Loading...
HomeMy WebLinkAbout17631 63RD AVENUE NE_BLD2195_2026 FoD f /1 micwd rah or N 0 T I C E TO PERMITEE AND OR OWNER of Cl PARTIAL APPROVAL Cl CORRECTIONS REQUIRED ❑ DO NOT OCCUPY ❑ APPROVED PERMIT#: 2-M5 1 LOT#: DATE: Hhaficl JOB ADDRESS: I-lLpDl 5 � e- TYPE OF INSPECTION: p ,tea ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT:AND MAKE W K COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK:MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE IT. ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 Cl CALL FOR REINSPECTION o IzEAb`t VI THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BY LAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE O BUILDING DEPT. 0 PLANNING DEPT CITY OF ARLINGTON . NOTICE TO PERMITEE AND/OR OWNER - ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY ❑ APPROVED PERMIT#: i �'''. ,-, LOT#: DATE: 1 I I ! JOB ADDRESS: TYPE OF INSPECTION: ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT:AND MAKE WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK:MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE IT. ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION b 'lilt I f.1 iN G.-1 / 4! THE-ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BY LAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE O BUILDING DEPT. Cl PLANNING DEPT. CITY OF ARLINGTON --------- NOTICE TO PERMITEE AND/OR OWNER Cl PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY ❑APPROVED PERMIT#: LOT#: DATE: JOBADDRESS: I--7u. c TYPE OF INSPECTION: ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT:AND MAKE WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK:MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE IT. Cl STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE (PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION w I THEACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BY LAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 d INSPECTOR DATE 1 /BUILDING DEPT. Cl PLANNING DEPT. CITY OF ARLINGTON , NOTICE TO PERMITEE AND/OR OWNER PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY ❑ APPROVED PERMIT#: i LOT#: DATE: JOB ADDRESS: TYPE OF INSPECTION: Cl NO PERMIT-STOP WORK-OBTAIN PERMIT:AND MAKE WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK:MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE IT. ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION fZaGJ S rGcf l- 3,0i SPGLYIL :,�ltl SP S( i G w I L PJ2 2 Ul 617-- r r n I A L c-1�� THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DA /BUILDING DEPT. 0 PLANNING DEPT CITY OF ARLINGTON .,� CITY OF ARLINGTON 238 N. OLYMPIC AVE - ARLINGTON, WA. 98223 PHONE; (360) 403-3551 BUILDING PERMIT Address:17601 59th Avenue Permit#:2195 Parcel#:31052200400200 Valuation:250000.00 OWNER APPLICANT CONTRACTOR Name:PUBLIC UTILITY DISTRICT NO 1 Name:Snohomish County PUD Name:A&R Solar Address:PO BOX 1107 Address:2320 California Street Address:3211 Martin L King JR Way S.Ste.B City,State Zip:EVERETT,WA 98206 City,State Zip:Everett,WA 98028 City,State Zip:Seattle,WA 98144 Phone: Phone:425-783-8835 Phone:206-743-4634 LIC:RSOLAS*825P9 EXP: 11/19/2020 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: Name: Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Commercial New CODE YEAR: 2015 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. IBC 110/IRC 110. 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, r,-� 7 Signature Print Name Date Released By c CONDITIONS Adhere to approved plans. Please call for inspections. THIS PERMIT AUTHORIZS 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 2/6/2019 Building Permit Fee $2,705.96 2/6/2019 Building Plan Review Fee $1,758.87 2/6/2019 Processing/Technology Fee $25.00 2/6/2019 State Surcharge-Commercial $25.00 Total Due: $4,514.83 Total Payment: $0.00 Balance Due: $4,514.83 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 !F Permit Information Date 10/3/2018 Permit Number 2195 Project Name Arlington Microgrid Solar Array Applicant Name Snohomish County PUD Applicant Address 2320 California Street City,State,Zip Everett,WA 98028 Contact Scott Gibson Phone 425-783-8835 Email hsgibson@snopud.com Permit Type Commercial New Site Address 17601 59th Avenue Valuation 250000.00 Status Ready to Issue Permit Issued Permit Expires Square Feet 0 Type of Construction/Occupancy Load Number of Stories 0 Proposed Use New 500kW Utility Scale Solar Array Assigned To Kristin Foster Property Parcel Address Legal Owner Owner PhoneT—Zoning 31052200400200 17601 59TH AVENUE NE PUBLIC UTILITY DISTRICT NO 1 Review Target Completed Assigned Date Type Description Date Date To Status 10/3/2018,�hemercial iebmitaeo/roundtomount system deferred until bid is awarded to '10/10/2018'10/15/2018 Br. uilding Approved with Notes Date Note 1/28/2019 Received Ground Mounting System Plans and Structural Calculations. 11/2/2018 Waiting for contractor info. Do not issue until civil is issued. 10/18/2018 Emailed Scott Gibson Please forward the contractor information once it has been awarded.The contractor will need to provide the ground mount system submittal,the special inspector firm and type of inspections. 10/3/2018 Special inspection page of application will need to be completed once a contractor has been awarded the bid. Uploaded Files Upload File Date File Uploaded B 10/3/2018 3:13:15 PM 5-SnoPUD North County Project Microgrid Report.pdf Foster,Kristin 10/3/2018 3:13:14 PM 6-D10034-V013-SunBearn-Ground-Mount-Installation-Manual(2),pdf foster, Kristin k, 10/3/2018 3:13:14 PM 1 -Commercial ilication Packet 1JWZDyEZFQ2Mgh.pdf Foster.Kristin �( 10/3/2018 3:13:14 PM 2-Letter Re Sotar Bldg Submittal to COS 20180924. df Foster,Kristin 10/3/2018 3:13:14 PM 3-Electrical Permitting Set signed.pdf Foster.Kristin 10/3/2018 3:13:14 PM 4-104583-Structure signed.pdf Foster.Kristin ?G COMMERCIAL APPLICATION • '•r�i� r,10 PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington, WA 98223• Phone(360) 403-3551 THIS APPLICATION TO BE USED FOR NEW COMMERCIAL STRUCTURES AND RESIDENTIAL DWELLINGS NOT REGULATED UNDER THE IRC. THIS APPLICATION MUST BE ACCOMPANIED BYA COMMERCIAL APPLICATION SUBMITTAL CHECKLIST AND AN OCCUPANTS STATEMENT OF INTENDED USE. Name of Project:Arlington Microgrid Solar Array Valuation: $250,000 (racking & foundation) Project Address: 17601 59th AVE NE, Arliggton WA 98223 Parcel ID#: 31052200400200 Legal Description Refer to plans Owner: Snohomish County PUD Phone Number: 425-783-8835 Address: 2320 California St City:Everett State:WA Zip Code:98028 Engineer: Mike Dempsey Phone Number: 817-840-1235 Cell Phone: 817-733-8186 E-mail:mdemDseycaburnsmcd.com Address: 100 Energy Way Fort Worth TX 76102 City: State: Zip Code: General Contractor:TBD Phone Number:TBD Cell Phone: TBD E-mail: TBD Address:TBD City:TBD State: TBD Zip Code:TBD Contractor's License Number:TBD Expiration TBD Contact Person: Scott Gibson Phone Number:425-783-8835 Cell Phone: 425-315-5469 E-mail: hsgibsont7a snopud.com Address: PO Box 1107 City:Everett State: WA_ Zip Code: 98028 Proposed Scope of Work:Construct a 500 kW utility scale solar array REV 2015 Page 6 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360) 403-3551 The building permit does not include any mechanical, electrical, plumbing or fire sprinkler/alarm work. These permits are Issued separately.Mechanical, electrical, plumbing, or fire sprinkler/alarm permits require a separate permit application and may also require separate plan review. Please note that any tenant improvement work in a space that involves food handling or preparation requires Snohomish County Health District approval before the permit can be issued. You must provide the Permit Center a copy of the approval letter or the approved plans. Contact the Snohomish County Health District at (425) 339-5250 with any questions or for more information. An intake appointment is required for all large Tenant Improvement Building Permit Applications. To determine if your project requires an intake appointment, to schedule an appointment or to ensure that you have the most current information, please contact the City of Arlington Permit Center at(360)403-3551 or by email to ced@arlingtonwa.gov. Incomplete applications will not be accepted. I acknowledge that all items designated as submittal requirements must accompany my Building Permit Application to be considered a complete submittal. REV 2015 Page 5 of 9 COMMERCIAL APPLICATION y o PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223 • Phone(360) 403-3551 j) Show the location of all new walls, doors,windows, etc. k) Provide details and assembly numbers for any fire resistive assemblies. 1) Indicate on the plans all rated walls,doors,windows and penetrations. m) Provide a legend that distinguishes existing walls, walls to be removed and new walls 3. ❑ Reflected Ceiling Plan a) Plan view 118"minimum scale. Details a minimum Y.-inch scale. b) Provide ceiling construction details. c) Provide suspended ceiling details complying with IBC 603.9.1.1. Show seismic bracing details. d) Show the location of all emergency lighting and exit signage. e) Detail the seismic bracing of the fixtures. f) Include a lighting fixture schedule. 4. ❑ Framing Plan a) Specify the size, spacing, span and wood species or metal gage for all stud walls. b) Indicate all wall, beam and floor connections. c) Detail the seismic bracing for all walls. d) Include a stair section showing rise,run,landings, headroom,handrail and guardrail dimensions. 5 ❑ Storage Racks(if applicable) a) Structural calculations are required for seismic bracing of storage racks eight feet or greater in height. b) Eight feet or less,show a positive connection to floor or walls. NOTE:High pile storage shall meet the requirements of current International Building and Fire Codes C. ❑ SPECIAL INSPECTION i Where special inspection is required by IBC 1704, the registered design professional in responsible charge shall prepare a special inspection program that will be submitted to the City of Arlington and approved prior to issuance of the building permit to comply with IBC 106.1. D. ❑ WASHINGTON STATE ENERGY CODE 1.One(1) completed Washington State Non-Residential Energy Code Envelope Summary forms. E. OCCUPANT'S STATEMENT OF INTENDED USE 1. The Occupant's Statement of Intended Use form shall be completely filled out and may require the submittal of a Hazardous Materials inventory Statement(HMIS). Contact the Arlington REV 2015 Page 4 of 9 1 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223 • Phone(360) 403-3551 DETAILED SUBMITTAL REQUIREMENTS Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents A. SITE PLAN —REQUIRED WITH ALL SUBMITTALS (May be included as part of the Architectural Drawing cover Sheet) 1. Drawing shall be prepared at scale not to exceed 1"=20 feet. 2. Show building outline and all exterior improvements. 3. Provide property legal description and show property lines. 4. Provide dimensions from the property lines to a minimum of two building corners (or two identifiable locations for irregular plan shapes). 5. Show building setbacks, easements and street access locations. 6. Indicate North direction. 7. Indicate finish floor elevation for the first level. 8. Provide topographical map of the existing grades and the proposed finished grades with maximum five feet elevation contour lines. 9. Show the location of all existing underground utilities, including water,sewer,gas and electrical. 10. Fluud Hazard areas,floodways,and design flood elevations as applicable. B. ❑ ARCHITECTURAL DRAWINGS 1. ❑ Cover Sheet a) Building Information 1. Specify model code information. 2. Construction Type. 3. Number of stories and total height in feet. 4. Building square footage(per floor and total) 5. IBC Occupancy Type(show all types by floor and total). 6. Mixed-use ratio (if applicable) 7. Occupant load calculation (show by occupancy type and total) 8. List work to be performed under this permit b) Design Team Information 1. Design Professional in Responsible Charge 2. Architects 3. Structural Engineers 4. Owner 5. Developer 6. Any other Design Team Members 2. ❑ Floor Plan a) Plan view 1/8"minimum scale. Details a minimum %-inch scale. b) Plans must show the entire tenant space. c) Specify the use of each room/area. d) Provide an occupant load calculation on the floor plan. (on every floor, in all rooms and spaces) e) Show ALL exits on the plans;include new,existing or eliminated. f) Show Barrier-Free information on the drawings. g) Show the location of all permanent rooms,walls and shafts. h) Note the uses in the adjacent tenant spaces,if applicable. i) Provide a door and door hardware schedule. REV 2015 Page 3 of 9 A. i 6 COMMERCIAL APPLICATION '�ljv�lo. PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington, WA 98223 • Phone(360) 403-3551 A. FEES DUE AT TIME OF PERMIT ISSUANCE B. CODES The City of Arlington currently enforces the following: International Codes 1. 2015 International Building Code(IBC) 2. 2015 International Residential Code (IRC) 3. 2015 International Mechanical Code(IMC) 4. 2015 International Fuel Gas Code(IFGC) 5. 2015 International Fire Code(IFC) 6. 2015 International Plumbing Code(IPC) 7. 2015 International Property Maintenance Code(IPMC) 8. 2015 International Existing Property Code(IEBC) 9. 2015 Washington State Energy Code(WESC) 10. 2009 Accessible&Usable Buildings and Facilities(ICC/ANSI 1417.1) Washington State Amendments 1. WAC 51.50 Washington State Building Code 2. WAC 51-51 Washington State Residential Code 3. WAC 51-52 Washington State Mechanical Code 4. WAC 51-54 Washington State Fire Code 5. WAC 51-56&51-57 Washington State Plumbing Code and Standards 6. WAC 51-11 Washington State Energy Code 7. WAC 296-46B Electrical Safety Standards,Administration, and Installation C. CITY OF ARLINGTON DESIGN REQUIREMENTS Design Wind Speed: 85 miles per hour(Exposure C) Ground Snow Load: 25 pounds per square foot Seismic Zone: D2 Rainfall: 2 inches per hour for roof drainage design. Frost Line Depth: 12 inches Soil Bearing Capacity: 1,500 psf unless a Geo-Technical Report is provided (IBC Table 1804.2&IRC R401.4.1) D. PLANS AND DRAWINGS Submit two(2) complete sets of drawings and plans.Drawings and plans must be submitted on minimum 18"X 24", or maximum 30"X 42"paper.All sheets are to be the same size and sequentially labeled. Plans are required to be clearly legible,with scaled dimensions, in indelible ink, blue line,or other professional media. Plans will not be accepted that are marked preliminary or not for construction,that have red lines,cut and paste details or those that have been altered after the design professional has signed the plans. Please Note: A separate submittal of plans is required for each building or structure. REV 2015 Page 2 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington- 18204 59th Ave NE- Arlington,WA 98223- Phone(360) 403-3551 The following minimum Information is required for your Commercial/Multi-Family Building Permit Application. Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents. Incomplete applications will delay the review. 12 One (1) City of Arlington CommerciaVMulti-Family Permit Application (One (1) permit application per building or structure is required) ❑ One (1) City of Arlington CommerciaVMulti-Family Submittal Requirements Form 12 Two (2) Architectural Drawings 12 Two (2) Structural Drawings ❑ Two (2) Structural Calculations ❑ One (1) Project Specification Manuals(if applicable) ❑ One (1) NREC Code Compliance Forms ❑ One (1) Special Inspection Requirements Forms ❑ One(1) Occupant's Statement of Intended Use Form Drawings shall be BOUND SEPARATELY BY TYPE, architectural, structural and landscape, and then ROLLED TOGETHER IN COMPLETE SETS An intake appointment is required for all new Commercial or Multi-Family Building Permit Applications. To schedule an appointment please contact the City of Arlington Permit Center at (360)403 3551 or by email to ced@ariingtonwa.gov. I acknowledge that all Items designated above are included as part of this application. REV 2015 Page 1 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington, WA 98223 • Phone(360) 403-3551 Project Name/Tenant Site Address Bldg/Unit/Suite IBC Construction Type_ IBC Occupancy Type Description of Use Building Square Footage _ Number of Stories Square Footage Per Floor Will there be any installation, modification or removal of the following? (Check all that apply) ❑ Automatic fire extinguishing systems ❑ Compressed gas systems ❑ Fire alarm and detection systems ❑ Fire pumps ❑ Flammable and combustible liquids (tanks,piping etc...) ❑ Hazardous materials ❑ High piled/rack storage ❑ Industrial ovens/furnace ❑ Private fire hydrants ❑ Spraying or dipping operations ❑ Standpipe systems ❑ Temporary membrane structure, tents (>200sq ft)or canopies (>400 sq ft) Provide details on any of the above checked items: Installation,changes, modifications or removal of any of the above may require additional submittals, information, or permits during the plan review or construction process. Statement of Special Inspection REV 2015 Page 7 of 9 -- COMMERCIAL APPLICATION � 1` PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360) 403-3551 Name of Project: _ Project Address: Special Inspection Firm: Address: Contact Person: Phone: Email: Special Inspection Firm Special Inspectors: The Special inspection Firm of will perform special inspection for the following types of work(separate forms must be submitted if more than one firm is to be employed). ( ) Reinforced Concrete ( ) Bolting in Concrete ( ) Pre-stressed Concrete ( ) Shotcrete ( ) Structural Masonry ( ) Structural Steel and Welding ( ) High-Strength Bolting ( ) Spray-Applied Fireproofing ( ) Smoke-Control Systems ( ) Other Specify: All individual inspectors to be employed on this project will be WABO certified for the type of inspection they are to perform. If inspection is for work that is not covered by the WABO categories,a detailed resume of the inspector and firm must be submitted.The resume must show the inspector and firm are qualified to perform the work and testing required by the project design and specifications. The work shall be inspected for conformance with the plans and specifications approved by the City. Revisions and addenda sheets will not be used for inspection unless approved by the City.The special inspector shall report to the City revisions that are not approved. A daily record will be maintained on site itemizing the inspections performed,for the review of all parties.Any nonconforming items shall be brought to the immediate attention of the contractor for resolution.A weekly shall be submitted to the City; detailing the inspections and testing performed, listing any nonconforming items and resolution of nonconforming items. Unresolved nonconforming items will be detailed on a discrepancy report and presented to the building department. A final report shall be submitted to the Building Division prior to the Certificate of Occupancy being issued. This report will indicate that inspection and testing was completed in conformance with the approved plans,specifications and approved revisions and addenda. Any unresolved discrepancies must be detailed in the final report. The special inspector and special inspection firm serve in the role as"deputy"City of Arlington inspectors and as such are responsible to the City of Arlington Building Division in the performance of the required work. Contractor: The contractor shall provide the special inspector or agency adequate notification of work requiring inspection. The City approved plans and specifications must be made available, at the job site for the use of the special inspector and the City Inspector.The contractor shall maintain all daily inspections reports, on site,for review. REV 2015 Page 8 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington, WA 98223• Phone(360) 403-3551 The special inspection functions are considered to be in addition to the normal inspections performed by the City and the contractor is responsible for contacting the City to schedule regular inspections. No concrete shall be poured or other work covered until approved by the City Inspector. Building Division: The Building Division shall review any revisions and addenda. Approved copies will be given to the contractor to maintain as part of the approved plan set. The City Inspector will monitor the special inspection functions for compliance with the agreement and the approved plans. The City Inspector shall be responsible for approving various stages of construction to be covered and work to proceed. Design Professionals: The architect and engineer will clearly indicate on the plans and specifications for the specific types of special inspection required, and shall include a schedule for inspection and testing. The architect and engineer will coordinate their revisions and addenda process in such a way as to insure all required City approvals are obtained, prior to work shown on the revisions being performed. Owner: The project owner, or the architect or engineer acting as the owners agent, shall employ the special inspector or agency ENFORCEMENT: A failure of the special inspector or firm to perform in keeping the requirements of the IBC,the approved plans and this document may void this agreement and the Building Officials approval of the special inspector. In such case a new special inspector and/or firm would need to be proposed for approval.A failure of the design and/or construction parties to perform in accordance with this agreement may result in a STOP WORK notice being posted on the project, until nonconforming items have been resolved. ACKNOWLEDGEMENTS I have read and agree to comply with the terms and conditions of this agreement. Scott Gibson, PE (Snohomish Count PUD) September 25, Owner: Y Date:,)ni A I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above-described property will be in accordance with the laws,rules and regulation of the State of Washington. ��a�coC,��r.'Gtdoel kr r1rW NltIY�..OMVMr.... Applicants Signature H. Scott Gibson September 25, 2018 Print Applicants Name Date FOR STAFF USE ONLY UP 2 2019 v Permit# Acce By Amount Received Receipt# Date Received REV 2015 Page 9 of 9 1 September 24, 2018 Nova Heaton Developmental Services Manager City of Arlington Community and Economic Development 238 N Olympic Avenue, Arlington, WA 98223 RE: Arlington Microgrid PV Solar Array Building Permit Application Dear Ms. Heaton: Snohomish County Public Utility District No 1 (Snohomish PUD) is submitting this letter to respectfully request a deferred submittal allowance for the racking and foundation system for the Arlington Microgrid PV solar array building permit application. Enclosed with this building permit application for the construction of a 500KW solar array we are providing the requisite submittal items with the exception of a detailed solar panel racking and foundation design. The reason for this request is the sequencing and schedule structure of the labor contract for the construction. The solar array will be released for bid as a Public Works contract administered by District staff. The advertisement period for the request for bids will be 10/29/18 to 11/26/18 (21 days). The contract will be awarded to the lowest bid at a PUD commission meeting on 12/18/18. The contractor will be given a conditional Notice to Proceed on approximately 1/7/19 that will allow for development of a site-specific racking and foundation design that conforms to the technical specification. The specification requires a-UL 2703 listed rack be provided such as the SUNMODO ground mount racking system depicted on the drawings. Foundation types that are suitable for this soil type include helical or screw pile anchors, or post and continuous concrete footings. The contractor will be required to submit a site-specific layout with a racking and footing design prepared and stamped by a professional engineer licensed in the State of Washington prior to beginning any on-site installation of the solar-array. Once the District has reviewed and approved the Contractor's design, we will submit the design to the City of Arlington building official for review. The submittal to Arlington will occur approximately 10 days after the conditional Notice to Proceed has been issued. The District schedule, to ensure the Washington State Solar Production Incentive Credit is achieved, requires the Contractor to begin work on 2/4/19. This allows Arlington staff approximately two weeks for review of the site-specific racking and foundation design. The District will ensure that the Contractor does not begin work on the racking and foundation until approval of the deferred submittal has been received from the City. Received Arlington Microgrid Solar Array Building Permit q F P 25 ?.0 1 8 Thank you for your time and consideration in this matter. If there are any questions or concerns, please feel free to contact me at (425)-783-8835 or hsgibson@snopud.com Sincerely, Scot lbson,P.E. Project Manager Cc: Mark Flury,PE, Project Manager Arlington Microgrid Solar Array Building Permit Search L&I . it i Safety&Health 0 Claims&Insurance 0 Workplace Rights 2 Trades&Licensing Washington State Department of " Labor & Industries A&R SOLAR Owner or tradesperson SUITE B Principals 3211 MARTIN L KING JR WAY S CLIPPARD,WILLIAM REEVES,PRESIDENT 206-707-9937 SE 98144 707-9 ■ DALTON,MICHAEL ANTHONY,PRESIDENT KING County ■ YATTEAU,ANDREW DUNCAN,VICE PRESIDENT MANDERBACH,EVAN RIDINGS,SECRETARY KOZIN,DAVID RUSSO,TREASURER Doing business as A&R SOLAR WA UBI No. Business type 602 707 872 Corporation Parent company Governing persons A AND R SOLAR SPC WILLIAM CLIPPARD ANDREW YATTEAU; DAVID KOZIN; EVAN MANDERBACH; License Verify the contractor's active registration/license/certification(depending on trade)and any past violations. Construction Contractor Active. Meets current requirements. License specialties GENERAL License no. RSOLAS"825P9 Effective—expiration 11/19/2018-11/1912020 Bond Contractors Bonding&Insurance Co $12,000.00 Bond account no. SH2715 Received by L&I Effective date 10/26/2018 10/17/2018 Expiration date Until Canceled Insurance Ohio Cas Ins Co $1,000,000.00 Policy no. BKO57242664 Received by L&I Effective date 11/19/2018 08/02/2018 Expiration date 08/02/2019 Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts No L&I tax debts are recorded for this contractor license during the previous 6 year period,but some debts may be recorded by other agencies. License Violations No license violations during the previous 6 year period. Workers' comp Do you know if the business has employees?If so,verify the business is up-to-date on workers'comp premiums. L&I Account ID Account is current. 168,352-00 Doing business as A&R SOLAR Estimated workers reported Quarter 4 of Year 2018"51 to 75 Workers" L&I account contact T3/STEPHANIE HENDERSON(360)902-5598-Email:HSTE235QIni.wa.gov Public Works Strikes and Debarments Verify the contractor is eligible to perform work on public works projects. Contractor Strikes No strikes have been issued against this contractor. Contractors not allowed to bid No debarments have been issued against this contractor. Workplace safety and health Check for any past safety and health violations found on jobsites this business was responsible for. Inspection results date 04/26/2016 Violations Inspection no. 317939903 Location 19 Main Street Soap Lake,WA 98851 Inspection results date 01/27/2016 Violations Inspection no 317938661 Location 507 123 Ave NE Bellevue,WA 98006 Inspection results date 12/03/2015 Violations Inspection no. 317937464 Location N Barker Spokane Valley,WA 99216 Improve Inspection results date 08/14/2015 Violations Inspection no. 317937085 Location 10567 NE W.Kingston RD Kingston,WA 98346 Inspection results date 11/24/2014 Violations Inspection no. 317607836 Location 12010 120th St.NE. Lake Stevens,WA 98258 Accrss �IVbshing[W Launa Peterson From: Gibson, Scott <HSGibson@SNOPUD.com> Sent: Thursday, October 18, 2018 11:50 AM To: Launa Peterson Cc: Kristin Foster; Raelynn Jones; Flury, Mark; Davis, Ben Subject: [External] - RE: PUD Micrgrid Solar Array Hi Launa Thank you and yes I will. The following is our planned schedule To bid: Oct 31, Bids due: Nov 27 Award: Dec 18 NTP: Jan 7, 2019 Foundation and racking submittals are required within 10 days after NTP. And will then be submitted to the City. Inspection information will also be submitted then. Also—has a fee been assessed for this permit yet -so we can make payment? Thank you Scott H.Scott Gibson,P.E. Generation Division Snohomish County PUD I District 1 o:425-783-8835, c:425-315-5469, Usgibson a sno id.com From: Launa Peterson [mailto:lpeterson@arlingtonwa.gov] Sent:Thursday, October 18, 2018 11:29 AM To: Gibson,Scott<HSGibson@SNOPUD.com> Cc: Kristin Foster<kfoster@arlingtonwa.gov>; Raelynn Jones<rjones@arlingtonwa.gov> Subject: PUD Micrgrid Solar Array CAUTION, THIS EMAIL 1S FROM AN EXTERNAL SENDER. Do not click on links or open attachments if the sender is unknown or the email, is suspect. Scott, 1 Please forward the contractor infon. .pion once it has been awarded.The contra_.ar will need to provide the ground mount system submittal,the special inspector firm and type of inspections. Thank you, Launa Peterson Permit Technician II City of Arlington 18204 59'Avenue NE Arlington,WA 98223 (located inside the Airport Office Building) 360-403-3551 ced@arlingtnnwa.gov 2 v C Permit Information Date 10/3/2018 Permit Number 2195 A-uana s - — Project Name Arlington Microgrid Solar Array n Applicant Name Snohomish County PUD Applicant Address 2320 California Street H. SCOTT GIBBON,P.E. City,State,Zip Everett,WA 98028 PRINCIPAL ENGINEER Contact Scott Gibson GENERATION ENGINEERING Phone 425-783-8835 (425)783-8835 (425)267-6361 FAX Email hsgibson@snopud.com ej • • (425)315-5469 CELL Permit Type Commercial New M30"ffN bsgibson@snopud.com _ Site Address 17601 59th Avenue IRMWMMRJUIHHM P.O.Box 1107 Everett WA 99206-1107 Valuation 250000.00 Status Applied Be a Conservation Sensation! www.snopud.com _ Permit Issued Permit Expires Square Feet 0 Type of Construction/Occupancy Load Number of Stories 0 Proposed Use New 500kW Utility Scale Solar Array Assigned To Kristin Foster Property Parcel Address Legal Owner Owner Phone Zoning 31052200400200 117601 59TH AVENUE NE PUBLIC UTILITY DISTRICT NO 1 Review Date Type Description I Target Date I Completed Date Assi ned To Status 10/3/2018 .,ommercial Other M0/10/2018 1 13uildinqIn Review Uploaded Files Upload File Date File Uploaded B 10/3/2018 3:13:15 PM 5-SnoPUD North County Project Microgrid Repert.pdf Foster,Kristin 10/3/2018 3:13:14 PM 6-D10034-V013-SunBeam-Ground-Mount-Installation-Manual(2),pdf Foster,Kristin 10/3/2018 3:13:14 PM I -Commercial Application Packet 1JWZDyEZF 2Mgh.pdf Foster,Kristin X 10/3/2018 3:13:14 PM 2-Letter Re Solar Bldg Submittal to GOA 20180924 pdf Foster, Kristin X 10/3/2018 3:13:14 PM 3-Electrical Permitting Set signed.pdf Foster,Kristin �( 10/3/2018 3:13:14 PM 4- 104583-Strurture signed.pdf Foster,Kristin X n131 SOLAR ..)FACE COPY PILE LOAD TESTING REPORT CITY OF ARLINGTOTv Report Created: Monday,February 18,2019 BUILDING DEPARTMENT Test Performed: Friday,February 15,2019 APPROVED Attn: A&R Solar DATE 3 7 I BY 3211 Martin Luther King Jr.Ways Seattle,WA 98144 NO CHANGES AUTHORIZED Re: Arlington,WA UNLESS APPROVED BY THE 1760159th Ave.NE BUILDING INSPECTOR Arlington,WA 98223 Utilitiy Locate Reference: 19046424 6715 Steger Dr.,Cincinnati,OH 4S237 e ;M r - •:s i t 'V ISED RBI SOLAR Received FEB 2 0 2019 �,-v Al ' CONTENTS 1.Scope of Work and Site Description 2.Method Overview 3.Pile Testing and Observations 4 General Comments arad Qualffication _ f5 Test Data 9 V�ri,-1 -',"� .Map of Test Locations and Site fmages SNT yd ".13,.: ;qy I'.:. Dili j 1.Scope of Work and Site Description RBI Solar,Inc.(RBI Solar)submits here the results of the pile load tests for the above referenced project. RBI Solar's personnel performed the tests on Friday,February 15,2019 in accordance with the agreement between RBI Solar and A&R Solar. The following report summarizes the test methods and data collected in preparation for the proposed solar array site located in Arlington,WA. RBI Solar's scope of work includes driving and testing piles in predetermined locations as accessibility and terrain allow. The test piles are driven to various depths and are tested at each depth with vertical and lateral loads. The piles used during testing represent the piles that will be used in the design and construction of the pile foundation. The data collected will be used to evaluate the performance of the piles and soil on site. The project will consist of approximately 612 kW solar PV. Fixed-tilt ground mounted foundations were tested. The solar arrays will be set in a field. The proposed array location is generally flat with raised gravel paths. RBI Solar performed load tests on 6 embedded steel piles in 6 locations(see map of test locations in Section 6). 2.Method Overview The testing consists of three primary tests: 1.Static Axial Compressive Pile Load Testing(Push Test) 2.Lateral Pile Load Testing(Lateral Test)performed in general accordance with ASTM-D3966-07 3.Axial Uplift Pile Load Testing(Pull Test)performed in general accordance with ASTM-D3689-07 The Push Tests are performed by standing a pile vertically underneath the hammer of RBI Solar's pile driving machine and applying a constant downward force(see Figure 2.1)until the pile stops driving at which point the depth driven is recorded. Next,the hammer is engaged and the test pile is driven the remaining distance to reach the desired embedment depth.The final embedment depth,the drive rate,and any slip(downward movement after hammer is released)that occurs is recorded. \Unengaged Hammering Tool (applies static compressive farce) Test Pile Soil i Push Depth Figure 2.1:Push Test The Lateral Tests are performed once the pile has reached the embedment depth or when the pile meets"refusal"and cannot be driven further into the ground by reasonable means. In cases where the test pile does not reach minimum embedment,Lateral Tests are typically abandoned. The test is performed by first connecting a scale between the test pile and the boom arm on the pile driver (see Figure 2.2). The scale allows the application of incremental lateral forces to the test pile.At each increment a measurement of the deflection of the embedded test pile at grade level is recorded. Once all lateral forces have been applied,the force load is released and the rebound of the test pile is measured in relation to the initial position. Connection Between Scale and Pile Driver Connection Between Scale and Pile Load Scale Embedded �� 1 Test Pile , Gm Pile n. (app':r.i,ner force) Sol Figure 2.2:Lateral Test The Pull Tests are performed by placing a boot around the test pile at grade level. The boot is attached to a hydraulic uplift arm on the pile driver via a chain or strap(see Figure 2.3). The hydraulic uplift arm is then engaged which applies a vertical tensile force to the embedded test pile. The force is gradually increased until test pile"releases"from the soil at which point pressure readings from the pile driver are recorded and then converted to applied forces by the RBI Engineering team post factum. During the Pull Test,the test pile may"heave"upward,but remain embedded afterwards. If this event occurs the force at which the test pile"heaved"and the distance it is displaced upward are recorded. Uplift Chain or Strap Connected to Uplift Am on Pile Driver Embedded Test Pile i U lih(trait p � Pile Driver I (applies uplift 1 fame) Embedment Depth I _ Figure 2.3:Pull Test 3.Pile Testing and Observations On the day of testing,there were no site features limiting access or maneuverability of the pile driver. The piles were hammered at a very slow rate and were driven in to the ground plumb. The soil was noted as sand and clay,which was discovered when soil cross- sections were exposed during testing. W6x9 and 10 ga.CS"x3" steel piles were used during testing. Push depths of 0.5-2.5 ft.were achieved using the unengaged hammer on the pile driver to apply a compressive force to the test piles. Final embedment depths of 6-8 ft.were achieved once the hammer on the pile driver was engaged. Slip of 0 ft.occurred during testing. During the Lateral Test,deflections of 0.375-1.25 in.from the initial position were observed when 4 kips of force was applied laterally to the embedded test piles. During the Pull Test,embedded test piles released from the soil at 1300-1900 psi. No heave was observed during the application of the uplift force. No heave displacement was observed during the application of the uplift force. No refusal was encountered during testing. Please note,our Pull Tests are designed to determine embedment depths for engineering purposes only. Pull Test locations are selected to produce a broad view of the local soil conditions as they relate to pile embedment. Refusal rates encountered during testing are not predictive of actual refusal rates encountered during installation. 4.General Comments and Qualifications Test results presented in this report are representative of the test piles used,their embedment depth,and the subsurface conditions they were installed in. The results do not necessarily reflect variations that may exist between test locations,embedment depths,and different pile types. The results are specific to the design of RBI Solar's racking and piles and should not be used in the design of any other system or for any other pile profile. The data collected from the tests and included in this report is specific to the design of RBI Solar's racking and pile foundation design and should not be used in the design of any other system or for any other pile profile. RBI Solar is not responsible for any claims, damages,or liability associated with the interpretation of this data by any outside party. If you have received this report and are using it as the basis for design of any racking system or pile foundation other than RBI Solar's system,you are assuming all liability for the integrity of the system,misinterpretations of the data,and any failures of the design. S.Test Data Table 5.3!Compression Test Pewits Test Pile Type Push(psi) Slip During Push Depth Embed Refusal(') Driving(ft.) (ft.) Depth(ft.) Al C8X3 1200 0.00 0.5 6.0 A2 W6X9 1200 0.00 05 &0 B C8X3 1200 0,00 1.5 8.0 C C8X3 1200 0.00 2.5 8.0 D CBX3 1200 0.00 0.5 8.0 A3 C8X3 1200 0.00 0.5 1 8.0 Notaw A value of"N/A"indicates a test for this value was unable to be performed A Refusal value of"•"indicates refusal was encountered at that test location. Table 5.2:lateral Test Rnults Heigha auuv2 Deflection Deflection Deflection Deflection Rebound Test Pile Type grade load Force(tbs.) Force(tbs.) Force(tbs.) Force(tbs.) Force(tbs.) applied ft. (in.) fin.) (in.) (in.) (in.) Al C8X3 4,0 1000 0.250 2000 0.500 3000 0,750 4000 1.250 0 0375 A2 W6X9 70 1000 0.000 2000 0.125 3000 0.250 4000 0.375 0 0.000 B CBX3 2,0 1000 0.125 2000 0.250 3000 0.375 4000 0.750 0 0.250 C C8X3 2,0 1000 0.125 2000 0.250 3000 0.375 4000 1.000 0 0.750 D C8X3 1000 0.125 2000 0.250 3000 0.500 4000 0 625 0 0.000 AJ CBX7 2,0 1000 0.000 2000 0.375 3000 0.375 4000 0.500 0 0.125 Notes: A value of"N/A"indicates a test for this value was unable to be performed Table 53:Uplift Test Results Heave Test Pile Type Heave(psi) Displacement Release(psi) (in.) Al C8X3 NO HEAVE NO HEAVE 1300 A2 W6X9 NO HEAVE NO HEAVE 1500 B C8X3 NO HEAVE NO HEAVE 1400 C CBX3 NO HEAVE NO HEAVE STUCK D C8X3 NO HEAVE NO HEAVE 1900 A3 CEIX3 NO HEAVE NO HEAVE 1700 A Pull Release value of"NO PULL"indicates the removal of the pile from the soil required more force than could be measured. A Pull Release value of"STUCK"indicates the pile was unable to be removed from the soil. A value of"N/A"indicates a test for this data point was unable to be performed. 6.Map of Test Locations and Site images ..� Image 6 1:Map of Test Locations JIM- Image 6 2:Array Site .M .. a Image 6 3:Array Site JOB TITLE Arlington Microgrid JOB LOCATION Arlington,WA 98223 _-- JOB NO. 1930005 SHEET NO. R B I S O L A IR CALCULATED BY DATE CHECKED BY DATE STRUCTURAL CALCULATIONS FOR A&R Solar OFFICE COPY Arlington Microgrid Arlington,WA 98223 CITY OF ARLINGTON BUILDING DEPARTMENT APPROVED DAM.�n 7 1`I BY O NO CHANGES AUTHORIZED UNLESS APPROVED BY THE BUILDING INSPECTOR fry k 42514 ��• FC1RT{-K��� �.`ti. sSf4NAL ti�G 2-18-2019 v r� Received FEB 2 0 2019 W M5-, JOB TITLE Arlington Microgrid I JOB LOC Arlington,WA 98223 JOB NO. 1930005 SHEET NO. R B SOLAR CALCULATED BY DATE CHECKED BY DATE VI. Seismic Loads: Seismic Use Group I Importance Factor(Ie) 1.00 Site Class E Ss(0.2 sec)= 166.40%g Sl (1.0 sec)= 140.60%g Fa= 0.900 Sms= 1.498 Sds= 0.998 Design Category= D Fv= 2.400 Sml= 3.374 Sdt= 2.250 Design Category= E Seismic Design Category= E Number of Stories: 1 Structure Type: Light Frame Plan Structural Irregularities: No plan Irregularity Vertical Structural Irregularities: No vertical Irregularity Flexible Diaphrams: No Non-building Structure Type Inverted Pendulum Systems j Scismiu resisting systcmi. Cantilevered column systems System Building Height Limit: NL Actual Building Height(hn)=6.5 ft DESIGN COEFFICIENTS AND FACTORS _ Response Modification Factor(R)= 2 System 0Ccr-Strength Factor(0o)= 2 Sds=0.900 (Modified since regular structure, Deflection Amplificatiort Factor(�d)= 2 Shc=0.960 T<=0.5 and<=5 stories) Code Reference Section ibr Detailing: 12.2.5.3 PERMITTED ANALYTICAL PROCEDURES Index Force Analysis(Seismic Category A only) Method Not Permitted Simplified.Analysis - Permitted Design Base Shear Vr1.2SdsW/R= 0.540W Equivalent Lateral-Forte Analysis Permitted Building period coef. (CT)= 0.020 Approx fundamental period(fa)= CThnx= 0.081 x=0.75 Seismic response coef.(Cs)= SdsIe/R= 0.450 need not exceed Cs= Sd1Ie/RTa= 5.896 but not less than Cs= =0.5IeS1/R 0.352 USE Cs= 0.450 Design Base Shear V=0.450W Model,Linear&Nonlinear Response Analysis -Permitted(see code for procedure) page 1 DESIGN CRITERIA North Design Criteria: Code: IBC 2015 Dead Load: 4.2 psf tea/ Roof Live Load: 0.0 psf R B I S O L A R Ground Snow: 25.0 psf Wind Speed: 100 mph (Exposur,C Assumed) Module Tilt: 30.0 deg Purlin Trib Width: 2.88 ft (Horizontal Projection) Snow Load Calculation:pf=0.7CsC.C,l,p, Wind Load Calculation:q=0.00256K,KdK,rV2 C.= 0.9 K.= 0.85 Cf= 1.2 Kd= 0.85 Is= 0.8 Kt= 10 C.= 0.73 PA 11.0 psf q= 18.5 psf Mean Roof Height= 6.5 ft f 11r r RWDI Wind Tunnel Analysis) WIND TUNNEL COEFFICIENTS(RWDI) TILT 30.0 deg PURLIN ZONE GCp Up GCp Down PSF Up PSF Down Cantilever -1.977 1.830 -36.6 33.9 Edge Span -1.644 1.337 -30.4 24.7 North Row Center Span -1.120 0.729 -20.7 13.5 South Row Center Span -1.333 1.098 -24.7 20.3 Interior Center Span -1.109 0.700 -20.5 12.9 TOP CHORD ZONE GCp Up GCp Down PSF Up PSF Down Cantilever -1.483 1.558 -27.4 28.8 Edge Span -1.264 0.976 -23.4 18.1 North Row Center Span -0.992 0.597 -18.3 11.0 South Row Center Span -1.018 0.817 -18.8 15.1 Interior Row Center Span -0.859 0.624 -15.9 11.5 BASE MOMENT ZONE GCmy(+) GCmy(-) q'GCmy(+) q'GCmy(-) Cantilever 0.465 -0.216 8.6 -4.0 Edge Span 0.382 -0.165 7.1 -3.1 North Row Center Span 0.238 -0.146 4.4 -2.7 South Row Center Span 0.308 -0.089 5.7 -1.7 Interior Row Center Span 0.265 -0.139 4.9 -2.6 Note:See Figures 1&2 for clarity on zones page 2 APPLIED LOADING DEAD LOAD: Spsf*Purlin 0.014 kif S acin 1000 LIVE LOAD: N/A 0.000 kif P*Purlin Trib. SNOW: 0.032 kif Width/1000: P. P� P. P� P. � t 0; P. t t t P P P[ P. PL P: Pa P, p, P ri g, Span Wp Span P+ c"O"Span(\on3) -NORTH C .er Span(.4vuiL) Ce•nnNr Span(Interior) FIGURE 1 FIGURE 2 WIND:(Top Chord Pressures) North flppg •q Edge Span Width -0.961 kips P1 = sloe Length [Cunlileve[ Width •GCp� + *GCp d P "� 4 canL([euer j lv gv rpnn� PIdawn— upslapo Long picantilever�th•q lCantilever Width*GC + Edge Span Width*GC 1 0.828 kips — 4 L Z Piedge span�J Upslope Length•q E GC Qge Span Width* Center Span Width * -1.167 kips P2aP = 4 2 P(edgespanl+ 2 GCP(centerspan) Upslope Length•q rEdga Span Wfdth*GC Canter Span Width* 0.814 kips Pldawn= 4 I 2 p(edgespun)+ 2 GCPf enterspan�� P3up_Upstope Longth•q Center GC Span Width * 4 P P(enter span)] -1.026 kips P3 = an Width*GC Upstope Length-q Center S dawn 4 P P(cencer span)] 0.618 kips I IT I- J CAN nLEVER EDGE SPUN CENTER SPAN CENTER SPAN CENTER SPAN EDGE SPAN CANTILEVER FIGURE 3 WIND:(Base Moments) GCp,Ty*q*A*Upslope Length North POSITIVE Post 1 Post 2 Post 3 15.55 k-ft 16.98 k-ft 13.OS k-ft NEGATIVE Post 1 Post 2 Post 3 -6.89 k-ft -8.52 k-ft -7.99 k-ft page 3 PURLIN ANALYSIS Purlin Selected= 7"Z 16 GA Zone: North Purlin Spacing= 3.33 ft R B S O L A R Dead Load= 2.80 psf Snow Load= 11.0 psf CANTILEVER EDGE SPAN CENTER SPAN CENTER SPAN CENTER SPAN EDGE SPAN CANTILEVER ASD Load Combos: Cantilever Edge Span Center Span Down Up Down Up Down Up D+0.6W= 23.11 psf 17.64 psf 10.89 psf D+S= 13.79 psf 13.79 psf 13.79 psf D+0.75I0.6W+S)= 26.28 psf - 22.17 psf - 17.11 psf - 0.6D+0.6W= -20 26 psf -16.57 psf -10.75 psf MAX= 26.28 psf -20.26 psf 22.17 psf -16.57 psf 17.11 psf -10.75 psf Purlin Properties Down Up D= 7.00 in FV= 55 ksi Cantilever 0.088 kif -0.067 kif 63= 2.48 in E= 29000 ksi (Edge Span 0.074 kif -0.055 kif 62= 2.48 in flb= 1.67 Center Span 0.057 psf -0.036 psf d= 0.88 in Ilk= 1.8 Cant.Width 3.38ft R= 0.13 in Cm= 1 Edge Span Width 16.90 ft t= 0.06in R= 0.65 Center Span Width 16.90ft Wt per foot-- 2.73 Ib/ft Va= 2.88 k Area= 0.80 in^2 Ma= 4.81 k-ft Sepos= 1,75 in^3 Pa= 6.16 k Seneg= 1.75 in^3 Ix= 5.58 in^4 �, B 1 -, shear D center' _.._... -- ------x t. R d 2 page 4 Purlin No.1 Moment Diagram-Negative Shear(Up) Purlin No.i Moment Diagram-Positive Shear(Down) 2.000 kip-ft � 1.000 k-ft 10.385 lop-fit 0.500 k-ft u._. 1.782 kip•fit 0.000 k-ft 1.000 kip-ft -0.500 k-f@-C 0 ft 5. ft 10.001t 15.00 ft 0 ft 25.00 ft - -1.000 k-ft 0.000 kip-ft -1.500 k-ft O.OD ft 10.00 ft 20.00 ft 30.00 ft -2.000 k-ft l -2.500 k-ft i392 M-k -1.000 kip-ft -3.000 k-ft rro rr>.+a r-vna ra.n ne�t,aa, Purlin No.1-Negative Shear Purlin No.1-Positive Shear 0.600 kip 0.800 kip 0.600 kip 0.400 kip - - - 0.400 kip 0.200 kip 0.200 kip 0.000 kip i i 0.000 kip i X1ft 0. 