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Building Permit #480-16 - 1 POND STREET 10/15/2015
BUILDING PERMIT L NORTy w- OF�tLBD 16�•rO TOWN OF NORTH ANDOVER 0 h ;: • ::h•°6 3 - _ APPLICATION FOR PLAN EXAMINATION �O ey {{{ 4 " Permit No#: N/ Date Received 1s9SSACF105��gy Date Issued: //,-)— IWORTANT: Applicant must complete all items on this page LOCATION �e �� cyrL f�r.1e✓L: >ti-l. - GiQ,�1S PROPERTYOWNER d'` e— Print 100 Year Structure yes no MAP Jam=PARCEL: ZONING DISTRICT: �2-Z Historic District yes n Machine Shop Village yes no TYPE OF IMPROVEMENT PROPOSED USE Residential Non- Residential ❑ New Building XOne family El Addition ❑Two or more family 11 Industrial Iteration No. of units: ❑ Commercial ❑ Repair, replacement ❑Assessory Bldg ❑ Others.- ❑ Demolition ❑ Other 0 Septic Elwell ❑ Floodplain 0 Wetlands Cl Watershed District E Water/Sewer DESCRIPTION OF WORK TO BE PERFORMED: Y I ntification- Please Type or Print Clearly OWNER: Name: Phone: Co 7 61st Address: �� .,� �� . . �'r.,.�� — Contractor Name: Phone: Email Address: /J/!/4, 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: $ ? (� FEE: $ Check No.: ��� Receipt No.: NOTE: Persons contracting with unregistered contractors do not have access to the guaranty fund Sig�tur of Agent/Owner Signature of contractor i Building Department The following is a list of the required forms to be filled out for the appropriate permit to be obtained. Roofing, Siding, Interior Rehabilitation Permits Building Permit Application Workers Comp Affidavit Photo Copy Of H.I.C. And/Or C.S.L. Licenses Copy of Contract Floor Plan Or Proposed Interior Work Engineering Affidavits for Engineered products OTE: All dumpster permits require sign off from Fire Department prior to issuance of Bldg Permit Addition Or Decks Building Permit Application Certified Surveyed Plot Plan Workers Comp Affidavit Photo Copy of H.I.C. And C.S.L. Licenses Copy Of Contract a. Floor/Cross Section/Elevation Plan Of Proposed Work With Sprinkler Plan And Hydraulic Calculations (If Applicable) 4 Mass check Energy Compliance Report (If Applicable) Engineering Affidavits for Engineered products OTE: All dumpster permits require sign off from Fire Department prior to issuance of Bldg Permit New Construction (Single and Two Family) Building Permit Application Certified Proposed Plot Plan Photo of H.I.C. And C.S.L. Licenses Workers Comp Affidavit 4 Two Sets of Building Plans (One To Be Returned) to Include Sprinkler Plan And Hydraulic Calculations (If Applicable) 4 Copy of Contract 2012 IECC Energy code Engineering Affidavits for Engineered products OTE: All dumpster permits require sign off from Fire Department prior to issuance of Bldg. Permit In all cases if a variance or special permit was required the Town Clerks office must stamp the decision from the Board of Appeals that the appeal period is over. The applicant must then get this recorded at the Registry of Deeds. One copy and proof of recording must be submitted with the building application i Doc:Building Permit Revised 2014 Plans Submitted ❑ Plans Waived ❑ Certified Plot Plan ❑ Stamped Plans ❑ TYPE OF SEWERAGE DISPOSAL Public Sewer ❑ Tanning/Massage/Body Art ❑ Swimming Pools well ❑ Tobacco Sales ❑ Food Packaging/Sales ❑ Private(septic tank,etc. ❑ Permanent Dumpster on Site ❑ THE FOLLOWING SECTIONS FOR OFFICE USE ONLY INTERDEPARTMENTAL SIGN OFF e U FORM PLANNING & DEVELOPMENT Reviewed On Signature_ COMMENTS CONSERVATION Reviewed on Signature COMMENTS HEAT ITH Reviewed on Signature c COMMENTS Zoning Board of Appeals: Variance, Petition No: Zoning Decision/receipt submitted yes Planning Board Decision: Comments Conservation Decision: Comments Wafter& Sewer Connection/Signature& Date Driveway Permit DPW Town Engineer: Signature: r Located 384 Osgood Street ,FIRE DEPAR tiME � �•� p Dump e_b n site Yes r - xLocated a-'1.2 am StreetF , t x a~� �F�re D' ends gnafu�e/dates Dimension Number of Stories: Total square feet of floor area, based on Exterior dimensions. Total land area, sq. ft.: ELECTRICAL: Movement of Meter location, mast or service drop requires approval of Electrical Inspector Yes No DANGER ZONE LITERATURE: Yes No MGL Chapter 166 Section 21A—F and G min.$100-$1000 fine NOTES and DATA— (For department use) ® Notified for pickup Call Email Date Time Contact Name Doe.Building Permit Revised 2014 Location No. ,. Date /0//4r/ Q /4 1 . • TOWN OF NORTH ANDOVER Certificate of Occupancy r$ $43 Building/Frame Permit Fee 't . Foundation Permit Fee $ Other Permit Fee $ TOTAL $ Check# 28 Building Inspector _.cf ;.t4.