The URL can be used to link to this page

Home My WebLink About504 Division St_BLD2774_2026 CITY OF ARLINGTON 23S N. OLY.MPIC AVE- ARLINGTON, WA, 98223 PHONE; (360)403-3551 BUILDING PERMIT Address:504 E.Division St Permit 4:2774 Parcel 0:00411,500101900 Valuation:5425.00 OWNER APPLICANT CONTRACTOR Nance:Hosted,Gregory&Beth Name:Western Solar Inc Name:Weslem Solar,Inc. Address 5311 71st Avenue NE Address:404I [come Rd.Suite A Address:4041 Home Road,4A 01Y.State Zip:Marysville,WA 98270 City,State-Lip:Bellingham,WA 98225 City,Sn[tc Zip:Bellingham,WA 99226 Phonic: Phone:300-74h-0859 Phone: LIC: EXP: MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name:Western Solar,Inc Name: Address:4041 Home Rd.MA Address: City,State,Zip:Bellingham,WA 98226 City,State,Zip: Phone:360-'•46-0859 Phone: LIC 0:WESTES'872DD E\P: 031ft2021 LIC k. EXP: JOB DESCRIPTION PERMIT TYPE: Misc CODE YEAR: STORIES: CONST TYPE: DWELLING UNITS: OCC GROUP: n BUILDINGS: OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY; NO PARSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OFTHE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. PHIS APPLICATION IS NOT A PERb11T UNVTIL SIGNED BY THE BUILDINU OFFICIAL OR HIS.'HL•R DEPUTY,AND ALL FEES ARE PAID. IT(S UNLAWFUL TO USE OR OCCUPY.A OhILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BE•I:N MADE AND APPROVAL Olt A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC1IWIRCl 10. SALES T-AX,,4(YrICF.:Saks tax rulaling to construction and couslruclion materials in[lie City of Arlington nwst be reported u t your Talcs uLK return form and coded City of Ae6ington.n31 r Sigmsttuo PrintSiante Dnic t 01C.V d B Date CONDITIONS Adhere to approved plans. Call for inspections. THIS PBRMIT A!i moR1ZE5 ONLY ['!IB WORK NOTED.THIS 1'F.IWIT COVERS WORK 1'O BE DUNE UV PRIVATE PROPEK'1 Y ONLY. ANY CONSTRUCTION ON rHE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYR,MARQUEES,ETC.)WILL REQUIRE SEPARATE PCR,V1ISSI0N, PERMIT FEES Date Description Foe Amount 09/17/2019 Mechanical Permit Base Fee $25.00 09117!2019 Mechanical Plan Review Fee $200.00 09/17/2019 ProcessingtTechnology Fee $25.00 Total Due: $250.00 Tnt41 Payment: $0.00 Balance Due: 5250.00 CALL FOR LNSPECTIONS BU I LDUNG(360)403-3417 When calling for an inspection please leave the following information: Permit Yumher,Type of Inspection being requested,and whether you prefer morning or afternoon 1 iI j r � 1. f•.. 7 1 t=' i • i I , 1i' 1 !3 j!';. '�•;�, . N ,' •. it •'1' . I."• f r • I I• • f 2 1: '; :, 1. I �,.��.'' i- � 1• 1 .weft, i � f CITY OF ARLINGTON r 238 N. OLYMPIC AVE - ARLINGTON, WA. 98223 PHONE; (360) 403-3551 BUILDING PERMIT Address:504 E.Division St Permit#:2774 Parcel#:00411500101900 Valuation:5425.00 OWNER APPLICANT CONTRACTOR Name:Husted,Gregory&Beth Name:Western Solar Inc Name:Western Solar,Inc. Address:5311 71 st Avenue NE Address:4041 Home Rd.Suite A Address:4041 Home Road,#A City,State Zip:Marysville,WA 98270 City,State Zip:Bellingham,WA 98225 City,State Zip:Bellingham,WA 98226 Phone: Phone:360-746-0859 Phone: LIC: EXP: MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name:Western Solar,Inc Name: Address:4041 Home Rd.#A Address: City,State,Zip:Bellingham,WA 98226 City,State,Zip: Phone:360-746-0859 Phone: LIC#:WESTES*872DD EXP: 03/08/2021 LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Mlsc CODE YEAR: STORIES: CONST.TYPE: DWELLING UNITS: OCC GROUP: BUILDINGS: OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC110/IRC110. SALES TAX NOTICE:Sales tax relating to construction and construction materials in the City of Arlington must be reported your sales tax return form o and coded City of Arlington#3101. '//-7//.r zz" E,0 Signature Print Name Date cle Od B Date CONDITIONS Adhere to approved plans. Call for inspections. THIS PERMIT AUTHORIZES ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 09/17/2019 Mechanical Permit Base Fee $25.00 09/17/2019 Mechanical Plan Review Fee $200.00 09/17/2019 Processing/Technology Fee $25.00 Total Due: $250.00 Total Payment: $0.00 Balance Due: $250.00 CALL FOR INSPECTIONS BUILDING(360)403-3417 When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon i Pg. 1 of 3 BRADLEY ENGINEERING, INC. ---------------------------------------------------------------------- ---------------------------------------------------------------------- 811 Yew St. Bellingham, WA 98229 CITY OF ARLINGTON Ph.360-752-5795 BUILDING DEPARTMENT WWW.BradleyEngineeringinc.com APPROVED September 5th, 2019 DATE,2ZZZ�Z BY City of Arlington NO CHANGES AUTHORIZED 238 N. Olympic Avenue UNLESS APPROVED BY THE BUILDING INSPECTOR Arlington, WA Re: Structural Inspection & Approval of Detached Garage for Solar Panels Greg and Beth Husted 504 E. Division St. Arlington, WA JOB COPY Dear City of Arlington, 1, Stephen Blasco, performed a first-hand structural inspection of the subject structure on Wednesday September 4th, 2019. The proposed solar panels will add an additional 2.38 psf to the roof dead load which is generally considered to be a negligible amount of weight within the structural engineering context. The subject roof is constructed of 2x6 site-built trusses consisting of a double 2x6 bottom chord and 2x6 bracing. These handmade 2x6 trusses are in great condition and show no degradation or compromise. They have held up for the past 60 years and show little or no deflection and sagging. See figures 2 and 3 for reference. The proposed solar panels are to be installed with the SnapnRack system which allows for 6' max rail attachment for this system, snow load of 25 psf, and wind speeds up to 85 mph. Western Solar will be installing the rail system with connections at 4' spans. This added safety factor is for well over 110 mph wind speed requirements for this region. See figure 1 for details. Bradley Engineering sees no issue with the addition of the proposed solar panels. No structural modifications or alterations are required for the installation of the solar panels. I C� BRq J 13F As,y O� �j7 0��`� 'tic,�/r _*46 kA Stephen Blasco, EI'1' 4 �� David Bradley, P.E. �J, S10NAL �!1 Pg. 2 of 3 Figure 1 G _ � . - _ Series 100 SnapNrack- Rail.Spaus per ASCE 74)5 Loads IPV Mounting SySten-m :jiff Angle 0 to 19 degree% Mean Roof Height 0 to 30 It Rail Spans Based on Load Combinations for ASCE 7415-Chapter 2 Load corn1011311ona 3,5,6,7 and Lag Bolt Tension Values Tilt Angle 0 to 19 Degrees Wind latad 38 Gust 85 90 95 too 105 110 115 120 125 130 135 I40 145 150 4h 15A 17,3 1 213 23,5 25.8 28.2 30,7 333 36.0 38.9 41.8 44.8 48,0 MAX P, P, 10,6 -11.9 -13.3 -14.7 -16.2 -17.8 -19,5 -2L2 -23.0 -24,9 -26,8 -28,8 -30.9 -33,1 SPAN USED SPAN it 8 4 6 6 6 6 6 6 4 4 4 4 4 BY WESTERN 8 0 6 6 6 6 6 6 4 4 4 4, -74 SOLAR _a 20 'h5 6 6 6 6 6 6 6 6 6 4 4 4! 4 4 30 23 6 6 6 ri 6 6 6 6 6 4 ,1Y 4 4 1 5 40 31 4 4 4 4 4 4 4 4 4 4 4 4 4 4 50 34 4 4 1 4 4 4 4 4 4 4 4 4 4 4 60 46 4 4 4 4 4 4 4 4 4 4 4 4 4 4 70 54 4 4 4 4 4 4 4 4 4 4 4 4 4 4 So 62 4 4 4 4 4 4 4 4 4 4 4 4 4 4 100 77 2 2 2 2 1 2 2 J 2 2 2 2 2 2 2 2 11201 92 2 2 2 1 2 1 2 2 1 2 2 2 2 2 2 1 2 2 � QNr QN C ~ L < r � N E 41 � 41C% CC1 4J01M V Co � 41MW C00 �Vl COC W m ' al -3 Cw W C H C F- a) Ol c41 °' EN w � 0 E� E Lo3 Na �°-,' v +� 3 t, = 3 Ca t E 41 E CR i d 0 Gl fy Gi O i L O M O O. 'GRtOOJ awdeCo Na 'G �tmJ UDoLn < O. rl (nr1 ►y00 V) ,4LT T V O W N � i Cara Q Y Q m - C '_► Q U) - .' LM 41- v W u. _ M C I G1 p u `4 ao ado + c�i W W C a p -- C CV) 0 - FFM �r W ac i' - -TIT N a r, and 4:)uaa:l N w Ln m v �o w N +3+ C M v41 C i � 3 U � vcn° Ln ` 9 o 2 Q u O L y M p u O �o -0 O 0) L. rI C V'1 m 74 W Z_ V) C ++ Ln O W 1-1 4- L O ++ O �o �-{ V y I O > v v a L O �+ v m o o a 41 41 c mQ a► 0 41 ° " O ° ° _ ^ ` E 3 m x Deceived y y a1 O C O OlU 41 � O. W a 4j 41 t Iu C y Q V of i Zow ° aka o3Ln v'i r- AUG 2019 V r Pg. 3 of 3 Figure r 2.Fi ure T Received SEP 10 2019 I I I I �� - PZCITY OF ARLINGTON str i t�ral BUILDING DEPARTMENT EN�I�EEf�S APPROVED April 11,2018 SnapNrack NO CHANGES,EUJTHORIZED 775 Fiero Lane,Ste.200 UNLESS APPROVED BY THE San Luis Obispo,CA 93401 BUILDING INSPECTOR TEL:(877)732-2860 Attn.:SnapNrack-Engineering Department JOB COPY Re:Report#2017-00240-C,04—SnapNrack Series 100 Solar Photovoltaic Racking System with 6005-T5 Rail Subject:Engineering Certification for the State of Washington PZSE,Inc.—Structural Engineers has provided engineering and span tables for the SnapNrack Series 100 Racking System w/ 6005-T5 Rail,as presented in PZSE Report ff 2017-00240-C.04,"Engineering Certification and Span Tables for the SnapNrack Series 100 Solar Photovoltaic Racking System with 6005-T5 Rail". All information,data,and analysis therein are based on, and comply with,the following building codes and typical specifications: Building Codes: 1. ASCE/SEI 7-10, Minimum Design Loads for Buildings and Other Structures,by American Society of Civil Engineers 2. Washington State Building Code,by Washington State Building Code Council 3. 201S International Residential Code,by International Code Council,Inc, 4. AC428,Acceptance Criteria for Modular Framing Systems Used to Support Photovoltaic (PV)Panels, November 1,2012 by ICC-ES 5. Aluminum Design Manual 2015, by The Aluminum Association,Inc. 6. ANSI/AWC NDS-2015,National Design Specification for Wood Construction, by the American Wood Council Design Criteria: Risk Category II Seismic Design Category=A-E Basic Wind Speed(ultimate) per ASCE 7-10=110 mph to 190 mph Ground Snow Load=0 to 120(psf) This letter certifies that the loading criteria and design basis for the DIGITALLY SIGNED SnapNrack Series 100 Racking System w/6005-T5 Rail Span Tables are Y, 24 ti in compliance with the above codes. If you have any questions on the above,do not hesitate to call. Prepared by: PZSE,Inc.—Structural Engineers �`T�'`'' 081, Roseville,CA 81 50 Sierro CaUe�gc Bc,u1z11Vr_1rcl.Suiler 150. Rol-ev le C'A 95661 916.96I.31.1160 v'6.96 .3965 Received SEP 13 2019 $►t> 2�1-19 C3 099LIA 1Aj W,T Yp Q3on*Wu twaSAW AOT��3N1 t?NlU�1U0 PZH EN INEE-RS April 11,2018 SnapNrack 775 Fiero Lane, Ste. 200 San Luis Obispo, CA 93401 TEL: (877) 732-2860 Attn.:SnapNrack-Engineering Department Subject: Report#2017-00240-C.04—Engineering Certification and Span Tables for the SnapNrack Series 100 Solar Photovoltaic Racking System with 6005-T56 Rail PZSE, Inc.—Structural Engineers has reviewed and analyzed the SnapNrack Series 100 Racking System, a proprietary mounting system constructed from modular parts, which is intended for rooftop installation of solar photovoltaic(PV) panels; and has provided the attached span tables. This review included the complete system including the 6005-T56 aluminum rail, attachment devices, splice elements, and PV Panels. All information, data, and analysis contained within are based on, and comply with, the following building codes and typical specifications: Building Codes: 1. ASCE/SEI 7-10, Minimum Design Loads for Buildings and Other Structures, by American Society of Civil Engineers 2. 2015 International Building Code, by International Code Council, Inc. 3. 2015 International Residential Code, by International Code Council, Inc. 4. AC428,Acceptance Criteria for Modular Framing Systems Used to Support Photovoltaic(PV) Panels, November 1, 2012 by ICC-ES S. Aluminum Design Manual 2015, by The Aluminum Association, Inc. 6. ANSI/AWC NDS-2015, National Design Specification for Wood Construction, by the American Wood Council Design Criteria: Risk Category II; Seismic Design Category=A- E Wind Loads: Basic Wind Speed (ultimate) per ASCE 7-10= 110 mph to 190 mph. Includes roof pitches from 0°to 90°, up to 60 feet mean roof height,and exposure categories B, C, & D. Parapets, roof overhangs, and topographic wind speed adjustment have not been considered. See Appendix A for conversion to Service-level wind speeds per ASCE 7-OS. Snow Loads: Ground Snow Load =0 to 120 (psf). Spans are based on the sloped roof snow load (Ps) corresponding to each ground snow load. See Appendix B to adjust span tables for non-reducible snow loads. PV Modules: All solar PV modules with metal frames. Modules up to S'-6" long(66 inches long) are referred to as "60-Cell", and modules up to 6'-6" long (78 inches long) are referred to as"72-Cell". Length is measured perpendicular to the rail, regardless of panel orientation. If you have any questions, do not hesitate to call. Prepared by: PZSE, Inc.—Structural Engineers Roseville, CA 8150 Sierra College Boulevard,S&i e 150 Roseville, CA 95661 916.961.3960 916.961.3965 - v✓ww.pzio corn a I - I PZ structural ENGINEERS Table of Contents Item .................................................................................................................................................... Page# Description and Limitations of the Series 100 Flush-Mount System .............................3 Span Tables for Series 100 Flush-Mount, 50-Cell Modules with Attachment Bin 1...............................................................6 Span Tables for Series 100 Flush-Mount, 60-Cell Modules with Attachment Bin 2.............................................................12 Span Tables for Series 100 Flush-Mount, 60-Cell Modules with Attachment Bin 3... .........................................................18 Span Tables for Series 100 Flush-Mount, 60-Cell Modules with Attachment Bin 4.............................................................24 Span Tables for Series 100 Flush-Mount, 60-Cell Modules with Attachment Bin 5.............................................................30 Span Tables for Series 100 Flush-Mount,60-Cell Modules with Attachment Bin 6.............................................................36 Span Tables for Series 100 Flush-Mount, 72-Cell Modules with Attachment Bin 1.............................................................42 Span Tables for Series 100 Flush-Mount, 72-Cell Modules with Attachment Bin 2.............................................................48 Span Tables for Series 100 Flush-Mount, 72-Cell Modules with Attachment Bin 3.............................................................54 Span Tables for Series 100 Flush-Mount, 72-Cell Modules with Attachment Bin 4.............................................................60 Span Tables for Series 100 Flush-Mount, 72-Cell Modules with Attachment Bin 5.............................................................66 $pan Tables for Series 100 Flush-Mount, 72-Cell Modules with Attachment Bin 6.............................................................72 Description and Limitations of the Series 100 Tilt-Kit System.................................... .........................................................78 Span Tables for Series 100 Tilt-Kit, 60-Cell Modules on Low Tilt Kit w/1-Hole Base&S%" Front Standoff........................80 Span Tables for Series 100 Tilt-Kit, 60-Cell Modules on Medium Tilt Kit w/6-Hole Base & 7" Front Standoff....................92 Span Tables for Series 100 Tilt-Kit, 60-Cell Modules on High Tilt Kit w/6-Hole Base & 7" Front Standoff..........................99 Span Tables for Series 100 Tilt-Kit, 60-Cell Modules on High Tilt Kit w/Seam Clamp........................................................108 Span Tables for Series 100 Tilt-Kit, 60-Cell Modules on high Tilt Kit w/MRB or CSB.........................................................117 Span Tables for Series 100 Tilt-Kit, 72-Cell Modules on Low Tilt Kit w/1-Hole Base & 5%" Front Standoff......................126 Span Tables for Series 100 Tilt-Kit, 72-Cell Modules on Medium Tilt Kit w/6-Hole Base &7" Front Standoff.................. 