00 ft 10.00 ft 1 ft 20. ft 25.00 ft -0.200 kip•0)ft .00 15.00 ft 20.00 ft 25.00 ft -0.200 kip - -0.400 kip -0.400 kip -0.600 kip -0.600 kip -0.800 kip Max Momen _ Purlin No.1 Allowable Moments Unity Check Max Moment(Neg): 2.392 k-ft < M,,,,, bl,i00WNI 4.81 k-ft 0.50 OKI Max Moment(Pos): 1.782 k-ft < M�itw.,it.iuvl 3.13 k-ft 0.57 OKI Purlin No.2 Max Moment= wL2/8 Center Span Width(L)= 16.90 ft wlda.nt= -0.057 klf 'Determined from Governing Pressures Table wlrol= 0.036 If •Determined from Governing Pressures Table Max Moment(Neg): 2.034 k-ft < Maiiow.arltxrwNl 4.81 k-ft 0.42 OKI Max Moment(Pos): 1.278 k-ft < M,so,,yt,it>Pi 3.13 k-ft 0.41 OKI Deflectio;lC40; 1.00 in PURLIN 1 DEFLECTION GRAPH 0.50 in Purlin No.1 o.oa in - 0.0t1ft N 10.00n 25:70fl NIt 2500 it Allowable Deflection= L/120 -0.50 in Maximum Cantilever Deflection 0.42 in L/194 Positive Shear �m--•-m Negative Shear -1.00 in Maximum Bl Deflection= 0.73 in L/279 0.500 in PURLIN 2 DEFLECTION GRAPH Purlin No.2 0.000 in - Allowable Deflection- L/120 0, mft 400ft 600ft 900ft1000 ft1200 ft14 00 fn nls 0Oft L(Center Span)= 203 in w= -0.057 klf -0.500 in = 5.58 inA4 E= 29000 ksi 5+w+TribWidth•L` ^^•---Pasiti-Sh- - -----Nega[iveSh- 384.dma%_ = 0.646 in L/314I< 1.000 in page 5 CHANNEL COLUMN ANALYSIS Post Section: 8"x 3"x 0.134" A= 1.961n^2 Width D= 8.00In —� t= 0.134 In Lip W= 3.00 in Lip= 0.801n Depth IX= 18.86104 - +-- ly= 2.19 Will Sx= 4.72103 Sy= 1.031n^3 I Kx= 2.10 T Ky= 1.20 Lx= Pa= 33.57 k allowable axial load Ly= Max= 11.72 k-ft allowable major axis bending moment May= 2.83 k-ft allowable minor axis bending moment P Mx My Load Combo Max Required Strength: 0.93lc 10.19 k-ft 0.00 k-ft D+0 6W_up Post 1 Max Required Strength: 0.65 k 9.33 k-ft 0.00 k-ft D+0.6W_up Post 2 Max Required Strength: 0.93 k 10.19 k-ft 0-00 k-ft D+0.6W_up Post 3 Max Required Strength: 0.93 k 7.83 k-ft 0.00 k-ft D+0.6W_up Post 1 Max Stress Ratio Post 2 Max Stress Ratio Post 3 Max Stress Ratio 0.815 0 897 POST 2 GOVERNS POST 1 POST 2 POST 3 POST 3 POST 2 POST 1 page 6 North Reactions Summary Max Uplift Max Down Post 1= -1.61 k Post 1= 3.06 k Post 2= -1.87 k Post 2= 3.80 k Post 3= -1.58 k Post 3= 3.49 k Max Shear Max Moment Post 1= 1.15 k Post 1= 9.33 k-ft Post 2= 1.40 k - Post 2= 10.19 k-ft Post 3= 1.23 k Post 3= 7.83 k-ft North Alternate Foundation Reactions 0.6D+0.6W_up(base moment) D+0.75(S+0.6W_down) axial shear moment axial shear moment Post 1= 0.39 k 0.00 k 9.33 k-ft Post 1= 3.06 k 0.74 k 4.20 k-ft Post 2= 0.56 k U.OU k 1U.19 k-ft Post 2= 3.80 k 0.73 k 4.13 k-ft Post 3= 0.56 k 0.00 k 7.83 k-ft Post 3= 3.49 k 0.56 k 3.13 k-ft 0.6D+0.6W_up(uplift/shear) D+S axial shear moment axial shear moment Post 1= -1.61 k -1.15 k -6.50 k-ft Post 1= 2.14 k 0.00 k 0.00 k-ft Post 2= -1.87 k -1.40 k -7.89 k-ft Post 2= 3 06 k 0.00 k 0.00 k-ft Post 3= -1.58 k -1.23 k -6.94 k-ft Post 3= 3.06 k 0.00 k 0.00 k-ft D+0.6W down axial shear moment Post 1= 2.37 k 0.99 k 5.60 k-ft Post 2= 2.62 k 0.98 k 5.51 k-ft Post 3= 2.21 k 0.74 k 4.18 k-ft page 7 ROLL FORMED TOP CHORD ANALYSIS Top Chord Section: F 4"x 4.75"x 0.875"x 14ga Depth=4.00 in DEPTH Width=4.75 in Lip= 0.875 in Thickness=0.075 in Steel=A653 SS Grade 55 WIDTH Moment Capacity,Mn=3.15 k-ft Shear Capacity,Vn= 12.42 k Compressive Capacity,Pn= 15.48 k LIP Tensile Capacity,Pnt=35.71 k x.a x4 . xz ,\e e \V Ray d R2x R2y -1x Rly O Code= IBC 2012 =ASCE 7-10 Dead Load= 0.23 kip 8= 30.0 deg= 0.52 rad Snow Load= 0.53 kip Pa= 0.63 kip global(snow and/or dead) Wind_up= -1.17 kip Pb= 0.37 kip local(wind) Wind down= 0.81 kip X3= 42.72 in C dimension= 42.83 ii X2= 37.22 in D dimension= --" X3= 42.72 in TC clear= 24 X4= 19.20 in R1y= 1.70 kip R2y=0.25 kip ° Ray= 1.70 kip >, 81= 60.8 deg - 82= 60.0 deg 83= 120.0 deg ° I'� e, C DIME ION 84=30.3 deg a 85=59.2 deg �. 86= 29.7 deg —————— -------- -------_ -�A°E page 8 TOP CHORD 1 TOP CHORD 2 TOP CHORD 3 TOP CHORD 3 TOP CHORD 2 TOP CHORD 1 All Moment 17.5 k-in 20.0 k-in 15.0 k-in 10.0 k-in 0. _ n 1.3 k-in 5.0 k-in .5 k-in 0.0 k-in -5.0 k-in p 1 D 'L O '\ N 1 lb (0 00 + -I + + + + + + + + +�•0 k-in Shear Axial 2.00 kip 1.00 k 1.00 kip 0.00 k 0.00 kip -1.00 r .0 x=S0.0 x=1C 0.0 x=150.0 J-1.00 ki{ 0).0 F50.0 x=1 x=150.0 -2.00 k -2.00 kip -3.00 k Top Chord 2 RFTC Load Combo Max Moment Shear Axial S.R. D+0.6W_up 9.58 k-in 0.47 k 1.78 k 0.368 D+0.6W down 13.24 k-in 0.61 k -2.10 k 0.409 D+S 12.71 k-in 0.58 k -1.75 k 0.385 D+0.75(5+0.6W_up) 0.42 k-in 0.02 k 0.24 k 0.038 D+0.75(S+0.6W down) 17.53 k-in 0.79 k -2.60 k 0.536 0.6D+0.6W_up 11.13 k-in 0.55 k 2.00 k 0.423 0.6D+0.6W down 11.69 k-in 0.54 k -1.89 k 0.362 Max i-4-0,75(a 17.53 k-in 0,536 5.1Z._1�x%ail t�i•(�X�`•,�i tl� page 9 Knee Brace Design -Compression Member Input Data KNEE BRACES Member Section W 15 a Y1 A=Tube Width 2 in B= Tube Length 2 in i R = Corner Inner Radius 0.09375 in t=Thickness 0.072 in x - - - - - - b B KLX Buckling around x-x 6.13 ft j KL,= Buckling around y-y 6.13 ft E= Modulus of Elasticity 29500 ksi Fy=Yield Stress 50 ksi Yi G = Shear Modulus 11300 ksi o A Calcuiatea varameter ppiled Forceg 1-Properties of 900 corner M 0.0001 kip.ft r= R+t/2, Centerline of Dimension 0.130 in P 3.38 ki s u = 7E. r/2,Arc Length 0.204 in c=0.637.r Distance of c. . from center 0.083 in 2-Flat widths of flanges and webs Flat width of Dim. a=A- 2.r+t 1.6685 in Flat width of Dim. b= B- (2.r+t) 1.6685 in Calculation of Ix Element L, Length (in) Y, Distance to the center(in) L xYZ IX Flanges 2.a 3.337 B/2-t/2 0.964 3.101 0.000 Web 2.b 3.337 0 0.000 0.000 0.774 Corners 4.0 0.815 b/2 +c 0.917 0.685 0.000 Sum 7.489 1.881 3.786 0.774 Calculation of I Element L, Length (in) X, Distance to the center(in) L x XZ IY' Flanges 2.a 3.337 0 0.000 0.000 0.774 Web 2.b 3.337 A/2-t/2 0.964 3.101 0.000 Corners 4.0 0.815 a/2 +c 0.917 0.685 0.000 Sum 7.489 1.881 3.786 0.774 Section Properties A L x t 0.5392 in` Ix t x( L x Y`+Ix) 0.3284 in' Iv t x(L x X`+I„') 0.3284 in S. Ix/(B/2) 0.3284 in' Sy lY/(A/2) 0.3284 in' rx (Ix/A)0.5 0.7804 in ry (ly/A) 0.7804 in page 10 Nominal Buckling Stress KL„/r. 94.29 KL,,/r„ 94.29 KL/r 94.29 F. 712. E/(KL/r)2 32.75 ksi Ic (Fy/Fe)"' 1.24 F„ 26.39 ksi Effective Area effective width of compression flange w/t=aft 23.17 1.052/(k)""'x(w/t)x(Fn/E)"' 0.36 P (1-0.22/X)/X 1.09 ae 1.67 in effective width of web element w/t= b/t 23.17 1.052/(k)"''x(w/t)x(Fn/E)°' 0.36 P (1-0.22/X)/X 1.09 be 1.67 in Allowable Axial Load A. A.=A-2 x t x[(a-a.)+(b-be)] 0.54 in P„ Pn=A.x Fn 14.23 kips a. 1.80 Pe=Pn A 7.91 kips Check Compression Stresses Loads from Wind? CbI Cb1=(P/PA) 0.43 NO Allowable Stress Unit 1 0.43 Section is OK Computing of M,,,, By using the effective width of compression flange and assuming the web is fully effective,the neutral axis can be located as follow: Element L, Length (in) y, Distance to top fiber(in) L.y L.y` C. Flanges ae 1.669 t/2 0.036 0.060 0.002 Web 2.b 3.337 B/2 1.000 3.337 3.337 C. Corners 2.0 0.408 c+t/2 0.119 0.048 0.006 T. Flanges ae 1.669 B-t/2 1.964 3.277 6.436 T.Corners 2.0 0.408 B-c-t/2 1.881 0.767 1.443 Sum 7.489 5.000 7.489 11.224 yCa= L.y/L 1.000 Z=R+t 0.166 in The max. stress of 50 ksi ocurs in the compression flange as assumed in the calculation page 11 Check the effectiveness of the Web f, (ycg-Z)F,/ycg 41.71 ksi f2 -(B-ycg-Z)F,,/ycg -41.71 ksi W f2/ff -1.00 k 4+2(1-<<1)3+2(1-y) 24.00 h/t be/t 23.17 X 1.052/(k)0 5 x(h/t) x(f1/E)0-5 0.19 P (1-0.22/X)/X -0.94 be 1.67 in b, be/(3-V) 0.42 in b2 0.83 in b,+b2 1.25 in 21Web 2(1/12)(b)3 0.77 in E L 2 11.22 in (-)(EL)(Yc )z 7.49 in I'x 4.51 in Ix=1'X t 0.32 in Sex=lx/Ycg 0.32 ins Cb=1.0 for combined axial load and bending moment 1 2b2d2t/(b+d) 0.33 in4 Sf fullSx 0.33 in L„ 0.36Cbn.(E I.13.j)05/(Fy. Sf) 34.73 ft Fe' Cbn.(E I.G.j)"'/(L.Sf) 786.73 ksi Allowable Bending Moment Mnx 1.353 kip.ft Ob 1.670 Ma= Mnx/nb 0.810 klp.ft Check Stresses Cmx 0.6-0.4*M,/M2 0.60 Loads from Wind? Cb, (P/Pa) +(Cmx Mx/Ma) 0.43 NO Cb2 (P/Pa) +(Mx/Ma) 0.43 Allowable Stress Unity 1 Cb IMP/Pa) <= 0.15,Cb2,C'bl) 0.43 Section is OK page 12 Project: Arlington Microgrid RBISOLAR Customer A&R Solar ALTERNATE SPREAD FOOTING DESIGN LOADING ZONE: North RACKING REACTIONS: 0.6D+0.6W_up(uplift/shear) <post 2> LENGTH: 5.25 ft AXIAL(P)= -1.87 k WIDTH: 5.25 ft SHEAR(V)= 1.40 k THICKNESS: 1.50ft MOMENT(M)= -7.89 k ft DEPTH BELOW GRADE: 0.00 ft CONCRETE STRENGTH: 2.50 ksi ALLOWABLE BEARING=J 1000 psf SOIL DENSITY: 110 pcf MIN SAFETY FACTOR= 1.50 VOLUME: 41.34 ftA3 SLIDING COEFF= 0.50 CONCRETE DENSITY: 150 pcf SOIL WT= 0.00 k FOOTING WEGHT: 6.20 kip PASSIVE PRESSURE= 0.00 k RESISTING MOMENT= 16.28 k-ft J�P n � UPLIFT ANALYSIS: APPLIED UPLIFT= 1.87 kip FOOTING WEIGHT= 6.20 kip SAFETY FACTOR= 3.32 SLIDING ANALYSIS: SHEAR= 1.40 kip NAGATIVE SLIDING FORCE= 2.17 kip SAFETY FACTOR= 1.55 OVERTURNING ANALYSIS: RESISTING MOMENT= 16.28 k-ft OVERTURNING MOMENT=1 10.70 k-ft OVERTURNING SAFETY FACTOR= 1.52 page 13 BEARING PRESSURE: AXIAL= 4.33 kip MOMENT= -7.89 k-ft e= 1.82 ALLOWABLE BEARING= 1.000 ksf Qmax=l 0.685 ksf Qmax 5 ALLOWABLE BEARING REINFORCEMENT: (6) #4 BAR TOP AND BOTTOM,LONGITUDINAL AND TRANSVERSE OR (5) #5 BAR TOP AND BOTTOM,LONGITUDINAL AND TRANSVERSE page 14 CONCRETE PIER DESIGN LOADING ZONE: North GOVERNING LOAD COMBINATION: 0.6D+0.6W_up(uplift/shear) AXIAL= -1.87 kip (AXIAL UPLIFT) post 2 SHEAR= -1.40 kip MOMENT= -7.89 k-ft AXIAL DESIGN: PIER DIAMETER= 18.00 in BEARING AREA= 1.77 ft^2 FILL DEPTH= 0 in PILE PERIMETER= 4.71 ft ALLOWABLE BEARING CAPACITY= 2000 psf ALLOWABLE BEARING= 3.53 k ALLOWABLE SKIN FRICTION (COMPRESSION)= 175 psf ALLOWABLE SKIN FRICTION (UPLIFT)= 117 psf REQUIRED PIER DEPTH= 3.40 ft LATERAL DESIGN:(IBC SECTION 1807.3.2.1) LATERAL BEARING CAPACITY= 200 psf/ft NOTE FOR REVIEWER: HEIGHT OF POLE= 4 ft THE LATERAL ANALYSIS CONSIDERS ISOLATED POLE FACTOR= 2.00 BOTH THE SHEAR AND MOMENT AS AN EQUIVALENT SHEAR AT THE EQUIVALENT SHEAR AT POLE HEIGHT= 3.37 kip HEIGHT OF THE POLE. REQUIRED PIER DEPTH= 5.87 ft FINAL PIER DESIGN: PIER DIAMETER= 18 in PIER DEPTH= 6.00 ft PIER DEPTH+ FILL DEPTH= 6.00 ft POST SHALL BE EMBEDDED INTO CONCRETE A MINIMUM OF 5FT poy� DESIGN CRITERIA South Design Criteria: Code: IBC 2015 Dead Load: 4.2 psf Roof Live Load: 0.0 psf R B I S O L A R Ground Snow: 25.0 psf Wind Speed: 100 mph (Exposure C Assumed) Module Tilt: 30.0 deg Purlln Trlb Width: 2.88 ft (Horizontal Projection) Snow Load Calculation:pr=0.7C5C,Crlspg Wind Load Calculation:q=0.00256KsKdKx,V2 C.= 0.9 Ks= 0.85 Cr= 1.2 Kd= 0.85 Is= 0.8 Kt= 1.0 Cs= 0.73 PA 11.0 psf q= 18.4 psf Mean Roof Height= 6.5 ft (Per RWDI Wind Tunnel Analysis) WIND TUNNEL COEFFICIENTS(RWDI) TILT 30.0 deg PURLIN ZONE GCp Up GCp Down PSF Up PSF Down Cantilever -1.977 1.830 -36.6 33.9 Edge Span -1.644 1.337 -30.4 24.7 North Row Center Span -1.120 0.729 -20.7 13.5 South Row Center Span -1.333 1.098 -24.7 20.3 Interior Center Span -1.109 0.700 -20.5 12.9 TOP CHORD ZONE GCp Up GCp Down PSF Up PSF Down Cantilever -1.483 1.558 -27.4 28.8 Edge Span -1.264 0.976 -23.4 18.1 North Row Center Span -0.992 0597 -18.3 110 South Row Center Span -1.018 0.817 -18.8 15.1 interior Row Center5pan -0.859 0.624 -15.9 11.5 BASE MOMENT ZONE GCmy(+) GCmy(-) q"GCmy(+) q'GCmy(-) Cantilever 0.465 -0.216 8.6 -4.0 Edge Span 0.382 -0.165 7.1 -3.1 North Row Center Span 0.238 -0.146 4.4 -2.7 South Row Center Span 0.308 -0.089 5.7 -1.7 Interior Row Center Span 0.265 -0.139 4.9 -2.6 Note:See Figures 1&2 for clarity on zones page 16 APPLIED LOADING DEAD LOAD: Spsf*Purlin 0.014 kit S acin 1000 LIVE LOAD: N/A 0.000 kif P,*Purlin Trib. SNOW: 0.032 kit Width/1000: P, P' S P. * ♦ P P; t i 1 P.V .; i P, flc P. �i P: Pi P. 7 ,-,i nrr Span Edir Span P i..nrer Spw iN.,A) NORTH Cenrr Span(Font) f rn.r Sp..Il—rw) FIGURE 1 FIGURE 2 WIND:(Top Chord Pressures) South rl' Upslope Length•q fCantilever Width .GCpj,a )+Edge Span Width+GCp.d . 1 -0.961 kips Pldorm— Upslopo Longth.q LCantilever Width*GCp( )+ Edge Sport Width*GCp(edge e 1 0.828 kips — 4 L antilever 2 ( g 'p..)1 UpstopeLength•q fEdge Span Width Center Spas Width -1.180 kips PIaP = 4 2 *GCp(edge span)+ 2 *GCP(ceater span)] p P2 — UpstopeLength•q Edge Span Width*GC + Center Span Width*GC 0.928 kips down— 4 2 p(edge span) 2 P(center span)] Pia =Upslope Len,gth•y Center S an Width *GC p 4 P P(center span)] -1.053 kips P3 _UpAopnlwngth•y Center Span Width*GC dawn— 4 P P(center span) 0.845 kips M7 CANTILEVER EDGE SPAN CENTER SPAN CENTER SPAN CENTER SPAN EDGE SPAN CA"LEVER FIGURE 3 WIND:(Base Moments) GCrs,T,*q*A*Upslope Length South POSITIVE Post 1 Post 2 Post 3 15.55 k-ft 18.89 k-ft 16.87 k-ft NEGATIVE Post 1 Post 2 Post 3 6.89 k-ft -6.97 k-ft -4.89 k-ft page 17 PURLIN ANALYSIS Purlin Selected= 7"Z 16 GA Zone: South Purlin Spacing= 3.33 ft R B S O L A R Dead Load- 2.80 psf Snow Load] 11.0 psf I CANTILEVER EDGE SPAN CENTER SPAN CENTER SPAN CENTER SPAN EDGE SPAN CANTILEVER Governing Pressures - Cantilever Edge Span Center Span ASD Load Combos: Down Up Down Up Down Up D+0.6W= 23.11 psf 17.64 psf 14.99 psf D+S= 13.79 psf - 13.79 psf 13.79 psf D+0.75(0.6W+S)= 26.28 psf 22.17 psf 20.19 psf 0.6D+0.6W= - -20 26 psf - 16.57 psf -13.12 psf MAX= 26.28 psf -20.26 psf 22.17 psf -16.57 psf 20.19 psf -13.12 psf Purlin Properties Down Up D= 7.00 in Fy= 55 ksi Cantilever 0.088 kif -0.067 kif B1= 2.48 in E= 29000 ksi lEdge Span 0.074 kif -0.055 kif B2= 2.48 in nb= 1.67 Center Span 0.067 psf -0.044 psf d= 0 88 in Oc= 1.8 Cant.Width 3.38ft R= 0.13 in Cm= 1 IEdge Span Width 16.90 ft t= 0.06in R= 0.65 ICenter Span Width 16.90ft Wit per foot= 2.73 lb/ft Va= 2.88 k Area= 0.80 in^2 Ma= 4.81 k-ft Sepos= 1.75 in^3 Pa=l 6.16 k Seneg= 1.75 in^3 Ix= 5.58 in^4 �, ,- B 1 -, shear center -------- -- --x t D dy 1�y B 2 page 18 Purlin No.1 Moment Diagram-Negative Shear(Up) Purlin No.1 Moment Diagram-Positive Shear(Down) 2.000 kip-ft 1 1.000 k-ft �Od85 kip-rt 0.500 k-ft U MV,K- 1•782 kip-ft 0.000 k-ft - 1.000 kip-ft -0.500 k-f@•00 ft 5. ft 10.00 ft 15.00 ft 2 ft 25.00 ft -1.000 k-ft 0.000 kip-ft -1.500 k-ft 0. ft 10.00 ft 20.00 ft 30.00 ft -2.000 k-ft -2.500 k-ft z.agz k•tt -1.000 kip-ft - -3.000 k-ft itz Aa o'a-�s a Al,iei i.+0.°i5W+0.755 Purlin No.1-Negative Shear Purlin No.1-Positive Shear 0.600 kip 0.800 kip 0.600 kip 0.400 kip 0.400 kip 0.200 kip 0.200 kip 0.000 kip 0.000 kip - - - - 0. .00 ft 10.0o ft ft 20. ft 25.00 ft -0.200 kia•03 ft .00 ft 1 ft 15.00 ft 20.00 ft 25.00 ft -0.200 kip ' -0.400 kip -0.400 kip -0.600 kip -0.600 kip -0.800 kip Mix Moments Purlin No.1 Allowable Moments Unity Check Max Moment(Neg): 2.392 k-ft < M,p,"Mo MOWN) 4.81 k-ft 0.50 OKI Max Moment(Pos): 1 782 k-ft < M&NOMW 1UP) 3.13 k-ft 0.57 OKI Purlin No.2 Max Moment= wLz/8 Center Span Width(L)= 16.90 ft wld-)= -0.067 klf *Determined from Governing Pressures Table wi Pi= 0.044 klf *Determined from Governing Pressures Table Max Moment(Neg): 2.400 k-ft < M,rf,w„a,(oov N) 4.81 k-ft 0.50 OKI Max Moment(Pos): 1.560 k-ft < M.N*wmbAetvPl 3.13 k-ft 0.50 OKI Deflection Checks 1.00 in PURLIN 1 DEFLECTION GRAPH 0.50 in Purlin No.1 0.00 in - 0.OPf1 ft 10.0011 15.00n .00R 25,00 ft Allowable Deflection= L/120 0.50 in Maximum Cantilever Deflection= 0.42 in L/194 [)K Negative Shear -1 00 in Maximum Bl Deflection= 0.73 in L/279 01( 1.000 in PURLIN 2 DEFLECTION GRAPH Purlin No.2 0.500 in Allowable Deflection= L/120 0.000 in L(CenterSpan)= 203in _ w? 0.067k1f a�P rt..aonuaone.anla.00rti:aoni.aon nls.aon 5.58 inA4 29000 ksi osoo in S*w*Trib Width*L* ftWt.ven _.-- rvegatwesnear Amax= - 0.762 in L/266 OK -1000 in page 19 CHANNEL COLUMN ANALYSIS Post Section: 8"x 3"x 0.134" A= 1.961n^2 Width D= 8.00 in t= 0.134 in — — — — —� - Lip W= 3.00 in Lip= 0.80in Depth I X= 18.86 In^4 — ly= 2.19in^4 5x= 4.721n^3 $y= 1.03 in"3 b 1 Kx= 2.10 Ky= 1.20 Lx= Pa= 33.57 k allowable axial load Ly= Max= 11.72 k-ft allowable major axis bending moment May= 2.83 k-ft allowable minor axis bending moment P Mx My Load Combo Max Required Strength: 0.93 k 1134 k-ft 0.00 I(-ft D+0.6W_up Post 1 Max Required Strength: 0.65 k 9.33 k-ft 0.00 k-ft D+0.6W_up Post 2 Max Required Strength: 0.93 k 1134 k-ft 0.00 k-ft D+0 6W_up Post 3 Max Required Strength: 0.93 k 10.12 k-ft 0.00 k-ft D+0,6W_up Post 1 Max Stress Ratio Post 2 Max Stress Ratio Post 3 Max Stress Ratio 0.815 0,995 POSi2 GOVERNS POST 1 POST 2 POST 3 POST 3 POST 2 POST 1 page 20 South Reactions Summary Max Uplift Max Down Post 1= -1.61 k Post 1= 3.06 k Post 2= -1.90 k Post 2= 3.97 k - Post 3= -1.63 k Post 3= 3.84 k Max Shear Max Moment Post 1= 1.15 k Post 1= 9.33 k-ft Post 2= 1.42 k ! Post 2= 11.34 k-ft Post 3= 1.26 k Post 3= 10.12 k-ft South Alternate foundation Reactions 0.6D+0.6W_up(base moment) D+0.75(5+0.6W_down). axial shear moment axial shear moment Post 1= 0.39 k 0.00 k 9.33 k-ft Post 1= 3.06 k 0.74 k 4.20 k-ft Post 2= 0.56 k 0.00 k 11.34 k-ft Post 2= 3.97 k 0.84 k 4.71 k-ft Post 3= 0.56 k 0.00 k 10.12 k-ft Post 3= 3.84 k 0.76 k 4.29 k-ft 0.6D+0,6W_up(uplift/shear) D+S axial shear moment axial shear moment Post 1= -1.61 k -1.15 k -6.50 k-ft Post 1= 2.14 k 0.00 k 0.00 k-ft Post 2= -1.90 k -1.42 k -7.98 k-ft Post 2= 3.06 k 0.00 k 0.00 k-ft Post 3= -1.63 k -1.26 k -7.12 k-ft Post 3= 3.06 k 0.00 k 0.00 k-ft D+0.6W down axial shear moment Post 1= 2.37 k 0.99 k 5.60 k-ft Post 2= 2.86 k 1.11 k 6.28 k-ft Post 3= 2.69 k 1.01 k 5.72 k-ft page 21 ROLL FORMED TOP CHORD ANALYSIS Top Chord Section: 4"x 4.75"x 0.875"x 14ga Depth=4.00 in DEPTH Width=4.75 in Lip= 0.875 in Thickness= 0.075 in Steel=A653 SS Grade 55 wir Moment Capacity,Mn=3.15 k-ft Shear Capacity,Vn= 12.42 k Compressive Capacity,Pn= 15.48 k Tensile Capacity,Pnt= 35.71 k x z e - x4 R2x Rix R1y O Code= IBC 2012 =ASCE 7-10 Dead Load= 0.23 kip 0= 30.0 deg= 0.52 rad Snow Load= 0.53 kip Pa= 0.63 kip global(snow and/or dead) Wind_up= -1.18 kip Pb= 0.42 kip local(wind) Wind_down= 0.93 kip X1= 42.72 in C dimension= X2= 37.22 in D dimension= 19.20 in X3= 42.72 in TC clear= X4= 19.20 in R1y= 1.80 kip R2y=0.27 kip Ray= 1.80 kip 01= 60.8 deg r°�` ,, - -— —— e2= 60.0 deg e3= 120.0 deg V C DIMENSION 04=30.3 deg e5= 59.2 deg 06= 29.7 deg page 22 TOP CHORD 1 TOP CHORD 2 TOP CHORD 3 TOP CHORD 3 TOP CHORD 2 TOP CHORD 1 Moment 18.5 k-in 20.0 k-in 15.0 k-in 10.0 k-in 0. -in 1z X .4 k-in _1.0 k 5.0 k in 5 k-in 0.0 k-in - - -- -5.0 k-in p 1 D� 'L O a 1 (0 05 40 (0 + + + + + + + + + Ao k-in Shear Axial 2.00 kip 1.00 k 1.00 kip 0.00 k 0.00 kip -1.00 K - �c .0 x=50.0 x=1 .0 x=150.0 - 1.00 kip _2.00 50.0 x=1 x=150.0 -2.00 k -2.00 kip -3.00 k Top Chord 2 RFTC Load Combo Max Moment Shear Axial S.R. D+0.6W_up 9.74 Wn 0.48 k 1.81 k 0.374 D+0.6W down 14.55 k-in 0.66 k -2.32 k 0.449 D+S 12.71 k-in 0.58 k -1.75 k 0.385 D+0.75(S+0.6W_up) 0.30 k-in 0.01 k 0.26 k 0.038 D+0.75(S+0.6W_down) 18.52 k-in 0.83 k -2.76 k 0.567 0.6D+0.6W_up 11.28 k-in 0.56 k 2.03 k 0.429 0.6D+0.6W down 13.00 k-in 0.59 k -2.11 k 0.403 S)+(175(S+0.641V dntntn) 1,9.52 k-in 0.8:a It -2.76 k 0.567 S.R._W/Ptit) +(Mx/Nisi) page 23 Knee Brace Design -Compression Member Input Data KNEE BRACES Member Section 2x2x15 a Y1 A=Tube Width 2 in B = Tube Length 2 in I R =Corner Inner Radius 0.09375 in t =Thickness 0.072 in x I x KLx= Buckling around x-x 6.13 ft - - - - j - - - - b a KLY= Buckling around y-y 6.13 ft E= Modulus of Elasticity 29500 ksi FY=Yield Stress 50 ksi Yi G = Shear Modulus 11300 ksi o A Calculated Parameter pplied Forces 1-Properties of 900 corner M 0.0001 kip.ft r= R+t/2, Centerline of Dimension 0.130 in P 3.56 kips u =7E. r/2,Arc Length 0.204 in c=0.637.r Distance of c. . from center 0.083 in 2-Flat widths of flanges and webs Flat width of Dim. a=A- (2.r+t 1.6685 in Flat width of Dim. b= B- (2.r+0 1.6685 in Calculation of Ix Element L, Length (in) Y, Distance to the center(in) L xYz Ix. Flanges 2.a 3.337 B/2-t/2 0.964 3.101 0.000 Web 2.b 3.337 0 0.000 0.000 0.774 Corners 4.0 0.815 b/2 +c 0.917 0.685 0.000 Sum 7.489 1.881 3.786 0.774 Calculation of I Element L, Length (in) X, Distance to the center(in) L x XZ IY' Flanges 2.a 3.337 0 0.000 0.000 0.774 Web 2.b 3.337 A/2-t/2 0.964 3.101 0.000 Corners 4.0 0.815 a/2 +c 0.917 0.685 0.000 Sum 7.489 1.881 3.786 0.774 Section Properties A► L x t 0.5392 in` Ix t x( L x YZ+Ix') 0.3284 in' lY t x(L x XZ+Iyl) 0.3284 in S. Ix/(13/2) 0.3284 in" Sy IY/(A/2) 0.3284 in' rx (Ix/A)°5 0.7804 in rr (ly/A)"'° 0.7804 in page 24 Nominal Buckling Stress KL„/r, 94.29 KL,,/r,, 94.29 KL/r 94.29 Fe jr'. E/(KL/r)' 32.75 ksl '%C (Fy/Fe)"' 1.24 Fn 26.39 ksl Effective Area effective width of compression flange Wit=aft 23.17 1.052/(k)°'S x(w/t)x(Fn/E)0-5 0.36 P (1-0.22 X 1.09 ae 1.67 in effective width of web element w/t= b/t 23.17 1.052/(k)0.5 x(w/t)x(Fn/E)a.5 0.36 P (1-0.22/k)/k 1.09 be 1.67 in Allowable Axial Load Ae Ae=A-2 x It x[(a-ae)+(b-be)] 0.54 in Pn Pn=A.x Fn 14.23 kips 1.80 Pa=Pn A 7.91 kips Check Compression Stresses Loads from Wind? Cb1 Cb1=(P/Pa) 0.45 NO Allowable Stress Unity 1 0.45 Section is OK Computing of M„x By using the effective width of compression flange and assuming the web is fully effective, the neutral axis can be located as follow: Element L. Length (in) y, Distance to top fiber(in) L.y L.y` C. Flanges ae 1.669 t/2 0.036 0.060 0.002 Web 2.b 3.337 B/2 1.000 3.337 3.337 C. Corners 2.0 0.408 c+t/2 0.119 0.048 0.006 T. Flanges ae 1.669 B-t/2 1.964 3.277 6.436 T.Corners 2.0 0.408 B-c-t/2 1.881 0.767 1.443 Sum 7.489 5.000 7.489 11.224 yC9= L.y/L 1.000 Z=R+t 0.166 in The max. stress of 50 ksi ocurs in the compression flange as assumed in the calculation page 25 Check the effectiveness of the Web f, (yc9-Z)Fy/yc9 41.71 ksi f2 -(B-yea-Z)F,,/ycQ -41.71 ksi W f2/f, -1.00 k 4+2(1-ir1)3+2(1-y) 24.00 h/t be/t 23.17 1 1.052/(k)°5 x(h/t)x(f1/E)95 0.19 P (1-0.22/X)/X -0.94 be 1.67 in b, be/(3-W) 0.42 in b2 0.83 in b,+b2 1.25 in 21Web 2(1/12)(b)3 0.77 in E(L 2) 11.22 in (-)(EL)(Y. )2 7.49 in I'x 4.51 in Ix=1'Xt 0.32 in Sex=lx/Yca 0.32 i n 3 Cb=1.0 for combined axial load and bending moment 1 2b2d2t/(b+d) 0.33 in Sf fullSx 0.33 in L. 0.36Cbn.(E I.G.j)0'5/(FY. Sf) 34.73 ft Fe' Cbn.(E I.G.j)"'D/(L.Sf) 786.73 ksi Allowable Bending Moment Mnx 1.353 kip.ft nb 1.670 Ma=M"x/fib 0.810 kip.ft Check Stresses Cmx 0.6-0.4*M,/M2 0.60 Loads from Wind? Cb1 (P/Pa) +(Cmx Mx/M. 0.45 NO Cb2 (P/Pa) +(Mx/Me) 0.45 Allowable Stress Unity 1 Cb IMP/Pa) <=0.15,Cb2,Cb1) 0.45 Section is OK page 26 Project: Arlington Mlcrogrid R R I S O L A R Customer A&R Solar ALTERNATE SPREAD FOOTING DESIGN LOADING ZONE: South RACKING REACTIONS: 0.61)+0.6W_up(uplift/shear) <post 2> LENGTH: 5.25 ft AXIAL(P)= -1.90 k WIDTH: 5.25 ft SHEAR(V)= -1.42 k THICKNESS: 1.50 ft MOMENT(M)= -7.98 k-ft DEPTH BELOW GRADE: 0.00 ft CONCRETE STRENGTH: 2.50 ksi ALLOWABLE BEARING= 1000 psf SOIL DENSITY: 110 pcf MIN SAFETY FACTOR= 1.50 VOLUME: 41.34 ftA3 SLIDING COEFF= 0.50 CONCRETE DENSITY: 150 pcf SOIL WT= 0.00 k FOOTING WEGHT: 6.20 kip PASSIVE PRESSURE=J 0.00 k RESISTING MOMENT= 16.28 k-ft W� ` J y �7 tn��Lt UPLIFT ANALYSIS: APPLIED UPLIFT= 1.90 kip FOOTING WEIGHT= 6.20 kip SAFETY FACTOR= 3.27 SLIDING ANALYSIS: SHEAR= 1.42 kip NAGATIVE SLIDING FORCE= 2.15 kip SAFETY FACTOR= 1.52 OVERTURNING ANALYSIS: RESISTING MOMENT= 16.28 k-ft OVERTURNING MOMENT= 10.84 k-ft OVERTURNING SAFETY FACTOR=J 1.50 page 27 BEARING PRESSURE: AXIAL= 4.31 kip MOMENT= -7.98 k-ft e= 1.85 ALLOWABLE BEARING= 1.000 ksf Qmax= 0.709 ksf Qmax 5 ALLOWABLE BEARING REINFORCEMENT: (6) #4 BAR TOP AND BOTTOM,LONGITUDINAL AND TRANSVERSE OR (5) #5 BAR TOP AND BOTTOM,LONGITUDINAL AND TRANSVERSE page 28 CONCRETE PIER DESIGN LOADING ZONE: South GOVERNING LOAD COMBINATION: 0.6D+0.6W_up(uplift/shear) AXIAL= -1.90 kip (AXIAL UPLIFT) post 2 SHEAR= -1.42 kip MOMENT= -7.98 k-ft AXIAL DESIGN: PIER DIAMETER= 18.00 in BEARING AREA= 1.77 ft^2 FILL DEPTH= 0 in PILE PERIMETER= 4.71 ft ALLOWABLE BEARING CAPACITY= 2000 psf ALLOWABLE BEARING= 3.53 k ALLOWABLE SKIN FRICTION (COMPRESSION)= 175 psf ALLOWABLE SKIN FRICTION (UPLIFT)= 117 psf REQUIRED PIER DEPTH= 3.45 ft LATERAL DESIGN: (IBC SECTION 1807.3.2.1) LATERAL BEARING CAPACITY= 200 psf/ft NOTE FOR REVIEWER: HEIGHT OF POLE= 4 ft THE LATERAL ANALYSIS CONSIDERS ISOLATED POLE FACTOR= 2.00 BOTH THE SHEAR AND MOMENT AS AN EQUIVALENT SHEAR AT THE EQUIVALENT SHEAR AT POLE HEIGHT= 3.41 kip HEIGHT OF THE POLE. REQUIRED PIER DEPTH= 5.89 ft FINAL PIER DESIGN: PIER DIAMETER= 18 in PIER DEPTH= 6.00 ft PIER DEPTH+ FILL DEPTH= 6.00 ft POST SHALL BE EMBEDDED INTO CONCRETE A MINIMUM OF 5FT page 29 DESIGN CRITERIA Interior Design Criteria: Code: IBC 2015 Y Dead Load: 4.2 psf Roof Live Load: 0.0 psf R B I S O L A R Ground Snow: 25.0 psf Wind Speed: 100 mph (Exposure C Assumed) Module Tilt: 30.0 deg Purlln Trib Width: 2.88 ft (Horizontal Projection) Snow Load Calculation:pr=0.7CXXII�pg Wind Load Calculation:q=0.002561(,KdK,tVZ C°= 0.9 K,= 0.85 Ct= 1.2 Kd= 0.85 Is= 0.8 Ica= 1.0 Cs= 0.73 PA 11.0 psf q= 18.5 psf Mean Roof Height- 6.5 ft (Pr RWDI Wind Tunnel Analysis) WIND TUNNEL COEFFICIENTS(RWDI) TILT 30.0 deg PURUN ZONE GCp Up GCp Down PSF Up PSF Down Cantilever -1.977 1.830 -36.6 33.9 Edge Span -1.644 1.337 -30.4 24.7 North Row Center Span -1.120 0.729 -20.7 13.S South Row Center Span -1.333 1.098 -24.7 20.3 Interior Center Span -1.109 0.700 20.5 12.9 TOP CHORD ZONE GCp Up GCp Down PSF Up PSF Down Cantilever -1.483 1.558 -27.4 28.8 Edge Span -1.264 0.976 -23.4 18.1 North Row Center Span -0.992 0.597 -18.3 11.0 South Row Center Span -1.018 0.817 -18.8 1S.1 Interior Row Center Span -0.859 0.624 -15.9 11.5 BASE MOMENT ZONE GCmy(+) GCmy(-I q"GCmy(+) q"GCmy(-) Cantilever 0.465 -0.216 8.6 -4.0 Edge Span 0.382 -0.165 7.1 -3.1 North Row Center Span 0.238 -0.146 4.4 -2.7 South Row Center Span 0.308 -0.089 5.7 -1.7 ,Interior Row Center Span 0.265 -0.139 4.9 -2.6 Note:See Figures 1&2 for clarity on zones page 30 APPLIED LOADING DEAD LOAD: Spsf*Purlin 0.014 kif S acin 1000 LIVE LOAD: N/A 0.000 klf P,*Purlin Trib. SNOW: 0.032 klf Width/1000: I P P. e ee ee P' Y: P:P P r P. * P. P, 1 T i P- P Pz P. P: P P. FdCrIdg,1pa.Spas nn P' i.r ulrr tipnn(N*a1►) NORTH C r�rr S{na lY+nl►) Cmrer Spn llnrrN.I FIGURE 1 FIGURE 2 WIND (Top Chord Pressures) Interior P I -Upstope Length ra Cantilever'Width *GC' +Edge Span Width*GC 1 -0,961 kips aP— 4 L P(cantdeoer) 2 N(adga span) Pldnwa— UpstopeLength•q[Cantilever Width*GCp(ean )+ Edge Span Width*GCp edgespan 0.828 kips 4 L titever 2 ( ) P2 - Upstope6ength•q Edgr Span Width*GCp( es +Center Span Width *GC -1.098 kips uP 4 2 edgpan) 2 P(eenterspan) _ lipsiope Len,gth•q Edge Span Width Crnoersparl Width 0.828 kips P2down— 4 I 2 *GCp(edge span)+ 2 *GCP(center span) P3 _t/pstopr Length•q C S up- 4 enter Pan Width *GC P(-nter span)] -0.889 kips "down_UpstopeAength•g(Center Span Width*GCp(«,ter span)] 0.645 kips CAN11LEVEH EDGE SPAN CENMR SPAN CENTER SPAN CENTER SPAN mCE SPAN CANYIUWR FIGURE 3 WIND:(Base Moments) GCM,,*q*A*Upstope Length Interior POSITIVE Post 1 Post 2 Post 3 15.55 k-ft 17.72 k-ft 14.52 k-ft NEGATIVE Post 1 Post 2 Post 3 6.89 k-ft -8.35 k-ft -7.64 k-ft page 31 PURLIN ANALYSIS Purlin Selected= 7"Z 16 GA Zone: Interior Purlin Spacing= 3.33 ft R B S O L A R Dead Load- 2.80 psf Snow load= 11.0 psf 1ROM CANTILEVER EDGE SPAN CENTER SPAN CENTER SPAN CENTER SPAN EDGE SPAN CANTILEVER Governing Pre isms ASD Load Combos: Cantilever Edge Span Center Span Down Up Down Up Down Up D+0.6W= 23.11 psf 17.64 psf 10.56 psf D+S= 13.79 psf 13.79 psf - 13.79 psf D+0.75(0.6W+S)= 26-28 psf 22 17 psf 16.87 psf - 0.6D+0.6W= -20.26 psf - -16 57 psf -10.62 psf MAX= 26.29 psf -20.26 psf 22.17 psf -16.57 psf 16.87 psf -10.62 psf Purlin Properties Down Up D= 7.00 in Fy= 55 ksi Cantilever 0.088 klf -0.067 klf B1= 2.48 in E= 29000 ksi Edge Span 0.074 klf -0.055 klf 62= 2.48 in f1b= 1.67 Center Span 0.056 psf -0.035 psf d= 0.88 in t!c= 1.8 Cant.Width 3.38 ft R= 0.13 in Cm= 1 Edge Span Width 16.90 ft t= 0.06in R= 0.65 Center Span Width 16.90 ft Wt per foot= 2.73 lb/ft Va= 2.88 k Area= 0-80 in^2 Ma= 4.81 k-ft Sepos= 1.75 in^3 Pa=l 6.16 k Seneg= 1.75 in^3 Ix= 5.58 in^4 B. , shear -------- - ----x + D center R. y R2 page 32 Purlin No.1 Moment Diagram-Negative Shear(Up) Purlin No.1 Moment Diagram-Positive Shear(Down) 2 000 kip-ft � 1.000 k-ft U 3W 0.500 k-ft 0.0D I,-It 0.000 k-ft 1.000 kip-ft -0.500 k-18• ft 5 ft 10.00 ft 1.5.00 ft ft 25.00 it -1-000 k-ft 0.000 kip-ft -1 500 k-ft 0: ft 10.00 ft 20.00 ft 30.00 ft -2.000 k-ft Tqt 2.500 k-ft -1.000 kip-ft -3.000 k-ft Purlin No.1-Negative Shear Purlin No.1-Positive Shear 0.600 kip r 0.800 kip f 0.600 kip i 0.400 kip � 1 0.400 kip 0.200 kip + 0.200 kip100�-, - -1 0.000 kip 0.000 kip0. ft 10.00ft ft 20. ft 25.00 ft -0.200 kip•0D ft 15.00 ft ft 25.00 ft -0.200 kip - - I -0.400 kip-0.400 kip - ---� -0.600 kip - - -- I -0.600 kip - _0.800 kip Purlin No.1 Allowable Moments Unity Check Max Moment(Neg): 2.392 k-ft < M.Ir-ra Newrq 4.81 k-ft 0.50 OK! Max Moment(Pos): 1.782 k-ft < M,i(� aq tuv( 3.13 k-ft 0.57 OKI Purlin No.2 Max Moment= wLz/8 Center Span Width(L)= 16.90 ft w(d-I= -0.056 klf `Determined from Governing Pressures Table w(o(= 0.035 klf •Determined from Governing Pressures Table Max Moment.(Neg):-T_ _- 2.006 k-ft < M.1Iawa .toomj 4.81 k-ft 0.42 OK! Max Moment(Pos): 1.263 k-ft < M.N„Y,yt,t,pl 3.13 k-ft 0.40 OK! Deflection Checks 1.00 in PURLIN 1 DEFLECTION GRAPH 0.50 in - - Purlin No.1 Y` 0.00 in omrt, rt toa�rt 150on mn J50oft Allowable Deflection= L/120 -0.50 in Maximum Cantilever Deflection= 0.42 in L/194 0K PosRive Shear Negative Shrar -1.00 in Maximum B3 Deflection= 0.73 in L/279 01< 0.500 in PURLIN 2 DEFLECTION GRAPH Purlin No.2 I 0.000 in - - - -- AllowableDeflection= L/120 000 ooft 400ft 600R 800ft1Q00R17.00N14.00R R1000 it L(Center Span)= 203 in Lw a 0.056 klf _ -0.500 in 1= 5.58 inA4 E 29000 ksi S*w*TribWidth-L° ®^--PosRiveShear -- - NegativeShear Amax= = 0.637 in L/318 OK -1.000 in page 33 CHANNEL COLUMN ANALYSIS Post Section: 8"x 3"x 0.134" A= 1.96 tn^2 Width D= 8.00 in —i► t= 0.134 in L Lip W= 3.00 in Lip= 0.80In Ix= 18.861n^4 Depth -r c— ly= 2.19in^4 Sx= 4.72 In^3 Sy= 1.03 in^3 Kx= 2.10 Ky= 1.20 Lx= Pa= 33.57 k allowable axial load Ly= Max= 11.72 k-ft allowable major axis bending moment May= 2.83 k-ft allowable minor axis bending moment P Mx My Load Combo Max Required Strength; 0.93 Ic 10.63 k-ft 0.00 k-ft D+0.6W_up Post 1 Max Required Strength; 0.65 k 9.33 k-ft 0.00 k-ft D+0.6W_up Post 2 Max Required Strength: 0.93 k 10.63 k-ft 0.00 k-ft D+0,6W_up Post 3 Max Required Strength; 0.93 k 8.71 k-ft 0.00 k-ft D+0 6W_up Post 1 Max Stress Ratio Post 2 Max Stress Ratio Post 3 Max Stress Ratio 0.815 0.93S 0 T71 POST 2 GOVERNS POST 1 POST 2 POST 3 POST 3 POST 2 POST 1 page 34 Interior Reactions Summary Max Uplift Max Down Post 1= -1.61 k Post 1= 3.06 k Post 2= -1.73 k Post 2= 3.82 k Post 3= -1.29 k Post 3= 3.53 k Max Shear Max Moment Post 1= 1.15 k Post 1= 9.33 k-ft Post 2= 1.32 k Post 2= 10.63 k-ft Post 3= 1.07 k Post 3= 8.71 k-ft Interior Alternate Foundation Reactions 0.6D+0.6W_up(base moment) D+0.75(S+0.6W down) axial shear moment axial shear moment Post 1= 0.39 k 0.00 k 9.33 k-ft Post 1= 3.06 k 0.74 k 4.20 k-ft Post 2= 0.56 k 0.00 k 10.63 k-ft Post 2= 3.82 k u.75 k 4.20 k-ft Post 3= 0.56 k 0.00 k 8.71 k-ft Post 3= 3.53 k 0.58 k 3.27 k-ft 0.6D+0.6%up(uplift/shear) D+S axial shear moment axial shear moment Post 1= -1.61 k -1.15 k -6.50 k-ft Post 1= 2.14 k 0.00 k 0.00 k-ft Post 2= -1.73 k -1.32 k -7.43 k-ft Post 2= 3.06 k 0.00 k 0.00 k-ft Post 3= -1.29 k -1.07 k -6.01 k-ft Post 3= 3.06 k 0.00 k 0.00 k-ft 0+0.6W down axial shear moment Post 1= 2.37 k 0.99 k 5.60 k-ft Post 2= 2.65 k 0.99 k 5.60 k-ft Post 3= 2.27 k 0.77 k 4.37 k-ft page 35 ROLL FORMED TOP CHORD ANALYSIS Top Chord Section: 4"x 4.75"x 0.875"x 14ga Depth=4.00 in Width=4.75 in Lip=0.875 in Thickness=0.075 in Steel=A653 SS Grade 55 Moment Capacity,Mn=3.15 k-ft Shear Capacity,Vn= 12.42 k Compressive Capacity,Pn= 15.48 k Tensile Capacity,Pnt=35.71 k . x1 �.� 0 R3x1� YYY F \Y x� R2x R2y R1x RSy` O Code= IBC 2012 =ASCE 7-10 Dead Load= 0.23 kip 0= 30.0 deg= 0.52 rad Snow Load= 0.53 kip Pa= 0.63 kip global(snow and/or dead) Wind_up= -1.10 kip Pb= 0.37 kip local(wind) Wind down= 0.83 kip X1= 42.72 in C dimension= 42.83 in X2= 37.22 in D dimension= 19.20 ir. X3= 42.72 in TC clear= 24 97 in X4= 19.20 in Rly= 1.71 kip R2y= 0.25 kip pt„Mt•°°Nc,.v Ray= 1.71 kip al= 60.8deg -- 02= 60.0 deg 03= 120.0 deg „a '``t a, °- I DIMENSION 04= 30.3 deg e, 05=59.2 deg +, 06= 29.7 deg —————— -------- --------. GRADE page 36 TOP CHORD 1 TOP CHORD 2 TOP CHORD 3 TOP CHORD 3 TOP CHORD 2 TOP CHORD 1 Alf P 77 Moment 17.7 k-in 20.0 k-in 15.0 k-in 10.0 k-in 0. _ n 1.3 k-in 5.0 k-in .7 k-in 0.0 k-in 5.0 k-in O '� D `L ° A 1� 'b (0 AO k-in + + + + + + + + + i + Shear Axial 2.00 kip 1.00 k 1.00 kip 0.00 k 0.00 kip 1.00 kx=0.0 x=50.0 x=1 .0 x=150.0 -1.00 kip IL-0.0 L.0 x=1( x=150.0 -2.0o k -2.00 kip -3.00 k Top Chord 2 RFTC Load Combo Max Moment Shear Axial S.R. D+0.6W_up 8.79 k-in 0.43 k 1.64 k 0.338 D+0.6W down 13.40 k-in 0.61 k -2.13 k 0.414 D+S 12.71 k-in 0.58 k -1.75 k 0.385 D+0.75(S+0.6W_up) 1.01 k-in 0.05 k 0.14 k 0.047 D+0.75(S+0.6W down) 17.65 k-in 0.79 k -2.62 k 0.540 0.6D+0.6W_up 10.34 k-in 0.51 k 1.86 k 0.394 0.6D+0.6W down 11.85 k-in 0.54 k -1.92 k 0.367 aK D+0.75(S+0.61PJ down) 17.65 km-in 039 k page 37 Knee Brace Design-Compression Member Input Data KNEE BRACES Member Section W 15 a YI A=Tube Width 2 in B = Tube Length 2 in i R = Corner Inner Radius 0.09375 in t= Thickness 0.072 in KLX Buckling around x-x 6.13 ft X_ -"o e I KLy= Buckling around y-y 6.13 ft E= Modulus of Elasticity 29500 ksi Fy =Yield Stress 50 ksi Yi G =Shear Modulus 11300 ksi o A caicuia ed Parameter Applied Forces 1-Properties of 900 corner M 0.0001 ki .ft r= R+t/2, Centerline of Dimension 0.130 in P 3.40 kips u=7C. r/2,Arc Length 0.204 in c=0.637.r Distance of c. . from center 0.083 in 2- Flat widths of flanges and webs Flat width of Dim. a=A- 2.r+t) 1.6685 in Flat width of Dim. b= B- (2.r+t) 1.6685 in Calculation of Ix Element L, Length (in) Y, Distance to the center(in) L xY2 lxI Flanges 2.a 3.337 B/2-t/2 0.964 3.101 0.000 Web 2.b 3.337 0 0.000 0.000 0.774 Corners 4.0 0.815 b/2 +c 0.917 0.685 0.000 Sum 1 7.489 1 1.881 1 3.786 0.774 Calculation of I Element L, Length (in) X, Distance to the center(in) L x XZ Iy' Flanges 2.a 3.337 0 0.000 0.000 0.774 Web 2.b 3.337 A/2-t/2 0.964 3.101 0.000 Corners 4.0 0.815 a/2+c 0.917 0.685 0.000 Sum 7.489 1.881 3.786 0.774 Section Properties A L x t 0.5392 in` Ix t x( L x Yz+ix') 0.3284 in" IY t x(L x Xz+ly') 0.3284 in' Sx Ix/(13/2) 0.3284 in" Sy lY/(A/2) 0.3284 in" rx (lx/A)°.5 0.7804 in rY (lY/A)"'' 0.7804 in page 38 Nominal Buckling Stress KLjr., 94.29 KLy/ry 94.29 KL/r 94.29 Fe ;T2. E/(KL/r)2 32.75 ksi (Fy/Fe)°° 1.24 F„ 26.39 ksi Effective Area effective width of compression flange w/t=a/t 23.17 1.052/(k)o 5 x(w/t)x(Fn/E)°5 0.36 P (1-0.22/X)/X 1.09 ae 1.67 in _ effective width of web element = b/t 23.17 w/t 1.052/(k)o.5 x(w/t)x(Fn/E)o'S 0.36 P (1-0.22/X)/X 1.09 be 1.67 in Allowable Axial Load Ae A.=A-2 x t x [(a-ae)+(b-be)] 0.54 in Pn Pn=Ae x Fn 14.23 kips f2c 1.80 Pa=Pn/mac 7.91 kips Check Compression Stresses Loads from Wind? Cb1 Cb1=(P/Pa) 0.43 NO Allowable Stress Unit 1 0.43 Section is OK Computing of M„X By using the effective width of compression flange and assuming the web is fully effective, the neutral axis can be located as follow: Element L, Length (in) y, Distance to top fiber(in) L.y L.y` C. Flanges ae 1.669 t/2 0.036 0.060 0.002 Web 2.b 3.337 B/2 1.000 3.337 3.337 C. Corners 2.0 0.408 c+t/2 0.119 0.048 0.006 T. Flanges ae 1.669 B-t/2 1.964 3.277 6.436 T.Corners 2.0 0.408 B-c-t/2 1.881 0.767 1.443 Sum 7.489 5.000 7.489 11.224 yCg= L.y/L 1.000 Z=R+t 0.166 in The max. stress of 50 ksi ocurs in the compression flange as assumed in the calculation page 39 Check the effectiveness of the Web f, (yc9-Z)Fy/yea 41.71 ksi f2 -(B-yc9-Z)Fy/yc9 -41.71 ksi v f2/fl -1.00 k 4+2(1-W)3+2(1-W) 24.00 h/t be/t 23.17 1 1 052/(k)11'x(h/t) x(f1/E)° 0.19 P (1-0.22/X)/X -0.94 be 1.67 in b, be/(3-fit) 0.42 in b2 0.83 in b,+b2 1.25 in 2I..b 2(1/12)(b)3 0.77 in E L a 11.22 in (-)(EL)(Y, ) 7.49 in I'x 4.51 in Ix=rxt 0.32 in SeX Ix/Y.a 0.32 in3 Cb=1.0 for combined axial load and bending moment 1 2b2d2t/(b+d) 0.33 in' Sf fullSx 0.33 in L„ 0.36Cb7E.(E I.G.j)°'5/(Fy. Sf) 34.73 ft Fe' CbR.(E I.G.j)"'°/(L. Sf) 786.73 ksi Allowable Bending Moment Mnx 1.353 kip.ft nb 1.670 Ma=Mnx/nb 0.810 klp.ft Check Stresses C+mx 0.6-0.4*M,/M2 0.60 Loads from Wind? Cb, (P/Pa)+(Cmx Mx/M. 0.43 NO Cb2 (P/Pe) +(Mx/Ma) 0.43 Allowable Stress Unity 1 Cb If((P/Pa) <= 0.15,Cb2,Cb,) 0.43 Section is OK page 40 Project: Arlington Microgrid RBI S O L A R Customer AMSolar ALTERNATE SPREAD FOOTING DESIGN LOADING ZONE: Interior RACKING REACTIONS: 0.6D+0.6W_up(uplift/shear) <post 2> LENGTH: 5.25 ft AXIAL(P)= -1.73 k WIDTH: 5.25 ft SHEAR(V)= -1.32 k THICKNESS: 1.50ft MOMENT(M)= -7.43 k-ft DEPTH BELOW GRADE: 0.00ft CONCRETE STRENGTH: 2.50 ksi ALLOWABLE BEARING= 1000 psf SOIL DENSITY: 110 pcf MIN SAFETY FACTOR= 1.50 VOLUME: 41.34 ftA SLIDING COEFF= 0.50 CONCRETE DENSITY: 150 pcf SOIL WT= 0.00 k FOOTING WEGHT: 6.20 kip PASSIVE PRESSURE=J 0.00 k RESISTING MOMENT= 16.28 k-ft ` P .t F L tom►3� �i UPLIFT ANALYSIS: APPLIED UPLIFT= 1.73 kip FOOTING WEIGHT= 6.20 kip SAFETY FACTOR= 3.59 SLIDING ANALYSIS: SHEAR= 1.32 kip NAGATIVE SLIDING FORCE= 2.24 kip SAFETY FACTOR= 1.70 OVERTURNING ANALYSIS: RESISTING MOMENT= 16.28 k-ft OVERTURNING MOMENT= 9.98 k-ft OVERTURNING SAFETY FACTOR=J 1.63 page 41 BEARING PRESSURE: AXIAL= 4.48 kip MOMENT= -7.43 k-ft e= 1.66 ALLOWABLE BEARING= 1.000 ksf Qmax=l 0.589 ksf Qmax 5 ALLOWABLE BEARING REINFORCEMENT: (6) #4 BAR TOP AND BOTTOM,LONGITUDINAL AND TRANSVERSE OR (5) #5 BAR TOP AND BOTTOM,LONGITUDINAL AND TRANSVERSE page 42 CONCRETE PIER DESIGN LOADING ZONE: Interior GOVERNING LOAD COMBINATION: 0.6D+0.6W_up(uplift/shear) AXIAL= -1.73 kip (AXIAL UPLIFT) post 2 SHEAR= -1.32 kip MOMENT= -7.43 k-ft AXIAL DESIGN: PIER DIAMETER= 18.00 in BEARING AREA= 1.77 ft^2 FILL DEPTH= 0 in PILE PERIMETER= 4.71 ft ALLOWABLE BEARING CAPACITY= 2000 psf ALLOWABLE BEARING= 3.53 k ALLOWABLE SKIN FRICTION (COMPRESSION)= 175 psf ALLOWABLE SKIN FRICTION (UPLIFT)= 117 psf REQUIRED PIER DEPTH= 3.14 ft LATERAL DESIGN: (IBC SECTION 1807.3.2.1) LATERAL BEARING CAPACITY= 200 psf/ft NOTE FOR REVIEWER: HEIGHT OF POLE= 4 ft THE LATERAL ANALYSIS CONSIDERS ISOLATED POLE FACTOR= 2.00 BOTH THE SHEAR AND MOMENT AS AN EQUIVALENT SHEAR AT THE EQUIVALENT SHEAR AT POLE HEIGHT= 3.17 kip HEIGHT OF THE POLE. REQUIRED PIER DEPTH= 5.72 ft FINAL PIER DESIGN: PIER DIAMETER= 18 in PIER DEPTH= 6.00 ft PIER DEPTH+ FILL DEPTH= 6.00 ft euST SHALL BE EMBEDDED INTO CONCRETE A MINIMUM OF SFT page 43 v v a) rn c� a cn a W m F w ❑ � m = 0w � a m a q 0 N m - - G O m w 6 N W N O O a n n a m 0 0 0 0 O m m O g m 31inSS311d 71lnVN4AH Z 0 'Q 'Q� yyCOC1 �n N m O N < ~ 6 U x J 8 V - - G "Y G Z WN 0LLI - O N N N Y M W co GO a ry m G O C m LYLit x u1 N Y a • • 0 g ^ n� Gg 6� 2 G N o a G • • o❑ a a z z O T o00 N m 6 z OU W M V N 'N 'r ❑ M FC O L I W r ^ G N O W z G = $ G p9pGp .+ 6 0 m N 6 m J a w O n o N z G J, a g 06 o Z z W 6 N O Q m n Z �O O z G 0 N N O Q O d W Q W G^r 'M ° o z o g ' 0 S o WHQ WC 0Y - - - - - - - - - O . Q n a n n a a n n a a a 0 0 0 0 0 0 0 0 0 0 0 N rl N 3)jnSS3Nd]Ill1VNOAH $ � a ( r!m Ln § � ; c ; = : � dddddd ( \ § ) § § ) 2 � * ■ ; ; RN } \ ! ; § § 2 E !! \ ! ! ! § , 2 : : - , - e � � - � 2 ! ; l ; a3 � oo _ � , � \ \ ui - - 2 ; 4 (§ (\}� k } O § § k§ kk)) . / \ \ o ) § |o § § § | § > § B . a ' § (D oeogo o \ k ( ] = S , § ] § § ) § w § § § § | 2 o o o 2 ® § 22 ! § 2 § 4 dlmmam20 e � & ! \ � § _ . o o k ® § ; , ! g / § \ \ \ k « »\\\ \ \ bu ; nnnn 6. of Test Locations and Site Images Image 6.1:Map of Test Locations . 1 � _ _ ,� `" ram,.••� :{ '. eisivc► ..i page 46 JOB TITLE Arlington Microgrid JOB LOCATION Arlington,WA 98223 JOB NO. 1930005 SHEET NO. R B I S O L A R CALCULATED BY DATE CHECKED BY DATE STRUCTURAL CALCULATIONS FOR A&R Solar CITY OF ARLINGTON Arlington Microgrid BUILDING DEPARTMENT Arlington,WA 98223 APPROVED DATE BY A2-- NO CHANGES AUTHORIZED UNLESS APPROVED BY THE BUILDING INSPECTOR WAR�, OFFICE COPY 42514 ��V Received �S�ONAL JAN 2 8 2019 1-28-2019 Michael Digitally signed by Michael Spurrier, PE DN:cn=Michael Spurrier,PE,o, ou=RBI Solar,Inc, Spurrier P E email=mspurrier@rbisolar.com,c=US / Date:2019.01.28 15:34:50-05'00' JOB TITLE Arlington Microgrid JOB LOC Arlington,WA 98223 JOB NO. 1930005 SHEET NO. RBI SOLAR CALCULATED BY DATE CHECKED BY DATE VI. Seismic Loads: Seismic Use Group II Importance Factor(Ie) 1.00 Site Class E Ss(0.2 sec)= 166.40%g S 1 (1.0 sec)= 140.60%g Fa= 0.900 Sms= 1.498 Sds= 0.998 Design Category= D Fv= 2.400 Sml= 3.374 Shc= 2.250 Design Category= E Seismic Design Category= E Number of Stories: 1 Structure Type: Light Frame Plan Structural Irregularities: No plan Irregularity Vertical Structural Irregularities: No vertical Irregularity Flexible Diaphrams: No Non-building Structure Type Inverted Pendulum Systems Seismic resisting system: Cantilevered column systems System Building Height Limit: NI, Actual Building Hcighl(hn)=6.5 ft DESIGN COEFFICIENTS AND FACTORS Response Modification Factor(R)= 2 System Over-Stiength Factor(S2o)= 2 Sds=0.900 (Modified since regular structure, Deflection Amplification Factor(Cd)= 2 Shc=0.960 T<=0.5 and<=5 stories) Cpde Reference Section for•Detailing: 12.2.5.3 PERMITTED ANALYTICAL PROCEDURES Index Force Analysis(Seismic Category A only) Method Not Permitted Simplified Analysis - Permitted Design Base Shear V=1.2S4sW/R= 0.540W Equivalent Lateral-Force Analysis Permitted Building period coef. (CT)= 0.020 Approx fundamental period(Ta)= CA`= 0.081 x=0.75 Seismic response coef.(Cs)= SdsIe/R= 0.450 need not exceed Cs= Sd1Ie/RTa= 5.896 but not less than Cs= =0.5IeS1/R 0.352 USE Cs= 0.450 Design Base Shear V=0.450W Model,Linear&Nonlinear Response Analysis -Permitted(see code for procedure) _y t DESIGN CRITERIA North Design Criteria: Code: IBC 2012 Dead Load: 4.2 psf Roof Live Load: 0.0 psf RBI S O L A R Ground Snow: 25.0 psf Wind Speed: 110 mph (Exposure C Assumed) Module Tilt: 30.0 deg Purlin Trib Width: 2.88ft (Hor;:ontalProjection) Snow Load Calculation:pf=0.7C,C,Crlspg Wind Load Calculation:q=0.00256K,KdK,,VZ C.= 0.9 K.= 0.85 Cr= 1.2 Kd= 0.85 1.= 1.0 K„= 1.0 C.= 0.73 P: 13.7 psf q= 22.4 psf Mean Roof Height= 6.5 ft (Per RWDI Wind Tunnel Analysis) TILT WIND TUNNEL COEFFICIENTS(RWDI) 30.0 deg PURLIN ZONE GCp Up GCp Down PSF Up PSF Down Cantilever -1.977 1.830 -44.2 41.0 Edge Span -1.644 1.337 -36.8 29.9 North Row Center Span -1.120 0.729 -25.1 16.3 South Row Center Span -1.333 1.098 -29.8 24.6 interior Center Span -1,i09 0.700 -24.8 15.7 TOP CHORD ZONE GCp Up GCp Down PSF Up PSF Down Cantilever -1.483 1.558 -33.2 34.9 Edge Span -1.264 0.976 -28.3 21.9 North Row Center Span -0.992 0.597 -22.2 13.4 South Row Center Span -1.018 0.817 -22.8 18.3 Interior Row Center Span -0.859 0.624 -19.2 14.0 BASE MOMENT ZONE GCmy(+) GCmy(-) q'GCmy(+) q'GCmy(-) Cantilever 0.465 -0.216 10.4 -4.8 Edge Spun 0.382 -0.165 8.5 -3.7 North Row Center Span 0.238 -0.146 5.3 -3.3 South Row Center Span 0.308 -0.089 6.9 -2.0 Interior Row Center Span 0.265 -0.139 5.9 -3.1 Note:See Figures 1&2 for clarity on zones APPLIED LOADING DEAD LOAD: Spsf*Purlin 0.014 kif S acin 1000 LIVE LOAD: N/A 0.000 kif P*Purlin Trib. SNOW: 0.040 kif Width/3000: P. P• P, p P. P, P: pl P. T t T P. P Pt P P: P. P: P' P P• Sp- NORTH fpa UpSpA r' f.�Lrr S f.�(\cn►) NORTH Cn.•r Stu t1AluL.1 FIGURE 1 FIGURE 2 WIND:(Top Chord Pressures) Noftti P1a Upslope Length•q[Cantilever Width *GCp(ran )+Fdge Span Width*GCp(edge -1.004 kips P1 _ UpslopeLangth•q[Cantilever Width*GC + FdgespanWidtll*GC 1 0.879 kips down— d p(c tileoer) 2 P(edge span) P2ap = UpsiopeLongth•q(Edge span Width*GC +center Span Width *GC man -1.254 kips { L 2 p(edgespan) 2 P(center ) Upslope Length•q Edge Span Width Center span Width 0.863 kips P2 — I *GCp(e )+ *GCp renter P down— A 2 dge span 2 ( span) P3ap=Upslope Lengthrq[Center Span Width *GCp(rente span)] -1.242 kips P3 _Upsiope Length*q[Center Span Width*GC ] 0.748 kips down- 4 P P(center span)] s p CANTILEVER EDGE SPAN CENTER SPAN CENTER SPAN CENTER SPAN EDGE WAN CANTILEVER FIGURE 3 WIND:(Base Moments) GCp,*q*A*Upslope Length North POSITIVE Post 1 Post 2 Post 3 16.29 k-ft 18.02 k-ft 15.79 k-ft NEGATIVE Post 1 Post 2 Post 3 -7.24 k-ft -9.22 k-ft -9.66 k-ft PURLIN ANALYSIS Purfin Selected= 7"Z 16 GA l Zone: North Purlin Spacing= 3.33 It RBI S O L A R Dead Load- 2.80 psf Snow Load= 13.7 psf CANTILEVER EDGE SPAN (ENTER SPAN CENTER SPAN CENTER SPAN EDGE SPAN CANTILEVER Governing Pressures Cantilever ASD Load Combos: Edge Span Center Span Down Up Down Up Down Up D+0.6W= 27.38 psf 20.75 psf 12.58 psf D+S= 16.54 psf 16.54 psf 16.54 psf D+0.75(0.6W+S)= 31.54 psf 26.57 psf 20.44 psf 0.6D+0.6W= -24.86 psf -20.40 psf -13.36 psf MAX= 31.S4 psf -24.86 psf 26.57 psf -20.40 psf 20,44 psf -13.36 psf Purlin Properties Down Up D= 7.00 in Fy= 55 ksi Cantilever 0.105 klf -0.083 klf 81= 2.48 in E= 29000 ksi Edge Span 0.088 kif -0.068 klf 82= 2.48 in Ob= 1.67 Center Span 0.068 psf -0.044 psf d= 0.88 in Ac= 1.8 Cant.Width 3.38 ft R= 0.13 in Cm= 1 Edge Span Width 13.52 It t= 0.06 in R= 0.65 Center Span Width 16.90 ft Wt per foot= 2.73 lb/ft Va= 2.88 k Area= 0.80 inA2 Ma= 4.81 k-ft Sepos= 1.75 in^3 Pal 6.16 k Seneg= 1.75 inA3 Ixx 5.58 in^4 ,- B. Y shear -------- ------x t D center Ry d,(" 2 Purlin No.1 Moment Diagram-Negative Shear(Up) Purlin No.1 Moment Diagram-Positive Shear(Down) 2.000 kip-ft 1.000 k-ft -0.473 kip-ft 0.500 k-ft 1.000 kip-ft 0.000 k-ft 1.325 kip-ft 0.00 ft S. ft 10.00 ft 15.00 20.00 ft -0.500 k-ft 0.000 kip-ft Z -1.000 k-ft 0.00 ft 10.00 ft 20.00 ft 0 -1.500 k-ft -1.733 k-ti -1.000 kip-ft -2.000 k-ft 0.6 D+0.6W D+0.45 W+0.75S Purlin No.1-Negative Shear Purlin No.1-Positive Shear 0.600 kip 0,800 kip 0.600 kip 0.400 kip 0.400 kip 0.200 kip 0-200 kip 0.000 kip t 0.000 kip w-io ft %.GO ft 10.00 ft 15.00 ft I 20.00 ft -0.200 kip-00 ft 5.00 ft .00 ft 15.00 ft 20.00 ft -0.200 kip -0.400 kip 00000 -0-400 kip -0.600 kip -0.600 kip -0.800 kip Max Moments Purlin No.1 Allowable Moments Unity Check Max Moment(Neg): 1.733 k-ft I M411o.,4hl.loo,,Nl 4.81 k-ft 0.36 OKI Max Moment(Pos): 1.325 k-ft < M.0-01.(uv) 3.13 k-ft 0.42 OKI Purlin No.2 Max Moment= WL'/8 Center Span Width(L)= 16.90 ft w1do,,,,1= -0.068 klf 'Determined from Governing Pressures Table W(up)= 0.044 klf 'Determined from Governing Pressures Table Max Moment(NeRk 2.431 k-ft < M,x w.N.InnwNl 4.81 k-ft 0.51 OKI Max Moment(Pos): 1.588 k-ft < MaxuwaWt v) 3.13 k-ft 0.51 OKI Deflection Checks 0,40." PURLIN 1 DEFLECTION GRAPH 0 20 in Purlin No.1 0� J 0.00 in 000ft_.