� .,Yp -nL._,,..a �j�.-`..'.�.x �•. Y :i!.,: .F:;..�'t.� a::..:�-�u,�t -*'-i�+ .e�;..::n_ .r..-.S�"�Y?.,.3- r '1 NORTH - A . .c . . ve ' 'oT h ver, Mass, A- CO[NICHlwKlt yA' 7a Aop�TE� BOARD OF HEALTH PERMIT L D Food/Kitchen Septic System �t r vita. BUILDING INSPECTOR THISCERTIFIES THAT .............. ......................�................ ............................................................. Foundation has permission to erect .......................... buildings on ...�..... .. ..... ..............................• Rough bwagy to be occupied as ......... `. *.e......�d.. ....................�a............................................. 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 EXPIRES IN 6 MONTHS ELECTRICAL INSPECTOR UNLESS CONSTRU ARTS Rough Service ....... ..... .... .... .................................................... Final BUILDING INSPECTOR GAS INSPECTOR Occupancy Permit Required to Occupy Buildinz Rough Display in a Conspicuous Place on the Premises — Do Not Remove Final No Lathing or Dry Wall To Be Done FIRE DEPARTMENT Until Inspected and Approved by the Building Inspector. Burner Street No. Smoke Det. NORTH TOWN OF NORTH ANDOVER pE t�ao "6.1 3� opt,. OFFICE OF A BUILDING DEPARTMENT a d 1600 Osgood Street,Building 20, Suite 2035 North Andover Massachusetts\845 ,SSwCHUSEt Gerald A. Brown Telephone(978)688-9545 Inspector of Buildings Fax (978)688-9542 HOMEOWNER LICENSE EXEMPTION BUIDING PERMIT APPLICATION Please print DATE: JOB LOCATION: Number Street Address Map/Lot HOMEOWNER (,rt-,z a_z_ NameHome Phone Work Phone PRESENT MAILING ADDRESS -.- o... �' S4— Aa 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, rop vided 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/ e o f No dover Building Department minimum inspection procedures an ements and that e/she will co a procedures and requirements. 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 8/1412015 IronRidge Project Report ®�d IRON RIDGE Solar Mounting Made Simple Project Details Name Peterson Date 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 Roof Slope 40° Ground Snow Load 60 psf Risk Category Attachment Spacing 1.8 ft Engineering Validation RAILS XR 10 XR 100 XR 1000 Q @ O TOTAL PROJECT COST $2,626 MAX SPAN [portrait] Zone 1 31711 5'3" 6'9" Zone 2 3'7" 5'3" 6'9" Zone 3 31711 51311 619-1 MAX CANTILEVER [portrait] Zone 1 1'5" 2'1" 2'8" Zone 2 11511 2'1" 21811 Zone 3 11511 2'1" 2'8" LOADS ZONES(portrait) DOWN 1(lbs) UPLIFT (lbs) LATERAL H(lbs) Zone 1 96.0 -48.0 63.0 Zone 2 96.0 .0 63.0 Zone 3 96.0 -59.0 63.0 SubAr ray Information Columns Rows Orientation Required Rail Provided Rail Attach Pts Clamps Splices 13 3 Portrait 431111 3 sets of 44.0' 150 12 End Clamps 18 [4 x I F] 72 Mid Clamps Weight Details Total Weight Weight/Attachment Distributed Weight 1714 lbs 11.4 lbs 2.5 psf http:/Avww.ironridge.com/asce7lQtrmi3rinUl7O722 3rinUl7O722 1/2 8/1$/2015 QLuck Reference Panel Engineering Chart r--T 9.800.283.5262 Sheffield Metals 1 International Search... Home I Technical Department I Contact PRODUCTS PROFILES WARRANTIES MARKETS PROJECTS NEWS RESOURCES ABOUT Resources Quick Reference Panel Engineering Chart Current Engineering Profile Material Substrate ISO Panel Coil Clip UL 580IUplift ASTM E 1646 ASTM E 1680 ASTM E 2140 Width Width Spacing Design Pressure Water Test Air Infiltration Submersion Test PASS 0.01 CFM PASS SFA1'1 5"`MS `2$GA'—"8�7ec 16" 20" 18"O —91.75 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. -12925 PASS 0.03 CFM SMI 1.75"SL 24 GA Plywood NO I;P 24" 24"O.C. -T1 d-.