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Permit File 4910 Paisley Place (2)
City of Anacortes invoice/Permit#: BLD-2015-0075 • 904 6th Street Applied date: 02/24/2015 "fondellie P.O.Box 547 Issue date: 02/24/2015 Anacortes, WA 98221-0547 Expire date: 08/22/2016 .441111101rAti. (360) 293-1901 Job Address: 4910 PAISLEY PL Permit Type: Single Family Alteration/Repair Permit ANACORTES WA 98221-3120 Project: APN: P59903 Remarks: Install solar panels on existing residence. Owner: TORGERSEN TOROLF R Contractor: WESTERN SOLAR Address: 4910 PAISLEY PL Address: 319 E CHAMPION ST ANACORTES WA 98221-3120 BELLINGHAM WA 98225-4501 Phone: Phone: (360) 746-0859 License#: WESTES*910J0 General Information: Fees: Building Valuation 3832 Building Permit Fee 97.25 Plan Review Fee 63.21 State Building Code Fee 4.50 Total Calculated: 164.96 Deposits/Receipts: 0.00 Total Due: 164.96 c, "1:1 i•-• C. 7.1 I t CO 1--.• b•••• 0 OA M- 171 r+. I V. CA CZ, :r.;• 0 =, ci 1:-.) 41+ I CI _ 0 M CO C. it+ C.r1 rn r- 7.1 ID u 0:1 111:1 rt. C: M 7". Z ft. lID -' --J I ;:c1 CO "r1 . r--. THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS_TR,IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER VkiRK IS COMMENdgM I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT.ALLPROVISIalS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN 07EZ NOT; THE GRANTING OF APERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STARE-OR LOCAL LAW REGULfATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. (.4 / • kilt N., :5 73(• SIGNATURE-UP e_i_VNER OR-AUTHORIZED AGENT ISSUED BY - ;, A , FEB 1 9 2015 Ii Notes: ,.., , -jiC1:5___ _ ___,_ Pd3rbii,zrill.Eelie.VCceoshitiasillillita)iSolointslasrtb?tc-it-I. Exterior/Interior DC Conduit Runs to be tabled as: ,., "Photovoltaic Conductors „ Main Disconnect to be Identified as: ,_....,,,,....,,....r.,,,,,,,-, ,- Bi...ieCI:1-17n:g'vEmSTE' WS1':181:2k_1205 / , -:------T:x.L..-- .,:-...-,..14, , "Photovoltaic Power Source , /-___ -..,..-&-p::: zEzatz...,::7-._--.:,, _.: /.--------""/ /X) Pt°led Malaga ..,„ Jost It[a millo 3id„:y F, Champion St. Design meets requirements of: ../ I )WAC 51-54A-065 ,,, , / I ",./.. , • ,, , Section 605.1.1, 605.1.2 - , / ., i / / -I TBee:1:inli61c-r_:13/(11:3‘/...‘irA2;_7225 I' il. it' /4---„, ' / "7 / i / b Installing Elect Lim: ., ,, i e I 1' ,' ------,, / - / / , I l? / ./ Y , / i -4 z' , 4..........„,..„........„.„.. y y z,,,,......... if / ,......".../11 71.,„,„.„..,.... r.,...,,,„,11 (13Pbirtlir'I El Champion‘el'.1eCstiel srliltltS aolil I t:Srti.Inncc1 # si' ' ‘; • I , BLieCi#111-1:9‘1 Ai taEnS1 Ti EV/SA*89782022[5) client Name: / i - (25) Itek Energy, 275 Watt Photovoltaic Modules ----1 -, 4--- ,,,,,,,,,,, ( . , 4T9oiroolipTaoisrlgeeyrspekiliceResklen(e , ' Anacot tes,,WA Total System Size: 6,875 Watts DC, 61.87_59kiWAs e - , kw4"4",44 44.%,,,, . , Vm —32.0 V, Inip=8.4 A, Voc-38,.9 V, sc— . , Project Size: P— Module Dimensions: 39.1 x 64.81 x 1.8" 6.875 kW PV System Installed per Manufacturer Recommendations on Lowerr South Roof of Residence using S°Uth flushmount Snap N Rack Mounting System instau ed Drawn by: Joshua Miller,VISI at 48" on center, into premanufactured trusses at 24" o.c. .- : . _Nor , Issue Date: , • -.:. - ' otITY OF pi,NACUIRTES PFRIvii I %JEN i LiPt Meets all City of Anacorteis Structural Permitting Rejuirments , APPS RO_.VED PLAN 1-25-201_5 43 lbs per so ar module x 255 modules — 1,275 lbfs : 17.74 sqft per solar module x,2 rnodu_les = 44-,.5 sq t Roof Layout vsl. 1.„075 lb / 443.5 sqft — 2.42 lbsisqft. (....; .,-C .S"--44--5,... .46 -"":2 ° --,.....__,.., --,-..-_ -- ,... iPERIVIiir No. , _,...71...„ r.......... ,, . 4 410101E8S: i '' _ ,_,,,.._,........,,,,,,,,,,.. APPROVED ii`f ( .0"1 /L.._....2,L -...- 8:UBJEC) 10 FIELD INSPECTION. OvERSIGHT i 4,,iiq viot.ATION or cr)r)F IS NC-T 1NCLUDFD . t l I , it � 1 • , o TTI il,i, „.>:• • Itek EnergyHE Solar Modules 4- 41;) I it:::: I - - 1 I Ill I , high qualityand The high performance , : . _ �� -- -� - ��- ' ' , . . affordable solar solution 1 1 i_ _ ,,ti ti tt ;x 1 - , * � � a e-in -W �s r n on usingu t i q. Edges f TTT t. f High Efficiency Mono Crystal ire Cells jb • 5- Year Power Output Warranty . 1 T :cit s 4z • �. E i nal Power Density ( watts/ m ) • ar ,3 � ;, _ ,. y w GENERAL DATA MECHANICAL DATA Cell type 60 Super High Efficiency Mono crystalline cells Dimensions 39. I t' X 64 8" X 2" • 6 X 10 cell matrix •3 by-pass diodes WA.,, '. 43 lbs G1ags Ultra clear, low iron tempered solar glass with anti-glare prismatic subsurface texture ftacksheeci Multi layered, highly resistant polyester MAXIMUM RATINGS frame High .strength anodized aluminum frame Operational temperature -40...E 9f3`'C cornpatible with both top-down damps and Maximum Sya1em Voltage 600V bottom flange rnountina • Numerousflange ' mounting holes on inch dimension centers Design ! 4?(]d Lill 103) up to 113 Ibslft • Mourntingg holes specifically for Maximum Load (VI 1703) 551 kg/m' (5400 Pa) micro inverter applications Maximum 'Wind Load 113 lbs/ft` Cable 42°' 90C 12 AWG PV w!re Max Series Fuse Rating 15A Connector MC4 Max Reverse Ciaront 15A Grounding Certified for W;iey Electronics WEEBTM NOTE: Specifications subject grounding clips • Eight standard grounding to change without notice locations per module for reduced ground wire length 1647mm (64.8") TEMPERATURE RATINGS x-:.,,.. .............._._.................M._ ...� _M .. . :.,> Nominal Operating 48.20 °C Cell Temperature (NO CT) .ice Temperature Coefficient of Pni - 0,47 %/ C 3 .......... ..... ........._..._....... ......................... ...._............