current Engineering Profile Material Substrate ISO Panel Coil Clip Of-5801upBitk ASTM E 1646 ASTM 0-'1680 ASTM E 2140 Width width Spacing Design Pressure Water Test Air Infiltration Submersion TesR SMI 1.5"MS 24 GA. ..Plywood NO 1..6" 24" 24"Q.C.. 406.75: PASS 0.01 CFM PASS SMI 1.51,MS 24 GA B-Deck NO 16" 20" 18"O.C. -91 J5 PASS 0.02 CFM PASS SMI 1.5"Ms 24 GA B-Deck YES 16" 20" 18"O.C. -129.25 PASS 0.03 CFM PASS SMI 1.5"SL 550 24 GA Plywood NO 19".. 24" 24"O.C. -129.25 PASS 0.03 CFM '....... SMI 1.75"SL 24 GA Plywood NO 18 24" 24"O.C. -114.25 PASS 0.01 CFM SMI 1.75"SL 24 GA B-Deck NO 18" 24" 24"O.C. -76.75 PASS 0.07 CFM SMI 1.75"SL 24 GA B-Deck YES 18" 24" 24"O.C. -76.75 PASS 0.04 CFM SM121"MS 24 GAPlywood NO 18"" 2411 24""O,C. -44S gra PASS 0.05 CFM PASS SMI 2"MS 24 GA B-Deck NO 18" 24 24"O.C. -91.75 PASS 0.01 CFM PASS SMI 2"MS 24 GA B-Deck YES 18" 24" 24"O.C. -91.75 PASS 0.03 CFM PASS '....... ASTM E 1592 Uplift Test aver Open Framing Profile Material Panel Coil Purlin Desitin FM 4471 Width Width Span Pressure Foot Traffic SMI 2"MS 24 GA 18" 24" 1' -105 PASS 1.5' -96.56 PASS 2' -88.13 PASS 2.5' -79.69 PASS 3' -7125 PASS 3.5' -62.81 PASS 4' -54.38 PASS 4.5' -45.94 PASS 5' -37.5 PASS S a ii a httpl/sheffiddmetals.com/Resources/QuickReferencePane]EngineeringChart.aspx 1/1 8/14/2015 IronRidge Prgect Report IRONRIDGE Solar Mounting Made Simple r of ect Details Lanae Peterson slate 2015-08-14 Module Iiyunclai: 1-IiS-S270RG 'Total Modules 39 Di inensions 39.3"x 64,6"x 1.4" Total Watts 1.0,530 Tilt 400 Attachment lits 78 Load Assumptions Building Details Wind Exposure B Building height„30' Wind Speed 110 naph RoolSlope 40" Ground Snow Load 60 psf Risk Category AttaachnientSpacing 3.5 t't Engineering Validation RAILS XR I() XR 100 XR 1000 TOTAL PROJECT COST $2,302 MAX SPAN [portrait] Zone '1 I'7" 513" 6'9" Zone 2 Y711 5'3" 6'9" Zone 3 Y7 5'3" 6'9" MAX CANTILEVER [poi-trail] Zone 1 P S1' 2' 1" 2'8" Zone 2 1'5" 2' 1" 2'8" Zone 3 ['5" T 1" 21811 LOADS ZONES(portrait) DOWN J (lbs) UPLIFT ] (Ibs) LATERAL<—k Obs) Zone 1 191.0 -9.5.0 125.0 Zone 2 191.0 -117,0 125.0 Zone 3 191.0 -1 N7.0 125.0 SubAr ray Information Columns Rows Orientation Required Rail Provided Rail. Attach Pts Clamps Splices 13 3 Portrait 43' 1" 3 scats ol'44,0' 78 12 End Claanps 18 [4 x 11'] 72 Mid Clamps Weight Details Total Weight Weight/Attachment Distributed Weight 16981bs 21.8 lbs 2.4 psf http.//www.ironridge.com/asce7lo/rm_print/170722 1/2 Sheffield Metals W- 1, htematkxial A rft rw&LvUlUt SMI 2.0 Mechanical Seam Standing Seam Metal Roof System PANEL INFORMATION Panel Type: Standing Seam e Panel Seam: Mechanical Panel Width: 18"Max ,h Seam Height: 2.0" Panel Material: 24 GA Min Panel Surface: Smooth/Embossed Optional Panel Clip: Required Per Engineering Minimum Slope: .5112 Substrate: Open Framing,Plywood, B-Deck,B-Deck WISO PANEL.TESTING 8 — Uplift Resistance: ASTM E 1592,UL 580, UL 1897,UL 90 Air Infiltration: ASTM E 1680 Water Penetration: ASTM E 1646 Water Submersion: ASTM E 2140 Foot Traffic: FM 4471 Hail Rating: Class 4 Impact UL 2218 05 Fire Rating: UL Class A � PANEL NOTES ® With this 24 GA,18 wide panel engineering you may opt to use heavier gauge coil&narrower width panels.Clip spacing will not change. ® For slopes lower than a 2/12 roof pitch install sealant per ASTM E 2140. ® This panel uses a 24 coil. • This panel uses 6"of material to form the panel. ® that \\\\\\\\\\\\\\\\\\\\ \ If you take the square footage of the roof and multiply a by 1.34 the total will be the amount coil needed to manufacture the panels. ® This panel is approved for weathertight Warrantys. Sheffield Metals International-5467 Evergreen Parkway Sheffield Village,OH.44054-Office(440)934.8500 1 Pond Street Solar PV Installation y 3 Isometric view of 39 panel solar array on south roof slope --------------------------------- -------------- ._ . . ----------------------- r S�\\ \ \\ \ , M- • .._._._. ._._._._._._._ ._.