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 0.05 CFM PASS ��i SMI2"MS 24 GA B-Deck N 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 over Open Framing Profile Material Panel Coil Purlin Design 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 CONTACT NAME COMPANY E-MAIL SHEFFIELD COMMENTS SEND PRODUCTS PROFILES WARRANTIES I MARKETS I PROJECTS I NEWS I RESOURCES ABOUT ©2015 Sheffield Metals.All rights reserved. I Terms Of Use I Privacy Statement I Login I Sitemap COOLR is a registered trademark of Sheffield Metals International. httpJ/sheffieldmetals.con/Resources/QLuckRefermcePanelErgirleeringChart.aspx 1/1 8/1412015 IronRidge Project Report ®�d IRONRIDGE Solar Mounting Made Simple Project Details Name Peterson Date 2015-08-14 Module Hyundai:HiS-S270RG Total Modules 39 Dimensions 39.3"x 64.6"x 1.4" Total Watts 10,530 Tilt 40" Attachment Pts 78 Load Assumptions Building Details Wind Exposure B Building Height:30' Wind Speed 110 mph Roof Slope 40° Ground Snow Load 60 psf Risk CategoryI Attachment Spacing 3.5 ft Engineering Validation RAILS —--_ XR 10 XR 100 XR 1000 0 @ O TOTAL PROJECT COST $2,302 MAX SPAN [portrait] Zone 1 3'7" 51311 619" Zone 37' 5'3" 6'9" Zone 3 3'7" 5'3" 6'9" MAX CANTILEVER [portrait] Zone 1 1'5" 2' V T 8" Zone 2 l'5" 2' 111 218" Zone 3 1'5" 2'V 2'8" LOADS ZONES(portrait) DOWN J (lbs) UPLIFT T(lbs) LATERAL H(lbs) Zone 1 191.0 -95.0 125.0 Zone 2 191.0 '-117.0 125.0 Zone 3 191.0 -117.0 125.0 SubAr ray Information Columns Rows Orientation Required Rail Provided Rail Attach Pts Clamps Splices 13 3 Portrait 43' 1" 3 sets of 44.0' 78 12 End Clamps 18 [4 x 11'] 72 Mid Clamps Weight Details Total Weight Weight/Attachment Distributed Weight 1698 lbs 21.8 lbs 2.4 psf httVJAvww.ironridge.com/asce7lOtrmj)rint(170722 1/2 Sheffield Mete 7""� tntemational C00L[YG U A R D -2�� SMI 2.0 Mechanical Seam Standing Seam Metal Roof System PANEL INFORMATION Panel Type: Standing Seam ""6 "{ 13f18' Panel Seam: Mechanical Panel Width: 18"Max Seam Height: 2.0" Panel Material: 24 GA Min Panel Surface: Smooth/Embossed Optional r Panel Clip: Required Per Engineering Minimum Slope: .5/12 Substrate: Open Framing,Plywood, B-Deck,B-Deck WISO PANEL TESTING 18" 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 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. • H you take the square footage of the roof and multiply that by 1.34 the total will be the amount coil needed to manufacture the panels. • This panel is approved for weathertight Warrantys. s Sheffield Metals International - 5467 Evergreen Parkway Sheffield Village, OH. 44054-Office (440) 934.8500 1 Pond Street Solar PV Installation _ A it - - - J WO I Isometric view of 39 panel solar array on south roof slope am _. _ _ _ __ ___ --------------------------------- TT..ddYY I 3H OWN- ---------------------- _ __ _ _ _ _ _._._._._._._._._._._. tta ----- tt0013M._._._._._._._._._._._._ I r r �. ✓ I-an ---------- ......................... Ssi FIAOR jam ._ e�euovri -------------------- ._._._._._._. ::-_._._._._._._._._._._._,_._._._t=._._,_._._._._._._._._._,_._._._. aessoeEvr (-2) SOUTH ELEVATION 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/z" single fold o Fastened to roof deck with clips every 12" along vertical seams • Roof sheathing o 1/z" OSB Sheathing • Roof Structure o Engineered truss, see attached drawing i Detail view south elevation: 1 PV panel End clamp X 100 rail ` "L" foot I S-S! Clamp htekaljadls I Detail view, West elevation: PV panel [ End clamp X 100 rail "L" foot S-S! Clamp M _ j Photograph of test - installation in the field. NINX X-100 Rail -- -_, "L" Foot S-5! Clamp Roof Panel seam Ph r EXCEL HOMES OF MAINE ` AN INNOVATIVE BUILDING SYSTEMS COMPANY Engineering Manager 0 E Andrew P.GrantI 56 Mechanic Falls Road Oxford,ME 042701 P 207-539-8883 X 150 August 12,2015 C 207-740-0924 F 207-539-4446 www.keisermaine.com Producing these IBS Brands: Keiser Homes&Excel Homes ATTN: Eric Peterson RE: Factory roof construction per approved design plans r)Par Frir construction that will adequately support the additional weight of the PV panels 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 18ft2 panel.This is equal to approximately 2.1lbs/ft . 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 Av0 rew T>. c,ra wt H:\_AndyG\personaffaxes&IetterslExcel ME lettersl4309 Peterson Excel ME letter-PV Roof supt.doc Page 1 Joe rruaa rrussType r IPYIExcelHomes212 79548 HMC21102 DBL HINGE MONO U-1215(10)/U-1215(14) DA 3125 - Universal Forest Py4uds Ina,Grand Rapids,MI 49525,Stave Minahan 7.610 a Jan 29 2015 MiTsk Indusbies,Ina Fri Aug 14 07:17:35 2015 Pegs I of 1 Copyright V2015 Universal Forest Products,Inc.M Rights Reserved 11-10-14 111-10-14 0-3-0 11A H U-1215(10) 5 U-1215(14) 8.00 F1 2 8 4 15 a �A 3 a, eo N N � c d 12 SMH18D SMH18D 78 12 g do 0 r 6 19 ld � 4x5= 11 10 18 17 3.5x5= 12c 10 1 1/2 x 1/2 DADO See Nate 15 9-9.0 0-3-12 13-9_0 3-9-12 LOADNG(p30 SPACDK. 