138 Span Tables for Series 100 Tilt-Kit, 60-Cell Modules on High Tilt Kit w/6-Hole Base &7" Front Standoff........................ 145 Span Tables for Series 100 Tilt-Kit, 60-Cell Modules on High Tilt Kit w/Seam Clamp........................................................ 154 Span Tables for Series 100 Tilt-Kit, 60-Cell Modules on high Tilt Kit w/MRB or CSB......................................................... 163 Appendix A: ASCE 7-10 to ASCE 7-05 Wind Conversion ..................................................................................................... 172 Appendix B: Snow Load Conversion ................................................................................................................................... 173 AppendixC: Structural Details............................................................................................................................................ 174 8150 Sierra College Boulevard, Suite 150 Roseville, CA 95661 916.961.3960 916.961.3965 www,p-,se.com .t f PZH structural ENGINEERS Flush-Mount System Geometry Limitations: Flush-Mounted PV modules are designed per the Components and Cladding provisions of ASCE 7. Flush-Mounted PV modules shall be oriented parallel to the plane of the roof surface, and shall be located between 2"to 10" clear from the surface of the roof to the PV module. The maximum cantilever length of the rail is L/3, where "L" is the maximum rail span after adjustments, provided there is at least 1 module length between maximum cantilevers. The modules shall be centered between the rails with consideration of industry standard tolerance. Installations utilizing the Tile Replacement or Tile Hook attachment devices are permitted to have panels offset from the centerline of the rails. Components and Cladding Roof Zones: The Edge Zones of the roof shall be determined based on the building's dimensions.The Edge Zone, "a", is the smaller of 10%of the least horizontal dimension, or 40%of the building height, and "a"shall not be taken as less than 3 feet(ASCE 7-10 figures 30.4-1 &30.4-2), For buildings exceeding a least horizontal dimension of 60 feet,further analysis may be required to determine proper Edge Zones. Edge and Corner Zone spacings(Zone 2 &3, respectively) apply only to mounts located in those Zones, not to all the mounts supporting the module. For the 45-90 degree roof pitch range, mount spacings shall be determined utilizing roof zones 1,2, &3. CORNER ZONE 03 - EDGE ZONE(� , SEE DETAIL FOR MOUNT LOCATION 'a"OR 3'-0"MIN J i INTERIOR ZONE =� �j�' a0 O o �. z p w RIDGE ... I �•� i .' WTER10r1't`' i f ZONE V f a' m �. O GABLE--�; IJII �;• 0 ,X1 _ HIP INTERIOR ZONE�'J � .i • > : i - 1. HATCHED AREA INDICATES"a"DISTANCE a=0.1 x(LHD)OR MINIMUM OF T-0" WALL CORNER ZONE SEE DETAIL FOR Mni INT i nrnnnni Figure 1: Roof Edge and Corner Zones 8150 Sierra College Boulevard, Su0e 150. Roseville, CA 95661 916.961.3960 916.961.3965 1,',ryv1.v,pzse.com 1 _ ` I I PZ8 structural ENGINEERS Attachment to Roof: The attached span tables include consideration of the attachment device capacity, based on UL 2703 load testing performed by SnapNrack. Tested load values are developed with 5/16" 0 lag screws with an effective embedment of 2- 1/2" into a Douglas Fir substrate,with a reference withdrawal (uplift or pullout) load capacity of S32 lb, and a reference shear(side or lateral) load capacity of 270 lb for resisting short-term wind or seismic loads. Reference values are the base values, before any adjustment is made per the NDS. Installations into alternate substrates or which use alternate fasteners shall be permitted; provided that the fastener has tested or code-derived allowable load capacities, and meets one of the following two criteria: A) The allowable load values for the alternate fastener shall meet or exceed the allowable values noted above for the 5/16" 0 lag screws in Douglas Fir; or B)the span length identified in the "span tables" shall be reduced according to the more restrictive of the following two formulas: Rail Span = Table Span Alternate Reference Withdrawl Capacity 532 lb Or Alternate Ref erence Shear Capacity Rail Span = Table Span 270 lb These formulas shall not be used to increase the allowable span beyond the spans listed in the span tables. Attachment Devices: The span tables have been grouped into 6 separate sets of attachment devices called "Bins", which are presented below. To use this table, find the attachment device to be used in the list below, then read across to determine which bin the attachment is in. The spans may then be determined from the table with the corresponding Bin number. Structural details for the system and attachments may be found in Appendix C. Note: Side load direction is parallel to rafter. Maximum Reaction Loads Attachment Device Name: Bin No. Down Up Side Standard Base Seam Clamp with L-Foot 1 235 235 212 Wide Base Seam Clamp with L-Foot Universal Tile Hook Flat Tile Hook 2 394 318 417 Hanger Bolt Clamp Flashed L-Foot(92 Deg) 3 1469 309 251 Tile Replacement 4 1333 445 93 All Purpose L-Foot (90 Deg) Umbrella Comp Kit Corrugated Straddle Block with L Foot Metal Roof Base with L-Foot 5 788 405 236 Metal Roof Base with 7in Standoff 5-1/2in Standoff on 4-Hole Base 7in HD Standoff on 6-Hole Base 5-1/2in, 7in, or 8-1/2"Standoff on 1-Hole Base 8-1/2in Standoff on 4-Hole Base 6 788 445 163 Table 1: Allowable load Capacities of SnapNrack Flush-Mount Attachment Devices. 8150 Sierra College Boulevaicl, Suile 150, Roseville, CA 95661 916.961.3960 916.961.3966 www.{.)[se.Com M1 1� II I PZH structural ENGINEERS Design Responsibility: These tables are intended to be used under the responsible charge of a registered design professional where required by the authority having jurisdiction. In all cases,these tables should be used under the direction of a design professional with sufficient structural engineering knowledge and experience to be able to: • Evaluate whether these tables are applicable to the project,and • Understand and determine the appropriate values for all input parameters of these tables. This letter certifies that the SnapNrack Series 100 Flush-Mount Racking System,when installed according to the limitations of this letter and the attached span tables, is in compliance with the above codes and loading criteria. This certification excludes evaluation of the building structure to support the loads imposed on the building by the array; including, but not limited to:strength and deflection of structural framing members,fastening and/or strength of roofing materials,and/or the effects of snow accumulation on the roof. This requires additional knowledge of the building and is outside the scope of the certification of this racking system. 8150 Sierra College Boulevard,Suite 150, Roseville, CA 95661 916.961.3960 916.961.3965 www.pzse.com .� I i`AAiiX�iiARiiaai3aa!��-9�saRYiX«iiRaiiaX�i«a3�a�isaR��XaiiA«asa;iiaai�s� � aXRA� XiiAaSRRX Za:z=:azaaxCARiiAfi-rya`igaa`:1=iaX#R�� :a'oa'9aafi#AAR#RafiAq#a:.#aRC7ZgRpR«pA#fiaR :AA#a-aa C9ZRR�:R--pgAaa�s:'pAAAa#aR In 3SCFax�AT�#JtSACst7�aRRRA7S:taMaR��#%BaCx.:, #aq3: =st�taR�aXx c L: O ~ psg11.'^RiiAp-- XiiRaii-aaaR7ivA9}QRa-a:z � iiRa�iXa as74==R��aaaa:3iiRA¢4» N SRxRZaX#RagA#« `�RaR#,_XaRMSt7aX#9aRAAa :xga9#^ #A7a #2aRAaaq:%AaAA�a» C Raa 74Z97A%7�aRX.3a7xa;M��aSnx.^77aM4AaR7IJS.^,:%aaAaXaSo^JI�97aXgRa�AS3fiZRaa.'^.R:. s IRa�ayxXxaaaiaaagARZ« aa a#fiat' ^.RaaiaaaA7l�3aaRYXa:7RY X:a:Ri7«XR%as%9:N«CiaFa93aaR%aa3aa2a _ a4a x0xaR a N y%yRYfi :ii :2 I z11R lax xabtYXSaY-C:Fyaz3a a as u u u 7 XA.^,7-a9Xii%gaA7Rii%Ai�9#Xx«a-:99g-%a.-.aCRii%Ai1R»Xx«a------%a a a:-i-zA��RX � g8G9x�PS9zpa%A� :Ra%%ARaR#ASN »:99xfia%Axe:�p„%AR-R#a4fi9P�9xAa%gTaZRRX%ARaRa e FRSaStq'S7-.Y:7tSSxRZ7:R?t9�aK1eG3A:RS:7y7RaSxASJ,:as49=RRGa4rS7;7:38R'affi4GTC7R%9xx en In r 3 Afi�Ra#C%iaAR«aStZis a�Aa aaN_ 7ziax9a:973aaa��a-a« _=Jg�7R&aa97;: a31a- y � � :a6MaR7�„ARRR#SSZ„xaa:;a-«Z73»XRCXXpARR#R7Xf8aRXa=fi:Z6Ggg7X%A7iRaAR:xAaAfiafi« y FBKy�SR:3Q3A7S6Jt95139;::a1fiYR9-Sa:iS3FCJ.XyR70;:s7tfiIIIC3GS::iY3R.Y<SyRY9R�A% o & io g fi93G=a.RA4Faa%Sleaa4aiiXRaRYS°'aYAaaRRazz:y%9R �zL«RYM_a9R_«FRazx:za9RiixR � siYy3i��Y:xfiRR�AaSgg9aaXXRi��N�a7xAaaRxxS5xg9R�XZR3YYG��9�xfiRR%nSCxA9F«r%R u 29:9_iYS3OZ: Gsix9C7::�aamRrS3lsaR:o:xYxa%0o'7: =ss4fi�3Yt9R:CGx :�Lza7: t 7 RaAS«aAZ«aZRXX1:aa:%i-«XRaR3XaA:aaCR%xSSaaCq�= -RaRa:.aRZ«aCaz»X:aaCY�Z=2R LL Z9fiS�;RCgRSIRX:aCSRZX� ZA�8�-A7gAZFR^.ASaRC%z` ZRfiaR»S1:%AZ �:a.^aA7x�` 8QCR7S'.]tRaG9�.cC�S�Y -:4R�Cfi^+ axaasy� fi9.-748§^.ficS:xa7t:7�� F- Ln Q LO aAAGa%a:aay0`RS�aaYR-R9Xa#RG«X7c^.abCA"CGaaYR=sa%aAR1RaXA RVAX.'sz; as-»4z ? w%RG��tJi.R�1CAZSCGaaYRRa9xM%FS��7I:Ran�Z3e�:aYR»x8%„-xRfyxp,'t:Ra9A73r�ARYAXA7X ty •�aRa�Ysx'aaL�ea=3�3xsJG4JiR�Cs9x371xa�e�e�3MSxS+J7CREFII7�SaRaxSx2C3G3xSS�YC C N Aat;RX»G:aa97a;°' aaR7a�CX#aGRX»SSga9CA::S-aaRZ=zC2taRtiRXxSSga::A-^ aa$Z" Cz d xRLRA: 3�XC::9.°. aRStaRitVli%iiRi:SSR%zZ:9G-a.'^.RftAR7MxFCR�CSSR%7:^.75-a#R7°:r.^X o ��Qsanasaa9G�aszasG%ssa:8?$s oaaaasaaxi�asaaa9a7��szcaneasGsxsz'nAaxa$� 0 .a u ip AZRfiaRSzp%%yfi9iCZRXM9`a:9lS:SR«R1z37XJl7a»:aa«GyRRI:9a7aaaRlJla%T:z�k3a�y^.YR `S '' bypfiC:Sx�R7a3�aAa?laa:ism:4aA�R:�SxaaJiyRR�7�M9K7tSR:a+9RR::37lXRJI7R9��XAgYfi%.:9 C ��8fi6tAS6Xaax3:BBxY�S��$??L.^R�^.CXya:fa222RYFSr�R g?L:ReS6XCSS�a60'yRRsfiN e � =aa❑xsXxFo�xaa#«ssaa^:7��3aaasXxaoXxc3#fis :nyaia«RZXxFe,;?apfissxA�O m a3R�l8�S'R9tRZaCxa�3YZ98i�„:S�S3::RSF:a:11 Ca8 S:S-C997aSX%R: - K�xALFYXRaFZ �BRRR73�SxLFy=gna®$?aag6RYi�ax§g� ieYxXeare g?�$a1CCFA3�3:t N YO�aasz3fiRi37t?4R»aRYGXp-9YSfi:z%R3aAt37t=4R»«RAGX^-77Sa.axe3«ACSASRcaRYRXR-9 a YZ A SC$r39iR�4�J XARafiX�SCyg7I9CR�393Ga9�9XRaR^XR37yCJt3CRR35AG24-9XA�fi�X�SCZGx - - �wq�SSS28SRRg='aCwSFfiRS�B?��$a�OSRRB=�^.OaSfi�AS„BaaRSBS»ORRR§g=aRRaFfiR'G- �b A33aahliw�:3ta as it a�,9a2 0aa 2�a Big :kti�yit►�:$��7�r 8aaA g'; 6 7 B g B B 3 e 9 9 8 g 3 B B g 8 9 8 p B D 9 0 9 3 9 p g g 9 g g 8 8 p B d 3 e B g B p B 8 9 g 9 g 8 g 8:0 B g 9 B g g 8 9 9 g 9 8 9 g D 8 H B 3_ Fbk% btiM:.6�;�:�.b�,,ti, t b1-�rb1, bj,�+bl.� bti b�, bti��bN�C?btin+bti�,iJ btir:n b7 A. '1 k: C AC li�l ay i S g _ # # ,: a. PZH structural ENGINEERS Appendix A: ASCE 7-10 to ASCE 7-05 Wind Conversion This appendix may be used for the Flush-Mounted System. The appendix is applicable for converting between the 7-10 and 7-05 editions of the International Building Codes. The span spacing tables were compiled with LRFD wind speeds (ASCE 7-10) the velocity equivalence table below adjusts the 7-10(Ultimate)wind speeds to the appropriate 7-05 (Service)wind speeds. Velocity Equivalence Code Reference ASCE 7-10 ASCE 7-05 Vwc.(mph) V3-sec(mph) 110 85 115 89 120 93 130 101 140 108 150 116 160 124 170 132 180 139 190 147 Table A:ASCE 7-05/ASCE 7-10 Wind Speed Conversion Table Note:Wind speeds for roof-mounted solar photovoltaic installations assume Risk Category II 8150 Sierra College Boulevard,Suite 150, Roseville. CA 95661 916.961.3960 916.961.3965 w^vw.pzse.com I I PZH ENGINEEPS Appendix B: Snow Load Conversion This appendix is applicable for Authorities Having Jurisdiction (AHJ's)with non-reducible snow loads for roof pitches under 45 degrees and roof pitches between 45 and 90 degrees. Span tables were compiled utilizing ground snow load, which is reduced to flat roof snow for pitches under 45 degrees, and to sloped roof snow for roof pitches between 45 and 90. For AHJ's specifying minimum roof snow loads or non- reducible ground snow loads,the user shall convert the specified snow load to the equivalent ground snow load in the Snow Load Conversion Table below to utilize the SnapNrack Series 100 Flush-Mount Span Table(s). Snow Load Conversion Table Equivalent Ground Snow Load (psf) Specified for use in Span Table(s) Minimum Roof Snow Load (psf) Roof Pitch: Roof Pitch: 0°<0<45' 45°<_0590' 10 20 20 20 25 40 25 35 60 30 40 60 3S s0 80 40 60 90 50 70 100 60 80 110 70 90 120 80 100 NA 90 120 NA 100 NA NA 110 NA N A 120 NA NA Table B: Conversion Table for Minimum Specified and/or Non-Reducible Snow Loads Note: Calculated Snow Loads for roof-mounted solar photovoltaic installations assume Risk Category II. Example Conversion Step 1 Step 2 Given(s): AHJ requires minimum 30 psf roof snow load. Existing roof pitch is 6 in 12 =27' 41SO 3S 60 40 60 Step 1) Locate specified roof snow load in column 1 (30 psf). Step 2) Determine which Roof Pitch column applies. Column 2 80 applies for the given condition. Step 3 Step 3) Select 40 psf from column 2 as the equivalent ground snow load for use in the Span Table(s). 8150 Sierra College Boulevard, Suite 150, Rosevi le, CA 95661 916.961,3960 = 916.961,3965 vww.pzae.corn I PZ8 structure I ENGINEERS Appendix C: Structural Details The following structural details are included in this appendix: Number: Description-, Revision: Date: S100-DO1 UMBRELLA MOUNT LEVELING A 11/28/2017 S100-DO2 TILE REPLACEMENT OVERVIEW A 11/28/2017 S100-DO3 OVERVIEW, ON FLASHED L-FEET G 11/28/2017 S100-DO4 OVERVIEW, ON STANDOFFS G 11/28/2017 S100-DOS ASSEMBLY DETAILS UEC G 11/28/2017 S100-DO6 SPLICE DETAIL G 11/28/2017 S100-D07 TYPICAL LAYOUT G 11/28/2017 S100-DO8 RAIL LEVELING G 11/28/2017 5100-D09 RAIL LEVELING HD STANDOFF G 11/28/2017 S100-D10 FLASHING DETAIL, STANDOFF WITH FLAT TILE G 11/28/2017 S100-D11 FLASHING DETAIL,STANDOFF ON S-TILE ROOF G 11/28/2017 S100-D12 10 DEG TILT KIT WITH 5 1-21N AND 101N STANDOFFS H 3/7/2018 5100-D13 20 DEG TILT KIT WITH 71N AND 181N HD STANDOFFS B 3/7/2018 S100-D14 10-30 DEG VARIABLE TILT WITH STANDOFFS H 3/7/2018 S100-D15 10-30 DEG VARIABLE TILT WITH L-FEET H 3/7/2018 S100-D16 10-30 DEG VARIABLE TILT WITH SEAM CLAMPS H 3/7/2018 PEN-D01 UMBRELLA MOUNT A 11/28/2017 PEN-D02 TILE REPLACEMENT INSTALLATION A 11/28/2017 PEN-D03 FLASHED L FOOT TO RAFTER G 11/28/2017 PEN-D04 STANDOFF TO RAFTER G 11/28/2017 PEN-D05 STANDOFF TO PURLIN G 11/28/2017 PEN-D06 SEAM CLAMP G 11/28/2017 PEN-D07 CORRUGATED ROOF BLOCK G 11/28/2017 PEN-D08 L HANGER BOLT G 11/28/2017 PEN-D09 STANDOFF TO JOIST G 11/28/2017 PEN-D10 HD STANDOFF G 11/28/2017 PEN-D11 METAL ROOF BASE TO RAFTER G 11/28/2017 PEN-D12 METAL ROOF BASE TO PURLIN G 11/28/2017 PEN-D13 METAL ROOF BASE WITH STANDOFF TO RAFTER G 11/28/2017 PEN-D14 METAL ROOF BASE WITH STANDOFF TO PURLIN G 11/28/2017 PEN-D15 TILE HOOK WITH FLAT TILE G 11/28/2017 PEN-D16 S-TILE HOOK G 11/28/2017 Table C: List of Structural Details for the Series 100 Racking System 8150 Sierra College Boulevard, Suite 150, Rosev Ile, CA 95661 916.961.3960 9 16.96 1.3963 w"vw.pzse.Com QD \}\ ( } a§j e; (} 0 ap > , 0 z)§\ § \ \ j § ( ± /) }( ( ) )f 2� / \) ce ce q� \\ \ (/ r u ° ; § Lu CL Ln 0§ / §e » CD �� \ \ / [ j \( �( W /§ �W. uEu ( �� \} =) \ k ! � 7 �( ( »3/ §a /; w ( 9 = z$ 0 JdjR e2e \3 ! \ ) : 2M } 2 \ \ \\\\ §/ . . \\\ \\\ \ � \ / \ 2 = . , § 7 z { E! I . a )82 §§\ 3d / . . \ \ } � ° \ zz � § 5; \ 0Z `Z \ \ \ } 2 0w !_ , 2 � ? ® (\\ � 0U 1 } so � > �§ C2 � -` i � § a & � §k / 3 � S & ■ k � E � ■2 � . o @>!