_. Temperature Coefficient of ft,:, - i.32 o/"C Temperature Coefficient of r:. + 0.04 ° /"C ..:, 1ernperah+a Coefficient of V .., - 0.45 %d'C 50mm (2tf thick) QUALIFICATIONS Backside of Solar Module u t la .ffi g UL 1703 II ELECTRICAL DATA * 255 HE 260 HE 265 HE 270 HE 275 HE 280 HE .fire Rating Class C Maximum Power - PA„, (Wp) .255 260 265 270 275 280 Made inWashington State Mcaximorn Power Voltage Vv, (V) 31 ,5 31 .7 .31 .8 32.0 32.1 32.3 Maximum Power Current_ l„s.(A) 8.1 8.2 8.3 8A 8.5 8.6 411. dr Open Clrailt Voltage - V:, (V) 38.4 38.6 38.7 38.9 39.0 39,2 ! a 4. dp ! Short Circuit Current - f,,. (A) 8.8 8.9 9.0 9.1 9.2 9.3 , •• Power Den%11y-(Winn') _ 155.8 158.8 161 .9 164-.9 168.0 171 .0 , to• energy •:.tideard aciets1ics atay+sws'w s .l•3%allfns fru csafed e'0,41 as Siantmd I L'a. irons IS ICI. r(C rar.ca a.`::CA7:'wi^".AMU.spae rttin.cei errpwasue 25CI77f; VO4,03,I i 360,647,9531 I itekenergy.corn W 'o SPECIFICATIONS PVI 3800TL PVI 5200TL PVI 6600TL PVI 7600TL o h O K DC.'input o Absolute Maximum Open Circuit Voltage 600 VDC 4- O Operating Voltage Range 120-550 VDC w .0 MPPT Input Voltage Range 200-500 VDC u o MPP Trackers 1 2 u Maximum Operating Input Current 20 A 15 A per MPP tracker 18 A per MPP tracker 20 A per MPP tracker ',' c Start Voltage 150V 0 AC Output .• Y Nominal Output Voltage 208 or 240 VAC,1-Ph 0 co AC Voltage Range 12%/+10% 0 208 VAC 3300 W 5200 W 6600 W 6600 W u Continuous Output Power 07 240 VAC 3800 W 5200 W 6600 W 7600 W 6 208 VAC 15.8A 25A 31.7A 31.7A o Continuous Output Current '� 240 VAC 15.8A 21.6A 27.5A 31.7A E 0 Maximum Backfeed Current 0 A Nominal Output Frequency 60 Hz ¢ 6 Output Frequency Range 59.3-60.5 Hz Power Factor Unity,>0.99 .0 Total Harmonic Distortion (THD)©Rated Load <3% c Efficiency' ce •c Peak Efficiency 98.3% u CEC Efficiency 97.5% un O Tare Loss <1 W t bo Temperature Ambient Temperature Range(full power) -13°F to+122°F(-25°C to+50°C) v Storage Temperature Range -40°F to+185°F(-40°C to+85°C) Relative Humidity(non-condensing) 0.100% OperatingAltltude 6562 ft/2000 m • Data Monitoring Optional SolrenView Web-based Monitoring External Optional Revenue Grade Monitoring External External Communication Interface RS-485 Testing&Certifitatians Safety Listings&Certifications UL 1741/IEEE 1547,UL 1699B,CSA C22.2#107.1,FCC part 15 A&B Testing Agency ETL CSA Warranty Standard 10 year Optional — Enclosure dBA(Decibel)Rating <45 dBA@ 3 m DC Disconnect Standard,fully-integrated Dimensions(HxWxD) 17.5 x 15.8 x 8.5 in. 26.8 x 15.8 x 8.5 in. (445 x 401 x 216 mm) (680 x 401 x 216 mm) Weight 43 lbs(19.5 kg) 65 lbs(29.5 kg) Enclosure Rating Type 4+Salt Mist Corrosion Protection Enclosure Finish Aluminum SSOLECTRIA A YASKAWA COMPANY www.solectria.com I inverters@solectria.com I 978.683.9700 \ Oat 1 °tsY a� kk oon _ , . 8rprnlr Residential Building Permit Applicatio i1 FEB 1 9 2015 City of Anacortes Building Department hiP.O. Box 547 Anacortes, WA 98221 1. r I"_8_ ________ Street Address: 904 6th Street `- - -__ Phone: (360) 293-1901 Fax: (360) 293-1938 SITE ADDRESS: (49 l 0 PA tS LE Y 9L CONTRACTOR C�1 Applicant PROJECT DESCRIPTION Name 1AlEsT.RJtJ [.f1IQ IAtC• I ks5T- Ri c 5i-A R- S S 4 .4 . CM- E1<<S4t a C v Address 1 E C t e�TC� �j R�F �■ ■■■r , City/State/yZ�ip�/// / C/I �]�j I 21 Phone.YDU�7 1 -V"l)/FAX - 3 ` 01 State License#ri1Ei?I ES*872 DO Exp 1116114 PARCEL NUMBER _ City of Anacortes Business License:kYes ❑No ePS 19 03 PROPERTY OWNER ❑Applicant LEGAL DESCRIPTION Name-co 1•11 AAA TO—lAt IS 6406 6Kk f LINE 40 9 L0T --4, Address ` o i i r is j rk City/State/Zip An.-wrs/W A / z.i I PROJECT VALUATION Cat ef Sc "-'1 C6A t-ABae-= Phone3C0 5ff fill FAX 3t T532._ 1 Number of Dwelling Units E-Mail Address O.I A&11 1aA•Att. Number of Stories Building Area: 0 Architect 0 Designer ❑Engineer 0 Applicant 1"Floor s.f. 2' Floor s.f, Name 3rd Floor s.f. Basement s.f. Address Garage s.f. Carport s.f. City/State/Zip Deck s.f. Lot Area s.f. Phone FAX_ E-mail Address CONTACT O Applicant LENDER LENDER INFORMATION MUST BE PROVIDED FOR PROJECTS OVER$5,000 j Name ■Or! S VI R T-A IN VALUATION PER RCW. Address ■E5T eA Q—A 1`— Name fJ ea_ Set': / A1A,fU? City/State/Zip Address Phonec3(O-2ot-21547 FAX City/State/Zip E-mail Address. C ` I Phone No. MI'■ W .14018b wtrAC•GOM CONTINUED ON THE BACK • Residential Mechanical Fixtures Fuel Type ❑ Natural Gas ❑ Electric ❑ Wood 0 Propane Gas ❑ Other Type of Equipment Number of Type of Equipment Number of Fixtures Fixtures Furnace <=100K BTU Clothes Dryer Boilers/AC/Heat Pump Gas Water Heater Gas Outlets Gas Fireplace Ventilation Fans Fireplace Insert Stove,Appliance Other Units Range Hood Residential Plumbing Fixtures Type of Fixture Number of Type of Fixture Number of Fixtures Fixtures Toilet Clothes Washer Bathtub Electric Water Heater Shower Utility Sink Dishwasher Hose Bibb Hand Sink Water Piping Kitchen Sink w/Disposal Additional Fixtures I HEREBY ACKNOWLEDGE IF HAVE READ THIS PERMIT APPLICANT AND STATE THE INFORMATION IS CORRECT,AND AGREE TO COMPLY WITH ALL CITY ORDINANCES AND STATE LAWS REGULATING ACITIVWS COVERED BY THIS PERMIT APPLICATION. WITH THIS PERMIT ALL CONTRACTORS AND SUBCONTRACTORS SHALl.HAVE A RRF,NT W 'GTON STATE CONTRACTORS LICENSE AND A CITY BUSINESS LICENSE. STOP WORK ORDERS WILL BE 'S ,DON JOB SITES W RE i'Q I RA ' ORS/SUBCONTRACTORS ARE WORKING WITHOUT PROPER LICENSE. 2 6S Z6 I T'S SIGNATURE DATE. Last Updated Nov.9,2012 sJ- Y f �,Ep g,?vial-�K� �' ON�-�C,,O �� tiING O�'R NOS. LDS MOST E MEMEEp�0 ADD RROW 16 LAG�OpRUCN WARE�O BCEadEDE 5n1NTOR LW16"NAB OF513 1IIsG ' "[ORQOE A 'St�E��VET�''�9�6�r�IDE� � 4 .61AGKS MOONS co Do`N�65�o +s�op��op�vs — NGE N o �oo�` / S pN�p c4� rk S•S �, �oR 1 P o �`� opos °o,N� °oµ s s.�° c-R 6E BAR cAN op3ENN SAG��p�W "I 51W 1 BR0OF \ \ oH4N c'.0 ,,,,,i, \][ \ 5,5 T Wp �EpS�1�N� 141114 gA E�� \... \------=--------:: /-7-4?--'11%:.i/ M� ppRO �.