-._._._._._._._._._._._._._._. l =� 2 SOUH ELEVATidN _ _ South Elevation showing 39 panel solar array System Structural Overview: • Panel Count and layout: o 39 Panels arranged in 3 rows of 13 • Racking 0 2 Ironridge X-100 Rails per row (Six rails total) 0 25 attachment points per rail (six per seam, 150 total) o Non-penetrating clamps (S-5) attached to every seam of roof panels • Roof covering: 0 24g coated steel panels, o Field formed, 21.125" wide, o Field seamed, 1" x 1/a" single fold o Fastened to roof deck with clips every 12" along vertical seams • Roof sheathing o 1/a" OSB Sheathing • Roof Structure o Engineered truss, see attached drawing Detail view south elevation: - PV panel End clamp X 100 rail "U foot • S-5! Clamp htekalj adis Detail view, West elevation: PV panel End clamp X 100 rail "L" foot S-S! Clamp Photograph of test installation in the field. X-100 Rail �Im L Foot o \\ • S-5! C1a171 p � \\ �A`\��� `� `� •NO Roof Panel seam ----. ----. � | , - ^ EXCEL HOMES OF MAINE AN INNOVATIVE BUILDING SYSTEMS COMPANY Andrew P.Grant 11 110 fol E S 56 Mechanic Falls RoadOxford,ME 042701 � 11"207-539-8883 X 150 August 12,2015 C 207-740-0924 F 207-539A446 Fr�du�mg'i�;'(;19913r ids: Keiser Homes&Excel Homes ATTN: Eric Peterson RE: Factory roof construction per approved design plans npnrFri, construction that will adequately support the additional weight ofthe PVpanels array you are installing.The information you provided us was that the PV panels are LG Mono-X,with a weight of approximately 38lbs per 18ft^panel.This isequal toapproximately 2.1|bs/W. if you check your approved permit plans the cut sheets for these PV panels were included as part of the plan set. � � if you should have further questions,feel free to contact me at 207-539-8883;EXT 150 Sincerely, Andrew Grant H:\—AndyG\porsonahfaxoe&|e#ons\Exoo|MEkettonsW0O9Peterson Excel MEletter'PVRoof oup1dnn Page Job Tmas TmasTvpa Qtr' ply Excel Homes 212 79548 HMC21102 DBL HINGE MONO 1 1 U-1215(10)/U-1215(14) UnWmal Forest P ucts Ino.,Grand Rapids,MI49525,Steve Minahan 7.610 a Jen 201 hbTe Industries,Inc.Fri Aug 1407:17:352015 Pagel of 1 Copyright 102015 Universal Forest Products,Inc.All Rights Reserved 11-10-14 11-10-14 0-3-0 Dr^N 5 U-1215(10) U-1215(14) 8.00(12 1 6 4 � 15 a .iA 3 'R4' ?l go W tV �1 0 2 SMH18D 78 �, xo 1 SMH18D 12 9 16. c5 _ 1 1 19 4x5–_ 11 10 16 17 3.5x5= 0 1 1/2 x 1 1/2 DAD© q— See Note 15 0-3-12 9-9-0 13-9-0 23-0-12 LOADING(psQ SPACING- 14-0 CSI. DEFL, in Doc) I/deft Ud PLATES GRIP TCLL 38.5 Plate Gdp DOL 1.15 TC 0.53 Vert(LL) -0.40 8-9 >406 240 MT20 187/144 (Ground Snow-50.0) Lumber DOL 1.15 BC 0.72 Vert(TL) -0.86 8-9 >187 180 MT18HS 187/144 TCDL 15.0 Rep Stress lncr YES WB 0.43 Ho2(T-) -0.01 9 Na rVa BCLL 0.0• Code IBC2009/rPI2007 (Matrix) Weight:891b FT 0% BML 10.0 LUMBER- BRACING- TOP CHORD 2 X 8 LSL Truss Grade*Except* TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc purlins. IPI T2,T4:2x6 SPF No.2,T3:2x4 SPF No.2 BOTCHORD Rigid ceiling directly applied or 9-0-8 oc bracing. BOTCHORD 2x6 SPF No.2 WEBS 1 Row atmidpt 6-9 WEBS 2x4 SPF Stud REACTIONS.0b/size) 1=429/0-3-8,8=590)0-3-8,9=57110-3-8,12=397M-3-8 Max Horz 1=318(LC 9),8=-371 g_C 10) Max Uplift1=17(LC 9),8=-70(LC 10),9=-319(LC 10),12=-230(LC 9) Max Gray1=501(LC 13),"92(LC 14),9=624(LC 14),12=440(LC 13) FORCES. tib)-Maximum CompressioNMaximrmTension TOP CHORD 1-2-503/34,2-3=-510/12,3-0=-281/19,4.5=-126!47,5-8=-210/82,6.15-224/86,7-15=519/43,7-0=567f104 BOTCHORD 1-13=158242,12-13=158/242,11-12=0/0,9-10=0/0,9-14=230/342,14-16=230/342,16-17=230/342,8-17=230342 WEBS 3-12--462/301,6-9=-841/432 REQUIRED FIELD JOINT CONNECTIONS -Maximum Compression 0b)/MaximumTension(Ib)/Maximum Shear Ob)/Maximum Moment gb4n) 3=462130110/0,4-242/23117210,5--160183/16810,6=641/43210/0,9=641/432/0/0,12=462/301 AM NOTES- 1)Dado:0-1-0 length x 0-1-0 deep dado,0-0-0 to right edge from joint 11 on the bottom face. 2)Dado:0-1.8 length x 0-1.8 deep dado,0-0.0 to left edge fromjarrt 8 on the bottom face. 3)Wind:ASCE 7-05;110mph;TCDL=6.Opsf;BCDL=6.0psf;h=3011;Cat.II;Exp C;enclosed;MW FRS(low-rise)gable end zone and C-C Exterior(2)zone;C.0 for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.60 plate gdp DOL=1.60 4)TCLU ASCE 7-05;Pg=50.0 psf(ground snow);Ps=38.5 pat(root snow);Category Il;Exp C;Partially Exp.;Ct--1 A 5)Roof design snow load has been reduced to account for slope. E-signed by Kevin Freeman 6)Unbalanced snow loads have been considered for this design. 