` " 8 §�� § n 2§2§§ $ �§J■§ � k § LU ¥ � z k u g §! �z ) k \ 2\ (A■ § ■ � f . ■ � tD \ d o E .. § ® \ \ 2 § ® Z= (\k U) §§ § OLU WE � /� § k� _Lu � § �)q �« § §Z §�d 0 \ r Permit#: 2774 Permit Date: 09/10/19 Project Name: Husted Solar Applicant Name: Western Solar Inc Applicant Address: 4041 Home Rd. Suite A City, State, Zip: Bellingham, WA 98225 Contact: Cheryl Beadle Phone: 360-746-0859 Email: cheryl@westernsolarinc.com Permit Type: Misc Site Address: 504 E. Division St Valuation: 5425.00 Status: Applied Permit Issued: Permit Expires: Square Feet: 0 Type of Construction/Occupancy Type: Residential Misc. Number of Stories: 0 Proposed Use: Install Solar PV System MIC/Opportunity Zone: Status: IN PROCESS Property Parcel is Address Legal.Description Owner Name Owner Phone Zoning CLUMS 1 ST ADD TO I It ARLINGTON BLK 001 D- Husted,Gregory& Single Family 00411500101900 504 DIVISION ST Residence- 00-ALL LOTS 19-20-21- Beth Detached 22-A Contractors Contractor Primary Contact Phone Address Contractor Type License License Western Solar.hlc. 4041 Home Roaadd,, CONTRACTOR Plan Reviews Date Review Type Description Assigned To Review Status 09/10/2019 Misc Building In Review Fees Fee Description Notes Amount Mechanical Permit Base Fee 322.10.00.00 $25.00 Mechanical Plan Review Fee 345.83,00.00 $200.00 Processing/Technology Fee 341A3.00.02 $25.00 TOW $250.00 Uploaded Files Date File Name 09/10/2019 5587692-INVOICE(3),pdf 09/10/2019 5587691-HUSTED STRUCTURAL APPROVAL OF SOLAR PANELS-signed(1),pc�f 09/10/2019 5587690-504 Residential !Miscellaneous 1 KWsCuJOU85LII7.p id 09/10/2019 5587689-504 attachments CO 15031000017653054 cL2hL3aRIKKE4uRIzDBp Husted+-+Site-+Plan.pdf RESIDENTIAL MISCELLANEOUS ( PERMIT APPLICATION Department of Community& Economic Development City of Arlington• 18204 59th Ave NE •Arlington,WA 98223 • Phone(360)403-3551 RETAINING WAILLLS,ISTORAGE TANKS, PLAYGROUNDEQUIPMENITT,INTERIOR ALTERATIONS O UBS,ETC. Project Address:504 East Division ST, Arlington, WA 98223 Project Description: Install Solar PV System 10.85kW Valuation: $5,425 Owner:Greg Husted Address: 504 East Division ST City:Arlington State: WA Zip Code: 98223 Phone: 360-651-0482 Email: gbhusted@yahoo.com Contractor Name:Western Solar Inc. Address: 4041 Home Rd., Suite A City:Bellingham State: WA Zip Code: 98225 Phone:360-746-0859 Email: cheryl@westernsolarinc.com License Number:CC WESTES*910JO _ Expiration Date: 4/25/2020 1 hereby certify that the above information is correct and that the construction, installation for the above mentioned property will be in accordance with the applicable laws of the City of Arlington and the State of Washington. - ...... ..... . .....„. 08/21/2019 Applicants Signature Date Cheryl Beadle Print Applicants Name FOR STAFF USE ONLY gi-t> 27714 AUG 12019 Permit k epted By Amount Received Receipt# Date Received Contact S88rch L&ISPARCH Labor Safety&Health Claims&Insurance 2 Workplace Rights .• • c Washington State Department of IIIIJ Labor & Industries Western Solar Owner or tradesperson 4041 Home Rd Principals Suite A Thorpe,Brian C,PRESIDENT BELLINGHAM,WA 98226 360-746-0859 • Pishue,Mike P,SECRETARY WHATCOM County • Alhadeff,Judith,SECRETARY • Trang,Sean X,TREASURER • Alhadeff,Jerome N,DIRECTOR • RSC Corporation,AGENT Doing business as Western Solar WA UBI No. Business type 602 258 981 Corporation Parent company Governing persons PRIME CONSULTANTS INC JOHN T HARDY JUDITH ALHADEFF; KATHERINE E HARDY; JEROME N ALHADEF; JUDITH ALHADEFF; JOHN T HARDY; MIKE PISHUE; BRIAN THORPE; SEAN TRANG; Certifications&Endorsements License Verify the contractor's active registration/license/certification(depending on trade)and any past violations. Electrical Contractor Active. Meets current requirements. License specialties GENERAL License no. WESTES*872DD Effective—expiration 03/08/2013—03/08/2021 Designated administrator Active. BLATZ,ERIC M Meets current requirements. License type License no. Electrical Administrator BLATZEM941CS Bond No bond accounts during the previous 6 year period. Savings Help us improve (in lieu of bond) $4,000.00 Received by L&I Effective date 03/08/2013 03/04/2013 Release date Impaired date N/A N/A Savings account ID 138113017483 License Violations Infraction no. ELYOD00476 Satisfied Issue date RCW/WAC 10/09/2014 19.28.271 RCW Violation city Violation amount BELLINGHAM $3.000.00 Type of violation ELECTRICAL CITATION Description Employing an individual for the purposes of chapter 19.28 RCW who does not possess a valid certificate of competency or training certificate to do electrical work.THIS CITATION IS WRITTEN IN A MATRIX FORMAT AND IS INTENDED TO COVER MULTIPLE VIOLATIONS. Infraction no. EJONM01223 Satisfied Issue date RCW/WAC 07/22/2014 19.28.271 RCW Violation city Violation amount Bellingham $250.00 Type of violation ELECTRICAL CITATION Description Employing an individual for the purposes of chapter 19.28 RCW who does not possess a valid certificate of competency or training certificate to do electrical work. Workers' comp Public Works Requfrernents Workplace safety and heaftit /t!�lYashm�tonm 'Help tts imprGve BRADLEY ENGINEERING, INC. 811 YEW ST. BELLINGHAM, WA 98229 US (360) 752-5795 bradleyengineering@comcast.net http://bradleyengineeringinc.com/ BILL TO INVOICE 7193 Western Solar 4041 Home Rd. Ste A DATE 09/05/2019 TERMS Due on receipt 090519a SITE INSPECTION ON SEPT. 4TH AND STRUCTURAL 700.00 EVALUATION AND APPROVAL OF SOLAR PANELS FOR 504 E. DIVISION ST.,ARLINGTON, WA • r 11 11 Thank you for your business! Payment is due on completion of engineering. There will be a 1.5% interest charge per month on invoices over 10 days old. Please make checks payable to Bradley Engineering, Inc. PLEASE INCLUDE your INVOICE NUMBER on your check. " There is no Washington sales tax on engineering services. Raelynn Jones From: Raelynn Jones Sent: Wednesday, August 21, 2019 2:32 PM To: cheryl@westernsolarinc.com l�c� Cc: Kristin Foster; Launa Peterson Subject: Solar PV System for 504 E. Division St Owe— Io�U Good Afternoon Cheryl, 0 ohnl(R We are working on processing the permit application for the Solar PV System and require more information: • Verification from a Structural Engineer that the load will not compromise the structural integrity of the trusses • Specifications and attachment details of the solar panels that will be utilized We will require the above information prior to moving forward with processing. Please feel free to reach out should you have any questions.Thank you Sincerely, Raelynn Jones Permit Technician City of Arlington Community& Economic Development 18204 59th Ave NE Arlington, WA 98223 Office: 360-403-3436 www.arlingtonwa.gov 1 1 Raelynn Jones From: Lindsey Bear <Lndsey@westernsolarinc.com> Sent: Friday, September 6, 2019 3:12 PM To: Raelynn Jones Subject: Re: Solar PV System for 504 E. Division St Attachments: HUSTED STRUCTURAL APPROVAL OF SOLAR PANELS-signed (1).pdf, INVOICE (3).pdf [NOTICE: This message originated outside the City of Arlington mail system.-- DO NOT CLICK on links or open attachments unless you are sure the content is safe.] HI Raelynn, Cheryl is currently out of the office so I, Lindsey Bear, am responding to your email on her behalf. Attached are the documents you requested. Please let me know if you have any questions or require any other documents for the Husted Permit. Lindsey Bear Project Coordinator WESTERN SOLAR 4041 Home Rd Ste A, Bellingham, WA, 98226 360-312-4697 1 www.westernsolarinc.com Want to learn more about supporting Solar Legislation in Washington State? Add your name here to Keep WA Solar Strong. On Fri, Sep 6, 2019 at 2:51 PM Cheryl Beadle <cher 1 westernsolarinc.com>wrote: Hi Raelynn, Cheryl is currently out of the office so I, Lindsey Bear, am responding to your email on her behalf. wanted to respond in this thread for ease of reference. Attached are the documents you requested. Please let me know if you have any questions or require any other documents for the Husted Permit. (Lindsey Bear ) CHERYL BEADLE Office Manager WESTERN SOLAR 4041 Home Rd Ste A, Bellingham, WA, 98226 360-312-4704 1 www.westernsolarinc.com i Want to learn more abou� upporting Solar Legislation in ► ishington State? Add your name here to Keep WA Solar Strong. On Wed, Sep 4, 2019 at 10:41 AM Raelynn Jones<rjones@arlingtonwa.gov>wrote: Good Morning, I am following up on my previous email requesting more information for the Solar PV System for 504 E. Division Street. Please let me know if you have any questions or concerns pertaining to the request. Thank you Sincerely, Raelynn Jones Permit Technician City of Arlington Community & Economic Development 18204 591h Ave NE Arlington, WA 98223 Office: 360-403-3436 www.arlingtonwa.gov 2 From: Raelynn Jones Sent: Wednesday, August 21, 2019 2:32 PM To: cheryl@westernsolarinc.com Cc: Kristin Foster<kfosterCarlingtonwa.gov>; Launa Peterson<lpeterson@arlingtonwa gov> Subject: Solar PV System for 504 E. Division St Good Afternoon Cheryl, We are working on processing the permit application for the Solar PV System and require more information: • Verification from a Structural Engineer that the load will not compromise the structural integrity of the trusses • Specifications and attachment details of the solar panels that will be utilized We will require the above information prior to moving forward with processing. Please feel free to reach out should you have any questions. Thank you Sincerely, Raelynn Jones Permit Technician City of Arlington Community& Economic Development 18204 591h Ave NE Arlington, WA 98223 3 Office: 360-403-3436 www.arlin onwa.gov 4 PZCITY OF ARLINGTON str��ct oral BUILDING DEPARTMENT sNvI(�IEf2 APPROVED April 11,2018 DATE [j BY SnapNrack NO CHANGES,AUTHORIZED 775 Fiero lane,Ste-200 UNLESS APPROVED BY THE San Luis Obispo,CA 93401 BUILDING INSPECTOR TEL:(877)732-2860 Attn.:SnapNrack-Engineering Department Re:Report if 2017.00240•C.04—SnapNrack Series 100 Solar Photovoltaic Racking System with 60UFFICE Subject:Engineering Certification for the State of Washington COPY PZSE.Inc.—Structural Engineers has provided engineering and span tables for the SnapNrack Series 100 Racking System w/ 6005-T5 Rail,as presented in PZSE Report it 2017-00240-C.04,"Engineering Certification and Span Tables for the SnapNrack Series 100 Solar Photovoltaic Racking System with 6005-T5 Rail". All information,data,and analysis therein are based on, and comply with,the following building codes and typical specifications: Building Codes: 1. ASCE/SEI 7-10,Minimum Design Loads for Buildings and Other Structures,by American Society of Civil Engineers 2. Washington State Building Code,by Washington State Building Code Council 3. 2015 International Residential Code,by international Code Council,Inc. 4, AC428,Acceptance Criteria for Modular Framing Systems Used to Support Photovoltaic (PV)Paneis,November 1,2012 by[CC-ES 5. Aluminum Design Manual 2015,by The Aluminum Association,Inc. 6. ANSI/AWC NDS-2015,National Design Specification for Wood Construction,by the American Wood Council Design Criteria: Risk Ca"tegory It Seismic Design Category=A-E Basic Wind Speed(ultimate)per ASCE 7-10=110 mph to 190 mph Ground Snow Load=0 to 120(psf) This letter certifies that the loading criteria and design basis for the DIGITAL_`/SIGNED SnapNrack Series 100 Racking System w/6005-T5 Rail Span Tables are t!t "" 1 vo in compliance with the above codes. n c\P v r If you have any questions on the above,do not hesitate to call. Prepared by: PZSE, Inc.—Structural Engineers— Roseville,CA Received SEP 13 2019 BILS--> 2:1-1-1 � ,� - � r' �� r _ � �, struGI PZH NctN EEf2uraSl E April 11, 2018 SnapNrack 775 Fiero Lane,Ste. 200 San Luis Obispo, CA 93401 TEL: (877) 732-2860 Attn.: SnapNrack-Engineering Department Subject: Report#2017-00240-C.04—Engineering Certification and Span Tables for the SnapNrack Series 100 Solar Photovoltaic Racking System with 6005-T56 Rail PZSE, Inc.—Structural Engineers has reviewed and analyzed the SnapNrack Series 100 Racking System,a proprietary mounting system constructed from modular parts,which is intended for rooftop installation of solar photovoltaic(PV) panels; and has provided the attached span tables. This review included the complete system including the 6005-T56 aluminum rail, attachment devices, splice elements, and PV Panels. All information, data, and analysis contained within are based on, and comply with, the following building codes and typical specifications: Building Codes: 1. ASCE/SEI 7-10, Minimum Design Loads for Buildings and Other Structures, by American Society of Civi`! Engineers 2. 2015 international Building Code, by International Code Council, Inc. 3, 2015 International Residential Code, by international Code Council, Inc. 4. AC428, Acceptance Criteria for!Modular Framing Systems Used to Support Photovoltaic(PV) Panels, November 1, 2012 by ICC-ES 5, Aluminum Design Manual 2015, by The Aluminum Association, Inc. 6, ANSi/AWC NDS-2015, National Design Specification for Wood Construction, by the American Wood Council Design Criteria: Risk Category II; Seismic Design Category=A- E Wind Loads: Basic Wind Speed (ultimate) per ASCE 1-10= 110 mph to 190 mph. Includes roof pitches from 0° to 90°, up to 60 feet mean roof height, and exposure categories B, C, & D. Parapets, roof overhangs, and topographic wind speed adjustment have not been considered. See Appendix A for conversion to Service-level wind speeds per ASCE 7-05_ Snow Loads: Ground Snow Load = D to 120 (psf). Spans are based on the sloped roof snow load (Ps) corresponding to each ground snow load. See Appendix B to adjust span tables for non-reducible snow loads. PV Modules: All solar PV modules with metal frames. Modules up to 5'-6" long (66 inches long) are referred to as "SO-Cell", and modules up to 6'-6" long (78 inches long) are referred to as "72-Cell' Length is measured perpendicular to the rail: regardless of panel orientation, If you have any questions, do not hesitate to tail. Prepared by: PZSE, Inc.—Structural Engineers Roseville, CA PZ8 structural E`JGTI`IEFI?1,:_-' Table of Contents Item ....................................................................................................................................................Page # Description and Limitations of the Series 100 Flush-Mount System............................................ ................... .................... 3 Span Tables for Series 100 Flush-Mount, 60-Cell Modules with Attachment Bin 1...............................................................6 Span Tables for Series 100 Flush-Mount, 60-Cell Modules with Attachment Bin 2............................................................. 12 Span Tables for Series 100 Flush-Mount, 60-Cell Modules with Attachment Bin 3... .............................. .......................... 