\ SAG ////7 4,,_,,,,/, r / NpA ' A COMpOSLH NGJ SN 10, ( FUSS a f _ S EASE . . / PN'�K Fool / . SNA �F � E�NG-gip. ��.. / ', ~\` RaoF D NG pOI1`�F %/ PEED-N�ALU\-ntiN voort MOo p SoRFA COM / use valH oW 10 MOD E0 op TO 3,�S ING PopT To ` cow \ / N 6E [yG SpAcol5 ps � III s LEVEE Zyp[ I' cR,P- ' p�N D���}� °BRA �4 To o ES-1 SHo a IN S PAST*POE Vt I"i gcAtff= oesieraft DN5 pEN O� G gpcPYtecs oA�� 12���3 woevc N1At1frao.14.7, _'mo APP�G w� 'ATM- S-TILE STANDOFF ATTACHMENT TOP VIEW REVISION: ��_ if— - - ~I __rf •- STEP 2: �' STEP 1: vim SLIDE FLASHING OVER POST, 0,0 REMOVE TILE AND IDENTIFY — '� UNDER UPPER LAYER OF TILE, RAFTER LOCATION WITH A = AND FORM FLASHING TO � ' PILOT DRILL. MOUNT STANDOFF .�,\i, —l�V! �� MATCH CONTOUR OF TILES "ASSEMBLY TO ROOF SHEATHING WTTHA 5/16IN LAG BOLT �_.7- \ MINI 2IN EMBEDMENT TYP. BE SURE G BOLT IS FULLY SEATED ,f ,� Ti• SCONE FLASHING MAY SNAPNRACK DEADPAN ALUMINUM SOLAR :E SEAL WITH SNAPNRACK STANDOFF 1 FLASHING. BEND FLASHING RUBBER N COLLAR OR SHAFT 1 TO MATCH CONTOUR OF S-TILES AL ,INUM TAPE 1 r-I i 4 1 _ Y 1 I 1 1 � STEP 3: S-TILE TYP.J OOF SHEATHING TYP. 1 USE CORING BIT TO DRILL 2.5" HOLE IN SNAPNRACK STANDOFF- TILE TO ALLOW IT BASE, 1 HOLE LAG BOLT AN UNDER TO BE REPLACED IN RAFTER TYP. ORIGINAL LOCATION \_ ����n n���p ry MAINSTREAM ENERGY CORP. DESIGNER: G McPheeters SCALE. DNS — PART NUMBER: DESCRIPTION: REV IIJI\l ILRU(1 --p oNESI1f1EYW.6nMW6..... ,use D Ryan SERIES 100 FLASHING ��°15}eDms-f^���^���^aro�' DRAFTER: Y 5100 D13 DETAIL, PV�n1©MOithm ®ia� r.aoa�„ W„,�„ ,,,p„ ,„W.,�m APPROVED BY: DATE: 120113 STANDOFF ON S-TILE ROOF 1 R, 0-1--- %-e-4-o-aa cM TS oU5 _,Mira l ° 1 19 dp 5b! �,/ 01_ptawn "n S4tV Y� ectiilVoO;rLWe oWrt 1'•I,r ra„...,,0os4r MfOo.;_n OPad tan, ,- ,..8s_________roe \ ----------1 0.1-0i- i_________---------V5-_______-----s ------• 4 �- Zoo oaf�a sa awa ��aa 531S \a ~ ssivd opL .0a ` ` � s Np `dd 53oN � C8 � /L wg g %1oos coiar3 rdAcM�y1 " �3 p ' t - 53IvLs • a}.l- -��30 /-c-\ i A / \ . , ,/,\Hic / 7-0. /..-- \ LAX-- /7_1 ______. - ____/,_Th._, _____/_11-- _i____\/ _i___II. ______I /air _ !/ s` � ^--'^' G M ^ �^emu—" �w—. _ /� !/ aR ill / s\ /////- --- „7„22t)„, dr ; le4 . fit,` !;; j' i / =_,17-- 17- /', :a I \ / :cri / __/: __ft 7/ . - . it ______Ar _______7- —.77z /,_ P i I t di i j y �5 -Oa Q� NS `' 3�dM j d ', 7'Ip - ld5_ 3'010111 —� REVISION: ______________ 'SNAPNRACK SERIES 100 ON F1 ASHED L FEEf - �� FLASHED L-FEET ARE OPTIMIZED FOR QUICK AND ROBUST INSTALLATION ON STANDARD COMPOSITION SHINGLE ROOF SURFACES FOR OTHER ROOF TYPES STANDOFFS ARE RECOMMENDED - 1 SNAPNRACK MODULE ATTACHMENT HARDWARE - 1 r SNAPV�RACK �r��= -- _ --_ �_ _ y s�- STANDARD RAIL \ -- ---- .--- -- -------_ _______ ,.., .„."7:-'"-- \ \j/ � -I I I I - !--- ---- Ir // ROOFRAFTER (ROOF ATTACHMENTS ENTS SHOULD ROOF SNEATHI�tG,LfNDER1AYMENT,J ALWAYS BE EMBEDDED INTO ROOF RAFTERS OR ANDH ROOFING MATERIAL,TYP. / STRUCTURAL MEMBERS SUCH AS STEEL PURLINS) SNAPNRACK FLASHED L-FOOT--` �_-_ REV • f DESCRIPTION- ""'"'"""'""' - ON FLASHED��- SCALE: � PARTNUMSER: ISERIES 100 OVERVIEW, DESIGNER: P Mc DNS g100 D01 L-FEET �� MAINSTREAM ENERGY CORP. _�— /.���//��I[II/J9� nsF�o .e usn DRAt'TER: _DRYa�— DATE' 1x01.'�3 �yn�y/�/����{� Tack. PxtlNE(Bu515S691E5-FAM )9TMm -.`� ❑ ar�✓" �I1141\VJullVl'�I]1J .,�.,�„e, � APPROVER BY:1-- � —___—___— Series 100 SnapNrcickRail Spans ASCE 7-10 Loads perPV Mounting Systems Tilt Angle 19 to 37 degrees for 6063 Alloy Rail Mean Roof Height 0 to 30 ft Rail Spans (in) Based on Load Combinations for ASCE 7-10 Chapter 2 Load Comic" ations 3,5,6, 7 and Lag Bolt Tension Values Tilt Angle 20 to 36 Degrees % Wind Load Vult 110 115 0 125 130 135 140 145 150 155 170 180 190 qh 15,5 16.9 18.4 20.0 21.6 23.3 25.1 26.9 28.8 32.8 37.0 41.5 46.2 Pg PS -7A -7.6 -8.3 -9. -9.7 -10.5 -11.3 -12.1 -13.8 -14.7 -16.6 -18.7 -20.8 0 0 120 120 120 120 12)., 118 112 103 99 95 89 83 78 10 8 112 111 110 109 108 5 104 103 99 95 89 83 78 20 15 89 89 89 89 89 9 8 88 87 87 86 85 83 78 30 23 75 75 75 75 5 75 75 75 75 75 75 75 74 73 0 40 31 66 66 66 .. 66 66 66 66 66 66 66 66 66 66 Pi 50 39 60 60 '5 60 60 60 60 60 6 60 60 60 60 60 60 46 55 5 55 55 55 55 55 55 55 55 55 55 55 70 54 51 51 51 51 51 51 51 51 51 51 51 51 80 • 48 48 48 48 48 48 48 48 48 48 48 48 48 48 100 77 43 43 43 43 43 43 43 43 43 43 43 43 43 43 120 92 40 40 40 40 40 40 40 40 40 40 40 40 4 40 Notes 1) Tables are based on critical rail span for load combinations as specified in chapter 2 of the ASCE 7-10 and lag bolt withdraw values per the 2012 NDS. 2) Basic Load Combinations from ASCE 7-10 Section 2.4 Allowable Stress Design. 1. D 2. D + L 3. D+(LrorSorR) 4. D+0.75L+0.75(Lr or S or R) 5. D+ (0.6W or 0.75L) 6a. D+0.75L+0.75(0.6W) +0.75(Lr or S or R) 6b. D+0.75L+ 0.75(0.7E) +0.75S 7. 0.6D+0.6W 8. 0.6D+0.7E 3) Edge zone reductions are only required at shaded spans where reduction is 24 inches to a minimum of 32 inches. NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628(916)536-9585 Page C14 of C64 Series 100 SnapN rack- Rail Spans per ASCE 7-10 Loads Tilt Angle 0 to 19 degrees for 6063 Alloy Rail PV Mounting Systems Mean Roof Height 0 to 30 it Rail Spans (in)Based on Load Combinations for ASCE 7-10 Chapter 2 Load Combinations 3,5,6,7 and Lag Bolt Tension Values Tilt Angle 0 to 19 Degrees Wind Load Vult 110 115 120 125 130 135 140 145 150 155 160 170 180 190 qh 15.5 16.9 18.4 20.0 21,6 23.3 25.1 26.9 28.8 30.7 32.8 37.0 41.5 46.2 Pg Ps -10.7 -11.7 -12.7 -13.8 -14.9 -16.1 -17.3 -18.6 -19.9 -21.2 -22.6 -25.5 -28.6 -31.9 0 0 116 110 104 99 95 91 87 83 80 77 75 70 65 62 10 8 114 110 104 99 95 91 87 83 80 77 75 70 65 62 20 15 89 89 89 89 89 89 87 83 80 77 75 70 65 62 0 30 23 75 75 75 75 75 75 75 75 75 75 75 70 65 62 40 31 66 66 66 66 66 66 66 66 66 66 66 66 65 62 50 39 60 60 60 60 60 60 60 60 60 60 60 60 60 60 60 46 55 55 55 55 55 55 55 55 55 55 55 55 55 55 70 54 51 51 51 51 51 51 51 51 51 51 51 51 51 51 80 62 48 48 48 48 48 48 48 48 48 48 48 48 48 48 100 77 43 43 43 43 43 43 43 43 43 43 43 43 43 43 120 92 40 40 40 40 40 40 40 40 40 40 40 40 40 40 Notes 1) Tables are based on critical rail span for load combinations as specified in chapter 2 of the ASCE 7-10 and lag bolt withdraw values per the 2012 NDS. 2) Basic Load Combinations from ASCE 7-10 Section 2.4 Allowable Stress Design. I. D 2. D+ L 3. D+ (LrorSorR) 4. D+ 0.75L+0.75(Lr or S or R) 5. D+(0.6W or 0.75L) 6a. D+0.75L+0.75(0.6W)+0.75(Lr or S or R) 6b. D+0.75L+0.75(0.7E) +0.75S 7. 