7)This truss has been designed for basic bad combinations,which include cases with reductions for multiple concurrent live loads. 8)All plates are MT20 plates unless otherwise Indicated. 9)See HINGE PLATE DETAILS for plate placement. X41 OF 10)Provisions must be made to prevent lateral movement of hinged mamber(s)during transportation. + 11)All additional member connections shall be provided by others for forces as indicated. 12)This truss has been designed for a 10.0 pat bottom chord live load norwoncurrentwith any other live loads. 4` 13)*This truss has been designed fora live load S ad of 20.Opsf on the bottom chard In all areaswhere a rectangle 30 tail by 2-0.0 wide wlil fd C;J KEVIN between the bottom chord and any other members,with BCDL=10.0psf. pp,,� x 14)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 17 no uplift atjoint 1,701b uplift atjoint 8, 'w �i l- 1'v r+ N ...1 3191b uplift atjoint 9 and 230 lb uplift at joint 12. 15)Provide support to resists horizontal force of 318lbs,atjoint l and 371 lbs.adjoint8. _ 16)This thus has been designed in accordance with the 2009 IBC Section 2303.4.6,2009 IRC Section 802.10.2. 'I7)'rake precvautVnnt(6 keep the chords IPI plane,arty I'vn dhtg or twisfling Df the hinge plate iTust be repaired befrare thve iwilciing to pYVN 14Ytn E4kfViCe. �, /(�.v '18}Thro tie9xiVnstallcrl me mlroel`s are ori Integral pan ctllte truss(desigit.Retain a design pucfessuonad to specify hnaifidd conneclIons and¢eri"f'ary � .) t .���`,. ��cF ulaperrta Nt fiefd-inadalle d nwnrnib ars asset propary fa owed IasBor'&o a�ppdydrtgg s tT loading to the&nese This dsslgn anticipates the tirTl set.Foal&Ion. ,�^- _`-_ �3Nti 19)Revision ofHMG21101;fncreasedTCDL. "^�.*_Iol1'F V-'�',�',�..�r"f The professional engineering seal indicates that a licensed professional has reviewed the design under the standards referenced within this document, ""'"""'""""'" not necessariy the arrant state buid'mg code.The engineering seal is not an approval to use m a spec stets.The final determination on whether 8/14/2015 a truss des�n is aoceptabb under the bcaly adopted buldtlg code restwlh the teilding olflciai or designated appointee. ® WARNING -Veft design parameters and READ NOTES Universal Pomp Products,Inc. 2801 EAST ELTLIN RD,NE PHONE(618}3848181 FAX(818}365.0060 GRAND RAPIDS,MI 49525 Truss shall not be cut or modifiedwithout approval of the truss design engineer. This component has only been designed for the bads noted on this drawing.construction and Gating forces have not been considered.The builder is responsible for gPong methods and system design.Builder responsibilities are defined under TP11.This design is based only upon parameters shown,and is for an Individual building componant to be installed and loaded vertically.Applicability of design parameters ant proper incorporation of component is responsibility of building designer-not truss designer.Bossing shown Is for lateral support of individual wab members only.Additional temporary bracing to insure stability during construction Is the responsibility of the erector.Additional permanent brooing of the overall structure Is the responsibility of the bu&ding designer.For general guidance mgwrdhg fabrication,quality control,storage,dentary,erection and bracing,consult BCSI 1-06 from the Woad Truss Coundl of America and Truss Plate Institute Recommendation available from WfCA,6300 Enterprise LN,Madison,WI 53719 J:lsupportWhokSuppdeffpW"Iufp.tpe Job Truss Truss Typo Cry Ply Excel Homes 212 79548 CCA14102 HINGED ATTIC 1 1 U-1214(10)/U-1214(14) Universal Forest,eroducts Inc;,Grand Rapids,MI 49525,Steve Minahan 7.6109 Jan 201 M1Ta Industries,Ino.Fd Aug 1407:16:362015 Pagel of 1 Copyright(02015 Universal Forest Products,Inc.All Rights Reserved 11-10-14 11-10-14 6 �R Q FIO^ 7 