18 Span Tables for Series 100 Flush-Mount, 60-Cell Modules with Attachment Bin 4.............................................................24 Span Tables for Series 100 Flush-Mount, 60-Cell Modules with Attachment Bin 5.............................................................30 Span Tables for Series 100 Flush-Mount, 60-Cell Modules with Attachment Bin 6.............................................................36 Span Tables for Series 100 Flush-Mount, 72-Cell Modules with Attachment Bin 1.............................................................42 Span Tables for Series 100 Flush-Mount, 72-Cell Modules with Attachment Bin 2........................................... .................48 Span Tables for Series 100 Flush-Mount, 72-Cell Modules with Attachment Bin 3.............................................................54 Span Tables for Series 100 Flush-Mount, 72-Cell Modules with Attachment Bin 4.............................................................60 Span Tables for Series 100 Flush-Mount, 72-Cell Modules with Attachment Bin 5.............................................................66 $pan Tables for Series 100 Flush-Mount, 72-Cell Modules with Attachment Bin 6.............................................................72 Description and Limitations of the Series 100 Tilt-Kit System..............................................................................................78 Span Tables for Series 100 Tilt-Kit, 60-Cell Modules on Low Tilt Kit w/1-Hole Base&5Y2' Front Standoff........................80 Span Tables for Series 100 Tilt-Kit, 60-Cell Modules on Medium Tilt Kit w/6-Hole Base&7" Front Standoff....................92 Span Tables for Series 100 Tilt-Kit,60-Cell Modules on High Tilt Kit w/6-Hole Base &7" Front Standoff...................... ...99 Span Tables for Series 100 Tilt-Kit, 60-Cell Modules on High Tilt Kit w/Seam Clamp........................................................ 108 Span Tables for Series 100 Tilt-Kit, 60-Cell Modules on high Tilt Kit w/ MRB or CSB.........................................................117 Span Tables for Series 100 Tilt-Kit, 72-Cell Modules on Low Tilt Kit w/1-Hole Base& 5%" Front Standoff...................... 126 Span Tables for Series 100 Tilt-Kit, 72-Cell Modules on Medium Tilt Kit w/6-Hole Base & 7" Front Standoff.................. 138 Span Tables for Series 100 Tilt-Kit, 60-Cell Modules on High Tilt Kit w/6-Hole Base & 7" Front Standoff........................ 145 Span Tables for Series 100 Tilt-Kit, 60-Cell Modules on High Tilt Kit w/Seam Clamp........................................................154 Span Tables for Series 100 Tilt-Kit, 60-Cell Modules on high Tilt Kit w/MRB or CSB.........................................................163 Appendix A:ASCE 7-10 to ASCE 7-05 Wind Conversion .....................................................................................................172 Appendix B: Snow Load Conversion .................... .............................................................................................................. 173 Appendix C: Structural Details........... ............ ...............174 PZE structural ENGINEERS Flush-Mount System Geometry Limitations: Flush-Mounted PV modules are designed per the Components and Cladding provisions of ASCE 7. Flush-Mounted PV modules shall be oriented parallel to the plane of the roof surface, and shall be located between 2"to 10" clear from the surface of the roof to the PV module. The maximum cantilever length of the rail is L/3,where "L" is the maximum rail span after adjustments, provided there is at least 1 module length between maximum cantilevers. The modules shall be centered between the rails with consideration of industry standard tolerance. Installations utilizing the Tile Replacement or Tile Hook attachment devices are permitted to have panels offset from the centerline of the rails. Components and Cladding Roof Zones: The Edge Zones of the roof shall be determined based on the building's dimensions.The Edge Zone, "a", is the smaller of 10%of the least horizontal dimension, or 40%of the building height, and "a"shall not be taken as less than 3 feet(ASCE 7-10 figures 30.4-1 &30.4-2). For buildings exceeding a least horizontal dimension of 60 feet,further analysis may be required to determine proper Edge Zones. Edge and Corner Zone spacings(Zone 2 &3, respectively) apply only to mounts located in those Zones, not to all the mounts supporting the module. For the 45-90 degree roof pitch range, mount spacings shall be determined utilizing roof zones 1,2, &3. CORNER ZONE 3 CDGE ZONE C2 SEE DE-AIL FUR MOUNTLOCATION 'a'OR 3'-0"Ev41Rt i I a �• t Z 1 _ INTEROR ZONE(i' z I a / R o RIDGE E? r - Z i 1 INTERIOR 1 zONE ice? f z GABLE 0 Oz NIP INTERIOR ZONE�J,; w �O� HATCHEO AREA INDICATES"a'DISTANCE a=7 `x(LHO)OR h.,11NIN IUINI Or T-C" 'P1AL� CORNER TAIL FO SEA D. L.OR uni m;r i nrAnnni Figure 1: Roof Edge and Corner Zones i P�, z 1 8 E tNGINEE�RS Attachment to Roof: The attached span tables include consideration of the attachment device capacity, based on UL 2703 load testing performed by SnapNrack. Tested load values are developed with 5/16" 0 lag screws with an effective embedment of 2- 1/2" into a Douglas Fir substrate, with a reference withdrawal (uplift or pullout) load capacity of 532 lb, and a reference shear(side or lateral) load capacity of 270 lb for resisting short-term wind or seismic loads. Reference values are the base values, before any adjustment is made per the NDS_ Installations Into alternate substrates or which use alternate fasteners shall be permitted; provided that the fastener has tested or code-derived allowable load capacities, and meets one of the following two criteria: A)The allowable load values for the alternate fastener shall meet or exceed the allowable values noted above for the 5/16" 0 lag screws in Douglas Fir; or B) the span length identified in the "span tables" shall be reduced according to the more restrictive of the following two formulas: Rail Span = Table Span Alternate Reference Withdraw( Capacity 532 lb Or Rail Span = Table Shan Alternate Reference Shear Capacity 270 lb These formulas shall not be used to 'Increase the allowable span beyond the spans listed in the span tables. Attachment Devices: The span tables have been grouped into 6 separate sets of attachment devices called"Bins", which are presented below. To use this table, find the attachment device to be used in the list below, then read across to determine which bin the attachment is in. The spans may then be determined from the table with the corresponding Bin number. Structural details for the system and attachments may be found in Appendix C. Note: Side load direction is parallel to rafter. Maximum Reaction Loads Attachment Device Name: Bin No. Down Lip Side Standard Base Seam Clamp with L-Foot 1 235 235 211' Wide Base Seam Clamp with L-Foot Universal Tile Hook Flat Tile Hook 2 394 318 417 I Hanger Bolt Clamp Flashed L-Foot(92 Deg) 3 1469 309 251 Tile Replacement 4 1 1333 445 93 All Purpose L-Foat (90 Deg) Umbrella Comp Kit Corrugated Straddle Block with L Foot Metal Roof Base with L-Foot Metal Roof Base with 7in Standoff S 788 405 236 5-1;2in Standoff, on 4-Hole Base 7in HD Standoff on 6-Hole Base 5-1/2in, 7in, or 3-1/2" Standoff on 1-Hole Base 8 1/2in Standoff on 4-Hole Base 5 788 445 163 Table 1: Allowable load Capacities of SnapNrack Flush-Mount Attachment Devices. c .j PZH structural ENGINEERS Design Responsibility: These tables are intended to be used under the responsible charge of a registered design professional where required by the authority having jurisdiction. In all cases, these tables should be used under the direction of a design professional with sufficient structural engineering knowledge and experience to be able to: • Evaluate whether these tables are applicable to the project,and • Understand and determine the appropriate values for all input parameters of these tables. This letter certifies that the SnapNrack Series 100 Flush-Mount Racking System,when installed according to the limitations of this letter and the attached span tables, is in compliance with the above codes and loading criteria, This certification excludes evaluation of the building structure to support the loads imposed on the building by the array; including, but not limited to:strength and deflection of structural framing members, fastening and/or strength of roofing materials,and/or the effects of snow accumulation on the roof. This requires additional knowledge of the building and is outside the scope of the certification of this racking system. 5" )Is?,ri:Collecle Boulevord Su°>e 15O RJsaville CA YS'6oI 9 5! 39A0 9116 96 39611- v.v,v QLe '._ 1 3-aaii«z33aa;r«x34as33x33axAY3«a43A»iiaa33aa31�iiaaa33zziis»;iaziiaa39s3 a ? x� �R�` ai3a; :7?RSt�ARAaga:4x�pAxa««aR?77R��R»aARpSRXRAA«RR5Rk:3:RR�51RaAaRa&x=aaaAaa«R s»saiiaa33;aria»iiaa33aaaaaa3;»a33aa� R«33aaix a»aR33aa33Ra33aa33aa� a» SARAa=s�a�saa��xa;aaa� R'3zA^.e=�a��aa ti ��saR �Q�%;sa�=� aa��a,�aas3�� la::z;�AAaaa`�o�xaa�» »z�aa:��=Ra«ax_o �'aRaaxA:z�Aaax'a»z^ aA7aZ;agig aa;»xR;iaaI1 -x3ai;xx;1xA3sxR;;aa�3axRRsa3p z;;aa3xsR RA«aR's`aT� »aaa«�x's»aaa;: 'A'aRsaa� asx«� ra»aaa � s�„»aRaaa »aaarzs'a»aAaa RztAas:� agaAzz sxY`a:s7aapRRaa:`eaxaA?�zxatYa^.avaaaRaai: d a x »Ra;xxu;;aa»-:xi;Rai�x l23= aRiRA?„R9RaAaa»':x#aAa�� RxR : aC tlaGS57: XH#aRX^.3a:#aA��9e%:::A#9AaRX:3»:#aa�x��S:%: 3R5t : aag__ a;ia»i�a Fyn Ra . aRi;aa33a A?>x%S9M:.3aAx��S u � «a„a»msx;3%Asa.a33%ai�aa«x»a=�sz;;%aaa:x33%A33ax«xaa=-sz33xasa:a33%a33Rx t RRBGaxa9xRa%aA=:�« XRRAA57t3»7XA9xaa%aAa:A = RR97R�.??Y7YR3XR?::a#g#�RRY Rx^.:Ot?XA3xRy::Rx9#�RRffiBR�:^:y:bt7t37tR7::aYC87RA m r :a;aRAaaR:3RRR;ia «G»--:x3- RaaR73x a33A»a»aa_ :x3=AaaaR:;aaa;ia yy o :a:aa ;z?azrR:�s:« Rx-as»:?caaR:x�aY�ta�x�g#'a - �:?c aR: «AceA��ac«aRa� lJ - - RikYrS�:it3A�5:saR77S:AZRYIc \^.5�:753�r0�XyR39�,,^�XRY1��N:7a7A7S7SyRi9C.^S% o & � � I o CRixA«:Aa»PJR«%35As9a}}xRRASMA«yA »ARaI«SSaasRiixA»RYx-59A-»RRa33:zaHA;3xa 3 ? 3ayS�p."aaRR�tRS5AA9R�zxA3Y�x^.p7RaCARR�gxR9R��mR39�M«R5a atMAaI:Ra9R��i5' D83«;3RSt?W:7rr IT34r2 31st9G:: �"YS7:::[<� t 3 RRRBa«R:»aaa«xM:BA:X:m SRaRSaaA::9?A«xA:a'J?Y4=G%.RaRB«fiR:»A:SAX#R:aa7Ri=G« :RRBRx ^.aa7RR: aR.^ :RRS�xR.aAyxR:x:AB?Y� 8$CRa�a7lGAa '.�6GSxY.-598$Cit»Ses :13: �.'GGRSG7^ F Q R�Rffi�%SSaRaRXaO�a«7aR_9%aRRt2aX35aA5a`x6aa«7R»-9%RxRga%35 a?RaarRaa7A�-9x sR�Rn%7t�:Ra.R7SdG«RYA«�9%MSRiS��S5RR5a:` G«maa«As%:,SRffiXSRd:aaaR73eG«pYaaR7S Y$xs3«YR%Sx?R9�SN3%R:xa:�&C^.9�Y�S3q.�7�3GsxRS�?:R$ffiCa�YaSaaSRl�DR3x8SA'a: a aRGRX«ASAaaSA«9G««aaz_:xxA:R«AS:aao:A«SM«aRaa :ARRffiRAxSCARC:a«SS«aStaA-.:a y aSS:RAgNII%t:50SGR«RtlA2:ASS:R�:S:R%9:57ffi»«xR?aa:#SSffiR .S:A%a.57SGRx87.^.R:S o 3C78RY:i-7$CSSSR.8�$a":RSG?SaY7RixtlS^.SX9A^.�$g«�7a3:7S^„�Si�tlBZiSSG: 0 Y .o �t7CR«°SSa«SSaag a«A1R«^.9R?>R»x3Sa«zaAA#GA fix r7R:i'. 7 AA312AS7«^#GAAm1a«:9 :ffibR:SSx%RSy4G�?aaAY= :9+ffiSR::3xRS5R�t7XAx7X��:snffi?R:.SxY�SSRGR?YAt7a��^.9 m - $a?SaRRSC«ffiA« S9RYS's��g?�&:RRYG«ffiRA�wStdfe3SG5�G$$w&:ARS6«ffiaS�:BtlRYGA?ter c "$3AR2A«AG9%^Zrx»8R�«»:95gi xxC w^ ? N AARr«xA?� �a"^SRa :75-3A�RS A9�z;7aasRa ai GR i 7t:7 ;GkSi� S„7 II-II-Z:a7 E8C8Rx#» 9 aSrBRxx^.a :x^ iiKxtlRoi�i 'srot;ffis�a $?a9ss3xmtl'aa$ `a�'sRna�?x8�_a¢saKItl«osas"oxopnaarx a0?aaxa3�An%,sR�»AYffizx„aYa'"a%Rs»affiX;agaaA3x«a»aa�3.z?e3aAna-sg�aAYx »a ,CL sxRtitl»S�3?affiSg�Ax3aYffiBRY�^�ar�A3?7nSs+8�3YYxR9G9%R�a^„xRS??»is�g37Sa'YMa BwaaYSS�taBRRg» a7a8«�RS58= �RSx708RR8= ^wOBBr;�RSr8$��aH>..BRRgg=n8a8«RRS G �s �ttih:5t�„:$ti�:st��6Rr.�:A�„b��h:Stw,�,h31r,��1tti��J?a��6t��h$R�:�t�hhh�„:� 9 g 9,9 3 g 9 9 B g B 9 9 g 9 9 Bill;9 9 g 9 3 8 bR�:hti ry:.61..I..h bl.,�,ybi.r:.�ta�. �bti!�yb t�,l,;n bl.,{.,wbi.,ti,:�h{,�:,bl.n b{,H:Jr ol.,�, bl.,l., to i.,ti„'"Lti«N b1`.�v3 PZH CN(NteE? Appendix A: ASCE 7-10 to ASCE 7-05 Wind Conversion This appendix may be used for the Flush-Mounted System. The appendix is applicable for converting between the 7-10 and 7-05 editions of the International Building Codes. The span spacing tables were compiled with LRFD wind speeds(ASCE 7-10)the velocity equivalence table below adjusts the 7-10(Ultimate)wind speeds to the appropriate 7-05 (Service)wind speeds. Velocity Equivalence Code Reference ASCE 7-10 ASCE 7-05 V,,c (mph) V3_se,(mph) 110 85 115 89 120 93 130 101 140 108 15o 116 160 124 170 132 180 139 190 147 Table A:ASCE 7-05 /ASCE 7-10 Wind Speed Conversion Table Note:Wind speeds for roof-mounted solar photovoltaic installations assume Risk Category It 311_-3 Sierra College 3c�_ie,wird, Suite 130 Ro e,Ne CA. ?36h I 916.9o1.3900 9 6 95?,965 'Dm PZH ENGINEERS Appendix B: Snow Load Conversion This appendix is applicable for Authorities Having Jurisdiction (AHJ's)with non-reducible snow loads for roof pitches under 45 degrees and roof pitches between, 45 and 90 degrees. Span tables were compiled utilizing ground snow load, which is reduced to flat roof snow for pitches under 45 degrees, and to sloped roof snow for roof pitches between 45 and 90. For AHJ's specifying minimum roof snow loads or non- reducible ground snow loads,the user shall convert the specified snow load to the equivalent ground snow load in the Snow Load Conversion Table below to utilize the SnapNrack Series 100 Flush-Mount Span Table(s). Snow Load Conversion Table Equivalent Ground Snow Load (psf) Specified for use in Span Table(s) Minimum Roof Snow Load (psf) Roof Pitch: F4 _oof Pitch: 0°<g<45° <e<90° 10 20 20 20 25 40 25 35 60 30 40 60 35 50 80 40 60 90 50 70 100 60 80 110 70 90 120 80 100 NA 90 120 NA 100 NA NA 110 NA NA 120 NA NA Table B: Conversion Table for Minimum Specified and/or Non-Reducible Snow Loads Note: Calculated Snow Loads for roof-mounted solar photovoltaic installations assume Risk Category Il Example Conversion Step 1 Step 2 Given(s): AHJ requires minimum 30 psf roof snow load. Existing roof pitch is 6 in 12 =27° ESI 35 6040 60 Step 1) Locate specified roof snow load in column 1 (30 psf). Step 2) Determine which Roof Pitch column applies. Column 2 35 50 80 applies for the given condition. Step 3 Step 3) Select 40 psf from column 2 as the equivalent ground snow load for use in the Span Table(s), 8150 Sierra Co!ege Biodevotd Suce 150 R !e C,A ?3ti6 l 9;.ti.961 396 9 6 96' 3965 �.,,.�. � ; ' PZH ENGINEERS Appendix C: Structural Details The following structural details are included in this appendix: Number: Description: Revision: Date: 5100-D01 UMBRELLA MOUNT LEVELING A 11/28/2017 S10O-D02 TILE REPLACEMENT OVERVIEW A 11/28/2017 S10O-D03 OVERVIEW, ON FLASHED L-FEET G 11/28/2017 5100-D04 OVERVIEW, ON STANDOFFS G 11/28/2017 5100-D05 ASSEMBLY DETAILS UEC G 11/28/2017 5100-D06 SPLICE DETAIL G 11/28/2017 S10O-DO7 TYPICAL LAYOUT G 11/28/2017 5100-D08 RAIL LEVELING G 11/28/2017 5100-D09 RAIL LEVELING HD STANDOFF G 11/28/2017 SIOO-D10 FLASHING DETAIL,STANDOFF WITH FLAT TILE G 11/28/2017 S1O0-D11 FLASHING DETAIL,STANDOFF ON S-TILE ROOF G 11/28/2017 5100-D12 10 DEG TILT KIT WITH 5 1-2IN AND 1OIN STANDOFFS H 3/7/2018 S1OO-D13 20 DEG TILT KIT WITH 71N AND 181N HD STANDOFFS B 3/7/2018 5100-D14 10-30 DEG VARIABLE TILT WITH STANDOFFS H 3/7/2018 51OO-D15 10-30 DEG VARIABLE TILT WITH L-FEET H 3/7/2018 5100-D16 10-30 DEG VARIABLE TILT WITH SEAM CLAMPS H 3/7/2018 PEN-D01 UMBRELLA MOUNT A 11/28/2017 PEN-D02 TILE REPLACEMENT INSTALLATION A 111/28/2017 PEN-D03 FLASHED L FOOT TO RAFTER G 11/28/2017 PEN-D04 STANDOFF TO RAFTER G 11/28/2017 PEN-D05 STANDOFF TO PURLIN G 11/28/2017 PEN-D06 SEAM CLAMP G 11/28/2017 PEN-D07 CORRUGATED ROOF BLOCK G 11/28/2017 PEN-D08 L HANGER BOLT G 11/28/2017 PEN-D09 STANDOFF TO JOIST G 11/28/2017 PEN-D10 HD STANDOFF G 11/28/2017 PEN-Dll METAL ROOF BASE TO RAFTER G, 11/28/2017 PEN-D12 METAL ROOF BASE TO PURLIN G 11/28/2017 PEN-D13 I METAL ROOF BASE WITH STANDOFF TO RAFTER G 11/28/2017 PEN-D14 METAL ROOF BASE WITH STANDOFF TO PURLIN G 11/28/2017 PEN-D1S TILE HOOK WITH FLAT TILE G 11/28/2017 PEN-D16 S-TILE HOOK G 11/28/2017 Table C: List of Structural Details for the Series 100 Racking System 8I5 i Sierrr_'C_ )lege 3oule,i!io S]., <;;';2,j If? C,] J jr;j i z (D }(§ ox \ \\ _ \ \ ) & OC \ \ §»� » � [ \\ ) » \ ) / \ � - � \ / . � o ) \) \ . . \ " . ' � ( /¢ ` Ic \\ le � . ) �E $G . ° ® ° /\ \ CD uj » Z Ln z9 Ln C. Ls - / ® �k z ){ \ } { \} \\\ `71 JQjf - / b \ \ /\ \o} \)/ j Q9i ( - : Z { _ - j(k _ sJq \ \} < r � § . / •� � � � , � §/ \ kk � � � § § & § 0 I � ui � � d § ■� } K E § kf ¥ B 9 .» 