0.6D+0.6W 8. 0.6D+0.7E 3) Edge zone reductions are only required at shaded spans where reduction is 24 inches to a minimum of 32 inches. NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628(916)536-9585 Page C13 of C64 Series 100 i SncipNrack PV panel Calculations & Component and Cladding Forces PV Mounting Systems 6063 Alloy Rail Mean Roof Height 0 to 30 ft PV Panel Calculations for 39" x 65" Panel Connections Panel Dimensions 65" Long Panels -, _ _ Panel Width = 39.0 in ti ,i Panel Length = 65.0 in �'' - dz, � , Panel Weight = 70.4 # Panel Area = 17.6 ft2 I Universal End Clamp i Wind Loading ASCE 7-10 Component and Cladding • ...._:, ---- Wind Speed 110 to 190 mph -t 1�* Exposure Cat. C >.�1 . Edge Distance(a) 4 Ft , Component and Cladding t • 1 Zones - I r ' - Loading Zone 1 Zone 2 Zone 3 `' 1, 2, & 3 '- / S„,..,. Max -22.96 -30.71 -30.71 68.51 , Min -76.21 -128.56 -197.85 12.64 - if 1) Roof slopes from 0° to 45° �' 2) Wind loading from 110 mph to 190 mph 3-s Gust. 3) Edge distance a = 0.1 *LDH(Least Horizontal Dimension) Adjustable End Clamp X-Clamp Maximum Force at Mounting Bracket ,tea L - -- .:v5� _ a Component and Cladding (l ' + -^ # ' LoadingZone 1 Zone 2 Zone 3 Zones ti E, 1, 2, &3 ' -, End Clamp -335 -566 -871 302 Int. Clamp -671 -1132 N/A 603 '- 1) 4 brackets minimum per PV panel to rail connection --' �� ` 2) Only one corner of one PV panel may be located in zone 3 3) Zone 2 may have multiple panels located in this zone • Mid Clamp 1 Mid Clamp 2 NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628(916)536-9585 Page C10 of C64 • Series 100 SnapN rack- Rail Properties for 6063 Alloy Rail PV Mounting Systems Mean Roof Height 0 to 30 ft Rail Properties for Downward Loads Section Properties A = 0.63 in2 S = 0.34 in3 I = 0.46 in4 c Stresses Fb = 15.2 ksi F = 15.2 ksi E = 10000 ksi Mallow = 5.17 k-in Rail Section Vallow = 6.38 k Rail Properties for Upward Loads Section Properties A = 0.41 in2 S = 0.25 in3 I = 0.11 in4 Stresses Fb = 15.2 ksi F, = 15.2 ksi E = 10000 ksi Mallow = 3.84 k-in SnapNrack Standard Rail Vallow = 4.16 k 6063 Alloy Notes 1) Rail section properties determined from test data. 2) Rail test date peiformed per guidelines of chapter 17 of the 2012 IBC. 3) This report is using 6063 Alloy Rail NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628(916)536-9585 Page C9 of C64 Series 100 SnapNrackSnow Loads ASCE 7-10 Chapter 7 P1 b063 Alloy Rail V Mounting Systems Mean Roof Height 0 to 30 ft ASCE 7-10 Snow Loads Chapter 7 Pf= 0.7 Ce Ct I PcSnow Load Chart Ground Snow Ps Flat Roof Pf Sloped Roof PS Sloped Roof PS PS= CSPf Slope<9/12 Slope 9/12 to 12/12 10 psf 8 8 8 20 psf 15 15 15 30 psf 23 23 23 40 psf 31 31 31 50 psf 39 39 39 60 psf 46 46 46 70 psf 54 54 54 80 psf 62 62 62 100 psf 77 77 77 120 psf 92 92 92 3 4 8 8 12 on on on on on 12 12 12 12 12 Calculations for Snow Loads Chapter 7 [ 37.5° — 1o°\ Ce = 1.00 Exposure Factor(Section 7.3.1) — C, = 1.10 Thermal Factor(Section 7.3.2) — —, = 1.00 Importance Factor(Section 7.3.3) r \ All — Other Surfaces — Unobstructed Slippery Surfaces - I 1 i l I a II 0 30° 60° 90° Roof Slope 7-2h Cold roots with C,=1.7 NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628(916)536-9585 Page C8 of C64 Series 100 SnapNrackm Seismic Design ASCE 7-10 Chapter 11 and 13 PV Mounting Systems 6063 Alloy Rail Mean Roof Height 0 to 30 ft ASCE 7-10 Seismic Design Section 13.6.9 Site Classification D Default "D" Seismic Use Group II Table 11.5-1 Rp -- 2.5 Input from Table 13.6-1 ASCE 7-10 Ap = 1.0 Input from Table 13.6-1 ASCE 7-10 Ip = 1.0 Input from Table 11.5-1 ASCE 7-10 Ss = 3.0 Input from USGS Program Si = 1.5 Input from USGS Program Fa = 1.0 Site Coefficient Table 11.4-1 F� = 1.5 Site Coefficient Table 11.4-2 Sn,s = 3.0 ASCE 7-10 Section 11.4.3 Sm� = 2.3 ASCE 7-10 Section 11.4.3 Sd, = 2.0 ASCE 7-10 Section 11.4.3 Sdi = 1.5 ASCE 7-10 Section 11.4.3 z = 30.5 Height at point of Attachment (ft.) h = 30.0 Average Roof Height of Structure(ft.) Fp = 0.97 Wp (Eq. 13.3.1) Fp max = 3.20 Wp F,p 0.4 ap SDS Wp (1+2 Z ) Fp min 0.60 Wp h ( P ) P Use Fp = 0.97 Wp (Eq. 13.3.2) Fp = 1.6 SDS Ip Wp Max (Eq. 13.3.3) Fp = 0.3 SDS Ip Wp Min Vertical Accelerations 0.20 ( Sds) Wp Notes 1) Based on an average deal load of 4 psf the anticipated maximum seismic load is approximately 4 psf with a vertical accelerations of 1.6 psf wind loads govern the design of the PV system. NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628 (916) 536-9585 Page C7 of C64 I Series 100 SncipN rcic Wind Design ASCE 7-10 Components and Cladding Roof p V Mounting Systems 27 to 45 degrees for 6063 Alloy Rail Mean Roof Height 0 to 30 ft Components and Cladding Low-Rise Buildings ASCE 7-10 30.4-1 qh = Velocity Pressure (psf) P = qh [ GCp - GCp; ] GCp; _ +/- Internal Pressure Coefficient GCp = External Pressure Coefficient kw-I a 1'41 in-1 all ti." —1'1 jlt ia fr! 4p J -- .`_ as 1w B i '•f "'f A '� l' f,g B F F4 ✓4;o f h P _ `� i yl I f s ! a p 1 ~R0 rf 1 n -, f p 1 ® 'j' p y) 'h:i ",�.r 'v+' c+ j,l.:.F it@fi +l:r+ o^�Cer 4 a F 1 a :, A R-,, / — : y f 4 k H F n . "! i U 8 F 9 1 n (t w4 a I 1tiJ 1 a I 10 100 GCp Roofs Fig. 30.4-2C CD -t,S Slope in Degrees Zone 1 Zone 2 Zone 3 Zone 1,2,3 "12 2 .