�Nh:_Ytlt ft :O t:t4 It 11.M ft:8 tt Allowable Deflection= L/120 -0.20 in Maxlmum Cantilever Deflection= 0.22 in L/375 OK P-Itl-Sh... -, -0.40 in Maximum Bl Deflection= 0.33 in L/486 OK 1.000 in PURLIN 2 DEFLECTION GRAPH Purlin No.2 0.500 in Allowable Deflection= L/120 0 000 in G L(Center Span)= 203 in w= -0.068 klf 0Wft y uft 400ft 6.Wft 800ft10.00ft17A0n14A1111 1u11.0aft I= 5.58 inA4 E= 29000 ksi -0 500 in dr118X= 5•w-Trib Width•L' 0.772 in L/263 OK 1.00o in ---NMI?.SM. N.g.ovah... = Y CHANNEL COLUMN ANALYSIS Post Section: 8"x 3"x 0.134" A= 1.96 W2 D= 8.00 in t= 0.134 in �- W= 3.00 in Lip= 0.80 in Ix= 18.86 W4 ly= 2.19in^4 Sx= 4.72 in-3 Sy= 1.03 in^3 Kx= 2.10 Ky= 120 Lx= 5.64 ft Paz 33.57 k allowable axial load Ly= 5.64 ft Max= 11.72 k-ft allowable major axis bending moment May= 2.83 k-ft allowable minor axis bending moment P Mx My Load Combo Max Required Strength: 0.84 It 10.81 k-ft 0.0o k-ft D+0.6W_up Post 1 Max Required Strength: 0.56 k 9.77 k-ft 0.00 k-ft D+0.6W up Post 2 Max Required Strength: 0 84 k 10 81 k-ft 0.00 k-ft D+0.6W_up Post 3 Max Required Strength. 0.93 k 9.47 k-ft 0.00 k-ft D+0.6W_up Post 1 Max Stress Ratio Post 2 Max Stress Ratio Post 3 Max Stress Ratio 0.947 0-836 POST 2 GOVERNS XIN I/ Af. POST 1 POST 2 POST 3 POST 3 POST 2 POST 1 North Reactions Summary Max uplift Max Down Post 1= -1.75 k Post 1= 3.13 k Post 2= -2.10 k E Post 2= 3.98 k Post 3= -2.02 k Post 3= 4.09 k Mdx shear Max Moment Post 1= 1.20 k Post 1= 9.77 k-ft Post 2= 1.50 k Post 2= 10.91 k-ft Post 3= 1.49 k Post 3= 9.47 k-ft North Alternate Foundation Reactions 0.6D+0.6W_up(base moment) 0+0J5(S+0.6W_down) axial shear moment axial Shear moment Post 1= 0.33 k 0.00 k 9.77 k-ft Post 1- 3.13 k 0.79 k 4.46 k-ft Post 2= 0.50 k 0.00 k 10.91 k-ft Post 2 3.98 k 0.78 It 4.39 k-ft Post 3= 0.56 k 0.00 k 9.47 k-ft Post 3= 4.09 k 0.67 k 3.79 k-ft 0.6D+0.6W_up(uplift/shear) D+S axial shear moment anal shear moment Post 1= -1.75 k -1.20 k -6.79 k-ft Post 1= 2.15 Is 0.00 k 0.00 k-ft Post 2- -2.10 k -1.50 k -8.48 k-tt Post 2= 3.23 k 0.00 k 0.00 k-ft Post 3= -2.02 k -1.49 k -8.40 k-ft Post 3= 3.59 Is 0.00 k 0.00 k-ft 0+0.6W down axial shear moment Post 1= 2:38 k 1.05 k 5.95 k-ft Post 2= 2.63 k 1.04 k 5.84 k-ft Post 3= 2.48 k 0.90 k 5.06 k-ft ROLL FORMED TOP CHORD ANALYSIS Top Chord Section: 4"x 4.75"x 0.875"x 14ga Depth=4.00 in DEPTH Width=4.75 in Lip=0.875 in Thickness=0.075 in Steel=A653 SS Grade S5 Moment Capacity,Mn=3.15 k-ft Shear Capacity,Vn= 12.42 k Compressive Capacity,Pn= 15.48 k LIP Tensile Capacity,Pnt=35.71 k � 3x R3 R2x RZV R lx Rly O Code= IBC 2012 =ASCE 7-10 Dead Load= 0.23 kip 0= 30.0 deg= 0.52 rad Snow Load= 0.67 kip Pa= 0.73 kip global(snow and/or dead) Wind_up= -1.24 kip Pb= 0.34 kip local(wind) Wind down= 0.75 kip X1= 42.72 in C dimension= X2= 37.22 in D dimension= 19.20 in X3= 42.72 in TIC clear= 24.97 in X4= 19.20 in Rly= 1.81 kip R2y=0.27 kip R3y=1.81 kip 01=60.8 deg "tY.� WS — 02=60.0 deg 03= 120.0 deg f DIMENSION 04=30.3 deg R 05=59.2 deg » 06= 29.7deg ------ --------- ---------GRADE TOP CHORD 1 TOP CHORD 2 TOP CHORD 3 TOP CHORD 3 TOP CHORD 2 TOP CHORD 1 Moment 18.6 k-in 20.0 k-in 15.0 k-in 10.0 k-in 0. 1.5 k-in _1.0 k 5.0 k-in .6 k-in 0.0 k-in -5.0 k-in b 'L O A tK 1 1)) (0 of + + + + + + + + + + + Shear Axial 2.00 kip 1.00 k 1.00 kip 0.00 k 0.00 kip -1.00 kx=0.0 x=50.0 x=10).0 x=150.0 -1.00 ki =0.0 50.0 x=1 x=150.0 -2.00 k -2.00 kip -3.00 k Top Chord 3 RFTC Load Combo Max Moment Shear Axial S.R. D+0.6W_up 10.45 k-in 0.52 k 1.93 k 0.401 D+0.6W down 12.47 k-in 0.57 k -1.98 k 0.385 D+S 14.93 k-in 0.68 k -2.05 k 0.452 D+0.75(S+0.6W_up) 1.43 k-in 0.07 k 0.12 k 0.061 D+0.75(S+0.6W down) 18.62 k-in 0.84 k -2.73 k 0.568 0.6D+0.6W_up 11.99 k-in 0.59 k 2.16 k 0.456 0.6D+0.6W down 10.93 k-in 0.50 k -1.77 k 0.338 MIX D+0.75(S+0.6W down) 18.62 k-in 0.84 k -2.73 k 0.568 Knee Brace Design -Compression Member Input Data KNEE BRACES Member Section W 15 a YI A=Tube Width 2 in B = Tube Length 2 in �" I R = Corner Inner Radius 0.09375 in t=Thickness 0.072 in ! KLX Buckling around x-x 6.13 ft x - - - x o e I KLY= Buckling around y-y 6.13 ft I E= Modulus of Elasticity 29500 ksi FY=Yield Stress 50 ksi Yi G = Shear Modulus 11300 ksi o A Callculatea Parameter pp ie orces 1-Properties of 900 corner M 0.0001 kip.ft r= R+t/2, Centerline of Dimension 0.130 in P 3.58 kips u =7E. r/2, Arc Length 0.204 in c=0.637.r Distance of c. . from center 0.083 in 2-Flat widths of flanges and webs Flat width of Dim. a=A- 2.r+0 1.6685 in Flat width of Dim. b= B- (2 r+t 1.6685 in Calculation of Ix Element L, Length (in) Y, Distance to the center(in) L xYZ IXI Flanges 2.a 3.337 13/2-t/2 0.964 3.101 0.000 Web 2.b 3.337 0 0.000 0.000 0.774 Corners 4.0 0.815 b/2 +c 0.917 0.685 0.000 Sum 7.489 1.881 3.786 0.774 Calculation of I Element L, Length (in) X, Distance to the center(in) L x XZ IY' Flanges 2.a 3.337 0 0.000 0.000 0.774 Web 2.b 3.337 A/2-t/2 0.964 3.101 0.000 Corners 4.0 0.815 a/2 +c 0.917 0.685 0.000 Sum 7.489 1.881 3.786 0.774 Section Properties A L x t 0.5392 in` Ix t x( L x Yz+IX') 0.3284 in" IY t x(L x XZ+Iyl) 0.3284 in' S. Ix/(13/2) 0.3284 in" Sy IY/(A/2) 0.3284 in" rx (IX/A)°5 0.7804 in ry (IY/A)1° 0.7804 in Nominal Buckling Stress KLjr. 94.29 KLy/ry 94.29 KL/r 94.29 Fe 7'. E/(KL/r)' 32.75 ksi �e (Fy/Fe)",° 1.24 F„ 26.39 ksi Effective Area effective width of compression flange w/t=aft 23.17 1.052/(k)0.5 x(w/t)x(Fn/E)u.5 0.36 P (1-0.22/X)/X 1.09 ae 1.67 in effective width of web element w/t= b/t 23.17 1.052/(k)°5 x(w/t)x(Fn/E)°5 0.36 P (1-0.22/k)/a, 1.09 be 1.67 in Allowable Axial Load A. Ae=A-2 x t x[(a-ae)+(b-be)] 0.54 in Pn Pn=Ae x Fn 14.23 kips ac 1.80 Pa =Pn A 7.91 kips Check Compression Stresses Loads from Wind? CbI Cb1=(P/Pa) 0.45 NO Allowable Stress Unit 1 0.45 Section is OK Computing of Mnx By using the effective width of compression flange and assuming the web is fully effective, the neutral axis can be located as follow: Element L, Length (in) y, Distance to top fiber(in) L.y L.y` C. Flanges ae 1.669 t/2 0.036 0.060 0.002 Web 2.b 3.337 B/2 1.000 3.337 3.337 C. Corners 2.0 0.408 c+t/2 0.119 0.048 0.006 T. Flanges ae 1.669 B-t/2 1.964 3.277 6.436 T.Corners 2.0 0.408 B-c-t/2 1.881 0.767 1.443 Sum 7.489 5.000 7.489 11.224 yC9= L.y/L 1.000 Z=R+t 0.166 in The max. stress of 50 ksi ocurs in the compression flange as assumed in the calculation Check the effectiveness of the Web ff (yc9-Z)F,,/ycg 41.71 ksi f2 -(B-ycg-Z)F„/yc9 -41.71 ksi yr f2/ff -1.00 k 4+2(1-y)3+2(1-tV) 24.00 h/t be/t 23.17 X 1.052/(k)°r x(h/t)x(fl/E)05 0.19 p (1-0.22/X)/X -0.94 be 1.67 in bf be/(3-xV) 0.42 in b2 0.83 in b,+b2 1.25 in 2 1 Web F 2(1/12)(b)3 0.77 in' E L 2 11.22 in' (-)(EL)(y. )` 7.49 in4 I'), 4.51 in 1x=I.),t 0.32 in Sex Ix/yc9 0.32 in Cb=1.0 for combined axial load and bending moment 1 2b2d''t/(b+d) 0.33 in Sf fulls), 0.33 in L„ 0.36Cbn.(E I.G.j)05/(FY. Sf) 34.73 ft Fe' Cbn.(E I.G.j)"°/(L.Sf) 786.73 ksi Allowable Bending Moment Mnx 1.353 kip.ft nb 1.670 Ma= MnxAlb 0.810 kip.ft Check Stresses Cmx 0.6-0.4"Mf/M2 0.60 Loads from Wind? Cb1 (P/Pa) +(Cmx Mx/M. 0.45 NO Cb2 (P/Pa) +(Mx/Ma) 0.45 Allowable Stress Unity 1 Cb lf((P/Pa) <= 0.15,Cb2,Cbl) 0.45 Section is OK Project: Arlington Microgrid RBI SOLAR Customer A&R Solar ALTERNATE SPREAD FOOTING DESIGN LOADING ZONE: North RACKING REACTIONS: 0.6D+0.6W_up(uplift/shear) <post 2> LENGTH: 5.50 ft AXIAL(P)= -2.10 k WIDTH: 5.50ft SHFAR(V)= -1.50 k THICKNESS: 1.50ft MOMENT(M)= -8.48 k-ft DEPTH BELOW GRADE: 0.00ft CONCRETE STRENGTH: 2.50 ksi ALLOWABLE BEARING= 1000 psf SOIL DENSITY: 110 pcf MIN SAFETY FACTOR= 1.50 VOLUME: 45.38 ftA3 SLIDING COEFF= 0.50 CONCRETE DENSITY: 150 pcf SOIL WT= 0.00 k FOOTING WEGHT: 6.81 kip PASSIVE PRESSURE= 0.00 k RESISTING MOMENT= 18.72 k-ft �P J �7 UPLIFT ANALYSIS: APPLIED UPLIFT= 2.10 kip FOOTING WEIGHT= 6.81 kip SAFETY FACTOR= 3.23 SLIDING ANALYSIS: SHEAR= 1.50 kip NAGATIVE SLIDING FORCE= 2.35 kip SAFETY FACTOR= 1.56 OVERTURNING ANALYSIS: RESISTING MOMENT= 18.72 k-ft OVERTURNING MOMENT= 12.01 k-ft OVERTURNING SAFETY FACTOR= 1.56 BEARING PRESSURE: AXIAL= 4.70 kip MOMENT= -8.48 k-ft e= 1.80 ALLOWABLE BEARING= 1.000 ksf Qmax=l 0.602 ksf Qmax 5 ALLOWABLE BEARING 1 REINFORCEMENT: (6) #4 BAR TOP AND BOTTOM,LONGITUDINAL AND TRANSVERSE OR (5) #5 BAR TOP AND BOTTOM,LONGITUDINAL AND TRANSVERSE CONCRETE PIER DESIGN LOADING ZONE: North GOVERNING LOAD COMBINATION: 0.6D+0.6W_up(uplift/shear) AXIAL= -2.10 kip (AXIAL UPLIFT) post 2 SHEAR= -1.50 kip MOMENT= -8.48 k-ft AXIAL DESIGN: PIER DIAMETER= 18.00 in BEARING AREA= 1.77 ft"2 FILL DEPTH= 0 in PILE PERIMETER= 4.71 ft ALLOWABLE BEARING CAPACITY= 2000 psf ALLOWABLE BEARING= 3.53 k ALLOWABLE SKIN FRICTION (COMPRESSION)= 175 psf ALLOWABLE SKIN FRICTION (UPLIFT)= 117 psf REQUIRED PIER DEPTH= 3.83 ft LATERAL DESIGN: (IBC SECTION 1807.3.2.1) LATERAL BEARING CAPACITY= 200 psf/ft NOTE FOR REVIEWER: HEIGHT OF POLE= 4 ft THE LATERAL ANALYSIS CONSIDERS ISOLATED POLE FACTOR= 2.00 BOTH THE SHEAR AND MOMENT AS AN EQUIVALENT SHEAR AT THE EQUIVALENT SHEAR AT POLE HEIGHT= 3.62 kip HEIGHT OF THE POLE. REQUIRED PIER DEPTH= 6.04 ft FINAL PIER DESIGN: PIER DIAMETER= 18 in PIER DEPTH= 6.50 ft PIER DEPTH+ FILL DEPTH= 6.50 ft POST SHALL BE EMBEDDED INTO CONCRETE A MINIMUM OF 5.5FT DESIGN CRITERIA South i Design Criteria: Code: IBC 2012 Dead Load: 4.2 psf Roof Live Load: 0.0 psf RBI S O L A R Ground Snow: 25.0 psf Wind Speed: 110 mph (I[xp sure C Assumed) Module Tilt: 30.0 deg Purlin Trib Width: 2.88 ft (Horizontal Projection) Snow Load Calculation:pr=0.7C3C,Ctl,pg Wind Load Calculation:q=0.002S6K,KdK,tVz C.= 0.9 K.= 0.85 Cr= 1.2 Kd= 0.85 Is= 1.0 K,t= 1.0 C,= 0.73 P.= 13.7 psf q= 22.4 psf Mean Roof Height= 6.5 ft (i'c,r RWDI Wind Tunnel Analysis) WIND TUNNEL COEFFICIENTS(RWDI) TILT 30.0 deg PURLIN ZONE GCp Up GCp Down PSF Up PSF Down Cantilever -1.977 1.830 -44.2 41.0 Edge Span -1.644 1.337 -36.8 29.9 North Row Center Span -1.120 0.729 -25.1 16.3 South Row Center Span -1.333 1.098 -29.8 24.6 Interior Center Span -1.109 0.700 -24.8 15.7 TOPCHORD ZONE GCp Up GCp Down PSF Up PSF Down Cantilever -1.483 1558 -33.2 34.9 Edge Span -1.264 0.976 -28.3 21.9 North Row Center Span -0.992 0.597 -22.2 13.4 South Row Center Span -1.018 0.817 -22.8 18.3 Interior Row Center Span -0.859 0.624 -19.2 14.0 BASE MOMENT ZONE GCmy(+) GCmy(-) q"GCmy(+) q'GCmy(-) Cantilever 0.465 -0.216 10.4 -4.8 Edge Span 0.382 -0.165 8.5 -3.7 North Row Center Span 0.238 -0.146 5.3 -3.3 South Row Center Span 0.308 -0.089 6.9 -2:0 Interior Row Center Span 0.265 -0.139 5.9 -3.1 Note:See Figures 1&2 for clarity on zones APPLIED LOADING DEAD LOAD: Spsf*Purlin 0.014 kif S acin 1000 LIVE LOAD: N/A 0.000 kif P*Purlin Trib. SNOW: 0.040 klf Width/1000: P, pt P. P. P. p, P P P. : P. p,P t t t P. P. Pt P, P7 P: p, V. ('utlMrr Spn Ede Spn P' Gntrr Spn i?'ad) MIRTH C.nw Spn(SeW) terser Spn IlntrrbN FIGURE 1 FIGURE 2 WIND:(Top Chord Pressures) P1 _Upslopv Length•q[Cantilever Width *GC +Edga Span Width*GC 1 -1.004 kips up— 4 L P(cantilever� 2 Pledge span J Pldawn- Upslapd�ngthrq(Cantilever Width*GCp(rannlev")+ Edge Span Width n GCp(edge span)] 0.879 kips - l Upslopv.Lengthrq Edge Span Width Center Span Width * -1.143 kips P2ap - 4 [ 2 *GCp(edge span>+ 2 GCPlcenter span) Upslopv Lengrh•q((Edge Span Width Crater Span Width 0.898 kips P2down= ♦ t 2 *GCp(edge span)+ 2 *GCP�enter span P P3 an Width *GC-Upstape Length- Center S up— 4 P P(center span)] -1.020 kips P3.b__Upslope4ength•g Center Span Width*GCp(eenter span) 0.818 kips p s CANTLEVER EDGE SPAN CENTER SPAN CENTER SPAN CENTER SPAN MCE SPAN CANTILEVER FIGURE 3 WIND:(Base Moments) GCmy*q*A*Upsiope Length South POSITIVE Post 1 Post 2 Post 3 16.29 k-ft 18.29 k-ft 16.33 k-ft NEGATIVE Post 1 Post 2 Post 3 -7.24 k-ft -6.75 k-ft -4.73 k-ft PURLIN ANALYSIS Purlin Selected= 7"Z 16 GA r Zone: South Purlin Spacing= 3.33 ft R B I S O L A R Dead Load- 2.80 psf Snow Load= 13.7 psf CANTILEVER EWE SPAN CENTER SPAN CENTER SPAN CENTER SPAN EDGE SPAN CANTXEVER Governing Pressures ASD Load Combos: Cantilever Edge Span Center Span Down Up Down Up Down Up 0+0.6W= 27.38 psf 20.75 psf 17.55 psf D+S= 16.54 psf 16.54 psf 16.54 psf D+0.75(0.6W+S)= 31.54 psf 26.57 psf 24.17 psf - 0.6D+0.6W= -24.86 psf -20.40 psf -16.23 psf MAX= 31.54 psf •24.86 psf 26.57 psf -20.40 psf 24.17 psf •16.23 psf Purlin Properties Down Up D= 7.00 in FV= 55 ksi Cantilever 0.105 klf -0.083 kif 81= 2.48 in E= 29000 ksi Edge Span 0.088 kif -0.068 kif 82= 2.48 in nb= 1.67 Center Span 0.080 psf -0.054 psf d= 0.88 in Oc= 1.8 Cant.Width 3,38 ft Re 0.13 in Cm= 1 Edge Span Width 13.52 ft to 0.06 in R= 0.65 Center Span Width 13.52 ft Wt per foot= 2.73 lb/ft Va= 2.88 k Area= 0.80 in^2 Ma= 4.81 k-ft Sepos= 1.75 in^3 Paz 6.16 k Seneg= 1.75 in^3 y Shear x center' -------- ------ t D 2 Purlin No.1 Moment Diagram-Negative Shear(Up) Purlin No.1 Moment Diagram-Positive Shear(Down) 2.000 kip-ft 1.000 k-ft -0.473 kip-ft • 0.500 k-ft 0.600 k-ft 1.000 kip-ft 0.000 k-ft 1.325 kip-ft 0.00 ft S. ft 10.00 ft 15.00 20.00 ft -0.500 k-ft 0.000 kip-ft -1.000 k-ft 0.00 ft 10.00 ft 20.00 ft • -1.500 k-ft 1.733 k-ft -1.000 kip-ft -2.000 k-ft 0.6D+0.6W D+0.45W+0.75S Purlin No.1-Negative Shear Purlin No.1-Positive Shear 0.600 kip 0.800 kip 0.600 kip 0.400 kip 0.400 kip 0.200 kip 0.200 kip 0.000 kip z, 0.000 kip OA 0.00 ft 5.00 ft 10.00 ft 1.5 tt 20.00 ft -0.2oo Id0.0 ft 5.00 ft 00. .00 ft 15.00 ft 20.00 ft -0.200 kip -0.400 kip 0.400 kip -0.600 kip -0.600 kip -0.800 kip Max Moments Purlin No.t Allowable Moments Unity Check Max Moment(Neg): 1.733 k-ft < M.I1MA0ri00wNl 4.81 k-ft 0.36 OKI Max Moment(Pos): 1.325 k-ft < MAI-AhklUP) 3.13 k-ft 0.42 OKI Purlin No.2 Max Moment= wLI/8 Center Span Width(L)= 13.52 ft wtdl,,,,,,i= -0.080 klf "Determined from Governing Pressures Table w(U)= 0.054 Kit •Determined from Governing Pressures Table Mw Mnmrnt(Nrr8)- 1.839 k-ft < Mdle b1tl0owNl 4.81 k•ft 0.38 0K1 Max Moment(Pos): 1.235 k-ft < M&If0W0b1.(VP) 3.13 k-ft 0.40 OKI _j Deflection Checks 040 in PURLIN 1 DEFLECTION GRAPH 020in Purlin No.1 0.00 in ro 000ft„nn a aa0ft a00fta0.00ftu-0oftt4mnt ntsn.w Allowable Deflection= L/120 -0.20 in Maximum Cantilever Deflection= 0.22 in L/375 OK -ft,41"5b.- fpuv.Sh- -0.40 in Maximum Bl Deflection= 0.33 in L/488 OK 0.400 in PURLIN 2 DEFLECTION GRAPH Purlin No.2 0.200 in Allowable Deflectio L/120 0.000 in 000 .00n 4,IXIft 60(Ift 9.0 0 R SO DOft 1 3. 34.00R I6,00ft L(Center Span)= 162 in wsil -0.080 klf -o.zao in 1= 5.58 inA4 E w 29000 ksi -0.400 in 5-w-Trib Width-L' �-Positive Shear Negative Shear Amax= 0.374 in L/a3a OK -0.600 in CHANNEL COLUMN ANALYSIS Post Section: 8"x 3"x 0.134" A= 1,96in"2 Width D= 8.00 in 'F t= 0.134 in Up W= 3.00 In Lip= 0.80In Depth Ix= 18.861n-4 ly= 2.19in^4 Sx= 4.72 in^3 Sy= 1.03 m^3 Kx= 2.10 Ky= t 70 Lx 5.64 ft Pa= 33.57 It allowable axial load Lv= 5.64 ft Max= 11.72 k-ft allowable major axis bending moment May= 2.83 k-ft allowable minor axis bending moment P Mx My Load Combo Max Required Strength 0.74 it 10.97 k-ft 0.00 k-ft D+0.6W_up Post 1 Max Required Strength: 0.56 k 9.77 k-ft 0.00 k-ft D+0.6W_up Post 2 Max Required Strength; 0.74 k 10,97 k-ft o.ao k-ft D+0.6W_up Post 3 Max Required Strength: 0.74 k 9.80 k-ft 0.00 k-ft D+0.6W_up Post 1 Max Stress Ratio Post 2 Max Stress Ratio Post 3 Max Stress Ratio 0.850 0.958 0.858 POST 2 GOVERNS POST 1 POST 2 POST 3 POST 3 POST 2 POST 1 South Reactions Summary Max Uplift Max Down Post 1= -1.75 k Post 1= 3.13 It Post 2= -1.93 k Post 2= 3.74 k Post 3= -1.67 k Post 3= 3.62 k Max Shear Max Moment Post 1= 1.20 k Post 1= 9.77 k-ft Post 2= 1.37 k Post 2= 10.97 k-ft Post 3= 1.22 k Post 3 9.80 k-ft South Alternate Foundation Reactions 0.6D+0 6W up(base momentl 0+0.75(S+0.6W_down) axial shear moment axial shear moment Post 1= 0.33 k 0.0o Is 9,77 k-ft Post 1= 3.13 k 0.79 k 4.46 k-ft Post 2= 0.45 Is 0.00 k 1097 k-ft Post 2= 3.74 k 0.81 k 4.56 k-ft Post 3= 0.45 k 0.00 k 9.80 k-ft Post 3= 3.62 k 0.74 k 4.15 k-ft 0.6D+0.6W_up(uplift/shear) D+S axial shear moment axial shear moment Post 1= -1.75 it -1.20 k -6.79 k-ft Post 1= 2.15 k 0.00 k 0.00 k-ft Post 2= -1.93 It -L37 Is -7 73 k-ft Post 2= 2.87 Is 0.00 k 0.00 k-ft Post 3= -1.67 k -1.22 R .6.90 k-ft Post 3= 2.87 It 0,00 k 0.00 k-ft 0+0.6W down axial shear moment Post 1= 2.38 k 1.05 k 5.95 k-ft Post 2= 2.61 Is 1.08 k 6.07 k-ft Post 3= 2.44 k 0.98 k 5.53 k-ft ROLL FORMED TOP CHORD ANALY9S Top Chord Section: 4"x 4.75"x 0.875"x 14ga Depth=4.00 in DEPTH Width=4.75 in Lip=0.875 in Thickness=0.075 in Steel=A653 SS Grade 55 WIDTH Moment Capacity,Mn=3.15 k-ft Shear Capacity,Vn= 12.42 k Compressive Capacity,Pn= 15.48 k LIP Tensile Capacity,Pnt=35.71 k e o/ 0 Code= IBC 2012 =ASCE 7-10 Dead Load= 0.19 kip 0= 30.0 deg= 0.52 rad Snow Load= 0.53 kip Pa= 0.59 kip global(snow and/or dead) Wind_up= -1.14 kip Pb= 0.40 kip local(wind) Wind down= 0.90 kip X1= 42.72 in C dimension= 42.83 in X2= 37.22 in D dimension= 19.20 in X3= 42.72 in TIC clear= X4= 19.20 in Rly= 1.70 kip �opAxe uv ��''C R2y=0.25 kip " Ray= 1.70 kip 01=60.8 deg — w. 02=60.0 deg �1�03= 120.0 deg o Nµ'" c DIMENSION 04=30.3 deg P 05=59.2 deg - 06= 29.7 deg ———————— ---------GRADE TOPCHORDI TOPCHORD2 TOPCHORD3 TOPCHORD3 TOPCHORD2 TOPCHORDI Moment 17.5 k-in 20.0 k-in 15.0 k-in 10.0 k-in 0. 1.2 k-in 5.0 k-in .5 k-in -1.0 k _ 0.0 k-in -5.0 k-in p 1 D '� O 1 0) (0 C) 00 (0 + +VI + + + + + + + + +,D•0 k-in Shear Axial 2.00 kip 1.00 k 1.00 kip 0.00 k 0.00 kip -1.00 kx=0.0 x=50.0 x=1 I0.0 x=150.0 -1.00 kilY=0.0 50.0 x=1 x=150.0 -2.00 k -2.00 kip -3.00 k Top Chord 2 RFTC Load Combo Max Moment Shear Axial S.R. D+0.6W_up 10.07 k-in 0.50 k 1.84 k 0.38S D+0.6W down 13.43 k-in 0.61 k -2.16 k 0.41S D+S 11.94 k-in 0.55 k -1.65 k 0.362 D+0.75(S+0.6W_up) 0.14 k-in 0.01 k 0.32 k 0.040 D+0.75(S+0.6W down) 17.49 k-in 0.79 k -2.62 k 0.535 0.6D+0.6W_up 11.31 k-in 0.56 k 2.02 k 0.429 0.6D+0.6W down 12.20 k-in 0.56 k -1.99 k 0.378 max D+0.75(S+0.6W down) 17.49 k-in 0.79 k 2.62 k 0.535 Knee Brace Design -Compression Member Input Data KNEE BRACES Member Section 2x2x15 a Y1 A=Tube Width 2 in B= Tube Length 2 in I R= Corner Inner Radius 0.09375 in t=Thickness 0.072 in x_ _ _ _ KLx= Buckling around x-x 6.13 ft x o B I KL,,= Buckling around y-y 6.13 ft E = Modulus of Elasticity 29500 ksi Fy =Yield Stress 50 ksi Yi G =Shear Modulus 11300 ksiL-0 A Calculated Parameter ploned Forces 1-Properties of 900 corner M 0.0001 kip.ft r= R+t/2, Centerline of Dimension 0.130 in P 3.37 kips u =x. r/2,Arc Length 0.204 in c=0.637.r Distance of c g. from center 0.083 in 2-Flat widths of flanges and webs Flat width of Dim. a=A- 2.r+t) 1.6685 in Flat width of Dim b= B- 2.r+t) -F 1.6685 in JI Calculation of Ix Element L, Length (in) Y, Distance to the center(in) L xYZ ix, Flanges 2.a 3.337 B/2-t/2 0.964 3.101 0.000 Web 2.b 3.337 0 0.000 0.000 0.774 Corners 4.0 0.815 b/2 +c 0.917 0.685 0.000 Sum 7.489 1 1.881 1 3.786 0.774 Calculation of I Element L, Length (in) X, Distance to the center(in) L x Xz ly' Flanges 2.a 3.337 0 0.000 0.000 0.774 Web 2.b 3.337 A/2-t/2 0.964 3.101 0.000 Corners 4.0 0.815 a/2 +c 0.917 0.685 0.000 Sum 7.489 1.881 3.786 0.774 Section Properties A L x t 0.5392 in` Ix t x( L x Yz+Ix') 0.3284 in lr t x(L x Xz+I,,') 0.3284 in S. Ix/(13/2) 0.3284 in" Sr ly/(A/2) 0.3284 in' rx (Ix/A)05 0.7824a in ry (lv/A)u 0.7804 in Nominal Buckling Stress KLjr. 94.29 KLy/ry 94.29 KL/r 94.29 Fe IT2. E/(KL/r)2 32.75 ksi (Fy/Fe)0-5 1.24 Fn 26.39 ksi Effective Area effective width of compression flange w/t=aft 23.17 1.052/(k)°''x(w/t)x(Fn/E)15 0.36 P (1-0.22/X)/X 1.09 ae 1.67 in effective width of web element wit= b/t 23.17 X 1.052/(k))-5 x(w/t)x(Fn/E)0 5 0.36 P (1-0.22/k)/X 1.09 be 1.67 in Allowable Axial Load Ae Ae=A-2 x t x[(a-ae)+(b-be)] 0.54 in P„ Pn=Ae x Fn 14.23 kips fle 1.80 Pa =Pn/mac 7.91 kips Check Compression Stresses Loads from Wind? CbI Cb1=(P/Pa) 0.43 NO Allowable Stress Unit 1 0.43 Section is OK Computing of Mn, By using the effective width of compression flange and assuming the web is fully effective, the neutral axis can be located as follow: Element L, Length (in) y. Distance to top fiber(in) L.y L.y` C. Flanges ae 1.669 t/2 0.036 0.060 0.002 Web 2.b 3.337 B/2 1.000 3.337 3.337 C. Corners 2.0 0.408 c+t/2 0.119 0.048 0.006 T. Flanges ae 1.669 B-t/2 1.964 1 3.277 6.436 T.Corners 2.0 1 0.408 B-c-t/2 1.881 0.767 1.443 Sum 7.489 5.000 7.489 11.224 yC9= L.y/L 1.000 Z=R+t 0.166 in The max. stress of 50 ksi ocurs in the compression flange as assumed in the calculation Check the effectiveness of the Web f, (y.a-Z)Fy/y.a 41.71 ksi f2 -(B-yc9-Z)Fy/yc9 -41.71 ksi W f2/fl -1.00 k 4+2(1-u!)3+2(1-k,,) 24.00 h/t be/t 23.17 x 1.052/(k)°5 x(h/t)x(fl/E)'' 0.19 p (1-0.22/X)/X -0.94 be 1.67 in b, be/(3-W) 0.42 in b2 0.83 in bl+b2 1.25 in 2 1 Wab 2(1/12)(b)3 0.77 in E L 2 11.22 in (-)(2:L)(Y. )` 7.49 in I'x 4.51 in 1x=1'xt 0.32 in' S..Ix/Yc9 0.32 in Cb=1.0 for combined axial load and bending moment 1 2bld't/(b+d) 0.33 in Sf fullS" 0.33 in L. 0.36CbIE.(E I.G.j)0"5/(Fy. Sf) 34.73 ft Fa' Cb7l.(E I.G.j)"'/(L.Sf) 786.73 ksi Allowable Bending Moment Mnx 1.353 kip.ft nb 1.670 Ma =Mnx/fib 0.810 klp.ft Check Stresses Cmx 0.6-0.4*M,/M2 0.60 Loads from Wind? Cb1 (P/Pa) +(Cmx Mx/M. 0.43 NO Cb2 (P/Pa) +(Mx/Ma) 0.43 Allowable Stress Unity 1 Cb IMP/Pa) <= 0.15,Cb2,Cb1) 0.43 Section is OK Project: Arlington Microgrid RBI SOLAR ` customer A&R Solar ALTERNATE SPREAD FOOTING DESIGN LOADING ZONE: South RACKING REACTIONS: 0.6D+0.6W_up(uplift/shear) <post 2> LENGTH: 5.25 ft AXIAL(P)- -1.93 k WIDTH 5.25 ft SHFAR W)_ -1.37 k THICKNESS: 1.50 ft MOMENT(M)= -7.73 k-ft DEPTH BELOW GRADE: 0.00 ft CONCRETE STRENGTH: 2.50 ksi ALLOWABLE BEARING= 1000 psf SOIL DENSITY: 110 pcf MIN SAFETY FACTOR= 1.50 VOLUME: 41.34 ftA3 SLIDING COEFF= 0.50 CONCRETE DENSITY: 150 pcf SOIL WT= 0.00 k FOOTING WEGHT: 6.20 kip PASSIVE PRESSURE= 0.00 k RESISTING MOMENT= 16.28 k-ft IP Ir �7 n •ssal - — - - - - - ��� C3e1a.... UPLIFT ANALYSIS: APPLIED UPLIFT= 1.93 kip FOOTING WEIGHT= 6.20 kip SAFETY FACTOR= 3.21 SLIDING ANALYSIS: SHEAR= 1.37 kip NAGATIVE SLIDING FORCE= 2.14 kip SAFETY FACTOR= 1.56 _ OVERTURNING ANALYSIS: RESISTING MOMENT= 16.28 k-ft OVERTURNING MOMENT= 10.73 k-ft OVERTURNING SAFETY FACTOR= 1.52 BEARING PRESSURE: AXIAL= 4.27 kip MOMENT= -7.73 k-ft e= 1.81 ALLOWABLE BEARING= 1.000 ksf Qmax= 0.665 ksf Qmax 5 ALLOWABLE BEARING REINFORCEMENT: (6) #4 BAR TOP AND BOTTOM,LONGITUDINAL AND TRANSVERSE OR (5) #5 BAR TOP AND BOTTOM,LONGITUDINAL AND TRANSVERSE CONCRETE PIER DESIGN LOADING ZONE: South GOVERNING LOAD COMBINATION: 0.6D+0.6W_up(uplift/shear) AXIAL= -1.93 kip (AXIAL UPLIFT) post 2 SHEAR= -1.37 kip MOMENT= -7.73 k-ft AXIAL DESIGN: PIER DIAMETER= 18.00 in BEARING AREA= 1.77 ft"2 FILL DEPTH= 0 in PILE PERIMETER= 4.71 ft ALLOWABLE BEARING CAPACITY= 2000 psf ALLOWABLE BEARING= 3.53 k ALLOWABLE SKIN FRICTION (COMPRESSION)= 175 psf ALLOWABLE SKIN FRICTION (UPLIFT)= 117 psf REQUIRED PIER DEPTH= 3.51 ft LATERAL DESIGN: (IBC SECTION 1807.3.2.1) LATERAL BEARING CAPACITY= 200 psf/ft NOTE FOR REVIEWER: HEIGHT OF POLE= 4 ft THE LATERAL ANALYSIS CONSIDERS ISOLATED POLE FACTOR= 2.00 BOTH THE SHEAR AND MOMENT AS AN EQUIVALENT SHEAR AT THE EQUIVALENT SHEAR AT POLE HEIGHT= 3.30 kip HEIGHT OF THE POLE. REQUIRED PIER DEPTH= 5.81 ft FINAL PIER DESIGN: PIER DIAMETER= 18 in PIER DEPTH= 6.00 ft PIER DEPTH + FILL DEPTH= 6.00 ft POST SHALL BE EMBEDDED INTO CONCRETE A MINIMUM OF 5FT DESIGN CRITERIA Interior Design Criteria: Cade: IBC 2012 ` I Dead Load: 4.2 psf Roof Live Load: 0.0 psf RBI S O L A R Ground Snow: 25.0 psf Wind Speed: 110 mph ('rxposure C Assumed) Module Tilt: 30.0 deg Purlin Trib Width: 2.88 ft (Horizontal Projection) Snow Load Calculation:pr=0.7C,C�Qspg Wind Load Calculation:q=0.00256K,KdK,,V2 C.= 0.9 K.= 0.85 Ct= 1.2 Kd= 0.85 Is= 1.0 Kit= 1.0 C.= 0.73 P.= 13.7 psf q= 22.4 psf Mean Roof Height- 6.5 ft (Per RWDI Wind Tunnel Analysis) WIND TUNNEL COEFFICIENTS(RWOI) TILT 30.0 deg PURLIN ZONE GCp Up GCp Down PSF Up PSF Down Cantilever -1.977 1.830 -44.2 41.0 Edge Span -1.644 1.337 -36.8 29.9 North Row Center Span -1.120 0.729 -25.1 16.3 South Row Center Span -1.333 1.098 -29 8 24.6 Interior Center Span -L109 0.700 -24.8 15.7 TOPCHORD ZONE GCp Up GCp Down PSF Up PSF Down Cantilever -1.483 1.558 -33.2 34.9 Edge Span -1.264 0976 -28.3 21.9 North Row Center Span -0.992 0.597 -22.2 134 South Row Center Span -1.018 0.817 -22.8 18.3 Interior Row Center Span -0.859 0.624 -19.2 14.0 BASE MOMENT ZONE GCmy(+) GCmy(-) q'GCmy(+) q'GCmy(-) Cantilever 0.465 -0.216 10.4 -4.8 Edge Span 0.382 -0.165 8.5 -3.7 North Row Center Span 0.238 -0.146 5.3 -3.3 South Row Center Span 0.308 -0.089 6.9 -2 0 Interior Row Center Span 0.265 -0.139 59 -3.1 Note:See Figures 1&2 for clarity on zones APPLIED LOADING DEAD LOAD: Spsf*Purlin 0.014 kif Spacing 1000 LIVE LOAD: N/A 0.000 kif Ps*Purlin Trib. SNOW: 0.040 kif Width/1000: P, P /• y P, I V! 1` P,?. 1 i 1 P• P, P: F; p' P P Up Sper Spas [J�e n P C-SysIN."k) NORTH _ Ceneea Sys(iesU) Crs!!r Sw llnmklt FIGURE 1 FIGURE 2 WIND:(Top Chord Pressures) Interior P1 =Upsiope Length•q[Cantilever Width *GCp( )+Edge Span Width*GCp d -1.004 kips aP 4 cantilever 2 (r 9e'Pan)I P11.= Upstope Length•q[Cantilever Width*GCp( )+ Edge span Width GCp d,,.ryon] 0.879 kips 4 l rontlfruer 2 (` ) Upslupe Leagth•y(P•dgu Spun Width Canter Spats Width *GC l -1.171 kips P2aP = 4 L 2 *GCp(edge pan)+ 2 P(cent-r pan)J UpstopeLength-q Edge Span Width Cant Span Width*GC 0.879 kips P2dal,,,,= 4 I 2 *GCp(edge span)+ or z p(�rntlr span) P3ap=Up,efopeLengdt•q[Center Span Width *GCp(Center span)] -1.076 kips P3dawn_Upslnpe4ength'y[Center Span Width*GCp(Centerspa) p n� 0.781 kips r CANVLvm Ea4E SPAN CENTER SPAN CENTER SPAN CENTER SPAN mCE SPAN CANTILEVER FIGURE 3 WIND:(Base Moments) GCMY*q*A*Upsiope Length Interior POSITIVE Post 1 Post 2 Post 3 16.29 k-ft 18.91 k-ft 17.57 k-ft NEGATIVE Post 1 Post 2 Post 3 7.24 k-ft -9.01 k-ft -9.24 k-ft PURLIN ANALYSIS Purlin Selected= 7"Z 16 GA Zone: Interior Purlin Spacing= 3.33 ft RBI SOLAR Dead Load- 2.80 psf Snow Load= 13.7 psf CANTILEVER EDGE SPAN CENTER SPAN CENTER SPAN CENTER SPAN EDGE SPAN CANTILEVER Governing Pressures ASD Load Combos: Cantilever Edge Span Center Span Down Up Down Up Down Up D+0.6W= 27.38 psf 20.75 psf 12.19 psf D+S= 16.54 psf 16.54 psf 16.54 psf D+0.75(0.6W+Sl= 31.54 psf 26.57 psf 1 20.15 psf 0.6D+0.6W= -24.86 psf -20.40 psf -13.21 psf MAX= 31.54 psf .24.86 psf 26.57 psf -20.40 psf 20.15 psf 1 -13.21 psf Purlin Properties Down Up D= 7.00 in Fy= 55 ksi Cantilever 0.105 kif -0.093 klf 81= 2.48 in E= 29000 ksi (Edge Span 0.088 kif -0.068 klf 02= 2.48 in nb= 1.67 Center Span 0.067 psf -0.044 psf d= 0.88 in f1c= 1.8 Cant.Width 3.38 ft R= 0.13 in Cm= 1 Edge Span Width 13.52 it t= 0.06 in R= 0.65 Center Span Width 16.90 it Wt per foot= 2.73 lb/ft Va= 2.88 k Area= 0.80 in^2 Ma= 4.81 k-ft Sepos= 1.75 in^3 Pa= 6.16 k Seneg= 1.75 in^3 Ix= 5.58in^4 ,- BI , Shear -------- ------x t d center .�I• R,� 2 Purlin No.1 Moment Diagram-Negative Shear(Up) Purlin No.1 Moment Diagram-Positive Shear(Down) 2.000 kip-ft 1.000 k-ft -0.473 kip-ft • 0.500 k-ft 0.600 k-ft 1.000 kip-ft 0.000 k-ft 1.325 kip-ft 0.00 ft 5. ft 10.00 ft 15.00' 20.00 ft -0.500 k-ft 0,000 kip-ft -1.000 k-ft 0.00 ft le 10.00 ft 20.00 ft -1.500 k-ft -1.733 irft -1.000 kip-ft -2.000 k-ft 0.6D+0.6 W D+0.45 W+0.75 c Purlin No.1-Negative Shear Purlin No.1-Positive Shear 0-600 kip 0.800 kip 0.600 kip 0.400 kip 0.400 kip /ems 0.200 kip 0 7fln kip / r 0.000 kip 0.000 kip 0.00 ff '5.00 ft 10.00 ft 15.00 ftl 20.00 ft -0.200 kip•00 ft 5.00 ft .00 ft 15.00 ft 20.00 ft -0.200 kip ,I � Q \y, -0.400 kip -0.400 kip -0.600 kip -0.600 kip -0.800 kip Max Moments Purlin No.1 Allowable Moments Unity Check Max Moment(Neg): 1.733 k-ft < M4110W4h1.(CQNNi 4.81 k-ft 0.36 OKI Max Moment(Pos): 1.325 k-ft < Mg11v,,,Aft ivP1 3.13 k-ft 0.42 OKI Purlin No.2 Max Moment= wL2/8 Center Span Width(L)= 16.90 ft widm.,0i= -0,067 klf 'Determined from Governing Pressures Table wp,p1= 0.044 klf 'Determined from Governing Pressures Table Max Moment(Neg): 2.396 k-ft < M111-bic(DOWN1 4.81 k-ft 0.50 OK! Max Moment(Pos): 1.571 k-ft < M.imW.ha Wcl 3.13 k-ft 0.50 OK! Deflection Checks 0.40 in PURLIN 1 DEFLECTION GRAPH 0.20 in >� Purlin No.1 0.00 in rj 000ft 2.0011 4.La &Wft 8A0ft 10-001n2.0DIt 00ft1 ft18.ODft Allowable Deflection= L/120 -0 20 in Maximum Cantilever Deflection= 0.22in L/375 OK _- _Pwlth,oShow -- 'pt-sh.n -0.40 in Maximum 83 Deflection= 0.33 in L/488 OK 1.000 in PURLIN 2 DEFLECTION GRAPH Purlin No.2 0.500 in Allowable Deflection= L/120 0.000 in 6_ "�J L(Center Span)= 203 in w= 0.067 klf 000*•%XIt 400ft 600ft 8,00 ft 1000 ft1200 ft1400 ftI ft1800ft 1= 5.58 inA4 E= 29000 ksi -0.500 in \ Amax=S-w✓frib Width.1.,= 0.761 in L/267 -1.000 in ---Pasihv.sh- Nega[i-lh- CHANNEL COLUMN ANALYSIS Post Section: SN 3"x 0.134 A= 1.96In42 Width D= 8.00 in f----—---—► t= 0.134in Lip W= 3.00 in Lip= 0.801n Depth Ix= 18.86104 — ly= 2.19 W4 Sx= 4.72 In-3 Sy= 1.03 In^3 Kit= 2.10 _ Ky= 1.20 Lx= Pa= 33.57k allowable axial load Ly= Max= 11.72 k-ft allowable major axis bending moment May= 2.83 k-ft allowable minor axis bending moment P Mx My Load Combo Max Required Strength. 0.84 k 11.34 k-ft 0.00 k-ft D+0.6W_up Post 1 Max Required Strength: 0.56 k 9.77 k-ft 0.00 k-ft D+0.6W_up Post 2 Max Required Strength: 0.84 k 11.34 k-ft 0.00 k-ft D+0.6W_up Post 3 Max Required Strength: 0.93 k 10 54 k-ft 0.00 k-ft D+0.6W_up Post 1 Max Stress Ratio Post 2 Max Stress Ratio Post 3 Max Stress Ratio 0.850 0.993 0.927 3OVERNS POST 1 POST 2 POST 3 POST 3 POST 2 POST 1 Interior Reactions Summary Max Uplift r f Post 1= -1.75 k Post 1= 3.13 k Post 2= -1.93 k Post 2= 4.00 k Post 3= -1.68 k Post 3= 4.14 k May.shear Max Moment Post 1= 1.20 k Post 1= 9.77 k-ft Post 2= 1.40 k Post 2= 21.34 k-ft Post 3= 1.29 k Post 3= 10.54 k-ft Interior Alternate Foundation Reactions 0,6D40.6W_up(base moment) D+0.75(S+0.6W_dOWn( axial shear moment axial shear momen post 1 0.33 k 0.00 k 9 77 k-ft Post 1= 3.13 k 0.79 k 4.46 k-ft po>t 7 0.50 k 0 00 k 11 34 1,-1t Post 2- 4 00 k 0.79 k 4.46 k-ft Post 3= 0.56 k 0,004 10.54 k-it Post 3- 4.14 k 0.70 k 3.96 k-ft 0.6D40.6W_up(uplift/shear) D+5 axial shear moment axial shear moment Post 1= -1.75 k -1.20 k -6.79 Or Post 1= 2.15 k 0.00 k 0.00 k•ft Post 2= -1.93 k -1.40 k -7.92 k-ft Post 2= 3.23 k 0.00 k 0.00 k-ft Post 3= -1.68 k -1.29 k -7.28 k-ft Post = 3.59 k 0.00 k 0.00 k-ft D40.6W down axial shear momen Post 1= 2.38 k 1.05 k 5.95 k-ft Post 2= 2.66 k 1.06 k 5.95 k-ft Post 3= 2.55 k 0.94 k 5.28 k-ft ROLL FORMED TOP CHORD ANALYSIS Top Chord Section: 4"x 4.75"x 0.875"x 14ga Depth=4.00 in Width=4.75 in Lip=0.875 in Thickness=0.075 in Steel=A653 SS Grade 55 WIDTH Moment Capacity,Mn=3.15 k-ft Shear Capacity,Vn= 12.42 k Compressive Capacity,Pn= 15.48 k Tensile Capacity,Pnt=35.71 k e aix C> Code= IBC 2012 =ASCE 7-10 Dead Load= 0.23 kip 6= 30.0 deg= 0.52 rad Snow Load= 0.67 kip Pa= 0.73 kip global(snow and/or dead) Wind_up= -1.08 kip Pb= 0.35 kip local(wind) Wind down= 0.78 kip X1= 42.72 in C dimension= X2= 37.22 in D dimension= 19.20 in X3= 42.72 in TIC clear= X4= 19.20 in Rly= 1.83 kip O lµ R2y=0.27 kip R3y= 1.83 kip '. 61=60.8deg -- N. 62= 60.0 deg 63= 120.0 deg otwet.`+'�D" A' DIMENSION 64=30.3 deg " 95=59.2 deg ". 66=29.7 deg --------r---------GRADE TOPCHORDI TOPCHORD2 TOPCHORD3 TOPCHORD3 TOPCHORD2 TOPCHORDI 4y I+ Moment 18.9 k-in 20.0 k-in 15.0 k-in 10.0 k-in o. „1" 1.5 k-in -1.0 5.0 k-in .9 k-in 0.0 k-in -5.0 k-in tX 13 (0 of 00 O A. + + + + + + + + + +�•0 k-in Shear Axial 2.00 kip 1.00 k 1.00 kip 0.00 k 0.00 kip -1.00 kx=0.0 x=50.0 x=1 .0 x=150.0 -1.00 kio=0.0 J50.0 x=1 x=150.0 -2.00 k -2.00 kip -3.00 k Top Chord 3 RFTC Load Combo Max Moment Shear Axial S.R. D+0.6W_up 8.53 k-in 0.42 k 1.59 k 0.328 D+0.6W dawn 12.86 k-in 0.59 k -2.04 k 0.397 D+S 14.93 k-in 0.68 k -2.05 k 0.452 D+0.75(S+0.6W_up) 2.87 k-in 0.14 k -0.12 k 0.099 D+0.75(S+0.6W_down) 18.91 k-in 0.85 k -2.77 k 0.577 0.6D+0.6W_up 10.08 k-in 0.50 k 1.82 k 0.384 0.6D+0.6W down 11.31 k-in 0.52 k -1.83 k 0.350 max D+0.75(S+0.6W down) 18.91 k-in 0.85 k -2.77 k 0.577 l C Knee Brace Design -Compression Member Input Data KNEE BRACES Member Section W 15 a YI A=Tube Width 2 in B= Tube Length 2 in I R = Corner Inner Radius 0.09375 in t=Thickness 0 072 in _ _ _ KLX Buckling around x-x 6.13 ft x x 5 e I KLy= Buckling around y-y 6.13 ft E = Modulus of Elasticity 29500 ksi F,=Yield Stress 50 ksi Yi G = Shear Modulus 11320 ksi o A Calculated Parameter Applied orces 1-Properties of 900 corner M 0.0001 kip.ft r= R+t/2, Centerline of Dimension 0.130 in P 3.64 kips u = 7r, r/2,Arc Length 0.204 in c=0.637.r Distance of c. . from center 0.083 in 2-Flat widths of flanges and webs Flat width of Dim. a=A- 2.r+t) 1.6685 in Flat width of Dim. b= B- (2 r+t) 1.6685 in Calculation of IX Element L, Length (in) Y, Distance to the center(in) L xYZ IXI Flanges 2.a 3.337 6/2-t/2 0.964 3.101 0.000 Web 2.b 3.337 0 0.000 0.000 0.774 Corners 4.0 0.815 b/2 +c 0.917 0.685 0.000 Sum 1 7.489 1.881 3.786 0.774 Calculation of I Element L, Length (in) X, Distance to the center(in) L x Xz IY' Flanges 2.a 3.337 0 0.000 0.000 0.774 Web 2.b 3.337 A/2-t/2 0.964 3.101 0.000 Corners 4.0 0.815 a/2 +c 0.917 0.685 0.000 Sum 7.489 1.881 3.786 1 0.774 Section Properties A► L x t 0.5392 in` Ix t x(L x YZ+IX') 0.3284 in" IY t x(L x XZ+I,,') 0.3284 in" S. Ix/(B/2) 0.3284 in" Sy lY/(A/2) 0.3284 in" rx (ix/A)°5 0.7804 in rY (IY/A)° 0.7804 in Nominal Buckling Stress KL,/r, 94.29 KLY/ry 94.29 KL/r 94.29 Fe r'. E/(KL/r)' 32.75 ksi (Fy/Fe)",° 1.24 Fn 26.39 ksi Effective Area effective width of compression flange w/t=aft 23.17 A 1.052/(k)°5 x(w/t)x(Fn/E)°5 0.36 P (1-0.22/X)/k 1.09 ae 1.67 in effective width of web element w/t= b/t 23.17 1.052/(k)0.5 x(W/t)x(Fn/E)0.5 0.36 P (1-0.22/X)/X 1.09 be 1.67 in Allowable Axial Load A. A.=A-2 x t x[(a-ae)+(b-be)] 0.54 in Pn Pn=Ae x Fn 14.23 kips 1.80 Pa =Pn/S?.e 7.91 kips Check Compression Stresses Loads from Wind? Cb1 Cbl=(P/Pe) 0.46 NO Allowable Stress Unit 1 0.46 Section is OK Computing of Mn, By using the effective width of compression flange and assuming the web is fully effective, the neutral axis can be located as follow: Element L, Length (in) y, Distance to top fiber(in) L.y L.y` C. Flanges ae 1.669 t/2 0.036 0.060 0.002 Web 2.b 3.337 B/2 1.000 3.337 3.337 C. Corners 2.0 0.408 c+t/2 0.119 0.048 0.006 T. Flanges ae 1.669 B-t/2 1.964 3.277 6.436 T.Corners 2.0 0.408 B-c-t/2 1.881 0.767 1.443 Sum 7.489 5.000 7.489 11.224 yCa= L.y/L 1.000 Z=R+t 0.166 in The max. stress of 50 ksi ocurs in the compression flange as assumed in the calculation Check the effectiveness of the Web f, (yc9-Z)F„/yea 41.71 ksi f2 -(B-y.9-Z)F„/yc9 -41.71 ksi W f2/fl -1.00 k 4+2(1-y,)3+2(1-A;)) 24.00 h/t be/t 23.17 I 1.052/(k)05 x(h/t) x(f1/E)p 5 0.19 p (1-0.22/X)/ -0.94 be 1.67 in b, be/(3-W) 0.42 in b2 0.83 in b,+b2 1.25 in 2lweb 2(1/12)(b)3 0.77 i n 4 E L 2 11.22 i n 4 IZ 7.49 in4 I'x 4.51 i n 4 Ix=1'Xt 0.32 i n 4 Sex IX/Ycs 0.32 i n 3 Cb=1.0 for combined axial load and bending moment 1 2b2d2t/(b+d) 0.33 in Sf fullSx 0.33 in4 L„ 0.36Cbn.(E I.G.j)0.5/(FY. Sf) 34.73 ft Fe' Cbn.(E I.G.j)°''/(L.Sf) 786.73 ksi Allowable Bending Moment Mnx 1.353 kip.ft -Qb 1.670 Ma=Mnx/-Qb 0.810 kip.ft Check Stresses CmX 0.6-0.4-Ml/M2 0.60 Loads from Wind? Cb, (P/Pa) +(Cmx Mx/Ma) 0.46 NO Cb2 (P/Pa) +(Mx/Ma) 0.46 Allowable Stress Unity 1 Cb If((P/Pa) <= 0.15,Cb2,Cb,) 0.46 Section is OK Project: Arlington Microgrid RBI SOLAR customer A&R Solar ALTERNATE SPREAD FOOTING DESIGN LOADING ZONE: Interior RACKING REACTIONS: 0.6D+0.6W_up(uplift/shear) <post 2> LENGTH: 5.50 ft AXIAL(P): -1.93 k WIDTH: 5.50 ft SHEAR(V)= -1.40 k THICKNESS: 1.50 ft MOMENT(M)= -7.92 k-ft DEPTH BELOW GRADE: 0.00 ft CONCRETE STRENGTH: 2.50 ksi ALLOWABLE BEARING= 1000 psf SOIL DENSITY: 110 pcf MIN SAFETY FACTOR= 1.50 VOLUME: 45.38 ftA3 SLIDING COEFF= 0.50 CONCRETE DENSITY: 150 pCf SOIL WT= 0.00 k FOOTING WEGHT: 6.81 kip PASSIVE PRESSURE= 0.00 k RESISTING MOMENT= 18.72 k-ft �P J �j UPLIFT ANALYSIS: APPLIED UPLIFT= 1.93 kip FOOTING WEIGHT= 6.81 kip SAFETY FACTOR= 3.52 • SLIDING ANALYSIS: SHEAR= 1.40 kip NAGATIVE SLIDING FORCE= 2.44 kip SAFETY FACTOR= 1.74 OVERTURNING ANALYSIS: RESISTING MOMENT= 18.72 k-ft OVERTURNING MOMENT= 11.12 k-ft OVERTURNING SAFETY FACTOR= 1.68 � y � C BEARING PRESSURE: AXIAL= 4.87 kip MOMENT= -7.92 k-ft e=l 1.62 ALLOWABLE BEARING= 1.000 ksf Qmax= 0.525 ksf Qmax 5 ALLOWABLE BEARING REINFORCEMENT: (6) #4 BAR TOP AND BOTTOM,LONGITUDINAL AND TRANSVERSE OR (5) #5 BAR TOP AND BOTTOM,LONGITUDINAL AND TRANSVERSE CONCRETE PIER DESIGN LOADING ZONE: Interior GOVERNING LOAD COMBINATION: 0.6D+0.6W_up(uplift/shear) AXIAL= -1.93 kip (AXIAL UPLIFT) post 2 SHEAR= -1.40 kip MOMENT= -7.92 k-ft AXIAL DESIGN: PIER DIAMETER= 18.00 in BEARING AREA= 1.77 ft^2 FILL DEPTH= 0 in PILE PERIMETER= 4.71 ft ALLOWABLE BEARING CAPACITY= 2000 psf ALLOWABLE BEARING= 3.53 k ALLOWABLE SKIN FRICTION (COMPRESSION)= 175 psf ALLOWABLE SKIN FRICTION (UPLIFT)= 117 psf REQUIRED PIER DEPTH= 3.51 ft LATERAL DESIGN: (IBC SECTION 1807.3.2.1) LATERAL BEARING CAPACITY= 200 psf/ft NOTE FOR REVIEWER: HEIGHT OF POLE= 4 ft THE LATERAL ANALYSIS CONSIDERS ISOLATED POLE FACTOR= 2.00 BOTH THE SHEAR AND MOMENT AS AN EQUIVALENT SHEAR AT THE EQUIVALENT SHEAR AT POLE HEIGHT= 3.38 kip HEIGHT OF THE POLF. REQUIRED PIER DEPTH= 5.87 ft FINAL PIER DESIGN: PIER DIAMETER= 18 in PIER DEPTH= 6.00 ft PIER DEPTH + FILL DEPTH= 6.00 ft MBEDDED INTO CONCRETE A MINIMUM OF 5FT t JEMBEDMENT CALCS UPLIFT ANALYSIS Figure 1 Loads: Load Factor for Vertical Loads=10 Load Factor for Lateral Loads=10 M Loads Supported by Pile Cap=0% Shear Condition:Static �?P Q H (with Load Factor) Vertical Load,Q=2.1-kp r —— Shear Load,P=15-kp Nbment,W 8 5-kp-f I L JProfile: I Pile Length,L=11 5-ft I Top Height,H=0-ft Slope Angle,As=0 Batter Angle,Ab=0 I pb — "Zero Friction" p Zero Friction Start:0-ft End:2-ft Driving Steel Pile(Open end) Soil Data: Pile Data: Depth Gamma Phi C K e50 or Dr Nspt Depth Width Area Per I E Weight -ft 443 -kplf2 -lb/,3 % -ft -in -in2 -in -in4 -kpli2 -kptf 0 120 32 0.4 75 2881 8 00 3 1 96 22 18.86 29000 0 006707 1 5 656 34 0.4 60 54.35 20 11 5 Vertical Capacity: Weight above Ground=0.00 Total Weight=0 08-kp `Soil Weight is not included i Side Resistance(Down)=6.963-kp Side Resistance(Up)=6 963-kp Tip Resistance(Down)=0.000-kp Tip Resistance(Up)=0 000-kp Total Ultimate Capacity(Down)Qult=6.963-kp Total Ultimate Capacity(Up)=7.040-kp Total Allowable Capacity(Down)Qallow=4 642-kp Total Allowable Capacity(Up)Qallow=3 559-kp OKI Callow>Q Settlement Calculation: At Q=2.10-kp Settlement=0 00272-in At Xallow=1.00-in Q=99999 00000-kp Note: If the program cannot find a result or the result exceeds the upper limit The result will be displayed as 99999. CivilTech 1930005-A&R Solar T Software Arlington Microgrid -Airington,WA COMPRESSION ANALYSIS Figure 1 Loads: Load Factor for Vertical Loads=1.0 Load Factor for Lateral Loads=1.0 ^ M Loads Supported by Pile Cap=0% I/ Shear Condition:Static P O —� DI y I (with Load Factor)Y„ Vertical Load,Q=4.1-kp — r -�` — Shear Load,P-0.7-kp I Ploment,W 4 0-kp-f I L Profile: j Pile Length,L=11.5-ft j Top Height,H=0-ft j Slope Angle,As=0 jy Batter Hngle,Ab=0 IAb � "Zero Friction" Zero Friction Start:0-ft End:2-ft Driving Steel Pile(Open end) Soil Data: Pile Data: Depth Gamma Phi C K e50 or Dr Nspt Depth Width Area Per. I E Weight -ft -lblf3 -kptf2 -lbl,3 % -ft -in -in2 -in -in4 kpl2 -kpR 0 120 32 0.4 75 28.81 8 0.0 3 1.96 22 18.86 29000 0.00670 5 65-6 34 0.4 60 5435 20 11-5 Vertical Capacity: Weight above Ground=0 00 Total Weight=0.06-kp "Soil Weight is not included Side Resistance(Down)=6 963-4 Side Resistance(Up)=6 963-kp Tip Resistance(Down)=0 000-kp Tip Resistance(Up)=0 000-kp Total Ultimate Capacity(Down)Quft=6.963-kp Total Ultimate Capacity(Up)=7 040-kp Total Allowable Capacity(Down)Qallow=4.642-kp Total Allowable Capacity(Up)Qallow=3.559-kp OK! Qallow>Q Settlement Calculation: At Q=4.10-kp Settlement=0.00537-in At Xallow=1.00-in Q=99999.00000-kp Note: ff the program cannot find a result or the result exceeds the upper limit The result will be displayed as 99999. Civiffech 1930005-A&R Solar Software Arlington Microgrid -Airington,WA LATERAL ANALYSIS Figure 2 Loads: Load Factor for Vertical Loads=1.0 Load Factor for Lateral Loads=1.0 M Loads Supported by Pile Cap=0% Shear Condition:Static P Q TAO (with Load Factor) Vertical Load,Q=2 1-kp Shear Load,P=1.5-kp Nbment,M=8 5-kp-f L Profile: Pile Length,L=115-ft Top Fleight,H=0-ft Slope Angle,As=0 Batter Angle,Ab=0 'Zero Friction' ¢ Zero Friction Start:0-ft End:2-ft Driving Steel Pile(Open end) Soil Data: Pile Data: Depth Gamma Phi C K e50 or Dr Nspt Depth Width Area Per. I E Weight -ft 4b/f3 -kptf2 -Ibh3 % -ft -in -in2 -in -in4 -kpf12 -kp/f 0 120 32 0.4 75 28.81 8 00 3 1.96 22 1886 29000 0,006707 5 656 34 0.4 60 5435 20 115 Single Pile Lateral Analysis: Top Deflection,yt=0 463004n Max Moment,W 11 25-kp-f Top Deflection Slope,St=-0 01440 OKI Top Deflection,0.4630-in is less than the Allowable Deflection=1 00-in Note: If the program cannot find a result or the result exceeds the upper limit.The result will be displayed as 99999 The Max.Nbment calculated by program is an internal force from the applied load conditions.Structural engineer has to check whether the pile has enough capacity to resist the moment with adequate factor of safety.If not,the pile may fail under the load conditions. Civuech 1930005-A&R Solar , Software Arlington Microgrid -Airington,WA MOMENT ANALYSIS Figure Loads: Load Factor for Vertical Loads=10 Load Factor for Lateral Loads=10 Loads Supported by Pile Cap=0% �I Shear Condition:Static P Q I (with Load Factor) Vertical Load,0=0.5-kp r tea. Shear Load,P=0.0-kp I Nbment,W7=113-kp-f I L Profile: j Pile Length,L=11 5-ft j Top Height,H=0-ft j Slope Angle,As=0 jy Batter Angle,Ab=0 Aa 'Zero Friction' to Zero Friction Start:0-ft End:2-ft Driving Steel Pile(Open end) Soil Data: Depth Gamma Phi C K e60 or Dr Nspt Depth Width Area Per. I E Weight -ft -lblf3 -kptf2 -lbli3 % -ft -in -02 -in -in4 -kpr12 -kplf 0 120 32 0.4 75 28.81 8 0.0 3 1.96 22 18.86 29000 0.00670 5 656 34 04 60 54.35 20 11.5 Single Pile Lateral Analysis: Top Deflection,yt=0 34800-in Max.Nbment,M=11.33-kp-f Top Deflection Slope,St=-0 01290 OK! Top Deflection,0 3480-in is less than the Allowable Deflection=1 00-in Note: If the program cannot find a result or the result exceeds the upper limit.The result will be displayed as 99999. The Max Moment calculated by program is an internal force from the applied load conditions Structural engineer has to check whether the pile has enough capacity to resist the moment with adequate factor of safety If not,the pile may fail under the load conditions Civiffech 1930005-A&R Solar k� Software Arlington Microgrid -Airington,WA BURNS`MSDONNELL Arlington Microgrid Glare Study L PUBLIC UTILITY DISTRICT NO. 1 Snohomish County Public Utility District No. 1 Arlington Microgrid Project Project No. 104583 Revision 0 1/31/2018 Arlington Microgrid Glare Study prepared for Snohomish County Public Utility District No. 1 Arlington Microgrid Project Everett, WA Project No. 104583 Revision 0 1/31/2018 prepared by Burns & McDonnell Engineering Company, Inc. Fort Worth, TX COPYRIGHT©2018 BURNS & McDONNELL ENGINEERING COMPANY, INC. Solar Glare Report Revision 0 List of Abbreviations TABLE OF CONTENTS EXECUTIVE SUMMARY Paue No. 1.0 SUMMARY........................................................................................................1-1 1.1 Methodology........................................................................................................ 1-1 1.2 Assumptions and Limitations.............................................................................. 1-1 2.0 RESULTS..........................................................................................................2-3 APPENDIX A - RESULTS APPENDIX B DRAWINGS SnoPUD i Burns&McDonnell Solar Glare Report Revision 0 List of Abbreviations LIST OF ABBREVIATIONS Abbreviation Term/Phrase/Name ARC Antireflective coating ATCT Air traffic control tower Burns&McDonnell Burns&McDonnell Engineering Company,Inc. FAA Federal Aviation Association PV Photovoltaic SGHAT Solar Glare and Hazard Analysis Tool TCH Threshold clearing height SnoPUD ii Burns&McDonnell Solar Glare Report Revision 0 SUMMARY 1.0 SUMMARY Solar glare hazard analysis was performed on the proposed solar array in Snohomish County. The result indicates none of the flight paths are showing potential for after image glare. 1.1 Methodology Solar glare hazard analysis is performed utilizing the G1areGauge module form Forge Solar.The Glare hazard analysis utilizes proposed general site locations and typical initial panel array orientation and tilt for the latitude for the site.Determination of glare occurrence requires knowledge of the following: sun position, observer location,and the tilt, orientation,location,extent,and optical properties of the modules in the solar array. Vector algebra is then used to determine if glare is visible from the prescribed observation points. The area of the array is geo located and input to SGHAT. Noun County grid , Solar Glare Study K ...�' � ��,• - _ate _ __- PMIN WKW 1 1.2 Assumptions and Limitations The following flight paths were selected for evaluation: SnoPUD 1-1 Burns&McDonnell Solar Glare Report Revision 0 SUMMARY • Runway l l • Runway 16 • Runway 29 • Runway 34 The following assumptions were made for the site and input data • PV Orientation 180 degrees • Tilt 30 degrees • Panels with textured glass and with ARC • All analysis based on straight-in approach and ATCT criteria • Approach glide slopes per FAA published values TCH of 50'. The following is a list of assumptions and limitations of the model and method used in SGHAT • SGHAT does not rigorously represent the detailed geometry of a system; detailed features such as gaps between modules,variable height of the PV array, and support structures may impact actual glare results. • SGHAT assumes that the PV array is aligned with a plane defined by the total heights of the coordinates outlined in the Google map. • SGHAT does not consider obstacles(either man-made or natural)between the observation points and the prescribed solar installation that may obstruct observed glare,such as trees,hills, buildings,etc. • The variable direct normal irradiance(DNI)feature(if selected)scales the user prescribed peak DNI using a typical clear-day irradiance profile. This profile has a lower DNI in the mornings and evenings and a maximum at solar noon.The scaling uses a clear-day irradiance profile based on a normalized time relative to sunrise,solar noon, and sunset,which are prescribed by a sun-position algorithm[2] and the latitude and longitude obtained from Google maps. The actual DNI on any given day can be affected by cloud cover,atmospheric attenuation,and other environmental factors. • The ocular hazard predicted by the tool depends on a number of environmental,optical,and human factors,which can be uncertain. • Single-and dual-axis tracking compute the panel normal vector based on the position of the sun once it is above the horizon. Dual-axis tracking does not place a limit on the angle of rotation, SnoPUD 1-2 Burns&McDonnell Solar Glare Report Revision 0 Results unless the sun is below the horizon.For single-axis tracking, a maximum angle of rotation can be applied to both the clockwise and counterclockwise directions. 