U-1214(14) U-1214(10) Qr 6 3 6 21 4 r? 10,00 12 ^9 3 9 CS dt�i SMH18E SMH18E (b11-7-12 O^� Vill 0-3-12 1 �� 0-1-8 H 0,143— SMH18D B1 B2 11dT a 4x6= 14 11/2 x 1 1/2 DADO 4x6= d 1 13 12 6-1-0 1 3-9-14 7-9-14 6-1-0 r 9-9-0 Plate Offsets 3:04)-0D-1-09:0-0-00-1-011:0-2-150.1-15 LOADING(psf) SPACING- 1-4-0 CSL DEFL In poo) Ilden Lid PLATES GRIP TCLL 35.8 pate Gdp DOL 1.15 TC 0.36 Ven(LL) 0.1312-13 >999 240 W20 187/144 (Ground Snow-50.0) Lumber DOL 1,15 BC 0.40 Ved(fL) -0.2312-13 >728 180 W18HS 187/144 TCDL 15.0 Rep Stress]nor YES WB 0.34 Horz(TL) 0.01 11 We n/a BCDL 100 BCLL 0.0' Cede 18C2009/TP(2007 (Matrix) Aft -0.0613-14 1570 360 Weight:124111 FT 0% LUMBER- BRACING- TOPCHORD 2x6 SPFNo.2'Excepl' TOPCHORD Structural wood sheathing directly applied ore-D-0ocpurlins. IP] Tl:2X6LSLTruss Grade,T4:2x4SPF No,2 BOTCHORD Rigid calling directly applied or10-0-Oocbracing. BOT CHORD 2x10 SPF No.2 WEBS 2x3 SPF Stud-&cap(- W2:2x6 SPF No.2 REACTIONS.Ob/size) 1=830/03-8,11=8T7/03-0,13=280/0.3-8 Matt Horz1=330(LC 7) Max Uplift1-206(LC 10),11=-226(LC 10),13=110(LC 9) Max Grevl=830(LC 1),11=911(LC 15),13=431(LC 3) FORCES, (lb)-Maximum CompressiotVMa)unarm Tension TOP CHORD 1-2=877/258,23=763260,3-4=-716270,4-5=-598289,5.6=240/37,6-7=135/B2,7-8=-188/89,8-21=-650/29$9-21=771n88,9-10=-766/171,10.11=-907!181 BOT CHORD 1-14=20/594,14.17=18895,15-17=-1&595,15-16-181595,13-16=18/595,13-18=-18/595,18-19=-187595,19.20=18/595,12-20=181595,11-12-19597 WEBS 9-12=183/185,314-325827,5.8=-686/361 REQUIRED FIELD JOINT CONNECTIONS -Maximum Compression cab)/Maximum Tension 0b)/Maximum Shear cab)/Maximum Moment(Ibin) 4=645/280/19310,5=588/362/21A,6=119/841116/0,7=1501T7WM,8--SBM8121/0,12=1831185/010,13=18895250A,14-325a27MM NOTES. 1)Dado:0-1-8 length x O 1"deep dodo,010A to right edge from joint 13 on the bottomface. 2)Dado:0-1.8 length x0-1.8 deep dado,0-0,0 to left edge fromjoint 13 on the bottom Nee. 3)Wind:ASCE 7-0;11 Omph;TCDL=6.Opsf;BCDL=6.Opef;IF30ft;Cat II;Exp C;enclosed;MWFRS pow-rise)gable end zone and C-C Exterior(2) zone;C•C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 4)TCLL:ASCE 7-05;Pg=50.0 pelf(ground snow);Ps--35.8 psf(roof snow);Category 11;Exp C;Partially Exp.;Ct=1.1 5)Roof design snow load has been reducedto amount for slope, 6)Unbalanced snow loads have been considered for this design. 7)This truss has been designed for basic load combinations,which include cases with reductions for nxltiple concurrent live loads. E-signed by Kevin Freeman 8)All plates are MT20 plates unless otherwise indicated. 9)See HINGE PLATE DETAILS for plate placement, 10)Provisions must be made to prevent lateral movement of hinged member(s)during transportation. 11)All additional member connections shall beprovided byothers for forces asinrGcated. /W� '^•,. 12)This truss has been designed for a 10.0 psf bottom chord live load norxoncurrentwith arty other live loads. ,t A" "�` ,•�'", 13)*This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0wide will fit between the bottom chord and any other mentors, e*"" "",. 14)Ceiling dead bad(6.0 psi)on member(s).3-6,8-9,5-8 KEVIN ' wy 15)Bottom chord live load(20.0 pari)and additional bottom chord dead load(0.0 pal)applied only W room 13-14,12-13 ""y' F ft A AN r n 16)Provide mechanical connection(try others)of truss to bearing plate capable of Whole riding 206111 uplift at joint 1,226 lb uplift atjoim 11 r and 110 lb uplift at joint 13. 17)This truss has been designed in accords nce with the 2009 IBC Section 2303.4.6,2009 IRC Section 802.10.2. _ - 18)Attic space shown is not designed for occupancy. 19)Take precaution to keep the chords in plane,any heading or twisting of the binge p&alta nwst be rermire.d before the btMdingl is put Into service. � ., sN��'�µ�� 20)1he tueld4nsBaRied rrranrbers we,an integral part of the Miss des6gn.Retain a design professional to spedfy Hour!'field conrwdRm¢ro awl kelry)arary sup4wds.AN ffcldi mta Red rrverrrbars nwat be propmty taxstened prior to ap r*ymg arty loading to Cres truss.Th§s desi0n anficip ates the final set[w)sdtlon. 