1.4-0 CSL DEFL in (loo) I tld PLATES GRIP TCLL 38.5 plata Grip DOL 1.15 TC 0.53 Vert(LL) -0.40 es >406 240 MT20 187/144 TCDD(Grou15.0 d Sn10Nr50.0) Lumber DOL 1.15 BC 0.72 Vert(TL) -0.86 88 >187 180 MT18HS 1871144 CDL Rep Stress htcr YES WB 0.43 Horc(m) -0.01 9 ria ria BCDL 10.0 120 BC0.0• Code 1BC2009/rP07 (Matrix) Weight 891b FT=O% LUMBER. BRRACN0. TOP CHORD 2 X 8 LSL Truss Grade'Except• TOP CHORD Structural wood sheathing directly applied or 64W cc purlhrs. [P] T2,T4:2x6 SPF No.2,T3:2x4 SPF No.2 BOT CHORD Rigid calling directly,applied or 9.08 cc bracing. BOT CHORD 2x8 SPF Na2 WEBS 1 Row at micipt 68 WEBS 2x4 SPF Stud REACTIONS.QbhJae) 1=429A).M,89010-3.8,947110.38,12-X9710.38 Max Ho¢1=31 B(LC 9),8=-371(LC 10) Max Upfdtl=17(LC 9),8=70(LC 10),9=319(LC 10),12-230(LC 9) Max Gmv1=5M(LC 13),8=592(LC 14),9=624(LC 14),1 r-440(LC 13) FORCES. Qb)-Maximum CompressiorVMmdmumTenslon TOP CHORD 1-Y-S03/d4,2 510/12,34281/19,45=-126!47,5 -21082,6.15=22488.7-15-=''19/43,74�--567Ho4 BOT CHORD 1-13=158242,12-13=158/142,11-12 /0,9-10=0A,9-14=230/342,14-16=230/342,16.17=230/342,8-17=23W342 WEBS 312---482/301,6.9=-04=432 RBQUPtMFIELD JOINT CONNECTIONS -Maximum Compression([b)/MaximumTension Ob)/Maximum Shear Qb)/Maximum Moment Pb4n) 3=4621301NN,4=24223/17210,5--lMM/168M,6=141/4321010,9 41/432/010,12=4(i21J01I010 NOTES- 1)Dado:0.1-0 length x 0-18 deep dodo,0-0-0 to right edge from joint 11 on the bottomface. 2)Dodo:O-1-8 length x 0-18 deep dado,04-0 to left edge from]oint 8 on the bottom face. 3)Wind:ASCE 7-05;110mph;TCDL=6.Opsf;BCDL=6.Opst;h=3W,,Cat 11;Exp C;enclosed;MWFRS Qow iss)gable end mrre and C-C Exterior(2)mre;GC 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 pd(ground snow);R6--38.5 pot(root arrow);Category 11;Exp C;Partially Exp.;CI--1.1 5)Roof design snow load has been reduced to account for slope. 6)Unbalanced snow bads have been considered for this design. E-signed by Kevin Freeman 7)Thistruss has been designed for basic Iced combinations,which include cases with reductions for multiple concurrent rive loads. 8)All plates are MT20 plates unless otherwise indicated - 9)See HINGE PLATE DETAILS for pate placement - OF - 10)Provisions mat be made to prevent lateral movement of hinged nan r(s)dunng transportation. 11)All additional marrberconnedlorsstellbepruAdedbyothamforforassasindicated. 'V - 12)This truss has been designed for a 10.0 pelf bottom chord live bad nonconcurrent with a other live loads. fir Cj 13)'This tosshas been designed for aliveload of20.Opsfanthe bottom chord inall arm wterearectangle 34YN sOtallby2-Mwidewillfit off' KEVIN W. between the bottom clod and any other members,with BCOL=10.0pA. 14)Provide mechanical connection(by others)of teacam s to bearing plate capable of 17 lb uplift at joint 1,70 uplift at joint 8, l-['� MAN 319[b uplift at joint 9 and 230 lb uplift at joint 12. 15)Provide support to resist a horizontal force of 318 lbs.at joint 1 and 371 lbs.at joint 8. `^ 16)This truss has been designed In accordance with the 2009 IBC Section 2303.4.6,20091RC Section 802.10.2. - 17)Take precaution to keep the chords in plane,any bending or twisting of the hinge pate must be repaired before the bui[ding is put into service. 18)The field-installed members are an integral pa rt of the truss design.Retain a design professional to specify final field connections and temporary supporta All field-installed members must be property fastened prior to applying any loading to Bre truss.This design anticipates the final set position �'✓ 1- ,� 19)Revision of HMC21101;increased TCDL orvra�c The prof essienal engmeertng sed indicates that a licensed professional has reviewed the design under the standards referenced within this documert not necessarily the arrerd state buld'mg code.The engineering seat is not an approval to use in a specific state.The final determination on whelher 8/14/2015 a toss design Is acceptable under the locally adopted building code rest with the building official or designated appohdem ® WARNING -Verify design parameters and READ NOTES Universal Forest Products,Inc. 2801 EAST BELTLINE RD,NE Trues shah not be curt or modred without approval of dna buss design engineer. PHONE(818}38"161 FAX(61!1)3860060 GRAND RAPIDS,MI 49525 This component has ony been designed for the bads noted on this dewing.CaratrucHm and iRig faces have nal been considered The tuiber is responsihle for filing methods and system design.Builder responsibilities are defined under TPI1.This death is Eased only upon parameters