2.0 RESULTS All flight paths analyzed show the glare produced either has zero or low potential for after-image. The results for all paths analyzed fall within the FAA acceptance criteria. Refer to Appendix A for full report results. • Runway 11 o No measurable glare predicted along this flight path. • Runway 16 o No measurable glare predicted along this flight path. • Runway 29 o Glare produced within the flight path for Runway 29 occurs in the months of May-July between 6:30 am and 7:00 am and has a duration of less than 10 minutes.This glare is beyond 50 degrees from the pilot line-of-sight and is not considered to be a glare hazard. There are 0 minutes of annual"greed'glare-the minimum threshold considered to be a glare hazard. • Runway 34 o Glare produced within the flight path for Runway 34 occurs in the months of April-August between 6:00 am and 7:00 am and has a duration of less than 5 minutes.This glare is beyond 50 degrees from the pilot line-of-sight and is not considered to be a glare hazard.There are 0 minutes of annual"greed'glare-the minimum threshold considered to be a glare hazard. - Runway Approaches - Runway 16 — - Runway 11 — - Runway 29 - Runway 34 SnoPUD 2-3 Burns&McDonnell APPENDIX A - RESULTS � Ask Forge d FORGESOLAR GLARE ANALYSIS Project:Snohomish Glare Study Arlington Airport Site configuration:PV30 textured with ARC Analysis conducted by Ryan Wubbens(rwubbens@a burnsmcd.com)at 19:23 on 26 Jan,2018. U.S. FAA 2013 Policy Adherence The following table summarizes the policy adherence of the glare analysis based on the 2013 U.S.Federal Aviation Administration Interim Policy 78 FR 63276.This policy requires the following criteria be met for solar energy systems on airport property: • No"yellow"glare(potential for after-image)for any flight path from threshold to 2 miles • No glare of any kind for Air Traffic Control Tower(s)("ATCT")at cab height. • Default analysis and observer characteristics(see list below) ForgeSolar does not represent or speak officially for the FAA and cannot approve or deny projects.Results are informational only. COMPONENT STATUS DESCRIPTION Analysis parameters PASS Analysis time interval and eye characteristics used are acceptable Flight path(s) PASS Flight path receptor(s)do not receive yellow glare ATCT(s) N/A No ATCT receptors designated Default glare analysis and observer eye characteristics are as follows: • Analysis time interval:1 minute • Ocular transmission coefficient:0.5 • Pupil diameter:0.002 meters • Eye focal length:0.017 meters • Sun subtended angle:9.3 milliradians FAA Policy 78 FR 63276 can be read at https://www.federalregister.gov/d/2013-24729 SITE CONFIGURATION Analysis Parameters DNI:peaks at 1,000.0 W/m^2 _ l' Time Interval:1 min '� ai• Ocular transmission !.! coefficient:0.5 Pupil diameter:0.002 m Eye focal length:0.017 m Sun subtended angle:9.3 mrad Site Con(ig ID:14487.2216 r PV Array(s) Name:PV array 1 Axis tracking:Fixed(no rotation) Tilt:30.0° Orientation:180.0° Rated power:- Panel material:Light textured glass with AR coating Reflectivity:Vary with sun Slope error:correlate with material i i r Vertex Latitude(°) Longitude(°) Ground elevation(ft) Height above ground(ft) Total elevation(ft) 1 48.156573 -122.144808 130.78 0.00 130.78 2 48.156362 -122.144816 131.30 0.00 131.30 3 48.156359 -122.144577 130.95 0.00 130.95 4 48.156105 -122.144580 131.82 0.00 131.82 5 48.156102 -122.143884 131.69 0.00 131.69 6 48.155737 -122.143900 130.97 0.00 130.97 7 48.155731 -122.142770 131.67 0.00 131.67 6 48.156466 -122.142782 132.85 0.00 132.85 9 48.156464 -122.141993 132.99 0.00 132.99 10 48.156558 - 122.141989 134.00 0.00 134.00 Flight Path Receptor(s) Name:FP 11 Description: Threshold height:50 ft Direction:° Glide slope:3.5° Pilot view restricted?Yes Vertical view:30.0° Azimuthal view:120.0° Point Latitude(°) Longitude(°) Ground elevation(ft) Height above ground(ft) Total elevation(ft) Threshold 48.161674 -122.168811 125.49 50.00 175.49 Two-mile 48.179716 -122.202721 36.53 784.88 821.40 Name:FP 16 Flight path map Description: Threshold height:50 ft Direction:° Glide slope:3.0° Pilot view restricted?Yes Vertical view:30.0° Azimuthal view:120.0° Point Latitude(°) Longitude(°) Ground elevation(ft) Height above ground(ft) Total elevation(ft) Threshold 48.169334 -122.156543 133.85 50.00 183.85 Two-mlle 48.198242 -122.157300 44.16 693.15 737.30 Name:FP 29 Description: Threshold height:50 ft Direction:° Glide slope:4.0° Pilot view restricted?Yes Vertical view:30.0° Azimuthal view:120.0° Point Latitude(°) Longitude(°) Ground elevation(ft) Height above ground(ft) Total elevation(ft) Threshold 48.155894 -122.157401 117.59 50.00 167.59 Two-mile 48.139581 -122.121577 407.75 498.31 906.06 Name:FP 34 Description: Threshold height:50 ft Direction: Glide slope:3.0° ^' Q1 Pilot view restricted?Yes Vertical view:30.0° Azimuthal view:120.0° 3.w t Point Latitude(°) Longitude(°) Ground elevation(ft) Height above ground(ft) Total elevation(ft) Threshold 48.154756 -122.156210 121.02 50.00 171.02 Two-mile 48.125848 -122.155453 98.54 625.94 724.48 GLARE ANALYSIS RESULTS Summary of Glare PV Array Name Tilt Orient "Green"Glare "Yellow"Glare Energy (°) (°) min min kWh PV array 1 30.0 180.0 0 0 Total annual glare received by each receptor Receptor Annual Green Glare(min) Annual Yellow Glare(min) FP 11 0 0 FP 16 0 0 FP 29 0 0 FP 34 0 0 Results for: PV array 1 Receptor Green Glare(min) Yellow Glare(min) FP 11 0 0 FP 16 0 0 FP 29 0 0 Receptor Green Glare(min) Yellow Glare(min) FP 34 0 0 Flight Path: FP 11 0 minutes of yellow glare 0 minutes of green glare Flight Path: FP 16 0 minutes of yellow glare 0 minutes of green glare Flight Path: FP 29 0 minutes of yellow glare 0 minutes of green glare _ Annual Predicted Glare Occurrence Approx.Flight Path Location When Glare Visible 33:io- 2 n.ao- zp.00- v 1.75- 19-00- L e:oa- v op- 1.5• u io- :E ss:io- E 1.25 - p� S 11'00- C 10:00- 09:00- 0.75 oe:ii- L or 0600- m E 0.5' ps:oo- oa.oa- a 0.25 ol:oo- a 00.- 1'° fan N,sr Dp` sloY W° V� p159 rgP cot! "o �`' �° wv �c Ppt '04 io '0 pyq �p W' l v4c Day of year Date v a Glare beyond 50 deg him pilot lid f-sight an approach .•t Glare beymM 50 deg hem pilot lirmaf-sight to Lnw potential far tempanry after-image to lnwpamntialfortemporaryafter-image hlanbal la l---A.—0- Potential fm temporary afterimage ea Daily Duration of Glare 50 a 40 a $ 30 a C f 20 10 of �c cap 00 PQ` oy W° p� W° rFP 00, 0 'Opp Day of year Glare beyond 5o deg from pilot line-of-sight on approach M Low potential for temporary after-usage Paemlial fm temporary after-rmage Flight Path: FP 34 0 minutes of yellow glare 0 minutes of green glare x to• Annual Predicted Glare Occurrence Approx,Flight Path Location When Glare Visible : z- :2 to E noo- v 1.75 m oo � e od- ty 1T og• a 1.5 i 16 On• H 15 oa- E 1.25, p�rzt oo w ill S I10o- C 1 090o t4 0.75} moo• .v. ` mob• 0.5� 00- E UI Oo- O of $o.zs 12 11 , ol no a t44 W° lit 0A —9 o;` 00 ge W° Feo teat W t+Pl 01 ltt 0 �C 00- 0 gec- Day of year Date Glare beyond 5o deg from pilot line-f-Ilght on approach Glare —56 deq bom plot line ofzight Low potential for temporary after-image Low potential(or temporary after-image In!arltW tp,—.,A...nup Potential for temporary after image 60 I Daily Duration of Glare 50 w ao `o v 'c f 20 10 �c Feb t vOt teal tp \fit '04 r.-v Day of year Glare beyond 5o tleg fmm pilot Ilne of-sight on approach S Low pot-till for temporary after-image Potential for temporary after-Image Assumptions "Green"glare is glare with low potential to cause an after-image(flash blindness)when observed prior to a typical blink response time. "Yellow"glare is glare with potential to cause an after-image(flash blindness)when observed prior to a typical blink response time. Times associated with glare are denoted In Standard time.For Daylight Savings,add one hour. Glare analyses do not account for physical obstructions between reflectors and receptors.This includes buildings,tree cover and geographic obstructions. The glare hazard determination relies on several approximations including observer eye characteristics,angle of view,and typical blink response time.Actual values may differ. Hazard zone boundaries shown In the Glare Hazard plot are an approximation and visual aid based on aggregated research data.Actual ocular impact outcomes encompass a continuous,not discrete,spectrum. 2015-2017©Sims Industries,All Rights Reserved. APPENDIX B DRAWINGS SITE AGGREss: SE 1/4,SECTION 22,TOWNSHIP 31,RANGE 5 EAST,WNI , aoxclu�o NORTH COUNTY MICROGRID w ponlpl CITY-OF ARUNGTON_GENERAL_CONSTRUCTION-NOTES: c "1OF ME-1 PE E U�­r ME nws AK i [Amer,was zW-Wxl WNIALm d onus PE S w0111 Iwo NFMI m[A1 pI KKfrlpll O>A1 nvwz9F Ib:CYIPoIs"»91Au IMfRlOAE BE WlspEr® .wuxtid FxOk: III S� - AP'ROn1AlE T ME M(E AS CWgEIE 114 M 50E ,Ngppr SEAR P ua M o11wE11r EpPpe U M wA9wnrW srnrE IaWRfwun W M coxmMrce m uDEwmdnr AISY ME N mwsPW PA(=sr A WEOErcAnds MamA,n W Aa anon facnnWs. A id flOAD.9MK�E .EE [Qv51PU_n[WY 01 ThE4 I pONYd15 Sxui ff W 9n OIAAA'O CWSRNCPW MSWACiW SMALL MGM MD PRa2Ci ALL C.ASNIGS.AVJ w Ld IACI: OL IMS UmITES DA V%M5MSMMPMLWAR Am 91(1 CWIACT M Wa[C19m- FNIA� IMnJPeI�eOJeoncmn 1 I]I6 A. Pt➢UIf11J1Y W pl[O[ALWCR/COIImM1W 10 aAs<N NgI�U PYWJ LmmAIE RRNCE 1-N00.111-JfJ1 W BIN AI Y WMTM A WAEN4 RAlnl,YWI-W-MY PEwwr,I1D U111rc [pxsllDCnW CIVIL ENGINEER: MAIZE,�on Au 'Y PENYrs rRa oMR Vl9acnw A,a nmPTAwaW Au xdx m_x 1 -1 A¢xafs wsr Afw W WTAxd er M pEA1WdYcwmAcmR a RPreawlnnAEs rc M on s AawclWir 9ai"gy per rAcn Dww Wow t mean ro MY mampcnW ACn9rr,ME__/WNm.crW camnclWz rrisPW9auTr TC WaWN.n uD w[pinl W WE xW-s1l-Jaxx WAu A-A PREmanmcuW CC 1 EE wm ME an.M ucRwaAlE Wa A11oewD PRarn Mvwa xmla.Ira ++�+ IYY: pem bomOPlEmn (DYmALPM MAE,6=M Fm-[WSmUCpW mYE ..1 w9fClR1 unY W.RdW"AID RERA ZI W II1LS mA1 CNIWO(J60)la}lJm WpR 10 SWEOLIWG ME CW mACiW W Mi M.Orc SrwpA®5 d YFAE__PE w 1 (ylgtY/Ftf[iRMJl[NpRFEw sr sWNr AID KEEVE APPRWu EW MEmnmc cWma PAY, Ertcnov VICINITY MAP /j 1 on­.AYrsa ep crer mw A Er.',A-Y of A II¢cWmAciW 9IAu I�Im W-ME Y.n_T,small "O MrW M_MAEPXf M...Mp WOW W N9ARula mAan� ucw AT"1 S sr aEuwc wm A SAs1wc"IM VAEUux dlxl vR _y genie PRIW NA41Ylu ixdMSE OIRfE1 ME.1 PE IllOwp Y T �T dAw wa" 1 A COPY Of M APPM..CWS--n. .11ffd ME EC1W. 9n-cWsmv-Is A PNaaE_ p. van Imr Ia im SWmW 9I"1 uAYiwN rlp 01 sfrs a�As-Ea"r S APPM XpW 9Ua BE CWSm MW M ACCGDwf£'NIN M PAYE 9DwNp ALL Rm d" AM YWIIMAIXIHS NwEgAIE1Y FII mLL 9[II YR LA INI1 An PuxA wr pEWnlld Wd ME APPROAp null R. AcM call OF M mlPanW M cWlN1.f1 9WL OE RFWIRE PILAW MWOV"EAOI ME Ow[R,ME att FNOxFd,AwO Wd1H mPas a NEtrNYEp 1LWs E M Orc.nIE arc wu C•S[ f#SnXp CWnIRW6 nw 4 r [w[w AIwwOAWA w.R[HY9T WI.P➢ONE 6 Of C61ES f0 M pE9W dd&FR EMENG R lRMS Fl)ti M7`- fpSnNG CdYPW6 NN1 C-}J -CWRIIONS PM V(1 YWA1'N'w 1 I C-11� EYSWOCWW11W6— 0611 wow P—ll MIMYIIA AIR as - — --c-3= iwww"w11M (141. I [-M loom Mb DC RA1 PI p11Ap /11r� I tr11 aftmo-RK" aYD AANJE ME ,\\v/ O I[Ywm uWal -ER ERIEI9 W AMP 91E ` EA _ . 1I 419 if3C BtFCs 1 bA[ NWIIWIAL NMTDL MO PA—PEM 1 . r". %//i.� ' I 11 4u LevaNWmoonAIDPAVNc— :Ir ���— — — _—__— AI I 43 i"mXnDL ND PAWLPE.w —_ r —._.._ C-i] - 1.DYImLL"D PAWIC PNI PAWIC P.w WIu-1- uPA- ¢sn xu�a as RA Atw1Nrt«RM c-s 1 w mYA `ILK 4� �1 DMA E111K imumm AmMYI ORN XAMCE PLM 0."1 C_S.J W W NAEG ..AA. C-al OEIAIS W EE U.11 RM z Z / vmp slREr rc SITE PLAN -----IIM�.�y - —__-- T----------- c-uI covdsR unuir Pl.w = r=n P.s PraAalc ----_ - I � c-aJ wYxl9u ulu rrl,w 9 a r NBYIB'W'w 11J]]1' Lpi ACNNOYA£pGVENT EA C-s 3YF2 YD�1ER NOAS Mp O[1M5 �i 2 d6 flog Or C-1.p —-Pmr1f Z F1FL1aCLL 09 J z.T a c W[AA Dp111M1R1QY OR�wYM wrrARx'ra —___ W wAwv NCA m Piw sx¢r HAs emA WxEvm Aro bb�LNAn11 IP11R.N1 K—is:1 ft WMm1E0�[e[s Acr. )R,,,,, 7 � —Ar [ P � Y1cO [ SE 1/4.SECTION 22,TOWNSHIP 31,RANGE 5 EAST,VM - ---- — - - -_ ------111 — IF-- --- --- --- ---------- LOTI ]I MLI6N1 T PNIfII NCk 1,119,056 S) IppYHp INWS 9WPAT AIPRG%26 I.0 I OGNIIHY IYPRO%IA30.5 AC [Cf.IR @Nlli WgISMN. Flmw �' I I"I I Uff Q.�ICAIICX:IGR00 I WAUIC:XG PNgIE RFPMEG ItA 119F Mli-I Iq PNda1C 6 PI�G4➢ SfFt SIOtKI'RE FtR tR[w ASPHALT I I uru�n' v°rcrz G°Y'rcrciawcian 11MINING ARIA P*I ` SLCK I / 1015 I II J SICgON 6.N10 MEAUE NE , E%IENSWN I I I I d'MGIER Ww1 ER1EN90N I I 16'SAMIARY SEWR EYITHSON I TEMP CEIC I GRAVEL LAYDOWN AREA q I � WC /�II161d1— t I• __ __-__---- - z _ -------------- - ------ --- - -------------- I - - vet z CGNSIRUCIIQN OR—G RENEW og SITE PLAN ACRNCMEDCNENi E. �f a e W a �Mn� ��re TM oo�anuo> �.uw.ronw Imo' T ...T.— I NOT o 1 �'�OPA� �ns�Rbu�.a•�.n A'L MwCfMt®Fn[s�ti. .-� BURNS &MC. DONNELL- CREATE AMAZING. Burns&McDonnell World Headquarters 9400 Ward Parkway Kansas City, MO 64114 O 816-333-9400 F 816-333-3690 www.burnsmcd.com September 24, 2018 Nova Heaton Developmental Services Manager City of Arlington Community and Economic Development 238 N Olympic Avenue, Arlington,WA 98223 RE: Arlington Microgrid PV Solar Array Building Permit Application Dear Ms. Heaton: Snohomish County Public Utility District No I (Snohomish PUD) is submitting this letter to respectfully request a deferred submittal allowance for the racking and foundation system for the Arlington Microgrid PV solar array building permit application. Enclosed with this building permit application for the construction of a 500KW solar array we are providing the requisite submittal items with the exception of a detailed solar panel racking and foundation design. The reason for this request is the sequencing and schedule structure of the labor contract for the construction. The solar array will be released for bid as a Public Works contract administered by District staff. The advertisement period for the request for bids will be 10/29/18 to 11/26/18 (21 days). The contract will be awarded to the lowest bid at a PUD commission meeting on 12/18/18. The contractor will be given a conditional Notice to Proceed on approximately 1/7/19 that will allow for development of a site-specific racking and foundation design that conforms to the technical specification. The specification requires a UL 2703 listed rack be provided such as the SUNMODO ground mount racking system depicted on the drawings. Foundation types that are suitable for this soil type include helical or screw pile anchors, or post and continuous concrete footings. The contractor will be required to submit a site-specific layout with a racking and footing design prepared and stamped by a professional engineer licensed in the State of Washington prior to beginning any on-site installation of the solar array. Once the District has reviewed and approved the Contractor's design, we will submit the design to the City of Arlington building official for review. The submittal to Arlington will occur approximately 10 days after the conditional Notice to Proceed has been issued. The District schedule, to ensure the Washington State Solar Production Incentive Credit is achieved, requires the Contractor to begin work on 2/4/19. This allows Arlington staff approximately two weeks for review of the site-specific racking and foundation design. The District will ensure that the Contractor does not begin work on the racking and foundation until approval of the deferred submittal has been received from the City. Received Arlington Microgrid Solar Array Building Permit CEP 25 M�, VAU Thank you for your time and consideration in this matter. If there are any questions or concerns,please feel free to contact me at (425)-783-8835 or hsgibson@snopud.com Sincerely — Scott Gibson, P.E. Project Manager Cc: Mark Flury, PE, Project Manager Arlington Microgrid SolarArray Building Permit it a 53 W60, ►. r • DETERMINATION OF NONSIGNIFICANCE (DNS) (WAC 197-11-970) Name of Proposal: Arlington Microgrid and North County Training Description of proposal: Develop a 25,69-acre parcel with site improvements for the Arlington Microgrid project and Clean Energy Technology Center.Additional uses will include an area for line crew training on a portion of the site to support the PUD's north county service area.Microgrid development will include a battery energy storage system,solar array,and a building for energy technology demonstration and training.Additional development will include access roads,parking,and utility installation to support the rcrogrid and training facility, Proponent: Public Utility District No. 1 of Snohomish County Location of Proposal,including Address,if any: 17601 59"`Ave.NE,Arlington,WA (Southeast of the intersection of 180"'St.NE and 59'h Ave.NE). Lead Agency: Public Utility District No. l of Snolomish County The lead agency for this proposal has determined that it does not have a probable significant adverse Impact on the environment. An environmental impact statement(EIS)is not required under RCW 43.21.030(c). This decision was made after review of a completed environmental checklist and other information on file with the lead agency. This information is available to the public upon request. There is no commentperiod for this DNS. X This DNS is issued under WAC 197-11-340(2);the lead agency will not act on this proposal for 14 days from the date below. Comments must be,submitted by February 16,2018. Contact Person: Responsible Official: Keith Binkle Signature Date: February ].2018 Position/title: Manager,Natural Resources Telephone425-783-1769 or 1-877-783-1000 extension 1769 The threshold determination includes reference to and review of the following environmental information concerning the project: J. SEPA Checklist,Arlington Microgrid and North County Training,February 1,20IS 2. Solar Array Glare Study—Burns and McDonnell,January 31,2018 3. Critical Area Reconnaissance-GeoEngineers,Inc.,June 28,2016 4. GeotechnicaI Engineering Report-GeoEngineers,Inc.,December 29,2017 5. Hydrogeologic Assessment-GeoEngineers,lnc.,April 26,2016 6. Cultural Resources Assessment-Cultural Resources Consultants,July 8,2016 7. Summary Tree Inventory,SA Newman Firm,January 23,2018 8. North County Tree Survey,Nakano Associates,October 10,2017 9. Payment In Lieu of Tree Replacement Offer Letter,Nakano Associates,January 24,2018 10. Site Plans(SP1 &SP2),KPFF,January 30,20I8 11. Drainage Report—KPFF,date TBD 12. Stornrwater Pollution Prevention Plan—KPFF,date TBD 13. Traffic Analysis—Gibson Traffic Consultants,Inc.,January 30,2018 Received FP 2 �p2►�i •r ..":K��y Y#• - � `fir L - a ' i y Mail Processing Center Aeronautical Study No. Federal Aviation Administration - - Southwest Regional Office CITY OF ARLINGTON Obstruction Evaluation Group BUILDING DEPARTMENT 10101 Hillwood Parkway APP OVED Fort Worth, TX 76177 Issued Date: 07/11/2018 DATE �D l5� BY NO CHANGES AUTHORIZED Snohomish County PUD UNLESS APPROVED BY THE Scott Gibson BUILDING INSPECTOR 2320 California St Everett, WA 98206 OFFICE COPY ** DETERMINATION OF NO HAZARD TO AIR NAVIGATION ** The Federal Aviation Administration has conducted an aeronautical study under the provisions of 49 U.S.C., Section 44718 and if applicable Title 14 of the Code of Federal Regulations,part 77, concerning: Structure: Solar Panel 500 kW Solar Array Location: Arlington, WA Latitude: 48-09-22.ION NAD 83 Longitude: 122-08-40.70W Heights: 135 feet site elevation(SE) 6 feet above ground level (AGL) 141 feet above mean sea level (AMSL) This aeronautical study revealed that the structure does not exceed obstruction standards and would not be a hazard to air navigation provided the following condition(s), if any, is(are) met: It is required that FAA Form 7460-2,Notice of Actual Construction or Alteration, be e-filed any time the project is abandoned or: At least 10 days prior to start of construction (7460-2,Part 1) X Within 5 days after the construction reaches its greatest height(7460-2, Part 2) Based on this evaluation, marking and lighting are not necessary for aviation safety. However, if marking/ lighting are accomplished on a voluntary basis, we recommend it be installed in accordance with FAA Advisory circular 70/7460-1 L Change 1. This determination expires on 01/11/2020 unless: (a) the construction is started (not necessarily completed) and FAA Form 7460-2,Notice of Actual Construction or Alteration, is received by this office. (b) extended, revised, or terminated by the issuing office. (c) the construction is subject to the licensing authority of the Federal Communications Commission (FCC) and an application for a construction permit has been filed, as required by the FCC,within 6 months of the date of this determination. In such case,the determination expires on the date prescribed by the FCC for completion of construction, or the date the FCC denies the application. rrZeceived Page 1 of 4 �i E�a 25 21118, NOTE: REQUEST FOR EXTE,.,5ION OF THE EFFECTIVE PERIOD O. i'HIS DETERMINATION MUST BE E-FILED AT LEAST 15 DAYS PRIOR TO THE EXPIRATION DATE. AFTER RE-EVALUATION =OF CURRENT OPERATIONS IN THE AREA OF THE STRUCTURE TO DETERMINE THAT NO ►WONIFICANT AERONAUTICAL CHANGES HAVE OCCURRED, YOUR DETERMINATION MAY BE ELI61BLE FOR ONE EXTENSION OF THE EFFECTIVE PERIOD. This determination is based, in part,on the foregoing description which includes specific coordinates, heights, frequency(Yes) and"pbwer.Any changes in coordinates, heights, and frequencies or use of greater power, except those frequencies specified in the Colo Void Clause Coalition; Antenna System Co-Location;Voluntary Best Practices, effective 21 Nov 2007,will'void this determination. Any future construction or alteration, including increase to heights, power, or the addition of other transmitters, requires separate notice to the FAA.This determination includes all previously filed frequencies and power for this structure. If construction or alteration is dismantled or destroyed, you must submit notice to the FAA within 5 days after the construction or alteration is dismantled or destroyed. This determination does include temporary construction equipment such as cranes, derricks, etc., which may be used during actual construction of the structure. However,this equipment shall not exceed the overall heights as indicated above. Equipment which has a height greater than the studied structure requires separate notice to the FAA. This determination concerns the effect of this structure on the safe and efficient use of navigable airspace by aircraft and does not relieve the sponsor of compliance responsibilities relating to any law, ordinance, or regulation of any Federal, State, or local government body. If we can be of further assistance,please contact our office at(206) 231-2989, or dan.shoemaker@faa.gov. On any future correspondence concerning this matter,please refer to Aeronautical Study Number 2018-ANM-554- OE. Signature Control No: 356112921-369998917 (DNE) Daniel Shoemaker Specialist Attachment(s) Map(s) Page 2 of 4 JPO Map for ASN 2018-ANM-554-0L Vb 22- •r. .- � �l w«off �cv ._. ; ! � II `��\\ � _ ``t�TTv •ri'-4't` 't!' hJ111 7. ,`nA9�R. •.�: ► [� /Yl��pl�i. f,. •~ � I (�µ' I � 1I1 t' ' t•t sw 27 '�� III .r` .•�w'�c I•'r� ' ` � `� ;i � a ��, I � .i�;� --- II hi^•S.`� •>;��A.i.`,;..�,. �.. �-'a�'.i's��"��il�-� �t�Y'. �__.. � '`�'S�. � ..:w� �.i-. Page 3 of 4 sectional Map for ASN 2018-ANM-554 jE • iane \f Cavanaugh `� McMurray �► SUNSET (Pvt) 20 (Pvt) N F WILLIAMS 130 14 Stanwood Florence Bryant = Si ana rlington A R L I N G T O N (AW O) aerial AWOS-3 135%25 r G 142 L 53 122'- -Q R P-1 , 16 1 SLARewood (Pvt) OTI M'% �, a * "s �FRON�IER • NATIONAL SECURFF,Y� Aso - 38 STED TO AVOID FLIGHT GREED �00 MSL IN THIS AREA I :� . .. . r O 750 !� r, (3 O+O) C MAR VI LLE ^ uc- P'AF 299 1 - F( 1.22. -so (286) �,. Fi ord PI tPVt) .'_ l '396 HEINECKA Page 4 of 4 BURNS &MSDONNELL Arlington Microgrid Glare Study PUBLIC UTILITY DISTRICT No. 1 Snohomish County Public Utility District No. 1 Arlington Microgrid Project Project No. 104583 Revision 0 1/31/2018 Arlington Microgrid Glare Study prepared for Snohomish County Public Utility District No. 1 Arlington Microgrid Project Everett, WA Project No. 104583 Revision 0 1/31/2018 prepared by Burns & McDonnell Engineering Company, Inc. Fort Worth, TX COPYRIGHT©2018 BURNS & McDONNELL ENGINEERING COMPANY, INC. Solar Glare Report Revision 0 List of Abbreviations TABLE OF CONTENTS EXECUTIVE SUMMARY Page No. 1.0 SUMMARY........................................................................................................1-1 1.1 Methodology........................................................................................................ 1-1 1.2 Assumptions and Limitations .............................................................................. 1-1 2.0 RESULTS..........................................................................................................2-3 APPENDIX A - RESULTS APPENDIX B DRAWINGS SnoPUD i Burns&McDonnell Solar Glare Report Revision 0 List of Abbreviations LIST OF ABBREVIATIONS Abbreviation Term/Phrase/Name ARC Antireflective coating ATCT Air traffic control tower Burns&McDonnell Burns&McDonnell Engineering Company,Inc. FAA Federal Aviation Association PV Photovoltaic SGHAT Solar Glare and Hazard Analysis Tool TCH 'Threshold clearing height SnoPUD ii Burns&McDonnell Solar Glare Report Revision 0 SUMMARY 1.0 SUMMARY Solar glare hazard analysis was performed on the proposed solar array in Snohomish County. The result indicates none of the flight paths are showing potential for after image glare. 1.1 Methodology Solar glare hazard analysis is performed utilizing the G1areGauge module form Forge Solar.The Glare hazard analysis utilizes proposed general site locations and typical initial panel array orientation and tilt for the latitude for the site.Determination of glare occurrence requires knowledge of the following: sun position,observer location,and the tilt, orientation, location, extent, and optical properties of the modules in the solar array. Vector algebra is then used to detennine if glare is visible from the prescribed observation points. The area of the array is geo located and input to SGHAT. NorthCounty Mlcrogrid Solar Glare Study ��a +• � *�Fy� �.ti. � tip' o. ,c" �/ 47 ILI 41, . I 7y a _ _ .i'� - x •�.titi,~`�- \���'>' ' JP yam`^ � ����� l ` 1.2 Assumptions and Limitations The following flight paths were selected for evaluation: SnoPUD 1-1 Burns&McDonnell Solar Glare Report Revision 0 SUMMARY • Runway l l • Runway 16 • Runway 29 • Runway 34 The following assumptions were made for the site and input data • PV Orientation 180 degrees • Tilt 30 degrees • Panels with textured glass and with ARC • All analysis based on straight-in approach and ATCT criteria • Approach glide slopes per FAA published values TCH of 50'. The following is a list of assumptions and limitations of the model and method used in SGHAT • SGHAT does not rigorously represent the detailed geometry of a system; detailed features such as gaps between modules,variable height of the PV array, and support structures may impact actual glare results. • SGHAT assumes that the PV array is aligned with a plane defined by the total heights of the coordinates outlined in the Google map. • SGHAT does not consider obstacles(either man-made or natural)between the observation points and the prescribed solar installation that may obstruct observed glare,such as trees, hills, buildings,etc. • The variable direct normal irradiance(DNI)feature(if selected)scales the user prescribed peak DNI using a typical clear-day irradiance profile.This profile has a lower DNI in the mornings and evenings and a maximum at solar noon.The scaling uses a clear-day irradiance profile based on a normalized time relative to sunrise,solar noon, and sunset,which are prescribed by a sun-position algorithm [2] and the latitude and longitude obtained from Google maps. The actual DNI on any given day can be affected by cloud cover, atmospheric attenuation, and other environmental factors. • The ocular hazard predicted by the tool depends on a number of environmental,optical,and human factors,which can be uncertain. • Single-and dual-axis tracking compute the panel normal vector based on the position of the sun once it is above the horizon.Dual-axis tracking does not place a limit on the angle of rotation, SnoPUD 1-2 Burns&McDonnell Solar Glare Report Revision 0 Results unless the sun is below the horizon.For single-axis tracking, a maximum angle of rotation can be applied to both the clockwise and counterclockwise directions. 2.0 RESULTS All flight paths analyzed show the glare produced either has zero or low potential for after-image.The results for all paths analyzed fall within the FAA acceptance criteria.Refer to Appendix A for full report results. • Runway 11 o No measurable glare predicted along this flight path. • Runway 16 o No measurable glare predicted along this flight path. • Runway 29 o Glare produced within the flight path for Runway 29 occurs in the months of May-July between 6:30 am and 7:00 am and has a duration of less than 10 minutes:This glare is beyond 50 degrees from the pilot line-of-sight and is not considered to be a glare hazard. There are 0 minutes of annual"green"glare—the minimum threshold considered to be a glare hazard. • Runway 34 o Glare produced within the flight path for Runway 34 occurs in the months of April-August between 6:00 am and 7:00 am and has a duration of less than 5 minutes. This glare is beyond 50 degrees from the pilot line-of-sight and is not considered to be a glare hazard. There are 0 minutes of annual"green"glare—the minimum threshold considered to be a glare hazard. - Runway Approaches - Runway 16 - Runway 11 - Runway 29 - Runway 34 SnoPUD 2-3 Burns&McDonnell APPENDIX A - RESULTS Forgetialar FORGESOLAR GLARE ANALYSIS Project:Snohomish Glare Study Arlington Airport Site configuration:PV30 textured with ARC Analysis conducted by Ryan Wubbens(rwubbens@burnsmcd.com)at 19:23 on 26 Jan,2018. U.S. FAA 2013 Policy Adherence The following table summarizes the policy adherence of the glare analysis based on the 2013 U.S.Federal Aviation Administration Interim Policy 78 FR 63276.This policy requires the following criteria be met for solar energy systems on airport property: • No"yellow"glare(potential for after-image)for any flight path from threshold to 2 miles • No glare of any kind for Air Traffic Control Tower(s)("ATCT")at cab height. • Default analysis and observer characteristics(see list below) ForgeSolar does not represent or speak officially for the FAA and cannot approve or deny projects.Results are Informational only. COMPONENT STATUS DESCRIPTION Analysis parameters PASS Analysis time interval and eye characteristics used are acceptable Flight path(s) PASS Flight path receptor(s)do not receive yellow glare ATCT(s) N/A No ATCT receptors designated Default glare analysis and observer eye characteristics are as follows: • Analysis time Interval:1 minute • Ocular transmission coefficient:0.5 • Pupil diameter:0.002 meters • Eye focal length:0.017 meters • Sun subtended angle:9.3 mllllradians FAA Policy 78 FR 63276 can be read at https://www.federalregister.gov/d/2013-24729 SITE CONFIGURATION Analysis Parameters DNI:peaks Fit 1,000.0 wim^2 Time Interval:1 min aKiY Ocular transmission yJ coefficient:0.5 Pupil diameter:0.002 m { Eye focal length:0.017 m Sun subtended angle:9.3 mrad Site Config ID:14487.2216 PV Array(s) Name:PV array 1 , ! Axis tracking:Fixed(no rotation) t Tilt:30.0° Orientation:180.0° Rated power:- Panel material:Light textured glass with AR coating Reflectivity:Vary with sun Slope error:correlate with material Vertex Latitude(°) Longitude(°) Ground elevation(ft) Height above ground(ft) Total elevation(ft) 1 48.156573 -122.144808 130.78 0.00 130.78 2 48.156362 -122.144816 131.30 0.00 131.30 3 48.156359 -122.144577 130.95 0.00 130.95 4 48.156105 -122.144580 131.82 0.00 131.82 5 48.156102 -122.143884 131.69 0.00 131.69 6 48.155737 -122.143900 130.97 0.00 130.97 7 48.155731 -122.142770 131.67 0.00 131.67 8 48.156466 -122.142782 132.85 0.00 132.85 9 48.156464 -122.141993 132.99 0.00 132.99 10 48.156558 -122.141989 134.00 0.00 134.00 Flight Path Receptor(s) Name:FP 11 `1��!� •• m ' 1' Description: ��ti:,,�,�� ,- � � ,��•,, ,ti��`k� Threshold height:50 it h��h r Direction: Glide slope:3.5° Pilot view restricted?Yes P Vertical view:30.0° Azimuthal view:120.0° Point Latitude(°) Longitude(°) Ground elevation(it) Height above ground(it) Total elevation(it) Threshold 48,161674 -122.168811 125.49 50.00 175.49 Two-mile 48.179716 -122.202721 3653 784.88 821.40 Name:FP 16 Flight path map Description: Threshold height:50 it Direction:° Glide slope:3.0° Pilot view restricted?Yes Vertical view:30.0° Azimuthal view:120.0° Point Latitude(') Longitude(°) Ground elevation(it) Height above ground(it) Total elevation(it) Threshold 48.169334 -122.156543 133.85 5000 183.85 Two-mile 48.198242 -122.157300 44.16 693.15 737.30 Name:FP 29 r r. Description: Threshold height:50 it Direction:° 1 Glide slope:4.0° �f` • Pilot view restricted?Yes �I Vertical view:30-0° Azimuthal view:120.0° Point Latitude(°) Longitude(°) Ground elevation(it) Height above ground(it) Total elevation(it) Threshold 48.155894 -122.157401 117.59 5o ao 167.59 Two-mile 48.139581 -122.121577 407.75 :99 3' 906.06 Name:FP 34 Description: Threshold height:50 ft Direction:° I Glide slope:3.0° Pilot view restricted?Yes Vertical view:30.0° Azimuthal view:120.0° Point Latitude(°) Longitude(°) Ground elevation(ft) Height above ground(ft) Total elevation(ft) Threshold 48.154756 -122.156210 121.02 50.00 171.02 Two-mile 48.125848 -122,155453 98.54 625.94 724.48 GLARE ANALYSIS RESULTS Summary of Glare PV Array Name Tilt Orient "Green"Glare "Yellow"Glare Energy (1) (°) min min kWh PV array 1 30.0 180.0 0 0 Total annual glare received by each receptor Receptor Annual Green Glare(min) Annual Yellow Glare(min) FP 11 0 0 FP 16 0 0 FP 29 0 0 FP 34 0 0 Results for: PV array 1 Receptor Green Glare(min) Yellow Glare(min) FP 11 0 0 FP 16 0 0 FP 29 0 0 Receptor Green Glare(min) Yellow Glare(min) FP 34 0 0 Flight Path: FP 11 0 minutes of yellow glare 0 minutes of green glare Flight Path: FP 16 0 minutes of yellow glare 0 minutes of green glare Flight Path: FP 29 0 minutes of yellow glare 0 minutes of green glare x:o0- Annual Predicted Glare Occurrence Approx.Flight Path Location When Glare Visible noo- n: 00- a:oo- L75 1 19U0- te:o0- v:oo- 1.5 u:o0- u:o0- u:oo- L25 nUo- n:00o - V 1 m - C a.00- 09 "PC- r�0.75 mmo. ar:0o- W oa:0o- 0.5 i 0s:o0- a:oo- x m:oa- 0.25 oe:0 - 0a00- mmo, —— r—r•—r—�T Oi - vp "v 00 PO tla'i W0 PA Sol 01,51 00 tf` pot 0 Ip '!f" p,,o agQ 06. Day of year Date !•Glare beyond 50 deg from pilot Iineof-sight on approach r•Glare beyor d 10 deg from pilot lino l-sight a�Lax potential for hmperary afterimage M Low potential ror bamporary afterimage Poten ial for temporary alter-image Potential for temporary afterimage e0 Dally Duration of Glare 50 w rn 16 m FE 20 w 0 Day of year m Glare beyond so deg from pilot NneaFslght on approach Lax potential For temporary after-image Potentialfort_Po yafterimage Flight Path: FP 34 0 minutes of yellow glare 0 minutes of green glare M co- Annual Predicted Glare Occurrence Approx.Flight Path Location When Glare Visible aw- = 2 22 00- 32 tlw- ay0o C 1.75 I'd L 1100- IJ00- N 1.5 146D- L. Nw, Q L25 U 00• w p�U00- 01 1 S itw- C 1000- are,, s be• v 0.75 W Rw- nlE 0.5 aw- R oa o 0.25 0,. a lu o0- Q 1a� tzU Mat pPt May p`° �� W0 -f-P o:` aPJ ve, 1z0 @e Mal po May Is' 10 011 *9 o04 ve, Day of year Date Glare beyond 50 deg from pilot linebf-sight on approach sesse Glare beyond 50 deg from pilot line-of-sight 0�low potential far temporary after image M tow potential for temporary anerdmage Potential for temporary after-image Potential for temporary after-image 60 Daily Duration of Glare 50 m ga `m rn `o 30 w c 7 20 10 0 �— V'� Fe %to pPt May ,�� W� wf9 Day of year aa�Glare beyond 50 deg from pilot me-of sight on approach Low potential for temporary after-image Potential for temporary afterimage Assumptions "Green"glare is glare with low potential to cause an after-image(flash blindness)when observed prior to a typical blink response time. "Yellow"glare is glare with potential to cause an after-image(flash blindness)when observed prior to a typical blink response time. Times associated with glare are denoted in Standard time.For Daylight Savings,add one hour. Glare analyses do not account for physical obstructions between reflectors and receptors.This includes buildings,tree cover and geographic obstructions: The glare hazard determination relies on several approximations including observer eye characteristics,angle of view,and typical blink response time.Actual values may differ. Hazard zone boundaries shown In the Glare Hazard plot are an approximation and visual aid based on aggregated research data.Actual ocular impact outcomes encompass a continuous,not discrete,spectrum. 2015-2017©Sims Industries,All Rights Reserved. APPENDIX B DRAWINGS IrM—A.. WLADMVA SE 1/4,SECTION 22,TOWNSHIP 31,RANGE 5 EAST,WM Em NORTH COUNTY MICROGRID =��,em[aro�eglaDust.lu.0 �. Po Dp°lo' UTi OE Ak111G1d1 GfxEP�4NSiRUC110X NOTCS• a uL a LK Laarsxs a LK Enmw unmEs swM x LH ours Y u EwEre rn 9YJ�Y:1 Wa:aue EscaIDED n cos attar w wruED rw Y `. `� wrntm nDl DnVa n l All wlM xa WlEawt 9WL miDldl m DIE aYENr FwIIDN AVI1AaE nECaae uo au,llEl'ELDEE ff a71mv AaI1Dlw f1101C ILS-Yal-Y05 a M mT a AIDNDIw nlac tW¢5lxaxaP xo I➢mOWAIE xo NDr MEREMLY UJInEIE a rs 1HE m£ ,wangr FMl1: �'�'�'^^ wOf)foa Awl A[anrn mmI a M aarra tins YfP6sIR a iXE 0]Nn1AClw m NaPDWI1LY war M tolallar o vYrsquilr psa nww saanam Aasaucr a Au anon Larntans SIIHINYDB: mwr.r rava mr�PAcm1 A arT a stx - Dnw Eros um As�wra DooAmlrs mw a a art aaaa msslcw r M maYDNrt aWE sarAa xa neon u tNoa1 wa a "�/ wxrAcr: a LAAS unnE,Duna caxsYaunw xa Duvs narncr ra rmtn a[ PNaE: An-sn-nnW z rt a t[fat IO{naren a to aatmRwwA:M m UOnaana YaIIU tau aXK1(1 BOD-12faSt5 w BII)AT FW.I .YmortsalwM1cwm r1w,YN,C 10Y1 IIDR-O.Mf IaMi.Na VIUff IG11 Y IOtl Mal ID maaK00i �'� 1l rM moo N an ILL Dt0.R)torn i,tln O)ot , CIVIL ENGINEER: mwsMA—AM mm uttr Atr t[a11orY r.x rgaVrmol\Lw a KnarmhOnpwn wAgo■nmmPrnllma au MEa DTJc awl wu0 aw Ala aGa x.uKjJJL am er Nn2 aDse7?-SBII S AIImD"pE[aI51RI1CDa1 CaDWDI�WM TK on,LIE AROaDAIE eNECln5.elDP,IC PRDPEA wVINCE w1K£IK F14V: 7veeWemaPnmm Lw11ULlaV aui 9]f]NAE LIE PPE-a110-IfillCnnX mO M ar M WT WY P£v Pt m uo IWAm�Ii a m1s DIAr fXlaO YS-NOA nxM q as mrwV m Moi YFFL an SLwo,Vat di au awsnvcaD wlllml SEGlAOY/(lf ICALE,I(JIIF(P, 1earl�asYm1Ye101urrwPaW VICINITY AP � as PEnns rElerun Epoaw ua sLrExr ooxma Pax en i� r0vaalC alo mf a OOQ meT Irto�aepp A mr 0 B lni Ca11nnC1w 9WL RID iXE OIf9a A'a ai-91EM nSIDfE1S FYA1k DDYIILr: sIE wmw k mW[bS lY1A.AM WE a Iia1lArLe OOaePo. QEW Ai ALL 11E5 BY aFA1rD a1H A Y'ffRID uwI-•VAMAI LUPx sm-IIB-]])B Lola rtwrD a LIfSE sLlEsis Yl wr a uLawn wrxwr SHEET INDEX EDu .�rmlMm.,�.nn n a aaf n x nnearD ma:nrw Hutt Lw r w Ln sa MOD wnwvu maI M an xaTcrm as.ew maowcn e w noon r As- 9w rA sm ME Lo.M mnrn0l fAu urw 1we as Y• oa NL Em Xaef 9WL DE CaaIPI1CIF0 n ACCaaNMF YIm iNE RxY ao.a M fE10 ouxA: ,nImWY H• ml0 for Ala as n111 AWIa',➢n�s AVr nEsunax mW rDE mlE,A IPAOP aArE P191C AmIR S ➢ tw'u .---AwPfa1irDxr 1A wmmv EKas_EI Aa V—aC Ia YMo-Y[uoDlYmnnE EsP1 L1ro0Y N,t n rroEIE H rNaoI oIaat nAECX aIwraE E snao.ttu wOufN 4A -----_—i. LPPuIaO, �oamsaa COMM Eanm aTKUTE—Exo ror amamem natPLwrYNI U'm=-E�R aTRti +=—=Stn—____ L cu aw"mnaaaw _ "i'� I v o)a oELlwna ua LEsc nw •� �^ // � 1 I I Pat OOYad Na tot aAt - �•.I OM l,-1 4a7 mofYNatIL111 � 1 P), Df110111PM x01E2 flue c.a) nuouw ua LEsc nAv p Yqa - C-M arc arcs x Pan rALo,Ar a1a�, .wr sa. - > - pipYyr ■ — ` ' 1 111 o-7 tsc auu �L—•BARD;$— � 1 1 W walDwDs wan as N.Ma R.w ] —I. _— -..A � \ ` •,•� \ �I It l{ t-U IfAnPR mnn s o/lo rAao Pva C .Mum wt" tt1 yr' � '�1 W Ionoa+t mnn NO nYo nM mow&W.A nw rYM K" a- W oYaa4mnnxorwcwa "a A MOM oEUAt c-sD avaDwasowul)nNl ` -- E i I oaP arac,esatAMaPw �.1at t rMowaf \ rvN[as 00 1 Pat aaD.i Mo wAwwi NPI 7 \ PL rnwPlc xa DPnlna aTM O I yA F —_ T - t-a0 Daaate NUM A. Z NI DDroaltNun n.w — __—__—_ _ .. `rt"Ir«to°w0w• lyJ ! au oaamm Nun nrw 0 3 �lrao wTY SITE PLAN can mom.ar wnt wa YtYs u� z 4 w 0 o-)a esm DDYwnr 1Lx ua PPCetE C z CCNa1RNCaaN DpAn1NC RUM 10 ACKNDYAEDCMENT f•ta FIPCDYL OCa T.} Q r. MD crnsnarcnon nulsNu ASMmu , uo/w w wr use.on rc aaAwrzx . E r'P"�wl�lslia m e a IT 11—1 a oar�.a�s nc 1 eY.s.rs r rtas Aci. Yaav a rt : "© C-1.0 SE 1/4,SECTION 22,TOWNSHIP 31,RANGE 5 EAST,WM t—� P.Wm IAA 9569 TOSS(1,119,D56 9) p,�..�� :1 '_t t•' — -- �I PAWUaFU IRRXWS 9ASUL IPP90%26 AC LOT _ -- pIYNG�ftIWLNpM1E/L%SIC 1- �( -- � �� . Y• t 1 pA141G11M 19AOC � -� S 11 I L Puy¢xo vA¢alc{s vearosn{Iaz zo.n-I 1 saaEwa xo srnm�c s vnmo n SOL STOCKPILE FOR CREW ASPFIAtT u{tm PF9VlIFR alv a IANCfOX nu TRAINING AREA AME PA SLOPE •- LOPo 1 SECTIOR 63RD AYFIIUE NE !I I EXTENS"I �: { I . Io r '1 I i f 111 � x ,�• ':�"-!. ` �� 6 WAIFR YAltt EXTFH90N # I t SMR EXTENSION -••%^% r- f _i_-'_[ U. - CE TC {f I ;T}Ntiltttittlltttt#ti#-1-#mot. at# f#F##I'''IllpffiffiffffiliffMM 13 tl lit I milaiwift Ini 11 GRAVEL LAYDOWN AREA I A011' K DUxm t0Kk— #tttint#Rlti'*_J'{i it# #i t#ti:tR# I 1 O� 3 om Ilm mA aw. m z Awwwtvavrr 0 Li SITE PLAN w w.m a.�ua,vu nn,a z f a —ER SH— d ear x,���sor c�d.[4�n♦r wo wu+u'[ [PSA{KOM 01{AMWC AW1tOVK �w1 Mr Ong u�r.,-nu=<n owtmKe��ra4ww+"aip�"iwi M' �p�.��a+"`m ue�.wp o srtE auN OOPO,♦�rvho'rlYw�tt"�ia 1 ai s"'uu i,[syq/twwtyn.Min M Trot sin �rw�p�taµ urw0tt"♦""sc'�'=ur n wio�~�OpF�,yam pi0•�M..uc rw�'eti m nr rM�.ary rc ueuomv 1 11�fn Yo N KOiC.[n p`�t(Wtl,to I�fotl Kt. Mt AI hr� ✓1 &MSDON BURNSNELL.. CREATE AMAZING. Burns&McDonnell World Headquarters 9400 Ward Parkway Kansas City, MO 64114 O 816-333-9400 F 816-333-3690 vwvv.burnsmcd.com Geotechnical Engineering Services North County Microgrid Project Arlington, Washington For Snohomish County PUp No. 1. September 24, 2018 EC SPY ' 1.J 7. "Ti rl rr L i •� .r �.,..^ KID)�•'�, I�� 01 I w+:..�••�+.i.w.�... — c t .