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STRUCTURAL CALCULATIONS RECEIVED FOR DEC 16 2014 Solar Panel Support c► ckc Schwindt Dental Office mitt �r,,� 11445 SW SUMMERFIELD DRIVE Tigard, Oregon 97224 FOR Mr. Sun Solar A Neil Kelly Company 804 N. Alberta St. Portland, OR 97217 ALL COMPUTATION AND STRUCTURAL ENGINEERING FOR THIS PROJECT HAVE BEEN PERFORMED BY MYSELF OR UNDER MY DIRECT SUPERVISION. THESE CALCULATIONS ARE FOR THE ABOVE REFERENCED PROJCT SITE ONLY. THESE CALCULATIONS DO NOT APPLY TO SAME OR SIMILAR CONFIGURATIONS AT THIS SITE OR AT A DIFFERENT SITE,AND SHOULD BE VOID WITHOUT WET SIGNATURE. ENGINEER WAS RETAINED IN A LIMITED CAPACITY FOR THIS PROJECT. THIS DESIGN IS BASED ON INFORMATION PROVIDED BY THE CLIENT WHO IS SOLEY RESPONSIBLE FOR THE ACCURACY OF SAME. NO LIABILITY IS ASSUMED OR IS TO BE ASSIGNED TO THE ENGINEER FOR ITEMS BEYOND THAT SHOWN ON THESE SHEETS. OCTV9 fit,/ rP t8,138 e /:,//grf/ ►. -• 2fry. //I— EXPIRES: 12-31-1 Associated ransultants, In C, Structural Engineers zoo East 13 Street•Suite io•Vancouver,WA 9866o Phone:(503)384-0460•(360)699-0607 -Scope: • The scope of the attached calculations and sketches is limited to evaluation of the existing roof structure for the additional load due to PV panels system. • PV panel system loads are by Iron Ridge online design assistant software. • PV panel frames and ballasted system requirements are by Iron Ridge. Design Criteria Code: 2014 Oregon Structural Specialty Code Wind Speed (3 sec gust)-Ultimate 120 mph Wind—Allowable = 120 x '0.6 95 Wind Exposure B Roof Snow 25 psf Approximate Year of construction 2012 Table of Contents New PV panel laout plan & roof section Page CAL-1.1 thru CAL-1.2 Existing roof trusses check Page CAL-2.1 thru CAL-2.2 Existing roof trusses submittal Page REF-1.1 thru CAL-1.2 Iron Ridge Design Assistant loads calcualtions Page REF-2.1 thru REF-2.5 Iron Ridge ballasted system certification letter Page REF-3.1 thru REF-3.3 SC-1 I r i t I I I I I I I I , , I , 1 I I 1 I I I t I + I I a... i I I I 6 ' 4 ,TYP F �t, in s I I i 1 I - ! I -I i ■ i I ! I I I I X-(E)PRE MAryUFAGTU&EQ a I S__.R ARRAY,T;'P I i i I i V ! Typ. TRIUS'.IES p zar 0.c.,_l I j�� I I i TYP. 1 I f 1 Q I f 1 II i i f i I i .ms 4.. J t 1 . . ._., ,. I 1 I I i i i i i , ; , l 11 I i E. f.: I ! I i I I 0 I 1 I 1 ! I ! , , i I 1! 1 I t j i I I 1 ! ; I I 1 /I I 1 I , ! I , I I I I �� f I : 11 1 J I f i t t — , I I I I I I I / //.. a ...„._+,.....,_,_ , i , , , , , , . , . ,/ 1 , i , , 1 _ I I ! 1 1 l // ji I ) ) ) 1 i I a -i— 1 f.—� I /LI I �// I �I I I i I i j 1 i / / 1 1 I I 1 1 1 1 1 1 1 1 I I I 1 : lJlJTj I I I I I e --- Area of Work ®0 if I\ (--, (E) PQ0r. ftpiN)- N.7:S C-4 efit/MTE.i9 1—NEW SOLAR MODULE ARRAY -9` by i 5 'Li (---011111 ii0111... -�i _. ri _xi Iiiikvir /11Pri/N/ I IINN____ EXISTING PRE-MANUFACTURED (E lab balk*. ROOF TRUSSES tb 24"D,C,,TYP, X10.) W L.3. ROOF %:710A) -it- / 112 -Te---- • • I f • • • 1 I i 's 1 ' ! J 1EX/ Gi RAF; D L ,• I i 1RuS t o� �cr � • 2 ift lc. ao I 1 4- , -- . , . , .. H fityNe?op 1 • 1 . O.fEL L I s(dr ]Jj/l�:rte' „ 1 .risim:‘,.....1.... ..... ..7., ..: ... . ..