strewn,and is for an Individual building component to be hsraI aid ballad verdea0y.App/wblly of design parameters and proper Incorporation ar co pmentis respor dbltyaf binding designer-not truss designer.8mcinq shown Is for laterad support of individual web members only.AddIdotal temporary bredrg to insure sto6ily during constructiorn Is the responsibility of the erector.Additional permanent bracing of the wea0 structure Is the responsibility of the building designer.For general guidance regarding tatrnIosbm,quality eohaol,sioragq delivery,&motion and bmch4 consult BCSI 1-08 from the Wood Truss Council of America and Tnss Plate trmtbft Reeommendaaan wallable nom WrCA,6900 Enterprise LN,Madison,WI 53719 J:lsuppor0MbkS pp%empbfeslurp tpe Job TrussI'HINGED Type oty Ply Excel Homes 212 79548 CCA14102 ATTIC 1 1 U-1214(10)/U-1214(14) Universal ForastMilucts Inc.,Grand Rapids,MI 49525,Steve Mirmhan 7.610 a Jan 29 2015 Mi Wdustdes,Ina Fd Aug 14 07:16:38 2015 Page 1 of 1 Copyright W2015 Universal Forest Products,Inc.AD Rights Reserved 11-10-14 11-10-14 6 �� 0 �g 7 U-1214(14) U-1214(10) 5 3 8 21 a ,? 9; 10.00 12 �,� 3 � s a SMH18E SMH18E tib 11-7-12 O^ 03.12 1 104 1 0.1.8 H SMH18D Ti �1 N di Bt It B2 a 010 4X6= 14 1 1 1 x 11/2 DADO 4x6= d 13 12 r 6-1-0 , 3.9-14 1 7-0-14 , 6-1-0 9-9-0 Plate Offsets :0-0-00-1-0 :04)-00.1-0 11:0-2-150.1-15 (psi) TCLL SPACg� 1.4-0 CSL DEFL in (bc) Well Ud PLATES ORIF TOLL 35.8 p��p� 1.15 TC 0.36 VenMT (LL) 0.1312-13 >999 240 20 187/144 (GmundSrhow=50.0) LurrberDOL 1.15 BC 0.40 Vert(Tu -0.2312-13 >728 180 hIT18F6 187/144 TCDL 15.0 Rep Stress Ina YES WB 0.34 Horz(M) 0.01 11 rva ride BCLL 0.0• BCDL Code IBC2009/rP120o7 (Matrbt) Attic -0.0613-14 1570 360 Wetght:1241b FT=0% 100 LUMBER- BRACBRi. TOPCHORD 2x8 SPF No.2-Excepr TOPCHORD Structural wood sheathing directly applied or6-0-0ocpudms (P) T1:2 X 6 LSL Truss Grade,T4:2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oo bracing. BOT CHORD 2x10 SPF No.2 WEBS 20 SPF Stud"Fxcepr W2:2x6 SPF No,2 REACMNS.Ob(size) 1=830/038,11=877/03.8,13=280N-3-8 Max Horz1=330(LC7) Max Upliftl=X6(LC 10),11=226(LC 10),13=110(LC 9) Max Grav1=WLC 1),11=911(LC 15),13=431(LC 3) FORCES.(Ib)-MaxlnumOomveWorVMwdmumTension TOPCHORD 1-2- 77256,23=76V2M,3-4=-716270.4 598/289,53=-240/d7,6-7=135/82,7-9=188169,8-21=-050292,9.21=771288.9-10=766/171,10.11=-9071181 BOT CHORD 1-14=20/594,14.17=18595,1517=1 a595,15.16�-181595,13-16=181595,13-18=18/595,18-19=18/595,19-20=-1&595,12-2Y 18/595,11-12=19597 WEBS 9-12--1831185,3-14=-325M27,"=-N86/38I REQUIRED FELD JOINT CONNECTIONS -Mabmum Compression(lb)/Maximum Tension(Ib)1 Maximum Shear(Iby Maximum Moment(Ibin) 4 45280/193/0,5=588/d6221A,6--119/84h116A,7=1501T7/50I0,8=58fi/36121/D,12=163P185 M,13=18/595250A,14=3xi/327A10 NOTES 1)Dado:0-1-8 length x 0.13 deep dado,0"to right edge from join 13 on the bottom face. 2)Dado:0-1.8 length x 0.1.8 deep dado,OAA to left edge fremjoin 13 on the bottom face. 3)Wird:ASCE 7.05;11 Off";TCDL=6.0psf;BCDL=6.0psf;tr=30(t;Gat II;Exp C;enclosed;MWFRS Pow-rise)gable end zone and C-C Exterior(2) zore,BC 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 psf(ground snow);Ps=35.8 list(roof snow);Category fi;Exp C;Partially Exp.;Ct--1.1 5)Roof design snow,load has been reduced to account for slope. 6)Unbalanced snow,Wad have been considered for this design 7)This buss ties been designed for basic Iced combinations,which include cases with reductions for multiple concurrent live loads. E-signed by Kevin Freeman 8)All plates are MT20 plates unless otherwise indicated. 9)See HINGE PLATE DETAILS for plate placemen. - 10)Provisions must be mad to prevent lateral movement of hinged member(s)during transportation. -- 11)All additional member connections shell be provided by others for forces as indicated -Cite. OF /,f 12)This truss has been designed for a 10.0 psi bottom lord live load norooncumenwith any other live load. ']Ci 13)•This truss has been designed for alive bad of 20.0psf on the bottom chord in all areas where a rectangle 3S0 tell by 2-"wide will fit between the bottom lord and any other members. !y 14)Ceiling dead bed(5.0 psf)on member(s).36,8-9,&a a KM EVIN W. G 15)Bottom chord rive load(20.0 paf)and additional bottom chord dead load(0.0 pall applied only to room 13-14,12-13FR_ _l A 16)Provide madanwl connection(by others)of truss to bearing plate capable of withstanding 206 th uplift atjohl 1,226 lb uplift etjoln 11 _ and 1101b uplift at join 13. 