8 CDk2/§k § : 7 LU ] \§ k k d§ � it ) k §\ ! a . )` § § .. .. ; ! 7 §sg ! !« \ k \�� § §e F !° ;/ § 9.§ §@ lip \\ : §ALn § % [uj $ q 8 b Cc ® )) 8 )@ § �2 ) \\\ k �\ k ))) k �a rg. 1 of 3 BRADLEY ENGINEERING, INC. 811 Yew St. Bellingham, WA 98229 CITY OF ARLINGTON Ph.360-752-5795 BUILDING DEPARTMENT O.AYVW.BradleyEnaineeringlnc.com APPROVED September 5th, 2019 DATE By__' Q City of Arlington NO CHANGES AUTHORIZED 238 N. Olympic Avenue UNLESS APPROVED BY THE BUILDING INSPECTOR Arlington, WA Re: Structural Inspection& Approval of Detached Garage for Solar Panels Greg and Beth Husted 504 E. Division St. Arlington, WA OFFICE COPY Dear City of Arlington, I, Stephen Blasco, performed a first-hand structural inspection of the subject structure on Wednesday September 4th, 2019. The proposed solar panels will add an additional 2.38 psf to the roof dead load which is generally considered to be a negligible amount of weight within the structural engineering context. The subject roof is constructed of 2x6 site-built trusses consisting of a double 2x6 bottom chord and 2x6 bracing. These handmade 2x6 trusses are in great condition and show no degradation or compromise. They have held up for the past 60 years and show little or no deflection and sagging. See figures 2 and 3 for reference. The proposed solar panels are to be installed with the SnapnRack system which allows for 6' max rail attachment for this system, snow load of 25 psf, and wind speeds up to 85 mph. Western Solar will be installing the rail system with connections at 4' spans. This added safety factor is for well over 110 mph wind speed requirements for this region. See figure 1 for details. Bradley Engineering sees no issue with the addition of the proposed solar panels. No structural modifications or alterations are required for the installation of the solar panels. C aR �4 WA S�V� 1• 1 r 7 pQ V _•\i � 915119 N cd� /+I. 915119 Stephen Blasco, Err po '___37 4 �. David Bradley, P.E. F�ISSER�Oc,�? b S�ONAL �� uCo00 a v1 WLnN E I rq MCmOCa� 01 L � IA C O (n w O G + 0A1 �1 i I Lwd m = U 2 G7 Q C bg v �•I , 41 # y flG � e �o °' ,� .� 0 uj �C rn �► � � � � E ram - U a,. O 01 w C i � O da-i GJO a� r w r 'y C c i� a+ O L - - O STT ' E e r� e+ - v �n °' —CL W W Y f 4:4r, 'A' c I IF If lfl lhf r and Puaa:1 N ' n `q O O G s. Lu m n 0. . a Received L� �� i r r� Figure • ure Aid 3 : Received 1 �1 ,L r ; z VJ W a z GOILIO z a ` o Q w v wc�. o �.. ' o � w z - ^ ''�' O w > owl. w O r, \ z Z x oa z W o c �,'� a>. W W � M ��w V3OC, a A QzFx z A z W w O a F z 3p �' H Q a ❑ \ ce O W ►LO � � M H z G ❑ � `� a a Z Z � � .a V O E—F z .a z z � a � z F oa n d QO � XC4 A E. Z M o f V W � L ciW � o 3 W z tA Ow0 ZZ ? L O oo On zCGCa Q w Z Qz In pp � Wa a o oc ., .a OF vA"i � V � Ca O�G � L1 Fa Z ` o E- C) a zw > za ate " z Z F. A w w x to a C4 C4 CG x F F o z d A ¢ w OF Owa o c4a o � z Q o z Ov ¢ � � Ov \� a CITY OF ARLINGTON 238 N. OLYMPIC AVE - ARLINGTON, WA. 98223 PHONE; (360) 403-3551 BUILDING PERMIT Address:504 E.Division St Permit#:2774 Parcel#:00411500101900 Valuation:5425.00 OWNER APPLICANT CONTRACTOR Name:Husted,Gregory&Beth Name:Western Solar Inc Name:Western Solar,Inc. Address:5311 71st Avenue NE Address:4041 Home Rd.Suite A Address:4041 Home Road,#A City,State Zip:Marysville,WA 98270 City,State Zip:Bellingham,WA 98225 City,State Zip:Bellingham,WA 98226 Phone: Phone:360-746-0859 Phone: LIC: EXP: MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name:Western Solar,Inc Name: Address:4041 Home Rd.#A Address: City,State,Zip:Bellingham,WA 98226 City,State,Zip: Phone:360-746-0859 Phone: LIC M WESTES*872DD EXP: 03/08/2021 LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Misc CODE YEAR: STORIES: CONST.TYPE: DWELLING UNITS: OCC GROUP: BUILDINGS: OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC110/IRC110. SALES TAX NOTICE:Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form and coded City of Arlington#3101. l Signature Print Name Date clr d$ Date CONDITIONS Adhere to approved plans. Call for inspections. THIS PERMIT AUTHORIZES ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 09/17/2019 Mechanical Permit Base Fee $25.00 09/17/2019 Mechanical Plan Review Fee $200.00 09/17/2019 Processing/Technology Fee $25.00 Total Due: $250.00 Total Payment: $0.00 Balance Due: $250.00 CALL FOR INSPECTIONS BUILDING(360)403-3417 When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon Pg. 1 of 3 BRADLEY ENGINEERING, INC. ------------------- 811 Yew St. Bellingham, WA 98229 CITY OF ARLINGTON Ph.360-752-5795 BUILDING DEPARTMENT WWW.Bradley Engineering Inc.com APPROVED September 5th, 2019 DATE, r11' _BY City of Arlington NO CHANGES AUTHORIZED 238 N. Olympic Avenue UNLESS APPROVED BY THE Arlington, WA BUILDING INSPECTOR Re: Structural Inspection& Approval of Detached Garage for Solar Panels Greg and Beth Husted 504 E. Division St. Arlington, WA JOB COPY Dear City of Arlington, I, Stephen Blasco, performed a first-hand structural inspection of the subject structure on Wednesday September 4th, 2019. The proposed solar panels will add an additional 2.38 psf to the roof dead load which is generally considered to be a negligible amount of weight within the structural engineering context. The subject roof is constructed of 2x6 site-built trusses consisting of a double 2x6 bottom chord and 2x6 bracing. These handmade 2x6 trusses are in great condition and show no degradation or compromise. They have held up for the past 60 years and show little or no deflection and sagging. See figures 2 and 3 for reference. The proposed solar panels are to be installed with the SnapnRack system which allows for 6' max rail attachment for this system, snow load of 25 psf, and wind speeds up to 85 mph. Western Solar will be installing the rail system with connections at 4' spans. This added safety factor is for well over 110 mph wind speed requirements for this region. See figure 1 for details. Bradley Engineering sees no issue with the addition of the proposed solar panels. No structural modifications or alterations are required for the installation of the solar panels. l t; B R 1�� WASH 9Q� 915119 'I � 9/5/19 kA Stephen Blasco, EI T ! �o L S7 , y,�w � David Bradley, P.E. CIS E �fss dNALR�NG\2 C '0 0 o-=i � QN0 QN � ~ LQ 1 -04j +�+ aW, 01 L +�+ 01 M U +v+ G1 +' = 0 fO V1 � Q 41 wQ0 ++ f=Gf� � Q 7 , fA 001 T L: *, = tY3 W f0 w3Cn � '= = tY3 W = NQ c 0 V v E( v EN W e +°+ 0) E� E 9) N a a v +� v a�i os3 m 0 ul o+� � v y = v+3 uj z � (n ° "' Y = p � ,=o 3 q .5 v m ,i .= nn ra °J 3 .= = °� W Im � � a� Q) a i d 100 0 Gl i..i i. i 0 Cl GJ = i .0 0 W Gl 0 i L. Ip p � � +� Ll 'B qt Ca J m W -t Co 1•• o-.i 0. •O It Co J U CO Ln Q 0. wi VI n o-•i 00 V1 7111 - - m C I L rw W w 8 t 'm V � 1— f `0 O C p1 iY • LLLL1 O ,STT ' yE pt X U Ln m 9 ,ram y�j (A 1�0 y a1 0 U `� ~ice,•. 7 w a o a o W W p N o FFP W in N � 1 1 JUT ? �• Nn JF and► 40uaa:f N w Ln aj d *� N Ot � w N +3+ o ut +' O = v ++ ti = L i*+ C = U G i W O ° 1-4 O In � L 2 Q -� ° Z '00 Qj Cr CLn r+ o aim � " vi L MU Oa 6. 0 � (u (A O O Cl _ Qw Ln # v w ° +°� ° o,`n c y v a „ a` Deceived z° w ° aka 03cn sn °_ � AUG � Y 2019 .g o. Figure L . Received SEP 0 2019 PZ CITY OF ARLINGTON Struc;t oral BUILDING DEPARTMENT ENGINE4ERS APPROVED April 11,2018 DATE_9�BY SnapNrack NO CHANGESAUTHORIZED 77S Fiero Lane,Ste.200 UNLESS APPROVED BY THE San Luis Obispo,CA 93401 a BUILDING INSPECTOR TEL:(877)732-2860 Attn.:SnapNrack-Engineering Department JOB COPY Re:Report#2017-00240-C.04-SnapNrack Series 100 Solar Photovoltaic Racking System with 6005-T5 Rail Subject:Engineering Certification for the State of Washington PZSE,Inc.-Structural Engineers has provided engineering and span tables for the SnapNrack Series 100 Racking System w/ 6005-T5 Rail,as presented in PZSE Report H 2O17-00240-C.04,"Engineering Certification and Span Tables for the SnapNrack Series 100 Solar Photovoltaic Racking System with 6005-T5 Rail". All information,data,and analysis therein are based on, and comply with,the following building codes and typical specifications: Building Codes: 1. ASCE/SEI 7-10, Minimum Design Loads for Buildings and Other Structures,by American Society of Civil Engineers 2. Washington State Building Code,by Washington State Building Code Council 3. 2015 International Residential Code,by International Code Council,Inc. 4. AC428,Acceptance Criteria for Modular Framing Systems Used to Support Photovoltaic (PV)Panels, November 1,2012 by ICC-ES 5. Aluminum Design Manual 2015, by The Alurinum Association,Inc. 6. ANSI/AWC NDS-2015,National Design Specification for Wood Construction,by the American Wood Council Design Criteria: Risk Category II Seismic Design Category=A-E Basic Wind Speed(ultimate) per ASCE 7-10=110 mph to 190 mph Ground Snow Load=0 to 120(psf) This letter certifies that the loading criteria and design basis for the DIGITALLY SIGNED SnapNrack Series 100 Racking System w/6005-T5 Rail Span Tables are „�i,1,- in compliance with the above codes. `.Qr "<< ` If you have any questions on the above,do not hesitate to call. >•tr>rs� Prepared by: PZSE,Inc.-Structural Engineers "' Roseville,CA 13150 Sl-�rro College Bn�sic-vcyrcl_ Suite 150, Ros Mlle CA 95661 916.961,3960 9'6,961,3965 :v.vw,pL i,com Received SEP 13 2019 PZH structural ENGINEERS April 11,2018 SnapNrack 775 Fiero Lane, Ste, 200 San Luis Obispo, CA 93401 TEL: (877) 732-2860 Attn.: SnapNrack-Engineering Department Subject: Report#2017-00240-C.04—Engineering Certification and Span Tables for the SnapNrack Series 100 Solar Photovoltaic Racking System with 6005-T56 Rail PZSE, Inc.—Structural Engineers has reviewed and analyzed the SnapNrack Series 100 Racking System, a proprietary mounting system constructed from modular parts,which is intended for rooftop installation of solar photovoltaic(PV) panels; and has provided the attached span tables. This review included the complete system including the 6005-T56 aluminum rail, attachment devices, splice elements, and PV Panels. All information, data,and analysis contained within are based on, and comply with, the following building codes and typical specifications: Building Codes: 1. ASCE/SEI 7-10, Minimum Design Loads for Buildings and Other Structures, by American Society of Civil Engineers 2. 2015 International Building Code, by International Code Council, Inc. 3. 2015 International Residential Code, by International Code Council, Inc. 4. AC428,Acceptance Criteria for Modular Framing Systems Used to Support Photovoltaic(PV) Panels, November 1, 2012 by ICC-ES 5. Aluminum Design Manual 2015, by The Aluminum Association, Inc. 6. ANSI/AWC NDS-2015, National Design Specification for Wood Construction, by the American Wood Council Design Criteria: Risk Category 11; Seismic Design Category=A- E Wind Loads: Basic Wind Speed (ultimate) per ASCE 7-10= 110 mph to 190 mph. Includes roof pitches from 0°to 90°, up to 60 feet mean roof height,and exposure categories B, C, & D. Parapets, roof overhangs, and topographic wind speed adjustment have not been considered. See Appendix A for conversion to Service-level wind speeds per ASCE 7-05. Snow Loads: Ground Snow Load =0 to 120 (psf). Spans are based on the sloped roof snow load (Ps) corresponding to each ground snow load. See Appendix B to adjust span tables for non-reducible snow loads. PV Modules: All solar PV modules with metal frames. Modules up to 5'-6" long(66 inches long) are referred to as "60-Cell", and modules up to 6'-6" long (78 inches long) are referred to as "72-Cell". Length is measured perpendicular to the rail, regardless of panel orientation. If you have any questions, do not hesitate to call. Prepared by: PZSE, Inc.—Structural Engineers Roseville, CA 8150 Sierra College Boulevard, Su:ie 150, Roseville, CA 95661 916.961.3960 916.961.3965 www.11z,e.c0'm PZd structural ENGINEERS Table of Contents Item .................................................................................................................................................... Page# Description and Limitations of the Series 100 Flush-Mount System......................................................................................3 Span Tables for Series 100 Flush-Mount, 60-Cell Modules with Attachment Bin 1...............................................................6 Span Tables for Series 100 Flush-Mount, 60-Cell Modules with Attachment Bin 2.............................................................12 Span Tables for Series 100 Flush-Mount, 60-Cell Modules with Attachment Bin 3.............................................................18 Span Tables for Series 100 Flush-Mount, 60-Cell Modules with Attachment Bin 4.............................................................24 Span Tables for Series 100 Flush-Mount, 60-Cell Modules with Attachment Bin 5.............................................................30 Span Tables for Series 100 Flush-Mount, 60-Cell Modules with Attachment Bin 6.............................................................36 Span Tables for Series 100 Flush-Mount, 72-Cell Modules with Attachment Bin 1.............................................................42 Span Tables for Series 100 Flush-Mount, 72-Cell Modules with Attachment Bin 2.............................................................48 Span Tables for Series 100 Flush-Mount, 72-Cell Modules with Attachment Bin 3.............................................................54 Span Tables for Series 100 Flush-Mount, 72-Cell Modules with Attachment Bin 4............................................................60 Span Tables for Series 100 Flush-Mount, 72-Cell Modules with Attachment Bin 5.............................................................66 $pan Tables for Series 100 Flush-Mount, 72-Cell Modules with Attachment Bin 6.............................................................72 Description and Limitations of the Series 100 Tilt-Kit System..............................................................................................78 Span Tables for Series 100 Tilt-Kit, 60-Cell Modules on Low Tilt Kit w/1-Hole Base&5'/:" Front Standoff........................80 Span Tables for Series 100 Tilt-Kit, 60-Cell Modules on Medium Tilt Kit w/6-Hole Base& 7" Front Standoff....................92 Span Tables for Series 100 Tilt-Kit, 60-Cell Modules on High Tilt Kit w/6-Hole Base& 7" Front Standoff..........................99 Span Tables for Series 100 Tilt-Kit, 60-Cell Modules on High Tilt Kit w/Seam Clamp........................................................108 Span Tables for Series 100 Tilt-Kit, 60-Cell Modules on high Tilt Kit w/MRB or CSB.........................................................117 Span Tables for Series 100 Tilt-Kit, 72-Cell Modules on Low Tilt Kit w/1-Hole Base&5'/" Front Standoff......................126 Span Tables for Series 100 Tilt-Kit, 72-Cell Modules on Medium Tilt Kit w/6-Hole Base&7" Front Standoff..................138 Span Tables for Series 