• •••, • ii, . : . : I : --r- i I ' 1 _ : t 7 t ' 701) - igp. C �.. p LoA - ifcs slr _ 1 I 1 600' U Lo t,t;4s......sc�... m.... w~ 29*. .1./....i:....oi+.0a • • • " PEA): /9146f—ilef 'a • By: AM Project SOLAR PANELS SUPPORT Job No Associated SCHWINDT DENTAL OFFICE 14-271 Consultants, ',nation 11445 SW SUMMERFIELD DRIVE Date Inc. Structural Engineers TIGARD OR 97224 10/19/14 Chest Mr. Sun Solar, A Neil Kelly Company Sheet No 100 East 13th Street•Suite 10•Vancouver,Washington 98660 (/}L- 2 Portland:(503)384-0460 •• Vancouver(3601699-0607 Portland, Oregon (AL- 2 1 I I i 1 r t i I i i I t r I ..Ki. ... .. PEA P6. ,4 _42•} A.44/06. 1- CC i t ;M..obs?cam.. . ... =...3./6. •r ) • 1 1 Rb.Caro = !20Ip + cpw) T1 1 i 1 i (E) .p1 DAD... .7Q... ;4/4 y . � F. I l •1 49)....pv.... _ _ -� 1 � 1 i l'y cgofit DLI Copikq .--, Or' --, 1/ doz... ..6y 1 I i. acPpgp,...}.. . 1: I _._j..___ ,—_....._...y.........._----' _. {-.____._._._ T i-._..fir%�I�Lf �1 � .+wr:......._(+1!,��. j 01 I/ / Oy ox .fib A* I A • 1. 1 1 spift4 i u O ` d • • • 3 [ i i I By AM Associated Project SOLAR PANELS SUPPORT Job No. LSCHWL.., INDT DENTAL OFFICE 14-271 Consultants, 'ACa°°°11445 SW SUMMERFIELD DRIVE Date Inc. Structural Engineers TIGARD, OR 97224 10/19/14 Client Mr. Sun Solar, A Neil Kelly Company Sheet No. 100 East 13th Street•Suite 10•Vancouver,Washington 98660 (/7/y� /J Portland:(503)384-0460 • Vancouver:(360)699-0607 Portland, Oregon `--r t •2- k SUBMfTTAL REV(FW 7"i/ LV1 ha HARPER NOUF 2ETFRSONRIGHELIS INC RE.'�EW RESPONSEREOUIRFD v 1 OF CONTRACTOR NC EXERTIONS TAKEN _ L J REJECTED ]CONFIRM IN WRITING I COMMENTS—j E - �j _ —_F_.._ SHIM NOTEMA/KINGS [.._ 7 1110-2 I HTVRZC UEY S OL:RA CNTAA WIN[T?k COSIGN COVFP"AY7 CON 3µ'T OOCUMEN`5 WARNS OR COMM ENTS SHALE ACT NF C.UISTRUEO AS RE k4 AS TV* UN"RAC,OR FROM COMPLIANCE PARE THE PRO-CC1 PIAMS 0..0 SPCCI1CRTONS NOR _ _ LE?ANILR ES I'FARE-ROM,ML OJNIR..IO4 R:MOIRS RESPCNSELF FOR OET4:S."C -- — A AIRACY,FDR�ONAR511NG AMU LY1wRElAT1YG ALL'JUAYIT.ES ANC p;NFNSIL.:5,F;3 SELF iTkGFE5AKANM JROCO SES,FOR;ECASUFJLS OF ASSiMSl1,&.0 FGR PEAk7RlIIN;. MIS WORK IN A SAFE MANNER L.-.._ _.. HARPER HOUF PETERSON RIGHELLIS INC. Pc:nl A.Kd4141,1?"-_._Dmgnn BY g • F,1001 . iNOIR , 26P ►,� A ,;,-0, li V kgrojorpl:71 ` issu::: TOP BOTTOM CHORD J2 TOE NAIL TOP AND BOTT OM CHORD OF J ....,i --,--: SNP)TOP AND BOTTCR1 CHORD OF JM ... [7 I Z JU524 J51 A 52 �$ v r Q L OY d V i -- N1062 10/44t, c C N .�• �'� o ❑ cA .. Ln;i ( Thfi‘e"..-" (1).5.- ... O. /0 t r I. el la 1 0. \• 1 -1 R v U / °, ICx NNj E :u 0 b :A C N.N h 1 ,s E+ .r.t ‘."