17)This truss has been designed in accordance with the 2009 8C Section 2303.4.6,2009 IRC Section 802.10.2. _ 16)Atte apace shown is not designed for occupancy. 19)Take precaution to keep the chord in plane,any bending or twisting of the hinge plate must be repaired before the building Is put Into service. 20)The field•installed members are an integral part of the truss design.Retain a design professional to specify final field connections and temporary ,<. �G/ST!0� supports.Afi fieldarslaled members cost be property fastened prior to applying arty Wading to the truss.This design anticipates the final set position - 21 Revision ofCCA14101 increased TCDL C�/Qi4AL The professional engineering seal brdmtes that a licensed professional has reviewed the design under the standards referenced within this document, not recessailm y the current slate burdmg code.The engineering seal is not an approval to use eh a specific state.The final determination on Whether 8/14/2015 a buss design is acceptable under the boary adopted building cod red with the buldi g official or designated appobdee. ® WARNING -Verify design parameters and READ NOTES Universal Forest Pnoduds,Inc. 28D1 FAST BELTUNE RD,NE Truss sural nm be art a modried wlhom approval of the truss design engineer. PHONE(616}W"181 FAX(616}366.0080 GRAND RAPIDS,MI 49525 This component hes only been designed for the bads noted on this dravdng.Construction and iBYg faces have not been considered.The Wilder isresponsiak for ON methods end system design Bustler responsibilities are defined under TPt1.This design is based only upon parameters drown,and is fa an Individual buldhug eomponentto be Installed and baded vertically.Appacabley of design parameters and proper incorporation d componem isrespon bilti y of Widbg designer-norttuss designer.Bracing shown isfor lateral support of individual web members only.Additional temporary bracing to insure slabily dedrg construction Is the responsibility of the erector.Additional permarerd bracing of the overall structure Is the responsibility of the building designer.For general guManoe regarding fabrication,quality control,storage,delvery,&motion and braving,consult BCS!1-06 from the Wood Truce Council of America and Tess Plate Institute Recommendation avalabte fmm WrCA,6900 E terpdse W,Madison,lM 53719 J:lsuppo hWdekSuppt omphteslufp.pe 8/14/2015 IronRidge Project Report ®�d IRONRIDGE Solar Mounting Made Simple Project Details Name Peterson Date 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 Roof Slope 40° Ground Snow Load 60psf Risk Category I Attachment Spacing 1.8 ft Engineering Validation RAILS XR 10 XR 100 XR 1000 O O O TOTAL PROJECT COST $2,626 MAX SPAN [portrait] Zone 1 3'7" TY 61911 Y 11 - t' Zone 2 3 7 513t' 619" Zone 3 31711 5'3" 6'9" MAX CANTILEVER [portrait] Zone I It 5" 21111 21811 Zone 2 11511 2'1" 2'811 Zone 3 1'5" 21111 21811 LOADS ZONES(portrait) DOWN J (lbs) UPLIFT T(lbs) LATERAL H(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 Columns Rows Orientation Required Rail Provided Rail Attach Pts Clamps Splices 13 3 Portrait 43' 1" 3 sets of 44.0' 150 12 End Clamps 18 [4 x 11'] 72 Mid Clamps Weight Details Total Weight Weight/Attachment Distributed Weight 17141bs 11.4 lbs 2.5 psf hVJ/www.ironridge.00m/asce710/rm_jrint/17o722 1/2 8/14015 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 XR100,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 $14.00 $28.00 Total Price Ext $2,626.00 Price/Watt $0.25 Total Weight 2351bs US prices only IronRidge makes no representation or warranty,either express or implied,of any kind 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. 01ronRidge 2012.All rights reserved. httpIM,ww.ironricige.com/asce7lO/rmj)riryt/170722 2/2 8114/2015 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 Machinery • SS 100(Single Fold) All... • Units: C,SAE 0 Metric I Safety Factor:L_ I Reset Test Results Panel Panel Name Thickness Screw Tension Ultimate Failure Allowable Model Notes Manufacturer Material (inch-lbs) (lbs) Mode (lbs) S-5-S New Tech SS 100 Mini Machinery (Single Fold) 24 ga steel 115 1422 Ib C/D 474 Ib 3 Notes 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. 81141.2015 S-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) • All... • Units: (!