- 3 MN Rca •1.2 27 t0 45 -0.98 -1.18 -1.18 0.89 AM ILP 410 1 42 Notes 0 1) Roof slopes from 0° to 45° 40.5 2) Wind loading from 110 mph to 190 mph 3-s Gust. 5 0 2 Eir +0.18 3) Edge distance a = 0.1 *LDH(Least Horizontal Dimension) M +1.0 AG 1 10 20 50 100 200 5001000 4) Based on an area equal to the maximum area of one (Li) PI Pi (4,O} 44 M5j (46,6)i i 39"x 78"PV panel Effective Wind Area,It2( ) NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628(916)536-9585 Page C6 of C64 Series 100 SnapNradc Wind Design ASCE 7-10 Components and Cladding Roof Pik/ Mounting Skaters 7 to 27 degrees for 6063 Alloy Rail Mean Roof Height 0 to 30 ft Components and Cladding Low-Rise Buildings ASCE 7-10 30.4-1 qf, = Velocity Pressure (psf) P = gh [ GCp - GCpil GCP, _ +!- Internal Pressure Coefficient GCr = External Pressure Coefficient - a i— Ha r ri' -' Ha t-1 wl ' ts; ,t 1 1 r nlr rormr rr� :'ry ' 1 �— to 0: 7„l�J 1el. 9 M }5 1 o n F 1% , r 1 et _ 1 f 1 3 r+ 11 7k I tT 1 1 ,, I - 1 1 kW I 1 Yr�r ` n a ,ram, Ci 0. �1 1 (577g-Aillitj— �i a.ice 'GCS, Roofs Fig. 30.4-2B !Q 104 Slope in Degrees , Zone 1 Zone 2 Zone 3 Zone 1,2,3 L.+ iaof ss. 4.2 7 to 27 -0.89 -1.64 -2.53 0.48 8 -z.O - �` `' _ ' .24_ Notes A -1A - 1) Roof slopes from 0° to 45° V 4.(1 r 2) Wind loading from 110 mph to 190 mph 3-s Gust. 3) Edge distance a = 0.1 *LDH(Least Horizontal Dimension) - - I ! _ 403 4) Based on an area equal to the maximum area of one M le.4 '4' x _ 3 +015 40 39"x 78"RV panel -oni is zn 50 100 200 5001000 Lail MILD [ MI SBA[ . Effective Villid Area,It 20m) NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628(916)536-9585 Page C5 of C64 f Series 100 SnapiNlracic Wind Design ASCE 7-10 Components and Cladding Roof PV Mounting Systems 0 to 7 degrees for 6063 Alloy Rail Mean Roof Height 0 to 30 ft. Components and Cladding Low-Rise Buildings ASCE 7-10 30.4-1 cli, = Velocity Pressure (psf) P = qh I GCS, - GCp, j GCp, _ +/- Internal Pressure Coefficient GCp = External Pressure Coefficient j 10 100 P- a hil— _ a __ a — a�i0rl I T cti _ ,S.,:i _ .2.)_ _I_ (1 _ LI co -2.4 — -Ikilk — AB •1.8 ' II � :__-_ �� �;� L 1 2 +0: 0_3 _ ...0 +ill . ..... IA' 40.4 5, (I.) �� �__ f /0 20 50 100 2O0 50610,3li PMMS) OA l;A OA (OM RA J Effective Wind Are It ( ) GCp Roofs Fig. 30.4-2A Slope in Degrees Zone 1 Zone 2 Zone 3 Zone 1,2,3 0 tO 7 -0.99 -1.71 -2.59 0.29 Notes 1) Roof slopes from 0° to 45° 2) Wind loading from 110 mph to 190 mph 3-s Gust. 3) Edge distance a = 0.1 *LDH(Least Horizontal Dimension) 4) Based on an area equal to the maximum area of one 39"x 78"PV panel NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628(916)536-9585 Page C4 of C64 Series 100 SnapNrack Wind Design ASCE 7-10 Components and Cladding Walls PV Mounting Systems 6063 Alloy Rail Mean Roof Height 0 to 30 ft Components and Cladding Low-Rise Buildings ASCE 7-10 30.4-1 P = qh [ GCP - GCp; ] qh = Velocity Pressure (psf) GCP; = +/- Internal Pressure Coefficient GC = External Pressure Coefficient 1 0 500 ,. -LB i ` -1.6 — $ h) a -1.2 -( •y.i -1.0 -0.6 'ti✓ 04 -0,4 5 5 rri p -— Q. +0.4 iQ +0.6 4.8 �' ' �t�`( r +0.7 GCP Walls (Fig. 30.4-1) w +1.0 - *1.0 Slope in Degrees Zone 4 Zone 5 Zone 4 & 5 {1'2 1 10 20 50 100 200 5001400 0 to 10 -1.00 -1.27 0.91 (0.1) (0.9) (1.9) (4.6) (0.3) (18,6) (46.5)(029) 10 to 45 -1.10 -1.39 -1.00 Effective Wind Area, ft2 (In2 Notes 1) Roof slopes from 0° to 45° 2) Wind loading from 110 mph to 190 mph 3-s Gust. 3) Edge distance a = 0.1 *LDH(Least Horizontal Dimension) 4) Based on an area equal to the maximum area of one 39"x 78"PV panel NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628(916) 536-9585 Page C3 of C64 sertes - 00 SnapN ra Wind Design ASCE 7-10 Main Force Resisting System PV Mounting Systems 6063 Alloy Rail Mean Roof Height 0 to 30 ft r> . 6 = j (g) ,1 •sue 9 ;51 ,. ,>_. .%tL .:: i I 4_%i -'1'%,,t-s,„. .,...114.‘rf4t4k,1-, . 0.41 b-a s. Carom marina » r.,,,. ' p gyp. 1 E),..i._- 1.41• S a'1 ;'<4., CC:: '.1111 '9''''''' =,,,„..... .vb..51..1 feCilf,„ _4.2411,042 , u % i Transverse Direction C G1...1E, ,Bu9nslrhrg,5 f y ;sr2:16.1 Adi{1'., _ l yr 'j a it ( '.- � •5� �,-''_N. ,, a S r ri•1 .' ,4l JIN:43a- .N"--. ,',F;J'Ard* k } 1.:ily illfiskine GM Ci t l_.. a ri.iisrbnibv— �1 .1 -'i _ 5 jai^ r f, 1._ _' j2r;tls: 11, 1' rill \ _y © { ' I } (M` g .r L.4), IF eve -:CA `� ts", t .. , - . ' ,d„# Vic' 4 ` . '. tfi 111-S4 NI h Longitudinal Direction fir=F Zone Locations Main Force Resisting Systems ASCE 7-10 NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628(916) 536-9585 Page C2 of C64 Series 100 SnapNrcickTM Wind Design ASCE 7-10 Main Force Resisting Systern PV Mounting Systems6063AlloyRail Mean Roof Height 0 to 30 ft Velocity Pressure 28.3.2 ASCE 7-10 Risk Category: II(Table 1.5-2) qZ= qh=0.00256 kZ kZt kd V2 Wind Exposure Category C kz = 0.98 Velocity Pressure Exposure Coefficients(Table 26.8-1) Kzt = 1.00 Topographic Factor(Fig.26.8-1) Kd = 0.85 Wind Directionality Factor(Table 26.6-1) Velocity Pressures Wind Speed 110 115 120 125 130 135 140 145 150 155 160 170 180 190 qh 25.80 28.20 30.71 33.32 36.04 38.86 41.80 44.84 47.98 51.23 54.59 61.63 69.09 76.98 ASD(0.6W) 15.48 16.92 18.42 19.99 21.62 23.32 25.08 26.90 28.79 30.74 32.75 36.98 41.46 46.19 P=qh [GCPf-GCpi] qh = Velocity Pressure(psf) GCpi = +/-Internal Pressure Coefficient GCpf = External Pressure Coefficient GCpf Roof Zones Fig 28.4-1 ASCE 7-10 Notes Pitch Slope Zone 2 Zone 3 Zone 2E Zone 3E 1) GCpi equal+-0.10 based on published data from the Solar 0/12 0.0 -0.69 -0.37 -1.07 -0.53 America Board for Codes and 1/12 4.8 -0.69 -0.37 -1.07 -0.53 Standards. 2/12 9.5 -0.69 -0.40 -1.07 -0.53 2) Wind Exposure B and C covered in this document. 