� Geotechnical Engineering Services North County Microgrid Project Arlington,Washington for Snohomish County PUD No. 1 September 24, 2018 GMENGINEERS rd) 17425 Union Hill Road, Suite 250 Redmond, Washington 98052 425.861.6000 Geotechnical Engineering Services North County Microgrid Project Arlington, Washington File No. 0482-051-04 September 24, 2018 Prepared for: Snohomish County PUD No. 1 Facilities Department 2323 California Street P.O. Box 1107 Everett,Washington 98206 F wAS&z e,�� Attention: Ben Davis, PE h Prepared by: = ---- ,Q47 41'ER� GeoEngineers, Inc. sjpNAL 17425 Union Hill Road,Suite 250 Redmond,Washington 98052 425.861.6000 Braydan P. DuRee, PE Senior Geotechnical Engineer /I t�—-- for Robert C. Metcalfe, PE, LEG Principal BPD:RCM:nld Disclaimer:Any electronic form,facsimile or hard copy of the original document(email,text,table,and/orfigure),if provided,and any attachments are only a copy of the original document.The original document Is stored by GeoEnglneers,Inc.and will serve as the official document of record. GEOENGINEERS� I Table of Contents INTRODUCTION.........................................................................................................................................................1 ProjectDescription...............................................................................................................................................1 Purpose and Scope of Services..........................................................................................................................1 FIELD EXPLORATION AND LABORATORY TESTING................................................................................................1 PreviousField Explorations.................................................................................................................................1 Previous Geotechnical Studies...........................................................................................................................1 SITECONDITIONS.....................................................................................................................................................2 SurfaceConditions...............................................................................................................................................2 Geology.................................................................................................................................................................2 SubsurfaceConditions........................................................................................................................................3 Topsoil ..........................................................................................................................................................3 UpperSand....................................................................................................................................................3 RecessionalOutwash....................................................................................................................................3 GroundwaterConditions......................................................................................................................................3 CONCLUSIONS AND RECOMMENDATIONS............................................................................................................3 SolarArray Rack Foundations.............................................................................................................................3 SmallDiameter Driver Piles..........................................................................................................................4 Helical/Screw Piles.......................................................................................................................................4 ShallowSpread Foundations........................................................................................................................5 LIMITATIONS.............................................................................................................................................................5 REFERENCES...........................................................................................................................................................6 LIST OF FIGURES Figure 1.Vicinity Map Figure 2.Site Plan APPENDICES Appendix A. Previous Field Explorations Figure A-1. Key to Exploration Logs Figures A-2 through A-5. Log of Borings Figures A-6 through A-12. Log of Test Pits Appendix B. Report Limitations and Guidelines for Use GEOENGINEER� September 24,2018 1 Page File No.0482-051-04 I INTRODUCTION Project Description This report contains the results of our geotechnical engineering services for use in the design and construction of the proposed North County Microgrid project at the District's Arlington Site located between 172ndStreet NE and 180th Street NE off 59th Avenue NE in Arlington, Washington. The project location is shown in the Vicinity Map, Figure 1.The layout of the proposed solar microgrid facility is shown relative to surrounding physical features in the Site Plan, Figure 2. We previously provided geotechnical recommendations for other site developments including the proposed roads, utilities, and buildings at the site in our geotechnical report titled, "Geotechnical Engineering Services, North County Project, Arlington, Washington," dated December 29, 2017. We understand the next phase of development for the North County site will include construction of a microgrid and solar arrays.The current site plan illustrating locations of the planned solar arrays is shown in Figure 2. We understand this project will include installation of the solar array racking systems, solar panels, and associated transformers. Earthwork for this project will be limited to installation of conduits from the solar panels to the transformers. Purpose and Scope of Services The purpose of our engineering services is to provide geotechnical recommendations for design and construction of the proposed North County Microgrid project as described above. Our scope of services for this project includes compiling geotechnical data we previously collected at the site and preparing this report presenting our conclusions and recommendations related to design and construction of the proposed solar array racking foundations. FIELD EXPLORATION AND LABORATORY TESTING Previous Field Explorations Previous geotechnical data included in our December 29, 2017 geotechnical report was used to develop geotechnical recommendations for the North County Microgrid project. Our previous report includes four borings (13-4, B-5, B-6 and 13-9)and seven test pits(TP-5,TP-7,TP-8,TP-22 through TP-25)completed near the proposed solar array facilities. A copy of these previous borings and test pits which were completed near the solar arrays is included in Appendix A, Previous Field Explorations. The approximate locations of the explorations are shown in Figure 2. Laboratory test results of samples from these explorations can be found in our December 29, 2017 report. Previous Geotechnical Studies GeoEngineers has provided geotechnical evaluations and consultation to support possible development of the Arlington site since 2013.We previously provided geotechnical recommendations at the Arlington site in the following documents: I ! Report: Geotechnical Engineering Services, Local Office Replacement and Substation, Arlington, Washington, dated May 20, 2013. I-! Report: Hydrogeologic Assessment Proposed Pole Yard,Arlington,Washington, dated April 26,2016. GEOENGINEERSr September24,2018 Pagel File No.0482-051-04 I Report: Geotechnical Engineering Services, Proposed Pole Storage Yard, Arlington Site Development, Arlington, Washington, dated May 4, 2016. Letter Report: Wetlands/Streams, Proposed Arlington Local Office Replacement and Substation, Arlington,Washington, dated June 28, 2016. Letter Report: Custom Bioretention Soil Mix, Proposed Pole Storage Yard, Arlington Site Development, Arlington, Washington, dated August 16, 2016. Letter Report: Final Summary of Geotechnical Construction Observation,Arlington Electrical Equipment and Pole Yard Project, 1760159th Avenue NE,Arlington, Washington, dated March 2, 2017. Letter Report: Focused Soil and Groundwater Environmental Sampling, Proposed Arlington Local Office Replacement,Arlington,Washington, dated April 19, 2017. 1 Letter Report:Geotechnical/Hydrogeologic Explorations,Arlington Local Office Replacement,Arlington, Washington, dated April 25, 2017. Report: Geotechnical Engineering Services, North County Project, Arlington, Washington, dated December 29, 2017. i Memorandum: Updated Groundwater Monitoring Data (Addendum No. 2), North County Project, Arlington,Washington, dated June 20, 2018. Memorandum: Proposed North County CETC Building, dated June 15, 2018. Fourteen borings (B-1 through B-14), 25 test pits (TP-1 through TP-25), six cone penetration tests (CPT-1 through CPT-6), and one pilot infiltration test(PIT-1)were completed as part of these previous evaluations. Only explorations in the vicinity of the microgrid are included in this report and are shown in Figure 2 and included in Appendix A. SITE CONDITIONS Surface Conditions The area of the proposed microgrid is relatively flat and currently undeveloped.A recently completed Pole Yard is located northwest of the proposed microgrid and solar array area and grading and construction of roads and utilities is currently in progress. The existing ground surface across the microgrid ranges from about Elevation 134 to 136 feet.Vegetation on the site consists of mowed weeds and a few deciduous and conifer trees.The locations of surrounding property features with respect to the conceptual site layout are shown in Figure 2. Geology Our review of the U.S. Geological Survey map, Geologic Map of the Arlington West 7.5-Minute Quadrangle Snohomish County, Washington by James P. Minard indicates that surficial soils at the Arlington property consist primarily of recessional outwash deposits of the Marysville Sand Member. The Marysville Sand Member typically consists of stratified outwash sand with occasional gravel, and isolated areas of silt and clay. The sediments were deposited by meltwater from the stagnating and receding Vashon glacier and are typically medium dense/stiff.We observed recessional outwash deposits in each of the explorations completed on the property. GEOENGINEERS September 24,2018 Page2 File No.0482-051-04 �: I Subsurface Conditions Based on the explorations completed at the site, the subsurface conditions generally consist of topsoil, upper sand (silty sand), and recessional outwash deposits.A summary of each soil unit is described below. Topsoil Approximately 4 to 9 inches of topsoil was observed at the ground surface in each of the explorations. For the purposes of this report, we generally define topsoil as a silty or fine-grained soil with an appreciable amount of organic matter, based on our field observations. Upper Sand Approximately 4 to 5 feet of upper sand was in explorations completed near the proposed microgrid and solar array area.The upper sand generally consists of silty sand with variable gravel content.This soil unit was generally loose to medium dense with fines content (percent passing US No. 200 sieve) ranging from about 13 to 21 percent. Recessional Outwash Recessional outwash deposits were observed below the topsoil and/or upper sand. The recessional outwash deposits typically consist of fine to medium sand with variable amounts of silt,gravel and cobbles. The fines content of the outwash deposits typically ranged from 1 to 12 percent with occasional sandy silt interbeds observed in some of the explorations.The fines content of the silt and sandy silt interbeds ranged from approximately 12 to 50 percent. Groundwater Conditions Groundwater levels have been measured in borings B-4 and B-9 using data loggers installed in monitoring wells since 2013. Locations of the monitoring wells and a summary of the seasonal high groundwater measurements recorded to-date are shown in Figure 2. The depth of groundwater observed at the time of exploration is shown on the exploration logs presented in Appendix A. In general, groundwater at the site flows in the northwest direction towards the Stillaguamish River. The groundwater levels below the site fluctuate significantly throughout the year. The seasonal high depth to groundwater was measured to be 1 foot below the ground surface within Boring B-9 and 2 feet below the ground surface within Boring B-4 (February to April). The depth to water increases to about 14 to 15 feet below grade at the end of the summer,typically around October. The depth of groundwater is anticipated to fluctuate in response to regional precipitation, irrigation, or other factors. Additional groundwater information is provided in our June 20, 2018 memorandum prepared for the site. CONCLUSIONS AND RECOMMENDATIONS Solar Array Rack Foundations Based on the results of our previous subsurface exploration program, the solar array racks can be supported on either driven piles, helical piers, or shallow spread foundations. For higher foundation loads, drilled shaft foundations can be used; however, construction of drilled shafts could be challenging within the loose sand at the site, especially if the shaft extends below groundwater. Based on our experience, small diameter driven piles are anticipated to be the most economical alternative at the site; however, GEOENGINEERS September24,2018 Page3 File No 0482-051-04 1 I .� many solar array manufacturers have preferred foundation types which can also be cost effective solutions (such as proprietary helical and screw piles). Below is a summary of our design recommendations for each of the foundation alternatives. None of these alternatives consider seismic liquefaction at the site. As discussed in our previous reports for this site, liquefaction settlement is estimated to range from 6 to 15 inches during the MCER seismic event and 2 to 12 inches duringthe DBE seismic event.We understand the solar arrays are not being designed to mitigate liquefaction settlement. Small Diameter Driver Piles The solar array racks can be supported on small diameter driven piles. In our experience on solar projects, these typically consist of small diameter round pipe (such as 3" to 6" diameter) or wide flange sections (such as W6x15 or similar beams). The pipes can either be specified as Schedule 40 or Schedule 80, as needed.The structural engineer should use the computer program Pile to evaluate the required pile size, schedule, and the minimum pile embedment depth. Geotechnical input parameters for the LPile analysis are presented in Table 1. If requested, we could complete the LPile analysis if the structural engineer provides us with the loading conditions.The structural engineer should also evaluate axial resistance of the piles using the allowable side resistance presented below. We recommend the Contractor confirm the vertical and lateral capacity during construction by completing load tests. TABLE 1. RECOMMENDED GEOTECHNICAL PARAMETERS Soil Effective Allowable Layer Unit Friction Soil Side Depth Weight Angle,ip Cohesion, LPlle Soil Modulus,K Resistance Soli Layer (feet) (pcf) (deg) c(psf) Model (pcl) (psf)1 Upper Sand 0 - 4 120 32 0 API Sand 75 150 Lower Sand >4 62.6 34 0 API Sand 60 150 Note: 1 The allowable side resistance should be applied to the outside perimeter of the pile.Neglect upper 1 foot of resistance and end bearing resistance of pile. The allowable side resistance assumes a factor of safety of 2.0 and a vertical displacement of less than 1 inch. Occasional gravel and cobbles were observed in some of the explorations. The Contractor should be prepared to install pin piles through sand that contains occasional cobbles and boulders. Where refusal on a cobble occurs,the piles may need to be pre-drilled or the location adjusted, if possible. Helical/Screw Piles Helical piles or screw piles can be used in lieu of driven piles. In our experience some types of helical piles are not suitable for resisting uplift or lateral loads, especially if loose couplers and connections are used between pile segments. Helical and screw piles should be designed to resist lateral and uplift loads. Due to the number of helical and screw pile suppliers, we recommend the piles be allowed as an alternative foundation designed by the Contractor and submitted as a substitution. The design should be completed by a professional engineer licensed in the State of Washington.The design should be able to provide the required lateral and vertical resistance required by the Structural Engineer. The contractor should design GEOENGINEERS September 24,2018 Page4 File No.0482-051-04 i:: i n: !h i� helical or screw piles using our recommended soil properties provided in Table 1. We recommend the Contractor confirm vertical and lateral capacity of the helical or screw piles during construction by completing vertical and lateral pile load tests. Occasional gravel and cobbles were observed in some of the explorations. The Contractor should be prepared to install the helical or screw piles through sand that contains occasional cobbles and boulders. Where refusal on a cobble occurs,the piles may need to be pre-drilled or the location adjusted, if possible Shallow Spread Foundations The solar racks can be supported on shallow spread foundations constructed on at least 2 feet of compacted structural fill.The foundations should be designed using an allowable bearing capacity of 3,000 pounds per square foot(psf) and shear resistance against sliding be evaluated using a sliding coefficient of 0.4. Alternatively,the structural fill can be omitted provided that the upper 12 inches of subgrade soils are compacted to at least 95 percent of the maximum dry density in accordance with ASTM D 1557. For this condition, the foundations should be designed using an allowable bearing capacity of 1,500 psf and shear resistance against sliding be evaluated using a sliding coefficient of 0.35. We recommend passive resistance be neglected for the shallow foundations.The above recommendations include a factor of safety of 3.0 for bearing capacity and 1.5 for sliding resistance. We estimate total settlement for foundations supported as recommended in this report to be less than 1 inch. Differential settlement is estimated to be about 1/2-inch over a distance of 30 feet. The foundations should have a minimum width of 18 inches and be embedded at least 18 inches for frost protection. The foundation subgrade should be evaluated during construction and prior to placement of structural fill, if specified.Soft areas of subgrade will need to be replaced with structural fill. Structural fill should be mechanically compacted to a firm, non-yielding condition.Structural fill should be placed in loose lifts not exceeding 12 inches in thickness when using heavy compaction equipment, or 6 inches when using light-weight hand operated compaction equipment. The actual thickness will be dependent on the structural fill material used, and the type and size of compaction equipment. Each lift should be conditioned to within 2 percent of the soils optimum moisture content and compacted to the specified density before placing subsequent lifts.Structural fill should be compacted to at least 95 percent of the MDD. All other earthwork recommendations provided in our December 29, 2017 geotechnical report for the site should be followed. LIMITATIONS We have prepared this report for the exclusive use of the Snohomish County PUD No. 1 and their authorized agents for the proposed North County Microgrid project as part of the Arlington Property Development in Arlington,Washington. Within the limitations of scope,schedule and budget, our services have been executed in accordance with generally accepted practices in the field of geotechnical engineering in this area at the time this report was prepared. The conclusions, recommendations, and opinions presented in this report are based on our GEOENGINEERs September24,2018 Page5 File No,0482-051-04 professional knowledge, judgment and experience. No warranty or other conditions, express or implied, should be understood. Any electronic form, facsimile or hard copy of the original document (email, text, table and/or figure), if provided, and any attachments should be considered a copy of the original document. The original document is stored by GeoEngineers, Inc.and will serve as the official document of record. Please refer to Appendix B, Report Limitations and Guidelines for Use,for additional information pertaining to use of this report. REFERENCES GeoEngineers, 2013, "Geotechnical Engineering Services, Local Office Replacement and Substation, Arlington,Washington, dated May 20, 2013. GeoEngineers, 2016A. "Hydrogeologic Assessment, Proposed Pole Storage Yard, Arlington, Washington," dated April 26, 2016. GeoEngineers, 2016B. "Geotechnical Engineering Services, Proposed Pole Storage Yard, Arlington Site Development,Arlington, Washington, dated May 4, 2016. GeoEngineers, 2016C. "Wetlands/Streams, Proposed Arlington Local Office Replacement and Substation, Arlington,Washington," dated June 28, 2016. GeoEngineers, 2016D. "Custom Bioretention Soil Mix, Proposed Pole Storage Yard, Arlington Site Development, Arlington,Washington," dated August 16, 2016. GeoEngineers, 2017A. "Final Summary of Geotechnical Construction Observation, Arlington Electrical Equipment and Pole Yard project, 1760159th Avenue NE,Arlington,Washington," dated March 2, 2017. GeoEngineers, 2017B. "Focused Soil and Groundwater Environmental Sampling, Proposed Arlington Local Office Replacement,Arlington, Washington," dated April 19,2017. GeoEngineers, 2017C. "Geotechnical/Hydrogeologic Explorations, Arlington Local Office Replacement, Arlington,Washington," dated April 25, 2017. GeoEngineers, 2017D. "Geotechnical Engineering Services, North County Project, Arlington, Washington," dated December 29, 2017. GeoEngineers, 2018A. "Proposed North County CETC Building." Memorandum dated June 15, 2018. GeoEngineers, 2018B. "Updated Groundwater Monitoring Data (Addendum No. 2), North County Project, Arlington,Washington." Memorandum dated June 20, 2018. International Code Council, 2015, International Building Code. GEOENGINEERS September24,2018 Page6 File No.0482-051-04 i Minard,James P. 1985. "Geologic Map of the Arlington West 7.5 Minute Quadrangle, Snohomish County, Washington" Department of the Interior, U.S. Geological Survey. Miscellaneous Field Studies Map M F-1740. GEoENGINEERs� September 24,2018 . Page 7 File No.0482-051-04 f���'` � � ! 1 •� .J M �. ,7 I �1 GEOENGINEERS� f� ��1 ;. 5t E 2nd st Lt t.l s1 z z c < N + 530 ® N Cal:ade Valley 211E/, E Rwpilal Rd n/NE a5' z °y1 P � I 2041h51NE Arlington R" kanage Creek Wtldhte _ fle— a PrlingW 11—My Q(y 2001hst NE Ceinelery Rd @k. 19F,h PI NE A 1960 5t NE z z � v 5 < — a J� q ti s �OOth PI NE p T s. �9ry1681h St NE z ty iR I89TO sr NE Arlington high 6 SOW ' 4 186th St NC SITE 182n11 St NE 6 T07EM PARRq_, z bavae In S PIN ^? r z - 2G, u 11Y�1 F — a12b[hPlh'E /%o 'JF,Y f1,10�•�' �' � a dI]1nd51NW 172ndStNe 112ndS,NE E06(come NJSfl2E0 lb9fh Sf S � �, 4ri Piiersoil qd >• �m rl - a x eh Z - # ;G41h Si NE1GA:115L NE yRp s ��la2nd O 1C% u, a 1'F • p 1GC:h 5;NE ` ENE > a I•i I 152nd 51 NE 1i21,d 51 NF ('i N slsco F 144th St NE m 13m,5'0c 14U1h St NE v� Y/adr Rd m m 3 i i 138:h 5t NE rt - 1360h 51 NE c F• N g N m Oak Harbor \1t,! E W Y i0 O Port Townsend S hldtysvdle 4,000 0 4,000 LL Everett Feet S Index g Vicinity Map " Notes: 1.The locations of all features shown are approximate. 0 2.This drawingIs for information purposes.Itis intended to assist in North County Microgrid Project ashowingfeatures discussed in an attached document.GeoEngineers,Inc. cannot guarantee the accuracy and content of electronic files.The master Arlington, Washington u file is stored by GeoEngineers,Inc.and will serve asthe official record of 9. this communication. 0 Data Source:Mapbox Open Street Map,2015 G W E N G I N E E R Figure 1 0 Projection:NAD 1983 UTM Zone ION s ., I GWENGINEER� -� � I APPENDIX A Previous Field Explorations � ►;. i �- SOIL CLASSi. .CATION CHART ADS -TONAL MATERIAL SYMBOLS MAJOR DIVISIONS SYMBOLS TYPICAL SYMBOLS TYPICAL GRAPH LEITER DESCRIPTIONS GRAPH LETTER DESCRIPTIONS CLEAN GRAVELS o Q� ° Gw SAND MIXTURES AC GRAVEL- GRAVEL ACasphalt Concrete ) AND 0 0 GRAVELLY (LITTLE OR NO FINES) o o POORLY-GRADED GRAVELS, \ \ \ SOILS 7 0 0 GP GRAVEL-SAND MIXTURES \�\�j\; CC Cement Concrete COARSE GRAVELS WITH GM SILTY GRAVELS,GRAVEL-SAND GRAINED MORE THAN 50% FINES SLT MIXTURES Crushed Rock/ SOILS OF COARSE CR FRACTION RETAINEC Quarry Spalls ON NO.4 SIEVE (APPRECIABLE AMOUNT CLAYEY GRAVELS,GRAVEL-SAND- OF FINES) GC CLAY MIXTURES SOD Sod/Forest Duff Sw WELL-GRADED SANDS,GRAVELLY MORE THAN 50% SAND CLEAN SANDS SANDS RETAINED ON AND (UTLE OR NO FINES) TS Topsoil NO.200 SIEVE SANDY SP POORLY-GRADED SANDS,GRAVELLY SAND SOILS MORE THAN 50% SANDS WITH SM SILTY SANDS,SAND-SILT MIXTURES OF COARSE FINES Groundwater Contact FRACTION PASSING ON NO.4 SIEVE (APPRECIABLE AMOUNT S`. CLAYEY SANDS,SAND-CLAY � Measured groundwater level in exploration, OF FINES) MIXTURES _ well,or piezometer INORGANIC SILTS,ROCK FLOUR, ML P�TICITYTS WITH SLIGHT Measured free product in well or piezometer INORGANIC CLAYS OF LOW TO SILTS AND CLAYS, SANDY PLASTICITY,GRAVELLY Graphic Log Contact CLAYS LIQUID LIMIT CL CLAYS,SANDY CLAYS,SILTY CLAYS, FINE LESS THAN 50 LEAN CLAYS GRAINED SOILS ORGANIC SILTS AND ORGANIC SILTY Distinct contact between soil strata OL CLAYS OF LOW PLASTICITY / Approximate contact between soil strata MORE THAN 50% INORGANIC MH DIATOMACEOUS SILTS,MICACEOUS OR PASSING NO.200 SIEVE Material Description Contact SILTS AND LIQUID LIMIT GREATER INORGANIC CLAYS OF HIGH CLAYS THAN 50 CH PLASTICITY Contact between geologic units ____ Contact between soil of the same geologic OH MEDIUM TO HIGH PLASTICITY ORGANIC CLAYS AND SILTS F unit HIGHLY ORGANIC SOILS PT PEAT HUMUS,SWAMP SOILS WITH HIGH ORGANIC CONTENTS Laboratory/ Field Tests NOTE: Multiple symbols are used to indicate borderline or dual soil classifications %F Percent fines %G Percent gravel Sampler Symbol Descriptions AL Atterberg limits CA Chemical analysis ® 2.4-inch I.D.split barrel CP Laboratory compaction test ' CS Consolidation test u Standard Penetration Test(SPT) DD Dry density ■ DS Direct shear Shelby tube HA Hydrometer analysis ® Piston MC Moisture content MD Moisture content and dry density Direct-Push Mohs Mohs hardness scale OC Organic content Bulk or grab PM Permeability or hydraulic conductivity ® FMContinuous Plasticity Index Continuous Coring PP Pocket penetrometer SA Sieve analysis Blowcount is recorded for driven samplers as the number of U Unco compression blows required to advance sampler 12 inches(or distance noted). nff ined compression VS Vane shear Unco See exploration log for hammer weight and drop. VS "P"indicates sampler pushed using the weight of the drill rig. Sheen Classification NS No Visible Sheen "WOH"indicates sampler pushed using the weight of the SS Slight Sheen hammer. MS Moderate Sheen HS Heavy Sheen NOTE:The reader must refer to the discussion in the report text and the logs of explorations for a proper understanding of subsurface conditions. Descriptions on the logs apply only at the specific exploration locations and at the time the explorations were made;they are not warranted to be representative of subsurface conditions at other locations or times. Key to Exploration Logs GMENGINEER� FigureA-1 Rev 02/2017 .. :� n • � �•,�,, I start End Total �`J Logged By SMJ Driller Geologic Drill Drilling Hollow-stem Auger Drilled 6/14/2012 6/14/2012 Depth(ft) Checked By BPD Explorations,Inc. Method Hammer Autohammer Drilling Diedrich D-50 Track Rig DOE well I.D.: BHJ196 Data 140(Ibs)/30(in)Drop Equipment A 2(in)well was installed on to a depth of 20(ft). Surface Elevation(ft) 134.5 Top of Casing Vertical Datum NAVD88 Elevation(ft) Groundwater Depth to Easting(X) Horizontal Date Measured Water ft Elevation(ft) Northing(Y) Datum 6/25/2012 5.7 128.8 Notes: Elevation estimated from base survey map FIELD DATA WELL LOG d v a 4 -- E E `s MATERIAL F -� w 2 c W Z '� o o Steel surface o 1u a v g DESCRIPTION monument ii c � t a•— aai o m iu `° E A o o c o 10 o i1i 0 lY m 0 rn 12 0 U 20 'tL U \ \ 0 TS 9 inches topsoil and roots \ / / Concrete surface sM Light brown silty fine to medium sand with 1.0 \ 1 seal gravel,trace organic matter(loose,moist) - - - Bentonite 18 8 1 11 4 Mc SP-SM Light brown fine to medium sand with sift and 4.0 40 PVC well dule 5— ' gravel(medium dense,moist)(recessional — 5.0 casing 1e zz MC 1 outwash) 6 10.20 sand backfill ' 12 22 3 _ Becomes wet ^ti SP Grayish brown fine to medium sand with gravel 18 23 4 (medium dense,wet) _ SP SM Grayish brown fine to medium sand with silt 2-fnch Schedule and occasional gravel(medium dense,wet) 40 PVC screen, Driller added drilling mud at 13 feet 0.02-inch slot p _ _ width 15 � 18 21 5 SM Grayish brown silty fine to medium sand (medium dense to dense,wet) s5 1 20 t% — 19.8 End cap 18 30 1 foot heave at 20 feet 12 20.0 MC U q� W C7� 25 _ 18 12 7 26.5— 0 s 3 f 1 ti m O _9 I Notes: See Figure A-1 for explanation of symbols. Elevation estimated from base survey map Log of Boring B-4 Project: Arlington Site Development G M E N G I N E E R S /// Project Location: Arlington, Washington � j� Figure A-2 Project Number: 0482-051-03 Sheet 1 of 1 ;� .; ,: I -start End Total L- Logged By SMJ Driller Geologic Drill Drilling Hollow stem Auger Drilled 6/13/2012 6/13/2012 Depth(ft) Checked By BPD Explorations,Inc. Method g Surface Elevation(ft) 136.5 Hammer Autohammer Drilling Diedrich D-50 Track Rig Vertical Datum NAVD88 Data 140(Ibs)/30(in)Drop Equipment Easting(X) System Groundwater Northing(Y) Datum Depth to Date Measured Water ft Elevation(ft) Notes: Elevation estimated from base survey map See Remarks FIELD DATA CL -- v E JE ms MATERIAL _° V J 0 DESCRIPTION e REMARKS O ZE w y J U U f0 L 0O N U C N N O N O N ld lL Oo tr m I- c7 v 8 m 8 0 TS 6 inches topsoil and roots Recently mowed weeds and blackberries 3h - sP-sM Grayish brown fine to medium send with silt, trace roots(loose,moist)(recessional outwash) 14 9 ? 6 Mc 5 1 18 15 2 Becomes medium dense with gravel 7 8 SA 1 12 16 3 Becomes wet Groundwater seepage observed at 8 feet 10-118 23 4 Driller added drilling mud at 10 feet SW-SM Grayish brown fine to coarse sand with silt and gravel(medium dense,wet) 15 ' 10 27 5 SM Grayish brown silty fine to medium sand (medium dense,wet) 20 12 12 6 ^y N I O 25 � 12 22 7 4? 9 r g Notes: See Figure A-1 for explanation of symbols. Elevation estimated from base survey map Log of Boring B-5 Project: Arlington Site Development G M E N G I N E E RS� Project Location: Arlington,Washington N Figure A-3 Project Number: 0482-051-03 Sheet 1 of 1 c i� � �;ti.� Start End Total Logged By SMJ Geologic Drill Drilling Drilled 6/13/2012 6/13/2012 Depth(ft) 1 Checked By BPD Driller Explorations,Inc. Method Hollow-stem Auger Surface Elevation(ft) 136.5 Hammer Autohammer Drilling Diedrich D-50 Track Rig Vertical Datum NAVD88 Data 140(Ibs)130(in)Drop Equipment Easting(X) System Groundwater Northing(Y) Datum Depth to Date Musure Water ft Elevation(ft) Notes: Elevation estimated from base survey map See Remarks FIELD DATA d E �, 0 o MATERIAL y REMARKS Z Z °' .2 E DESCRIPTION O �. > w 9 _ J U L Z O N C N a 7 y D C x C > a ar o 3 _ E�w �a o a m w o G � m a in F 3 0 c�i� �rg tL u 0 TS �6 inches topsoil and roots Recently mowed weeds and blackberries yy sM Light brown silty fine to medium sand with occasional gravel,organic matter(medium dense,moist)(recessional outwash) - 12 14 1 20 SP-SM Light brown fine to medium sand with silt and 5 1 12 24 2 — occasional gravel(medium dense,moist) _ (recessional outwash) 7 18 30 3 Becomes medium dense to dense and wet Groundwater seepage observed at 7Y:feet Sw-sM , 2 inch siltlense __________-J - 10 _ Grayish brown fine to coarse sand with gravel _ 17 30 4 (medium dense to dense,wet) SM Grayish brown silty fine to medium sand with occasional gravel(medium dense,wet) 15 '� 18 28 5 ,tO 20 � 18 25 6 ,Ib P25 L82 7 SM Brown silty fine to medium sand(medium 3 feet heave at 25 feet ^a dense,wet) 9 a' 0 a I Notes: See Figure A-1 for explanation of symbols. Elevation estimated from base survey map 4 Log of Boring B-6 Project: Arlington Site Development Project Location: Arlington, Washington C]EOENGINEER� FigureA-4 N Project Number: 0482-051-03 Sheet 1 of 1 - •,.N 1 t Start End Total 20 o Logged By INS Driller Holocene Drilling It. Drilling Hollow-stem Auger Drilled 3/8/2017 3/8/2017 Depth(ft) Checked By KMS Method Hammer Autohammer Drilling Diedrich D50 Track-mounted DOE Well I.D.: BJY258 Data 140(Ibs)/30(in)Drop Equipment A 2(in)well was installed on 3/8/2017 to a depth of 20(ft). Surface Elevation(ft) 136 Top of Casing Vertical Datum NAVD88 Elevation(ft) 137 Groundwater Depth to Easting(X) 1321085 Horizontal WA State Plane North WIC M ucci Water(ft) aamzi9alBl Northing(Y) 424465 Datum NAD83(feet) 4/13/2017 2.7 133.3 Notes: Environmental field screening was completed on each soil sample.Sheen and head space vapor were not observed unless otherwise FIELD DATA WELL LOG E MATERIAL 0 m cc o o SR Steel surface W a)p y Cn o DESCRIPTION monument m o t c a 3•r� yS mS > a ro 0 c E u, m o oo �o w 0 W m c°� m� 3 C7 c7 U 20 LL U \ 0 ^41 is T it with roots(upper 6 inches) SP SM Brown fine to coarse sand with silt and occasional j\ /\ s gravel(loose,wet)(recessional outwash) 2,0 BerKmtte 10 S 1 =' 14 5 3.0 %F 2-Inch Schedule 40 SIR Brown fine to coarse sand with gravel(medium PVC well casing 5 dense,wet) 20 2 5,0 ^�y12 U SA 10-20sand backFill 14 20 3 10 -- ------------------ 15 6 12 26 -4 spSM Brown fine to medium sand with silt and occasional gravel(medium dense,wet) 2•Inch Schedule 40 g 29 5 PVC screen, 0.02-inch slot width 15 �ryp 18 28 6 u 6 n 20 18 40 �F Becomes dense 14 7 0 2 �inranch Schedule 40 y z ——— ,0 18 24 8 SPSM Brown fine sand with silt(medium dense,wet) 26.5 E a 7 �q 4 $�*z� Y Note:See Figure A-1 for explanation of symbols. 3 Coordinates Data Source:Horizontal approximated based on Hand-held GPS(t18 ft),Vertical approximated based on Survey Basemap(t1 ft) a Log of Boring B-9 Project: Arlington Local Office Replacement E Project Location: Arlington,Washington GE FigureA-5 Project Number: 0482-05103 Sheet i of 1 Date Excavated: 6/15/2012 Logged By: SMJ Equipment: Rubber Tire Backhoe Total Depth (ft) 11.0 SAMPLE d MATERIAL CU M p DESCRIPTION o REMARKS s _ �, _ �, a CL o N G N E N l0 O 8 N C W F U)F- CD 0 U LU U TS B-inches topsoil and roots necaniiy mowed weeas ena oiac'we�nes Probe(P)=12 inches bs sM Reddish dark brown silty fine to medium sand with occasional gravel and organic matter(loose,moist) SP Light brown fine to medium sand with occasional gravel and cobbles P=8 inches (medium dense,moist)(recessional outwash) 3 A 2 5 P=8 inches 3� 4 P=4 inches ^ry0 5 6 3 P=2 inches `ryb 8 h o ^ s 4 SP-SM Gray and brown f ne todiu mem sand with silt and occasional gravel o (medium dense,wet) a `ryb 10 u91 5 � 11 Moderate groundwater seepage at 9 feet. Moderate caving observed at 11 feet. 9 s E m 0 Notes: See Figure A-1 for explanation of symbols. The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot. Elevation estimated from base survey map a g Log of Test Pit TP-5 Project: Arlington Site Development s GOENGINEERS Project Location: Arlington,Washington FigureA-6 Project Number: 0482-051-03 Sheet 1 of 1 I Date Excavated: 6/15/2012 Logged By: SMJ Equipment- Rubber Tire Backhoe Total Depth (ft) 12.0 SAMPLE a� m -� 0 M o s MATERIAL REMARKS _ rn Z J M 2 DESCRIPTION O ytm N N N N 2 O M C O O IL O F fq F U' (D U W U TS 6-inches topsoil and roots Recently mowed weeds and blaCKbernes - tvSM Reddish brown silty fine to medium sand with occasional gravel and Probe(P)=12 inches organic matter(loose,moist) ^ 2 SP-SM Light brown fine to medium sand with silt and occasional gravel(loose P=12 inches to medium dense,moist)(recessional outwash) �o ^ 3 2 9 P=B inches SA SA(%F=11) ^g'L 4 P=4 inches SP Grayish brown fine to medium sand with occasional gravel(medium ^�^ 5 dense,moist) r s 3 P=2 inches ti9 SM Gray silty fine sand(medium dense,moist) '1 ti u ^ 9 4 Becomes wet v n ^ryb 10 - - ,yh SP-SM Grayish brown fine to medium sand with silt and occasional gravel (medium dense,wet) � 6 ^ryb 12 Slow groundwater seepage observed at 9 feet. Slight caving observed at 9 feet. m 0 'a O Notes: See Figure A-1 for explanation of symbols. The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot. Elevation estimated from base survey map a Log of Test Pit TP-7 Project: Arlington Site Development G E4 N G I N E E RS Project Location: Arlington,Washington N Figure A-7 Project Number: 0482-051-03 Sheet 1 of 1 �I � - � M 1 Date Excavated: 6/15/2012 Logged By: . SMJ Equipment: Rubber Tire Backhoe Total Depth (ft) 12.0 SAMPLE d m aD � w E E m MATERIAL w Z DESCRIPTION e REMARKS U C C 7 y U ?C g C n .N E.N m cg W F- 19 fn Fes- C7 UE U W is 8-inches topsoil and roots Receniiy mowed weeds and oiacKoemes Probe(P)=12 inches SM Reddish brown silty fine to medium sand with organic matter(loose to 1 medium dense,moist) P=e Inches 2 P=8 inches 3— 2 - 17 P=4 inches gA SA(%F=27) ^3ti 4 - - SP Light brown fine to medium sand with gravel(medium dense,moist) r (recessional outwash) g � 5 P=2 inches SA SA(%F=3) ti9 8 ti 4 u 10 — Grades to grayish brown and becomes wet w -- - - - -- — -- -- -- — -- SP-SM Grayish brown fine to medium sand with gravel and o©caslonal cobbles 11 (medium dense,wet) 6 ryb 12 Moderate groundwater seepage observed at 10 feet. Moderate caving observed at 10 feet. ig 'a f7 Notes: See Figure A-1 for explanation of symbols. The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot. Elevation estimated from base survey map s if a Log of Test Pit TP-8 Project: Arlington Site Development S Project Location: Arlington,Washington Figure A-8 Project Number: 0482-051-03 Sheet 1 of 1 N _ Date 7/27/2017 Total 5 Logged Groundwater not observed JQS Excavator Kelly's Excavating I 4Eerved at time of expvation Excavated Depth(ft) Checked By HRP Equipment Komatsu PC 120 Cavl ng observed at 2 to 3 feet(moderato) Surface Elevation(ft) 135 Easting(Q 1320363 i Coordinate System WA State Plane North Vertical Datum NAVD88 Northing m 424567 Horizontal Datum NAD83(feet) SAMPLE n MATERIAL REMARKS w cc W M DESCRIPTION > a i7 a 72 oc c w C7 2 U ci ii cg TS 4 inches topsoil with root mass s sP Light brown medium to coarse sand with gravel(loose to medium dense,moist)(recessional outwash) t Robe(P)=6 inches 2 2 3 �3 s4 P=10inches e Occasional cobbles P=4 inches 3� 4 P=61nches � 5 Probed depth(P)is the measured penetration of 1/2-inch-diameter steel probe rod under full body weight. x 0 u u' rgp l 8 e s u Note:See Figure A-1 for explanation of symbols. Coordinates Data Source:Horizontal approximated based on GPS(f17 ft),Vertical approximated based on estimate from Topographic Map Log of Test Pit TP 22 8 Project: North County Project s S� Project Location: Arlington,Washington Figure A-9 G EO E N G I N E E R a Project Number: 0482-051-03 Sheet 1 of 1 f ' - . �� et Date 7/27/2017 Total Logged By JQS Excavator Kelly's time of exmylion 5 Groundwater not observeds Excavating Excavated Depth(ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 2 to 3 feet(moderate) Surface Elevation(ft) 133 Easting N 1320339 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing m 424320 Horizontal Datum NAD83(feet) SAMPLE w ca o MATERIAL REMARKS M DESCRIPTION N E N 2 O O O =O Ei o H Fes- C7 C7 U U li U T8 8 inches topsoil with 4-inch root mass SFLSM Light orange-brown fine to medium sand with sift and occasional gravel (loose,moist)(recessional outwash) Probe(P)=16 inches 5 12 2 P=12 inches 3 P=8 inches SP Grayfineto mediumsand with gravel(medium dense,moist) Probed depth(P)is the measured penetration of 1/2-inch-diameter steel probe rod under full body weight. d 8h P 'L U' P n NO N Note:See figure Pr1 for explanation of symbols. Coordinates Data Source:Horizontal approximated based on GPS(t17 ft),Vertical approximated based on estimate from Topographic Map Log of Test Pit TP-23 Project: North County Project G EO E N G I N E E R S Project Location:Arlington,Washington a Figure A-10 Project Number: 0482-051-03 Sheet 1 of 1 :;: ,. I Date Total Logged By JQS Excavator Kelly's Excavating Q��at time of excavation Excavated 7/27/2017Depth(ft) 5 Checked By HRP Equipment Komatsu PC 120 Groundwater not observed Caving observed at 2 to 3 feet(moderate) Surface Elevation(ft) 133 Easting(Q 1320475 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing(Y) 424364 Horizontal Datum NAD83(feet) SAMPLE Y � s =m MATERIAL REMARKS w in co DESCRIPTION to o a W 0 F F 0 0 C.) f Cg ii Cg TS 6 inches topsoil with flinch root mass 1 SM Orange-brown silty fine sand with occasional gravel(medium dense, moist)(recessional outwash) Probe(P)=8 indies 2 5 15 xF 2 P=6 inches �O 3 P=3 inches ti9 -� 4 - - -------------- ---- --- P=5inches SP Brownish gray fine to medium sand with occasional gravel(medium dense,mmoist) 3 — Probed depth(P)is the measured penetration of yrinc"iameter steel probe rod under full body weight. o V o v� 9 8 r 0 2 r s E c� d m NM O Note:See Figure A-lfor explanation of symbols. Coordinates Data Source:Horizontal approximated based on,Vertical approximated based on a Log of Test Pit TP 24 Project: North County Project G M E N G I N E E R 5� Project Location: Arlington,Washington Figure A-11 IL Project Number: 0482-051-03 Sheet 1 of 1 Date Total Logged By JQS Excavator Kelly's Excavating Observed at time Me=YiiALm Excavated Depth Depth(ft) 5 Checked By HRP Equipment Komatsu PC 120 Groundwater not observed Caving observed at 2 to 3 feet(moderate) Surface Elevation(ft) 135 Easting N 1320477 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing(Y) 424466 Horizontal Datum NAD83(feet) SAMPLE w -- E a MATERIAL REMARKS w (n Z Co DESCRIPTION Co a lL up ba 0 2 F� (7 (.7 U (g li c°� Ts 8 inches topsoil with flinch root mass 1 t sM Light orange-brown silty fine to medium sand with occasional gravel (medium dense,moist)(recessional outwash) Probe(P)=s inches 2 7 2s ^�3 %r 2 P=6 inches 3 P=3 inches �^ SP Brown-gray fine to medium sand with gravel and occasional cobbles (medium dense,moist) a 2 4 %F Probed depth(P)is the measured penetration of 1/2-inch-dlameter steel probe rod under full body weight. m R� S� gS� 1� 0 r r u^ ri 0 n 0 ry Note:See Figure A41for explanation of symbols. Coordinates Data Source:Horizontal approximated based on,Vertical approximated based on W Log of Test Pit TP 25 8 a Project: North County Project G M E N G I N E E R 5� Project Location: Arlington,Washington Figure A-12 $ Project Number: 0482-051-03 Sheet 1 of 1 ,APPENDIX B Report Limitations and Guidelines for Use r `i APPENDIX B REPORT LIMITATIONS AND GUIDELINES FOR USE1 This appendix provides information to help you manage your risks with respect to the use of this report. Read These Provisions Closely It is important to recognize that the geoscience practices (geotechnical engineering, geology and environmental science) rely on professional judgment and opinion to a greater extent than other engineering and natural science disciplines,where more precise and/or readily observable data may exist. To help clients better understand how this difference pertains to our services, GeoEngineers includes the following explanatory"limitations" provisions in its reports. Please confer with GeoEngineers if you need to know more how these "Report Limitations and Guidelines for Use"apply to your project or site. Geotechnical Services are Performed for Specific Purposes, Persons and Projects This report has been prepared for Snohomish County PUD No. 1 and for the proposed North County Microgrid project in Arlington,Washington.The information contained herein is not applicable to other sites or projects. GeoEngineers structures its services to meet the specific needs of its clients. No party other than the party to whom this report is addressed may rely on the product of our services unless we agree to such reliance in advance and in writing. Within the limitations of the agreed scope of services for the Project, and its schedule and budget,our services have been executed in accordance with our Agreement with Snohomish County PUD No. 1 (Contract No. 80173) including Amendments 1, 2, and 3 and generally accepted geotechnical practices in this area at the time this report was prepared. We do not authorize, and will not be responsible for, the use of this report for any purposes or projects other than those identified in the report. A Geotechnical Engineering or Geologic Report is based on a Unique Set of Project-Specific Factors This report has been prepared for the proposed North County Microgrid Project in Arlington, Washington. GeoEngineers considered a number of unique, project-specific factors when establishing the scope of services for this project and report.Unless GeoEngineers specifically indicates otherwise, it is important not to rely on this report if it was: i not prepared for you, not prepared for your project, not prepared for the specific site explored,or completed before important project changes were made. i Developed based on material provided by ASFE,Professional Firms Practicing in the Geosciences;www.asfe.org. GEoENGINEERs September24,2018 Page B-1 File No 0482-051-04 For example, changes that can affect the applicability of this report include those that affect: the function of the proposed structure; elevation, configuration, location, orientation or weight of the proposed structure; composition of the design team; or project ownership. If changes occur after the date of this report, GeoEngineers cannot be responsible for any consequences of such changes in relation to this report unless we have been given the opportunity to review our interpretations and recommendations. Based on that review, we can provide written modifications or confirmation, as appropriate. Environmental Concerns are Not Covered Unless environmental services were specifically included in our scope of services, this report does not provide any environmental findings, conclusions, or recommendations, including but not limited to, the likelihood of encountering underground storage tanks or regulated contaminants. Subsurface Conditions Can Change This geotechnical or geologic report is based on conditions that existed at the time the study was performed. The findings and conclusions of this report may be affected by the passage of time, by man-made events such as construction on or adjacent to the site, new information or technology that becomes available subsequent to the report date, or by natural events such as floods, earthquakes, slope instability or groundwater fluctuations. If more than a few months have passed since issuance of our report or work product,or if any of the described events may have occurred, please contact GeoEngineers before applying this report for its intended purpose so that we may evaluate whether changed conditions affect the continued reliability or applicability of our conclusions and recommendations. Geotechnical and Geologic Findings are Professional Opinions Our interpretations of subsurface conditions are based on field observations from widely spaced sampling locations at the site.Site exploration identifies the specific subsurface conditions only at those points where subsurface tests are conducted or samples are taken. GeoEngineers reviewed field and laboratory data and then applied its professional judgment to render an informed opinion about subsurface conditions at other locations. Actual subsurface conditions may differ, sometimes significantly, from the opinions presented in this report. Our report, conclusions and interpretations are not a warranty of the actual subsurface conditions. Geotechnical Engineering Report Recommendations are Not Final We have developed the following recommendations based on data gathered from subsurface investigation(s).These investigations sample just a small percentage of a site to create a snapshot of the subsurface conditions elsewhere on the site. Such sampling on its own cannot provide a complete and accurate view of subsurface conditions for the entire site.Therefore,the recommendations included in this report are preliminary and should not be considered final. GeoEngineers' recommendations can be finalized only by observing actual subsurface conditions revealed during construction. GeoEngineers GEoENGINEERs September24,2018 Page B-2 File No.0482-051-04 I r. 1 1 cannot assume responsibility or liability for the recommendations in this report if we do not perform construction observation. We recommend that you allow sufficient monitoring, testing and consultation during construction by GeoEngineers to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes if the conditions revealed during the work differ from those anticipated, and to evaluate whether earthwork activities are completed in accordance with our recommendations.Retaining GeoEngineers for construction observation for this project is the most effective means of managing the risks associated with unanticipated conditions. If another party performs field observation and confirms our expectations, the other party must take full responsibility for both the observations and recommendations. Please note, however, that another parry would lack our project-specific knowledge and resources. A Geotechnical Engineering or Geologic Report Could Be Subject to Misinterpretation Misinterpretation of this report by members of the design team or by contractors can result in costly problems. GeoEngineers can help reduce the risks of misinterpretation by conferring with appropriate members of the design team after submittingthe report,reviewing pertinent elements of the design team's plans and specifications, participating in pre-bid and preconstruction conferences, and providing construction observation. Do Not Redraw the Exploration Logs Geotechnical engineers and geologists prepare final boring and testing logs based upon their interpretation of field logs and laboratory data.The logs included in a geotechnical engineering or geologic report should never be redrawn for inclusion in architectural or other design drawings. Photographic or electronic reproduction is acceptable, but separating logs from the report can create a risk of misinterpretation. Give Contractors a Complete Report and Guidance To help reduce the risk of problems associated with unanticipated subsurface conditions, GeoEngineers recommends giving contractors the complete geotechnical engineering or geologic report, including these "Report Limitations and Guidelines for Use."When providing the report,you should preface it with a clearly written letter of transmittal that: advises contractors that the report was not prepared for purposes of bid development and that its accuracy is limited; and ai encourages contractors to confer with GeoEngineers and/or to conduct additional study to obtain the specific types of information they need or prefer. Contractors are Responsible for Site Safety on Their Own Construction Projects Our geotechnical recommendations are not intended to direct the contractor's procedures, methods, schedule or management of the work site. The contractor is solely responsible for job site safety and for managing construction operations to minimize risks to on-site personnel and adjacent properties. GEoENGINEERS September 24,2018 PageB-3 File No 0482-051-04 i Biological Pollutants GeoEngineers'Scope of Work specifically excludes the investigation, detection, prevention or assessment of the presence of Biological Pollutants. Accordingly, this report does not include any interpretations, recommendations, findings or conclusions regarding the detecting, assessing, preventing or abating of Biological Pollutants, and no conclusions or inferences should be drawn regarding Biological Pollutants as they may relate to this project.The term "Biological Pollutants" includes, but is not limited to, molds,fungi, spores, bacteria and viruses, and/or any of their byproducts. A Client that desires these specialized services is advised to obtain them from a consultant who offers services in this specialized field. GEOENGINEER� September 24,2018 PageB-4 Flle No.0482-051-04 I .