100 Tilt-Kit, 60-Cell Modules on High Tilt Kit w/6-Hole Base &7" Front Standoff........................145 Span Tables for Series 100 Tilt-Kit, 60-Cell Modules on High Tilt Kit w/Seam Clamp........................................................154 Span Tables for Series 100 Tilt-Kit, 60-Cell Modules on high Tilt Kit w/ MRB or CSB.........................................................163 Appendix A:ASCE 7-10 to ASCE 7-05 Wind Conversion .....................................................................................................172 Appendix B:Snow Load Conversion ...................................................................................................................................173 AppendixC: Structural Details............................................................................................................................................174 8150 Sierra College Boulevard, Suile 150 Roseville, CA 95661 9 16.961,3960 916.961.3965 v,/ww.pzse.com PZE structural ENGINEERS Flush-Mount System Geometry Limitations: Flush-Mounted PV modules are designed per the Components and Cladding provisions of ASCE 7. Flush-Mounted PV modules shall be oriented parallel to the plane of the roof surface, and shall be located between 2"to 10" clear from the surface of the roof to the PV module. The maximum cantilever length of the rail is L/3,where "L" is the maximum rail span after adjustments, provided there is at least 1 module length between maximum cantilevers. The modules shall be centered between the rails with consideration of industry standard tolerance. Installations utilizing the Tile Replacement or Tile Hook attachment devices are permitted to have panels offset from the centerline of the rails. Components and Cladding Roof Zones: The Edge Zones of the roof shall be determined based on the building's dimensions.The Edge Zone, "a", is the smaller of 10%of the least horizontal dimension, or 40%of the building height, and "a"shall not be taken as less than 3 feet(ASCE 7-10 figures 30.4-1&30.4-2). For buildings exceeding a least horizontal dimension of 60 feet,further analysis may be required to determine proper Edge Zones. Edge and Corner Zone spacings (Zone 2 &3, respectively) apply only to mounts located in those Zones, not to all the mounts supporting the module. For the 45-90 degree roof pitch range, mount spacings shall be determined utilizing roof zones 1, 2, &3. CORNER ZONE kr L/EDGE ZONE SEE DETAIL FOft 1 MOUNT LOCATION 'a"OR 3'-0"MIN•�-� 1 i �l / INTERIOR ZONE U // a ZEn / � Z 0 RIDGE o / ' INTERIO r• > r / \ ZONE , a� Z GABLE0 HIP INTERIOR ZONE(JLU v / t HATCHED AREA INDICATES"a"DISTANCE L WALL CORNER ZONE a=0.1 x(LHD)OR MINIMUM OF T-0" SEE DETAIL FOR KAni INT i n(ATU nN Figure 1: Roof Edge and Corner Zones 8150 Sierra College Bculevord, Su0e 150, Roseville Ca,95661 91&961.3960 9`6.961.3965 v✓w IN,pZSeC•em PZ8 ENGINEERS Attachment to Roof: The attached span tables include consideration of the attachment device capacity, based on UL 2703 load testing performed by SnapNrack. Tested load values are developed with 5/16" 0 lag screws with an effective embedment of 2- 1/2" into a Douglas Fir substrate,with a reference withdrawal (uplift or pullout) load capacity of 532 lb, and a reference shear(side or lateral) load capacity of 270 lb for resisting short-term wind or seismic loads. Reference values are the base values, before any adjustment is made per the NDS. Installations into alternate substrates or which use alternate fasteners shall be permitted; provided that the fastener has tested or code-derived allowable load capacities, and meets one of the following two criteria: A)The allowable load values for the alternate fastener shall meet or exceed the allowable values noted above for the 5/16" 0 lag screws in Douglas Fir; or B)the span length identified in the "span tables" shall be reduced according to the more restrictive of the following two formulas: Rail Span = Table Span Alternate Reference Withdrawl Capacity 532 lb Or Rail Span = Table Span Alternate Reference Shear Capacity 270 lb These formulas shall not be used to increase the allowable span beyond the spans listed in the span tables. Attachment Devices: The span tables have been grouped into 6 separate sets of attachment devices called "Bins",which are presented below. To use this table,find the attachment device to be used in the list below,then read across to determine which bin the attachment is in. The spans may then be determined from the table with the corresponding Bin number. Structural details for the system and attachments may be found in Appendix C. Note: Side load direction is parallel to rafter. Maximum Reaction Loads Attachment Device Name: Bin No. Down Up Side Standard Base Seam Clamp with L-Foot 1 235 235 212 Wide Base Seam Clamp with L-Foot Universal Tile Hook Flat Tile Hook 2 394 318 417 Hanger Bolt Clamp Flashed L-Foot(92 Deg) 3 1469 309 251 Tile Replacement 4 1333 445 93 All Purpose L-Foot (90 Deg) Umbrella Comp Kit Corrugated Straddle Block with L Foot Metal Roof Base with L-Foot 5 788 405 236 Metal Roof Base with 7in Standoff 5-1/2in Standoff on 4-Hole Base 7in HD Standoff on 6-Hole Base 5-1/2in, 7in, or 8-1/2"Standoff on 1-Hole Base 8-1/2in Standoff on 4-Hole Base 1 6 788 445 163 Table 1: Allowable load Capacities of SnapNrack Flush-Mount Attachment Devices, 8150 Sierra College Boulevard, Suile 150. Roseville,CA 95661 916.961.3960 916.961.3965 wvvvv,pzse.com PZE ENGTNfff2S Design Responsibility: These tables are intended to be used under the responsible charge of a registered design professional where required by the authority having jurisdiction. In all cases,these tables should be used under the direction of a design professional with sufficient structural engineering knowledge and experience to be able to: • Evaluate whether these tables are applicable to the project, and • Understand and determine the appropriate values for all input parameters of these tables. This letter certifies that the SnapNrack Series 100 Flush-Mount Racking System,when installed according to the limitations of this letter and the attached span tables, is in compliance with the above codes and loading criteria. This certification excludes evaluation of the building structure to support the loads imposed on the building by the array; including, but not limited to:strength and deflection of structural framing members,fastening and/or strength of roofing materials,and/or the effects of snow accumulation on the roof. This requires additional knowledge of the building and is outside the scope of the certification of this racking system. 8150 Sierra College Boulevard, Suile 150. Roseville, CA 95661 916 961.3960 916.961.3965 www.pzse,com ..4A33«;;33A=1 x«14=33-33a»R33«aiiAGiia«iiaa4la33-»R33aaiiaG33z«33aa33a3 xa«»R ��iiAa�Ra«iiaai�L� t«»«�S: Ai�RGaRR«iiaa:` LiR«»R=-««��A»«R"zi4aai�a� :a?A&Rapp#a»E7lz#pxaa�aR?a?aRAQa#Aaa�AxxaA#»2xaR:77ARR�lC#pxp»Lx:#AaAax^R aG»a;3aaiiaai3aai¢aAiiRc GRaxY^a33aaYzaa33aAi3s aa43aa33aa33=aiiaA33R: zz zzZ- aQ�aa� �� aR� R �Aa R�XAa AiaAA��R� �a ?iA-RpaA?7L::txAa2n SIG '�Ra�s» ^.ax2pisZz fiIa:9Taaa� ?��roaaa'c'a aAst;i3=xiiaaiaXaiiaa33aaaRSG�i=xiixa�axaiipa33RLaRaG33�kii�araxgiixa33�s � Aa3Caz^ Gaaa«CXRAaxA�:a"A»3GQX�xCa#a«�XRwaxa�w«;f0a7RAa�«»aAa�xttACaaaiXML m x8a?a?=1Z%IGai:?�RXaA„;AkxSG: 7��aXiF�'S::�RaaAn�R»x8G:x7xzxaRA3!?��XaA�»X Qa C O ~ aaR73s»a33Aa� aiiRaiia aR73�»g33Raa-=xiiR#33x�LMmN.sC=+ sxa#aA»a9GanaRx:i»z¢.'..aa.^x39aZiyAaA?xa:aa1XRt7.z�aA_3a�9»Ss^�:S'R73a:xN GRR7ax 43aAaA:i aR?#G«a sai�z9Yza`aRZeYFRt,xR»SGmXav7Y_n »BsaA:aa?aYRXaA?#xX#Ax;GRsSsaaS :t;7aAAai7Cm3aR:it 7ARa1 1R7n C RX:IGx7»9LtRxX=R`YFxBR»aGRmaSBn?7ma:R�X�»�X�=^!»».+^2ttZR.R':piRaaIApit?AaRaAaaaaax#aRG,xaaaaaa$G_77:::t RE:Ixpppai«Casiaax:a AazaryR2zi� xa9;»k sz»x A IIgAas I 9=14=2«G? I c s gxma ualu r7a9xii39L aa :LiiaAiiRa SA R_ _ ««AR»a9 _ __9x9azaiAAaa F a5t ; it A# a ?XiaXRaaR73aaxi3maaa :aixxRaaR:iaaai3a 7 :?6G'»::2Xaaaa»R7«a�a- ry?Za»«RZy«#XRa R7«asaa ?aaaxR:l�«aRRa»R7�AARa`za RYkYG =Il3A7S.x7R79a sFYIeY»Sa:34i".'.6SSayR38S axRYxYGAr:al3A7SZxyRaBs?71x b a aaYx-a.LaGAG�«xZaa9aiixL�RYxL;,aL GAF««x?aa9933xRGRYxLasA_CAGa«X:�a8zi3;« � � saa�x;a�M#aRaxa`aZaa9a^„X-CaY�x-4I-aGAG��asaa9G «xA3Y�x�avAaaL`XRx:aa9eaxxL o aaaR�aXStaRC7:�raLX9:7 �aaaRGaxAa"wa776N�YlX9?7:' GaaB9G::G�aalxm`?,::G t _7 RZRB»aR::aOA«ka:aa?X3= zRARSGG9zs2 L xalas?a�=GzXaR9aAR7GR^.»«Xa.aa:x�=G ZRRB.»R7aA7»p?alas?a'zZ��?sR8»�R?aA?az:aSaR7X«XGa 8�CR3S;xzaM?- 'Z98�CRaY?�Z91 §CR?S»xG7lGyR:�:GSGY:G:9 t- Q '^ asRma«s:aA?akxaGaayR;asxaaRaaaa:aa;xXaGGaa8AGz9xa»Rmaxx?Ra?aka^.GaaYAGasx axRm"Rx:Ral?Ll?S6 �aYRti«9xNxF5sX:aaZSt:SGGaAYRk�BxaxRffist�tx?RAZa7a'.�»a7Ak«9x —m !§kGa::YaXaxlLtl13GaaB?x7:yt&sGskYaaax.�ZR3MSaR?N7Zia:`caxffi�XnXlRaas'GaXSt!'M7? C N .� #aGR.XS:AA97a GaAR7L°'?X»a+R«xL:AAI:x»S:aAR7=°':X»aaR«kS:AA!?«z:GAas:Ra:X y '' AxSCRS:S::711:77SGAAStifRR:::xS?RL- �Gxl:59SGzaRQS:t:XXGaR1C:S ai9?y9SCA#9 ai 7'A:X o ^.�saoBGaxs`sas:axs�:sasa�e�ssYsan�e �i�s:xa$G.��:z:RsaaBGYsaaaasG: �+ Y a�� 6YAamaeR�?�aa?RRai3�CizGR:�:»SRRR�pasa�kaxR�RAx6aA?maRmxxyax??m»ARX=xG�sG�xaka$a93sORx«Aa3kxA.Sa?a�axsaxYx'=s«AataaxCazG::szXs9�?a8�?�mF'lsB=Ca�9Rlaa::^s»,:sL�xL�Rgia`s•a.S�aazffaAR��RR:nA«xyGaRmxx7?aS?m�G»sxxB�^;X-sxaRxk:C?ns3a�aC4Ra»�RpRxa7s«aSxYxxYB7vsRRmYR»�zxaz:X�«a^6:sxs�9s?:og+Yaa$7^?:y?.kt'a&��8�aE=RRt3�w;�G?=»GA?>=:&xZaiRR�nRaSL„KaxFIT x7SmxxSGRaZs!lmxx cA o ? Ln ^s�^»�pza9C»A8a =j!:% G aBbmt � im !2211 c:mSxk� 3oH3ffioxX#xaAO8a«a�G7RaY8RYG8YYARRm»Ra�»xa« 9G.^ss szR�>aa�aa?yxsG�cspYxasGYx�9a�xsa??�xssasrs�sxasaaaF?=�x�a??az$axssi:as„: ;� ^ ��A"aa$s'^.asAR�==aaaBRRRaaB��a§�3aaAR8-��oaBa�a�asa��s�soaaARsa'a;aaBR�R�r m g 8 9 S g g g g b g 8 g g e 3 9 g g 8 U 9 a g g g g g V y g 9 g b g 8 g P g 8 g g g D 9 9 g 9 3 bti�.bb�.«:bl.«7b�`«?bR�.L.bti«bLl.«; l.«'+fib/.«�L1.«?btii.�.ylbti« bti�'.bti �� a a PZH structural ENGINEERS Appendix A: ASCE 7-10 to ASCE 7-05 Wind Conversion This appendix may be used for the Flush-Mounted System. The appendix is applicable for converting between the 7-10 and 7-05 editions of the International Building Codes. The span spacing tables were compiled with LRFD wind speeds(ASCE 7-10) the velocity equivalence table below adjusts the 7-10(Ultimate)wind speeds to the appropriate 7-05 (Service)wind speeds. Velocity Equivalence Code Reference ASCE 7-10 ASCE 7-05 V,,,, (mph) V3-sec(mph) 110 85 115 89 120 93 130 101 140 108 150 116 160 124 170 132 180 139 190 147 Table A:ASCE 7-05/ASCE 7-10 Wind Speed Conversion Table Note:Wind speeds for roof-mounted solar photovoltaic installations assume Risk Category II 8150 Sierra College Boulevard,Suite 150, Roseville, CA 9566) 916.961.3960 916,961.3965 vA,,/w.pzse.com PZ8 s Lructura I ENGINEERS Appendix B: Snow Load Conversion This appendix is applicable for Authorities Having Jurisdiction (AHJ's)with non-reducible snow loads for roof pitches under 45 degrees and roof pitches between 45 and 90 degrees. Span tables were compiled utilizing ground snow load, which is reduced to flat roof snow for pitches under 45 degrees, and to sloped roof snow for roof pitches between 45 and 90. For AHJ's specifying minimum roof snow loads or non- reducible ground snow loads,the user shall convert the specified snow load to the equivalent ground snow load in the Snow Load Conversion Table below to utilize the SnapNrack Series 100 Flush-Mount Span Table(s). Snow Load Conversion Table Equivalent Ground Snow Load (psf) Specified for use in Span Table(s) Minimum Roof Snow Load (psf) Roof Pitch: Roof Pitch: 0° <_0<45' 45°50590° 10 20 20 J 20 25 40 25 35 60 30 40 60 35 50 80 40 60 90 50 70 100 60 80 110 70 90 120 80 100 NA 90 120 NA 100 NA NA 110 NA NA 120 NA NA Table B: Conversion Table for Minimum Specified and/or Non-Reducible Snow Loads Note: Calculated Snow Loads for roof-mounted solar photovoltaic installations assume Risk Category II. Example Conversion Step 1 Step 2 1 Given(s): AHJ requires minimum 30 psf roof snow load. _I Existing roof pitch is 6 in 12 =27' 25 3S 60 30 (40), 60 Step 1) Locate specified roof snow load in column 1 (30 psf). Step 2) Determine which Roof Pitch column applies. Column 2 3S 50 I 80 applies for the given condition. Step 3 Step 3) Select 40 psf from column 2 as the equivalent ground snow load for use in the Span Table(s). 8150 Sierra College Boulevard, Suite 150, Roseville, CA 95661 916.961,396C 916.961.3965 www.pzse.corr PZ2 ENGINEERS Appendix C: Structural Details The following structural details are included in this appendix: Number: Description: Revision: Date: S100-DO1 UMBRELLA MOUNT LEVELING A 11/28/2017 S100-D02 TILE REPLACEMENT OVERVIEW A 11/28/2017 S100-D03 OVERVIEW, ON FLASHED L-FEET G 11/28/2017 S100-D04 OVERVIEW, ON STANDOFFS G 11/28/2017 S100-D05 ASSEMBLY DETAILS UEC G 11/28/2017 S100-D06 SPLICE DETAIL G 11/28/2017 S100-D07 TYPICAL LAYOUT G 11/28/2017 S100-D08 RAIL LEVELING G 11/28/2017 S100-D09 RAIL LEVELING HD STANDOFF G 11/28/2017 S100-D10 FLASHING DETAIL,STANDOFF WITH FLAT TILE G 11/28/2017 S100-D11 FLASHING DETAIL,STANDOFF ON S-TILE ROOF G 11/28/2017 S100-D12 10 DEG TILT KIT WITH 5 1-21N AND 101N STANDOFFS H 3/7/2018 S100-D13 20 DEG TILT KIT WITH 71N AND 181N HD STANDOFFS B 3/7/2018 S100-D14 10-30 DEG VARIABLE TILT WITH STANDOFFS H 3/7/2018 5100-D15 10-30 DEG VARIABLE TILT WITH L-FEET H 3/7/2018 S100-D16 10-30 DEG VARIABLE TILT WITH SEAM CLAMPS H 3/7/2018 PEN-D01 UMBRELLA MOUNT A 11/28/2017 PEN-D02 TILE REPLACEMENT INSTALLATION A 11/28/2017 PEN-D03 FLASHED L FOOT TO RAFTER G 11/28/2017 PEN-D04 STANDOFF TO RAFTER G 11/28/2017 PEN-D05 STANDOFF TO PURLIN G 11/28/2017 PEN-D06 SEAM CLAMP G 11/28/2017 PEN-D07 CORRUGATED ROOF BLOCK G 11/28/2017 PEN-D08 L HANGER BOLT G 11/28/2017 PEN-D09 STANDOFF TO JOIST G 11/28/2017 PEN-D10 HD STANDOFF G 11/28/2017 PEN-D11 METAL ROOF BASE TO RAFTER G 11/28/2017 PEN-D12 METAL ROOF BASE TO PURLIN G 11/28/2017 PEN-D13 METAL ROOF BASE WITH STANDOFF TO RAFTER G 11/28/2017 PEN-D14 METAL ROOF BASE WITH STANDOFF TO PURLIN G 11/28/2017 PEN-D15 TILE HOOK WITH FLAT TILE G 11/28/2017 PEN-D16 S-TILE HOOK G 11/28/2017 Table C: List of Structural Details for the Series 100 Racking System 8150 Sierra College Boulevard,Suile 150, Rosev`!le, CA 95661 9 16.96 1.3960 91,6.96 1.3965 JN.`w.pzse,com � § /(7 & § §} 20 §� z03 (§k § \ \ / ( ) ( § ) )% 8 \§ Lo \ )f [ \) ) � r ®Gco . ( q% 2§ §§ §§ k u § § � \z » §e \\ 2 }( k / q( \( _zo / @ / / ( ) /§ G§ //\ §j p( § ! § � 9 j� [ \k gz6/§ j) 0 )§ ! ! § ) /w$ �a /§§ § e \ � o, )) WH !44 § z \ \ ( /� � o / §\] j\\ } \ \ G § 3 j }\ : �} ) / o - - j ƒ @ ! (,g ! ! \ \ \ }} \ 0o. }k \ o . ; \ .15 , u} \ ] � . \ , O- � , � � § §� 3 § � 1 A k / § .. _ E � �k §I� q 2#@` o § z§2§9 a x CD � (A ^� ? 