3/12 14.0 -0.69 -0.44 -1.07 -0.53 4/12 18.4 -0.69 -0.47 -1.07 -0.54 5/12 22.6 -0.45 -0.35 -0.72 -0.65 6/12 26.6 -0.10 -0.15 -0.19 -0.58 7/12 30.3 0.21 -0.43 0.27 -0.53 8/12 33.7 0.21 -0.43 0.27 -0.53 9/12 36.9 0.21 -0.43 0.27 -0.53 10/12 39.8 0.21 -0.43 0.27 -0.53 11/12 42.5 0.21 -0.43 0.27 -0.53 12/12 45.0 0.21 -0.43 0.27 -0.53 21/12 60.0 0.32 -0.41 0.40 -0.51 NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628(916)536-9585 Page Cl of C64 Series 1100 SnapN rack Structural Report and calculations PV Mounting Systems Please note that all sizes, materials specifications, and weights have been provided by SnapNrack. Installation must be in accordance with SnapNrack drawings as noted: Drawing Title Revision S 100-D01 F S100-D02 F j S 100-D03 F S 100-D03 F S100-D04 F S 100-D05 F S100-D06 F S100-D07 F S 100-D08 F S 100-D09 F S100-D10 F S 100-D 11 F PEN-D01 F PEN-D02 F PEN-D03 F PEN-D04 F PEN-D05 F PEN-D06_ F PEN-D07 F PEN-D08 F PEN-D09 F PEN-D 10 F PEN-D i l F PEN-D12 F PEN D13 F PEN D14 F Please see SnapNrack plans for limits on the bolt parameters. Torque all 5/16" diameter hardware as specified in SnapNrack's plans (10-16 ft-lbs for Silver Stainless Steel and 7- 9ft—lbs for black Stainless Steel,unless otherwise noted). All waterproofing,roofing and drainage issues are the responsibility of SnapNrack's customer(s) otherwise known as the contractor(s) or the professional solar installer(s). Please let us know if you have any questions. Norman Scheel PE, SE LEED-AP BD+C,LEED-AP Homes Fellow SEAOC Fellow A.S.C.E. NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628(916)536-9585 Rev. 12/31/2013 Page 17 Series 100 SnapN rack. Structural Report and Calculations iViounting Systems Site—Specific Analysis A site-specific analysis is required if the location of the solar panel installation corresponds to any of the following criteria: • The total pitch of the solar panel (solar panel pitch&roof pitch) is greater than 60 degrees above the horizontal. • A topographic factor applied to a location. Generally, topographic factors are applied when the structure is on a hill, mesa or bluff, or is adjacent to a large body of water. For complete descriptions of topographic factors, please refer to ASCE 7-10 section 26.8 • The mean roof height of the structure that the solar panels will be installed on is greater than 60 ft. above grade. • A combination of loads and/or site conditions applied that is not addressed in the attached rail span charts. If one or more of these factors corresponds to the project location, please contact NSSE, and we will analyze the site conditions and recommend standoff spacing for each specific site. Existing Building Limitations This summary letter addresses the structural adequacy of the solar racking system only and does not investigate or validate the adequacy of the structure the racking system is being placed upon. It does not address the ability of the existing roofing or roof framing to support the new loads imposed upon them by the new system, nor does it address the new localized forces between the roofing and the roof framing which might be imposed by the new standoff connections. It also does not address the additional lateral forces imposed upon the building due to the seismic and wind forces that the new system will add to the existing roof. These various building-specific issues need to be evaluated by the appropriate registered professional(s) prior to the addition of the photovoltaic and racking systems. NSSE may be consulted for building-specific structural evaluation. NSSE assumes the systems will be installed to the specifications presented here and the installer will use good structural judgment. NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628(916)536-9585 Rev. 12/31/2013 Page 16 Series 100 SnopNrack Structural Report and Calculations PV Mounting Systems Summary Charts and Topographic Factors The attached pages of this summary contain some of the most common building configurations with varying wind speeds. These charts serve as quick references for looking up maximum rail spans based on the building and site conditions. However, it must be noted that for any building where a topographic factor is applied (e.g. hills, mesas, seashore), the rail span lengths given might exceed what is allowed for the given site condition. In that case, a registered structural engineer shall evaluate the exact topographic conditions for the specific site. End Zone and Edge Distances The edge zones and/or end zones of the roof area shall be determined based on the building's least horizontal dimension (LDH). The edge zone, "a", is equal to 10% of the LDH where a= .1 * LDH. It should be noted that if the solar panels installed cross two different roof sections,the smaller LDH shall be used. Rail spans in the corner zone shall be a maximum of 24 inches and this restriction will only apply to the rail attachments located in the end and edge zones (does not apply to modulus or rails that overhang into the zone). Furthermore, all edge zones requiring an adjustment (shaded cells in chart) shall be reduced by 24 inches to a minimum of 32 inches. END/EDGE ZONE OPT 411,1• 4 a z ' o CORNER ZONE Detail 1 roof end/edge and corner zones NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628(916)536-9585 Rev. 12/31/2013 Page 15 • Series 100 SnapN ,rackM Structural Report and Calculations PV Mounting Systems Rail Testing The aluminum rails have been designed in accordance with the 2010 Aluminum Design Manual (ADM) as referenced in the IBC. Testing was conducted per the standards set forth by the IBC Section 1715; Preconstruction Load Test. The results of this testing procedure were used in comparison with the calculated values to establish the maximum uplift load allowed for the rails. Racking Connections to the Existing Roof Contained within the calculation packet are