--1 ._ Job truss Truss Type Qty Ply DISCOUNT HOMES R35124040 11002 A01 FLAT 15 1 Job Reference(optional) PRECISION TRUSS&LUMBER,INC.,CLACKAMAS,OR.97015 7.250 s May 11 2011 MiTek Industries,Inc. Mon Sep 10 13:14:39 2012 Page 1 ID:VFgfYztape9frefeykriPGyIKTc-vWv4Lr9?sH_Lz6Fm_gMAzVrObSPo6hH 1691Kvtyf75E I 8.6-11 I 18-7-14 I 24-9-2 I 32-10-5 1 41-5-0 I 8.6-11 8-1-3 8-1-3 8-1-3 8-6-11 Scale=1:71.7 • 6x6 = 6x6 = 19 0.50 12 18 4x8 = 4x10 = 4x8= 5x6 = 5x6 = 7 8 4x10 = 5 6 2 3 4 20 21 ] sp Imimmomminimmirrsummorla I]. u5 �c./ 10 d - r []L 13 12 11 6x10 M18SHS II 9 [�= 18 15 14 5x6 5x6 = 304 II 17 3x4 I 6x8 M18SHS II 5x8 M18SHS= 5x8 M18SHS — 5x6 = 0.50 rii 1 4-6-2 I 12-7-5 1 20-8-8 I 28-9-11 I 36-10-14 1 41-5-0 I 4-6-2 8-1-3 8-1-3 8-1-3 8-1-3 4-6-2 Plate Offsets(X,Y): 12:0-4-0,0-2-01,14:0-3-0,0-2-01.16:0-3-0.0-2-01,17:0-4-0,0-2-01,110:0-5-8,Edgel,[12:0-2-12,0-2-81[13:0-3-0.0-2-01,114:0-2-8,0-2-81 LOADING (psi) SPACING 2-0-0 CSI DEFL in (lac) Vdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.74 Vert(LL) -0.59 13 >834 360 MT20 185/148 �fR Snow=255. Lumber Increase 1.15 BC 0.96 Vert(TL) -1.35 12-13 >365 240 M18SHS 185/148 TCDL 15.0 I Rep Stress Incr YES WB 0.87 Horz(TL) 0.26 9 n/a n/a BCLL 10.0 Code IBC20091TPI2007 BCDL 10.0 (Matrix) Wind(LL) 0.35 13 >999 240 Weight:259 lb FT=0% LUMBER BRACING TOP CHORD 2 X 6 DF No.2'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-1 oc purlins, 3-6:2 X 6 DF 1800F 1.6E except end verticals. BOT CHORD 2 X 6 DF No.2*Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 11-15:2 X 6 OF 1800F 1.6E WEBS 1 Row at midpt 2-16,7-10 WEBS 2 X 4 HF Std'Except' MiTek recommends that Stabilizers and required cross bracing 17-18,9-19:2 X 6 DF No.2,1-16,2-14,7-12,8-10:2 X 4 DF No.2 be installed during truss erection,in accordance with Stabilizer , Installation guide. REACTIONS (lb/size) 17=2583/0-5-8 (min.0-2-12),9=2582/0-5-8 (min.0-2-12) Max Horz 17=504(LC 6) Max Uplift 17=-299(LC 5),9=-309(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-17=-2503/300,1-2=-3183/521,2-3=-7426/686,3-4=7413/687,4-20=-8879/579, 20-21=-8860/585,5-21=-8850/591,5-6=-7428/520,6-7=-7414/522,7-8=-3181/372, 8-9=2488/319 BOT CHORD 16-17=-590/457,15-16=-1028/5736,14-15=-1024/5737,13-14=-908/8660, 12-13=-795/8661,11-12=-675/5722,10-11=-675/5735 WEBS 1-16=-326/3672,2-16=-3271/456,2-14=0/2066,4-14=-1586/153,4-13=0/255, 5-13=0/265,5-12=-1523/156,7-12=0/2154,7-10=-3146/464,8-10=-349/3811 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf,BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;C-C Exterior(2);cantilever left and right P R exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 SPED t7F'eS, 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1 \c ' N�)NE S� 3) Unbalanced snow loads have been considered for this design. G 4)250.OIb AC unit load placed on the top chord,20-8-8 from left end,supported at two points,3-0-0 apart. ye 5)All plates are MT20 plates unless otherwise indicated. Cr 16ifr,..11..., 1- 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 8) Bearing at joint(s)17 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify ilk% -• ON • capacity of bearing surface. •O T 9) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 299 lb uplift at joint 17 and 309 lb uplift -19 'MBE (` at joint 9. /f7 O. Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)9. FR S.1' 11)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI Digital Signature 1. 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ( EXPIRATION DATE:06/30/14 ) LOAD CASE(S) Standard September 10,2012 ■ A SVARMNO•Verify design parameters and REED MOTES ON THIS AND INCLUDED M/TEKRSFEREMCE PAGE 6II1-7473 BEFORE USE. • Design valid for use only with MiTek connectors.This design is based only upon parameters shown.and is for an individual building component. 141ii Applicability of design parameters and proper incorporation of component is responsibdity of budding designer-not truss designer.Bracing shown ; is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction Is the responsibility of the { ek� erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Ml l fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/B.11 QuaNy Cdleda,056.89 and ICS!Budding Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria.VA 22314. Citrus Heights.CA.95610 it Southern Pine(SP or SPp)lumber is specified,the design values are those effective O641R012 by ALSC or proposed by SPIES. Rid L2 Design Assistant I Ballasted Roof Mount I IronRidge Page 1 of 3 Project Report f,,r, IRONRIDGE Solar Mounting Made Simple Project Details Name:97219 Date: 2014-12-01 Module: Solarworld:Plus SW 270 mono Total Modules:32 Dimensions 39.4"x 65.9"x 1.2" Total Watts: 8.640 Tilt: 10° Load Assumptions Building Criteria Wind Exposure:B Building Height:30' ' Wind Speed:95 mp Wp&E Occupancy Category:II Snow Load:25 psf "''`�-- Wind Importance Factor: 1.0 MAO 5pD Snow Importance Factor: 1.0■ 44 Seismic conditions not considered fPE Sc-J, SubArray Properties Deflectors:Optimize Price(0/51 Full Block Weight:35.0 lbs Half Block Weight: 13.5 lbs Microlnverters:No use Roof Pads:No Roof Friction:0.5 Roof Loads Roof Loads Weight(lb) Distributed(psf) Racking 807 0.80 Ballast 5.885 5.87 Modules 1.496 1.49 Racking+Ballast+ Modules 8,188 8.16 4-- Wind Load Down 2.222 2.22 Ground Snow Load 25.00 Roof Snow Load 21.00 Max Dead Load+Snow/Wind 29.16- Max Single Tray Dead Load(D) 219.80 Max Single Tray Combined Load(Dead+ Snow/Wind) 593.02 • REF 0. , http://www.ironridge.com/brm/quotation/print 12/1/2014 Design Assistant I Ballasted Roof Mount I IronRidge Page 2 of 3 Block Counts Block Type Total Whole Blocks(35.0 Ibs) 140 Half Blocks(13.5 Ibs) 73 Required Ballast(in lbs) 5.838 Weight of Blocks On Ibs) 5,886 Additional Information Parameter Value Setback Distance 3.00 ft Actual Tilt Angle 10.00° Gap Between Modules 21.97 inches Row Depth 60.78 inches Total Covered Area 1,003 sq ft Ballast Details: Dimensions:4"x8"x16"(35 lbs typ);2"x8"x16"(13.5 lbs typ); Installer is solely responsible for selecting and sourcing the solid concrete ballast blocks.It is recommended that these