21 Revision of CCA14101 increased TCDL. /,/��, `t. ., '..... The professional engineering seal Indicates that a licensed professional has reviewed the design under the standards referenced within this document — not - not necessarily the current stats building code.The engineering seal is not an approval to use Ina specific stake.The final determination on whether 6/14/2015 a truss design is acceptable under the locally adopted building code rest with the building official or designated appointee. '.. ® WARNING -Verify design parameters and READ NOTES Universal Forest Products,Inc. 2801 EAST BELTUNE RD,NE Truss shag not be cut or modified without approval of the trues design engineer. PHONE(810)-384.8181 FAX(618}365.0080 GRAND RAPIDS,MI 49525 This component has only been designed for the bads noted on this drawing.Construction and iftiif forces have not been considered.The builder Is responsible '.. for i8ing methods and system design.Builder responsibilities are defined under TPN.This design is based only upon parameters shown,and is for an Individual building component to be Installed and loaded vertically.Applicability of design parameters and proper incorporation of component is responsibility of bulding designer-not truss designer.Bracing shown Is for lateral support of individual web members only.Additional temporary bracing to insurs stability during construction Is the responsibility of the ereator.Additional permanent bracing of the overall structure is the responsibility of the holding designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult BCSI 1.06 from tie Wood Truss Council of America and Truss Plate Institute Recommendation wallow from WfCA,6300 Enterprise LN,Madison,W4 53719 J:lsuppoitWhak5uppVanppteMufp.tpe ',. 8/14/2015 IronRidge Project Report IRONRIDGE Solar Mounting Made Simple Project Details Narne Peterson Date 2015-08-14 Modtde Hyundai: HiS-S270RG Total Modules 39 Dimensions 39.3"x 64.6"x 1.4" Total Watts 10,530 Tilt.400 Attachment[Its 150 Load Assumpltions Building Details Wind Exposotre 13 linilding Height: 30' Wind Speed 110 mph Root'Slolre 40° Gt-onnd Snow I.,oad 60 psf Risk Categor-y I Attachment Spacing 1.811 Engineering Validation RAILS XR10 XR100 X121000 TOTAL PROJECT COST $2,626 MAX SPAN [portrait] Zone 1 3'7.. 5'3�� 6'9�� Zone 2 3'7" 5,3„ 6'9" Zone 3 317" 5'311 6.9" MAX CANTILEVER [portrait] Zone 1 1'S.. 2' 1 2'8" Zone 2 1'5" 2' 1' 2'8" None 3 1'5" 2' 1" ?'8 LOADS ZONES(portrait) DOWN J (lbs) UPLIFT I(ibs) LAJJ RAL<-->(lbs) Zone 1 96.0 -48.0 63.0 Zone 2 96.0 -59.0 63.0 Zone 3 96.0 -59.0 63.0 SubArray Information COILUnns Rows Orientation Required Rail Provided Rail Attach Pts Clamps Splices 13 3 Portrait 43' 1" 3 sets ot'44,0' 150 12 End Clamps 18 [4 x 11'] 72 Mid.Clamps Weight Details Total Weight Weight l Attachment Distributed Weight 1714 lbs 11.4 lbs 2.5 psf http://www.ironridge.com/asce7l0/rm_printtl7o722 1/2 8/14/2015 IronRidge Bill of Materials Part No. Description Spares Qty. MSRP Ea Price XR-100-132A XR100,Rail 132"(11 Feet)Clear 0 24 $58.00 $1,392.00 RS-GD-MCL-225 Kit,4pcs,Grounding Mid Clamp 2.25",Clear 0 18 $14.00 $252.00 29-7000-224 4-pack,End Clamp(B) 1.41",Mill 0 3 $12.00 $36.00 RS-LFT-001 Kit,4pcs,Slotted L-Foot 0 38 $18.00 $684.00 XR-100-SPLC Kit,Splice XRI00,Mill (1) 0 18 $8.00 $144.00 RS-GDST-001 Kit,2pcs,Grounding Strap 0 5 $18.00 $90.00 RS-GDLG-002 Kit,2pcs,Grounding Lug T-Bolt 0 2 514.00 $28.00 Total Price Ext $2,626.00 Price/Watt $0.25 Total Weight 235Ibs US prices only IronRidge makes no representation or warranty,either express or implied,of any]find with respect to this software or its contents(such as product information,recommendations,applicability,descriptions or prices)including,but not limited to,merchantability and fitness for a particular purpose,how current it is,its accuracy,its completeness,product availability,its security or that defects will be corrected. ©IronRidge 2012.All rights reserved. http./Avww.ironridge.corn/asce7lO/rmjxinttl7O722 2/2 8/14/2015 5-51 I Clamps&Brackets I Load Test Results I Normal Load Results Load Test Results (Normal