calculations for the connection of the rails to the roof framing. Using the sizes provided by SnapNrack, we have calculated the maximum forces that will be resisted based on the withdrawal value of the lag screws, and the strength of the aluminum components which are involved in transferring these forces from the rail to the roof framing. These components consist of the flashed L-foot (SnapNrack Drawing PEN-D01), Standoff (PEN-D02, D03), Seam Clamp (PEN-D04), Corrugated Block (PEN-DOS), Metal Roof Base (PEN-D09,D10, D11, D12) and Hanger Bolt (PEN-D06). All (6) options are acceptable under the parameters shown in SnapNrack's plans. The results from our analysis have been integrated into the summary charts. The connection of the PV racking system to the roof will use a 5/16" diameter Lag Bolt installed with a minimum 2 1/z" embedment into the framing member. Bolts shall be installed to a rafter or blocking capable of supporting both wind and seismic loads along with the weight of the PV system. When PEN-D07 is involved, use minimum quantity 2 1/4-20 lag bolts with minimum 1.25" embedment. In addition, SnapNrack's Tile Roof Hooks (Drawing PEN-D13, D14) are also acceptable attachment components when the following limitations are followed: 1. tile roof hooks have been reviewed up to 120 mph, Design Wind Speed 2. rail span is limited to 6 feet with tile roof hooks NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628(916)536-9585 Rev. 12/31/2013 Page 14 { SnopNrcicic Strr ctnrra1 Report and Caku. iatgons PV Mounting Systems 0-30 ft° Roof Height Jj- Table 1C: Rail Spans (in) for Roof Slopes and Tilt Angle° to ° 6063 Alloy Wind Load 7 Vii11.---,. 110 115 120 125 130 135 140/77145 150 155 160 170 180 190 qh 15.5'----16.9 18.4 20.0 21.6 23.3 1 26.9 28.8 30.7 32.8 37.0 41.5 46.2 Pg Ps -6.7 -7.3 ----- t9 -8.6 -9.3 ,-1-0.0 -10.8 -11.6 -12.4 -13.2 -14.1 -15.9 -17.8 -19.9 0 0 120 120 120-----1�0 12 120 116 111 106 102 98 91 85 80 10 8 112 111 110 109 -1.0Q 107 105 104 103 102 98 91 85 80 O 20 15 89 89 89 89 89 '-'89.,,.. 88 88 87 87 86 85 83 80 3 30 23 75 75 ,.'4-. 75 75 75 \--`73 75 75 75 75 75 74 73 \.„ • 40 31 66 f� 66 66 66 66 66 66- 66 66 66 66 66 66 7i• 50 39 6r-- 60 60 60 60 60 60 60 60-� 60 60 60 60 60 O 60 55 55 55 55 55 55 55 55 55 55- 55 55 55 55 54 51 51 51 51 51 51 51 51 51 51 ;` 51` -R.�5 T 51 51 80 62 48 48 48 48 48 48 48 48 48 48 48 48 48 48 100 77 43 43 43 43 43 43 43 43 43 43 43 43 43 43 120 92 40 40 40 40 40 40 40 40 40 40 40 40 40 40 0-30 ft° Roof Height `�-� 0> . Table 1D: Rail Spans (in) for Roof Slopes and Tilt Angles 46° to 66063 Alloy Wind Load Vult 11 115 120 125 130 135 140 145 . 0 155 160 170 180 190 qh 15.5 v' „,,. 18.4 20.0 21.6 23.3 25.1 ,.-26.9 28.8 30.7 32.8 37.0 41.5 46.2 Pg Ps -6.3 -6.9 -8.2 -8.9 -9.6 ,,,1�.3 -11.0 -11.8 -12.6 -13.4 -15.2 -17.0 -18.9 G� 0 0 120 120 120 ~'''' 0 118 1.15 113 110 107 105 101 94 88 82 S 10 8 106 105 104 102 i 100 98 97 96 94 93 90 88 82 a 20 15 89 88 87 �,,$7'�� 86 84 83 82 82 81 79 77 76 30 23 75 75 5' ° 75 75 75 5 74 74 73 72 71 70 69 o 40 31 66 66<" 66 66 66 66 66 66 66 66 66 65 64 63 73 50 39 60 60 60 60 60 60 60 60 �60 60 60 60 60 59 g 60 46 5 55 55 55 55 55 55 55 5 'N, 55 55 55 55 55 70 51 51 51 51 51 51 51 51 51 51-...,, 51 51 51 51 8e 62 48 48 48 48 48 48 48 48 48 48 48., 48 48 48 100 77 43 43 43 43 43 43 43 43 43 43 43 43N 43 43 120 92 40 40 40 40 40 40 40 40 40 40 40 411--i 40 40 NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628 (916) 536-9585 Rev. 12/31/2013 Page 7 Series 100 km SncipN rcic Structural Report and Calculations F iVlounting Systems 6063 Alloy Rail Tables 0-30 ft. Roof Height Table 1A: Rail Spans (in) for Roof Slopes and Tilt Angles 0° to 19° 6063 Alloy Wind Load Vult 110 115 120 125 130 135 140 145 150 155 160 170 180 190 qi, 15.5 16.9 18.4 20.0 21.6 23.3 25.1 26.9 28.8 30.7 32.8 37.0 41.5 46.2 Pg Ps -10.7 -11.7 -12.7 -13.8 -14.9 -16.1 -17.3 -18.6 -19.9 -21.2 -22.6 -25.5 -28.6 -31.9 0 0 116 110 104 99 95 91 87 83 80 77 75 70 65 62 10 8 114 110 104 99 95 91 87 83 80 77 75 70 65 62 0 20 15 89 89 89 89 89 89 87 83 80 77 75 70 65 62 30 23 75 75 75 75 75 75 75 75 75 75 75 70 65 62 40 31 66 66 66 66 66 66 66 66 66 66 66 66 65 62 50 39 60 60 60 60 60 60 60 60 60 60 60 60 60 60 60 46 55 55 55 55 55 55 55 55 55 55 55 55 55 55 70 54 51 51 51 51 51 51 51 51 51 51 51 51 51 51 80 62 48 48 48 48 48 48 48 48 48 48 48 48 48 48 100 77 43 43 43 43 43 43 43 43 43 43 43 43 43 43 120 92 40 40 40 40 40 40 40 40 40 40 40 40 40 40 0-30 ft. Roof Height Table 1B: Rail Spans (in) for Roof Slopes and Tilt Angles 20° to 36° 6063 Alloy Wind Load Vult 110 115 120 125 130 135 140 145 150 155 160 180 190 15.5 61 9----1K 20.0 21.6 23.3 25.1 26.9 28.8 30,7_✓3178 37.0 41.5 46.2 Pg Ps -7.0 -7.6 -8.3 -9 0 -9.7 -10.5 -11.3 -12.1 -13.. -13.8 -14.7 -16.6 -18.7 -20.8 0 0 120 120 120 120 .0 118 112 108 103 99 95 89 83 78 10 8 112 111 110 109 108 TO-7, 10 104 103 99 95 89 83 78 0 20 15 89 89 89 89 89 8 88'`-. 88 87 87 86 85 83 78 30 23 75 75 75 75 7 75 75 75 75 75 75 75 74 73 40 31 66 66 66 66 66 66 66 66 -.66 66 66 66 66 cip 50 39 60 60 6 60 60 60 60 60 60 60 ��(a0 60 60 60 2 60 46 55 55 55 55 55 55 55 55 55 55 55 55� 55 55 C7 70 54 551 51 51 51 51 51 51 51 51 51 51 51 51`' 51 80 6 .