solid concrete blocks have a minimum compressive yield strength of 3000 psi or greater OR comply with ASTM Designation C1491. It is the sole responsibility of the installer to periodically check their installation and make adjustments as needed as the blocks could shift or disintegrate.It is also recommended that an industrial adhesive be used between ballast blocks when stacking. PER 22, http://www.ironridge.com/brm/quotation/print 12/1/2014 Design Assistant Ballasted Roof Mount IronRidge Page 1 of 5 Ballast Key ` A(4 whole/ I half)x 16 B(3 whole/2 half)x 8 C(2 whole/ 1 half)x 6 D(2 whole/0 half)x 6 E(1 whole/2 half)x 5 F(4 whole/0 half)x 3 G(5 whole/0 half)x 2 H(3 whole/3 half)x 2 I(2 whole/2 half)x 2 J(1 whole/ 3 halt)x 2 K(0 whole/4 half)x 2 L(4 whole/2 half)x 1 M(3 whole/4 half)x 1 N(1 whole/4 half)x 1 0(0 whole/3 half)x 1 P(0 whole/2 half)x 1 I 1 • http://www.ironridge.com/brm/layout_subarrays/8475/print 1 2/1/2014 Design Assistant I Ballasted Roof Mount I IronRidge Page 2 of 5 Page 1:Row I,Column I For reference only,unless approved by a professional engineer. • .y,,.‘0..,g--: or,,<: G f i C • © B B ® D i El : F : ' :\ ' mom j C C : G : : L : : A : : A : : A : I D .- IIempr••H ••._.___. .__••••_-- - .. . . : _E I , E : H : : F : : A : : A : : A : C ---- •.. ..._ __.. ._...•...__._ ...._ .... ■ .. .... j.••• D • A • • A : A • . A . • A • F B B sweinism i K B N M B H J i E PF-7.4 http://www.ironridge.com/brm/layout_subarrays/8475/print 12/1/2014 Design Assistant I Ballasted Roof Mount I IronRidge Page 3 of 5 Page 2: Row 1,Column 2 For reference onl},unless approved by a professional engineer. D I A A D D C C 0 K J E P PFc-as http://www.ironridge.com/brm/layoutsubarrays/8475/print 12/1/2014 A Consulting tructura an Forensic ngneers l 5224 South 39th Street, Phoenix, Arizona 85040 tel: (602) 438-2500 fax: (602) 438-2505 www.smleng.com IronRidge April 18, 2012 1435 Baechtel Road Page 1 of 2 Willits,CA 95490 Attn: Mr. William Kim, Chief Executive Officer Subject: IronRidge Ballasted Roof Mounting System—Structural Analysis Dear Sir: We have analyzed the subject solar panel support system and determined that it is in compliance with the structural requirements of the following Reference Documents: Codes:ASCE/SEI 7-05 Min. Design Loads for Buildings& Other Structures International Building Code,2006 &2009 Editions California Building Code,2007 & 2010 Editions Other: Aluminum Design Manual, 2005 Edition AISI S100-2007, Spec. for the Design of Cold Formed Steel Structural Members The Ballasted Roof Mounting system has PV panels laid out in a landscape orientation and attached near each corner to a proprietary framed ballast assembly. See Exhibit A, attached. The frames hold the panels at a 10 deg slope and are ballasted with concrete blocks as required for the wind loads. The frames may be connected by an aluminum or steel deflector beam. This beam serves to reduce the wind uplift loads by 