to Seam) This page shows our current list of Load Test Results.Scroll down the page to review all the results.You can also filter test results by Manufacturer. Choose from the "Manufacturers" menu to display the desired load test results. Panel Manufacturer Product Thickness New Tech MachinerySS 100(Single Fold) All... r Units: e SAE Metric I Safety Factor: 3 Reset Test Results Panel Thickness Screw Tension Ultimate Failure Allowable Madel Manufacturer Panel Name Material (inch-lbs) (lbs) Mode (lbs) Notes S-S-S New Tech SS 100 24 ga steel 115 1422 Ib C/D 474 Ib .31 Mini Machinery (Single Fold) �4tES 1. CAUTION: Note screw tension to avoid damage to this profile. 10. ATTENTION: Clamp utilizes opposing setscrews i 2. CAUTION: These are cap-seam type profiles. The cap of this profile should be mechanically fastened to the seam somewhere along its length with one lap tek. 3. SINGLE FOLD: These profiles are seamed to 90 degrees. 811412015 5-51 I Clamps&Brackets I Load Test Results I Parallel Load Results Load Test Results (Parallel to Seam) This page shows our current list of Load Test Results. Scroll down the page to review all the results.You can also filter test results by Manufacturer. Choose from the"Manufacturers" menu to display the desired load test results. Panel Manufacturer Product Thickness New Tech Machinery SS 100(Single Fold) v All,... � Units: s SAE Metric ( Safety Factor: 2 Reset Test Results Model Panel panel Name Thickness Screw Tension Ultimate Failure Allowable Notes Manufacturer Material (inch-lbs) (lbs) Mode (lbs) S-S-S New Tech SS 100 24 ga steel 115 1650 Ib F 825 Ib Machinery (Single Fold) Nates 1. CAUTION: Note screw tension to avoid damage to this profile, 10. ATTENTION: Clamp utilizes opposing setscrews 2. CAUTION: These are cap-seam type profiles. The cap of this profile should be mechanically fastened to the seam somewhere along its length with one lap tek. 3. SINGLE FOLD: These profiles are seamed to 90 degrees. 8/14/2015 Gmail-Question about S-5-S mini Eric Peterson <eriscopet@gmail.com> Question about -5-S mini David Stahler<dstahler@s-5.com> Fri, Aug 14, 2015 at 9:53 AM To: Eric Peterson <eriscopet@gmail.com> Eric: Please view New Tech machinery http://www.s-.5.com/clamps/iridex_1001.cfrn SS 100 Single fold 24g we have tested his on the S mini clamp. As far as how often you need/needed to attach that is an engineering question. As you know this will vary based on the structure, wind load etc. Any load imposed on the clamp will be transferred to the roof panels. An engineer will use this data and convert it to a wind uplift number to determine number of attachments. I know there is a lot of information but I recommend reviewing it as it explains things very clearly. We do offer a conservative suggestion on frequency of attachment to duplicate whenever there is a roof clip and you cross a seam to attach to it, again this would be conservative. Please view this link for spacing http://www.s-5.coi-n/solar/itidex__2490.cfm and see below I have pasted it as well. With very few exceptions the clamp IS NOT the weak link please view this link to read more on this or see below I have pasted it as well http://www.s-5,com/clanips/Inclex.cfrn?Department=31&Dept 0rder=19 This_TopicOrder=1Uhis_ ubTopicOrder=60. https-//mail.google.com/mail/?ui=2&ik=bbcaO5e67d&view=pt&search=inbox&msg=14f2cb36f75067cc&siml=14f2eb36f75067ce 1/5 8/14/2015 Gmail-Question about S-5-S mini Load Test Results (Normal to Seam) This page shows our Current list of Load Test Results,Scroll down the page to review all the results,You can also filter test results by Manufacturer.Choose frorn the"Manufacturers"menu to dRsplay the desired load test results. Panel Manufacturer Product Now Tech MachineryC7a11, Units: rtSAE Metric I Safety Factor: .1 Ta,,A model Perfal Panak Rame Thickness Scrow Tension Utfi,,maW Fad ufv Allowabia Notes Maur' U210041 (ifthllbs), #bs) mode Obs) S-5-Mt New Tech FF 100—(NaH minl Machinery Strop) 24 ga Steoi 115 1361 Ib Cb, /D 461 l 26 ga Ste6 115 969b AJCdD 323 It, 4 S-S vu Tech