- 48 48 48 48 48 48 48 48 48 48 48 48 48 48 0 77 43 43 43 43 43 43 43 43 43 43 43 43 43 43 120 92 40 40 40 40 40 40 40 40 40 40 40 40 40 40 NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628 (916) 536-9585 Rev. 12/31/2013 Page 6 Series 100 SncipNrcicic Structural Report and Calculations PV Mounting Systems Introduction This report describes, illustrates, and explains the Structural Calculation Packet for SnapNrack's Series 100 Mounting System, dated 4/12/2012. The calculations have been performed in accordance with the 2012 International Building Code (IBC). The racking system has been designed to withstand code-prescribed forces due to its own weight, the weight of the solar panels,the snow loads, and both the wind and seismic forces. Rail Spans This report covers two different material options for the system rails. Although they are both aluminum, one rail option uses a 6063 alloy (25 ksi yield) and the other uses a 6005 alloy(35 ksi yield). Despite having different yield strengths,both types of rails support the PV panels. As for the rails themselves,they are supported by mounting hardware which attaches them to the roof structure with spans that are expressed in inches. Refer to the tables below for rail spans under varying conditions of rail alloy and roof height. Shaded cells require an edge zone adjustment(see details following charts). Notes for Tables lA thru 2H 1. Determine the mean roof height, tilt angle, and rail alloy (if you are unsure, use the 6063 alloy values). For mean roof heights less than 30 feet, use Table 1A/2A for tilt angles less than 19 degrees, Table 1B/2B for tilt angles between 20 and 36 degrees, Table 1C/2C for tilt angles between 37 and 45 degrees, and Table 1D/2D for tilt angles between 46 and 60 degrees. For mean roof heights between 31 and 60 feet use Table 1E/2E for tilt angles less than 19 degrees, Table 1F/2F for tilt angles between 20 and 36 degrees, Table 1G/2G for tilt angles between 37 and 45 degrees, and Table 1H/2H for tilt angles between 46 and 60 degrees. 2. Determine the wind and snow load for the project site from the building department. Make certain to use 2012 IBC wind loads. Locate the wind load in the table across top rows and the snow load down the left columns to find corresponding maximum rail span. 3. For snow loads, column Pg equals the ground snow. 4. Shaded cells require application of an edge zone adjustment(details to follow). NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628(916)536-9585 Rev. 12/31/2013 Page 5 Series 100 , 5na N rackM Structural Report and Calculations PV Mounting Systems Table of Contents Section Page Cover Letter 1 Summary Report 2 to 17 Building Department Support Calculations Calculations 0 to 30 ft. Mean Roof Height(6063 Rail) Cl to C15 Wind Calculations Velocity Pressures &MFRS Cl Component and Cladding C3 Seismic Calculations C7 Snow Loads C8 Rail Properties C9 65"PV Panel Connection to Rail C10 78"PV Panel Connection to Rail C11 Lag Bolt Connection to Roof C12 Rail Span Chart Tilt Angle 0-19 degrees C13 Rail Span Chart Tilt Angle 20-36 degrees C14 Rail Span Chart Tilt Angle 37-45 degrees C15 Rail Span Chart Tilt Angle 45-60 degrees C16 Building Department Support Calculations Calculations 31 to 60 ft. Mean Roof Height(6063 Rail) C17 to C32 Wind Calculations Velocity Pressures &MFRS C17 Component and Cladding C19 Seismic Calculations C23 Snow Loads C24 Rail Properties C25 65"PV Panel Connection to Rail C26 78"PV Panel Connection to Rail C27 Lag Bolt Connection to Roof C28 Rail Span Chart Tilt Angle 0-19 degrees C29 Rail Span Chart Tilt Angle 20-36 degrees C3O Rail Span Chart Tilt Angle 37-45 degrees C31 Rail Span Chart Tilt Angle 45-60 degrees C32 NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628(916)536-9585 Rev. 12/31/2013 Page 3 Series 100 SnapNrack- Structural Report and Calculations PV Mounting Systems Structural Report and Calculations Series 100 Roof Mount For SnapNrack 775 Fiero Lane, Suite 200 San Luis Obispo, CA 93401 Prepared By Norman Scheel Structural Engineer 5022 Sunrise Boulevard Fair Oaks,CA 95628 (916)536-9585 January 1,2014 NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628(916)536-9585 Rev.12/31/2013 Page 2 ' Tuesday, December 31, 2013 Snap NJ rci dc ` Norman SnapNrack f' E � 111� 775 Fiero Lane, Suite 200 r it Ira �-hr San Luis Obispo, CA 93401 I FEB 1 9 2015 Sc h e e l "Series 100 Roof Mount" Cover Letter 11 `ir hi I ■ II To Whom It May Concern, St r n e t u r a 1 We have performed calculations for the 100 series roof mount PV system based on the information provided by SnapNrack. Included with this letter are the report and calculations. We did the calculations in accordance with the 2012 EIBC, ASCE 7-10, 2012 NDS, and guidelines stated in the Solar America Board ngineer for Codes and Standards. Some of the components in the SnapNrack test data were used to determine the 502Fair Sunrise Blvd. capacity and section roeusing Fair Oaks,CA 95628 p Y properties roes of materials. We collected the test data the (916)536-9585 procedures outlined in the 2012 IBC Chapter 17. (916)536-0260(fax) 1989-2013 We included the following types of load combinations and building parameters 24 years of excellence into our calculations: • ASCE 7-10 wind speeds from 110 mph to 190 for B and C exposure categories • ASCE 7-10 Seismic Design Category E • ASCE 7-10 Snow Loads up to 120 psf ground snow Norman Scheel,S.E. • Buildings with mean roof heights up to 60 foot tilt angles / roof pitches LEED AP BD+C from 0 degrees to 60 degrees. LEED AP Homes g Fellow—SEAOC Fellow-ASCE In our opinion, the mounting system outlined by SnapNrack's Series 100 PV E-mail:norm@nsse.com Mounting System Code Compliant Installation Manual 2012 is acceptable and Rob Coon meets the loading requirements as stated above, See the report and calculations General Manager E-mail:robcoon@nsse.com included with this letter for more information. Steve Smith P.E. If there are any further questions, please contact Norm Scheel. Project Manager E-mail:stevesmith@nsse.com Steven Cooksey CAD Supervisor • N J• So E-mail;steve(a?nsse.cam •, a w • y� f Jackie Winslow � � i/ Office Manager Norman Scheel PE, SE t., ,. E-mail.•jackie@nsse.com LEED-AP BD-+C,LEED-AP Homes Fellow SEAOC f Fellow A.S.C.E. 1Q1 'i) y ''or• �!�' 1 EXPIRES DECKER 28,206 j