2 a a 7 /) k k $o 22 . § � e ry§ 2 c \ add : did & .. e uj ! # esg | | \ad § Zk §)9 u. &§ § 32FE | § ) �� wM , § �k � �)Q d § ]§ 2 §�§ & §� § �� in #22 �§ a. §]a § o k )k) 2 § Notes: Exterior/Interior DC Conduit Runs to be labeled as: E Division St "Photovoltaic Conductors" Main Disconnect to be Identified as: 95' "Photovoltaic Power Source" r �I Prime Consultants Inc. T dba. Western Solar Inc. Design meets requirements of: 4041 Home Rd Ste A WAC 51-54A-0605 Bellingham, WA 98226 Section 605.11.1.1, 605.11.1.2 LIC#: WESTES*910J0 System installed on detached non-dwelling accessory structure. Project Manager: Ridge and hip setbacks not required. RESIDENCE Eric Blatz _ 4041 Home Rd Ste A Bellingham, WA 98226 Tel: 360-224-9839 _I � L Installing Electrician: Prime Consultants Inc. dba. Western Solar Inc. 4041 Home Rd Ste A Bellingham, WA 98226 LIC#: WESTES*872DD Client Name: Beth &Greg Husted a SnoPUD Utility Meter located 504 East Division St Von south exter or of residence Arlington, WA 98223 C iPV System Disconnect Project Size: LL located on north exterior 10.85 kW PV System Parcel #00411500101900 Z 25' of detache garage Existing Roof SFR: — 1,459 sf Sales/Designer: Josh Miller Proposed PV Solar Array: 626.15 sf DET. GARAGE Issue Date: 8/14/19 N - Site Plan 7rW E I N - 22' FM S -- - - +*499, RESIDENTIAL MISCELLANEOUS { ' PERMIT APPLICATION Department of Community& Economic Development City of Arlington • 18204 59th Ave NE •Arlington,WA 98223 • Phone(360)403-3551 THIS APPLICATION IS TO BE USED WHEN APPLYING FOR INTERIOR ALTERATIONS, FENCES, RETAINING WALLS, STORAGE TANKS, PLAYGROUND EQUIPMENT, POOLS, HOT TUBS, ETC. Project Address:504 East Division ST, Arlington, WA 98223 Project Description: Install Solar PV System 10.85kW Valuation: $5,425 Owner:Greg Husted Address: 504 East Division ST City:Arlington State: WA Zip Code: 98223 Phone: 360-651-0482 Email: gbhusted@yahoo.com Contractor Name-Western Solar Inc. Address: 4041 Home Rd., Suite A City:gellingham State: WA Zip Code: 98225 Phone-360-746-0859 Email: Cheryl@westernsolarinc.com License Number:CC WESTES*910JO Expiration Date: 4/25/2020 l hereby certify that the above information is correct and that the construction. installation for the above mentioned property will be in accordance with the applicable laws of the City of Arlington and the State of Washington. Lo "29"dg" 9e53153tle336bb31 ss� 08/21/2019 Applicants Signature Date Cheryl Beadle Print Applicants Name FOR STAFF USE ONLY Permit 4 Accepted By Amount Received Receipt# Date Received Pg. 1 of 3 BRADLEY ENGINEERING, INC. ---------------------------------------------------------------------- 811 Yew St. Bellingham, WA 98229 Ph.360-752-5795 WWW.BradlevEngineeringlnc.com September 5th, 2019 City of Arlington 238 N. Olympic Avenue Arlington, WA Re: Structural Inspection & Approval of Detached Garage for Solar Panels Greg and Beth Husted 504 E. Division St. Arlington, WA Dear City of Arlington, I, Stephen Blasco, performed a first-hand structural inspection of the subject structure on Wednesday September 4th, 2019. The proposed solar panels will add an additional 2.38 psf to the roof dead load which is generally considered to be a negligible amount of weight within the structural engineering context. The subject roof is constructed of 2x6 site-built trusses consisting of a double 2x6 bottom chord and 2x6 bracing. These handmade 2x6 trusses are in great condition and show no degradation or compromise. They have held up for the past 60 years and show little or no deflection and sagging. See figures 2 and 3 for reference. The proposed solar panels are to be installed with the SnapnRack system which allows for 6' max rail attachment for this system, snow load of 25 psf, and wind speeds up to 85 mph. Western Solar will be installing the rail system with connections at 4' spans. This added safety factor is for well over 110 mph wind speed requirements for this region. See figure 1 for details. Bradley Engineering sees no issue with the addition of the proposed solar panels. No structural modifications or alterations are required for the installation of the solar panels. C. BR F� �F WAS// �< *4 9/5/19 9/5/19 `Stephen Blasco, EIT �0 3, 4 �� v David Bradley, P.E. �-SS1O N A I RENG\? O Pg. 2 of 3 Figure 1 : Series 100 SnapNrack- Rail Spans per ASCE 7-115 Loads I Mounting Systems Tilt Angle 0 to 19 degrees Mean Itoof Height 0 to 30 ft Rail Spans Based on Load Combinations for ASCE 7-05 Chapter 2 Load Combinations 3,5,6,7 and Lag Bolt Tension\:lm s Tilt Angle 0 to 19 Degrees Wind Load "s 90 95 100 105 110 115 120 125 130 05 140 145 150 15.4 17.3 19.2 21.3 23.5 25.8 28.2 30.7 33.3 36.0 38.9 41.8 44-s 48.0 MAX P, -106 -11.9 -13.3 -14,7 -16.2 -179 -19.5 -21.2 -23.0 -24.9 -26.8 -28.8 -30.9 -33.1 SPAN USED SPAN 0 u 8 r, 1, (> 4 4 4 4 4 BY WESTERN 1 .- s 8 n 1, r n 6 4 4 4 4 4 SOLAR c _a 20 15 , 6 a 6 6 4 4 4 4 30 6 6 6 6 6 6 4 4 4 4 3 40 +1 4 4 4 4 1 4 4 4 4 4 4 4 4 4 ti 50 34 4 4 4 4 4 4 4 4 4 4 4 4 4 60 46 4 4 4 4 4 4 4 4 4 4 4 4 4 4 70 i-i 4 4 4 4 4 4 4 4 4 4 4 4 4 4 80 "2 4 4 4 4 4 4 4 4 4 4 4 4 4 4 tar 77 , , 2 2 2 2 , 120 92 _ -' _' _ Pg. 3 of 3 9s� s �\ J Figure 2: Fi ure 3 : BRADLEY ENGINEERING, INC. 811 YEW ST. BELLINGHAM, WA 98229 US (360) 752-5795 bradleyengineering@comcast.net http://bradleyengineeringinc.com/ BILL TO INVOICE 7193 Western Solar 4041 Home Rd. Ste A DATE 0• - on - . DESCRIPTION • 090519a SITE INSPECTION ON SEPT. 4TH AND STRUCTURAL 700.00 EVALUATION AND APPROVAL OF SOLAR PANELS FOR 504 E. DIVISION ST., ARLINGTON, WA TOTAL11 11 Thank you for your business! Payment is due on completion of engineering. There will be a 1 .5% interest charge per month on invoices over 10 days old. Please make checks payable to Bradley Engineering, Inc. PLEASE INCLUDE your INVOICE NUMBER on your check. * There is no Washington sales tax on engineering services. Permit#: 2774 Permit Date: 09/10/19 Permit Type: SOLAR INSTALLATION Project Name: Husted Solar Applicant Name: Western Solar Inc Applicant Address: 4041 Home Rd. Suite A Applicant, City, State, Zip: Bellingham,WA 98225 Contact: Cheryl Beadle Phone: 360-746-0859 Email: cheryl@westernsolarinc.com Scope of Work: Install Solar PV System Valuation: 5425.00 Square Feet: 0 Number of Stories: 0 Construction Type: Occupancy Group: ID Code: Permit Issued: 09/17/2019 Permit Expires: Form Permit Type: Status: COMPLETE Assigned To: Raelynn Jones Property Parcel# Address Legal Description Owner Name Owner Phone Zoning CLUMS 1 ST ADD TO 00411500101900 504 DIVISION ST ARLINGTON BLK 001 D- Husted,Gregory& I I I Single Family 00-ALL LOTS 19-20-21- Beth Residence-Detached 22-A Contractors Contractor Primary Contact Phone Address Contractor Type License License# Western Solar,Inc. 4041 Home Road, CONSTRUCTION L&I WESTES*872DD #A CONTRACTOR Inspections Date Inspection Type Description Scheduled Date Completed Date Inspector Status R00.SOLAR 10/03/2019 INSTALLATION Final inspection on solar 10/03/2019 BUILDING Completed FINAL panel installation Plan Reviews Date Review Type Description Assigned To Review Status 09/10/2019 Misc BUILDING Fees Fee Description Notes Amount Mechanical Base Permit Fee $25.00 Mechanical Commercial Plan Review Table 4-1 $200.00 Processing/Technology $25.00 Credit Card Service $7.50 Total $257.50 Attached Letters Date Letter Description 09/10/2019 Building Permit Payments Date Paid By Description Payment Type Accepted By Amount 09/17/2019 Cheryl Beadle 77082919 $250.00 09/17/2019 77082919 CC Surcharge Raelynn Jones $7.50 Outstanding Balance $0.00 Uploaded Files Date File Name 01/06/2020 6054074-2774 10-3-2019 IC.pdf 09/18/2019 5623175-Western Solar signed permit#2774.pdf 09/13/2019 5603950-SnanNrack 0-30'Roof 2019 Packet.pdf 09/10/2019 5587689-504 attachments C015031000017653054 cL2hL3aRIKKE4uR1zD8p Husted+-+Site+Plan.pdf 09/10/2019 5587690-504 Residential Miscellaneous 1KWsCuJOU85EID.pdf 09/10/2019 5587691-HUSTED STRUCTURAL APPROVAL OF SOLAR PANELS-signed(1).pdf 09/10/2019 5587692-INVOICE(3),pdf PZ structural ENGINEERS April 11,2018 SnapNrack 775 Fiero Lane,Ste.200 San Luis Obispo,CA 93401 TEL:(877)732-2860 Attn.:SnapNrack-Engineering Department Re:Report#2017-00240-C.04—SnapNrack Series 100 Solar Photovoltaic Racking System with 6005-T5 Rail Subject:Engineering Certification for the State of Washington PZSE,Inc.—Structural Engineers has provided engineering and span tables for the SnapNrack Series 100 Racking System w/ 6005-T5 Rail,as presented in PZSE Report#2017-00240-C.04,"Engineering Certification and Span Tables for the SnapNrack Series 100 Solar Photovoltaic Racking System with 6005-T5 Rail". All information,data,and analysis therein are based on, and comply with,the following building codes and typical specifications: Building Codes: 1. ASCE/SEI 7-10, Minimum Design Loads for Buildings and Other Structures,by American Society of Civil Engineers 2. Washington State Building Code,by Washington State Building Code Council 3. 2015 International Residential Code,by International Code Council,Inc. 4. AC428,Acceptance Criteria for Modular Framing Systems Used to Support Photovoltaic (PV)Panels,November 1,2012 by ICC-ES 5. Aluminum Design Manual 2015,by The Aluminum Association,Inc. 6. ANSI/AWC NDS-2015,National Design Specification for Wood Construction,by the American Wood Council Design Criteria: Risk Category II Seismic Design Category=A-E Basic Wind Speed(ultimate)per ASCE 7-10=110 mph to 190 mph Ground Snow Load=0 to 120(psf) This letter certifies that the loading criteria and design basis for the DIGITALLY SIGNED SnapNrack Series 100 Racking System w/6005-T5 Rail Span Tables are K• Zq C in compliance with the above codes. P .e If you have any questions on the above,do not hesitate to call. / k,C l•l µ�' t... Prepared by: PZSE,Inc.—Structural Engineers EXPIRES Otl/02/2019 Roseville,CA 8150 Sierra College Boulevard,Suite 150, Roseville.CA 95661 916.961.3960 916.961.3965 - www.pzse.com structural ENGINEERS April 11,2018 SnapNrack 775 Fiero Lane,Ste. 200 San Luis Obispo, CA 93401 TEL: (877) 732-2860 Attn.: SnapNrack-Engineering Department Subject: Report#2017-00240-C.04—Engineering Certification and Span Tables for the SnapNrack Series 100 Solar Photovoltaic Racking System with 6005-T56 Rail PZSE, Inc.—Structural Engineers has reviewed and analyzed the SnapNrack Series 100 Racking System,a proprietary mounting system constructed from modular parts,which is intended for rooftop installation of solar photovoltaic(PV) panels; and has provided the attached span tables. This review included the complete system including the 6005-T56 aluminum rail, attachment devices, splice elements, and PV Panels. All information, data,and analysis contained within are based on, and comply with,the following building codes and typical specifications: Building Codes: 1. ASCE/SEI 7-10, Minimum Design Loads for Buildings and Other Structures, by American Society of Civil Engineers 2. 2015 International Building Code, by International Code Council, Inc. 3. 2015 International Residential Code, by International Code Council, Inc. 4. AC428,Acceptance Criteria for Modular Framing Systems Used to Support Photovoltaic(PV) Panels, November 1, 2012 by ICC-ES 5. Aluminum Design Manual 2015, by The Aluminum Association, Inc. 6. ANSI/AWC NDS-2015, National Design Specification for Wood Construction, by the American Wood Council Design Criteria: Risk Category II;Seismic Design Category=A-E Wind Loads: Basic Wind Speed (ultimate) per ASCE 7-10= 110 mph to 190 mph. Includes roof pitches from 0°to 90°, up to 60 feet mean roof height,and exposure categories B, C, & D. Parapets, roof overhangs, and topographic wind speed adjustment have not been considered. See Appendix A for conversion to Service-level wind speeds per ASCE 7-05. Snow Loads: Ground Snow Load=0 to 120(psf). Spans are based on the sloped roof snow load (Ps)corresponding to each ground snow load. See Appendix B to adjust span tables for non-reducible snow loads. PV Modules: All solar PV modules with metal frames. Modules up to 5'-6" long(66 inches long) are referred to as "60-Cell", and modules up to 6'-6" long(78 inches long) are referred to as"72-Cell". Length is measured perpendicular to the rail, regardless of panel orientation. If you have any questions, do not hesitate to call. Prepared by: PZSE, Inc.—Structural Engineers Roseville, CA 8150 Sierra College Boulevard,Suite 150, Roseville,CA 95661 916.961.3960 916.961.3965 www.pzse.com structural ENGINEERS Table of Contents Item ....................................................................................................................................................Page# Description and Limitations of the Series 100 Flush-Mount System......................................................................................3 Span Tables for Series 100 Flush-Mount, 60-Cell Modules with Attachment Bin 1...............................................................6 Span Tables for Series 100 Flush-Mount, 60-Cell Modules with Attachment Bin 2.............................................................12 Span Tables for Series 100 Flush-Mount, 60-Cell Modules with Attachment Bin 3.............................................................18 Span Tables for Series 100 Flush-Mount, 60-Cell Modules with Attachment Bin 4.............................................................24 Span Tables for Series 100 Flush-Mount, 60-Cell Modules with Attachment Bin 5.............................................................30 Span Tables for Series 100 Flush-Mount, 60-Cell Modules with Attachment Bin 6.............................................................36 Span Tables for Series 100 Flush-Mount, 72-Cell Modules with Attachment Bin 1.............................................................42 Span Tables for Series 100 Flush-Mount,72-Cell Modules with Attachment Bin 2.............................................................48 Span Tables for Series 100 Flush-Mount, 72-Cell Modules with Attachment Bin 3.............................................................54 Span Tables for Series 100 Flush-Mount, 72-Cell Modules with Attachment Bin 4.............................................................60 Span Tables for Series 100 Flush-Mount, 72-Cell Modules with Attachment Bin S.............................................................66 Span Tables for Series 100 Flush-Mount,72-Cell Modules with Attachment Bin 6.............................................................72 Description and Limitations of the Series 100 Tilt-Kit System..............................................................................................78 Span Tables for Series 100 Tilt-Kit, 60-Cell Modules on Low Tilt Kit w/1-Hole Base&5Y2" Front Standoff........................80 Span Tables for Series 100 Tilt-Kit, 60-Cell Modules on Medium Tilt Kit w/6-Hole Base &7" Front Standoff....................92 Span Tables for Series 100 Tilt-Kit, 60-Cell Modules on High Tilt Kit w/6-Hole Base&7" Front Standoff..........................99 Span Tables for Series 100 Tilt-Kit, 60-Cell Modules on High Tilt Kit w/Seam Clamp........................................................108 Span Tables for Series 100 Tilt-Kit, 60-Cell Modules on high Tilt Kit w/MRB or CSB.........................................................117 Span Tables for Series 100 Tilt-Kit, 72-Cell Modules on Low Tilt Kit w/1-Hole Base&5%" Front Standoff......................126 Span Tables for Series 100 Tilt-Kit, 72-Cell Modules on Medium Tilt Kit w/6-Hole Base &7" Front Standoff..................138 Span Tables for Series 100 Tilt-Kit, 60-Cell Modules on High Tilt Kit w/6-Hole Base&7" Front Standoff........................145 Span Tables for Series 100 Tilt-Kit, 60-Cell Modules on High Tilt Kit w/Seam Clamp........................................................154 Span Tables for Series 100 Tilt-Kit, 60-Cell Modules on high Tilt Kit w/MIRE,or CSB.........................................................163 Appendix A:ASCE 7-10 