-)SAE O Metric I 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-5-S New Tech SS 100 24 ga steel 115 1650 Ib F 825 Ib 3 Machinery (Single Fold) Notes 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-S-S mid Gmail- Eric Peterson <eriscopet@gmail.com> nyC;00,,410 Question about S-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/index_1001.cfm 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.com/solar/index_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/clamps/index.cfm?Department=31&Dept_ Order=19&This_TopicOrder=1&This_SubTopicOrder=6#1. ht"l/mail.google.com/mail/?ui=2&ik=bbca05e67d&view=pt&searcl--inbox&msg-14f2cb36f75067cc8siml=14f2cb36r/5067cc 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 from the"Manufacturers"menu to display the desired load test'results, PanelManufacturer Product Neta Tech Machinery 0 All... C Units- ®SAE -,Metric Safety Factor; 1 Aerei Tast aasu:, Model Panel RaretNarw Thickness Screw Tension U;tmate Fe;lure Allowable Notes Manu,`ac4crer Material (inch-:bs) (Ibs) Abode {lbs) S-5-N New Tech FF 100(Nail 24 ga Steel 115 13551b GO 95#Ib A,ini Machinery Step) S-5-S New Tech FF 100(Nail 26Steel 115 9691b A/C/D 3231b 4 Mini Machinery Strip) � — S-5-E New Tech SS 100(Double 24a steel 115 1736 Ib A/B/C/D 5791b Mini Machinery Fold) g S-5-S New Tech SS 100(Singe 24a steel 115 1422 lb CJD 474 ib 3 Mini Machinery Fold) 9 S-S-E New Tech SS 150(Double .032 Alum 115 11321b CO 3781b Mini Machin" Fold) S-5-E New Tech SS 150(Double 22 ga Steel 150 2341 Ib BIC 7811b Mini hfachiney Fold) S-S-E New Tech SS 150(Double 24 ga Steel 115 1990 lb AIDE 6641b pini Machiney Fold) S-5-S New Tech SS 150(Single 24,ga Steel 116 1587 Ib D 5291b 3 Mini Machinery Fold) S-S-U New Tech SS 200(Single 24 ga steel 415 18911b D 631 ib 3 Mini Machinery Fold) S-5-11 New Tech SS 200(Singe 24 ga steel 115 1891 Ib D 6311b 3 901.15ni Machinery Fold) S-5-V New Tech SS 210A 032,Alum 415 9801b CJD 3271b Mini Machinery (Double Fold) S-5-U New Tech SS 210A .032.A1um 115 980 lb CJD 327 Ib Mini Machinery (Double Fold) S-5-U New Tech SS 210A 24 ga Steel 115 22871b CJD 7631b Mini Machinery (Double Fold) S-5-V New Tech SS 210A 24 ga Steel 1115 2287111 CJD 7631b Mini Machinery (Double Fold) S-S-tf. New Tech SS 210A(Single 24 ga Steel 1115 2260111 CJD 7541b 3 90M.ini Machinery Fold) S-S-U New Tech SS 244A(Single 24 ga Steel 415 22601b CJD 7541b 3 Mini Machiney Fold) S-S-S New Tech SS 450 24 ga Steel 115 629 lb D 210 Ib Mini Machinery S-5-S Now Tech SS 450 SL 24 ga Steel 115 603 Ib D 2011b Mini Machinery S-S-U' New Tech SS 450 SL 24 ga Steel 115 649 Ib D 217 Ib MW Machinery S-5-S New Tech SS 450 SL 26 ga Steel 115 566 lb D 1891b Mini Machinery S-5-S New Tech SS 675 Snap 24 ga Steel 115 11251b CJD 3761b Mini Machinery Lock 1-3/4 S-5-U New Tech SS 675 Snap 24.ga Steel 115 1457 lb CJD 4861b Mini Machinery Lock 1-314 S-5-U Neer Tech SS 675 Snap .032 Alum 115 9071b,CJD 323 lb Mini Machinery Lock 1-314" S-5-U New Tech SS 675 Snap 22 ga Steel 150 2038 lb C/D 684111 Mini Machinery Lock 1-314" httpsJ/mail.google.corn/maiU?ui=2&ik=bbcaD5e67d&view=pt&searctr-inbox&msg=1412cb36t75067ccUiml=14f22cb36r75067cc 215 8/14/2015 Gmail-Question about S-5•S mini How much load will S-5r clamp�s hold? loads normal clamp V� panel seam With very fete exceptions,the attachment of a single S-5 clamp(even the"><ninr)to the seam will be stronger than a single point of attachment of the seam to the building structure.Hence the"weak link"is not the S-5 clump,but the attachment clips that hold the metal panels to the building structure,or the beam strength of the roof panel seam,itself.Ultimate Roads normal to the panel,ream (both positive and negative)are more a function of the pane'l's beam strength,and the failure strength of the panel's attachment dips than of the holding strength of the S-5!clamp on the panel seam.These values will also change with various attachment spacing. ASTMS standard iE-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 panel's weakest point(the flat of th.e;panel).The Army Corps of Engineers Technical Instructions for metal roof design spec(TI 809-29)says that the same value should be 340 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 fiat.Hence,as a general rule,300-pound.positive point loads on the panel seam(above an S-S!damp)should do the panel no harm.HVAC units have been mounted in this fashion on numerous projects;utilizing four,six or eight damps for a single unit of considerable weight,and dividing the weight of the unit evenly over those point loads.Of course,the building structure must also be designed for these loads. https!