W IGO(N.i Miri Machinery Stnp) -�S 100(Dou bie 579 le, Zw Toch TS�E 24 ga steel 115 1736 lb E/VB/CjAD3 W1 Madhirery Fold) i:ES Tv,Tech SS 103(Sing'- 24 ga steel tis 1422 Ilb C�D 474 ib, 3 Miri Machir" Fold) S-5-E Now Tech S�150(Doubj"e Mini Machinery Fold) .032 Alum 115 1132 Ito VD 378 Ib, S-G-E New Tech SS 160(Double 22 go Steel 150 2341 l6 RIC 781 ib, Mini machinery Fold) — hew Tech SS 150(Doub, �51-E ie 24 ga Steel 115 1990 to ND/B 604 Ila Mini Machinery Fold) S-5-Sc Now Tech SS 150(SinO 24 ga Ste0 115 1587 Ib D 5629 lb .3 Mirl Machinery Fdd) S-G-U New Tech SS 200(SinglJa 24 ga steel 115 1891 lb D 6331 ib Mini MacNrrery Fold) S-G-H New Tech SS 200(Singes 24 ga steel 115 1891 lb D 631 lb 3 9 r0l1.0�i n Machii7ery Fold) F I - _V jr thaw Tech S VDA .0,32 Alum its 980 lb, C(D 327 Ito Milli Machinery (Double Fold) S-5-k! Z.Tech 7.210A 15 .032 A14rn 115 980 lb VD 327 lle Mini Machinery (Double,Fold) S-5-U Now Tech SS 210A 24 ga Steel 115 2287 lb CID 763 lb, Mini Machimery (Double Fold) S-5-v New Tech SS 2106 24 ga Steel f15 2287 lb VD 763 ib foiri Maehirery, (Double Fold) S-5-M1 New Tech SS 210A(Singly 24 ga Ste& 115 2260 lb VD 754 b 90 Mini Machir," Fold) S-6-'u New Tech SS 210A(Single 24 ga Steet t15 2260 b VD 764 ib 3 Mini Machinery Fold) S-G-S New Tech SS 450 24 ga Steel 115 629 lb, D 210 Ile W11 machinery S-G-S New Tech SS 4550 SL 24 ga Stool 115 603 lb D 201 e Miall Machin" S-G-U NeW Tech SS 4160 SL 24 ga Steel Ills 61,49 til D 217 lb min" Machimery T-5-1- New—Toch Mini Machinery SE,469 St. 26 go Steel 1115 566 lb D 189 lb S t ;w Tech SS 675 Snap 24 ga SteeW I'lls 1125 b VD 375 lb Mir I Machinery Lock 1-W4 S-G-u T.W Tech SS 675—Snap Miri Machire�, Lock 1-3M 24 ga Steel its 1467 Ilb CVD 486 b U tr.w T..h TS 675 Snap .032 Alum 115 9117 lb CJD 323 Nb Mini Machinery L I-3r4' —'iS 075 Sn.p, 5-5-US-U—Zw Tech 22 ga Steel ISO 2038 b, C(D 680 lb Mini Machinery Lock 1-34" hftpsJ/mall.google.com/mail/?ui=2&ik=bbGaO5e67d&view=pt&searc"-nbox&msg--14f2cb36f75Wcc&siml=14f2cb36t75W7cc 2(6 8/14/2015 Gmall-Question about S-5-S mini How much load will S-51 clamps hold`s clampIN loads,normal .parte 1 searn. With very few exceptions,the attachment of a single S-5 clamp(evon the'mini')to the seam v be-stronger than a single point of attachment of the seam to the bUff6ng structure,Fience,the"weak link"is not the S,5 clamp,but the attachment clips that hold the metal panels to the building structure,or the beam strength of the,roof panel searn,itself..Ultimate loads normal to the panel seem (both positive and negative)are more a function of the panel's beam strength,and the failure strength of the panel's attachment clips than of the hol61g strength of the S,5!clamp on the parrot seam.These values will also chargo with various attachment spacing. ASTIM standard E-1514.93 for structural standing seam metal roofing states that panels must withstand a minimum 200-pound point load in positive(downward)pressure at the parol's weakest point(*Jne fial of the panel),The Army Corps of Eng4loors Technical Instructions for rnctal roof design spoc(Tt 80929)says that the samo value should be 300 pounds. Almost any structural metal panel system will meet the above specifications easily.Of Course the seam area is also much stronger than the panel flat, Hence,as a general rule, 300,pound positive point loads on the panel seam(above an S.5!clamp)should do the panel no harm.HVAC units have been mounted in this fashion OR rUM000LIS projects,utilizing four,six or eight clamps for a single unit of considerable weight,and dividing the weight of the unit oveMy over those point loadls. Of course,the budding structure must also be designod for these loads. https://mail.google.com/ma'il/?ui=2&ik=bbcaO5e67d&view=pt&search=inbox&msg--14f2cb36t75O67cc&siml=1412cb36t75067co 315 8114/2015 Gmail-Question about S-5-S mini S-51 suggestions for spacing of S-5 clamps for PV assemblies "t"he fii)Howhig suggestions assurno that deteii aflnaflioi r tuffs tweiri rnade that the roof to whic,tt the S-5& clarrips wifli be attaOwd is structtiraHy