� GMENGINEER� • ��_ r' f • • DETERMINATION OF NONSIGNIFICANCE (DNS) (WAC 197-11-970) Name of Proposal: Arlington Microgrid and North County Training Description of Proposal: Develop a 25.69-acre parcel with site improvements for the Arlington Microgrid project and Clean Energy Technology Center.Additional uses will include an area for line crew training oil a portion of the site to support the PUD's north county service area.Microgrid development will include a battery energy storage system,solar array,and a building for energy technology demonstration and training.Additional development will include access roads,parking,and utility installation to support the mierogrid and training facility. Proponent: Public Utility District No. 1 of Snohomish County Location of Proposal,including:address,if any: 17601 59°'Ave.NE,Arlington,WA(Southeast of the intersection of 180rr'St.NE and 590'Ave.NE). Lead Agency: Public Utility District No. I of Snohomish County The lead agency for this proposal has determined that it does not have a probable significant adverse impact on the environment. An environmental impact statement(EIS)is not required under RCW 43.21.030(c). This decision was made after review of a completed environmental checklist and other information on file with the lead agency. This information is available to the public upon request. There is no comment period for this DNS. X This DNS is issued under WAC 197-11-340(2);the lead agency will not act on this proposal for 14 days from the date below. Comments must be submitted by February 16,2018. Contact Person: Responsible Official: Keith Binkle Signature A�11- Date: February 1,2018 Position/title: Manager,Natural Resources Telephone 425-783-1769 or 1-877-783-1000 extension 1769 The threshold determination includes reference to and review of the following environmental information concerning the project: 1. SEPA Checklist,Arlington Microgrid and North County Training,February 1,2018 2. Solar Array Glare Study—Burns and McDonnell,7arnuary 31,2018 3. Critical Area Reconnaissance-GeoEngineers,Inc.,June 28,2016 4. Geoteehnical Engineering Report-GeoEngineers,Inc.,December 29,2017 5. HydrogeoIogic Assessment-GeoEngineers,Inc.,April 26,2016 6. Cultural Resources Assessment-Cultural Resources Consultants,July 8,2016 7. Summary Tree Inventory,SA Neivnran Firm,January 23,2018 S. North County Tree Survey,Nakano Associates,October 10,2017 9. Payment In Lieu of Tree Replacement Offer better,Nakano Associates,January 24,2018 10. Site Plans(SP1 &SP2),KPFF,January 30,2018 11. Drainage Report—KPFF,date TBD 12. Stornrwater Pollution Prevention Plan—KPFF,date TBD 13. Traffic Analysis—Gibson Traffic Consultants,Inc.,January 30,2018 VAO?��� i , . �,_,r, /1 SunBeam SUNMoOMW Ground Mount SY stem ism ■ SunModo PV Rack Mounting System UL2703 Compliant CITY OF ARLINGTON BUILDING DEPARTMENT APP OVED DATE D BY ReCOIVCd NO CHANGES AUTHORIZED UNLESS APPROVED BY THE SEP 25 2018 BUILDING INSPECTOR Pub. D10034-V012 OFFICE COPYCopyright 2018 1 of 32 SunBeam SUNM401"4 Ground Mount System Please read carefully before installing Product is tested to and recognized to UL 2703 standards for safety grounding and bonding equipment and meets UL1703 fire standards. SunModo PV Rack Mount System can be used to mount photovoltaic (PV) panels in a wide variety of locations. All installations shall be in accordance with NEC requirements in the USA. The self-bonding system is for use with PV modules that have a maximum series fuse rating of 30A. Mechanical design loads per UL 2703: Downward Pressure: 33.42 psf (1600.2 Pa), Upward Pressure: 22.28 psf (1066.8 Pa), Down-Slope: 5 psf(239.4 Pa). TABLE OF CONTENTS InstallerResponsibility.......................................................................................................................4 Safety.......................................................................... ...... .............. ............ ............4 SunModoSelf-Bonding system..........................................................................................................5 EZ SunBeam Ground Mount System Components............................................................................6 Listof Compliant PV Modules..........................................................................................................13 FaultCurrent Path Diagram................................................................................................. ..... .....16 Tools Required for Installation.........................................................................................................17 Torque Values for EZ SunBeam Components.................................................................................19 EZ SunBeam Ground Mount Overview...................................................................................... .. ..20 PostGround Mount............................................................................................................................ 21 BallastedGround Mount........................................................................................................................21 AugerGround Mount.............................................................................................................................21 InstallationInstructions:................................................W...................................................................22 Post Base Plate to Precast Concrete Block..........................................................................................22 Helical Earth and Ground Screw Anchors Installation..........................................................................23 PipeCap to Post Attachment.............. . ..............................................................................................23 SunBeamto Pipe Cap Attachment.......... ........ ._................................................................................23 ngle Mount to SunBeam Attachment. ... . ... .. ..............................................I..............24 Angle Mount to Rail Attachment........................................................................................................... 24 Brace to Pipe Cap Attachmnt. ............................................................................................. 25 Pipe Clamp to Post Attachment......................................................................................................._... 25 PipeClamp to Brace Attachment.......................................................................................................... 25 2 of 32 SunBeam SUNM,416,F Ground Mountstem L-Foot to SunBeam Attachment............................................................................................................ 26 L-Foot to Brace Attachment..............:............................................................. .. 26 Spliceto SunBeam Attachment.................................................................... ... ....... .................. . ... ..27 SunBeamto SunBeam Attachment ................................................................................................... ..27 RackLeveling........................................................................................................................................ 27 PVPanel Mounting..........................................................................................................................28 PVPanel Overhang.......................................................................................................................—... . 28 Clamp Installation — Portrait Orientation ..........................................................................................29 EndClamp Installation ..........................................................................................................................29 EndClamp Attachment.........................................................................................................................29 Clamp Installation — Landscape Orientation ....................................................................................30 LandscapeEnd Clamp Installation........................................................................................................ 30 MidClamp Installation......................................................................................................................... . 30 GroundWire Attachment.................................................................................................................31 GroundLug Installation......................................................................................................................... 31 RailEnd Covers ............................................................................................................................ .31 UL2703 Label Placement...............................................................................................................32 SunModo Corporation: Vancouver,Washington ORwww.SunModo.com Ph: 360-844-0048 Document Number D10034-VO12 Intertek info@sunmodo.com ©2018—SunModo Corp. 5001753 3 of 32 A SunBeam SUNM*00 Ground Mount System Installer Responsibility Before ordering and installing materials, all system layout dimensions should be confirmed by field measurements. SunModo reserves the right to alter, without notice, any details, proposals or plans. Any inquiries that you may have concerning installation of the PV system should be directed to your SunModo Sales representative. Consult SunModo Sales for any information not contained in this manual. This manual is intended to be used as a guide when installing SunModo EZ SunBeam Ground Mount systems. It is the responsibility of the installer to ensure the safe installation of this product as outline herein_ • Installer shall employ only SunModo products detail herein. The use of non SunModo components can void the warranty and cancel the letters of UL compliance. • Installer shall guarantee that screws and anchors have adequate pullout strength and shear capacities. • Installer shall adhere to the torque values specified in this Instruction Manual. • Installer shall use anti-seize compound, such as Permatex anti-seize, lubricant is recommended for all threaded parts. • Installer is responsible to install solar panels over a Fire Resistant roof covering rated for the application. • Installer is responsible to determine that the roof, its rafters, connections, and other architectural support components can sustain the array under all code level loading conditions. • Installer shall adhere to all relevant local or national building codes. This takes account of those that supplant this document's requirements. • Installer shall guarantee the safe placement of all electrical details of the PV array. • Installer shall comply with all applicable local, state and national building codes, including periodic re-inspection of the installation for loose components, loose fasteners and any corrosion, such that if found, the affected components are to be immediately replaced. • Installer to ensure the structural support members or footings for mounting the array can withstand all code loading conditions. Consult with licensed professional engineer for the appropriate loading conditions. • Installer to follow all regional safety requirements during installation. • This racking system may be used to ground and/or mount a PV module complying with UL 1703 only when the specific module has been evaluated for grounding and/or mounting in compliance with the included instructions, • Installer shall ensure bare copper grounding wire does not contact aluminum and zinc-plated steel components to prevent risk of galvanic corrosion. • If loose components or loose fasteners are found during periodic inspection, re-tighten immediately. If corrosion is found, replace affected components immediately. Safety Review relevant OSHA and other safety standards before following these instructions. The installation of solar PV systems is a dangerous procedure and should be supervised by trained and experienced personnel. It is not possible for SunModo to be aware of all the possible job site situations that could cause an unsafe condition to exist. The installer of the ground system is responsible for reading these instructions and determining the safest way to install the ground system. These instructions are provided only as a guide to show a knowledgeable, trained erector the correct part placement one to another. If following any of the installation steps would endanger a worker,the erector should stop work and decide upon a corrective action. 4 of 32 $UnBec?nI SUNMOMDO " Ground Mount System SunModo Self-Bonding system SunModo developed a proprietary grounding and bonding system that is built into the mounting hardware for the rails, clamps and splices. We provide further grounding through all of the SunBeam racking components including the Pipe Caps, Beams, Posts and Post Base Plates. All hardware meet UL 2703 Grounding and Fire Standards tested by ETL. The basis of the system is our patented stainless steel floating grounding pin which is designed to be captive in the mounting components and provides a bonding path from the PV panel frames to the rails and rail splices, and finally to the ground lug. The self-grounding and bonding system is for use with PV modules that have a maximum series fuse rating of 30A. The maximum number of PV modules is limited by the system voltage, so in a system has multiple inverters, the SunModo racking system can theoretically go on forever. Finally we have added a spring and Blue 242 Loctite to our Mid Clamp assemblies. The sprig keeps the Mid Clamp in the open position ready to receive the solar module. The Blue Loctite is a light bonding agent allowing the T-Bolt engagement into the Rail when the Collar Nut is turned from above. The Blue Loctite has the added benefit of being an anti-seize agent for stainless steel hardware in the area where it is applied. For additional anti-seize protection refer to the `Tools Required for Installation' section of this document. t t Mid Clamp with Ground Pins Similarly, the rail splices the grounding pins, eliminating the need for extra bonding components. 69 7 It I� 1/470 spike K t WO-16!pike uR ,low 5 of 32 M% SunBeam SUNM%OAW Ground Mount System EZ SunBeam Ground Mount System Components Portrait End Clamp Kit, fits panel K10224-lXX height from 31 to 50 mm. For last K10224-1XX-BK 3 3 digits, see table on last page. Adjustable End Clamp Kit, fits K10299-001 panel height from 33 to 50 mm. K10299-BK1 s Adjustable End Clamp Kit, fits K10299-002 �. panel height from 30 to 46 mm. K10299-BK2 Grounding Mid Clamp Kit fits panel height from 31 to 50 mm. K10180-001 May be repositioned until K10180-001-BK torqued to final value. For single-use only Grounding End Clamp Kit with shared rail adaptor for standard K10183-1XX rail; fits panel height from 31 to 50 mm. For last 3 digits, see table on K10183-1XX-BK y/ last page. May be repositioned For single-use only until torqued to final value. Grounding Mid Clamp Kit with shared rail adaptor for standard K10182-001 rail; fits panel height from 31 to 50 K10182-001-BK mm. May be repositioned until For single-use only torqued to final value. 6 of 32 n SunBeam SUNMIME Ground Mount System Grounding Lug Kit with Grounding Spacer and 1/4-20 T-Bolt. Maybe K10179-001 repositioned until torqued to For single-use only final value. I L-Foot Kit to connect brace to K10066-010 underside of SunBeam. ,I SunBeam Angle Mount joins SunBeam to Rail. Includes 4X K10103-004 3/8-16 T-Bolts and flange nuts. #12 by 3/4 inch long, Self-drill B50004-001 and Tapping Screw, to bond For single-use only base plate. SB2500 SunBeam Cover K20237-001 (optional) SB3500 Triangular Beam Cover A20261-001 (optional) 7 of 32 U SunBeam SUNM*OMm6',,h r—I Ground Mount-System C10017-001 (Black) C10017-001-GR (Gray) Plastic Rail End Caps available HR250 (Helio Standard) for Helio Standard and Heavy rails (optional) C10021-001 (Black) C10021-001-GR (Gray) HR350 (Helio Heavy) A20284-001 A20284-BK1 (Black) HR250 (Helio Standard) Metal Rail End Caps available for Helio Standard and Heavy A20285-001 rails (optional) HR350 (Helio Heavy) A20263-001 HR500 (Helio Super) Rail End Caps available for A20250-001 (Clear) HR150 rails (optional) A20250-BK1 (Black) HR150 Rail End Cover HR150 Channel Clip: snaps into A20252-001 (Clear) the open rail to manage wire A20252-BK1 (Black) bundles where needed. HR150 Wire Cover Available in clear and black. SunBeam Diagonal Brace available in 48", 67" and 92" A20164-OXX zz� lengths. Last 3 digits denote tube / length. 8of32 SunBeam SUNM40ff Ground Mount S stein SB2500 aluminum beam is available in 164" and 206" A20143-XXX lengths. Last 3 digits denote SB2500 (SunBeam) length. SB3500 aluminum triangular beam is available in 206", 228" A20243-XXX and 288" lengths. Last 3 digits SB3500 (Triangular Beam) denote rail length. 4 stock sizes in clear and black. A20144-XXX(Clear) Helio Rails: Features both 1/4" A20144-XXX-BK(Black)HR250(Standard Rail) and 3/8" side slots, and 1/4"top slot for clamping PV panels. A20145-XXX (Clear) Available in 124", 166" and 206" A20145-XXX-BK(Black) lengths. Last 3 digits denote rail HR350 (Heavy Rail) length. 4 stock sizes in clear and black. A20146-XXX(Clear) A20146-XXX-BK(Black) HR500 (Super Rail) HR150 (Open Rail): Features wire management channel and both 1/4" and 3/8" side slots, and A20242-XXX (Clear) 1/4"top slot for clamping PV panels. Available in 124" and A20242-XXX-BK(Black) 166" lengths. Last 3 digits HR150 (Open Rail) denote rail length. 4 stock sizes in clear and black. 9 of 32 ff% SunBeam SUNMiOm6ff Ground Mount System A20189-XXX 2" or 2.5"AL Schedule 10 Pipe 2.375" OD AL Sch. 10 Pipe f cut to length for array design. Last 3 digits denote pipe length. A20209-XXX 2.875" OD AL Sch. 10 Pipe 2.375"X 13 gauge and 2.875"X 13 gauge tube cut to length for A21022-XXX array design. Last 3 digits Steel Tube denote pipe length. 4 SB2500 SunBeam Splice K10104-001 includes 4X 3/8-16 T-Bolts and SB2500 Splice Kit flange nuts. SB3500 aluminum Triangular K10238-001 Beam splice kit. SB3500 Splice Kit 3/8" Slot Rail Splice Kit with (2) 3/8-16 hex bolts and flange nuts K10178-001 with integral grounding. HR250/HR350 3/8" Splice May be repositioned until For single-use only torqued to final value. 10 of 32 A c , SunBeam SUNM%Omw Ground Mount System 1/4" Slot Rail Splice Kit with (4) K10177-001 bolts and flange nuts with integral K10177-BK1 grounding. May be repositioned HR250/HR350 1/4" Splice until torqued to final value. For single-use only �✓ 1/4" Slot Rail Splice Kit with (4) 1/4-20 Bolts and Flange Nuts K10236-001 with integral grounding. May be HR150 1/4" Splice repositioned until torqued to For single-use only final value. Pipe Cap Kit, includes setscrews, K10218-001 4X 3/8-16 T-Bolts and Flange 2.0' AL Sch. 10 Pipe Nuts, Grounding Washer and K10223-001 other hardware. 2.5"AL Sch. 10 Pipe v 4 K10253-001 Post Base Plate Kits for 2.0" and 2.0" AL Sch. 10 Pipe > 2.5"AL Schedule 10 Pipes. - _ K10254-001 2.5" AL Sch. 10 Pipe K10237-001 4V Steel Post Base Kits for 2.375" OD 2.375" OD Steel Post Kit and 2.875" OD tubing includes 3X 3/8-16 X 3/4" Flange Bolts. K10237-002 2.875" OD Steel Post Kit K10219-001 SunBeam Post Clamp Kit 2.0"AL Sch.10 Pipe available in 2.0" and 2.5"with hardware included. K10222-001 2.5"AL Sch.10 Pipe 11 of 32 SunBeam SUNM*00F Ground Mount S stem K10184-001 Side Mount Pipe Cap Kit includes 2.0"AL Sch. 10 Pipe 3/8-16 T-Bolt, Flange Nuts and 4X M10 Set Screws. K10184-002 2.5"AL Sch. 10 Pipe Helical Earth Anchors with 10" A20194-063 blade available in 63" and 84" A20194-084 lengths. t✓ Ground Screw Anchors available A20195-063 in 63" and 84" lengths. A20195-084 Anchor Adaptor A21031-003 ' Concrete Embedment Rings are K10186-001 { available for 2 and 2.5 pipe. K10186-002 12 of 32 F% SunBeam SUNM '-,-.., M Ground Mount SY stem List of Compliant PV Modules UL 2703 Qualified Modules for use with SunModo PV Racking Systems Evaluated PV Modules Module manufacturer Model numbers Boviet Solar BVM6610M-250, BVM6610M-255, BVM6610M-260, BVM6610M-265, BVM6610M- 270, BVM6610M-275, BVM6610M-280, BVM6612M-325, BVM6612M-330, BVM6612M-335, BVM6612M-340, BVM6612M-345, BVM6612M-350, BVM6610P- 250, BVM6610P-255, BVM6610P-260, BVM6610P-265, BVM6610P-270, BVM6612P- 310, BVM6612P-315, BVM6612P-320, BVM6612P-325, BVM6612P-330 C-Sun CSUN290-72P, CSUN295-72P, CSUN300-72P, CSUN305-72P, CSUN310-72P, CSUN285-72M, CSUN290-72M, CSUN295-72M, CSUN300-72M, CSUN305-72M, CSUN310-72M, CSUN315-72M, CSUN320-72M, CSUN235-60M, CSUN240-60M, CSUN245-60M, CSUN240-60P, CSUN245-60P, CSUN250-60P, CSUN255-60P, CSUN260-60P Canadian Solar CS3K-FG, CS3K-MS-FG, CS3U-MS, CS3U-MS-FG, CS3U-P, CS3U-P-FG, CS6K-M, CS6K-MS, CS6K-MS-FG, CS6K-MS-FG, CS6K-P, CS6K-P-FG, CS6P-P, CS6P-M, CS6U-M, CS6V-P, CS6V-M, CS6X-P ET Solar ET-P672300WW, ET-P672305WW, ET-P672310WW, ET-13672315WW Hanwha Q Cells Q.PRO L-G2 305, Q.PRO L-G2 310, Q.PRO L-G2 315 Hareon HR-280P-24/Ba, HR-285P-24/Ba, HR-290P-24/Ba, HR-295P-24/Ba, HR-300P-24/Ba, HR-30513-24/13a, HR-310P-24/Ba Hyundai HiS-M300TI, HiS-M305TI, HiS-M310TI, HiS-M315TI, HiS-M320TI, HiS-M325TI HiS-S325TI, HiS-S330TI, HiS-S335TI, HiS-S340TI, HiS-S345TI, HiS-S350TI Itek Energy IT250HE, IT255HE, IT260HE, IT265HE, IT270HE, IT275HE, IT280HE, IT285HE, IT290HE, IT295HE, IT300HE, IT305HE, IT310HE, IT295SE, IT300SE, IT305SE, IT310SE, IT315SE, IT350SE, IT355SE, IT360SE, IT365SE JA Solar JAPE 72-300/3613, JAPE 72-305/3613, JAPE 72-310/3136, JAPE 72-315/3BB, JAPE 72- 320/3BB 13 of 32 SunBeam SUNM*Ommkm,r'h Ground Mount System Kyocera KD315GX-LFB, KU260-6MCA, KU265-6MCA, KD255GX-LFB2, KD260GX-LFB2, LG LG275S1C-G4, LG280S1C-G4, LG285S1C-G4, LG30ON1C-G4, LG30ON1K-G4, LG30ON1T-G4, LG305N1C-G4, LG305N1K-G4, LG31ON1C-G4, LG31ON1K-G4, LG31ON1T-G4, LG315N1C-G4, LG320N1C-G4, LG335S2W-G4, LG340S2W-G4, LG360N2W-B3, LG365N2W-B3, LG365N2W-G4, LG370N2W-G4, LG375N2W-G4, LG380N2W-G4, LG385N2W-G4, LG39ON2W-A5, LG395N2W-A5, LG40ON2W-A5 Mitsubishi PV-MLE270HD, PV-MLE275HD, PV-MLE280HD Panasonic VBHN285J40 Phono Solar Tech PS255M-20/U, PS260M-20/U, PS265M-20/U, PS270M-20/1.1, PS275M-20/U, PS280M-20/U PS30OP-24T, PS305P-24T, PS31OP-24T PS315P-24T, PS320P-24T, PS325P-24T Renesola JC 255 M-24/Bbs, JC 260 M-24/Bbs, JC 265 M-24/Bbs, JC 270 M-24/Bbs, JC 250 M-24/13b, JC 255 M-24/13b, JC 260 M-24/Bb, JC 305 M-24/Abs, JC 310 M-24/Abs, JC 315 M-24/Abs, JC 320 M-24/Abs, JC 325 M- 24/Abs, JC 330 M-24/Abs, JC 335 M-24/Abs, JC 330 S-24/Abs, JC 335 S-24/Abs, JC 340 S-24/Abs, JC 345 S-24/Abs, JC 270 S-24/Bbs, JC 280 S-24/Bbs, JC 285 S-24/Bbs Sanyo HIP-190BA3, HIP-195BA3, HIP-?OORA3, HIP-205RA3, HIT-N215AO1, HIT-N22OA01, HIT-N225AO1 Silfab SLA280M, SLA285M, SLA290M, SLA295M, SLA300M SLG335M, SLG340M, SLG345M, SLG350M, SLG355M, SLG360M 14 of 32 A SunBeam SUNM4" mw Ground Mount S►rstem SolarWorld Sunmodule SW series: (V2.5 frame) SW 220 mono and poly, SW 225 poly, SW 230 poly, SW 235 poly, SW 240 mono and poly, SW 245 mono and poly, SW 250 mono, SW 255 mono, SW 260 mono, SW 265 mono, SW 270 mono Sunmodule Plus series: 285W mono, 280W mono, 275W mono, 270W mono, 265W mono, 260W mono, 255W mono, 250W mono Sunmodule Protect 275W mono Sunmodule Protect 270W mono Sunmodule Protect 265W mono Sunmodule SW 245-255 poly/Pro-Series SolarWorld Sunmodule Pro-Series: (33mm frame) 250W poly, 255W poly, 260W poly 315W XL mono, 320W XL mono, 325W XL mono, Sunmodule Plus: 260W mono, 270W mono, 275W mono, 280W mono, 285W mono Stion STO-135A, STO-140A, STO-145A, STO-150A SunEdison F310EzD, F315EzD, F320EzD, F325EzD, F330EzD, F335EzD, F310EzC, F315EzC, F320EzC, F325EzC, F330EzC, F335EzC, R330EzC, R335EzC, R340EzC, R345EzC, R350EzC, R355EzC SunPower X21-355-BLK, X21-345, SPR-E20-327,SPR-E19-320 Trina TSM-225 PC/PA05, TSM-230 PC/PA05, TSM-235 PC/PA05, TSM-240 PC/PA05, TSM-245 PC/PA05 Yingli YL230P-29b, YL235P-29b, YL240P-29b, YL245P-29b 15 of 32 SunBeam SUNM*40ff Ground Mount System Fault Current Path Diagram 10 2 ./® 11' 1 .�l 7 " L i II O t' O Items are listed in the fault current path in order from the PV Panel to the Post Base: 1. PV Panel 2. Grounding Mid Clamp Kit 3. Helio Rail HR150, HR250, HR350 or HR500 4. Angle Mount Bracket Kit 5. SB2500 Aluminum Beam 6. SB2500 Splice Kit (configuration dependent) 7. Pipe Cap Kit 8. Vertical Aluminum Post 9. 2" Post Base Kit 10.Grounding Lug Fault Current Path 16 of 32 SUNMA � SunBeam %P■r� Ground Mount S stem Tools Required for Installation Electric Drill or impact driver. Note that the use of an impact driver is strongly discouraged for all stainless nut and bolt hardware. 3/8" Socket wrench Sockets for 3/8" drive sockets, 7/16", 1/2", 9/16" and 1- 1/16" Torque Wrench 3/8" drive, 0 to 35 ft. lbs. 4Mar Anti-seize compound (Permatex 80071 or equivalent). r 17 of 32 SunBeam SUNMi#M6FLL Ground Mount System s, Tape measure Saws for cutting aluminum posts and rails as necessary ARM 18 of 32 A SunBeam S UNM Nor GI.011 d MOIIII t .s vsteI]"l Torque Values for EZ SunBeam Components These maximum torque values must be adhered to, both for mechanical strength and to insure the performance of the integral grounding and bonding features. It is recommended that anti-seize compound be applied to the screw threads and a torque wrench be used to measure the bolt torque during final assembly. Hardware Torque lbs. 1/4-20 Bolts and Hex Flange Nut 7.5 ft. lbs. 1/4-20 Ground Lug, Flange Nut with 7/16 Hex Head 7.5 ft. lbs. 1/4-20 Ground Lug, Setscrew with 1/8 Allen drive. 4.2 ft. lbs. (50 in. lbs.) 1/4-20 Mid or End Clamp, Female Standoff with 7/16" 7.5 ft. lbs. Hex Head Collar Nut 5/16 X 4" Lag Bolt 25 ft. lbs. 3/8-16 Bolts and Hex Flange Nuts 15 ft. lbs. 3/8-16 T-Bolts and Hex Flange Nuts 15 ft. lbs. 3/8-16 Set Screw with 3/16" Allen 10 ft. lbs. 1/2-13 Nut and Bolt to mount Post to Base Plate 20 ft. lbs. #12 X 3/4" Self-drilling bonding screw 6 ft. lbs. M10 Set screws with 5mm Allen 20 ft. lbs. M16 Bolts and Flange Nuts. 20 ft. lbs 19 of 32 A SunBeam SUNM402.1111F Ground Mount System EZ SunBeam Ground Mount Overview N_S Rail Rear PostTW I a E.W Beam Brace Front Post The EZ SunBeam Ground Mount system can be integrated with steel support for a scalable and simple ground mounted solution. Our unique drive-in earth anchors represent one of three choices for Ground Mounted Solar Arrays. Angles from 100 to 500 can easily be accommodated with the SunBeam racking system components. Portrait and landscape oriented PV panels are easy to configure. 20 of 32 A SunBeam SUNM42.F Ground Mount Sy stem Post Ground Mount The EZ SunBeam Concrete and Post mount showing typical configuration and dimensions with PV panels mounted at 20 degrees as -. t viewed from the East. r Tw ----- ------ a..------- --! i older and aadrq cai�by arhoew" ; Ballasted Ground Mount The EZ SunBeam Ballasted concrete form mount showing typical configuration and dimensions with PV panels mounted at 20 degrees as viewed from the East. F.m+.a I.M'1'sa 7 ------ -__-__ (------___ ___j p f.dM o sou Concrete Form Cxoud/bwf Auger Ground Mount The EZ SunBeam Earth Auger system showing typical configuration and dimensions with PV panels mounted at 20 degrees as viewed from i the East. i CI W - -'--Grourifte------_ •1_ Au{p&IM 3M spaonp 1 m calalakdtFf8Vnax M l 21 of 32 SunBeam SUNM*Omvw'h Ground Mount System Installation Instructions: Post Base Plate to Precast Concrete Block There are many ways to attach structural members and fixtures to concrete, and the choice of anchoring system depends on a variety of factors. A Structural Engineer should i specify the type of concrete fastener to be used. For new construction consult SunModo before a \ ° a ` a starting your project. Drill the holes in the concrete and follow the manufacturer's recommendation on the as installation and torque to be used with a a particular fastener type. d This cross section shows the mounting of a Post Base Plate to a precast concrete block. Insert the Post into the Post Base and secure using the three 3/8 Bolts provided. Torque to 15 ft. lbs. 6 N- J • • • 22 of 32 � C) SunBeam SUNMOMAD Ground o nd Mount System Helical Earth and Ground Screw Anchors Installation Determine the anchor locations per SunModo FRONTIREAR layout drawing. Build two pairs of batter boards POST to hold the mason's lines: one pair for the front MASON'S LINE ADJUST POST HEIGHT posts and other for the rear posts. AND SECURE USING 3XMIDSETSCREWS "' """' "-"'--"" """"" Make sure the top ends of the front or rear Anchors are at the same height (within 1" high difference). Install the front/rear Post to the Anchors as BEST PRACTICE— 4X INSTALL M16 BOLT shown and secure using 3X M10 Set Screws AND FLANGE NUT TO """"' and M16 Bolt and Flange Nut. CORNER POSTS OF \ GROUND g THE ARRAY ANCHOR Pipe Cap to Post Attachment Position the Pipe Cap on top of the Post and secure using the Allen Screws provided. The Pipe Cap can be moved up and down approximately 2" to allow for leveling of the Pipe '� Cap relative to the SunBeam. Torqued to 20 ft. '\ lbs. with a 5mm Allen head drive. SunBeam to Pipe Cap Attachment Insert the supplied 3/8" T-Bolts into the rail slots_ of the SunBeam and through the slots of the Pipe Cap. Secure using 3/8" Flange Nuts. Torque to 15 ft. lbs. �I► C� WOW,- 0 l 23 of 32 SunBeam SUNM*00F Ground Mount System Angle Mount to SunBeam Attachment Attach the Angle Mount to the top of the SunBeam in orientation shown. Use the two supplied 3/8"T-Bolts and Flange Nuts to secure. Torque to 15 ft. lbs. - � l Angle Mount to Rail Attachment Attach the Angle Mount to the Rail using two 3/8" T-Bolts and Flange Nuts. Locate the T-Bolts in the lowest position in the Angle Mount slots. Once the proper angle for 1 40 the Rail is set, the Flange Nuts can be tightened. Torque to 15 ft. lbs. 0'e', AO 24 of 32 A SunBeam SUNM ---'. R.F Ground Mount SV stem Brace to Pipe Cap Attachment Where bracing is required, the Brace can be installed onto the Post Cap on one end as shown. A single 3/8-16 X 3-1/2" Hex Bolt and Flange Nut are required. The Star Washer supplied with the kit must be installed under the head of the bolt as shown. Torque to 15 ft. lbs. Attach the other end of the Brace to the Post using a Post Clamp. Pipe Clamp to Post Attachment Where bracing is required to a post, a sliding Pipe Clamp is installed as shown. The sliding Pipe Clamp is secured with a 3/8-16 X 2" Hex Bolt and Flange Nut. Torque to 15 ft. lbs. Install the two Grounding Setscrews in the Pipe Clamp as shown. Using a 5mm hex driver torque to 10 ft. lbs. The Brace can now be attached to the Post and Pipe Clamp. Pipe Clamp to Brace Attachment Where bracing is required to a post, the Brace can be installed onto the Pipe Clamp attached to the Post as shown. A single 3/8-16 X 3-1/2" Hex Bolt and Flange Nut are required. The Star Washer supplied with the kit must be installed under the head of the bolt as shown. Torque to 15 ft. lbs. 25 of 32 A SunBeam SUNM4M6.V Ground Mount System L-Foot to SunBeam Attachment Diagonal bracing can be installed between a vertical Post and the SunBeam using an L-Foot. Mount the L-Foot to the bottom of the SunBeam using a 3/8" T-Bolt and Flange Nut. Torque to 15 ft. lbs. L-Foot to Brace Attachment Where bracing is required to a SunBeam, the Brace can be attached to an L-Foot as shown. A single 3/8-16 X 3-1/2" Hex Bolt and Flange Nut are required. The Star Washer supplied with the kit must be installed under the head of the bolt as shown. Torque to 15 ft. lbs. f.. 26 of 32 SUNMM% i� SunBeam o6&,V Ground Mount System Splice to SunBeam Attachment Where a splice is required for the SunBeam, the splice should be inserted before the SunBeam is fastened in place. Slide the SunBeam Splice onto the end of the SunBeam as shown. Attach the SunBeam Splice using two supplied 3/8"T-Bolts and Flange Nuts. Torque to 15 ft. lbs. t • • SunBeam to SunBeam Attachment Complete the splice by sliding the SunBeam into the SunBeam Splice as shown. Attach the SunBeam Splice using two supplied 3/8"T-Bolts and Flange Nuts. Torque to 15 ft. lbs. • • Rack Leveling At this time during the installation, the spacing and leveling of the rack should be checked and adjusted as necessary. 10 01 27 of 32 SunBeam SUNM*0161r' Ground Mount System PV Panel Mounting PV Panel Overhang For PV panels installed in the Portrait or Landscape orientation the panels can extend beyond the E-W Beam a maximum of 25% of the panel length (Check panel manufacturers mounting requirements). For a SunBeam system the E-W Beam can extend beyond the Post a maximum of 25% of the E-W Beam length. The combined maximum cantilever of the PV panel and E-W Beam is 1/3 of the post Span. PV Panel l_....__ . .. ._ _. SunBeam r Y Max 1/4L — Max 1/4L --► Post Cap I Max Cantilever = 1/3 of Span 28 of 32 SU SunBeam NMOAD'O " Ground Mount S stem Clamp Installation — Portrait Orientation Proceed with the mounting of the PV panels using the mid and end clamps. Specific mounting instructions are shown in the following sections for Portrait and Landscape mounting. Installing Mid Clamps: A mid clamp is used between PV panels. It will produce 1/2" spacing between PV panel frames. An End Clamp is used to secure PV panels at _ the ends of a row. End Clamp Installation There must be a minimum of 1.5 inches of Rail extending beyond the PV panel frame. Clamp the PV panel frame by inserting the T-Bolt into the Rail slot. Position the End Clamp firmly against the PV panel frame and secure using the 1/4-20 Collar Bolt. Using a 7116"socket, torque to 7.5 ft. lbs. Note: When two or more PV panels are installed rS3 grounding via the End Clamp is optional. For a single panel configuration (shown), insert the T- Bolt into a T-Bolt Holder for grounding the panel to the Rails. Mid Clamp Attachment Insert the T-Bolt in the Rail slot and turn clockwise 90' to engage the head into the slot. Insert Grounding T-Bolt Holder to lock T-Bolt in place. Thread the 1/4-20 Collar Bolt onto the top of the T-Bolt as shown. After positioning the Mid Clamp firmly against the PV panel frame, using a 7/16" socket, tighten to 7.5 ft. lbs. s 29 of 32 A SunBeam SUNM.4' aff Ground Mount System Clamp Installation — Landscape Orientation Proceed with the mounting of the PV panels using the mid and end clamps. Specific mounting instructions are shown in the following sections for Portrait and Landscape mounting. Installing Mid Clamps- A mid clamp is used between PV panels. It will produce 1/2" spacing nm between PV panel frames. An End Clamp is used to secure PV panels at the ends of a row. /- Landscape End Clamp Installation End Clamps are used at the ends of a row of PV panels. Insert the T-Bolt in the Rail slot and turn clockwise 90' to engage the head into the slot, Insert Grounding T-Bolt Holder to lock T-Bolt in place. Thread the 1/4" Collar Bolt onto the top of the T- Bolt as shown. After positioning the End Clamp firmly against the PV panel frame, using a 7/16" socket, tighten to 7.5 ft. lbs. Mid Clamp Installation Insert the T Bolt in the Rail ,lot and turn clockwise 900 to engage the head into the slot. Insert Grounding T-Rolt Holder to lock T-Bolt in place. Thread the 1/4" Collar Bolt onto the top of the T- Bolt as shown. After positioning the Mid Clamp firmly against the PV panel frame, using a 7/16" socket, tighten to 7.5 ft. lbs. 30 of 32 1 i SA� �) SunBeam UNM4#Y Ground Mount S stem Ground Wire Attachment The picture shows a grounding lug mounted on one Rail per row of panels, and a #6 solid copper grounding wire connecting the Ground Lugs to the building ground per NEC 690.47. Ground Lug Installation One Rail per row of panels should have a Ground Lug for fastening the ground conductor to the array. The Ground Lug is mounted on the , top or side of the Rail using a special 1/4"T- Bolt, Grounding Spacer, and Flange Nut. Grounding Lugs K10179-001, and detailed installation document D10003 are available from SunModo separately. 4"o I Rail End Covers Rail End Covers can be attached to the 1� mounting rails as shown. Rail End Covers are also available for the SunBeam Rail not shown. 31 of 32 SunBeam SUNM400ff Ground Mount System UL 2703 Label Placement When requested the UL 2703 Label can be located on East-West running Rail or Beam. --� SUNMODO Conforms to UL STD 2703 VANCOUVER,wA.USA PV RACK MOUNTING SYSTEMS LTI DATE CM sft-Fnern"S"h""W* kMI- CIS! - 0 01 N M K 0101 00 10 1f I7 Imhloon peq�mYa aAtHe+e>I SWEW Slalom Fw CIO»Rebgwh Pia P1C0uCl .,,.. 2016 2017 2018 LoW RA"SN IWlmnI See www.sunmodo_com for current warranty documents and information. SunModo Corporation Ph: 360-844-0048 32 of 32 _ < \|§t! ( 0 2 �t �! ■ m2 7 ± �U) ° � } \ c§2 § U \ § w ntQ LcoLJ § § o ; m x § - ||[ ))§ F0L 0 j j cq |||| | )(\ \ ) § \ |$|| $2§ § § w F- \ §� \ || | [ § m ) 3 ) wLU ) ¥ i u LU§ j \ CO£ ) _ \ \!/ m 2 & 0§ ` « ° q ± { J x� m � mw:i N ) - -� , & 00 10,91 § k D �� eJ - . rm ©° && - L9 0 . \/ ( ) E# yk � - - #z 7 2� § 16'9\ ET Zo by mau L« »r- - e,- »E / (§ Iz � � o - / _ w . / ( 06 ,n _ ) / _ [ . 04 < \ \ k � / Q k ) [ § \ e y < � \ ) § \ \ § < ( ) 2 C9 , ./ k w j ) \ \ ) § [I @ / 2 2 § / § \ , \ �E m < x fix[ � � s Y W 1 Q Y V pqq J a � KO W� X �Omw� mxx0 Hp � 93 u '0��3 � •��o? ~aa az rcuw rc 0OZU°Z ww�a wa—a_ gM 4UmN S W 7=7 wOn Wada QJ�aH p q? IL Z 7 W Z 7 F N N f li ! J Q 0 -s o•! a- (w} b a „ m J 0 C� _ Q J zx zw w W a o F<2 O� O Z W �N U ZQ W wZ CIp� w 00 x 3¢ N z tt=5 N WF W F N< O No � N Z2Sw N Nb Q > jSS N QSQKZ Z Jm w K Z Kww O ZQ JO W Y A 7 OZ� Z aN x a Q A fN N50 W NH Z ' K W SZO p O ~O F W O O m Z 4 0 4 < O a U , O w 7 N 7 u Y� �n LL W �I 1I Y Z Q CO W n ' W J W n' m o u o U � v o e _ LS iH V 1 dAi Z 6 if I r J / a �r e < 34 1 6 9 10 11 T1.1 PHOTOVOLTAIC MODULE CITY OF ARLINGTON RBI SOLAR LI CIh.-P n•��R° sa�.eeo BUILDING DEPARTMENT �5513 VINE STREET NCINNATI,OH 45217 513.242.2051 APPROVED FAX:513.242-0816 GROUND MOUNT SYSTEM 0 PROFESSIONALSEAL DATE 3 7 1 R BY �—L� RBI SOLAR RACK MODEL: GM-2 NO CHANGES AUTHORIZEDB IZED oFs *�L�MPauEu*SONLv UNLESS APPROVED BY THE BUILDING INSPECTOR FOR �} �4 A&R SOLAR OFFICE 4 a2 2-19-2019 AT F ARLINGTON MICROGRID 17601 59TH AVE NE ARLINGTON, WA 98223 Received z FEB 2 0 2019 p Q 0 OLL SYMBOLS LEGEND VICINITY MAP SHEET INDEX Z Portage Creek SHEET SHEET DESCRIPTION r SECTION Wildlife SG001 COVER SHEET O f 1\ SECTION SHEET NUMBER Reserve River SG002 GENERAL NOTESIMODULE SPECIFICATION SHEETS l; Meadows 3GO03 SITE PLAN I_ NORTH ARROW 1•. B County Park SG101 COMPONENT LAYOUT 1A add {� SG201 ADDITIONAL POST SECTIONS S ELEVATIONS �. 3 DETAIL SG301 DETAIL ID RACK SECTION S BAY PLAN VIEWS ' �D SMEET NUBER SG302 ALTERNATE FOUNDATIONS DETAILS SCHEDULES j 5 SG501 DETAILS TITLE ^ ELEVATION j LOCATION / 1 TITLE ELEVATIONIO ELEVATION SCALE: 5HEET NUMBER (D9 o RELEASE RECORD Arlington ` _ g MunwipDl 111 p GOVERNING CODE AIr1O01T INTERNATIONAL BUILDING CODE O •� F (IBC 2015) OB 02/18/19100%SLEIRTTALF4 f €C RISK CATEGORY:I O6 0127/19 100%SIAYTTALIO 9 DESIGN LOADS: *0"n y �3 1, DEAD LOADS: 05 0121/19 90%flEWEWR2 • STRUCRM :OPSF 04 O1/16/1990% "RI 03 01/15/19 00MAE\1V GLAZING: 30 PSF f E= 5OPSF 2 ROOFLNELOAD=DPSF SYSTEM SPECIFICATIONS °2 °"'D,nS/"9>9RREW„ 4 01 01/04/19 50%REVIEW $ 3. SNOWLOAD: 5-; • P -250 PSF(GROUND SNOWI lf5j i) NOTE: MARK DATE DESCRIPTION 9 — THIS SUBMITTAL/CONSTRUCTION SET WAS PRODUCED FROM DOCUMENTS RECEIVED FROM • PI =15.1PSF(FLAT ROOF SNOW) ', • Ps =110 PSF(SLOPED ROOF SNOM CUSTOMER ON 01103/19. a • C, =090 ® n PROJECT INFORMATION C =1 20 E �B � Cs -073 PV MODULE MANUFACTURER REC • Is =060 .1 PV MODULE MODELN REC3BDTPSM2 TITLE A ADDRESS: 380 ARLINGTON MICROGRID 4 NAND LOAD(MAIN WIND FORCE RESISTING SYSTEM) PV MODULEWATTAGEST ` NOF PV MDDULESIRING 1B j 8 V =100 MPH EXPOSURE:C N OF ACTIVE PV MODULES 1620 1760159TH AVE NE, 5, SEISMIC: N OF INACTIVE P/MODULES 6 N Ss =1fifi4 TOTALNOF PV MODULES 1026 ARLINGTON,WA 98223 • Si =1406 • S� =0996 RBI SOLAR PROJECT No.: TOTAL PV SYSTEM WATTS • Say =2250 ARRAY TYPE FIXED TILT 1930005 " =100 • SI�ECLA55:E ❑RAVJN BY: REVIEWED BY: • SEISCLASS:E CATEGORY:E ARRAY TILT 30'./-2' a TOTALN OF RACKING POSTS 191 CS_ • SEISMIC FORCE RESISTING SYSTEM JM /DV a CANTILEVERED COLUMN SYSTEM TOTALN OF EQUIPMENT POSTS 20 SHEET TITLE: + • DESIGN BASE SHEAR: V =0450'W i A Cs _0 ARRAY ROW SPACING(PITCH) 30'-0' e R =200 INTER-ROWSPACE 14-6711e' COVER SHEET 7{ EQUIVALENT LATERAL FORCE ANALYSIS - MINIMUMM000IECLFARANCE 2'-0' � 2 ARRAY AZIMUTH 1818-(NOT ADJUSTED FOR MAGNETIC DECLINATION) SHEET No: N j SGO01 1 2 3 4 5 6 7 9 9 10 11 tL Ol 6 9 L 9 S 6 E P Z 0 0 S S 30WHO MOIIOd o :'ON 133HS Z j S133HS N011V013103dS AWAAMSiHwNuirda3bodx3 v a I 3lnOOW 3GVWD311SM0"O1SN3IdJOSdOI "i a LooManOMHl TVN033dY91119N31 MYHI7D7"i /S31ON-Md31430 3atlM93115o113nwrd st 3Mn13nM1s M3vH l )I 31111133HS SLNIOdAD ���•� •"'�' �. ""'� '� '•-- d I.rrV'l�..i w.Ul�:.•.... ...) ..)•: M�r�yrr.w•rSY r Ir••OvrWrwt1rt.�.•�..•� •.�.NYrp,yh•��y•)t��•w..l.r.i»r•'••�MyyIwMYnyIr/6Ywlrlr. P pwwn1lv16r)�MA.�)1Yw1 rwvNa.s# 1 NnrwaeM�,�w.gaarNl�•.h7Nuvly Aaawr Soo Did a�wMwrlw wtr a l �+ua war is agrynwi+rr6rv:M NMI ')VIvMK•c N :AB 03AA31A311 :AS NMVNa 5000E61, ,. • 133road HY10S IOU ra... 931MVA 3d01S W.M :y EZZ96 VM'N01014118V '3N 3AV H169 L09LL 3Ntt 13A37 _ _ e - r �HI1nr)vw sos pr.wry._t•:rw. Q dIHSNOI1V1321 OIHdVHDOdO1 W31SAS)IOV2! NOLLtl 3141 N10AUOIi1351 IV 03OSIH Nl — srr W eAVs>wwni 72 ala�oa�lw Nol�Nnav 133HS 1Itl130335 O131i 3HL NI UO AH013tli 3H11V 031BW3SStl r.e SS3H00V731111 1p� 30A39VI CO SOUVON iS in COLZi 3rensi 3RI.IV U30Nn _ - - i 30 3Utl Sl3BV1 COL OHtlONtllSIn UO EOLZ ID3rS051n H30Nn NOIIVWHOiN1133fOMd ° 03HISSV10 113 Stl 03139VI SNINOtlM SNIViNOD 133rOMd SIHL s tlnOS l9tl :03HISBV13113 — l'9f`.- ..•�-••-••••.•,.••...—. 7�$ NOI1dI80S3❑ 31VO NMN'1 �.: r: •lvr�M�• a Ipe zea m'rwr�rrl«w B M31A314%99 stroalo is y 'SNOILVON3WW033H NOi 1N3W1MVd30 ONIU33N10N3 NV10S IStl 3H113VINO03SV31d'a3H31Nn0DN3 ION -N0110n00Hd W31SAS Ad NO IV3IH1331301 SNIVI83d 11 Stl N01S30 W31SAS Ad H0i 31SISNOdS3H M31A3H%SL 6L/SL/LO/LO To Sl ltl5ni3H 1nB 1N3W03BW3150d 3H133nO3tl 01 O3HI53051113M3HM 530Ntl15Nl HOi'SNOLLOnMISNI NOLLtllltllSNl UOi 1N3Wn30O ION IHtl1051SH'SH3H10 AS 031iIM3A ONV 03WHOiH3d 3B lltlHS SISA1tlNtl NOLLOn00Md HO/ONtl SISAItlNtl ONIOtlHS 1IV t ' M31A3M%06 6L/SL/LO/W¢0 ,3HnO3308d 3AIHO S TIIHO-3Hd,HV10S ION 1SaIVI 31-1101 0i38'NOLLnIOS NOLLtlONnOA 3AIH08 TIH0-3Hd 31VNUaI1V 3H1 H0i 'S1N311138In03M ONIONnOHo 'C LH M3 JAM%00 BL/BL/LO VO 'S30tliUns Inc,i09NLINIVd ONV MItld31A HOi 9NIZINVAIVO ZH M3IA31A%06 6LttMO SO AV8dS ON311W003H ION S30a HtllOS law INIVd 9NONVAIV9 NO-H5nHB HLWA 031NItld 3911VHS 933tliHnS lnO TIV "6 "11013VHLNOO '1SOd i0 d013H1 NI 03TIIH0 S13NOWNG 1V31tl13313 AS 0311VISNI(INV 03HSINMni 3901 S1H911 ONV S13NVd'11nONO0'0NIHIM 9NIOnl3NI NHGMIV31HL3313 T1tl Z - iviiman5%001 fil/Z770 90 9NILNnOWd01-1SOdHDi6310HaNVIH913H31VINdOUddV01NMO01n33S lltlHSS1S310131i3H15Stl IVI-IL 1SOd 9 _ •• , '03HIn03HSINOLLtlONn0i 3iVN1A3i1VNV1N3W3HIn03U '1N3WdO13A30 ONV MHOM 3IIS L IH ltlll6YBn5%OOL 6L/9Z40 LO WnWINIW SIH1133W ION 00 S1SOd it NOLLtl30l ltlN191U030.t1l NIHLIM ONn0O3M 11VH9 lSOd 3HL 9 SITI 000E r t ZNIVI11WBNSM01,BL/BHZO 90 i033U0i1Vw3IV1WnWINIWtl1SIS3N11VHS 1N3W03BW3 N91930 WNWINIW H3V3H ION OO ivRI S1SOd NO ISM 1VU3IY1 -L 3HBH10 AO NHOM r — '03HIn03H SINOL.VONn0i 31VN83i1V Ntl'WnWINIW SIHI 133N ION Oa S1SOd it SB1000Ci0 33HO3 lindn WnWINIW v 151S3M 11VHS IN31103OV43 N91S3a WnWINIW HOV311 ION 00 iVH1 S1SDd NO 1S31 T1nd 1VOIL1,13A '9 X 038I1`1031A Stl 1331S DN13UDJN13U AO IN3W33tl1d NOLLtlONn0i 31VNH31lV NV 3HIf103H TItlHS li 9C NVH1 SS311N3Na3SW3 ` j '03A31HOV SI'li S C JO IN3W039W3 WnWINM V O3OIAOUd ALIDVdvo lindn MOi 031SM 019IJ 3911VHS S1SOd 'S X SNOLLVAVDX3 NOLLVONnOi JO NOILV001 ONV MIS X — -MNVAVU0 0U003H ONV M31A38 ONIU33NION3 f MOi 030UOD3H 3911VHS 1N3W039W3 N91930 WnWINIW 13311 ION S300 IVHL 1SOd ANtl AD NOLLV301 ONV H1d30 't SNOLLtlONnOi '03ddO1S 3S OlnOHSH3H1Hni 1SOd 3HI 3AIUO 01 SIUW,13'03U31Nn03N3 SI 1VSni311 i1 'C X 53n01NH3310NV 3HniVd3dW31 ONIHn003MI33dSi033NVN31NIM H3dOHd yj '10E991 IV 11tl13033N3U3i3M-S1N3Wn00a NOIS30 NO NMOHS H1d30011SOd 3AINa 011dn3UV Z Ij ONI03330Ud 3HDi38 101H15100Ntl 8tll05 MVtl 10tl1N000Ntl NMOM 1ltlH 'l 91913V HLIM 3ONVONODOV .. OH033H 3SV313U ° X NI 313'S1S31 H19N3H153HILLtlU3dW31'1N31NO3 H1tl'dVAl5 MOi 531dWtl5313HONO3 _- 3Un0300Ud X S3n01NH331 113d011d ONISfl 313NONOD JO IN3W33V1d x SIHI MOTIOJIvSni3H 013n0 ONIAIHO ISOd ONI8n0 SH1d30114310103903 NOIS30 WnWINIW HSndW033V ION 00 S1SOd N3AI1JO N3HM x 1331S ON1380JN13H 401N3W33Vld ONV 3ZIS [ _T I` II�`jr 1/�I �y�`�y_ .I ``I rq1 _qI_ ya.