1)preventing high wind pressures from developing on the underside of the panels and by 2)providing sufficient structural capacity to distribute higher localized wind loads over a larger area causing an averaging of the wind loads over several frames. Both these effects permit lower design wind loads to be used. The wind uplift loads are resisted directly by the ballast. Lateral forces, both wind and seismic, are resisted by either friction between the ballast and the roof surface or by a proprietary anchorage system. The ballasting requirements are determined using the online Design Assistant for the system at IronRidge.com. The Design Assistant covers a wide range of system configurations and loading and allows the user to customize the input to match the specific project conditions. Mounting heights up • to 60 ft. and wind speeds up to 120 mph can be accommodated. The average weight of the system, the additional load the system imposes on the roof structure, is as low as 2.8 psf. Starling Madison Lofquist,Inc. Consulting Structural and Forensic Engineers 1Ec. i IronRidge April 18,2012 Mr. William Kim Page 2 of 2 Ballasted Roof Mounting System—Structural Analysis Our analysis assumes that the panels and frames, including the connections and associated hardware, are installed in a workmanlike manner in accordance with the"Ballasted Roof Mounting Installation Manual"by IronRidge and generally accepted standards of construction practice. The adequacy of the supporting roof framing is to be determined by others. Please feel free to contact me at your convenience if you have any questions. Respectfully yours, p �1;>.SiC Ate j 14,0,itit 4,0 ikei C71973 n Tres Warner,P.E. Design Division Manager `t>.,q Civet. `s�4• �e7r CM.e Starling Madison Lofquist,Inc. Consulting Structural and Forensic Engineers - 2- PE 3. z CeS IronRidge Ballasted Roof Mount System 10 Degree c-ti Exhibit A ti 1.6 Typ —(Distance From Module Edge �-�. to Edge of Ballast Tray) -J PV Modules _ 1.6 Typ I -__ __= _ ' Distance From Module Edge 1 I I to Edge of Ballast Tray)''.111 LIIIIE IM-' i 44%, MI Panel Length l' / ''' Ballast Blocks (Concrete) � /; �' ,i0j0.4 MI I ill 1 PV Modules l''' / j �'�' \ � /� Ballast Blocks �- fli � ,' �''' (Concrete) 35.5 Typ M Ballast Tray '' Wind Deflector =�= �- MI- (G90 Galvanized Steel) '`i (5052-H32 Al) '= O-' Ballast Tray _ 1= 1� (G90 Galvanized Steel) I t 18'5 Horizontal Module Dimension= 22.94 Sun Approach Angle J (Distance From North - .38 Typ(Distance Between Panels) y_____________. sgrt(Module WidthA2-46.932) Panel Edge to Tray Edge) _ -�- -. .-�-._. ._. 15.2 ■ 1 ) .11;'Mill lit ,titiliiLtit. 'ilia—alt1t ,_401=illp 22.64 a 21.97 f (Distance From South — (Row Spacing) 6.84 Wind Deflector Panel Edge to Tray Edge; 3/8" Roof Pad (5052-H32 Al) (100% Recycled Rubber) NOTES: UNLESS OTHERWISE SPECIFIED , I RON RI EG E . . . 1. THIS DRAWING IS FOR LAYOUT REFERENCE ONLY. " G 2. All Stainless Steel hardware.