adequate, Any loads irrql,mirmed ori Ow S-5clamps WM Ibe transferrrlhita the jpanes, Panel seanis must have sufficient flexurall strangth to carry these Ilormds. Paneis avust ais,o be adequafiOy attacheid to the IR111ding stnmture, and the stnmture rnust be sufficierst to marry these loads, The makers of S-S• clamps rnake no rq,,)reserAafions with respect to these variables, R Is the responsiblifty of t1he user toverify this information,or seek asMstance frorn a qualffied design profesMonal, 0 rwq:essary. The key to frequency and spacing of attachment points for PV is to distribute llloads to the metal standing seam panels in a manner that is consistent with the intended d0strbution of loads from the roof panels into the b0ding structure. With very few exceptions, the attachment of a single S-5 c1lamp (even the"rnini")to the seam will be stronger than a single point of allacbment of the seam to the building structure, Hence the'weak link"is not the S-5 clamp, but the attachment clips that hold the rnetal panels to the building structure,or the beam strength of the roof panel seam, itself. The most conservative approach to the spacingifrequency of PV attachment to the roof is to determine the spacingifrequency of the roof's attachment to the bolding structure;then duplicate it at minimum, Determining panel attachment spacing in one axis is very simple: Standing seam panels'attachment*11 be made using concealed hold-down clips within the seam area of the panel. So, in that axes,the clip spacing is the same as the seam spacing. The location of the Ups along the seam(in the other axis)can be determined by a) consultation with the roof system manufacturer or installer, b)checking from the underside or, c)close examination from the topside along the seam. There will usually be a slight, but detectable,deformation of the seam at the clip location visible from the roof's topside. Many standing seam roofing systems are installed on `pre-engineered steel"'buildings, The attachment spacing in that industry is typically 5'-0"and is readily apparent by iunspecting the structural purlins to which the panel clips are attached from the roof underside(interior of the building). If the panel chips are spaced,for instance, 6-0"on center along the seam,then use the F-O" dimension as a rnaximum spacing for the S-5 clamps, (S-5 clamps may also be spaced at closer centers,but not wider.) When modules are direct attached (without racking)In the landscape orientation,this spacing dirnension is dictated by the smallest dimension of the PV frame. Using the roof panel clip spacing as a maximum spacing template for S-5 clamps is a sound practice,whether the PV modules are,attached direct to S-5,or to,a racking system, which is in turn attached to the S-5(and panel seams). To evenly distribute loads,it is also necessary that each seam be involved in the finished assembiy. Thus, every tune a seam is traversed, it should be attached.Such an attachment scheme should evenly distribute wind loads into the building structure through Iiie panels and their attachment,as was intended in the original roof construction assembly. Please note these are only suggestions. Ond dynamics are complex,and S-51 advises revew by a qualified licensed professional who understands wind effects and meW roof design and construction, Siiitw =ht5WaYl*"'1j L The R19A4 David Stahler https://mall.google.com/mail/?*ui=2&ik=bbcaO5e67d&view=pt&search=inbox&msg--1412cb36f75W7cc&siml=14f2cb36f75067cG 4/5 8/14/2015 Gmail-Question about S-5-S mini 720-635-6423 - Cell 719-377-2643— Direct 388-1325.-3432 - Toll Free '719-495-0045 - Fax dstaiiler@s-5.com Website and other links: a-S.corn (Aleck out our new Product Videos! Distributor List 91 N� 1 91 "-' `a ut You From: Eric Peterson<eriscopeteG gmail.corn> Date: Friday,August 14, 2015 at 6:36 AM To: Dave Stahler<dstahlerlrs-5.com> Subject:Question about 5-5-S mini My panels are 24 gauge steel from Sheffield Metal,field formed and seamed with a 1" tall single fold. 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