/mail.google.corn/mailPui=2&ik=bbca05e67d&view=pt8search=inbox&msg=14f2cb36t75067cc8siml=14f2cb36f75067cc 315 8/14/2015 Gmail-Question about S-5•S mind S-51 suggestions for spacing of S- clamps for PV assemblies The following suggestions assume that determination has been made that the roof to which the S-51 clamps'will be attached Is structurally adequate. Any loads Imposed on the S-51 clamps will be transferred to the panels. Panel seams must have sufficient flexural strength to carry these loads. Panels must also be adequately attached to the building structure,and the structure must be sufficient to carry these loads. The makers of S-51 clamps make no representations with respect to these variables. It is the responsibility of the user to verify this Information,or seek assistance from a qualified design professional,If necessary. The key to frequency and spacing of attachment points for PV is to distribute loads to the metal standing:seam panels in a manner that is consistent with the intended distribution of loads from the roof panels into the building structure. With very few exceptions,the attachment of a single S-5 clamp(even the"mini")to the seam will be stronger than a single point of attachment of the seam to the building structure. Hence the'Weak kink"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 seam,.itself. The mast conservative approach to the spacing/frequency of PV attachment to the roof is to determine the spacingffrequency of the roof's attachment to the building structure;then duplicate it at minimum. Determining panel attachment spacing in one axis is very simple: Standing seam panels'attachment will be made using concealed hold-down clips within the seam area of the panel. So,in that axis,the clip spacing is the same as the seam spacing_. The'location of the clips 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 inspecting the structural purlins to which the panel clips are attached from the roof underside(interior of the building) If the panel Gips are spaced,for instance,6-0on center along the seam,thea use the F-O" dimension as a maximum spacing for the S-5 champs. (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 dimension 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 tura attached to the S-5(and panel seams). To evenly distribute loads,it is also necessary that each seam be involved in the finished assembly. Thus,every time a seam is traversed,it should be attached.Such an attachment scheme should evenly distribute wind loads into the building structure through the panels and their attachment,as was intended in the original roof construction assembly: Please note these are only suggestions. Wind dynamics are complex,and S-51 advises review by a qualified licensed professional who understands wind effects and metal roof design and construction. Sw5l The Right Wayl David Stahler httpsl/mail.google.com/mailr4a=28ik=bbcaO5e67d&view=pt8searcf--irbox&msg=14f2cb36f75067cc8siml=14f2cb36f75067oc 415 8/14/2015 Gmail-Question about S-5•S mid 720-635-6423 - Cell 719-377-2643— Direct 888-825-3432 -Toll Free 719-495-0045- Fax dstahler@s-5.com Website and other links: S-5.com Check out our new Product Videos! Distributor List z try l � lfau From: Eric Peterson<eriscopet@g mail.com> Date: Friday,August 14,2015 at 6:36 AM To: Dave Stahler<dstahler@s-5.com> Subject:Question about S-5-S mini My panels are 24 gauge steel from Sheffield Metal,field formed and seamed with a 1" tall single fold. This e-mail, including any attachments,contains information intended only for the use of the individual or entity to which it is addressed and may contain information that is privileged and/or confidential or is otherwise protected by law. If you are not the intended recipient or agent or an employee responsible for delivering the communication to the intended recipient,you are hereby notified that any review, use,disclosure,copying and/or distribution of its contents is prohibited. If you have received this e-mail in error,please notify us immediately by reply to sender only and destroy the original. MtpsJ/mail.google.corn/mail/?ui=2&ik=bbca05e67d&view=pt&searctr-inbox&msg=14f2cb36t75067cc8siml=14r2cb36f75067cc 55