�t 38na300Nd 1SOd N3AI80 NO ivsni38 X NOlIV3111H3A N91B30XIW „ —11HE � El D �dl1V'd 1... l! V/_1(.1N1 Ij�_._ —J_A N 5 t X NOILVDIJLLN901 IVIMAiM Q 0 Z '113314I9143 IVOINH03103o a3linvn0 V DNIL1nSNOO SON311W003H UV10S NaLLOnHISN00 ELDMONOD i IOH'SIN3W3HIn03M NO113Vd1103 NO N011V31HIHV10 N3H1Nni Mad'A11SN3a H0100Hd ONVONViS%S0 01 NOLLOVd1103 X 31N3Wn000 NOIS30 HLIM 30NtlWU0iN0OltlH3N39 ONV IIOS IVNIDIM0 3H19NIOV1d3M 53MIn03U 1SOd 1HOddnS MOVd ANV 40.0.E NIHIIM NOLIVAVOX3/ONIHON3U1310N X 1N3W30V1d ONV S3ZIS M30W311 3IIS 3H11tl SNOLLIONOD 1105 5 53 55tl Ol H33NI9N3ltlOINH331039 031intln0 tl ONI1ln5NO3 SON3WW033M UV10S IOH '9NOILIONO0II09i01BnMN1i1 NOLLVONnDi3HLJOH1d303HINVH1H3iV3HOHOD1ltlnD33ONViS10Mtl310WnWINIW X SNOLL03NNOD 03013M V IIN3WW0I3111101111'SNOLL10N00 AIDS 1001•10131VI NI:11101111140111011009 1tlWH0N.101 NOILVINnOi 3H1 X SDOS H1ON381S HOW i0 NOLLtlIIVISNI O JO 39033H101 H3M3M13HI JO 30a33H1 WOHi Htl313.U.E iO WnWINIW V SON311W0031d HV106 IOH'NOLLVONnoi V 8V3N % NOLLtlOHLLN3a1ltlIH3LtlW HOIV SI NMOM IVDIH1D313 MOi 9NIHON3HL 3U3HM S3SV3 H0i'SNOILVONn0i 8tl3N ONIHON3M11Nn000tl O1NI 3MVI ION 00 ONV'SNOILIONOD 110S 03BMnISIONn Mnssv SNDIS3011V'9NILS3101313 WOMA VIVO HOIONV SIHOd3H IVOINHO31030 N01 03M3 WnNinnitll13319 ivi n10nmis C031iI1U33 NI 03Nnin0 S311N3d0Ud 110S NO 03SVO SNOILVONn0i 3AILVNH311V aNV 311dN3AIUO SN9183a ONI'MVIOS IBM 'L _000N01530 it61 61� UIM111>ll fdINIWa101NM1 Af Z 'SNOILVOIi103ds S,H3Hn10tlinNM UO'ONtl X H1W 30NtlndW00 i0 NOLLtlWMHNOD aNtl NOLLtlDIHLLN3Ol SltlIH3 IU31M tlW 8311li0 3M aM II WI+NIffrtl6YYr• t.n..nuueuo)n. p 6 SONVAVUa N01930 H3d S110B HOH3NV N010NV SNOLLvaNn0i i01N3W30V1d MVNIOH00D 11VHS M013VM1NO M3T1ViSNl '9 X 3U3HStlM ONV S1nN'91108 i0 NOLLVOIALLN301 IVIM3LVW-SIMS RLEMU1S H91H dip Cn e 17 O v 'S1SOd N3AIU0 HO/ONtl SNOLLtlONn0i HIMALnIBLLtldW03 NOISOUH009NIA31U3A MOi 3l915NOd53H SI U3WO1SnD 'S X NOliVOHLLN3011VIH31VW �, ? O 3I001H3d SnonNLLNO3 NOLLVOIHStli WONIWn1V11331S ItltlN10nU15 N I lyi _ ' NDLLtlaNnDI ANtl 10 NOILVl1tl15N101 HOIMd NOIS30 N..I.Nn.A NOi 31BISNOd53M ONW3M 10 U33NION SIWH31 3 UOIONtl H33NI9N3tlY1 90L131OV1001 rIVOINH03103001031HOd3U 36TVHS 3NOLLIONO0110S NI SNOILVINVA'UV109 IBM AS 03WH0iU3d 9123101313H0 ONtl i 13SN3dX3S,H013VML MI I A!30I O '3l9tl 3IO L039N103UN13N159 Nli N3151SNODS H13U tl3H311tl Ntl tlA0W3H A13SOd9nd N33810N 3AVH NOLLOnM15N0D ONIMna SNOLLIONOO 1105ltlNli 0NIAlM3A HOJ 31GlSNGdS31J SI 113WO1Sn0 10 ,NI 1lnSM AMONOIL01051Hnr 1V3013H1 ONV OH003U i0 U33NION33H101,03IHOd3U 3B 11VHS 5310NVHOS10 38H00013tlnlltli S310Ntld3H0510 i05NOLL33HH03ONV SNOLL03d9141 i0 NOLL31dW039NLLON 0301AOHd 38 lltlHS SNOIL03dSNl i018Od3M lVNli V ONV 3UW13011WHS SNOIL33HU00'HO10VH1NO0 3H1 i0 NOLLN31LV 3H1011H9n0U9 C 1331S 131119 09 3 0V89919V WISV:1331S 9NIOHOJN13H 'f 39 A13IVI03WWI 11VH9 S31ONVd3HDS10 IIV ONV ANV03ulno3H Stl NOILDIOSIHnr ivOOI ONV'OHOD3U i0 U33NION3 NNIHHSiION'WOWINIWIEd 000E SNOIltl01H133d51n000 Z 'M3NMO 3H10103HSINMni 3911VHS SON0038 SNOLL03dSNl 11V i0 SON003H 133M 11tlHS SU0103dSNl 1VI03dS 't tl � ' a ■ Tloign3M3NAA0 3Hi AS OIVd 3SIMH3HLO 0310N SS31Nn.C:N3AO0 WnNINIW Wn"ixvn NE3ZIS 31VO3H99V %9S 1N31NOD NIV 533i ONV S3SN3dX311V HIM NOLL03dSNI IVNOLLIOOV NV NI llns3H 11IN1 NOLL03dSNI HOi NOL.V3HILON 3HnivvuNd E SISV11VU HOi SAVG 9Z @ WnWINIW ISd 000t NO SONILOOi Mai SAVO 9Z @ WnWINIW ISd 009Z HLoN3UIS SNOLLV0Ii133dS 313MONOD 'L 3SN3dX3 S.H3WO15nOISH314MO 3Hi IV NOLL33dSNI JO 3SOd9nd BLOZSI-ZO NO NVIOS ISM 31-11 Had NUOM 3AOW31d 019NIAVH H3WO1Sn3/H3NMO NI ll1153M AVVI U0103dSN11V103dS 3111 A31LON 013Hnl1tli Z AS 03NUOiU3d S19310131J ONV S3n1VA 319VMOTlV 31300 WnWINIW 03WnSSV NO a3SV8 SI NOI530 NOL.VONn0i 3H1 313UDN03/SNOI1tlONn0i IVAOHddV S.HOI03dSNl IV103ds 3111 U31:V AINO NHOM 31-11 HIM 03330Ud ONV U0133dSNI IV103dS 314101 NORVOliLLON N3dO8d 3MO Ol ALIIIBISNOdS3H S.M3WO15nOM3NM0 'Mina NOLLtlIIVISNI 314 L 5111'NOIL3I051Unr IV301 ONV'S1N3W3IJInO3U 3a00 ON10lInB 3H1'S1N3Wn00013VM1NOD 3HL HLIM Z-W9801-W01300W Utl109 IBM IS31tl13H1 83d 03n0U01 ONV 0311ViSN130 IItlHS 3UVMOUVH ONILNnOW 31n00W Ad 11V 'C AldW0311VHSN01133dSN13H1i01N3LX33H1'H31NOisnM3NMOAea3NIVi3M3611VHSS8OiD3dSNIIVI03dsllV L '3SIMH3H100310N SS31Nn 133129931NIVIS 3911VHS 531na0W Ad 914111411011 80A a35n 3HVMOUVH IItl Z 31OV1 aNV 6310N ONVAO110i 3H130n10NI 11VHS NOLL03dSNI WnWINIW 'NOLL01as1Hnr ONIAVH ALIHOH1nV HOIGNV M3W01SnOM3NM0 AB 03UlnO3N SV'MtlIOS IBM AB 038I11038 ION NONO3dSNl IVI03,S 'SONlmvwa NO a31V3IaNI 9ZIS ONV 3dA13H13811VHS 5110E 11V I 6t6i-6t-t SNO1103d5M al3ld 1tl103dS ' :SH3N313Vi 9n03N%ll33SlW '9133H5 tl1tlO 31na0W Ad 03HSINUni U31011015n39NIH01tlW ION 5311100W .w+',.• t 't1,0, 3SIM83F LO 0310N 3S31Nn Ad 03HSINHni 013n0 S91ONVd380Sla 1VN01SN3W10 31n00W Ad HOi 31SISNOd531A ION SI MVIOS IOU Htl10S ION 01 6ZCZi AiSV H3d 38 11VHS ONIZINVAIVD 03dd10-lOH:(3HVMOHVH ONILNnOW 311100W ION)3UtlMUMVH 1VHn13nM15 iiv 3 0301AOMd(S)13311S viva H3iM 3IIS 0103H3An30(SM1100W Ad 3HL IVH1 ONIAA1113A HOi 31915N0dS3M SI H3noi= �Q''.�L•� 'WNWINIW 060-C59tl W1SV HLIMAIdW0311VHS S1VIH3IM 03ZINVAIVD-3Hd S "H3WO1SnD 3H1 As 0301AOMd(S)133HS VIVO 31n00W Ad NOW 03N01530 SI 13S NOIL0nH15NO3 HV109 IBM SIHI '6 3JNVwa032f3d 80183dns Hilts ' IVW1SV d3d3011VHS9NIZINVAIVO03dd10-101-1 S3dVHSivvn10nuis 'V simvd avios wnlwiw 'ALNVUHVM OIOA AM aNV SOVOI 3An MOi 03NO1930ION 3HV S31n00W Ad ONV SNOILV31i133dS ONIZINVAIVO '9 38n10nus MOVU"3WIL ANtl IV(S13NVd wt909)S31n00W(Ad)3IVi1OAO1OHd NO ONVIS NO d31S T1VHS 13NNOSU3d ON �O �"•>rsv<� '351M83H10 0310N SS3114n 83183S 013 38 11VHS S300U10313'I'lll SMtl-SNOLLV31i103d6 '311S 3Hl IV SNOLLIONO3 A13AVS NO 13NNOSH3d 83H10 i0 A-DAVS 3HL UOi ALnIBISNOdS3H ON SVH 1ng S El I N D S :J S,A131009 a13M NVO18AWtl 3111 i0 NOISM3A 1S31V131-11 HLIM 30NVOM003V NJ WO 3911VHS 1331S AO DNIO1311A 11V 'S A13,VS NMO SIH 80i 318ISNOdS3M 8I83314101433H1311S NO N3HM'SHnOH ONINMOM ItlWHON 010311Wn 30 ION ANtl 7 A1SnOnNILN00AlddVIllMIN3W3MIn03HSIH1 NUOM3HLi030NtlWHDiH3d9NItlnl1ALH3dOUd ONVSNOSM3d TlVAO ZL ONOV�/��V S7— -S3nlVA 311 Mai NOLL33NNO3 ivvn13nus HOi 301nO NOLLtl11VISNI Z-00 UO tWO 1300W HVIOS ION 1531V1311101 H3i311 t A13AVS 014101110141311E Bar 31-11 i0 SNOIl10N00 UOi 31GISNO693H A13131dW000NV A131053a-nm HDIOVILLN003H1 �L 'Ina H31nl3 HLWI 11180033dS 31OVIUVA 0NLL3VdWhNON'XVR MIM 00SZ V ONISn 0311VISNI 39013UV SM31ADS A31 E 'SIVIH3LVW 30 NOLL33M3 NO NOLLV11V1SN1 �1`d�dNlMl »�l Ol 8018d H33NIDN3 3H101 031tl0,138 3B VA 11VHS S1N3Wn300 N01930 3HL III S313NVd3M0S1O NO SNOILIONO3 CO'N n 1V3ldAI)LOEV NISV SOON HOHONV '9 03I03dX3Nn ANV'SNOISN3WIa ONV SN01LION00 ONILSIX3 11V Ai183A ONV 3MnSV3W 0131A 11VHSM013VUINO3 9 SS 30Vb0 C59tl NISV 39V91H9fV03WHDi-0100 'i IV3SlVNOISS3i0Ud ° 03ZINVA1tlO-2N31ZI# :SM3U05 -3 '11MOVNINOO AS 0313313S NOILOnH1SNOO 930tl8O6Ztr3vs (0'Nn'dA1).10B 0131i '0 i0 S31411030018d NO S33N3nD3S'S3n01NH031'SOOHI3W'SNV3W 31-11 MOi 3191SNOdS3N 39 ION 11VHS 14331419143 'S WnWINIW ISN OS=,J.D 2aVN0005VWlstl :S3AVHS HV1nen1 '0 9190ZVZ'ELS:XvA 9Ctl AiSV S3Ltlld 'O '0131i 3H1 NI SNOLLIONO3 ONLLSIX3 NO/ONV 1S3nD3H H3d 30NVHO 01103renS SI 1n0AV1 't - ISOZ'ZI'Z'ELS WnWINIW ISM SS="i'SS 30VN0 ZLSV NO Z66V WISV S3dVHS 03110M 'tl ' \\ .•1 i'�',i LIZSJ,HO'11VNNIONI3 '013H NI 03HIU3A 3911VHS NVId NO NMOHS SNOISN3W10 E 133H1S 3NIA EISS S1VI831VR "Z ,ieaaa.sued,­Bl­ 'NOLLOnH1SNOD 901N3W33N3WW0301 HOIUd 031JIH3A 3911VHS S31111W1 ONnOMOH3aNn i0 NDLLV301 Z u eta./ is N sielos laloy S113BW3W 1VMn10nMLS 1331S 03WHOJ-0100803 SNOUV313103dS H Y O�'I Sal ISIVi0NOISH3A1S3iVl OIWUOiNOOIIVH5SNOLL33503WHOi-010039tl91HO11:NOLL3nHisN031331SiO ivnNVN. SNOlIV3H133d5 l.NOISU3A 1531V13111 HIM 30NVOMODOV NJ 03103H3 ONVO3IV018Stli'U3NOIS303011VHS 1331S 1vtln10nM15 iiv 'l 133rOHd 3H10NV 3003 NOILOnNISN0031GV011ddtl 3111 i0 S1N3W3HInO3N 3H101 WMOJN0311VHS A80M IItl I 139131tltlnl0nU13 :AL3iVSIN0113nMLSNO3nVU3N30 r S310N 1VM3N39 S133HS NOI1V01=1103dS 3-inaOW LL OL $ 9 11 19 9 10 1E IZ I 2 g 4 5 6 7 8 9 10 it RBI SOLAFi roim som,seryk.o..a�'raw�ea� H ms�iauo�•aans•a.om,s.rK. 5513 VINE STREET CINCINNATI,OH 45217 513,242,2051 FAX:513.242.0816 o PROFESSIONAL SEAL 41Y•-3 7/L' APPROXIMAtE ,Y`�, - G i 2-19-2- F r o a 0 J ! Frm '0 O 0 O Z � i Up lj � R�'4aa 1 a �D 3 5} ;X S n� .p o RELEASE RECORD ^p i 08 02/18/19 100%SUBMITTAL R2 ttFF 07 0128110 100%SUBMITTALRI ; O6 0122NB 100%SUBMITTAL A 05 0121119 90%REVIEW R2 6 { 04 01/16/79 BO%REVIEW RI 03 01/15/19 90%REVIEW 5 02 01/15/19 75%REVIEW �Zb _ 01 01/04/19 50%REVIEW MARK DATE DESCRIPTION o PROJECT INFORMATION g TITLE 8 ADDRESS: ` B ARLINGTON MICROGRID R Y �t 17601 59TH AVE NE, 1 S ARLINGTON,WA98223 RBI SOLAR PROJECT No: { 1930005 m DRAWN BY: REVIEWED BY: c w g CCS JMF/DV t a SHEET TITLE: A 5 SITE PLAN j a t SHEET No: 9 Al OVERALL SGO03 ; SITE VIEW 1 2 1 3 1 4 1 5 1 6 1 7 1 8 1 9 10 11 1 2 3 4 5 6 1 7 1 6 19 10 11 RBI SOLAF Tokl Soler Servce N.c -FeGipe IncUl6Ypn'Pc4c'Pepei,Servce 5513 VINE STREET CINCINNATI,OH 45217 513.242 2051 FAX 513.2420816 o PROFESSIONAL SEAL All Alt Ala A14 AIS Alb All AIB Alt AIIB I I I I 1 f { t { t t f t t f f f t } t f f t so l .9VIP2 I 4P2 l I 4P2 I 4P2 4P2 5P2 l 5P2 5P2 4EP2 4WP2 5P2 5P2 I 5P2 l 5P2 l 5P2 5P2 4EP2 l I I I I I I I I I I I I I I I I I R to CB CB CB 6" CB CB CB 9, I 24ACrnEMoOULEs I I I I I I 1 I I I I I I I I I I I I I I I I 4WP2 i 4P2 i 4P2 i 4P2 i 9P2 i 5P2 i 5P2 i 5P2 i 512 i 5P2 i 5P2 i 5P2 i AEP2 i i 4WP2 I 5P2 i 5P2 i SP2 i 5P2 5P2 i 5P2 5P2 i dP2 i 4P2 i 4P2 i 4P2 i 4EP2 2-Lv-Loa CB CB CB 6" CB CB CB 247 ACTIVE F AIOOULES I I I I 1 I I I 1 I I 1 I I I 1 I 1 I I I 1 I I I 1 3 { „ E— —� iWP2 4P2 I 4P2 4P2 I 4P2 l SP2 5P2 I SP2 l 5P2 I SP2 I SP2 SP2 l 4EP2 4WP2 I SP2 5P2 l SP2 SP2 l 5P2 I 5P2 l 5P2 4P2 4P2 I 4P2 I W2 gEPQ V\ I I I I I I I I I I I I I I I I I I I I I I I I I I I f 161 Il)AGTB/E YODlILES I I I I I I I I I I I I I I I I I I I I I I I I a ,sPAR(IIODU[f — i f t f f t t i i f f f i I �Vd2 I /P2 4P2 I 4P2 I 4P2 I 5P2 i 5P2 I 5P2 I 5P2 I 5P2 I 5P2 5P2 I 4EP2 I 4WP2 I 5P2 I SP2 I 5P2 I 5P2 i 5P2 i 5P2 5P2 I 4P2 I 1P2 I 4P2 4P2 I IEP2 � J CB CB CB 6" CB CB CB ji Z LL O IOACIIVE YOOULES I 1 I I I I I I I I I I I I I 1 I I I I I I 4WP2 i 4P2 i 4P2 i 4P2 i 4P2 i 5P2 5P2 i 5- i SP2 i 5P2 i 5P2 i SP2 I 4EP2 I 4WP3 I 5P2 i 5P2 i 5P2 i 5P2 i SP2 i SP2 i SP2 i 4P2 i 4P2 i 4P2 i 4P2 I 4EP2 O CB CB CB 6 CB CB CB � I I I I I I I I I I 1 I 1 I I 1 I I I I I I I I I I I4]AQIIVE AgOI2LES — j C OiBPARET 11AE D x 3 I 1MP2 I 4P2 I dP2 4P2 I dP2 I 5P2 5P2 i 5P2 I 5P2 I 5P2 I 5P2 I 5P2 I 4EP2 I I 4WP2 I 5P2 I 5P2 I 5P2 I 5P2 I 5P2 I 5P2 i 5P2 I 4P2 i 4P2 I 4P2 i 4P2 I 4f72 Y\ F o RELEASE RECORD GB 16K _ I B T�P {OA nRcE•TYA -_ III tII tII tIII fIII fII fII tIII fII fII tIII tII fIII {III tI tII tII tII tII tII tII tII fI tII fII {II tII fI tII f .TOTAL 42 4P2 4P2 4P2 P2 4P 4P2 /P2 4P2 9P2 4P2 4P2 4P2 4P2 4P2 4P2 4P2 6 SPARE MODULES TOTAL 1626 II /TP2 fII aEpe II — ttt MODULES TOTAL OB 02/18/19 100%SUBMITTAL R2 t C 07 01128119 100%SUBMITTAL13I O6 0122/19 100%SUBMITTAL OS 0121119 9D%REMEWR2 04 01/16/19 9D%REVIEWRI s03 01/15/19 90%REVIEW 02 01/15/19 75%REVIEW II 01 01/04/19 50%RENEW t MARK DATE DESCRIPTION � r LEGEND X-BRACE SCHEDULE POST SCHEDULE BAY SCHEDULE o PROJECT INFORMATION R B X' SYMBOL REPRESENTS srlAeoL DESCRIPTION SETS DETAIL SYMBOL MARK DESCRIPTION LENGTH PIECES DETAIL BAYS PURLINS TITLE B ADDRESS: X'WIOEROWBREAK ce 25TMNDSOF22'-0'LONG3/16'GALV 7x19 DETAIL ARLINGTON MICROGRID Rfj PER DETAIL GlISG301 43 C713C501 A ROLLED C8x3 17R' 191 AUSG301 TYPE OTY. POST-POST DESCRIPTION MARK #/BAY PCS. W1flE POPE WITH 2GRIPPLE DAWIRE CLAMPS 'X'H X.k DENOTES BLANK SPACE NOTES. Iao ROLLED CBX3 EQUIPMENT POSTS(FIELD LOCATE) IZ-W 17 ElISG201 3P2 2 SEE BAY PLAN REC760Tf2SM2 PORTRAIT MODULES 3WIDE x 2 HIGH AND Z7 4 6 AUVSG301 OR NON-FUNCTIONING I.X4RACMIMAYBE WOMEASTORWESTONEITIBAYAS NEEDED PER PUN SRD'TRT `( N MODULE iROLLE0 CBX3 EQUIPMENT POSTS(FIELD LOCATE) 14'd' 3 A115G201 4EP2 14 SEE BAY PLAN REC360TP2SM2PORTRAIT E54WIDE x 2MGNWDNI Z4E 4 % C101SG307 1760159TH AVE NE, F CANRLEV RFABT SIDE AND 70D'19-T POST SETTIRONOTES flLC3B0TT251AR PORTRAIT AND 000LE5 4 WIDE x 2 MGH AND AR LINGTON,WA 98223 1.ALL PoST dLEHNOMS SHOWN ARE CENTERUNE TO CENTERUNE OF POST 4P2 68 SEE BAY PLAN Z4 4 272 E1015G301 2,REFERENCE DETAIL A65G301 AND SHEET SG201 FOR ADDITIONAL INFORMATION ON REQUIRED POST EMBED 300•TILT } AEC38OMSM72 PORTRAIT MODULES 4VRDE x 2 MGHWITH 1 OEPTHs. 4WP2 14 SEE BAY PLAN CANTILEVER WEST SIDE AND 300•TILT Z4W 4 56 G101SG301 RBI SOLAR PROJECT Na,: 3 P061 L TH IN0 A i VA R i LOW FORT „41 VARW REC380TP'ZSM7ZPORTRAIT MODULES 3 WIDE x 2 MGH AND 1930005 5P2 79 SEE BAY PLAN Z5 4 316 GBISG301 3a o•nLT DRAWN BY: rREVIEVVED BY: O1 NOTES THIS BAY: CCS JMF/DV f 1 PURLINS ARE 23/4'x Tx 23/4'ZEE 16 GA GALVANIZED UNLESS NOTED OTHERWISE, p g 2 TOP CH0 RDSARE128518'xV.43/4'CEEI4GA GALVANIZED UNLESS NOTED OTHERWISE SHEET TITLE: { WW 3.LOWER KNEE BRACES ARE 42 5/8'x 2'SO,15 GA,GALVANIZED UNLESS NOTED OTHERWISE. 1 FO A 4,UPPER KNEE BRACES ARE 7315/16'x Z'SQ_15 GA.GALVANIZED UNLESS NOTED OTHERWISE L B COMPONENT LAYOUT F d I Al SHEET No,: f �r r� SG101 COMPONENT LAYOUT 1 2 1 3 1 4 1 5 1 6 1 7 18 9 10 111 1 2 3 a 1 5 16 7 8 9 10 61 1. RBI SOLAR H Tulel solar S...e Daum•Feae- Iwlnllahon'Pails'6eeea Semce 5513 VINE STREET CINCINNATI,OH 45217 513 242.2051 FAX:513.242.D816 RACK STRUCTURE AND PV MODULES BEYOND o PROFESSIONAL SEAL 1xrNR.pM Nht•IDFtYM io•araucllaW WMMNIga• • / I I I LINE OF IN VERTER/COMBINER '' �• ' / I I BOX AND SUPPORT • I/ STRUCTURE BY OTHERS / III � I I � .•.. / b I ` %tl -L s... SUPPORT POST FOR �AAL INVERTER/COMBINER BOX I I I I 2-19-2019 TO MATCH ADJACENT RACK POST.SEE COMPONENT I - / I PAC STRUCTUREI I LAYOUT FOR LOCATION I J K AND PV MODULES GRADE SUPPORTPOST FOR F GRADE INVERTERICOMBINER BOX NI LINE OF INVERTERICOMBINER BOX AND SUPPORT STRUCTURE BY OTHERS SUPPORT POST FOR INVERTER/COMBINER BOX F MILD LOCATE I I_ FIELD LOCATE FIELD LOCATE NOTE: O EQUIPMENT POSTS SHALL BE FIELD LO AN" EQUIPMENT CONTACT DURING AN EARTHQUAKE.DISTRICT APPROVAL IS REQUIRED FOR FINAL LOCATION NOTE: O [ RACK STRUCTURE AND PV NODDLES SHOWN ARE FOR j E ILLUSTRATIVE PURPOSES ONLY,ACTUAL COMPONENTS MAY VARY. Q O 0 SIDE VIEW REAR VIEW LL E7 1/aCp1-0• STAND-ALONE ADDITIONAL POSTS FOR SINGLE INVERTER/COMBINER O [ i oD 2 'S EjCL LINE OF INVERTERCOMBINER BOX AND RACR STRUCTURE AND PV MODULES BEYOND Z o RELEASE RECORD SUPPORT STRUCTURE BY OTHERS 8 02/18/19 14104EUBMTTAL1* C i� I I I �_ I 07 012 %V8/19 lW WTtALRt • / O6 0122/19 lamsL w LINE OF INVERTERICOMBINER AND PO I I I I ( 05 0121/19 MIENEWR! STRUCTURE a / CTURE BY OTHERS 04 01/16/19 TO7<REVEWRt a[ 03 01/15/19 W%AEAM s / 02 01/15/19 lSYRE1IEYII SUPPORT POST FOR L I INVERTERICOMBINER BOX TO MATCH ADJACENT RACK L POST.BEE COMPONENT IWM DATE DESCRIPTION LAYOUT FOR LOCATION RAC STRUCTURE I II K J I I J AND PV MODULES D PROJECT INFORMATION LE GRADE� GRADE B I TITLE 8 ADDRESS: � ARLINGTON MICROGRID SUPPORT POST FOR SUPPORT POST FOR S INVERTERICOMBINER BOX INVERTERICOMBINER BOX 17601 59TH AVE NE, §O Te SUPPORT POST FOR INVERTEIUCOMMMER BOX ARLINGTON WA 9 223 FIELD LOCATE ILOCATE I I FIELD LOCATE RBI SOLAR PROJECT ND.: t '^ E T FIELD LOCATE FIELD LOCATE 1930005 DRAWN BY: REVIEWED BY: a CCS JMF/DV a NOTE: SHEET TITLE: 1 W RACK STRUCTURE AND PV MODULES SHOWN ARE FOR E O A ILLUSTRATIVE PURPOSES ONLY.ACTUAL COMPONENTS MAY VARY REAR VIEW F d SIDE VIEW ADDITIONAL POST j SECTIONS&ELEVATIONS E SHEET Na: i w Fs- SG201 y,A.=1% STAND-ALONE ADDITIONAL POSTS FOR MULTIPLE INVERTERS/COMBINERS 1 4 2 1 3 1 4 5 6 7 8 9 10 11 1 6 7 8 1 9 10 11 T•1 15710' POST t TO POST t 16'AD 5/8" 13'S 1/6" d POST d POST LENGTH DETERMINED BY LENGTH DETERMINED BY r PV MODULE DIMENSIONS PV MODULE DIMENSIONS A IN PORTRAIT pRIENTATION "1 112 PORTRAIT ORIENTATION - POST WEB POST WEB POST WEB POST WEB RBI SOLAR H TOrelsme,sem".o..,o"•F.e,Kma� —[ I..�lbb-•%d.•Re .,serve. ZS(4) ZCW 141 5513 VINE STREET CINCINNATI,OH 45217 513,242.2051 Z5(3) Z4W(3) FAX 513.242.0876 o PROFESSIONAL SEAL Z5(2) Z4W(2) 0-MODULE TO MODULE GAP Z5(tl Z4W(11 ACTUAL OAP MAY VARY. G 2"ABSOLUTE MINIMUM NOTE:COMPONENTS SHOWN MAY VARY FROM ACTUAL CONFIGURATION SEE INDIVIDUAL BAY PLANS THIS SHEET FOR MORE DETAILED PLANS ` G1 TYPICAL Ga 5P2 G10 4WP2 ROW BREAK DETAIL BAY PLAN VIEW ,A-T-0• BAY PLAN VIEW t 1eU1AL� " HJA4 I.u'e t t' 2-19-2019 13'£1/B" LENGTH DETERMINED BY PV MODULE DIMENSIONS IM PORTRAT ORIENTA110N POST WEB POST WEB F _ t1'3 W1B- I >D 0' Z413) � � I ■ ZPURLIN Z4(1) O Q E PURUN �1 BRACKET Z4(1) _ ice-- X CHORD LL j ,�a1� ' ♦♦ i E10 08 4P2 �,,c ♦ __ _' ,;,°_"-0• BAY PLAN VIEW O ► 1 w LENGTH DETERMINED BY I^ 1 PV MODULE DIMENSIONS v ! 114 PORTRAIT ORIENTATION i 1 4 POSTWEB POST"" D11.3 to / ; I I i Z4E(4) E Z4E(3) o RELEASE RECORD A KNEE pl — BRACE a<� + AT I I Z4E(1) 0B 02/1 B/1B 10BASIRWTIµ RT i ' AS I MOUNTING — ; L+ 1 POET 07 01/20/19 101 RI 4 06 01/22/19 100RS MITTAI 05 01l11/19 WNREV"112 a 04 GRADE 01/16/19 W%RCIIEWRI uNEaF c10 4EP2 >? 01/15/19 WLREMEW i $ I I I HC,-0• BAY PLAN VIEW 03 22 01/15n9 FARE" 01 01/04/10 SDYREYEW D t NOTE: 10'-1 8 /16" MARK DATE DESCRIPTIONIMA PRIORY FOUNDATION IS DRIVEN PILE,REFERENCE 1 LENGTH DETERMINED BY SG302 FOR ALTERNATIVE FOUNDATIONS �` PV MODULE DIMENSIONS pt[ �I IN PORTRAIT ORIENTATION o PROJECT INFORMATION S w [[[ R B I I NOTE I POSTWEB POSTWEB j a TITLE 8 ADDRESS: D IVENP POST EMBEENT ISDMENT NOTACHIEVEH REFERENCE V i DRIVEN PORT EMBEDMENT NOTES ON SHEET SG002 ARLINGTON MICROGRID I o z3(4) tf � ~ f Z3(3) 17601 59TH AVE NE, NOTE: I I n ARLINGTON,WA 98223 1 ZPURUNS AM A 64 HAVE RAISED MODULE MOUNTING SLOTS.(REF.E7/SG501) - - - - 2 ZPURUNSf2 t ll3HAVE FLAT MODULE MOUNTING SLOTS.(REF.E7/SG501) 11 g Z3(2) RBI'OLAR 7930005PROJECT No.: DRAWN BV: REVIEWED BY: aIT Z'(1) CCS JMF/DV j 5HEET TITLE: [1 h ` a RACK SECTION 1 &BAY PLAN VIEWS 1 Al DESIGN A10 3P2 SHEETNR: ` 6_LE S G 301 _,-0• RACK SECTION w;-0 BAY PLAN VIEW 1 1 2 1 3 1 4 1 5 18 7 8 91 10 n 2 1 3 4 1 5 1 6 1 7 1 6 9 10 1 11 SPREAD FOOTING SCHEDULE TYPE LENGTH WIDTH DEPTH REINFORCING PARALLEL TO REINFORCING PERPENDICULAR TO POST WEB AND POST CUT-OFF POST WEB AND POST CUT-OFF RBI SOLAR H ALL F 3'x T-9' f-0' 144N BPS Us OR(4)YS MRS AS (6)04 BARS TSB OR(5)N5 BARS TSB Tolel sokr servwe oeciP�•Febweiwn Inalnlmhon•Pails•Pepae serves 5513 VINE STREET CINCINNATI.OH 45217 513.2422051 FAX:513.242.0816 NO R F NO to NwK r Wmwu co—YEV o PROFESSIONAL SEAL A4 CONCRETE FOOTING t1„N POST PER POST SCHEDULE ON + ,° °-� C7—t Q COLIPONDRR LAYOUT s1IEET(a1 JGJ� O'CENN/EPBABRA9Of ; O-` IG I J 2-19-2019 FOR ODD MOF BARS,BOTTOM 2 CENTER BAR STAYS g CENTERED AS SHOWN I _I I °I O w / PARTIAL LENGTH OF EXCESS I ? VO POST CUT AND BOLTED TO F- J5 6aTT0M OF REMAINNO POST I + O `` WI(4)012'x 1 1/4'BOLTS AND n❑ O` (4)12'WASHERS IN 5'x 5' aSQUARE PATTERN OR APPROVED EQUNALENT F W -IjWv + z w II p CI Z 0 ' I_ LENGTH _I O REINFORCING PERPENDICULAR TO POST 15E0 SEE SPREAD FOOTING SCHEDULE j E NOTE: REINFORCING SHOWN MAY NOT REPRESENT THE ACTUAL REINFORCING REQUIRED I� 0 SEE SPREAD FOOTING SCHEDULE FOR REQUIRED REINFORCING. LL PROVIDE MINIMUM T COVER FOR ALL REINFORCEMENT Z E4 ES = +l PRE-DRILL&DRIVE DETAIL 7.. COLLAR FOOTING PLAN ;' . SPREAD FOOTING PLAN O a t PIER FOOTING SCHEDULE TYPE DIAMETER DEPTH POST PER POSTSCHEOULEON CQYR11kNf LAYOUT 6NEET SI D OPER PIER ALL 1'-0' 6'-0' CONCRETE FOOTING 'o GRADE EXCESS POST CUT-Off 5 OD ING SCHEDULE REINFORCING PER FOOTING SCHEDULE HOLDTIGHT TO TOP S I Z •` VO BOTTOM OF HORIZONTAL �RFo o RELEASE RECORD III SeCwm V� POST CUT-OFF p UT I POST PER POST SCHEDULE ON COMPONENT LAYOUT SHEET(S) TO A CONCRETE FOOTING e PLAN I LENGTH PER SPREAD FOOTING,SCHEDULE 00 02/18/19 1OSY SUBWTTAL R1 I (LC POST PER POST SCHEDULE ON 07 0128119 10 B518SftAL RI t COMPONENT LAYOUT SHEET(S) Q O6 0122/19 100%SLRiRTTN GRADE OS 0121HB fq>a RxVILWR2 a C4 CB 04 01/16119 W%REVRWRI f 03 01/15/19 W%REMDN ` s Fo COLLAR FOOTING SECTION SPREAD FOOTING SECTION 'n w WARN DATE DESCRIPTION •�• I'• 4'F POST PER POST SCHEDULE ON 1 C0WKKMUYWSHEETRJ o�• CONCRETE FOOTING PROJECT INFORMATION wO O m B I•••I CONCRETE FOOLING yIW I I TIT E%LESS POST CUT-0FF ARLINGRLINGTON ON MICROGRID ry Is F - yl REINFORCING PERSCHEDULE HOLD — I I — — FOOTING SCHEDULE HOLD TIGHT TO TOP B BOTTOM OF � �1= � 5 -- Fc 1760159TH AVE NE, ' GGO HORIZONTAL POST CUT-OFF Ii '!I —� n �o w ARLINGTON,WA 98223 JyV AND MAINTAIN MIN COVER _ 4a y O U N N RBI SOLAR PROJECT No: C 193D005 C! m SCHEDULE 3• REINFORCINGLENGTH=(OVERALLWDTH-6") 3 DRAVMNSY: REVIEWEDBY: SECTION CCS JMF/DV 1 a MAX_CUT-OFF POST LENGTH=OVERALL WIDTH-Sl ' �w M .CUT-OFF POST LENUTH-3'4V SHEET TITLE oA NOTE:CONCRETE PIER DEPTH SHALL MEET OR EXCEED DESIGN ALTERNATE E u EMBEDMENT.BOTTOM OF STEEL POST MAY BE RAISEDA 1NDTH FOUNDATIONS p MAXIMUM OF I'-0'ABOVE DESIGN EMBEDMENT AS REQUIRED. PER SPREAD FOOTING SCHEDULE DETAILS&SCHEDULES Al A4 A9 SHEET No.: 7!%,' PIER FOOTING DETAIL 4• COLLAR FOOTING SECTION "",`. SPREAD FOOTING SECTION SG302 ? 1 12 1 3 1 4 1 5 1 6 1 7 B 9 10 If 11 3 4 5 8 8 9 10 11 NOTE: EXTENDED POST TOP ASSEMBLY TO BE INSTALLED AT THE FIRST AND LAST POST OF EACH CONTINUOUS SECTIONS I O LA H Talel Sok�Remce Dec,9n'Fahrralwn Inclal66on•Pa4c•Repel,Servee 5513 VINE STREET TOP CHORD PER CINCINNATI,OH 45217 0 BAY SCHEDULE 513.242.2051 FAX:513,242.0815 31B'x 5'HH GALV, THRUO &NUT 10 GA.GALV.TOP o PROFESSIONAL SEAL CHORD MOUNTING NUT BRACKETIS7221JB1 A9 l BOLT S NUT I2GB37X125HH] ———————————+ [12J 31B'GALV WASHERS 1 I PV MODULE P. ftYLL ! 1 1 114'x YX075HS I �- —7pil — 1PSSB3/4'HH HAS1 �+ ��� � Z-PURUN PER BAY SCHEDULE (4)318'x3/4'HH GALVANIZED BOLT e, (2)10 GA.GIILV.EXTENDED NU T(TYP.)[2GB37X075HH]ORIENT POST MOUNTING BRACKET AS SHOWN TO ALLOW MODULE 4 -'eeV46 TIC WASHER I HARDWARE INSTALLATION (4)N12x 111V HEX HD RW25SSI 2-19-2019 TEK SCREW PORT PER [2GT12X125HH45] PV MODULE FRAME I (2)ETL CLASSIFIED LABELED PURLIN INSTALL ONLY AFTERBRACKETS PER ROW.INSTALLED AT POSTIBALLAST PGSTTOPASSEMBLY MODULEMOUNTINGSLOT ( ! EYE LEVEL AT BOTH ENDS OF EVERY SCHEDULE IS SQUARE (REFER TO DETAIL A75G301 I CONTINUOUS SECTION FOR RAISEDIFLATPURUN I j LOCATION) BOLT ORIENTATION SHOWN TO I Z-PURUN PER ALLOW PURLIN TO DE USED FOR BAY SCHEDULE WIRE MANAGEMENT PURLIN MOUNTING BRACKET TOP CHORD TO POST I� [97045-381 F5 1/4"SS.FENDER WASHER SCALE: [2W25SSFENDER] _ _ _ _ _ _ _ _ / TOP CHORD PER r•F4r CONNECTION DETAIL(EXTENDED) 1/4'SS FANGENUT 2J311'x5'HH13ALVANIZEO Z / BAY SCHEDULE PNUT25SSFLI THRU BOLT&NUT(TYP•) 12GB37%500HH] j� 0 t[ 2 TOPCHORDPER gSfT4 C J N0 BAY SCHEDULE TOP CHORD PER 2 O {j E lO1 BAY SCHEDULE / / 39'x 5'HH GALV SPACER SLEEVE AT /� K 5 THRU BOLT&1NUT 10 GA GALV TOP NOTE:TORQUE CONNECTION TO R-0, BOTTOM BOLT C) O V / e/ CHORD MOUNTING _ _ _ — _ _ _ _ _ _ _ BRACKET IS7221a111 GRADER MgGN1565 (6)311'x1114'HH GALV. POST PER ET PV MODULE TO Ee TRANSVERSE PURLIN - / COATEDBOLT&NUT BOLT&NUT[2GB37X125HH] POSTATALIAST SCALE SCALE: 0 12GB75X500HHI (12)3/B'GALV WASHERS SCHEDULE PURLIN CONNECTION DETAIL 5'=,,-0' CONNECTION DETAIL Yp GAL KNEE BRACE PER BAY SCHEDULE (2)1DGP GALV POST 1000 77 MOUNTING BRACKET (5707PJq` (2)4H2 x 11/4'HEX HD RACK STRUCTURE 777 TEKSCREW = 12GTIZX125HH451 CABLE X43RACING PER 1 INSTALL ONLY AFTER X-BRACING SCHEDULE. p D POST TOP ASSEMBLY TENSION UNTIL MIRE IS A7 = g IS SQUARE TAUT WTHN08LACK I POST PER D2 UPPER KNEE BRACE TO TOP D5 TOP CHORD TO POST SCHEDULE,TY SCHEDULE,TVP. o RELEASE RECORD CHORD CONNECTION DETAIL L",`n• CONNECTION DETAIL I � - I PLACE CABLE LOOP AROUND y LOWER BOLT BETWEEN E7 TVP YAAB�IERAlp P06T j SG501 1f4' LINE OF GRADE OR __ USE 114'THICK SPACING E TOP OF BASE PLATE A PLATE AS DIRECTED IN — INSTALLATIONMANUAL O& 02/18/19 100%SUBMITTAL R2 I 1 f �C 1 NOTE:%-BRACING IS LOCATED ON THE 1 PV MODULE(TVP.) 07 0128119 100%SUBMITTAL RI 1 O6 0127119 100%SUBMITTAL DOWN SLOPE SIDE OF THE POSTS. 05 0121/19 90%REVIEW R2 ' — KNEE BRACE PER 1 BAY SCHEDULE CT X-BRACING 1 I 04 01/16/19 90%REVIEW RI / / ,acp";-0• ELEVATION + O 0 (4)318'x 31C HH GALVANIZED 03 01/15/1B W%RENEW BOLT NUT(TYP) 02 01/15/19 75%REVIEW / TOP CHORDLEfl 3/4'x31/2'HHGALVANIZED F / I I [2GB37X075HH] K / BAY SCHEDULE BOLTB NUT I2GB75X350HH] 01 01/04119 50%REVIEW _ W/314'GALV.WASHER I2W75GALVI I I 'MRK DATE DESCRIPTION / 111 i POST PER (I II PURLIN PER o PROJECT INFORMATION ga, / POSTIBALLAST BAY SCHEDULE $B / POSTPER SCHEDULE _ I I TITLE&ADDRESSPOSTIBA : / SCHEDULE ST ARLINGTON MICROGRID PURLIN MOUNTING 31B'x 1 1/4"HH GALV.BOLT e I I O O I BRACKET IS7045 MI NUT[r0977XIM"WITH 3/B' BEHIND GEWASHER W370M w I I / 17601 59TH AVE NE, h314'x312'HH GALVANIZED X4RAC04a5CLkOJUE x £ ARLINGTON,WA 96223 BOLT&NUT12GB75X350HHI L BOLT BETWEEN POST b Yr X S ME AN M GRADE W/314'GALV WASHER A SHOWN d B MAGNI 565 COATED BOLT 8 W75GAL HH GALVANIZED ]; '8. NUT THRU BOLT B NUT C RBI SOLAR PROJECT Na193 KNEE BRACE PER KNEE BRACE PER W0005 (TYP)I2G037%SOOHHJ DRAWN BY: REVIEWED BY: BAY SCHEDULE - BAY SCHEDULE `a !! TOP CHORD PER CCS JMF/DV BAY SCHEDULE & w `L SHEET TITLE: t d Tp�tL,RN TUBEGALV SPACER DETAILS (27725DI AT EACH E NOTE: X-BRACING IS LOCATED ON THE DOWN SLOPE SIDE OF THEPURLIN BRACKET POSTS SHEET No: ` Az LOWER KNEE BRACE TO TOP AS KNEE BRACE TO POST A7 X-BRACE TO POST A9 BOTTOM BOLT LONGITUDINAL PURLIN SG501 ;;: CHORD CONNECTION DETAIL r;"r CONNECTION DETAIL 5C"LL CONNECTION DETAIL e;-0. CONNECTION DETAIL R'=1'-0' 1 2 1 4 1 1 6 1 7 1 8 1 9 1 10 11 — — — 6 1 10 11 RBI SOLAR PHOTOVOLTAIC MODULE CITY OF ARLINGTON °Ia 5°'.,serve ere°•`°°°°•°°° li•IeNelwn-Pe�z•Repae Servwe BUILDING DEPARTMENT 5513VINE STREET CINCINNATI,OH 45217 513.242.2051 GROUND MOUNT SYSTEM APPROVED FAX 513242.0016 o PROFESSIONAL SEAL DATE / BY °s RBI SOLAR RACK MODEL : GM-2 NO CHANGES' NORIZED . a L. UNLESS APPRO BY THE G FOR BUILDING-INECTOR A&R SOLAR . � ��WA� O I E PY 1_28_2039 AT F Digitally signed by Michael ARLINGTON MICROGRID Spurrier, PE Michael DN:cn=Michael Spurrier, PE,o, 17601 59TH AVE NE ou=RBI Solar, Inc, ARLINGTON, WA 98223e�eived Z k Spurrier, PEC=US email=mspurrier@rbisolar.com, JAN 2 8 2019 ��s 0 Q Date:2019.01.28 15:58:49-05'00' �ill`7 2� 2 J ! Ix 0 - — o SYMBOLS LEGEND VICINITY MAP_ _ SHEET INDEX Z A SECTION SHEET SHEET DESCRIPTION SG001 COVER SHEET O Wild IICI? SECTIONIO O` SHEEP NUMBER POf� C;rePI( SIXA2 GENERAL NDf0A1D0ULf8Mff1CAjM5NEM ICI NORTHARROW W 8 PeservF Rive' $Gm SITE PLAN 1 BONI COMPONENT LAYOUT 0 i Me irlolv,. I p DETAIL CO Ur1Ty P,I'k SG201 ADDITIONAL POST SECTIONS B ELEVATIONS ; y DETAILID SG301 RACK SECTION S BAY PLAN VIEWS , ED b SLEET NUMBER 9030 ALTOwT'E FOjwATIONSDEMIE B SCHEDULES 0 SO501 DETAILS I PRE G ELEVATIONLOCATION TITLE ELEVATIDNELEVATION6CALE: SHEET NULIBER i G o RELEASE RECORD p GOVERNING CODE _— I INTERNATIONAL BUILDING CODE `II JT`J (t 111'tl"I�;.I' i (IBC 2015) C RISK CATEGORY:II O 07 0128119 10D%SUBMITTAL RI '€t 06 0122/1B 100%SUBANTTAL , ;S 1-DEAD DEAD LOADS: OS 0121/19 90%RENEW R2 • STRUCTURE:20 PSF • GLAZING: 30 PSF 04 01/16/19 BD%REVIEW RI s L= 50 PSF 03 01/15/19 W%REVIEW 2. ROOF UVE LOAD=O PSF T7aoT,�,Ir SYSTEM SPECIFICATIONS O2 01/15/19 75%REVIEW 3. SNOWLOAD rnm Northr,r.• 01 01/04/19 50%REVIEW ; • PB -2 50 PSF(GROUNDSNOW( PROJECT • PI =1BB PSF(FLATRODFSNOW) L�ATIDII THIS SUBMITTALICONSTRUCTION SET WAS PRODUCED FROM DOCUMENTS RECEIVED FROMNOTE MARK DATE DESCRIPTION • Ps =137 PS SF ROOF SNOW) CUSTOMER ON 01AT3/1B. • Ce =080 +� • CI -120 PV MODULE MANUFACTURER REC o PROJECT INFORMATION • Cs -073 l R • 6 =1➢0 TN NODULE MODEL REC3EOTPSLIT2 TITLE B ADDRESS: m PV MODULE WATTAGE 516 ARLINGTON MICROGRID t 4, WIND LOAD:(MAIN WIND FORCE RESISTING SYSTEM) f • V -11D MPH #OF PV MODULES/STRING 1D • EXPOSURE:C Q ft OF ACTIVE PV MODULES It7Y 5, SEISMIC: #OF INACTIVE • ` • 17601 59TH AVE NE, Sr -1664 ARLINGTON WA 9 223 • St =111 TOTAL#OF PV MODULES 1626 • S' =0 BBB TOTAL PV SYSTEM WATTS 0 5156 MW DC i • Sal -2250 RBI SOLAR PROJECT No.: Ieeqq� =100 ARRAY TYPE FIXED TILT t SITECLASS:E 1930005 ` m ARRAY TILT 30'N-2' • SEISMIC DESIGN CATEGORY:E DRAWN BV: REVIEWED BY: SEISMIC FORCE RESISTING SYSTEM= TOTAL OF RACKING POSTS 1B1 CCS JMF/DV CANTILEVERED COLUMN SYSTEM • OESKWRASESNEAR V =045D'W . TOTAL#OF SPACINENT G 20 SHEET TITLE: j �A Cs -045 ARRAY ROW SPACING(PITCH) ]Eq' u R =200 I • EQUIVALENT LATERAL FORCE ANALYSIS WTER4NWSPACE 16E711W COVER SHEET 9 MODULE CLEARANCE 2'1' E U ARRAY AZIMUTH 1B7 B'RpT-1EDPoRYAGNEIICDECUNATION) SHEET Na: I SGO01 r 1 2 3 4 5 6 7 8 8 10 11 t Z 1 3 1 4 5 B A 7 9 9 1 10 1t MObuLE SPECIFICATION SHEETS GENERAL NOTES GENERAIECONSTRUCTIONISAFETV: STRUCTURAL STEEL: 1 � 1. ALL WORK SHALL CONFORM TO THE REQUIREMENTS OF THE APPLICABLE CONSTRUCTION CODE AND THE PROJECT 1. ALL STRUCTURAL STEEL SHALL BE DESIGNED,FABRICATED AND ERECTED IN ACCORDANCE WITH THE LATEST VERSION OF AISC RBI S O L A R SPECIFICATIONS. 'MANUAL OF STEEL CONSTRUCTION,"LIGHT GAGE COLD-FORMED SECTIONS SHALL CONFORM TO LATEST VERSION OF AISI SPECIFICATIONS FOR COLD-FORMED STEEL STRUCTURAL MEMBERS H .0 w•rw..c:h.q.•I cn.m-. 2. LOCATION OF UNDERGROUND UTILITIES SHALL BE VERIFIED PRIOR TO COMMENCEMENT OF CONSTRUCTION, .v..ea.••r✓u••q..s.•.v ` 2, MATERIALS 5513 NNE STREET 3 DIMENSIONS SHOWN ON PLAN SHALL BE VERIFIED IN FIELD. CWCINNATI.OH 45217 A. ROLLED SHAPES ASTM AT OR A572 GRADE 55,Fy=55 KSI MINIMUM 513,242.2051 4- LAYOUT IS SUBJECT TO CHANGE PER REQUEST AND/OR EXISTING CONDITIONS IN THE FIELD. B. PLATES ASTM A36 FAX 513.2420816 C, TUBULAR SHAPES- ASTM A500 GRADE C.Fy=50 KSI MINIMUM 5, ENGINEER SHALL NOT BE RESPONSIBLE FOR THE MEANS,METHODS,TECHNIQUES,SEQUENCES OR PROCEDURES OF D. FIELD BOLTS(TYR.U.N O) SAE J429 GRADE 5 CONSTRUCTION SELECTED BY CONTRACTOR E SCREWS. #12 TEKS-GALVANIZED o PROFESSIONAL SEAL F, COLDFORMEDILIGHT GAGE ASTM A653 GRADE 55 6. CONTRACTOR SHALL FIELD MEASURE AND VERIFY ALL EXISTING CONDITIONS AND DIMENSIONS,ANY UNEXPECTED G. ANCHOR ROOS ASTM A307(TYPICAL U,N,O,) R E C TW INPEAKI CON DI ONS OR DISCREPANCIES WITH THE DESIGN DOCUMENTS SHALL BE REPORTED TO THE ENGINEER PRIOR TO o uc a .m INSTALLATION OR ERECTION OF MATERIALS 3 TEK SCREWS ARE TO BE INSTALLED USING A 2500 RPM MAX.NON-IMPACTING VARIABLE SPEED DRILL WITH CLUTCH OUT. 25 MONO 72 L THE CONTRACTOR WILL BE SOLELY AND COMPLETELY RESPONSIBLE FOR CONDITIONS OF THE JOB SITE INCLUDING SAFETY 4 REFER TO THE LATEST RBI SOLAR MODEL GM4 OR GM-2 INSTALLATION GUIDE FOR STRUCTURAL CONNECTION TORQUE VALUES OF ALL PERSONS AND PROPERTY DURING PERFORMANCE OF THE WORK,THIS REQUIREMENT WILL APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS.WHEN ON SITE,THE ENGINEER IS RESPONSIBLE FOR HIS OWN SAFETY 5. ALL WELDING OF STEEL SHALL BE DONE IN ACCORDANCE WITH THE LATEST VERSION OF THE AMERICAN WELD SOCIETY'S SERIES BUT HAS NO RESPONSIBILITY FOR THE SAFETY OF OTHER PERSONNEL OR SAFETY CONDITIONS AT THE SITE• SPECIFICATIONS-AWS D1,L ELECTRODES SHALL BE E70 SERIES UNLESS NOTED OTHERWISE B. NO PERSONNEL SHALL STEP OR STAND ON PHOTOVOLTAIC(PV)MODULES(SOLAR PANELS)AT ANYTIME,RACK STRUCTURE 6. GALVANIZING SPECIFICATIONS t AND PV MODULES ARE NOT DESIGNED FOR LIVE LOADS AND MAY VOID WARRANTY. - PREMIUMSOLARPANELS A STRUCTURAL SHAPES HOT-DIPPED GALVANIZING SHALL BE PER ASTM A123 WITH SUPERIOR PERFORMANCE L THIS RBI SOLAR CONSTRUCTION SET IS DESIGNED FROM PV MODULE DATA SHEET(S)PROVIDED BY THE CUSTOMER. B. PREGALVANIZEO MATERIALS SHALL COMPLY NTH ASTM A653-G9DMINIMUM CUSTOMER IS RESPONSIBLE FOR VERIFYING THAT THE PV MODULE(S)DELIVERED TO SITE MATCH DATA SHEETS)PROVIDED IALL STRUCTURAL HAROWAR E(NOT MODULE MO U WTI NG HA RDWARE)HOT-DI PPED GALVANIZING SHALL BE PER ASTM F2329 TO RBI SOLAR,RBI SOLAR IS NOT RESPONSIBLE FOR PV MODULE DIMENSIONAL DISCREPANCIES DUE TO FURNISHED PV UNLESS NOTED OTHERWISE Q+st1.1� MODULES NOT MATCHING CUSTOMER FURNISHED PV MODULE DATA SHEETS, 7(IA'AI,p3•L MISCELLANEOUS FASTENERS: 4 SPECIAL FIELD INSPECTIONS: 1-2 B-2 D 19 ' I, ALL BOLTS SHALL BE THE TYPE AND SIZE INDICATED ON DRAWINGS SPECIAL INSPECTION NOT REQUIRED BY RBI SOLAR,AS REQUIRED BY OWNER/CUSTOMER AND/OR AUTHORITY HAVING JURISDICTION, MINIMUM INSPECTION SHALL INCLUDE THE FOLLOWING NOTESANO TABLE 2. ALL HARDWARE USED FOR MOUNTING PV MODULES SHALL BE STAINLESS STEEL UNLESS NOTED OTHERWISE. 1. ALL SPECIAL INSPECTORS SHALL BE RETAINED BY OWNERICUSTOMER.THE EXTENTOF THE INSPECTION SHALL COMPLY 3 ALL PV MODULE MOUNTING HARDWARE SHALL BE INSTALLED AND TORQUED PER THE LATEST RBI SOLAR MODEL GM-1 OR GM-2 WITH THE CONTRACT DOCUMENTS,THE BUILDING CODE REQUIREMENTS,AND LOCAL JURISDICTION,IT IS THE INSTALLATION GUIDE, OWNER/CUSTOMER'S RESPONSIBILITY TO GIVE PROPER NOTIFICATION TO THE SPECIAL INSPECTOR AND PROCEED WITH THE FOUNDATIONS/CONCRETP I' WORK ONLY AFTER THE SPECIAL INSPECTOR'S APPROVAL 1, THE FOUNDATION DESIGN IS BASED ON ASSUMED MINIMUM CODE ALLOWABLE VALUES AND GEOTECHNICAL REPORT PREPARED 2 FAILURE TO NOTIFY THE SPECIAL INSPECTOR RESULT IN OWNER/CUSTOMER HAVING TO REMOVE WORK FOR THE BY:GEOENGINEERS DATE0.9-24-2018(REPORTo 0482-051-04). PURPOSE OF INSPECTION AT THE OWNERS/CUSTOMER'S OMER'S EXPENSE 3 PREMATURE NOTIFICATION FOR INSPECTION WILL RESULT IN AN ADDITIONAL INSPECTION WITH ALL EXPENSES AND FEES 2. CSTRENGTHONCRETE 250 PSIMI MINIMUM STRENGTH-2500 PSI MINIMUM @ 28 DAYS FOR FOOTINGS OR 4000 PSI MINIMUM @ 28 DAYS FOR BALLASTS PAID BY THE OWNER/CUSTOMER AIR CONTENT:4E% AGGREGATE SIZE;314-MAXIMUM MINIMUM COVER:3'UNLESS NOTED OTHERWISE i 4- SPECIAL INSPECTORS SHALL KEEP RECORDS OF ALL INSPECTIONS,RECORDS SHALL BE FURNISHED TO THE OWNER, 3, GROUT SPECIFICATIONS BDOD PSI MINIMUM,NON-SHRINK zENGINEER OF RECORD,AND LOCAL JURISDICTION AS REQUIRED.ANY AND ALL DISCREPANCIES SHALL IMMEDIATELY BE t BROUGHT TO THE ATTENTION OF THE CONTRACTOR,CORRECTIONS SHALL BE MADE AND A FINAL REPORT OF INSPECTIONS 4 REINFORCING STEEL ASTM A615 GRADE 6D BILLET STEEL / p SHALL BE PROVIDED NOTING COMPLETION OF INSPECTIONS AND CORRECTIONS OF DISCREPANCIES.FAILURE TO CORRECT - O p` 4 DISCREPANCIES SHALL BE REPORTED TO THE ENGINEER OF RECORD AND THE LOCAL JURISDICTION AND MAY RESULT IN 5 CUSTOMER IS RESPONSIBLE FOR VERIFYING FINAL SOIL CONDITIONS DURING CONSTRUCTION HAVE NOT BEENPURPOSELY f REMOVAL OF COMPLETED WORK AND ADDITIONAL WORK TO CORRECT DISCREPANCIES AT THE CONTRACTOR'S EXPENSE. ALTERED IN ANYWAY TO ENSURE THE SOIL IS CONSISTENT WITH FINDINGS INCLUDED IN GEOTECHNICAL REPORT,IF APPLICABLE IBC TABLE 1705 AND OR FIELD TESTS PERFORMED BY RBI SOLAR VARIATIONS IN SOIL CONDITIONS SHALL BE REPORTED TO GEOTECHNICAL O I i� ENGINEER AND/OR ENGINEER OF RECORD RESPONSIBLE FOR FOUNDATION DESIGN PRIOR TO INSTALLATION OF ANY FOUNDATION t �i E STRUCTURAL STEEUALUMINUM FABRICATION CONTINUOUS PERIODIC MATERIALS 0, 0 _ ~ 7 MATERIAL IDENTIFICATION X 6 CUSTOMER IS RESPONSIBLE FOR VERIFYING CORROSION COMPATIBILITY WITH FOUNDATIONS ANOIOR DRIVEN POSTS. LL - - HIGH STRENGTH BOLTS-MATERIAL IDENTIFICATION OF BOLTS,NUTS AND WASHERS X Z WELOFI FILLER MATERIALS-IDENTIFICATION AND CONFIRMATION OF COMPLIANCE WITH X I s•.ux[or •,raa.w..•Iur.r. wo -1..axsusxlweicxr 7- iINSTALLERICONTRACTOR SHALL COORDINATE PLACEMENT OF FOUNDATIONS ANDIOR ANCHOR BOLTS PER DESIGN DRAWINGS n[syslFRcosTS nL•wetwMtof. o�p nCFLLPnxu AND/OR MANUFACTURER'S SPECIFICATIONS. DESIGN DOCUMENTS —L[ STRUCTURAL STEEUALUMINUM ERECTION 0. RBISOLARAND DESIGNS DRIVEN-PILE FOUNDATIONS BASED ONSOR PROPERTIES OUTLINEDTI CERTIFIED MATERIAL IDENTIFICATION X NOT TAKE INTO REPORTS TRENCH DATA N EAR FOUND TESTING.F R CASES ASSUME NCHIN FOR EL ELEOIL CTRICAL WORK IS AND 00 NOT FOUNDATION RDI SOLARTRENCHINGNEAR MENDS MINIMUM FOR AR FROM TRENCHING FORELECTRICAL WORK/SAT OF INSTALLATION OF HIGH STRENGTH BDLTS % NEAR A FOUNDATION RBI SOLAR RECOMMENDS A MINIMUM OF CASES CLEAR FROM THE EDGE OF THE TRENCH TO THE EDGE S WELDED CONNECTIONS X THE FOUNDATION FOR'NORMAL GOOD RSOIL GREATER THAS-IN CASES OF THE F SOIL"CONDITIONS,RBI SOLAR RECOMMENDS A - MINIMUMCLEAROISTANCEEOUALTOORGREATERTHANTHEDEPTHOFTHEFOUNDATION.IF IN DOUBT OF SOIL CONDITIONS MEMBER SIZES AND PLACEMENT X RBI SOLAR RECOMMENDS CONSULTING A QUALIFIED GEOTECHNICAL ENGINEER TO ASSESS SOIL CONDITIONS AT THE SITE V p GENERAL CONFORMANCE WITH DESIGN DOCUMENTS X NOTE'TRENCHINGIEXCAVATION WITHIN 3'-0"OF ANY RACK SUPPORT POST REQUIRES REPLACING THE ORIGINAL SOIL AND - Q CONCRETE CONSTRUCTION COMPACTION TO 95%STANDARD PROCTOR DENSITY.FOR FURTHER CLARIFICATION ON COMPACTION REQUIREMENTS.RBI `S D MATERIAL IDENTIFICATION X SOLAR RECOMMENDS CONSULTING A QUALIFIED GEOTECHNICAL ENGINEER N sPF� T�NINPCAK 25 MONO 72 SERIES MIX DESIGN VERIFICATION X REFUSAL ON DRIVEN POST PROCEDURE SIZE AND PLACEMENT OF REINFORCING STEEL X WHEN DRIVEN POSTS DO NOT ACCOMPLISH MINIMUM DESIGN EMBEDMENT DEPTHS DURING POST DRIVING DUE TO REFUSAL FOLLOWTHIS q PLACEMENT OF CONCRETE USING PROPER TECHNIQUES X PROCEDURE: CONCRETE SAMPLES FOR SLUMP,AIR CONTENT,TEMPERATURE,STRENGTH TESTS,ETC IN % 7, HALT WORK AND CONTACT ASP SOLAR AND DISTRICT BEFORE PROCEEDING O RELEASE RECORD ACCORDANCE WITH ACI 310 2. ATTEMPT TO DRIVE POST TO DEPTH SHOWN ON DESIGN DOCUMENTS-REFERENCE DETAIL AUSG301. PROPER MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND TECHNIQUES X 3. IF REFUSAL IS ENCOUNTERED,EFFORTS TO DRIVE THE POST FURTHER SHOULD BE STOPPED. 4. DEPTH AND LOCATION OF ANY POST THAT DOES NOT MEET MINIMUM DESIGN EMBEDMENT SHALL BE RECORDED FOR — E YEAR R.'GZ C-WAGRAV FOUNDATIONS ENGINEERING REVIEW AND RECORD DRAWINGS. P` SIZE AND LOCATION OF FOUNDATION EXCAVATIONS X 5 POSTS SHALL BE FIELD TESTED FOR UPLIFT CAPACITY PROVIDED A MINIMUM EMBEDMENT OF 3 5 FT,IS ACHIEVED F A . X EMBEDMENT LESS THAN 3.5 FT.SHALL REQUIRE AN ALTERNATE FOUNDATION — VE.4R I FEAR R!1":ER PLACEMENT OF REINFORCING STEEL AS REQUIREDERTICAL YEAR FEA POkx v fi, VMBEDMEPULESS THAN POSTS THAT DENUIREAN ALTERNATE DESIGN FOUNDEMBEOMENT SHALL RESIST MINIMUM UPLIFT FORCE OF 3250 LES-IF POSTS DO NOT MEET THIS MINIMUM AN ALTERNATE FOUNDATION IS REQUIRED, 8 WORK BY OTHERS: 1. LATERAL TEST ON POSTS THAT DO NOT REACH MINIMUM DESIGN EMBEDMENT SHALL RESIST A MINIMUM LATERAL FORCE OF — [ a - - 325D LB5.8 THE POST SHALL REBOUND WITHIN I/4"OF ORIGINAL LOCATION.IF POSTS 00 NOT MEET THIS MINIMUM 07 O1/2B/19100%SUBMITTAL R7 C — 1. SITE WORK AND DEVELOPMENT, REQUIREMENT AN ALTERNATE FOUNDATION IS REQUIRED POSTS THAT PASS THE FIELD TESTS SHALL BE CUT DOWN TO APPROPRIATE HEIGHT AND HOLES FOR POST-TOP MOUNTING 06 01/22/19 100%SUBMITTAL e 2, ALL ELECTRICAL WORK INCLUDING WIRING,CONDUIT,PANELS AND LIGHTS TO BE FURNISHED AND INSTALLED BY ELECTRICAL BRACKETS DRILLED IN THE TOP OF POST. 05 OI/21/19 90%REVIEW R2 - —, • CONTRACTOR. III. ALL CUT SURFACES SHALL BE PAINTED WITH BRUSHGN GALVANIZING PAINT,RBI SOLAR DOES NOT RECOMMEND SPRAY — - 3 GALVANIZING FOR REPAIR AND PAINTING OF CUT SURFACES. 04 01116/19 90%REVIEW RI 3, GROUNDING R EQUIREMENTS. tµ' ^; M tM µ'• 4, ;• 1-- FOR THE ALTERNATE PRE4DRILLB DRIVE FOUNDATION SOLUTION.REFER TO THE LATEST RBI SOLARTREDRILL B DRIVE PROCEDURE' 03 01115119 90%REVIEW y -rh.oar� � •1. A• L4 bt; 1, * 4. ALL SHADING ANALYSIS AND/OR PRODUCTION ANALYSIS SHALL BE PERFORMED AND VERIFIED BY OTHERS RBI SOLAR 15 NOT DOCUMENT FOR INSTALLATION INSTRUCTIONS.FOR INSTANCES WHERE IT IS DESIRED TO REDUCE THE POST EMBEDMENT BUT REFUSAL IS = RESPONSIBLE FOR PV SYSTEM DESIGN AS IT PERTAINS TO ELECTRICAL OR PV SYSTEM PRODUCTION NOT ENCOUNTERED,PLEASE CONTACT THE RBI SOLAR ENGINEERING DEPARTMENT FOR RECOMMENDATIONS 02 01/15119 75%REVIEW 01 01/04119 50%REVIEW hl it. •bl 4C I 1 .wrwRr r4 1 I MARK DATE DESCRIPTION v. .'"•DVS/..•w...•..rn•w..-.m�..vo-.... 1 1_ f y.�,��,,,...r�s•,,,,_y-- ;,... ETL CIASSIFIEO: NI40M1 I 0 PROJECT INFORMATION X 8g THIS PROJECT CONTAINS RACKING LABELED AS ETLCLASSIFIED UNDER UL SUBJECT 2703 OR ILL STAN DARO 2703 LABELSARE TITLE 8 ADDRESS; o B '-^�•- 2n fv 1q al APPUED AT THE FACTORY ON COMPONENTS THAT MAYBE "O 413 1 ARLINGTON MICROGRID - m 'r•+R•.Jb A4 11• vo .ro v1 - V n ,�„• va „ „ y ,,, .t] ASSEMBLED AT THE FACTORYQRINTHEFIELO.SEEDETAILSHEET E RACK SYSTEM TOPOGRAPHIC RELATIONSHIP _i..4,w,r.r„v,/8 u1 w. r. •.4 IN THIS DRAWING SET FOR MORE INFORMATION. o 8 ..:,�p,.•e•.W Tor fu ry boo IiW+arWrx Y,/f er4W4W - LEVEL LINE 17601 59TH AVE NE, - _ - - ARLINGTON,WA 98223 g RACK SLOPE VARIES (`tip '/g��lk rn1•..n.e«w...•.w d •,•.q..,,...y..•........r+..r RBI SOLAR PROJECT No: F 19 30005 •wr+ :.i..1 `r• DRAWN BY REVIEWED BY .„n•.4wgrNMrt.•�..Rw.w.h•o►+afz+^m•w*•+ .n'+�•-.�. �r� CCS JMF/DV N .n.lb•..urf4R4+.••r+'twsrlw.-.rT,...a.•p� a•.Y .w,�+w.y.livw.+ REC. SHEET• TITLE 1N•rc Hphw....-.aN.s•.v.n...sx.+Cf..4-.a•t.���••p. ..h+.m.fn.... KEY POINTS _ 1� ..wir.•.sy.wr[rox.•+.sxwl4e•:,yn•.u.o-u.4.,41BNe.W w•.•w,v ,+MM 1• RACK STRUCTURE IS PARALLEL TO SITE GRADE GENERAL NOTES/ oA 2,COLUMN LENGTHS ARE EQUAL THROUGHOUT MODULE a 3- TOPS OF PIERS FOLLOW SITE GRADE 4.EXPOSED PIER HEIGHTS MAY VARY SPECIFICATION SHEETS - SHEET No.: a `5 FOLLOW GRADE SGOOZ t 2 1 3 1 4 5 6 7 e 9 15 1 2 3 1 4 5 1 6 7 8 9 10 1 11 �u RBI SOLAR H Toiai sol.,s.Ma o...m,s. Irclalklwn•PaM•Pepe,i 6ervice 5513 VINE STREET CINCINNATI,OH 45217 513.242.2051 FAX 513.242,0816 D PROFESSIONAL SEAL 4/7d 7A1` O/bL� APPRO%UNTE — < 0 , G -- - 1-29-2019 F HIT ppU 0 HiEff fffgmH R- H E - _ m �� Q O /� z ty V/ Ou = _y ; xz 0ITI a `` N o t U' oD t o RELEASE RECORD FEL 7 HffTl E MTTT-FMTTTTTi m g� REM �IG4 07 01/28/19 t0"UBMI11ALRI C4m` - O6 0122/19 IOD%SWWTAL 3 05 0121119 9n REVIFWR2 € F _ 04 01/16/19 90RREVEWRI 03 01/15/19 W%REVIEW F g 02 01/15/19 15YREVEW 01 OVO4/19 5Pl REVIEW t IMRK DATE DESCRIPTION — QE c PROJECT INFORMATION _ TITLE A ADDRESS: ARLINGTON MICROGRID 7 16 - - L 17601 59TH AVE NE, 1 2 - -" __ ARLINGTON,WA 98223 RBI SOLAR PROJECT No 1930005 a DRAWN BY: I REVIEVVED BY: c w e CCS JMF/DV c SHEET TITLE: t A 8 SITE PLAN t a w OVERALL � SS G003 SITE VIEW t 1 1 2 3 4 5 6 7 8 9 10 11 1 1 2 1 3 1 4 5 8 7 1 8 1 9 1 10 1 11 • �' l ii% RBI SOLA7 H Takl Solar Servix.e -Fabac— Fe bl--Pe4z'Re kService 5513 VINE STREET CINCINNATI,OH 45217 513 242 2051 FAX 513 242.0816 CIS 6• U PROFESSIONAL SEAL F��i I I f�'-� I I �—'� IA2 A Ail Ail A13 1 S f t 1 f A14 A A 4 A 7 All A19 A'NI I I I O--CTIVE MODULES - t1 t WM i 4P2 1 OP2 1 4P2 i AP2 i 5P2 5P2 i 5P2 i 4EP2 i i 4WP2 i 51`2 i 5P2 5P2 5P2 SP2 i SP2 i 4- Y G § 0 o o O2 ,FF,.—�>T�..�7'��'�EM�AMglp011:�s — II1 }I1I #�III C�B tI1I tIlI fI1I 1�I CB�t1I fIII t1III t�II CB�tII 1II III 6° 1II If= '—=l1I II III ff=II �II 1II II ff—IICB—�1I III tIIII 1I } t i t 1 1 1 1 # 4WP2 4P2 4P2 4P2 4P2 SP2 5P2 5P2 SP2 SP2 SP2 512 42P2 5P2 5P2 51`2 5P2 5P2 5P2 5P2 4P2 4P2 4EP2 - 1 n•N7; 'f 3-ze-zc39 CB CB CB Ell CB CB CB 2tlAC1NE►gOU I I I I I I I I I I 1 1 I I I I I 3 /SPAI�IAOUIRF LES 4WP2 I 4P2 1 I I I 4 1I 4P2 I 1I SP2 SP2 I SP2P2 5P2 1I 5P2 1 5P2 5P2 I411 I 1I4WP2 I 5P2 1I 5P2 1I 5P2 Il 5P2 1I 5P2 1I 5P2 I 5P2 I 4P2 1I 4P2 1I P2 I1 4P2 II7EP2 V\ f lA3ACTNE MgpULES 4N'P1 i 4P2 4P2 AP2 i 4P2 i 5P2 i 5P2 i 5P2 i 5P2 i 5P2 i 5P2 i 5P2 i 4EP2 i 41AP2 i 5P2 i 5P2 i 51`2 i 5P2 i 5P2 i 5P2 5P2 i 4P2 i 4P2 i 4P2 i 4P2 i 4EP2 1 O f O j E CB CB CB Cl 0 O 1V ES fil JimP2 P2 4P2 SP2 SP2 SP2 SP2 SP2 SP2 5P2 9FP24YR2 5P2 5P2 5P2 5P2 5P2 5P2 5P2 4P2 4P2 02 4P2 EP = J E O CB CB CB 6- CB CB CB Of 8P8BEkMDOULE`ES 5D 1 1 I I I ly 1 f o I 4WP2 I 4P2 i 4P2 i 4P2 i 4P2 i 5P2 i 5P2 i 5P2 i 5P2 I 5P2 I 5P2 I 5P2 i 4EPz i i 4WP2 5P2 i 51`2 i 5P2 I 5P2 i 5P2 i 5P2 i 5P2 i 4P2 I 4P2 i 4P2 i 4P2 i 4EP2 gg 5g G U RELEASE RECORD 16" p H120ACTNEAgOUIESTOTAI I4WF-2 IP21I 4P2 1I 4P2 I 02 4P2 I 4P2 1I 4P2 I 4P2 4P2 4P2 I 4P2 I 4P2 I 1I I 1I I I I 1I 4P2 I I I -2 4P2 I9P2 I4EP2/P 9E2 7%PULESDTAL 6MODU 7 — - C 07 0128119 100'45LRMRALpf i O6 0122119 WQ{SIA FIAL t 05 0121/19 W%RE41EWR2 S 04 01/16/19 WSREV1EWR1 f 03 01/15119 MRU" 02 01/15/19 IS%REVIEW 4 01 01/04/19 511%REVIEW Y MARK DATE OESCRWTK M LEGEND X-BRACE SCHEDULE POST SCHEDULE BAY SCHEDULE U PROJECT INFORMATION S ><• SYMBOL REPRESENTS svInBOL DESCRIPTION SETS DETAIL SYMBOL MARK DESCRIPTION LENGTH PIECES DETAIL Z q 8 BAYS PURLINS TITLE BADDRESS: X"WIDE ROW BREAK ce 2 ERQA EWTH2 LONG3HTWGALVIRE 7x1B TYPE QTY. POST-POST DESCRIPTION MARK gIBAY PCS. DETAIL ARLINGTON MICROGRID PER DETAIL G115G301 43 C7/SG507 A ROLLED C6x3 16'3' 1B1 A1BG301 VJIRf ROPE WATH 2GRIPPLE Dd1_141Pf CLAMPS 'X'M %'M DENOTES BLANK SPACE MOTU Io6 ROLLED C8X3 EQUIPMENT POSTS IFIELD LOCATE) 71'd' 3 E71SG201 3P2 2 SEE BAY PLAN 2SA12 P1MTRAIT WIRRES)WIQEx214DH AND Z3 4 B AIOISG301 3gp OR NON-FUNCTIONING t.%•BRWW MAY BE MOVED EAST OR WEST ONE EII RAY AS NEEDED pER p— 300•TII_T b MODULE ROLLED CBX3 EQUIPMENT POSTS(FIELD LOCATE) 1 10'-2' 17 ElMG201 REC)WIP2SM72 PORTRAIT MUOUIES AVM*.2 HIGH VAMi 4EP2 14 SEE BAY PLAN Z4E 4 56 C105G301 1780159TH AVE NE, � PO$T$1:T70.Y3 NOII% CANTILEVER EAST S,ICE AND 344'T11T m 1 ALL POST DIMENSIONS SHOWN ARE CENTERLINE TO CENTERLINE OF POST 02 68 SEE RAY PLAN REC360TP25M72 PORTRAIT MODULES 4 WIDE x 2 HIGH AND Z4 4 272 E10/SG301 ARLINGTON,WA 98223 7.REFERENCE DETAIL A1ISG301,A1/SG201 6 E1BG201 FOR ADDITIONAL INFORMATION ON REQUIRED POST EMBED 3"'TILT DEPTHS 4WP2 14 SEE BAY PLAN REC3BOTP2&M72 PORTRAIT MODULES 4 WIDE x 2 HIGH WITH Z4W 4 Sfi G70/5G307 = S TN SA AL.UATERH 70 ALONE RTOPOGRAPW.I VARIA C.A-rl?UEVE WES?EDE auyi 304• T lll��, RBI SOLAR PROJECT No.: REC360TP2SM72 PORTRAIT MODULES 5 WIOE x 2 HIGH AND 1930005 o A. SP2 7B SEE BAY PLAN 3U,TILT ZS 4 316 CAISG301 NOTES THIS BAY: ORAWIJ BY: REVIEWED BY 1.PURUNSARE23/4"x7'x23(4'ZEEIBGA.GALVANIZED UNLESS NOTED OTHERWSE. W L CGS JMF/DV 2.TOP CHORDS ARE 126 51B'x 4"x 4 3/4'CEE 14 GA GALVANIZED UNLESS NOTED OTHERWISE, 2 3 SHEET TITLE: LOWER KNEE BRACES ARE 42 5R'x 2'SO 15 GA GALVANIZED UNLESS NOTED OTHERWISE, A 4.UPPER KNEE BRACES ARE 7315I76'x 2'SO-15 CA.GALVANIZED UNLESS NOTED OMER6MSE COMPONENT LAYOUT y SHEET No Al COMPONENT LAYOUT SG 101 1 2 13 4 1 5 16 7 1 8 1 9 110 11 2 1 3 1 4 1 5 18 7 8 9 10 1 11 Ir�r . RBI SOLAR F{ Talel5abr5arvice Decgn'FabrceAon Ir&eWlron•P—•Repair 6ervice 5513 VINE STREET CINCINNATI,OH 45217 513,242,2051 FAX:513,242 0816 /-RACK STRUCIRE AND W MODULES BEYONO o PROFESSIONAL SEAL \ o Y ?j LINE OFINVERTERA:OMBINER \� / •' BOX AND SUPPORT .. / /I/ 51RUC?URE W OTWRS h II/ SUPPORT POST FOR I I I •i PC MA ERA:DMBINER BOX TO MATCH ADJACENT RACK 1-2 B-2019 POST.SEE COMPONENT _ LA YOUT RACK STRUCTURE FOR LOCATION �- AND PV MODULES DRAW SUPPORT POST FOR -GRADE INVERTER/COMBINER BOX I I Z LINE OF INVERTEfl/COMBINER BOX AND Imo'-{'I--.'I, SUPP.RT.TRUCTUREBYOTHERS I1 'I o SUPPORT POST FOR INVERTER/COMBINER BOX T Z FIELD LOCATE HELD LOCATE � F_IELD LOCA__ 1E,� NOTE: I EQUIPMENT POSTS SHALL BE FIELD LOCATED TO AVOID RACKING O AND EQUIPMENT CONTACT DURING AN EARTHQUAKE.DISTRICT APPROVAL IS REQUIRED FOR FINAL LOCATION NOTE: O RAC%STRUCTURE AND PV MODULES SHOWN ARE FOR E ILLUSTRATIVE PURPOSES ONLY,ACTUAL COMPONENTS MAY VARY SIDE VIEW REAR VIEW LL j EI °c u. ,L. STAND-ALONE ADDITIONAL POSTS FOR SINGLE INVERTER/COMBINER O [ I V i SD Y s E LINE OFINVERTER/COMBINER BOX AND RACK StRIICTVPE MtUW MODULES flEYONO o RELEASE RECORD s SUPPORT STRUCTURE BY OTHERS j 07 0128/19 IMSUMTTALRI s(�h / So I I LINEOFINVERTER/COMBINER I I I I OB 01f12/1B Im145LfINRAL OS 0121/19 YOYRE,"R2 STRUCTURE BY OTHERS 1 04 01/16/19 W%REVIEWRI 01/15/19 MF"EW SUPPORT POST FOR I 02 01/15/1B ISY REYIEW INVERTR..M13WRB.X TO MATCH ADJACENT RACK POST.SEE COMPONENT MARK DATE DESCRIPTION I LAYOUT FOR LOCATION o PROJECT INFORMATION RACK STRUCTURE I I I J I I I I L � I AND PV MODULES `i B I I GRADE GRADE TITLE L ADDRESS i ARLINGTON MICROGRID S n 6 SIERTERPOMIDIE SUPPORT POti1lDi1 zz INVEflTERACOMBINER BOX INVERTERICOMBINER BOX pt f SUPPORT POST FOR INVERTERA:OMBINER BOX 17501 59TH AVE NE, ARLINGTON,WA 99223 �. FIELD FIELD LOCATE_IFIELD LOCATE RBI SOLAR PROJECT No: D a FIELD FIELD LOCATE LOCATE 1930005 DCCS ev: aJMF DV BY t ch NOTE RA KSTRUCTUREANDPVMODULESSHOWNAREFOR SHEET TITLE QA ILLUSTRATIVE PURPOSES ONLY ACTUAL COMPONENTS MAY VARY REAR VIEW E SIDE VIEW ADDITIONAL POST SECTIONS&ELEVATIONS Al SG201 STAND-ALONE ADDITIONAL POSTS FOR MULTIPLE INVERTERS/COMBINERS 1 1 7 1 3 1 4 1 5 6 9 7 1 B 9 10 11 1 2 3 4 5 s 7 6 1 9 10 111 T--/1 15C1r 1 ' TO POST[ 16'-10 51B" 13'-6 1/8" ✓`,POST 8;POST LENGTH DETERMINED BY LENGTH DETERMINED BY PV MODULE DIMENSIONS PV MODULE DIMENSIONS � r INPORTRAIT ORIENTATION _ IN PORTRAIT ORIENTATION POSTWEB POST WEB POSTWEB POST WEB RBI SOLAR Fi Teial serer semae ceaN.,•Fae�wam„ Ii+leNelwn•Parla'Repa,r Servrs ZS 0) Z4(4) 5513 VINE STREET CINCINNATI,OH 45217 513.242.2051 _— —— Z5(3) Z4W(3) FAX:513,242.0016 o PROFESSIONAL SEAL Z5(2) Z4(2) o aT ie Lco 25(1) Z4W(1) _ B a+ AO LttIIP IMY VIUIY, .M0.r _ 4� G 2"ABSOLUTE MINIMUM. •j` _.n4 NOTE:COMPONENTS SHOWN MAY VARY FROM ACTUAL CONFIGURATION. SEE INDIVIDUAL BAY PLANS THIS SHEET FOR MORE DETAILED PLANS 1 TYPICAL NONE ROW BREAK DETAIL ur ea G10 Y PLAN VIEW BC.4E BAY PLAN VIEW BA ,SCALE 1-2B-2019 1"-6 1/B" LENGTH DETERMINED BY PV MODULE DIMENSIONS INPORTRAIT ORIENTATION POST WEB tk POST WEB 11's OIIV V-2 one, S'J' Z4(4) — 00.0' Z4(3) L -Z4(2) I( Z-PURUN O Q , PURLIN J BRACKET Z4(1) Jb TOP OLL CHORD ♦S�1sK I �, E10 4P2 ____' ;� BAY PLAN VIEW t ♦.