to ASCE 7-05 Wind Conversion .....................................................................................................172 Appendix B:Snow Load Conversion ...................................................................................................................................173 AppendixC: Structural Details............................................................................................................................................174 8150 Sierra College Boulevard,Suite 150, Roseville,CA 95661 916.961.3960 F 916.961.3965 w www.pzse.com Experience I Integrity I Empowerment structural ENGINEERS Flush-Mount System Geometry Limitations: Flush-Mounted PV modules are designed per the Components and Cladding provisions of ASCE 7. Flush-Mounted PV modules shall be oriented parallel to the plane of the roof surface, and shall be located between 2"to 10"clear from the surface of the roof to the PV module. The maximum cantilever length of the rail is L/3,where "L" is the maximum rail span after adjustments, provided there is at least 1 module length between maximum cantilevers. The modules shall be centered between the rails with consideration of industry standard tolerance. Installations utilizing the Tile Replacement or Tile Hook attachment devices are permitted to have panels offset from the centerline of the rails. Components and Cladding Roof Zones: The Edge Zones of the roof shall be determined based on the building's dimensions.The Edge Zone, "a", is the smaller of 10%of the least horizontal dimension, or 40%of the building height, and "a"shall not be taken as less than 3 feet(ASCE 7-10 figures 30.4-1 &30.4-2). For buildings exceeding a least horizontal dimension of 60 feet,further analysis may be required to determine proper Edge Zones. Edge and Corner Zone spacings (Zone 2&3, respectively) apply only to mounts located in those Zones, not to all the mounts supporting the module. For the 45-90 degree roof pitch range, mount spacings shall be determined utilizing roof zones 1, 2, &3. CORNER ZONE 3 EDGE ZONE 2 SEE DETAIL FOR MOUNT LOCATION "a"OR 3'-0"MIN oo 4 o z INTERIOR ZONE V O z Q m O ih to � z O w 0 RIDGE o INTERIOR .a, ZONE 0 m Z GABLE _N d' O HIP INTERIOR ZONE w �-15 .0 HATCHED AREA INDICATES"a"DISTANCE WALL CORNER ZONE a=0.1 x(LHD)OR MINIMUM OF T-0' SEE DETAIL FOR MOI INT LOCATION Figure 1: Roof Edge and Corner Zones 8150 Sierro College Boulevard,Suite 150, Roseville, CA 95661 916.961.3960 916.961.3965 www.pzse.com structural ENGINEERS Attachment to Roof: The attached span tables include consideration of the attachment device capacity, based on UL 2703 load testing performed by SnapNrack. Tested load values are developed with 5/16" 0 lag screws with an effective embedment of 2- 1/2" into a Douglas Fir substrate,with a reference withdrawal (uplift or pullout) load capacity of 532 lb, and a reference shear(side or lateral) load capacity of 270 lb for resisting short-term wind or seismic loads. Reference values are the base values, before any adjustment is made per the NDS. Installations into alternate substrates or which use alternate fasteners shall be permitted; provided that the fastener has tested or code-derived allowable load capacities, and meets one of the following two criteria: A)The allowable load values for the alternate fastener shall meet or exceed the allowable values noted above for the 5/16" 0 lag screws in Douglas Fir; or B)the span length identified in the "span tables"shall be reduced according to the more restrictive of the following two formulas: Rail Span = Table Span Alternate Reference Withdrawl Capacity 532 lb Or Rail Span = Table Span Alternate Reference Shear Capacity 270 lb These formulas shall not be used to increase the allowable span beyond the spans listed in the span tables. Attachment Devices: The span tables have been grouped into 6 separate sets of attachment devices called 'Bins",which are presented below. To use this table,find the attachment device to be used in the list below,then read across to determine which bin the attachment is in. The spans may then be determined from the table with the corresponding Bin number. Structural details for the system and attachments may be found in Appendix C. Note:Side load direction is parallel to rafter. Maximum Reaction Loads Attachment Device Name: Bin No. Down Up Side Standard Base Seam Clamp with L-Foot 1 235 235 212 Wide Base Seam Clamp with L-Foot Universal Tile Hook Flat Tile Hook 2 394 318 417 Hanger Bolt Clamp Flashed L-Foot(92 Deg) 3 1469 309 251 Tile Replacement 4 1333 445 93 All Purpose L-Foot(90 Deg) Umbrella Comp Kit Corrugated Straddle Block with L Foot Metal Roof Base with L-Foot 5 788 405 236 Metal Roof Base with 7in Standoff 5-1/2in Standoff on 4-Hole Base 7in HD Standoff on 6-Hole Base 5-1/2in, 7in, or 8-1/2"Standoff on 1-Hole Base 8-1/2in Standoff on 4-Hole Base 6 788 445 163 Table 1: Allowable load Capacities of SnapNrack Flush-Mount Attachment Devices. 8150 Sierra College Boulevard,Suite 150, Roseville,CA 95661 916.961.3960 916.961.3965 www.pzse.com structural ENGINEERS Design Responsibility: These tables are intended to be used under the responsible charge of a registered design professional where required by the authority having jurisdiction. In all cases,these tables should be used under the direction of a design professional with sufficient structural engineering knowledge and experience to be able to: • Evaluate whether these tables are applicable to the project, and • Understand and determine the appropriate values for all input parameters of these tables. This letter certifies that the SnapNrack Series 100 Flush-Mount Racking System,when installed according to the limitations of this letter and the attached span tables, is in compliance with the above codes and loading criteria. This certification excludes evaluation of the building structure to support the loads imposed on the building by the array; including, but not limited to:strength and deflection of structural framing members,fastening and/or strength of roofing materials,and/or the effects of snow accumulation on the roof. This requires additional knowledge of the building and is outside the scope of the certification of this racking system. 8150 Sierra College Boulevard,Suite 150, Roseville,CA 95661 916.961.3960 916.961.3965 www.pzse.com x M`�Z N n 2 2 n n Z<2 N w Z 2 m Z 2 «`:A K A A.g w 2 2 x-1 VIEW `x A n W' rv��n A A�A^N O«' n Z Z R^`` Will '` ry 4y N e7.ai- 'n A w SAee n��-n wr�m` '`r�v�N 'ne4i�m megn a7�:1Cnw4e9M-legn Y^'��'«1�M1IZe�i saa�AATsA�saAs mA�xaAA�asnamAA�RA��As mAA�aAA� Ra�AAT��A� "AAA„�AA� a'ssaW s_«Ma. «ps« er1 YSA .A.R. .«^n MMA«r ------ RAM...YJ... CJ C O N, $1° t,xQA=°MgA�««� T$SiAi'r7i`z'e° �„4^`z:?T4Si�i•°+"d� -MA'fS'�l' AA° N S n5i7r m«a«�» Ms„2#�' 1SW gOill 0 MR 111� c ........ 9s sN' '��' eseMssMSm 'as;:xT e$.....s MSMMss axaM" 0 N .-1 T�isxm39° mAA"�AA« M$Si^n9 mAAmp Ae� MA`zM 111yuAR `\ c xz�s �;eMMxsA'ma«�M° xxs TeMM�s^ «a«sM ^s��„ me�MM�A ms«m ,_ N v o�S «AAM«AAR .1 1 1A 1 M `MIi SSE«Aim n �,mjxjjEg:: ,a,S1 zS MnAA� '1S^„S°nSM AR AR`„M«R' �3N��RSM„�M�m nM«R eve: ........ m L V E ReIC�M :3$S1 'ryR39^ MA�e��N :a:am";�yStSS' O a t0 c « c RR3A AMM m+°$$^+AAM A� SN_:7M °�$�AAM RffiG_A5°t �9<sasnAA t 3 4^f'Sn.^.S:^.97« i M'^^nSnf.9a ° vk «_9Ne«°ten$Mn. 2^iS �R:^°7vm«»NvA°i?ni :�A v' gSkS,^., v.5«et"n o��Ra^M nv''^(`3niR9v.99/itRAe'<.9x^e.'RM` '�^I:SA.;R:.9.9i vEWi <x�OP352 3AAM A.:-' a p m�RGpMM:�RyA" A��M �SMA�R� :�Ro�ry °:�aA_mSM ^�t3rMA>AaQ�M AA��t:MSM � A�k$mAM:xF1:Sie'.'� m�M'«SMA�'R$'�x:SAe�o A mel",r' Ax��"sM<sAe�o eAMfi�Ri««SM — x��Ms MM�MxssMsNiss:Ma'aM�a ssMa�:MbMs�ass: QaasaMss„„�.�oMsaaxs: ' z p $E8 ..........�r8�6;, �31e$8A m�M6$e�MsA:B�S mR3e�3A a3MGffiex�sA 0 +a�A° 3M�S `MS eR1SM R $ ` ee>n�eoSS��S7�A °RN :S�Aa oMMS��feN m�A �ttnem ^^.S C H a`�i 6i �SgaQ :MsM��s3:3xxM eQM.^j oil meS:SS-" e�B�::R" N�msS7�5t�� s�MMm'M��as�sW�s��sM MB�s�mMMMMsa>;aS"BM�Ms;ss�'Ms�.aMMMMMMMes�ss�e�:aa� C a:K mama Px�a�sxxTex��«s� 9Mk�o �Se7Ai$^xMEmsrsM �sae:Ma$MxMas�xrsN M�3e w3eRsalooms,e io gwW O mxRRg^`a2m8i;RR$eg �$am�xRRg^ aAaBi �£de8Sm a$a mxRR§� aSdaS��ie$ z - « $�.rdaaam:��„ 01, 1US2233 e� O0 8 g 8 g 8 8 E g o 9 8 g 9 8 8 e 3 E 3 g 3 8 8 g 9 E 8 g 8 8 8 e E E 8 g 8 9 3 g o0og9�,8 E g 8 8 8 g 8 E E E E 8 g oo0i.nego� g rr q m o u o 0 W� = G 8 m structural ENGINEERS Appendix A: ASCE 7-10 to ASCE 7-05 Wind Conversion This appendix may be used for the Flush-Mounted System. The appendix is applicable for converting between the 7-10 and 7-OS editions of the International Building Codes. The span spacing tables were compiled with LRFD wind speeds(ASCE 7-10) the velocity equivalence table below adjusts the 7-10(Ultimate)wind speeds to the appropriate 7-05 (Service)wind speeds. Velocity Equivalence Code Reference ASCE 7-10 ASCE 7-05 V,,it. (mph) V3-sec (mph) 110 85 115 89 120 93 130 101 140 108 150 116 160 124 170 132 180 139 190 147 Table A:ASCE 7-05/ASCE 7-10 Wind Speed Conversion Table Note:Wind speeds for roof-mounted solar photovoltaic installations assume Risk Category II 8150 Sierra College Boulevard,Suite 150, Roseville,CA 95661 916.961.3960 916.961.3965 www.pzse.com structural ENGINEERS Appendix B: Snow Load Conversion This appendix is applicable for Authorities Having Jurisdiction (AHJ's)with non-reducible snow loads for roof pitches under 45 degrees and roof pitches between 45 and 90 degrees. Span tables were compiled utilizing ground snow load, which is reduced to flat roof snow for pitches under 45 degrees, and to sloped roof snow for roof pitches between 45 and 90. For AHJ's specifying minimum roof snow loads or non- reducible ground snow loads,the user shall convert the specified snow load to the equivalent ground snow load in the Snow Load Conversion Table below to utilize the SnapNrack Series 100 Flush-Mount Span Table(s). Snow Load Conversion Table Equivalent Ground Snow Load (psf) Specified for use in Span Table(s) Minimum Roof Snow Load (psf) Roof Pitch: Roof Pitch: 0*50<45' 45°!50!590° 10 20 20 20 25 40 25 35 60 30 40 60 35 50 80 40 60 90 50 70 100 60 80 110 70 90 120 80 100 NA 90 120 NA 100 NA NA 110 NA NA 120 NA j NA Table B: Conversion Table for Minimum Specified and/or Non-Reducible Snow Loads Note: Calculated Snow Loads for roof-mounted solar photovoltaic installations assume Risk Category II. Example Conversion Step 1 Step 2 Given(s): AHJ requires minimum 30 psf roof snow load. Existing roof pitch is 6 in 12=27° 25 35 60 30 40 60 Step 1) Locate specified roof snow load in column 1 (30 psf). Step 2) Determine which Roof Pitch column applies. Column 2 35 50 80 applies for the given condition. Step 3 Step 3) Select 40 psf from column 2 as the equivalent ground snow load for use in the Span Table(s). 8150 Sierra College Boulevard,Suite 150, Roseville,CA 95661 - 916.961.3960 916.961.3965 www.pzse.com structural ENGINEERS Appendix C: Structural Details The following structural details are included in this appendix: Number: Description: Revision: Date: S100-DO1 UMBRELLA MOUNT LEVELING A 11/28/2017 S100-DO2 TILE REPLACEMENT OVERVIEW A 11/28/2017 S100-DO3 OVERVIEW, ON FLASHED L-FEET G 11/28/2017 S100-D04 OVERVIEW, ON STANDOFFS G 11/28/2017 S100-D05 ASSEMBLY DETAILS UEC G 11/28/2017 S100-D06 SPLICE DETAIL G 11/28/2017 S100-D07 TYPICAL LAYOUT G 11/28/2017 S100-D08 RAIL LEVELING G 11/28/2017 S100-D09 RAIL LEVELING HD STANDOFF G 11/28/2017 S100-DlO FLASHING DETAIL,STANDOFF WITH FLAT TILE G 11/28/2017 S100-D11 FLASHING DETAIL,STANDOFF ON S-TILE ROOF G 11/28/2017 S100-D12 10 DEG TILT KIT WITH 5 1-21N AND 101N STANDOFFS H 3/7/2018 S100-D13 20 DEG TILT KIT WITH 71N AND 181N HD STANDOFFS B 3/7/2018 S100-D14 10-30 DEG VARIABLE TILT WITH STANDOFFS H 3/7/2018 S100-D15 10-30 DEG VARIABLE TILT WITH L-FEET H 3/7/2018 S100-D16 10-30 DEG VARIABLE TILT WITH SEAM CLAMPS H 3/7/2018 PEN-D01 UMBRELLA MOUNT A 11/28/2017 PEN-D02 TILE REPLACEMENT INSTALLATION A 11/28/2017 PEN-D03 FLASHED L FOOT TO RAFTER G 11/28/2017 PEN-D04 STANDOFF TO RAFTER G 11/28/2017 PEN-D05 STANDOFF TO PURLIN G 11/28/2017 PEN-D06 SEAM CLAMP G 11/28/2017 PEN-D07 CORRUGATED ROOF BLOCK G 11/28/2017 PEN-D08 L HANGER BOLT G 11/28/2017 PEN-D09 STANDOFF TO JOIST G 11/28/2017 PEN-D10 HD STANDOFF G 11/28/2017 PEN-D11 METAL ROOF BASE TO RAFTER G 11/28/2017 PEN-D12 METAL ROOF BASE TO PURLIN G 11/28/2017 PEN-D13 METAL ROOF BASE WITH STANDOFF TO RAFTER G 11/28/2017 PEN-D14 METAL ROOF BASE WITH STANDOFF TO PURLIN G 11/28/2017 PEN-D15 TILE HOOK WITH FLAT TILE G 11/28/2017 PEN-D16 S-TILE HOOK G 11/28/2017 Table C: List of Structural Details for the Series 100 Racking System 8150 Sierra College Boulevard,Suite 150, Roseville,CA 95661 916.961.3960 916.961.3965 www.pzse.com _. % n I § HIHI �0 § )§§ z0 LA U § �cc LLU )§\ ( \ / § 22 \/ k / ° ) 2g / A\ b 2a 2 E§ / §\ z ZV, (( r ) �) R °u ( ± j § \ § Ln ; 0a [� » /a ® CN \ a = § m B § o §\ ( - § » 2 Gm le§ 2\ )\ .. /§ zo= 2) (( j k 9 �( a\ �)§ Z,§ � o �� \ \ 2kj\ )) [)e \� §� ) 2 SE®tn zz e0P g� : \ § \)\j �/ (0 §)\ k z \ \ ( / � � §( /\/ j\k j ƒ \z § \ / / )z $z , !, | & \ ! } ) 0z0 u Ui \zz ) \ " / ) 0 _ 2 ! � . x / j z �u \\ ) � \ a a\ £) � z z �\ � 2 � � §) � � § g § 3§ § »< c }[ ¥ / A \ » k m� [ ( gz 0 § ±�§3 § §E;) c !K}( 8 k»§§§ § k m_ < \ tn Q§ y / )2 « g) � \) \ % §ce In z )` E ± } u & ) k § ® e c £ \ Ind 0\ | „ � o k M:0 0- § z \ (2§ & & §| w \/ )n� / �| \§ \(� , || ) §� § /§ � ■ § §z \ \§[ e }[ \ �§§ § ce r W ) \\k < 0)( ) 2 z �a CITY OF ARLINGTON 238 N. OLYMPIC AVE-ARLINGTON,WA. 98223 PHONE;(360)403-3551 BUILDING PERMIT Address:504 E.Division St Permit#:2774 Parcel#:00411500101900 Valuation:5425.00 OWNER APPLICANT CONTRACTOR Name:Hosted,Gregory&Beth Name:Western Solar Inc Name:Western Solar,Inc. Address:531 l 71 st Avenue NE AddrL%s:4041 Ifome Rd.Suite A Address:4041 Home Read,#A City,State Zip:Marysville,WA 98270 City.State Zip:Bellingham,WA 98225 City,State Zip:Bellingham,WA 98226 Phone: Phone:360-746-0859 Phone: LIC: EXP: MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name:Western Solar,Inc Name: Address:4041 Home Rd.#A Address: City,State,Zip:Bellingham,WA 98226 City.State,Zip: Phone:360-746-0859 Phone: LIC#:WESTES•872DD EXP: 0 3/08 202 1 LIC#: t-.\l': JOB DESCRIPTION PERMIT TYPE: Misc CODE YEAR: STORIES: CONST.TYPE: DWELLING UNITS: OCC GROUP: BUILDINGS: OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY; NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION 1S NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HISIHER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC110/IRCI10. SALES TAX NOTICE:Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form and coded City of Arlington#31 v Signature PrintSlamc Date etc D Date zr CONDITIONS Adhere to approved plans. Call for inspections. THIS PERMIT AU'mowzEs ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Foe Amount 09/17/2019 Mechanical Permit Base Fee $25.00 09/17!2019 Mechanical Plan Review Fee $200.00 09/17r2019 Processing/Technology Fee $25.00 Total Due: $250.00 Total Payment: 50.0n Balance Due: $250.00 CALL FOR INSPECTIONS BUILDING(360)403-3417 When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon t ! I fir: � '� �' • �; ,:r't%! 1 ' ' tl • " • � t t tt• I� i • '(�� { o t i it •�� {. ,? f.i j is ' ' II i ' • ' , k i4. i� ! tire ' ' ; ;. :� R• J , 1i { - t i, I t i;at ot ., .. ... .. .. #. ...+ i. .� ` ./ Ali . t ._... .. •