� 0 Q x , E9, LENGTH DETERMINED BY yj 1 1� PV MODULE DIMENSIONS 7 1 1 1A 0) r W PORTRAIT ORIENTATION ? wI POSTWEB POSTWEB ID `�,Ab S 1 2 3 1 I •• I Z4E(4) 1 1 1 E '� `f ♦ I _I Z4E(3) o RELEASE RECORD AIN\ 1 I F KNEEBRACE u �Rt • e p 1 A5 I MOUNTING _ t V C ' POST 07 0128/10 100%SUBMITTALRI N05 0122/1s 10%REVI WR2 i 05 0121/19 9076 REVIEW fl2 E LIE OF C70 04 01/16/19 9D%REVIEW RI GRADE �j p� 4EP2 03 01/15/19 90%REVIEW BAY PLAN VIEW 02 O1/15/19 75%REVIEW 01 01ATE 50%REVIEW = C Np1E `�= 10'ETER" MARK DATE DESCRIPTION 4 PRIYARV FOUNDATION IS ORNEN PILE,REFERENCE LENGTH DETERMINED BV ! 7 SG302 FOR ALTERNATNE FOUNDATIONS PV MODULE DIMENSIONS I IN PORTRAIT oRIENTATNON .I o PROJECT INFORMATION NOTE: I POSTWEB I L POSTWEB t B IF DESIGN EMBEDMENT IS NOT gCHIEVED,REFERENCE TITLE 6 ADDRESS: 1 DRIVEN POST EMBEDMENT NOTESONSHEETSG002 ARLINGTON MICROGRID (� NOTE: I I t Z3(1) 17601 59TH AVE 982 1 Z-PURUNS#1&#4HAVERAISEDMODULEMOUNTINGSLOTS(REFE75G501) ARLINGTON,WA90223 2. Z-PURUNS#2 S A0 HAVE FLAT MODULE MOUNTING SLOTS(REF E715G501) � I RBI SOLAR PROJECT No.: ' z3R) 1930005 tC 9 Z3(1) DRAWN BY: I REVIEWED BV: CCS JMF/DV SHEETTITLE: [y: A I RACK SECTION &BAY PLAN VIEWS t Al DESIGN SHEET No: t SOALE: RACK SECTION A70 3P2 SG301 C 6C"E BAY PLAN VIEW -11 1 12 1 3 9 4 5 6 1 7 98 9 1 10 11 10 11 COLLAR FOOTING SCHEDULE SPREAD FOOTING SCHEDULE TYPE LENGTH x WIDTH DEPTH REINFORCING PARALLEL TO REINFORCING PERPENDICULAR TO TYPE LENGTH x WIDTH DEPTH REINFORCING PARALLEL REINFORCING PERPENDICULAR POST WEB AND POST CUT-OFF POST WEB AND POST CUT-OFF RBI S O L A R 06'MINWM'. TO POST WEB TO POST WEB I,I NORTH 5'6'x 5'6' 1'6' (4)N4 BARS T&B OR(4)N5 BARS TSB (6)M4 BARS TSB OR(5)AD BARS TSB Tome solarsemre DecNo•F.mkemo NORTH 5'6'x5'6' 1'6" (4)N4 BARS T&B (6)N4 BARS T&B Imieueiw°•Pent•R.11. SOUTH 5'-3'x 5'-3' 1'6" (4)N/BARS T&B OR(4)95 BARS TSB (6)N4 BARS TSB OR(5)NG BARE TSB 5513 VINE STREET SOUTH 5'-3'x5-3' 1'6" (4)N4 RARS T&B (6)M4 BARS T&B INTERIOR 5'6'x 5'6' 1'6" (4)M4 BARS T&B OR(4)N6 BARS T&B (6)N4 BARS T&B OR(5)66 BARS T&B CINCINNATI,OH 45217 SECTION INTERIOR 5'6'x5'6' 1'6" (4)N4 BARS T&B (6)M4 BARS T&B 5132422051 : POST PER POST SCHEDULE ON NOTE ALL REI CNO TO YCAMYUM COVER L to HAVE 3' Nil ER FAX 513 242.0816 COMPONENT LAYOUT SHEET(S) 0 PROFESSIONAL 504 PLAN M CONCRETE FOOTING AD CONCRETE FOOTING cR POST PER POST SCHEDULE ON COMPONENT LAYOUT SHEET(S) y l / /—GRADE POST PER POST SCHEDULE ON POST PER PORT SCHEDULE ON — Y ' COMPONENTIATpRRHI COIIPOIENTLAVOVF �p FOR ODD N OF BARS,OFFSET I ~'4�y,•-xJ.I�S j ! FOR ODD N OF BARS, I I I Lw uJ TOP CENTER BAR AS SId11R1 I I I w FAONAL t�LCv OFFSETBOTTOM j CENTER BAR AS SHOWN m p FOR OOD NO BAR,BOTTOM TI p 1-26-2019 g= CENTER BARF STAYSS i CENTERED AS SHOWN I I I I I OrOn oFOR ODD N OF BARS,OFFSET ul Z PARTIAL LENGTH OF EXCFJ3S TOP CENTER BAR AS SHOWN I I F �F POST CUT AND BOLTED TO — t BOTTOM OFIIEYAW&NGPOST , - O 0 •I• I 9 prc W/(4)0112 x 1114'BOLTS AND p 20 1,A WASHERS IN SxS S I I 3a OUgRE RE PATTERN OR I � / p 0 APPROVED EQUIVALENT �I rn w �� i ED ED. xixar Z PB'MLN {{a SECTION LENGTH LENGTH O REINFORGNG PERPENdC,1LAR TO POST WIES REINFORGNG PERPENDC..TO POST SEE COLLAR FOOTING SCHEDULE SEE SPREAD FOOTING SCHEDULE t NOTE REFER TO THE LATEST R9 SOUR PR r NOTE: NOTE: O DRIVE PROCEDURE'DOCUMENT FOR APPROVED REINFORCING SHOWN MAY NOT REPRESENT THE ACTUAL REINFORCING REQUIRED. REINFORCING SHOWN MAY NOT REPRESENT THE ACTUAL REINFORCING REQUIRED, IL ` FILL MATERIAL AND INSTALLATION INSTRUCTIONS SEE COLLAR FOOTING SCHEDULE FOR REQUIRED REINFORCING. SEE SPREAD FOOTING SCHEDULE FOR REQUIRED REINFORCING. PROVIDE MINIMUM 3'COVER FOR ALL REINFORCEMENT PROVIDE MINIMUM 3'COVER FOR ALL REINFORCEMENT. Z —/ r E1 E4 ES fi'i J1 6DALE: S°"`� COLLAR FOOTING PLAN ;`_;;-0. SPREAD FOOTING PLAN O rt RALE. PRE-DRILL 84 DRIVE DETAIL ,•=,6• PIER FOOTING SCHEDULE w ; TYPE DIAMETER DEPTH POST PER POST SCHEDULE ON C O011FOIEMIAYOMTIRMEg61 j NORTH 1'6' 6'6• POST PER POST SCHEDULE ON CONCRETE FOOTING D HPER PIER COIi'O4B/1 UY01/1 LWEET(S) GRADE 0 -- INTERIOR 1'6' 6'-0' EXCESS POST CUf-0FF 5 FOO71hG CONCRETE FOOTING SCIIEDULE SOUTH 1'6' C-0• GRADE / REINFORCING PER e FOOTING SCHEDULE y J HOLD TIGHT TO TOPS p RELEASE RECORD SECTION RUNE RCING PERCOLtAR gF po POSTCUT-0FF Cl O� 4 (7 BOTTOM OF HORIZONTAL I F POST PER POST SCHEDULE ON FOOTING SCHEDULE �•=� I—I: —� O 0= _ —� T —` u_y 1■!� COMPONENT LAYOUT SHEET(S) u U CONCRETE FOOTING I [ a PLAN LENGTH N FOOTING SCHEDULE _— LENGTH SPREAD POST PER POST SCHEDULE ON PER COLLAR FOOTING SCHEDULE !Y D7 0128/1B 100%&UBMITTgLR1 COMPONENT LAYOUT SHEET(S) If O6 0122/19 100%SUBLYTfAL E -GRADE 05 0121/19 90%REVIEW R2 a _ _ C4 co 04 01/16/19 90%REVIEW RI w 01/15/19 W%REVIEW COLLAR FOOTING SECTION ",-0 SPREAD FOOTING SECTION I" r jI o R 4ZZ} MARK DATE DESCRIPTION CST PER OMPONNENT LAYOUT SHEIFT ON O PROJECT INFORMATION e W2O POST PER POST SCHEDULE ON CONCRETE FOOTING �i O CONCRETE FOOTING d;o EXCESS POST CUT-0FF RB I; COMPONENT IAYWTSHEET 51 GRADE I TITLEBADDRESS: E COW-WE FOOTING ARLINGTON MICROGRID '¢ if GRAB I I REINFORCING PER SPREAD • I I }` x FOOTING SCHEDULE.HOLD I�I�—_ w R •• I 1 1 w TIGHT TO TOP&BOTTOM OF 1760159TH AVE NE, Q HORIZONTAL POST CUT-OFF �. u`7r ARLINGTON,WA 98223 REINFORCING PER COLLAR 8 1I.41 I% T �Z p AND ANINTNN MIN COVER a O i £O. FA. FOOTING SCHEDULE -c 1 Ir v g 0 w LF° {I _ N y ��W� y RBI SOLAR PROJECT No: ; —�'- - 1930005 f1[ REINFORCING LENGTH=(OVERALL WIDTH-6") 3' DRAWN BY: REVIEWED BY: q SCHEDULE 9- t SECTION CCS JMF/DV 3- REINFORCING=(OVERALL WIDTH 3' MSIL CUT-OFF POST LENGTH=QVERALLWIQTH-6"1 N �u ANN OS �Y SHEET TITLE: t oA NOTE:CONCRETE PIER DEPTH SHALL MEET OR EXCEED DESIGN WIDTH ALTERNATE I n EMBEDMENT.BOTTOMOFSTEELPOSTMAYBERAISEDA PERCCILL FOOTINGSCHEDULE NiDTH FOUNDATIONS t MAXIMUM OF,'-0'ABOVE DESIGN EMBEDMENT AS REQUIRED. PER SPREAD FOOTING SCHEDULE DETAILS&SCHEDULES t SHEET No A, A4 A6 SG302 SCA;-0- PIER FOOTING DETAIL ;`;n• COLLAR FOOTING SECTION *; • SPREAD FOOTING SECTION a 1 12 1 3 41 5 6 7 8 1 9 10 11 I - 1 4 5 6 7 6 9 10 11 r RBI SOLAR I., Tmsi-S.--gs•Fa.- i�uu-•Pans•R. 1 S- 5513 VINE STREET TOP CHORD PER CINCINNATI,OH 45217 32422051 O BAY SCHEDULE FAX 513,.242 FAX:513, 0816 31B"x 5'HH GALV. THRU BOLT 8 NUT 1G CIA.GALV.TOP o PROFESSIONAL SEAL CHORD MOUNTING BRACKET[S7221-38J A9 E7 [A LT•I W'1NDALY encvxeews ssuxa>ues To ocsKu 1 � orsTn�crvnu couwue�nsaRLr eoLr•1ur pGenx+2sHq P2)3rc LLv.vAmmHm Mp I 1 PV MODULE I I y 1 1 1 114'x314'HH58 BOLT 1 1 r I255B25%075HHASJ �- �� �������i Z-PURLIN PER BAY SCHEDULE (4)3/8'x 314'HH GALVANIZED BOLT B �.�. (2)10 G4 GALV.EXTENDED NUT(TYP.)I2GB37X07SHH]ORIENT POST MOUNTING BRACKET 1/4'SS WASHER HARDWAS ARE SHOWN INSTALALLOW LATION Tk+NAt (4)#12 x 1 1/4'HF X HD [2W2555] 28-2019 TEN SCREW PO5T PER [2GT12X125HH45) PV MODULE FRAME I (2)ETL CLASSIFIED LABELED PURLIN INSTALL ONLY AFTER I BRACKETS PER ROW,INSTALLED AT POSTIBALIAST ISM8 STTOPASSEMBLY MODULE MOUNTING SLOT I EYE LEVEL AT BOTH ENDS OF EVERY ,CST/BA EDUIE IS SQUARE (REFER TO DETAIL AllSG3DI CONTINUOUS SECTION FOR RAISED/FlAT PURLIN LOCATION) BOLT ORIENTATION SHOWN TO } I Z-PURLIN PER i7 - - ALLOW PURLIN TO BE USED FOR BAY SCHEDULE t--t WIRE MANAGEMENT TURD 5N MOUNTING BRACKET TOP CHORD TO POST 4'SS FENDER WASHER .381 FS ]2W25SSFENOEfl] `_ n• CONNECTION DETAIL(EXTENDED) Z / /-TOP CHORD PER 1/4-S S.FLANGE NUT (2)316'x 5'HH GALVANIZED EV E I2NUT25SSfL] _ _ THRUB500HHI T(rVP � M ; [2GB37%SOOHHI Q 7! Z TOP SCHORDCHEDULE PER BAY SCHEDULE j TOP CHORD PER C Q BAY SCHEDULE w O i / ]]]'' THRU'L GALV. j / / / THRU BOLTB NUT NOTE:TORQUE CONNECTION TO Kohl SPACER SLEEVE AT Q Q S 77 / TAT, 10GA GALV TOP BOTTOM BOLT ` CHORD MOUNTING Z { BRACKET I57221-30I / 3/4'x TSAE J420 HH PV MODULE TO TRANSVERSE PURLIN 7/ GRADE 8 MAGNI 565 (8)3/8'x11/4'HHGALV. POST PER E7 E9 / COATED BOLT S NUT BOLT B NUT[2GB37X125HFqja. 1 RGB75X50GHFq (12)3le'GALV.WASHERS POSTIBALLA5T BQALE: SQAL.o CONNECTION DETAIL O t SCHEDULE NONE PURLIN CONNECTION DETAIL _1,-0: ITYPl Im7GALvl (� KNEE BRACE PER /Fly BAY SCHEDULE M 10 GA.GALV.POST O V MOUNTING BRACKET (2)#12 x 1 114'HEX HD RACK STRUCTURE V if O.it TEN SCREW - ! RGT12XI25HH451 CABLE X-BRACING PER t INSTALL ONLY AFTER X-BRACING SCHEDULE. 10- POST TOP ASSEMBLY TENSION UNTIL WIRE IS A7 gq ISSQUARE TAV}W{N NO SACK G50, j d POST PER ! Dz UPPER KNEE BRACE TO TOP D5 TOP CHORD TO POST SCHEDULE,TY SCHEDULE,TYP. o RELEASE RECORD CHORD CONNECTION DETAIL ;`;-0. CONNECTION DETAIL PLACE CABLE LOOP AROUND LOWER BOLT BETWEEN E7 ttP. _ iY WASHER AND POST Two USE%W IHCK BPACING LINE OF GRADE OR PLATE AS DIRECTED IN ! TOP OF BASE RAIE - RR INSTALLATION MANUAL 1 4 %C 1 07 0128/19 100%SUBMITTALRI NOTE:%-BRACING IS LOCATED ON THE ; PV MODULE(TYP.) f DOWNSLOPE SIDE OF THE POSTS- 06 01/22/19 10D%SUBMITTAL a / KNEE BRACE PER 1 05 0121119 90%REVIEW R2 BAY SCHEDULE ,a I 04 01/16/19 W%REVILN RI 7 C X-BRACING 0 01/15/19 90%REVIEW LTLVANIZEOELEVATION BO &NUT(TYP) D2 D1115119 75%REVIEW npPER 4 BAYSC11E0w BOLT 312'HHGALVANIZED I I 12GB37XD75HHJ 01 01/64/19 50%REVIEW o / BOLT'GALV 8 NUT WASHER 50HHI - - W13/4'GALV WASHER R` _ _ [2W75GALVJ I I MARK DATE DESCRIPTION t` $§ A THd POSTPER II (I PURLIN PER t 91 / POSTIBALLAST BAY SCHEDULE o PROJECT INFORMATION [[[ B ` / POST PER SCICDU+E I I TITLE 8 ADDRESS: / SCHEDULE PURLINMOUNTING ARLINGTON MICROGRID { SCHEDULE 3/8'x 11/4'HH GALV,BOLT B i m NUTI7T6BNX125HQM 318" I O O I BEHIND TIS7045dBI QALY.WA��J011L w I I g 17601 59TH AVE NE, } / / I 3/4'x312'HH GALVANIZED -BRA PER%-BRACING SCHEDULE x — ARLINGTON.WA 96223 / BOLTB NUTI2GB75X350HHJ LOOPED AROUND BOLT BETWEEN POST % 314"X SSAE J429 HH GRADE I W/3/4'GALV WASHER AND WASHER AS SHOWN (2)39'z5'HH GALVANIZED 8 MAGNI 565 COATED BOLT B I2W75GALVJ - Elf RBI SOLAR PROJECT No: IA71 CRIPPLE#4 THRU BOLT 8 NUT KNEE BRACE PER ( KNEE BRACE PER WIRECLAMP (IYP)[2GB37XSOOHHJ DRAWN BY: REVIEWED BY: 9 BAY SCHEDULE BAY SCHEDULE c TOP CHORD PER C(;S JMF D BAY SCHEDULE ! - --- -- SHEET TITLE: _ A TURN -- - --\ - plNL r 1�- I TUBE GALV SPACER DETAILS Tom IZ77250]AT EACH I PURLIN BRACKET j NOTE: X-BRACING IS LOCATED ON THE DOWN SLOPE SIDE OF THE POSTS BOTTOM BOLT SHEET No: ! r-ATT LOWER KNEE BRACE TO TOP AS KNEE BRACE TO POST A7 I X-BRACE TO POST A9 LONGITUDINAL PURLIN SG501 CHORD CONNECTION DETAIL -`15 CONNECTION DETAIL ;_ CONNECTION DETAIL `.A`. CONNECTION DETAIL t 7 2 # 3 4 1 5 16 7 Il 8 4 9 1 10 1 11 DRAINA \ ( GE POND Potp Lm KLW Manufacturing and Design I kl� Proposed Roads and Utilities (Separate Project) Lot 19 Proposed CETC Building Proposed Microgrid z U) (Separate Project) S I Solar Arrays(Typ) -n ------------L TP-7 T) a Season High GW(Depth,Ft) 2017:2.0'(3/18/17) -7-,TP-22 2018:1.0'(4/17/18) F- -X --- ------------- ------ r B-5 m!liiL 7zg&- 9 L -2 -0-TP-8 6 TP-5 in cc TP-23 —w—wl w L,—w * Season High GW(Depth,Ft) B-4 2013:4.0'(2/13/13) 2015:3.8'(12/25/15) 2016:LL 3.5'(3/1-6/1-6) < I 2017:3.8'(3/31/17) 2018:2.3'(2/19/18) Ledgen N N Site Plan -A- E2 Site Boundary M Notes: -rP W E G of all features shown are approximate. -22* Test Pit Number and Approximate Location(2017) ii. The locations assist in (2017) North County Microgrid Project information purposes,it is intended to 2. This drawing is for B-9+ Boring Number and Approximate Location 115, Arlington,Washington attached document. showing features discussed in an and content of GeoEngineers Inc.cannot guarantee the accuracy B-4 Boring Number and Approximate Location(2012) S a eers.Inc. n(2012) electronic fil,;.The master file is stored by GeoEng)n serve as the official record of this communication- 0 — Figure 2 and will se TP-5-4 Test Pit Number and Approximate Location 100 100 Figure- GMENGINEER��r Reference:Site Survey by Hewitt,dated June 26,2017. 07/04/18. Boring with groundwater monitoring wells Feet labels Proposed Layout by Burns and McDonnel,dated + are shown with blue symbols and . 8 k to 'S Projection:WA State Plane,North Zone,NAD83,US Foot 0 ------------- SITE ADDRESS: -11 , SECTION 22, TOWNSHIP 51N, RANGEE 5 EAST, Wfv 17601 59TH AVE NE eerR sr NE ARLINGTON,WA 98223 SNOHOMISH COUNTY PUBLIC UTILITY DISTRICT NO. 1 eorH ST NE APPLICANT/OWNER/PROJECT LEAD SNOHOMISHCOUNTY ARLINGTON "' I1MIP EVERET ,W ARLINGTON MICROGRID SOLAR ARRAY PROJECT AIRPORT PO BOX 1107 VERETT WA 98206-8624 CONTACTS: SCOTT GIBSON,PE PHONE: 425-783-8835 PROJECT SITE t EMAIL: hsgibson@snopud,com a CITY OF ARLINGTON GENERAL CONSTRUCTION NOTES. 6. ALL OF THE LOCATIONS OF THE EXISTING UTILITIES SHOWN IN THE PLANS HAVE BEEN nzsr NE SURVEYOR: ESTABLISHED BY FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND SHALL DAVID EVANS AND ASSOCIATES 1. ALL WORK AND MATERIALS SHALL CONFORM TO THE CURRENT EDITION OF THE CITY THEREFORE BE CONSIDERED APPROXIMATE AND NOT NECESSARILY COMPLETE.IT IS VICINITY MAP CONTACT: GIL LAAS OF ARLINGTON PUBLIC WORKS STANDARDS AND SPECIFICATIONS,AND THE CURRENT THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY THE QCIE� .tsPHONE: 425-405-1513 EDITION OF THE WASHINGTON STATE DEPARTMENT OF TRANSPORTATION(WSDOT) ACCURACY OF ALL UTILITY LOCATIONS.EMAIL: gjla@deaine.com STANDARD SPECIFICATIONS FOR ROAD,BRIDGE,AND MUNICIPAL CONSTRUCTION.A COPY OF THESE DOCUMENTS SHALL BE ON SITE DURING CONSTRUCTION. 7. THE CONTRACTOR SHALL LOCATE AND PROTECT ALL CASTINGS AND UTILITIES ELECTRICAL ENGINEER: DURING CONSTRUCTION AND SHALL CONTACT THE UNDERGROUND UTILITIES LOCATE g r BURNS AND MCDONNELL 2, IT IS THE SOLE RESPONSIBILITY OF THE DEVELOPER/CONTRACTOR TO OBTAIN A SERVICE(1-800-424-5555 OR 811)AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. ��rs�1 CONTACT:KIM PARSON GRADING PERMIT,RIGHT-OF-WAY PERMIT,AND UTILITY PERMITS,FROM THE CITY.ALL !1 1 PHONE:360-597-0146 REQUIRED PERMITS FROM OTHER AGENCIES MUST ALSO BE OBTAINED BY THE 8. INSPECTION AND ACCEPTANCE OF ALL WORK WILL BE ACCOMPLISHED BY � -= � f EMAIL:kparson@burnsmcd,com DEVELOPER/CONTRACTOR. REPRESENTATIVES OF THE CITY OF ARLINGTON.IT SHALL BE THE U CONTRACTOR'S RESPONSIBILITY TO COORDINATE AND SCHEDULE APPROPRIATE SITE DATA: 3. PRIOR TO ANY CONSTRUCTION ACTIVITY,THE DEVELOPER/CONTRACTOR SHALL INSPECTIONS,ALLOWING PROPER ADVANCE NOTICE.THE INSPECTOR MAY REQUIRE PARCEL NO:31052200400200 ATTEND A PRECONSTRUCTION CONFERENCE WITH THE CITY.THE CONTRACTOR REMOVAL AND REPLACEMENT OF ITEMS THAT DO NOT MEET CITY STANDARDS OR 1 PARCEL AREA:25,69 ACRES(1,119,056 SF) SHALL SCHEDULE THE PRE-CONSTRUCTION CONFERENCE BY CALLING(360)403-3500. WERE CONSTRUCTED WITHOUT INSPECTION. �'�� I •�-sCC� S EXISTING IMPERVIOUS SURFACE:4.46 AC(194,207 SF) PRIOR TO SCHEDULING,THE CONTRACTOR MUST SUBMIT AND RECEIVE APPROVAL PROPOSED IMPERVIOUS SURFACE:NONE FOR THE TRAFFIC CONTROL PLAN,CITY PERMITS,TEMPORARY EROSION AND 9, THE CONTRACTOR SHALL KEEP THE ON-SITE AND OFF-SITE STREETS CLEAN AT ALL z DISTURBED AREA:APPROX.3.00 AC SEDIMENT CONTROL PLAN,PERFORMANCE BOND,COPY OF OTHER AGENCY PERMITS, TIMES BY CLEANING WITH A SWEEPING AND/OR VACUUM TRUCK.WASHING OF THESE ZONING: GENERAL INDUSTRIAL A COPY OF THE CONTRACTOR'S LICENSE,AND PROOF OF INSURANCE COVERAGE, STREETS WILL NOT BE ALLOWED WITHOUT PRIOR APPROVAL FROM THE CITY AIRPORT SUBDISTRICT:B&C INSPECTOR. o USE CLASSIFICATION:17.200 4. A COPY OF THE APPROVED CONSTRUCTION PLANS MUST BE ON THE JOB SITE WHEN s PARKING USE CLASSIFICIATION:3.120 CONSTRUCTION IS IN PROGRESS. 10. THE CONTRACTOR SHALL MAINTAIN TWO(2)SETS OF"AS-BUILT"PLANS SHOWING PARKING PROVIDED:NONE REQUIRED ALL FIELD CHANGES AND MODIFICATIONS.IMMEDIATELY AFTER CONSTRUCTION UTILITY PROVIDER:WATER AND SANITARY SEWER PROVIDED 5. ALL SITE WORK SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE APPROVED COMPLETION,THE CONTRACTOR SHALL DELIVER BOTH COPIES OF RED-LINED PLANS BY THE CITY OF ARLINGTON PLANS.ANY DEVIATION FROM THE APPROVED PLANS WILL REQUIRE PRIOR APPROVAL TO THE CITY.THE CITY WILL FORWARD ONE OF THE COPIES TO THE DESIGN FROM THE OWNER,THE CITY ENGINEER,AND OTHER APPROPRIATE PUBLIC AGENCIES. ENGINEER. r - _ ARLINGTON' WA w ' ID z � rrc J �� CONTRACT DRAWINGS 10 ,010 PROJECTTBM N 424947 339 E 1320421,496 I I DWG NO, REVISION TITLE ELEV=136-18: _ j. J AMG-01-Al D COVER SHEET EXISTING I AMG-01-S1 A CONCEPTUAL RACKING PLAN h 1 _POLE YARD \` I AND GENERAL NOTES I EXISTING 20'UTILITY I I \ :� ��� AMG-01-S2 A STRUCTURAL DETAILS �{ c EASEMENT(PARCEL 2) I I ti _ AMG-01-Bl D LEGEND AND ABBREVIATIONS I I B 4 l 1 UNDEVELOPED I AMG 01 C1 D OVERALL SITE PLAN o o m �c ! AMG-01-C2 C ENLARGED SITE PLAN AMG-01-El D OVERALL ONE-LINE AMG-01-E2 C OVERALL ONE-LINE CONS7R CT10 LIMI S +r 1 SEWER EXTENSION �sl" BURNS LMCDONNELL PROPOSED 5 KV \-- UNDEVELOPED PROPOSED 20' I { I Y OF ARLINGTON D�C]u1rt♦ UTILITY EASEMENT 3 I Jr ' P4ILDING DEPARTMENT i APPROVED orzoEe I OPERAnori p EXe 4"g EASY — SCALE CONSTRU TION DRAWING VIEWACKNOWLED EME T II I NO CHANGES AUTHORIZED DFTR JTG THIS PLAN HAS BEEN REVIEWED AND EVALUATED FOR GENERAL COMPLIANCE UNLESS APPROVED BY THE CH R JTG LEGAL DESCRIPTION: HORIZONTAL DATUM WITH THE CITY OF ARLINGTON CODES AND ORDINANCES. CONFORMANCE OF BUILDING INSPECTOR (PER STEWART TITLE GUARANTY COMPANY ORDER NO.01148-7717,DATED WASHINGTON STATE PLANE COORDINATION SYSTEM THIS DESIGN WILL ALL APPLICABLE LAWS AND REGULATIONS IS THE FULL AND EriGR JTG AUG.13,2012) -NORTH ZONE,NAD 83/07. COMPLETE RESPONSIBILITY OF THE LICENSED DESIGN ENGINEER, WHOSE STAMP AND SIGNATURE APPEAR ON THIS SHEET.ACKNOWLEDGEMENT OF APED uFD PARCEL 1: BASIS OF BEARING CONSTRUCTION DRAWING REVIEW DOES NOT IMPLY CITY APPROVAL FOR THAT PORTION OF THE SOUTH HALF OF THE NORTH HALF OF THE SOUTHEAST THE BEARING N8748'08"WAS MEASURED BETWEEN S CONSTRUCTION ACTIVITIES THAT REQUIRE OTHER COUNTY,STATE OR DATE Le/14/1 S QUARTER OF SECTION 22,TOWNSHIP 31 NORTH,RANGE 5 EAST,W.M.,LYING 1/4 CORNER&SE CORNER OF SECTION 22,T 31 N,R 5 FEDERAL PERMIT REVIEW AND APPROVAL. THE PROPERTY OWNER AND WEST OF THE NORTHERN PACIFIC RAILROAD RIGHT OF WAY;EXCEPT THE E,WM, LICENSED DESIGN ENGINEER SHALL BE RESPONSIBLE FOR THE ACQUISITION P qRUGI O��� NORTH 330 FEET OF THE WEST 1,124 FEET THEREOF. AND COMPLIANCE OF ALL APPLICABLE PERMITS AND/OR AUTHORIZATIONS PFFICECO �'�" f,r[•,r-� � �VERTICAL DATUM WHICH MAY INCLUDE,BUT ARE NOT LIMITED T0,WSDFW HYDRAULIC PROJECT � + p,/ C R G PARCEL 2: TOP OF WSDOT MON IN CASE ON NORTH SIDE OF APPROVAL(HPA),WSDOE NOTICE OF INTENT(NOI),ANY CORP OF ENGINEERS °r AN EASEMENT FOR INGRESS,EGRESS AND UTILITIES,AS RESERVED IN 172ND ST NE&59TH AVE NE. FILL PERMITS AND THE REQUIREMENTS OF THE ENDANGERED SPECIES ACT. ++. �i Y S O L R STATUTORY WARRANTY DEED RECORDED UNDER RECORDING NO.811100107. ELEVATION=127.56 IJ ', I i 1) : Ag •4°,'t",.d covEa sHrFr BY DATUM: NAVD'68 SITUATED IN THE COUNTY OF SNOHOMISH,STATE OF WASHINGTON, PROJECTTSM: TOP OF 112"REBAR&CAP(HUEY) CITY ENGINEER ELEV=135.18' DATE: REV DRA6PIIIG THIS APPROVAL VALID FOR 18 MONTHS Sep 21 201 g 0:42 AM D APA G-O -A I ) �,E 1 /4, SECTION 22, TOWNSHIP 31 N, RANGE 5 EAST, WM GENERAL NOTES: 1. CALLOUTS,COORDINATES,AND DIMENSIONS ARE POINTED TO 2, DURING CONSTRUCTION OF THE PROJECT,CONTRACTOR SHALL OR MEASURED TO EDGE OF CENTER OF STRUCTURAL PILE RECORD CLIENT REPRESENTATIVE-APPROVED FIELD UNLESS INDICATED OTHERWISE CONSTRUCTION REVISIONS TO THE DESIGN DEPICTED ON APPROVED CONSTRUCTION DRAWINGS.THESE REVISIONS 2, ALL WORK SHALL BE SUBJECT TO INSPECTION BY AUTHORIZED SHALL BE USED TO PREPARE RECORD DRAWINGS OF ( PERSONNEL OF LOCAL AND GOVERNMENT REGULATORY COMPLETED CONSTRUCTION, AGENCIES AND THE CLIENT REPRESENTATIVE, 3. ALL VARIATIONS IN PROJECT CONDITIONS,LOCATIONS,AND 3. ALL WORK SHALL BE CONDUCTED IN ACCORDANCE WITH THE CONFIGURATIONS,AND ANY OTHER CHANGES OR DEVIATIONS ' PLANS AND SPECIFICATIONS AND LOCAL AND GOVERNMENT FROM THE INFORMATION PRESENTED ON THE ORIGINAL, I CODES,ORDINANCES,AND REGULATIONS. IN CASE OF APPROVED CONSTRUCTION DRAWINGS SHALL BE NOTED,THIS CONTRADICTION OR DISCREPANCY BETWEEN REQUIREMENTS, INCLUDES BURIED OR CONCEALED CONSTRUCTION AND UTILITY ------------• CONTRACTOR SHALL INCORPORATE WHICHEVER IS MOST FEATURES THAT WERE REVEALED DURING CONSTRUCTION. STRINGENT.WHERE A QUESTION REMAINS ON WHICH REQUIREMENT IS MOST STRINGENT,CONTRACTOR SHALL 4, THE CLIENT REPRESENTATIVE SHALL REVIEW COMPLETENESS, /V 1 SUBMIT ISSUE TO THE CLIENT REPRESENTATIVE IN WRITING. ACCURACY,AND FORMAT OF SUBMITTED RECORD DRAWINGS, e THE DECISION OF THE CLIENT REPRESENTATIVE SHALL BE IF THE RECORD DRAWINGS ARE CONSIDERED UNACCEPTABLE, CONSIDERED FINAL, l 0 n CONTRACTOR FOR CORRECTION AND RESUBMISSION.4. ALL WORK SHALL BE CONDUCTED IN A PROFESSIONAL WORKMANSHIP MANNER USING QUALITY MATERIALS,WORK EXISTING CONDITIONS NOTES: SHALL CONFORM TO OWNER'S STANDARD SPECIFICATIONS (CURRENT EDITION),UNLESS INDICATED OTHERWISE OR AS 1. THE CONTRACTOR SHALL FIELD-CHECK ALL EXISTING <i i DIRECTED BY THE CLIENT REPRESENTATIVE CONDITIONS AND BE THOROUGHLY FAMILIAR WITH THE SITE - N BEFORE ANY WORK COMMENCES.ANY DISCREPANCIES IN THE z -o 5. SEE SHEET AMG-01-S2 FOR STRUCTURAL GROUND MOUNT DRAWINGS SHALL BE IMMEDIATELY REPORTED TO THE CLIENT w RACKING SYSTEM DETAILS. REPRESENTATNE BEFORE ANY FURTHER WORK COMMENCES. m t U STRUCTURAL GENERAL NOTES: 2. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO r 1, CONTRACTOR SHALL COORDINATE ALL STRUCTURAL WORK FIELD-VERIFY EXISTING STRUCTURES,UTILITIES,AND TO TAKE m {f l SHOWN ON ALL OTHER DRAWINGS. NECESSARY PRECAUTIONS DURING DEMOLITION AND CONSTRUCTION.PRIOR TO BEGINNING WORK,CONTRACTOR m 2. CONTRACTOR SHALL VERIFY ALL DIMENSIONS OF EXISTING SHALL VERIFY EXISTENCE AND MARK LOCATIONS OF ALL CONSTRUCTION AND REPORT ANY DISCREPANCIES FROM THE UTILITIES,INCLUDING SERVICE CONNECTIONS TO CONTRACT OR REFERENCE DRAWINGS PRIOR TO COMMENCING UNDERGROUND UTILITIES.CONTRACTOR SHALL CONTACT THE r� WITH WORK.SCALING OF WORKING DIMENSIONS FROM THE CLIENT REPRESENTATIVE AND ALL TO IDENTIFY THE LOCATION STRUCTURAL DRAWINGS IS PROHIBITED, OF UTILITIES.THERE IS NO GUARANTEE,EITHER EXPRESSED OR IMPLIED,THAT THE LOCATIONS,SIZE AND TYPE OF MATERIAL OF 3, CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE EXISTING UNDERGROUND UTILITIES INDICATED ARE FINISHED STRUCTURE,CONTRACTOR SHALL BE RESPONSIBLE REPRESENTATIVE OF THOSE TO BE ENCOUNTERED DURING FOR ALL MEANS AND METHODS OF CONSTRUCTION INCLUDING, CONSTRUCTION, r I BUT NOT LIMITED TO,SHORING AND TEMPORARY BRACING. s CONTRACTOR SHALL UNDERTAKE ALL NECESSARY MEASURES 3. THE CONTRACTOR IS RESPONSIBLE FOR PROTECTING ITEMS a TO ENSURE SAFETY OF ALL PERSONS AND STRUCTURES AT THE NOT TO BE DAMAGED DURING DEMOLITION AND CONSTRUCTION. i SITE AND ADJACENT TO THE SITE.VISITS TO THE SITE BY THE THE CONTRACTOR SHALL REPAIR OR REPLACE DAMAGED OR 0 OWNER OR THE ENGINEER SHALL NOT RELIEVE THE DISTURBED ITEMS TO THE SATISFACTION OF THE CLIENT a tb CONTRACTORS OF SUCH RESPONSIBILITY, I REPRESENTATIVE 4. IF CERTAIN FEATURES ARE NOT FULLY SHOWN OR CALLED FOR GROUND MOUNT RACKING SYSTEM&FOUNDATION DESIGN CRITERIA N ON THE CONTRACT DRAWINGS OR SPECIFICATIONS,THEIR 1. GROUND MOUNT RACKING SYSTEM VENDOR SHALL BE m CONSTRUCTION SHALL BE OF THE SAME CHARACTER AS FOR RESPONSIBLE FOR THE ENTIRE DESIGN OF THE STEEL SIMILAR CONDITIONS THAT TRANSITIONS BETWEEN THEM, SUPERSTRUCTURE AND FOUNDATION.THE GROUND MOUNT '- I UNLESS NOTED OTHERWISE RACKING SYSTEM IS A DEFERRED SUBMITTAL AND TO BE < HANDLED PER IBC 107.3,4,1- 5, ALL PRODUCTS SHALL BE INSTALLED IN ACCORDANCE WITH THE 2. THE ENTIRE SUPERSTRUCTURE INCLUDING THE FOUNDATION MANUFACTURER'S WRITTEN INSTRUCTIONS AND SHALL BE DESIGNED IN ACCORDANCE WITH THE BUILDING CODE RECOMMENDATIONS,UNLESS NOTED OTHERWISE, AS NOTED IN THE STRUCTURAL GENERAL NOTES, CONCEPTUAL RACK LAYOUT PLAN 3, THE RACKING SYSTEM SHALL BE DESIGNED TO SUPPORT DESIGN STANDARDS: SELF-WEIGHT,SUPERIMPOSED DEAD,ICE,SNOW,WIND,OR 30 15 0 30 1. PRINCIPAL CODE OF RECORD:INTERNATIONAL BUILDING CODE SEISMIC LOADING,WHICHEVER COMBINATION PRODUCES THE 2015,AS AMENDED BY THE STATE OF WASHINGTON&BY THE MOST SEVER CONDITION, r 30' SCALE IN FEET N" CITY OF ARLINGTON,WASHINGTON 4. THE STRUCTURAL DESIGN SHALL BE PERFORMED BY AN ♦BURNS ENGINEER THAT IS LEGALLY QUALIFIED(LICENSED OR `URNS AEL 2. ASCE 7,MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER REGISTERED)TO PRACTICE IN THE STATE OF WASHINGTON,AND WHO IS EXPERIENCED IN THE DESIGN OF GROUND MOUNT PLAN NOTES: R 0 - 1. 4 PANELS x 12 PANELS=48 PANELS PER RACK RACKING SYSTEMS, I T."CHOWSH cI ur+n` 3. AISC 360,STEEL CONSTRUCTION MANUAL,14TH EDITION,2011 5. DESIGN DRAWINGS AND CALCULATIONS SHALL BE SEALED AND [ I I© Z LAYOUT REPRESENTS CONCEPTUAL PANEL LAYOUT.CONTRACTOR SHALL USE AREA NECESSARY TO SUBMITTED TO THE OWNER, �U 1 ACHIEVE THE REQUIRED SYSTEM RATING AND ROW SPACING(GROUND COVERAGE RATIO)STATED IN 4. AISI NORTH AMERICAN SPECIFICATION FOR DESIGN OF 6. GROUND MOUNT RACKING SYSTEM AND FOUNDATION SHALL BE THE ELECTRICAL SPECIFICATION,HOWEVER NOT MORE THAN 3 ACRES SHALL BE UTILIZED, COLD-FORMED STEEL STRUCTURAL MEMBERS,S100-2010. DESIGNED TO MEET THE FOLLOWING DESIGN CRITERIA: ORDER 1 A. SOLAR PANEL WEIGHT: 50 POUNDS PER PIECE I SPECIAL INSPECTIONS 1. BASISOFDESIGN: MAXPOWER(1500V) OPERATION 1. REQUIRED IN ACCORDANCE WITH IBC CHAPTER 17. CS6U-325/330/335/340P BY CANADIAN SOLAR INC SCALE NOTED BASIS OF DESIGN VENDOR C. WIND SPEED: 110 MPH(3 SECOND GUST) 1. SUNMODO-SUNBEAMGROUNDMOUNTSYSTEM D. WIND-ON-ICE: 30 MPH DFTR MAM E. ICE THICKNESS: 0.25" 2. SUNMODO-SUNBEAM EARTH AUGER SYSTEM F. GROUND SNOW: 15 PSF CHKR BMJ G. SEISMIC 3. DETAILS SHOWN ON THIS DRAWING ARE FOR INFORMATION 1, Ss: 1.073g ENGR BMJ ONLY,FINAL DESIGN SHALL BE PROVIDED BY THE VENDOR. 2. St: 0,418g - 3. SITE CLASS: F APVD CBW RECORD DRAWING NOTES: 7. GEOTECHNICAL INFORMATION 1, CONTRACTOR SHALL MAINTAIN UPDATED RECORD DRAWINGS A GROUND MOUNT RACKING SYSTEM VENDOR SHALL DATE 09/21/18 DEFERRED SUBMITTAL: AT ALL TIMES THROUGH THE DURATION OF THE PROJECT, COORDINATE WITH OWNER FOR GEOTECHNICAL 1. DETAILOWNERED, SITE CTOR SHALL SUBMIT TO THE CITY OF DES INGTON,WA FOR APPROVAL A CONSTRUCTION RECORD DRAWINGS SHALL BE SUBMITTED TO REPORT. DETAILED,SITE SPECIFIC RACKING AND FOUNDATION DESIGN PREPARED AND STAMPED BY A THE CLIENT REPRESENTATIVE, PROFESSIONAL ENGINEER LICENSED IN THE STATE OF WASHINGTON PRIOR TO CONSTRUCTION. AR L I N G T O N 1N�w000 MICROGRID > SOLAR Pi CONCEPTUAL RACKING y 55457 PLAN & GENERAL NOTES ONAL REy URAMAHL 09/21/2018 A I AMC-01 S1 �l 5E 1 /4, SECTION 22, TOWNSHIP 31 N, RANGE 5 EAST, WM 72 CELL PANEL DIMENSIONS: 77.2" x 39.1"— s TYPICAL ISOMETRIC VIEW OF GROUND MOUNT SYSTEM BY SUNMODO CORP. NOT TO SCALE z NOTES: 1. REFER TO SHEET AMG-XX-S1 FOR GENERAL NOTES. 2. DETALS SHOWN ON THIS DRAWING ARE FOR INFORMATION ONLY. FINAL DESIGN SHALL BE PROVIDED BY THE VENDOR. , a 0 V N GROUND MOUNT RACKING >:• E Co 501- SYSTEM BY SUNMODO CORP EXISTING GRADE Fol ELEV - REF CIVIL 30' I I-I-LLI.I., -I I =ETI=1 rmt.' I L-11 r -I I-1 I I-III=1 I I I I-III-1 l ii-I �11 I-1 Il I-1�- =111= x ♦suRNS 0 �M�DONNELL Z > EXISTING GRADE 4 r— —� ELEV REF CIVIL ISM couritr N3 w > I I ILLJJD U cy L� I II11 111 1 ' 111�1 111 111 I II I Ii I I I I II I I I�ITih I I I LEI I I I IIT11 ORDER HELIX BLADE AUGER. AUGER OPERATION cy I I DETAIL A SPACING DIAMETER,AS REQUIRED BY SCALE NOTED Fo wr I I Qa� VENDOR'S ENGINEER DFTR MAM 0oz I I VIQ� =QJ O c~9 W o i I CHKft BMJ zxw �wo i i ENGR BMJ vi APVD CBW a I DATE 09/21/18 40 I I o I I I r I ARLINGTON MICROGRID 8'-6" VERIFY W/ VENDOR !y4 00 ' SOLAR DETAIL A TYPICAL SECTION OF GROUND r ° STRUCTURAL DETAILS TYPICAL 10'' HELIX BLADE AUGER MOUNT SYSTEM NOT Bo SscSUNMODO CORP. '$ALEss' "sac, RFC DRAWING1. SUNBEAM EARTH AUGER SYSTEM BY SUNMODO CORP. IIw 2. AUGER DIAMETER TO BE CONFIRMED BY THE VENDOR. PoNAL 09/21/2018 A if AMG-01-S2 1 r'�E 1 4, SECTION 22, TOWNSHIP 31 N, RANGE 5 EAST, WM '- r ELECTRICAL DEVIC,t_Z SITE/SURVEY UTILITY ELECTRICAL ONE LINE 4 I t PFb1,-C 110. DESCRIPTION EXISTING PROPOSED QW011cvl EXISTING PROPOSED DESCRILUM SYMBOL DESCRIPTION 11 MULTI-FUNCTION RELAY 16 DATA NETWORK/COMMUNICATION DEVICES PROPERTY LINE 12" CMP 12" CMP �- DISCONNECT SWITCH, TYPE "A" 21 DISTANCE IMPEDANCE RELAY CULVERT RIGHT-OF-WAY LINE -� ARC RESTRICTOR SWITCH, TYPE "B" 26T OIL TEMPERATURE TRANSFORMER -10" SD -10" SD STORM DRAIN PIPE & SIZE 27 UNDER VOLTAGE RELAY EASEMENT LINE -� LOOP OR PARALLEL BREAK SWITCH, TYPE "C" 49T WINDING TEMPERATURE RELAY TRANSFORMER p PROPERTY CORNER -10" SD— -10" SD PERFORATED STORM DRAIN ___00 LOAD BREAK DISCONNECT SWITCH, TYPE "D" 50N/51N NEUTRAL INSTANTANEOUS AND OVERCURRENT RELAY PIPE & SIZE 50/51 PHASE INSTANTANEOUS AND OVERCURRENT RELAY TEMPORARY BENCH MARK GROUNDING SWITCH SOBF BREAKER FAILURE RELAY FENCE G G GAS 52 POWER CIRCUIT BREAKER 6" S 6" S SANITARY SEWER LINE & SIZE C 63 PRESSURE SENSITIVE RELAY SUBSTATION SECURITY FENCE S CIRCUIT SWITCHER 71T OIL LEVEL TRANSFORMER oo SUBSTATION SECURITY FENCE T T TELEPHONE 79 RECLOSING RELAY -�- FUSE (LOW VOLTAGE) 81 UNDERFREQUENCY RELAY SILT FENCE TV TV OVERHEAD CABLE TELEVISION -�83 PROCESS CONTROLLER HIGH VISIBILITY FENCE 2" W 2" W WATER LINE & SIZE FUSED DISCONNECT SWITCH 85 CARRIER CONTROLLED RELAY 86 LOCKOUT RELAY -^-� -��-► SURFACE FLOW f CATCH BASIN FUSE (POWER) 86B BUS LOCKOUT RELAY EDGE OF WETLAND/STREAM SC SUPERVISORY CONTROL 86T TRANSFORMER LOCKOUT RELAY CLEANOUT 87B BUS DIFFERENTIAL RELAY --------- --------- DITCH/SWALE CENTERLINE NCO CO �� CURRENT TRANSFORMER -4- 0- MANHOLE CURRENT TRANSFORMER, BUSHING TYPE 87T TRANSFORMER DIFFERENTIAL RELAY 66 66 CONTOUR LINE 89 LINE SWITCH b' Y FIRE HYDRANT � ' GROUND _ 97 LOGIC OR DATA PROCESSOR GRADE BREAK I X AUXILIARY RELAY TOC TO C ® 0 WATER METER NEUTRAL REACTOR -- n e TOP OF CURB/CONCRETE SURGE ARRESTER N (oD.00) oo.00 ELEVATION ❑ ❑ TELEPHONE JUNCTION BOX + - BATTERY 00.00 SPOT ELEVATION 0 POWER DISTRIBUTION POLE o 0 0 0 W (DO.t)D • VOLTAGE TRANSFORMER, POTENTIAL � � � �o,� TRANSFORMER OR SERVICE TRANSFORMER �r �r EDGE OF PAVEMENT a 0POWER TRANSMISSION POLE I LA LANDSCAPED AREA P P OVERHEAD POWER 3-WINDING POWER TRANSFORMER WITH LTC / TI EVERGREEN SHRUB UNDERGROUND POWER CONDUIT �yy-y� L �J � (} TREE (DECIDUOUS) E- E- GUY WIRE AND ANCHOR - TREE (CONIFER) V1 V1 ELECTRICAL VAULT 23 CIRCUIT BREAKER 0 MAILBOX T-%%�_> DRAWOUT CIRCUIT BREAKER 0 O WARImtG SIGN ELECTRICAL GROUNDING (DAFIGER HIGH VOLTAGE) ❑ TERMINAL BLOCK POINT EMBANKMENT EXISTING PROPOSED DESCRIPTION � WIRE PULL TERMINAL BLOCK POINT ® —ss— ss SHORTING TERMINAL BLOCK POINT �'o 0 6` SANITARY SEWER GROUNDING CONDUCTOR w vw— WATER ❑❑ WIRE NUMBER CHANGE TERMINAL BLOCK POINT o m } PARALLEL CONNECTION m p o 0 • • ❑� WIRE NUMBER CHANGE WIRE PULL TERMINAL SANITARY SEWER MANHOLE BLOCK POINT w o 0 0 GROUND WIRE TAIL WITH m HYDRANT I I PARALLEL CONNECTION ❑® WrRE POINT CHANGE SHORTING TERMINAL —{— —}— CROSS CONNECTION BLOCK0 o o � I I 8 (E.0, ALL Tf R TERMINAL BLOCK/)POINT ASPHALT GROUNDING PLATFORM 1 (E�G ALLEN BRADLEY 1492-tYN:DB _ GRAVEL VOLTAGE REGULATOR - �° OO GROUND ROD IL o m a - BIOSWALE1 GROUND WELL MOTOR OPERATOR Q r�jFf CONCRETE �J TEXT SYMBOLS 0 INDICATING LIGHT HIGH VOLTAGE TERMINATION BETWEEN AN SYMBOL MEANING EXPOSED CONDUCTOR TO INSULATED DEGREE I CONDUCTOR OR BUSHING ± PLUS OR MINUS —I ELECTRICAL NODE, COMMON CONNECTION BURNS 0 OHMS �MfiDONNELL ANGLE E UNDERGROUND PULL WIRE PHASE, DIAMETER �� COUPLING CAPACITOR VOLTAGE TRANSFORMER I SN014MUSH CO�UNTV CENTER LINE Lp m 6 PROPERTY LINE O DATA POINT Ft✓RK UILRO PSUXT f10 I • FEET, MINUTES I .. INCHES, SECONDS Co MOLDEDCASE BREAKER ORDER & AND OPERATION DRAFTING SCALE NONE SYMBOL DESCRIPTION sECTIOPI.ELEVATIIk1, DFTR SAM CENTER LINE � SECTION, ELEVATION, �OR PRDFYLE LETTER p OR PROFILE LETTER I DETAIL NUMBER • OR DETAIL NUMBER CHKR JTG ,—CONDUIT SIZE CIT DWG NUMBER WHERE (CI ONG NUMBER IF LEFT BLABK IIIGOCATES SECTION, ELEVATION, VO4ERE DETAIL SECTIdI,�,EVAIM PROFILE ENGR MFD ?-t OR PROFILE CAN BE CAN BE FOUND OR DETAIL 5 9OW4 ON CONDUIT IDENTIFICATION NUMBER FOUND THE SAME D4AIVIC APVD MET) R127 MATERIAL ITEM DESIGNATION DATE 07/04/18 SECTION ELEVATICRI, 115V51 STEEL STRUCTURE DESIGNATION SECT1�3t1 ELCYATIOtI, OR PROhLE LETTER FBI T RDA►ARtn,, SE T101,4 A- OR PP.0'ILE LETTER DETAIL DETAIL NUMBER OR DETAIL NUUHEP ARLING ON of ♦y I OR A CONSTRUCTION/DEVELOPMENT NOTE ?- Y-0� C) DWG NUMBER tetERE ?" = 1 0� C�SECTION,OO SECTIONEL IS TAKE �IS TAKEN ARIL L IS TIQII,INDICATES M CROGR N 4 OR PROFILE 'J 7IOlI, W TAKEN OR DETAIL IS 9RDYRi ON ••1t"' �••; N-S BASELINE PROJECT REFERENCE LINE THE SAME DRAWING 'y' SCALE SCALE SOLAR •��' `x irn` �?' S 00'39'51" E '� - LEGEND AND BEARING OF REFERENCE LINE MXAt F� N 357839668 -4 ABBREVIATIONS . SITE COORDINATE E 1305863,041 USE LETTERS TO DESIGNATE SECTIONS, NOTE. ELEVATIONS, OR PROCILES. DEVIATIONS FROM THESE LEGENDS WILL REV DRAWING Sep 212018 6:42 AM —�i OR O COLUMN/PIER GRID LINE USE NUMBERS TO DESIGNATE DETAILS BE NOTED ON INDIVIDUAL DRAWINGS D AMG-O)—BI I �L 1 /4, SECTION 22, TOWNSHIP 31 N, RANGE 5 EAST, WM GENERAL NOTES: z 1. NEW WORK SHOWN BOLD. EXISTING UTILITIES SHOWN HALF TONE. 2. SCHEDULE THE INSTALLATION OF NEW EQUIPMENT TO f -rig 40 1 I 1 1 F n.-I MINIMIZE OUTAGES. Nr l-bra ;.1 f I i 3• COORDINATE OUTAGES AND EQUIPMENT CUTOVERS WITH g l}T3-t9YIL'IC) I li--Il I -,,,�•�' I � I r ors-lyrtict 4 {` x ` d---�'--- - �` _—_n —__y , 1 1 I y l OWNER AND CONTRACTOR. J:O' Sf flSE1lE,tr,i -tear{.•Y Eah /+JVdG l.+Y :< 4• --'� _,z• .�'ti / I uJH p1"t? CV.I� /f .A .•.:,Elv � KEYED NOTES: till' MI 409 \ f q. ItxKln, twl e * t � �„ rldb'W'24 Irlrtl,rr• p _. _--- - _ •- —," ■'e_ �j SITE ACCESS FROM 1BOTH STREET NE. N1�SAa!= G.N roar r � - - ��--; ♦__-�- �- �.I_c •��+-10..'�ate— _ _ _ �_w — O EXISTING EROSION CONTROL MEASURES TO BE MAINTAINED ; fPtfr u 1..e„INiilt BY CONTRACTOR.TYP• f I ' Kt,C� T 4pyp ♦i r 1 MIN I O EXISTING GRAVEL SURFACED LAYDOWN AREA FOR 1 Col,n reerrr,lc I n;•;< _ ,I CONTRACTORS USE. \ I ;,t;r• l 4O CONTRACTOR TO MAINTAIN DISTRICT ACCESS TO POLE YARD s 2'r+sl I \ � `` LINE CREW II AT ALL TIMES DURING CONSTRUCTION. Mltl,urx tWl i TRAINING AREA L;l WIN fN tliYJi+' t'• � 1 Ball, Y fX3G1 \ a \it in i ••\ � _ r5's 1 1 - -EXISTING rl }11 C2 POLE YARD © 11+1 Jr. ,•j- �- li �• ~�!. - r II-- �. - - - - II %.� ttCiit.11 ��,ww f f �r�ls j t L I , ( �MSDONNELL I s I s�/CiMp1191(C�OUN 7Y r r LJ�l n U F r I,- 7VkK ururr dsms r rro 1 1 1 � '�� li � •I ORDER -__ 1+81.ISL•�- _ _�_-- ---_.V J7•t.�t - .�•a-. a — _ _ f- r� �rY�4�. I ui I•` OPERATION '__�-�— I W - — --_ s��.�- rw u �r - _' '- t•^ ft'1. i? ^ -� 2 ) SCALE NOTED I,.,�F 11 DFTR SAM Cl JTG 3 ENGR MFD 0 50' 100' APVD MFD SCALE IN FEET DATE 07/04/18 iV't,"l'�4• A R L I N G T O N MICROGRID - f=-; SOLAR 44196 a~ OVERALL SITE �i•rr •v PLAN FTtIIN.'Al t�•� REv GR=VA: Sep 21 2018 6:42AM o AMG-01-C1 I ' 1 /4, SECTION 22, TOWNSHIP 31 N, RANGE 5 EAST, WM GENERAL NOTES: " 1 1 1. NEW WORK SHOWN BOLD. EXISTING UTILITIES �2 SHOWN HALF TONE. 2. SCHEDULE THE INSTALLATION OF NEW AV9 EQUIPMENT TO MINIMIZE OUTAGES, I AV12 3. COORDINATE OUTAGES AND EQUIPMENT CUTOVERS WITH OWNER AND CONTRACTOR. 1 KEYED NOTES: 60'SETBACK TO E 1 LIMITS OF USABLE AREA FOR SPECIFIED 3 ACRE DC� OF SOLAR ARRA��Jjj' O PLOT FOR PV FIELD,SEE POINTS LIST FOR 1 UC•I-IGHT POLE BOUNDARY. Fy �� O ALLOCATED 20'x 40'SPACE FOR PV SYSTEM 1* III EXISTING LICHT POLE ANCILLARY EQUIPMENT. TIE PHOTOVOLTAIC SOURCE CIRCUIT RACEWAY F IIN INTO EXISTING 124"CONDUITS IN UNDERGROUND DUCTBANK AS EXISTING CONDUITS HAVE 5'OF COVER �Y 1 \0 INSTALL NEW CABLE FROM PV SYSTEM AC V OUTPUT TO TRANSFORMER SECONDARY j DISCONNECT, U) INSTALL NEW CABLE FROM TRANSFORMER a o >W SECONDARY DISCONNECT TO TRANSFORMER. a m INSTALL NEW CABLE FROM PV SYSTEM AC ' L 1�✓J OUTPUT TRANSFORMER SECONDARY Al 0 0 to i DISCONNECT. ' 2 — I OB PROVIDE NEW RACEWAY TO VAULT VX FROM PV SYSTEM OUTPUT AS NECESSARY 0 INTERCONNECTION.RE:AMG-01 E2FOR I 111 l DUCTBANK SECTION. � 1 I 0 tt O PROVIDE NEW FUSED DISCONNECT, �\I Plu I�J U CONTRACTOR TO BACKFILL SOLAR CONDUITS > w 00 �/ w w � 8 I OUTSIDE OF PIPE BEDDING WITH ON-SITE 00 VX II MATERIALS AND HYDROSEED ALL DISTURBED AREAS. a o m I� 0 I � 00 I II moo 4 II ❑ PV FIELDSOUNDARY POINT BILE 7 POINT DESCRIPTION NORTHING EASTING m r 1 - I F1i NW 424630.54�1328.7 .23 NE 424616.66 .65 �$ 5E 424315.13 .93XFMR SW 424329.0E 57 m m a II+ 1 Il V40 d T—LJ YPM Av�I J, �M£DONNELL AVB II Sl�tfi�MOA1��3r��CO�U-NTr A51507 II I ;—�I I I I M 1— 4 II FWA vnkitr cowl no I F515 9 ',I ORDER OPERATION SCALE NOTED NORTH DFTR SAM CHKR JTG ENGR MFD APVD MFD 0 10' 20' 40' SCALE IN FEET DATE 07/04/18 rA�„r ARL INGTON MICROGRID SOLAR 4911b` e� ENLARGED �ar_p1v �r� SITE PLAN REV DRAWING Sep 212018 6:43 AM C AMG-01—C2 i �,E 1 /4, SECTION 22, TOWNSHIP 31 N, RANGE 5 EAST, WIM FUSED "• DC COMBINER DC COMBINER DC COMBINER DC COMBINER DC COMBINER DISCONNECT AC RECOMBINER INV1 1 INV2 2 INV3 $ INV4 4 INVS 5 #2 PRIMARY METER XFMR-PV TRAYER SWITCH CABINET XFMR-T1 XFMR-72 fMR-T 1 XFMRT4 XFbgR-Tfj 51507 V8 V18 V19 VX Ll I TO SUBSTATION - - - Ll EXISTING RACEWAY NEW FEEDER TO PV STRINGS TO PV STRINGS TO PV STRINGS TO PV STRINGS TO PV STRINGS z 0 q o 0 0 GENERAL NOTES:Lj o o p n VX L 4 } 1. NEW WORK SHOWN BOLD. A-515OG A-51507 EXISTING UTILITIES SHOWN HALF TONE, N.O. N.O N.0 2. SCHEDULE THE INSTALLATION OF NEW EQUIPMENT TO MINIMIZE OUTAGES #I PORTAGE 124/KV,600A 1247KV,600A #2 EAGLE CREEK AC SUBSTATION SUBSTATION 3, COORDINATE OUTAGES AND EQUIPMENT 1100 KCMIL N C N.O N.O N C 1100 KCMIL RECOMBINER CUl'OVERS WITH OWNER AND CONTRACTOR. CKT 3502 CKT 2619 TRAYER TRAYER KEYED NOTES: w 3s- SWITCH#1 SWITCH#2 3 w 5 5 I I O REFERENCE AMG-OI-E2 FOR DETAILED PV(5)SOLAR STRING SYSTEM ONE-LINE DIAGRAM. u u o SOLAR I INVERTERS SOLAR ° o N`a �- GENERATOR p o 0 V�' (2)�Sy7$tlOF 500KCM1L� EQUIVALENT C,,' ii�111 CG; DC COMBINER !n N Q 800 AMP o v FUSED DISCONNECT u o 0 _ o Y D �O yy • n (2)SETS OF 500kcmil, -{ e m< 1/0 GND. XFMR-PV V18 V19 12 47KV-480V 1500 KVA 1A PRIMARY METER 100A CABINET 12,47KV,200A • ' 1/0 PRI JCT 4BURNS MSDONNELL vio,ta,ug.rounrr LFCJ�a AbK ulotibIswfoo, I ORDER OPERATION SCALE NONE LEGEND DFTR SAV UNDERGROUND CHKR JTG JUNCTION VAULT ENGR MFD BUILDING LOAD APVD MFD FUTURE CIRCUIT DATE 07/04/18 OWNER PROVIDED 1,5KV ELBOW JUNCTION ARLINGTON MICROGRID SOLAR } ay��e OVERALL a vr� ONE-LINE At Er4 REV ORAYAMC Sep 212018 6:43 AM D I AMG-01—E1 i �)E 1 /4, SECTION 22, • TOWNSHIP 31 N, RANGE 5 EAST, WM REFERENCE DWG 10tlX AMG-01-El GENERAL NOTES: 1. NEW WORK SHOWN BOLD.EXISTING UTILITIES SHOWN HALF TONE. 2. INSTALLATION OF NEW EQUIPMENT TO eesx comRAcriox,:HAKE AC PANEL E95%BENEATH ROAD 1 �. � MINIMIZE OUTAGES. 3. COORDINATE OUTAGES AND EQUIPMENT BOOA CUTOVERS WITH OWNER AND CONTRACTOR = I 480V,SDOA.3 PHASE,65 KAIC I 4. INFORMATION ON THIS DRAWING IS FOR REFERENCE 00000 I ( ONLY. CONTRACTOR TO SUBMIT COMPLETE DESIGN O O O O O O WITH BID.i 200A �7 200A ( 200A ( - 2ooA (--200A 3-1/C#3/0,#6 G. ! 2"SCH 40 CONDUIT(RGS BENDS) DIRECT BURIED DUCTBANK SECTION FOR PV FIELD RACEWAY DETAI L NOT TO S - a 000� 0 zww wo EL o 00 Sao � ww XFMR-T1 �. XFMR-T2 �- XFMR-T3 �� J XFMR-T4 uJ XFMR-T5 A 60OV-480V 60OV-480V 60OV-480V 60OV-480V 60OV-480V 150KVA 150KVA ( 150KVA ( 150KVA 150KVA 7 2"SCH 40 CONDUIT(RGS BENDS) m a$DIRECT BURIED INV1 INV2 INV3 INV4 INV5 / 150OVDC-600VAC - 150OVDC-600VAG j 150OVDC-600VAC 150OVDC-600VAC ;, 1500VDC-600VAC �- 125KVA - 125KVA 125KVA - 125KVA 125KVA 2-1/C#4/0,#4 G. — - 2"SCH 40 CONDUIT(RGS BENDS) DIRECT BURIED DC COMBINER 1 DC COMBINER 2 DC COMBINER 3 DC COMBINER 4 DC COMBINER 5 ---- ---------- ------------------ -------------------- --------•---------- S1\ ----- S1\ j j S1 j j S1 j j S1 i �BtJRNS �MScDONNELL F1 I I F1 I I F1 I I F1 I I F1 I I 250A TYP 15 1 I 250A TYP 15 I I 250A TYP 15 I ( 250A TYP 15 1 I 250A TYP 15 I I STRINGS/ I STRINGS/ I I STRINGS/ I COMBINER I COMBIN I I COMBINER I I COMBIGNER 1 I COMBINE i � 11� 'M I , I I I I I I )_ I i mm urur� ancID i I I I I I l I ORDER F2 F3 F2 F3 F2 F3 F2 F3 F2 F3 II 20A 20A I I 20A 20A_ i I 20A 20A I I 20A 20A I I 20A 20A I OPERATION I I S2 S3 I I I I I I I I S2 S3 I I S2 S3 I S2 S3 SCALE NONE I I I I 1 I I I I S2 S3 j DFTR SAM 2-1/C#10,#12 G. CHI<R JTG 2"SCH 40 CONDUIT(RGS BENDS) DIRECT BURIED ENGR MFD APVD MFD DATE 07/04/18 ARLI N GTON MICROGR0 TYP 29 TYP 29 TYP 29 TYP 29 TYP 29 TYP 29 TYP 29 TYP 29 TYP 29 TYP 29 „a SOLAR MODULES/ MODULES/ MODULES/ MODULES/ MODULES/ MODULES/ MODULES/ MODULES MODULES/ MODULES w1Esa $ PV SYSTEM STRING STRING STRING STRING STRING STRING STRING STRING STRING STRING yL Rei% ONE—LINE Sep 212018 6:43 AM REV I DRAWING C AMG—Ot I Permit#: 2195 Permit Date: 10/03/18 Permit Type: SOLAR INSTALLATION Project Name: PUD Microgrid Solar Array Applicant Name: Snohomish County PUD Applicant Address: 2320 California Street Applicant, City, State, Zip: Everett,WA 98028 Contact: Scott Gibson Phone: 425-783-8835 Email: hsgibson@snopud.com; brdavis@snopud.com Scope of Work: New 500kW Utility Scale Solar Array Valuation: 250000.00 Square Feet: 0 Number of Stories: 0 Construction Type: Occupancy Group: ID Code: Permit Issued: 02/07/2019 Permit Expires: Form Permit Type: Status: COMPLETE Assigned To: Property Parcel# Address Legal Description Owner Name Owner Phone Zoning 31052200400200 17631 63RD AVENUE NE PUBLIC UTILITY 489 Other Utilities DISTRICT NO 1 NEC Contractors Contractor Primary Contact Phone Address Contractor Type License License# 3211 Martin L CONSTRUCTION A&R Solar Evan Manderbach 206-743-4634 King JR Way S. CONTRACTOR UBI 602 707 872 Ste.B 3211 Martin L CONSTRUCTION A&R Solar Evan Manderbach 206-743-4634 King JR Way S. CONTRACTOR L&I RSOLAS*825P9 Ste.B Inspections Date Inspection Type Description Scheduled Date Completed Date Inspector Status R20.SFR/DUPLEX AM or PM 04/16/2019 FINAL Solar 04/16/2019 BUILDING Approved Rows 5,6,7 approved PM Solar Array 04/04/2019 R20.SFR/DUPLEX First 4 rows from South 04/04/2019 BUILDING Partial FINAL complete Approval Special inspection on site will provide final report 04/03/2019 C00.RACKING Solar Array racking-Not 04/03/2019 BUILDING Not ready to inspect Completed Plan Reviews Date Review Type Description Assigned To Review Status 10/03/2018 Commercial Other Submital of ground mount system deferred until bid is BUILDING awarded to developer/contractor. Fees Fee Description Notes Amount Building Permit Table 4-1 $2,705.96 Building Plan Review Table 4-2 $1,758.87 Processing/Technology $25.00 State Surcharge-Commercial Commercial Only $25.00 Credit Card Service $135.44 Total $4,650.27 Attached Letters Date Letter Description 02/06/2019 Building Permit Payments Date Paid By Description Payment Type Accepted By Amount 02/07/2019 Snohomish County PUD 73808001 iTransact CC $4,514.83 02/07/2019 CC Surcharge CC Surcharge Raelynn Jones $135.44 #73808001 Outstanding Balance $0.00 Notes Date Note Created By: 03/11/2019 Revised plans approved as per KO.Emailed applicant for pickup Raelynn Jones 02/20/2019 Received revisions for pilings Kristin Foster 02/06/2019 Contractor information added. Raelynn Jones 01/28/2019 Received Ground Mounting System Plans and Structural Calculations. Kristin Foster 11/02/2018 Waiting for contractor info.Do not issue until civil is issued. Kristin Foster Emailed Scott Gibson 10/18/2018 Please forward the contractor information once it has been awarded.The contractor will need to Launa Black provide the ground mount system submittal,the special inspector firm and type of inspections. 10/03/2018 Special inspection page of application will need to be completed once a contractor has been Kristin Foster awarded the bid. Uploaded Files Date File Name 09/30/2021 9798638-2195 IC 4.16.2019.pdf 02/07/2019 4492161-2195 signed permit.pdf 10/03/2018 4007539-5-SnoPUD North County Project Microgrid Rep ort.pdf 10/03/2018 4007534-4- 104583-Structure signgd.pdf 10/03/2018 4007535-3-Electrical Permitting Set signed.pdf 10/03/2018 4007536-2-Letter Re Solar Bldg Submittal to COA 20180924.pdf 10/03/2018 4007537-1 -Commercial Application Packet 1JWZDyEZFO2Mgh.pdf 10/03/2018 4007538-6-D10034-V013-SunBeam-Ground-Mount-Installation-Manual(2),pdf Date: 03/23/2026 Permit#: 2195 Permit Date: 10/03/2018 Review Date: 10/03/2018 Permit Type: SOLAR INSTALLATION Review Type: Commercial Other Target Date: 10/10/2018 Scheduled Time: 00:00 Completed Date: 10/15/2018 Description: Submital of ground mount system deferred until bid is awarded to developer/ contractor. Review Status: Assigned To: BUILDING Time In: 00:00 Time Out: 00:00 Hours: 0.0 Property Information Parcel#: 31052200400200 PUBLIC UTILITY DISTRICT NO 1 PUBLIC UTILITY DISTRICT NO 1 PO BOX 1107 17631 63RD AVENUE NE EVERETT,WA 98206 Zoning: 489 Other Utilities NECLot: 1Block: