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Permit D18-0391 - STERLING SOUTHCENTER - SOLAR
STERLING SOUTHCENTER - SOLAR 407 BAKER BLVD D18-0391 0 City of Tukwila 0 Department of Community Development �) 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 �$ Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov Parcel No: Address: DEVELOPMENT PERMIT 0223100087 Permit Number: D18-0391 407 BAKER BLVD Project Name: STERLING SOUTHCENTER - SOLAR Issue Date: 9/30/2019 Permit Expires On: 3/28/2020 Owner: Name: Address: PEARL ALVIN+CARLE 9741 E ESTANCIA WAY , SCOTTSDALE, WA, 85262 Contact Person: Name: ELLA WILLARD-SCHMOE Address: 805 RAINIER AVE S, SEATTLE, WA, 98188 Contractor: Name: PUGET SOUND SOLAR LLC Address: 5308 BAKER AVE NW , SEATTLE, WA, 98107 License No: PUGETSS932MU Lender: Name: ALLIANCE RESIDENTIAL Address: 1325 4TH AVE STE 1005 , SEATTLE, WA, 98101 Phone: (206) 661-7601 Phone: Expiration Date: 8/2/2021 DESCRIPTION OF WORK: INSTALL 29KW BALLASTED PV ARRAY ON NEW BUILDING ROOF. ROOD STRUCTURAL ENGINEERING FOR SOLAR PV ARRAY WEIGHT SUPPORT SHOULD BE COVERED UNDER GENERAL CONTRACTOR'S PERMIT #D17-0300 Project Valuation: $62,843.00 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Electrical Service Provided by: TUKWILA Fees Collected: $1,968.86 Occupancy per IBC: U Water District: TUKWILA Sewer District: TUKWILA Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2017 2017 2017 2015 r" 1 0 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 0 Fill: 0 Number: 0 Permit Center Authorized Signature: (17r1(?Thr Date: I hearby certify that I have read and examined this permit and know tdsame to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: Date: 1 � 30 111 Print Name: L,uk W tL-LI\ -t This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 3: Provide a permanent placard adjacent to the array describing the location of the power shut off switch. 1: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 2: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 4: ***BUILDING PERMIT CONDITIONS*** 5: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 6: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 7: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 8: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 9: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 10: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 11: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 12: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 1400 FIRE FINAL 0409 FRAMING CITY OF TUIb' ILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://vv-ww.TukwilaWA.gov Building Permit No. Project No. Date Application Accepted: Date Application Expires: (For office use only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** SITE LOCATION Site Address: 1)(0i. Boulevard King Co Assessor's Tax No.: 022310-0080 Suite Number: Floor: Tenant Name: N/A - new bldg under construction PROPERTY OWNER Name: Ella Willard-Schmoe Name: Alliance Residential Company City: Seattle State: WA Zip: 98144 Address: 1325 4th Ave, STE 1005 Email: ewillard@pugetsoundsolar.com City: Seattle State: WA Zip: 98101 CONTACT PERSON — person receiving all project communication Name: Ella Willard-Schmoe Address: 805 Rainier Ave S City: Seattle State: WA Zip: 98144 Phone: (206) 661-7601 Fax: Email: ewillard@pugetsoundsolar.com GENERAL CONTRACTOR INFORMATION Company Name: Puget Sound Solar Address: 5308 Baker Ave NW City: Seattle State: WA Zip: 98107 Phone: (206) 706-1931 Fax: Contr Reg No.: pugetss932mu Exp Date: 08/02/2019 Tukwila Business License No.: H:\Applications\Forms-Applications On Line\2011 Applications'Permit Application Revised - 8-9-11.docx Revised: August 2011 bh New Tenant: ❑ Yes ❑ .. No ARCHITECT OF RECORD Name: Ailiavt_Le.r2.4s� c +44.1 Address: 12 5 41" A -v,<- STF i Company Name: Architect Name: Address: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Name: Ailiavt_Le.r2.4s� c +44.1 Address: 12 5 41" A -v,<- STF i Company Name: Engineer Name: Address: City: State: Zip: Phone: Fax: Email: LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: Ailiavt_Le.r2.4s� c +44.1 Address: 12 5 41" A -v,<- STF i City: SP e_ State: Zip: q 81 o Page 1 of 4 BUILDING PERMIT INFORMAT __ 206-431-3670 tgiN Valuation of Project (contractor's bid price): $ (t C5924* Existing Building Valuation: $ Describe the scope of work (please provide detailed information): Install 29kW ballasted PV array on new building roof. Roof structural engineering for solar PV array weight support should be covered under General Contractor's permit # D17-0300 Will there be new rack storage? ❑ Yes 2:1.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes 0 No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: 0 Sprinklers 0 Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes ❑ No If "yes', attach list of materials and storage locations on a separate 8-1/2" x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forms-Applications On Line \2011 ApplicationsWermit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 2 of 4 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1st Floor 2nd Floor 3rd Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes 0 No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: 0 Sprinklers 0 Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes ❑ No If "yes', attach list of materials and storage locations on a separate 8-1/2" x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forms-Applications On Line \2011 ApplicationsWermit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT IN1CMATION - 206-433-0179 Scope of Work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ ...Tukwila ❑ ... Water District #I25 ❑ ...Water Availability Provided Sewer District 0 ...Tukwila ❑ ... Sewer Use Certificate 0 .. Highline ❑ ...Valley View ❑ .. Renton ❑ ...Sewer Availability Provided ❑ .. Renton ❑ .. Seattle Septic System: 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): ❑ ...Civil Plans (Maximum Paper Size — 22" x 34") ❑ ...Technical Information Report (Storm Drainage) 0 ...Bond ❑ .. Insurance 0 .. Easement(s) Proposed Activities (mark boxes that apply): ❑ ...Right-of-way Use - Nonprofit for less than 72 hours ❑ ...Right-of-way Use - No Disturbance ❑ ...Construction/Excavation/Fill - Right-of-way 0 Non Right-of-way ❑ El ...Total Cut ❑ ...Total Fill cubic yards cubic yards ❑ ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities 0 ...Frontage Improvements ❑ ...Traffic Control 0 ...Backflow Prevention - Fire Protection Irrigation Domestic Water ❑ .. Geotechnical Report ❑ .. Maintenance Agreement(s) ❑ ... Traffic Impact Analysis ❑ ... Hold Harmless — (SAO) ❑ ...Hold Harmless — (ROW) ❑ .. Right-of-way Use - Profit for less than 72 hours ❑ .. Right-of-way Use — Potential Disturbance ❑ .. Work in Flood Zone 0 .. Storm Drainage ❑ .. Abandon Septic Tank ❑ .. Curb Cut 0 .. Pavement Cut ❑ .. Looped Fire Line 0 .. Grease Interceptor ❑ .. Channelization 0 .. Trench Excavation ❑ .. Utility Undergrounding ❑ ...Permanent Water Meter Size... WO # ❑ ...Temporary Water Meter Size .. WO # ❑ ...Water Only Meter Size WO # ❑ ... Deduct Water Meter Size _ ❑ ...Sewer Main Extension Public ❑ Private ❑ ❑ ...Water Main Extension Public 0 Private ❑ 91 FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) ❑...Water ... Sewer Monthly Service Billing to: Name: ❑ ...Sewage Treatment Day Telephone: Mailing Address: City State Zip Water Meter Refund/Billing: Name: Mailing Address: Day Telephone: City State Zip H:Wpplications\Forms-Applications On Line \2011 Applications\permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES —`"y Value of Construction In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review —Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR AUTHORIZED AGENT: Signature: �/� l� . j Date: 12/19/2018 Print Name: Ella Willard-Schmoe Day Telephone: (206) 661-7601 Mailing Address: 805 Rainier Ave S Seattle WA 98144 City State Zip H:\ApplicationsWorms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 4 of 4 Cash Register Receipt City of Tukwila Receipt Number DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $1,225.62 D18-0391 Address: 407 BAKER BLVD Apn: 0223100087 $1,225.62 DEVELOPMENT $1,168.45 PERMIT FEE R000.322.100.00.00 0.00 $1,143.45 WASHINGTON STATE SURCHARGE 8640.237.114 0.00 $25.00 TECHNOLOGY FEE $57.17 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R18707 R000.322.900.04.00 0.00 $57.17 $1,225.62 Date Paid: Monday, September 30, 2019 Paid By: PUGET SOUND SOLAR Pay Method: CHECK 9649 Printed: Monday, September 30, 2019 12:31 PM 1 of 1 SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $857.67 D18-0391 Address: 407 BAKER BLVD Apn: 0223100087 $743.24 DEVELOPMENT $743.24 PLAN CHECK FEE R000.345.830.00.00 0.00 $743.24 EL18-1092 Address: 407 BAKER BLVD Apn: 0223100087 $114.43 ELECTRICAL $114.43 PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R16166 R000.345.832.00.00 0.00 $114.43 $857.67 Date Paid: Wednesday, December 19, 2018 Paid By: ELLA RENEE WILLARD SCHMOE Pay Method: CHECK 306 Printed: Wednesday, December 19, 2018 11:25 1 of 1 AM ti SYSTEMS INSPECTION RECORD Retain a copy with permit INSPECTION N0. PERMIT NO. Dis-o39! CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro ct: { SLS ��� Type�gf Ins�pgc! t) ArieL Mmess: ; `C Date Called: Special Instructions: p� 5f)(01.-64,f+r) Date Wa ted: Date Zojp.m. a.m. Requ ster: Phone No: ixApproved per applicable codes. Corrections required prior to approval. COMMENTS: 8Ltzl-Chrl riA1141.- Inspector: CiLe Date:/03 Zis'/ n REINSPECTION FEE REQUIRED. Prior to next inspection. f must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. CU INSPECTION RECORD ���_D� Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr t: ttr l-It�K f I cti n: p .1./ "5 T%A Ad�/r�ess: Bit Date Called: Instructions: a.m.Special Date Wanted:xylq/avi, SCIt,49V" Requester: Phone No: 1pproved per applicable codes. Corrections required prior to approval. COMMENTS: Fr i 3 cdt: Ffithei- frZS L ctc, ie e -eel Fee Inspector: �4Q Date:10 a 5 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. ••• U iV I RAC U -BUILDER PROJECT REPORT ■■ VERSION:1.0 PROJECT TITLE PROJECT ID ROOFMOUNT RM5 9AAB2253 NAME Southcenter ADDRESS 415 Baker BIvd,Tukwila CITY, STATE Seatac, WA MODULE Hyundai HiS-S360RI BILL OF MATERIALS CREATED June 24, 2019, 10:44 a.m. REVIEWED FOR CODE C®M,PLONCE . APPROVED SEP 24 2019 City of Tukwila BUILDING DIVISION ugetsoundsolar.com ROOFMOUNT RMS Hyundai 82 - HiS-S360RI 1727 ft2 29.52 KW LEGEND: ■ Base System Part ®Accessory PART SUGGESTED UNIT PRICE TOTAL LIST PRICE NUMBER PART TYPE DESCRIPTION QUANTITY QUANTITY (USD) (USD) UserSuppliedBallast Block Ballast Block 279 279 0.00 0.00 310800 Ballast Bay RM5 Bay 160 160 26.73 4276.80 310810 Wind Dam RM5 Wind Deflector 82 82 14.15 116030 310861 Wind Dam Clip Kit, Wind Deflector Attachment 241 241 0.21 50.61 310820 End Clamp RM End Clamp 32-40mm 490 490 1.94 950.60 310860 Nut Kit 1/4 20 Clip On Nut SS 18-8 731 731 0.32 233.92 310850 Wire Management RM Wire Mgmt Clip 82 82 0.97 79.54 310851 Wire Management RM WD Wire Mgmt Clip 82 82 0.81 66.42 BASE SYSTEM PRICE $6612.23 ACCESSORIES PRICE $145.96 $0.226 PER WATT $0.005 PER WATT TOTAL PRICE $6818.19 $0.231 PER WATT This design is to be evaluated to the product appropriate Unirac Code Compliant Installation Manual which references International Building Code 2009, 2012, 2015, 2018 an`CL�7r 61 , 6ET-10, ASCE 7-16 and California Building Code 2010, 2016. The installation of s11 products related to this design is oo- ir�Iq>;Flliove mentioned installation manual. CORRJON LTR SEP 1 3 2019 PERMIT CENTER DETAILED PARTS DESCRIPTION QTY NOP Ballast Block UserSupplied Ballast Block 279 Standard 4x8x16 inch cap blocks. Nationwide availability. Please confirm the weight of your ballast block as this will affect the total blocks required for your installation. Ballast Bay 310800 RM5 Bay 160 Galvanized steel bay attaches to north and south module edges and provides ballast placement location. Wind Dam 310810 RM5 Wind Deflector Galvanized steel wind deflector/ fire shield. Wind Dam Clip 310861 Kit, Wind Deflector Attachment Stainless steel fender washer and Y4-20 stainless bolt. 82 241 End Clamp 310820 RM End Clamp 32-40mm 490 Stainless steel end clamp (32-40mm) with 15-20 stainless bolt. Nut 310860 Kit 1/4 20 Clip On Nut SS 18-8 731 Stainless steel clip -on 1/4-20 a -nut. Wire Management 310850 RM Wire Mgmt Clip Stainless wire clip attaches to ballast bay. 82 Wire Management 310851 RM WD Wire Mgmt Clip 82 Stainless wire clip attaches to wind deflector. ENGINEERING REPORT Plan review Inspection AVERAGE PSF 1.05 Ibs/ft2 TOTAL NUMBER OF MODULES 82 TOTAL KW 29.52 KW TOTAL AREA ^2107 ft2 TOTAL WEIGHT ON ROOF 14867 Ibs BAY WEIGHT 1798 Ibs MODULE WEIGHT 4141 Ibs BALLAST WEIGHT 8928 Ibs MAX BAY LOAD (DEAD) 129 Ibs Loads Used for Design BUILDING CODE WIND SPEED GROUND SNOW LOAD SEISMIC (SS) ELEVATION WIND EXPOSURE ASCE 7-10 110 mph 25 psf 1.42 31 ft 8 Loads Determined by Zip 98188 CITY, STATE Seatac, WA WIND SPEED 110 mph GROUND SNOW LOAD 0 psf PRODUCT ROOFMOUNT RM5 MODULE MANUFACTURER Hyundai MODEL Hi5-5360RI MODULE WATTS 360 watts MODULE LENGTH 77.17" MODULE WIDTH 39.29" MODULE THICKNESS 1.58" MODULE WEIGHT 50.50 Ibs BALLAST BLOCK (CMU) WEIGHT 32.0 MAX BLOCKS PER BAY 2 BUILDING HEIGHT 70 ft ROOF TYPE Mineral Cap PARAPET HEIGHT > 1 Array Height (> 8 inches) Date Signed: 8/29/19 Array 1 AVERAGE PSF 6.91 lbs/ft2 MINIMUM SEISMIC SEPARATION (UNATTACHED ARRAYS)* ARRAY TO ARRAY: 9 TOTAL NUMBER OF MODULES: 61 TO OBSTRUCTION OR PARAPET: 18 in TOTAL KW: 21.96 KW TO ROOF EDGE (NO PARAPET): 27 in TOTAL AREA: 1563 ft2 MAX ARRAY (SEISMIC) (FOR UNATTACHED ARRAYS) * TOTAL WEIGHT ON ROOF: 10803 lbs NS ROWS: 21 BAY WEIGHT: 1323 lbs EW COLUMNS: 18 MODULE WEIGHT: 3081 lbs *In jurisdictions that follow SEAOC PV -1 methodology. BALLAST WEIGHT: 6400 lbs ROW SPACING: 7.5 in Array 2 AVERAGE PSF 7.46 lbs/ft2 MINIMUM SEISMIC SEPARATION (UNATTACHED ARRAYS)* ARRAY TO ARRAY: 9 TOTAL NUMBER OF MODULES 21 TO OBSTRUCTION OR PARAPET: 18 in TOTAL KW: 7.56 KW TO ROOF EDGE (NO PARAPETS 27 In TOTAL AREA: 544 ft2 MAX ARRAY (SEISMIC) (FOR UNATTACHED ARRAYS) * TOTAL WEIGHT ON ROOF: 4064 lbs NS ROWS: 21 BAY WEIGHT: 475 lbs EW COLUMNS: 17 MODULE WEIGHT: 1061 lbs *In jurisdictions that follow SEAOC PV -1 methodology. BALLAST WEIGHT: 2528 lbs ROW SPACING: 7.5 In Date Signed: 8/29/19 RM5 U -BUILDER PRODUCT ASSUMPTIONS RMS - Ballasted Flat Roof Systems Limitations of Responsibility: It is the user's responsibility to ensure that inputs are correct for your specific project. Unirac is not the solar, electrical, or building engineer of record and is not responsible for the solar, electrical, or building design for this project. Building Assumptions 1. Building and System Risk Category II 2. Building Height 5 60 ft. 3. Roof Slope a 2.4° (1/2:12) and < 5.6° (1-3/16:12) 4. Friction Tested Roofing Types: EDPM, PVC, TPO, and Mineral Cap 5. Required Setback from Module Edge to Building Edge for Wind Tunnel: 3 ft (See Item 14) 6. Surrounding Building Grade: Level 7. Wind Design: Basic Wind Speed Range is 110-170 mph (ASCE 7-10). Wind Exposure: B or C (ASCE 7-10). Occupancy/Risk Category II buildings and systems with a 25 year design life. Insertion of the project at -grade elevation can result in a reduction of wind pressure. If your project is in a special case study region or in an area where wind studies have been performed, please verify with your jurisdiction to ensure that elevation effects have not already been factored into the wind speed. If elevation effects have been included in your wind speed, please select 0 ft. 8. Ground Snow Load (ASCE 7-10): 0-60 psf. Results are based on uniform snow loading and do not consider unbalanced, drifting, and sliding conditions. Roof snow load reduction calculated per Section 7.3 of ASCE 7 with the following assumptions: Exposure factor = 0.9, Thermal factor = 1.2. 9. RM5 Bay Weight -7.2 lbs 10. Module Gaps (ENV) = 0.25 in 11. Seismic: Installations must be in seismic site class A, 8, C, or D as defined in ASCE 7-10. 12. Ballast Calculations are based on ASCE 7-10 load combinations and product specific wind tunnel testing. 13. Ballast Blocks: The installer is responsible for procuring the ballast blocks (Concrete Masonry Units - CMU) and verifying the required minimum weight needed for this design. CMU to comply with ASTM standard spedfication for concrete roof pavers designation C1491 or C90 with an integral water repellant suitable for the climate it is placed. It is recommended that the blocks are inspected periodically for any signs of degradation. If degradation of the block is observed, the block should immediately be replaced. The CMU ballast block should have nominal dimensions of 4"x8"x16". The actual block dimensions are 3/8" less than nominal dimensions. Ballast blocks should have weight as specified for the project in the "Inspection" section of this report. 14. Wind deflectors on the east and west edges of the array should overhang the east and west modules by six inches for Type I modules on the north rows only. Wind deflectors on the east and west edges of the array should overhang the east and west modules by six inches for Type II modules on the north row and east and west edge columns. 15. Limitations of Responsibility: It is the user's responsibility to ensure that inputs are correct for your specific project. Unirac is not the solar, electrical, or building engineer of record and is not responsible for the solar, electrical, or building design for this project. 16. The system is certified to UL2703 when properly installed. See the installation guide for more detail. Ballast Blocks The installer is responsible for procuring the ballast blocks (Concrete Masonry Units - CMU) and verifying the required minimum weight needed for this design. CMU should comply with ASM standard spedfication for concrete roof pavers designation (C1491 or C90 with an integral water repellant suitable for the climate it is placed. It is recommended that the blocks are inspected periodically for any signs of degradation. If degradation of the block is observed, the block should immediately be replaced. The CMU ballast block should have nominal dimensions of 4"x8"x16". The actual block dimensions are 3/8" less than the nominal dimensions. Ballast blocks should have a weight as specified for the project in the "inspection" section of this report. Design Parameters 1. Importance Factor: Array (Ip) = 1.0, Building (le) = 1.0 2. Site Class = D 3. S = design seismic displacement of the array relative to the roof 4. Minimum Separation: Array to Array = 0.5*S, Array to Roof Edge or Obstruction with Qualified Parapet = 1.0*S, Array to Roof Edge with Unqualified Parapet =1.5*S 5. Ss = mapped MCER, 5 percent damped, spectral response acceleration parameter at short periods per ASCE 7-10 6. Sps = design, 5 percent damped spectral acceleration parameter at short periods per ASCE 7-10 7. Coefficient of friction used for calculations per Unirac, Inc. Roof Mount Ballast Support Coefficient of Friction Testing report dated 7/13/2016. Properties 1. Bay Weight: -7.2 lbs 2. Wind Deflector Weight: -6.4 Ibs 3. Module Gaps (E/W) = 0.25 in 4. Wind Deflectors: Wind deflectors on the east and west edges of the array should overhang the east and west modules by six inches for Type 1 modules on the north rows only. Wind deflectors on the east and west edges of the array should overhang the east and west modules by six inches for Type II modules. 5. Bays: North row bays overhang the module by -6.5 inches and south row bays overhang the module by -12.25 inches. Testing 1. Coefficient of Friction 2. Wind Tunnel 3. UL 2703 4. Component Testing (Bay and Clamp) Setbacks For the wind tunnel recommendations in U -Builder to apply, the following setbacks should be observed/followed for U -Builder wind design: 1. Modules should be placed a minimum of 3 feet from the edge of the building in any direction. 2. If the array is located near an obstruction that is 3.5 feet wide and 3.5 feet high or larger, the nearest module of the array must be located a distance from the obstruction that is greater than or equal to the height of the obstruction. 3. Installations within the setbacks listed above require site specific engineering.2 4. The setbacks above are for wind. High seismic areas, fire access isles, mechanical equipment, etc., may require larger setbacks than listed above for wind. Site Specific Engineering Conditions listed below are beyond the current capabilities of U -Builder. Site specific engineering is required. 1. Wind designs for a project design life exceeding 25 years.1 2. Building assumptions and design parameters outside of U -Builder assumptions 3. Attachments 4. Risk Category III or IV projects (U -Builder can be adjusted for the correct wind, but not the seismic or snow design) 5. Wind tunnel testing reduction factors are not permitted by the Authority Having jurisdiction (AHJ).3 6. Seismic designs that fall outside SEAOC PV1-2012 recommendations (>3% roof slope, or AHJ's that require shake table testing or non- linear site-specific response history analysis) 7. Signed and sealed site-specific calculations, layouts, and drawings Notes: 1. Please contact info@unirac.com. 2. Please contact EngineeringServices@unirac.com for more information. 3. Please contact Theresa Allen with PZSE Structural Engineers at theresa@pzse.com. These items will require direct coordination with PZSE to complete the requested services. INSTALLATION AND DESIGN PLAN Roof Area 1 LEGEND Module (Roof Zones) INN Zone 1 Zone 2 Zone 3 Roof Area 1 / Array 1 8 ^ 9 1D -, 11 12 13 ----- 14 15 1 • 1 ' 1 1 2 -- 2 N N ■ N 6 LEGEND N s NS NOTE 2 Module with north wind deflector (for uplift) Module with south wind deflector (for fire requirements - type 2) Module with both deflector types Module with no deflectors n u Standard corner bay with CMU block count Supplemental bay with CMU block count Bays in the space above and below modules are supplemental bays. You can fit a maximum of 2 blocks in each bay. If the number of blocks in these bays is more than 2, you will need to add an additional supplemental bay. Date Signed: 8/29/19 Layout Dimensions NS DIMENSION - 24.31 ft EW DIMENSION - 96.46 ft Row 1 2 3 4 5 6 7 MODULES MODULES WITH DEFLECTORS BAYS BALLAST BLOCKS (CMU) BALLAST WEIGHT 15 15 16 24 768 11 11 19 33 1056 15 15 26 42 1344 8 8 20 36 1152 6 6 16 28 896 6 6 12 21 0 0 8 16 Roof Area 1 / Array 2 672 512 LEGEND N s NS NOTE Module with north wind deflector (for uplift) Module with south wind deflector (for fire requirements - type 2) Module with both deflector types Module with no deflectors Standard corner bay with CMU block count 1111 Supplemental bay with CMU block count Bays in the space above and below modules are supplemental bays. You can fit a maximum of 2 blocks in each bay. If the number of blocks in these bays is more than 2, you will need to add an additional supplemental bay. Date Signed: 8/29/19 Layout Dimensions NS DIMENSION - 12.61 ft EW DIMENSION - 51.45 ft ROW MODULES MODULES WITH DEFLECTORS BAYS BALLAST BLOCKS (CMU) BALLAST WEIGHT 1 7 7 9 18 576 2 6 6 11 20 640 3 8 8 14 23 736 4 0 0 9 18 576 Date Signed: 8/29/19 CARUSO TURLEY SCOTT structurai engineers STRUCTURAL ENGINEERING EXPERTS PARTNERS Richard Turley, SE Paul Scott, SE, PE Sandra Herd, SE, PE, LEED AP Chris Atkinson, SE, PE, LEED AP Thomas Morris, SE, LEED AP Richard Dahlmann, SE, PE Troy Turley, SE, PE, LEED AP Brady Notbohm, SE, PE PROFESSIONAL REGISTRATION 50 States Washington D.C. U.S. Virgin Islands Puerto Rico 1215 W. Rio Salado Pkwy. Suite 200 Tempe, AZ 85281 T: (480) 774-1700 F: (480) 774-1701 www.cisaz.com Job No. 19-0242-1658 By JND/PGS CLIENT: panlclaw* 1600 Osgood Street Suite 2023 North Andover, MA 01845 PROJECT: Sterling 415 Baker Boulevard Tukwila, WA 98188 • Sheet No. Cover Date 2/7/19 FILE' REVIEWED FOR CODE COMPLIANCE APPROVED SEP 24 2019 Coty of Tukwila BUILDING DIVISION GENERAL INFORMATION: BUILDING CODE: CORRECTION LTR# 2012 IBC, ASCE 7-10 With SEAOC PV1-2012 and PV2-2012 D18- 0391 2-7-19 RECF.IVEE) CITY OF TUKWILA FEB 19 2019 PERMIT CENTER CARUSO TURLEY SCOTT structural engineers STRUCTURAL ENGINEER ING EXPERTS • PARTNERS Richard Turley, SE Paul Scott, SE, PE Sandra Herd, SE, PE, LEED AP Chris Atkinson, SE, PE, LEED AP Thomas Morns, SE, LEED AP Richard Dahlmann, SE, PE Troy Turley, SE, PE, LEED AP Brady Notbohm, SE, PE PROFESSIONAL REGISTRATION 50 States Washington D.C. US_ Virgin Islands Puerto Rico r :-r'' '-` C 1R159V'RioSaladorkwy.,y� .' Sule2bd Tempe, AZ 85281 T: (480) 774-1700 F: (480) 774-1701 www.ctsaz.com Date: February 7, 2019 Mr. Ryan Heil PanelClaw 1600 Osgood Street, Ste. 2023 North Andover, MA 01845 RE: Evaluation of PanelClaw system Project Name: Sterling CTS Job No.: 19-0242-1658 Per the request of Ryan Heil at PanelClaw, CTS was asked to review the PanelClaw system with respect to the system's ability to resist uplift and sliding caused by wind and seismic loads. Wind Evaluation: PanelClaw has provided CTS with wind tunnel testing performed by I.F.I (Institute for' Industrial Aerodynamics) at the Aachen University of Applied Science. The system tested was the "Polar Bear 10deg Gen III HD" system. This system consists of photovoltaic panels installed at a 10 degree tilt onto support assemblies. The support assemblies consist of a support frame for the PV panels, wind deflectors and areas for additional mass/weight as required for the ballast loads. The wind tunnel testing was performed per Chapter 31 of ASCE 7-10. The parameters of the testing were a flat roof system in both Exposure B and C on a building with and without parapets. The testing has resulted in pressure and/or force coefficients that were applied to the velocity pressure qz in order to obtain the wind loads on the PV system. From the wind load results it is then possible to calculate the ballast loads required to resist the uplift and sliding forces. PanelClaw has provided CTS with the excel tool that was developed to obtain the uplift and sliding forces. CTS has reviewed this tool and the wind forces obtained to find that the amounts of ballast provided are within the values required. Furthermore, CTS agrees with the methodologies used to develop the uplift and sliding forces for the "Polar Bear 10deg Gen III HD" system per the wind tunnel testing results. Seismic Evaluation: Calculations have been provided utilizing the method found in SEAOC PV1- 2012, Section 9 for the use of non-linear response history analysis to determine the seismic displacement of non-structur4 components located on a roof. These calculations have determined that the friction generated from the ballast is sufficient to restrict displacement due to seismic forces to acceptable distances, and that no mechanical attachments are required. CARUSO TURLEY SCOTT structural engineers STRUCTURAL ENGINEERING EXPERTS PARTNERS Richard Turley, SE Paul Scott, SE, PE Sandra Herd, SE, PE, LEED AP Chris Atkinson, SE, PE, LEED AP Thomas Moms, SE, LEED AP Richard Dahlmann, SE, PE Troy Turley, SE, PE, LEED AP Brady Notbohm, SE, PE PROFESSIONAL REGISTRATION 50 States Washington D.C. U.S. Virgin Islands Puerto Rico 1215 W. Rio Salado Pkwy. Suite 200 Tempe, AZ 85281 T: (480) 774-1700 F: (480) 774-1701 www.ctsaz.com Conclusion: Therefore, it has been determined that the system as provided by PanelClaw is sufficient to resist both wind and seismic loads at this project. Please contact CTS with any questions regarding this letter or attachments. Respectfully, Jennifer Delgado, EIT Structural Designer Christopher J. Atkinson, SE, PE, LEED AP Partner panel/;/77 ciaw° Partner Name: Puget Sound Solar Project Name: Sterling Project Location: 415 Baker Boulevard Tukwila, WA, 98188 Racking System: Polar Bear III HD Structural Calculations for Roof -Mounted Solar Array Submittal Release: Rev 0 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.panelclaw.com 5/16/2018 paneIL7 claw® Table of Contents: Section: Page # 1.0 Project Information 1 1.1 General 1 1.2 Building Information 1 1.3 Structural Design Information 1 2.0 Snow Load 2 2.1 Snow Load Data 2 2.2 Snow Load Per Module 2 3.0 Wind Load 3 3.1 Wind Load Data 3 3.2 Roof /Array Zone Map 3 3.3 Wind Design Equations 3 4.0 Design Loads - Dead 4.1 Dead Load of the Arrays 4.2 Racking System Dead Load Calculation 4.3 Module Assembly Dead Load Calculations Array 1 5.0 Design Loads - Wind 5.1.1 Global Wind Uplift Summary Table: 5.1.2 Global Wind Shear Summary Table: 4 4 5 5 6 6 7 6.0 Design Loads - Downward 8 6.1 Downward Wind Load Calculation 8 6.2 Racking Dimensions for Point Loads 8 6.3 Point Load Summary 9 7.0 Design Loads - Seismic 10 7.1 Seismic Load Data 10 7.2 Seismic Design Equations 10 7.3 Seismic Displacement of Unattached Solar Arrays 11 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.panelclaw.com 5/16/2018 panelzm cuaw° Appendix: 5/16/2018 1 A. I.F.I PCM11-4: Wind Loads on the solar ballasted roof mount system 'Polar Bear 10 deg Gen IIIHD' of PanelClaw Inc.; February 25,2016 B. B. Building Code and Technical data PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.panelclaw.com panelzm claw® 1.0 Project Information: 1.1 General: Project Name: Sterling Project Locaton: 415 Baker Boulevard Tukwila, WA, 98188 Racking System: Module: Module Tilt: Module Width: Module Length: Module Area: Ballast Block Weight = 1.2 Building Information: Roof 1 Polar Bear III HD Hyundai 10.40 39.29 77.17 21.06 34.00 HiS-S355RI degrees in. in. sq.ft. lbs. 5/16/2018 Height (ft) Roof Measurement N/S (ft.) Roof Measurement E/W (ft.) Parapet Height (ft) Pitch (deg) Membrane Material Coeff. of Friction (µ) 70 203 196 2 1 Mod. Bitumen 0.57 1.3 Structural Design Information: Building Code: Risk Cat.: Basic Wind Speed (V) = Exposure Category: Ground Snow Load (Pg) = Is = Site Class: Short Period Spectral Resp. (5%) (Ss): 1s Spectral Response (5%)(S1): le = Ip = 2012 IBC 11 110 C 20 1 D 1.45 0.54 1 1 mph PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.panelclaw.com 1 pane1zw 2.0 Snow Load: Snow Calculations per ASCE 7-10, Chapter 7 2.1 Snow Load Data: 5/16/2018 Ground Snow Load (Pg) = 20.00 psf ASCE, Figure 7-1 Exposure Factor (Ce) = 1 ASCE, Table 7-2 Thermal Factor (Ct) = 1.2 ASCE,Table 7-3 Importance Factor (Is) = 1 (ASCE, Table 1.5-2) Flat Roof Snow Load (Pf) = 0.7*Pg*Ce*Ct*Is= Min Snow Load for Low Slope Roof = Pg*Is = Snow Load on Array (SLA) = 20.00 psf i SLA 16.80 psf 20.00 psf Fig. 2.1 - Uniform Roof Snow Load on Array 2.2 Snow Load Per Module: Snow Load per Module (SLM) = Module Projected Area * SLA Where; (ASCE 7.3-1) (ASCE 7.3.4) Module Projected Area (Amp) = Module Area * Cos(Module Tilt) Where; Module Area = 21.06 sq.ft. Module Tilt = 10.40 degrees Amp = 20.71 sq.ft. SLM = Amp * SLA = 414.18 Ib PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.panelclaw.com 2 panellaw 3.0 Wind Load: Wind Analysis per ASCE 7-10- Wind Tunnel Procedure. Chanter 31 3.1 Wind Load Data: Basic Wind Speed (Vult) = 110 mph (AscE, Fggie 265-34) Exposure Category: C (ASCE, Sec. 26.7.3) Topographic Factor (Kzt) = 1 (ASCE, Fig. 26.8-1) Directionality Factor (Kd) = 0.85 (ASCE, 7466 266-1) Exposure Coefficient (K2) = 1.17 (ASCE, 7466 27.3-1) MRI Reduction = 0.93 Velocity Pressure (qz) = 0.00256*Kz*Kzt*Kd*V^2*MRI^Z = 26.64 PSF 3.2 Roof/ Array Zone Map: setback Co setback a (Eqn. C26.5-2) (ASCE, Eon. 27.3-1) 5/16/2018 Z For west wilds with wind directions from 186` to 360'. I r ea *at at. v4 drrema Matt' to ,40'ta t inns tapping Y aymrra*M Height (ft) 11 (ft) North edge L3 (ft) L4 (ft) La t'• at, a S t e d g e l• IWLM'all nYW' La4set tafu#e(. 146•,0 ,aw 51(11.tar n'q,f,dea"lith. 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Inner tar tr44th nTeetur9 I w keener eektet`a Miner row interior eooduleti Watt row let4(h rrociree mor row Interior rrctdhdera ,ere k YW den (11 h0(10 lay interior mor}W0» `F t M j - };rl '_� einerniew 04, Verner rhndfe0.. ietwer Yaw fat-d1l ,iodine Miner row. I tenor nnercedes. inner rim Interior mane. South row ntafoM module South row let-0ah radute. Soufe ren 411, est eel otrxa Saute row. Inurbr reotules '+' 4"" , •, 0' i 5 _emn5�s91N `" -South ti5uth raw Interior *mhde�. .".out, ,4w leteth a+,rafM South row, Interior modules Scum row Inferior rhodulea edge 4 e.rrd 1, :attar, ...Etna i.4e.luoi i aratttEitupa. L, Le Lr Le Typical Roof Zone Mapping for West Winds with Directions from 180° to 360' Roof Zane Map Dimenions per IFI Wind Tunnel Study Height (ft) 11 (ft) L2 (ft) L3 (ft) L4 (ft) 1.5 (ft) 1.6 (ft) 17 (It) L8 (ft) Velocity Pressure (qz) 70.0 98.42 104.58 62.34 36.09 49.21 49,21 36.09 61.49 26.64 PSF 3.3 Wind Design Equations: jt 'module — 9zAni Cfz,upiift WLsudine/module = ArAmCf v�iidhe Where qz= Velocity Pressure Am= Module Area Cfz and Cfxy= Vary and related to wind zone map (Ref. Pg. 3, Wind Load) (Ref. Pg. 1, Project Information) (Proprietary Wind Tunnel Coefficients) PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.panelclaw.com 3 panelm.' C iavv` 4.0 Design L.ads - Dead: There are two categories of dead load used to perform the structural analysis of the PanelClaw racking system; Dead Load of the Array (DLA) and Dead Load of the Components (DLC). DLA is defined as the weight of the entire array including all of the system components and total ballast used on the array. DLC is defined as the weight of the modules and the racking components within an array. The DLC does not include the ballast used to resist loads on this array. 4.1 Dead Load of the Arrays: Max. Allowable Pressure on Roof = Unknown Array Information Results uuo-Array nuoi Sub -Array Numbers of DLC Sub -Array Sub -Array Rout Pressure (DLA) No. modules DLC (lbs.) DLA (lbs.) (lbs.)/module Area (Ft^2) Pressure (DLC) psl) 1psf) Acceptable? 1 82 5,789 12,419 71 2,568 2.25 4.84 6y others Totals:) 82 I 5,789 12,419 Table 4.1 Array Dead Loads and Roof Pressures 5/16/2018 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.panelclaw.com 4 panellaw 4.0 Design Load - Dead (Cont.): Racking System: Polar Bear III HD 4.2 Racking System Dead Load Calculation: The array dead load is made up of three components; the racking assembly, ballast and module weights. Arrau # 1 Component Weight: Quantity NORTH SUPPORT= 2.02 lbs. 42 SOUTH SUPPORT= 1.85 lbs. 42 STANDARD SUPPORT= 2.47 lbs. 122 LONG BALLAST TRAY = 8.44 lbs. 98 SHORT BALLAST TRAY = 3.99 lbs. 10 CLAWS(2)= 3.88 lbs. 82 MECHANICAL ATTACHMENT= 0.73 lbs. 0 MA Bracket = 2.32 lbs. 0 Hyundai - HiS-S355RI = 50.49 lbs. 82 Ballast Weight: CMU Ballast Block = 34.00 lbs. 195 4.3 Module Assembly Dead Load Calculations Array 1: The following calculation determines the nominal weight of a single module assembly. This value is used to calculate the required ballast for Wind Loads as shown in Section 6.1. Single Module + Racking System Weights: Nominal Assembly Weight Components Array Dead Load (DLC) = 5789 lbs. Module Assembly Dead Load (DLC) = Components Array Dead Load (DLC) / # Modules = 71 lbs. 5/16/2018 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.panelclaw.com 5 panellaw 5.0 Design Loads - Wind. 5.1.1 Global Wind Uplift Summary Table: 5/16/2018 The necessity to add mechanical attachments can arise for several reasons. Building code requirements, roof load limits and array shape all may come into play when determining their need. The table below provides the mechanical attachment requirements for each sub -array within this project. Table 5.1 Summary of Mechanical Attachment Requirements * Back calculated factor of safety provided to determine factor of safety applied to dead load in lieu of 0.6 in ASCE 7-10 equation 7, FLACK CAL CLUATED SAFETY FACTOR. (DEAD LOADaMECHANICAL ATTACHMENT)/(.6)WIND LOAD PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.panelclaw.com 6 Applied Load Resisting Load Code Check Sub -Array No. W =Total Wind Uplift (Ib) DL = Total Dead Load (Ib) Quantity MA Provided MA Capacity (Ib) Calculated Factor of Safety* Check 1 10,911 12,419 0 0 1.90 OK Totals: 10,911 lbs. 12,419 lbs. 0 lbs. Table 5.1 Summary of Mechanical Attachment Requirements * Back calculated factor of safety provided to determine factor of safety applied to dead load in lieu of 0.6 in ASCE 7-10 equation 7, FLACK CAL CLUATED SAFETY FACTOR. (DEAD LOADaMECHANICAL ATTACHMENT)/(.6)WIND LOAD PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.panelclaw.com 6 panellaw 5.0 Design Loads - Wind (Cont.) 5.1.2 Global Wind Shear Summary Table: Table 5.2 Summary of Mechanical Attachment Requirements. * Back calculated factor of safety provided to determine factor of safety applied to dead load in lieu of 0.6 in ASCE 7-10 equation 7, BACK CALCLUATED SAFETY FACTOR= (DEAD LOADaMt'CHANICAL ATTACHMENT/(((.6)WIND SHEARjFRICTION)+(.6)WIND UPLIFT) 5/16/2018 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.panelclaw.com 7 Applied Load Resisting Loads Code Check Sub -Array No. Wu = Wind Uplift (Ib) Ws = Wind Shear (Ib) DL = Total Dead Load (Ib) MA Provided MA Capacity (Ib) Calculated Factor of Safety* Check 1 4,742 3,055 12,419 0 0 2.05 OK Totals: 4,742 lbs. 3,055 lbs. 12,415 Ibs. 0 0 Table 5.2 Summary of Mechanical Attachment Requirements. * Back calculated factor of safety provided to determine factor of safety applied to dead load in lieu of 0.6 in ASCE 7-10 equation 7, BACK CALCLUATED SAFETY FACTOR= (DEAD LOADaMt'CHANICAL ATTACHMENT/(((.6)WIND SHEARjFRICTION)+(.6)WIND UPLIFT) 5/16/2018 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.panelclaw.com 7 panellaw 6.0 Design Loads - Downward: 6.1 Downward Wind Load Calculation: WLi„ = qz * An,. *Cfz * cos 0 Where: qz = 26.64 psf Am = 21.06 sq.ft. 8 = 10.40 deg. (Ref. Pg. 3, Wind Load) (Single Module Area) (Ref. Pg. 1, Project Information) (Ref. Pg. 1, Project Information) Cfz = 1.13 (Inward) (Proprietary Wind Tunnel Data) Cf, = 0.30 (Inward with snow) (ASCE 7-10 figure 30.4-2A) WLin, (no snow) = 624 lbs./module WLin(with snow) = 166 lbs./module Contact Pad by Location: A = Northern B = Northern C = Interior D = Interior E = Interior F = Interior 6.2 Racking Dimensions for Point Loads: Inter -Module Support Spacing = Inter -Column Support Spacing = G = Southern H = Southern 1= Southern 43.31 in. 34.86 in. Typical Array Plan View (Section A -A on Next Page) 5/16/2018 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.panelclaw.com 8 paneL claw® 6.0 Design Loads - Downward (CONT.): 6.2 Racking Dimensions for Point Loads (Cont.): Tray 5: 4 5/16/2018 A B Distances Between Supports (Unless Noted): X1 = 34.25 in. X2 = 14.33 in. X3 = 21.77 in. 6.3 Point Load Summary: C DLsys = 71 Total DL = (Varies on location and ballast quantity) SLm = 414 lbs./module Wlin (no snow) = 624 lbs./module Wlin (with snow) = 166 lbs./module D Section A -A E F Extreme Point Load Summary Table 19" X1 X3 X1 1 X3 X2 17.5" 9" Northern A 95 lbs. 90 lbs. 91 lbs. Northern B 78 lbs. A B Distances Between Supports (Unless Noted): X1 = 34.25 in. X2 = 14.33 in. X3 = 21.77 in. 6.3 Point Load Summary: C DLsys = 71 Total DL = (Varies on location and ballast quantity) SLm = 414 lbs./module Wlin (no snow) = 624 lbs./module Wlin (with snow) = 166 lbs./module D Section A -A E F Extreme Point Load Summary Table Location load combinations (ASD) Location Load DL+5Lm DL+0.6XWlin DL + 0.75 X Sim + 0.75(0.6 X WLin Northern A 95 lbs. 90 lbs. 91 lbs. Northern B 78 lbs. 73 Ibs. 74 lbs. Interior C 178 lbs. 168 Ibs. 171 lbs. interior D 149 Ibs. 139 Ibs. 142 Ibs. lnterior E 178 Ibs. 168 Ibs. 171 lbs. Interior F 149 lbs. 139 Ibs. 142 Ibs. Southern G 40 lbs. 37 lbs. 38 lbs. Southern H 74 lbs. 71 lbs. 72 lbs. Southern 1 74 Ibs. 71 Ibs. 72 lbs. For Checking 1 1016 lbs. 956 lbs. 973 lbs. Table 6.1-A Extreme Point Load Summary Ballast Block Point Load Summary - (LB/Single Block Applied at Tray Loca ion) Location Point Loads (Ib/single block) at each Tray Location Tray 1 Tray 2 Tray 3 Tray 4 Tray 5 Northern l A 11 Ibs. Northern B 6 lbs. 17 Ibs. Interior C 11 lbs. Interior D 6 Ibs. Interior E 11 lbs. Interior F 6 lbs. Southern G Southern H 9Ibs. Southern l 9lbs. Table 6.1-B Single Block Point Load Summary H PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.panelclaw.com 9 panellaw 7.0 Design Loads - Seismic Seismic Calculations per ASCE 7-10, Chapter 11- Seismic Design Criteria Chapter 13 - Requirements for Nonstructural Components 7.1 Seismic Load Data: Site Class: D Seismic Design Category: D Short Period Spectral Resp. (5%) (Ss): 1.45 1s Spectral Response (5%)(S1): 0.54 Bldg. Seismic Imp. Factor (le) = 1 Site Coefficient (Fa) = 1 Site Coefficient (Fv) = 1.5 Adj. MCE Spec. Resp. (Short) (Sms)= Fa*Ss = 1.45 Adj. MCE Spec. Resp. (1 sec.)(Sm1) = Fv*S1 = 0.81 Short Period Spectral Response (Sds) = 2/3(Sms) = 0.96 One Second Spectral Response (Sd1) = 2/3(Sm1) = 0.54 Component Seismic Imp. Factor (Ip) = 1 Repsonse Modification Factor (Rp) = 2.5 Amplification Factor (ap) = 1 7.2 Seismic Design Equations: Lateral Force (FP) = o.4apD Swp (1 + 2 (h)) Ip = O.3SDSIPWP = 1.6SDSIPWP Vertical Force (Fp)= ±[0.20SDSWP] Lateral Resisting Force (FRL)* = [(0.6-(0.14 Sds)) (0.7) (mu)(Wp)] Vertical Resisting Force (FRV) = 0.6*Wp FPLmin FPLmax 5/16/2018 - (Ref. Pg. 1, Project Information) (ASCE, Tables 11.6-1 and 11.6-2) (Ref. Pg. 1, Project Information) (Ref. Pg. 1, Project Information) (ASCE, Table 1.5-2) (ASCE, Table 11.4-1) (ASCE, Table 11.4-2) (ASCE, Eqn. 11.4-1) (ASCE, Eqn. 11.4-2) (ASCE, Eqn. 11.4-3) (ASCE, Eqn. 11.4-4) (ASCE, Sec. 13.1.3) (ASCE, Table 13.6-1) (ASCE, Table 13.6-1) (ASCE, Eqn. 13.3-1) (ASCE, Eqn. 13.3-3) (ASCE, Eqn. 13.3-2) (ASCE, Eqn. 12.4-4) (Factored Load, ASD) (Factored Load, ASD) * Per SEAOC PV1 - 2012 - Frictional resistance due to the components weight may be used to resist lateral forces caused by seismic loads. The coefficient of friction for the roof material must be reduced by 30%. PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.panelclaw.com 10 panelz00 ciaw® 7.0 Design Loads - Seismic (Cont.) 7.3 Seismic Displacement of Unattached Solar Arrays: Per SEAOC PV1-2012, Section 9, the use of non-linear response history (NLRH) analysis is permitted to determine the seismic displacement of non-structural components located on the roof. Roof Material: MOD. BITUMEN = 0.57 Roof Pitch: 1 Ip = 1 le = 1 PanelClaw, Inc. has engaged the services of a 3rd party consulting engineer to perform NLRH analysis on its Polar Bear 111 product. Utilizing that analysis, and the report contained in the Appendix of this package, we are able to determine the displacement of the arrays during seismic events, for the system design life of 25 years. The distance, called A MPV, noted below represents the displacement due to the maximum seismic event with a 700 year MRi. The A MPV also incorporates the cumulative displacements, over the arrays design life, of smaller seismic events. As a company policy, PanelClaw, Inc., limits the use of this data to A MPV displacements of 30" or less. AMPV = 9 (Ref. App. 8, "Executive Summary: Polar Bear 111 Seismic Displacement Demands of Unattached Arrays." Using the A MPV value above, the Structural Engineering Assosiation of California (SEAOC) has adopted the following equations to set the minimum separation between unattached solar arrays and rooftop obstructions. As a company policy, PanelClaw, Inc., adds a factor of safety of 6" to determine the minimum design separation. Table 10.1 below lists the required separation per SEAOC PV1-2012. ARRAY CLEARANCES PER SEAOC PV1-2012 CONDITION MINIMUM SEPERATION DISTANCE* BETWEEN SEPARATE SOLAR ARRAYS OF SIMILAR CONSTRUCTION (0.5) (Ip) (Mpv) 11 in. BETWEEN A SOLAR ARRAY AND A FIXED OBJECT ON THE ROOF OR SOLAR ARRAY OF DIFFERENT CONSTRUCTION (Ip) (Mpv) 15 in. BETWEEN A SOLAR ARRAY AND A ROOF EDGE WITH A QUALIFYING PARAPET (le) (Mpv) 15 in. BETWEEN A SOLAR ARRAY AND A ROOF EDGE WITHOUT A QUALIFYING PARAPET (1.5) (le) (Mpv) 20 in. * PANELCLAW HAS ADDED AN ADDITIONAL 6 INCHES TO THE SEPERATION REQUIREMENTS FOR ADDITIONAL SAFETY. NOTE: YOU SHOULD PROVIDE SUFFICIENT SLACK IN ARRAY ELECTRICAL WIRING TO ACCOMMODATE ALL POTENTIAL ARRAY MOVEMENT. 5/16/2018 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.panelclaw.com 11 panel/7/7z7 claw® Appendix A 5/16/2018 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com Appendix A pane L7/27 aw FH Hothschuie Aachan if 1 **at* Irdielsfeaurcrlync.rg Orrr.H truth,* al **cowl• wire:woe." el *MIN Wa4eviroa alrAl:20 tar -Far. -a)4:r2A11-7V33.6 7:r'2.4l=r;e-111 Eriu poitltl.attrtrusk Cent: Pane-IC/0w Inc , North Andover. MA 01845, USA Report No PCM11-4 Date: 02/2512016 Wind loads on the solar ballasted roof mount system „Polar Bear 10deg Gen ill HD" of PanelClaw inc. Design wind loads for uplift and sliding according to the AS Reviewed by rg7" Dr.-ing Th. ray (Head a department of PV watt/ klidarg) Prepared by: L/ Dirk -keg. iFH) J. Paul (Cons 4ant kr verri kladang) 4.1-oNverre-1 Zprrsarne Aar.. -err, *..** • *ver.....^.. (N.V.* R. let ram J3Z3 2rOCO47 hACZZErl L-rit'!"-» AMestay ZiaS **1 Or -414 M :an P-0 Or Jag N P.Ma. Amspen.lri Ilsaw **1 Or .4•0 litlowl ii*2 4114 sorer,: Fy NAT re* PE 12 re.17:14, rmi anP1 ZCa,ctel. .40 vfP C.Ik.Mtret ***were sgreftwoon0 Astx sum r•ml wrr: ere 5=34%.V1:311, 'armee* 1,ta,•1Pr=e1 Cercation *my 117.,1 scorrra CPR ,7**Ied as-veir,1 ¢/COS mervrom*VJOattorr kr elect 110**i WM* er cs.tr,-.,gr. or! yrnxbiors Oil?* kr*Vir L,Xcers 4a -to 1* 5/16/2018 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com Appendix A I pane ,,m caw® 5/16/2018 1.F.1. brsIttul fu Industrioaerodynamilt GmbH - 2 - Wind tunnel tests were conducted on the "Polar Bear 1 Odeg Gen III MT solar ballasted roof mount system of PanelClaw Inc, The tests were performed al Institut kir Industrleaerodynamik GmbH (Institute for Industrial Aerodynamics), Institute al the Aachen University of A.ppted Sciences in accordance with the test procedures described in ASCE 7-10, slippier 31 and in anCordanea with the specifications of ASCE 49-12. The array assemblies of the solar ballasted roof mount system 'Polar Bear 10deg Gen 111 HEY with tdt angles of 1 Odeg are depicted in Figure 1 and Figure 2. The system ts available in fully deflected and partially deflected configurations. Figure 1: Array assembly d the fu:sy defected =Or bela:ted rod 10deg Gen al HD" veth a rrax1Lee tk angler d tOdog Testing was carried out with a surface roughness of the fetch in the boundary layer wind tunnel equivalent to open country (Exposure C according to ASCE/SEI 7-10) and for a total of 11 building configurations with sharp roof edges and with parapets of varying height Figure 3 shows one sharp -edged flat -roofed building model including the view of the fetch in the large boundary layer wind tunnel. in Figure 4 a close-up of the Polar Bear 10deg Gen 111 HD solar ballasted roof mount system is Report No.: PC6110-2 1Nind loads on the solar ballasted roof mount system "tiler Bear tOchrg Gen in HD" of Panelaave Inc. Design wind loads to uplift end sliding according to the ASCE 7-10 06-7.11t1 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com Appendix A panel LET?: claw F 5/16/2018 Institut he Industrisaerodynamik GmbH - 3 depicted. Pressure coefficients were provided for normalized loaded areas of verying size, seven roof zones and eight array zones. Loaded areas scale with buMing dimensions and are valid for flat -roofed buildings with a Minimum setback of 1.0m from the roof edges. The pressure coefficients may be multiplied by the design velocity pressure qz. determined depending on the wind zone, the exposure category and the roof height in acc:ordance with the American standard ASCEJSEI 7-10 to determine the wind toads on the solar system Figure 2: Array azsembly of Om psztiatiy delleasd sobs Wanted root mount system 'Polar Boar 10dog Gen 1.11 HIT with a module tit angle ct 10dag The test results are likely to be appropriate for upwind Exposures B,.0 and D on flat - roofed buildings. assuming use in compliance with ASCE/SEI 7-10, Chapter 301,3. From these results it is po_ssibie to calculate the design beast for uplift and sliding safely - sliding of solar elements occurs If the aerodynamic lift has decreased the down force due to deadweight sufficiently so that the drag forces are larger than the frictional forces - on fiat roofs with pitch angles up to 7, Report No.: PCI410-2 Wind toads on the solar ballasted roof mount system „Polar Dear Ifklag Gene) HD" of PanelClaw Inc. Design wind loads for uplift and sliding according to the ASCE 7-10 Cintneit, PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com Appendix A panerz7 aw tnstitut fur tn.seadynamlk GmbH 4 The pressure coefficients were determined for a set-up where wind direction 0' corresponded to wind blowing on the north facade of the flat -roofed building. However, the results may be applied if the main axis of the array is not skewed more than 15' with the bralcfmg edges. Figure 3: Wald tumor model of tho fiat -rooted to leat2 -e.oth the r.oiar baiemeo mof mount trtem "Por Beer 10deg Gen III HEYwith a media 1.1 entre of lOdeg mounted m the turntable Ineudrtg view of the fetch in the large I.F t boundary layer wind tunnel, fitx12 array re the ,oft -ea roof potton The present design loads for wind actions apply without restriction to solar arrays deployed on low-rise buildings as defined in secbon 26.2 of ASCE 7-10. The wind tunnel testing also applies to buildings higher than 183 m (60 ft) which are considered rigid. A braiding may always be assumed as rigid if it is at least as wide as it is tegh. The pressure coefficients determined from the wind tunnel tests show that the system in question needs very Ube ballast in the array interior. The slitting and uplift loads exerted by the wind on the modules are small due to the arrangement in rows Higher loads were only observed in array comers and along exposed edges of the array, and these have to be taken into account. On the basis of the measurements carried out, this may be done directly by increasing the ballast locally on the array Report No.: PCSI10-2 Wind toads on the solar blasted roof mount system _Roles Bear tOdwg Gen HD" of PanelCiew Design wind loads for uplift and sliding or -cording to the ASCE 7-10 5/16/2018 . PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com Appendix A Panelc awe ru I.F.I. Institut Ka Indostriewarodynarnik GmbH 5/16/2018 edges or comers as well as - in the arrangement of rows arid space between the rows by largely redistributing the baCast. However, in the latter case, the structural requirements for the toad transfer through the support system are higher. as a Gamer module fitted off the roof has to be held in place by the adjacent modules. As stated in ASCE 7-10, section C 26.12 buildings with site locations that have channelling effects or wakes from upwind obstructiorts, bullrings viith unusual or irregular geometric shape and buildings Mtn unusual response charactenstics require use of recognized literature for documentation pertaining to wind effects. Figure Close-up of the 8x 2 array cif rte sea( Wasted rc mount system 'rota: Sow Orleg Gen ill HD- with a module tat angleci 10deg Details of the wind tunnel testing and of the analys can be found in the long version of the report PCM11-2-2, Report No....110010.2 Wind loads on the solar liattasted roof mount system .Polar Saar today Gen KINDof PanelClinv Inc. Design wind loads for uplift and sliding according to the ASCE 7-10 merwoll PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.paneiclaw.com Appendix A panelm ciaw` Appendix B 5/16/2018 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com Appendix B paneiza Chapter 13 SEISMIC DESIGN REQUIREMENTS FOR NONSTRUCTURAL COMPONENTS 13.I. 4 IJ ER5L 13.1.1 Srapr Tt.4%char;riles. a.ntrrrr fair tatifrrxc;xs..l 4.*.rtt«' crtx th..t :.re pcvct..xrllr r0.0q,„1 to uta.turtt and for hair tupr:art► 4511 atucteZ1 11 1,,'114_: the N c,vht xd a revnte r:hrrsl' tn!ttpt,eerd is raga° m than�{4��t t.lrul to 2i puma of Iti' d�.111x. 4c.a.'::t N you. U. td the 41ronrmt. 43 drtisi in Settim. 12 7 2. the uct;ptxrctt sh_t fr clarrticd a 4 tV1^.t'. i ; strtrttsc r i Sh4.11 be ‘50.41X51 t.r.xcn;dr:AtC r. dh So. Los #5 9 '. 1.3.1.2 Strunk Des*xtt Cattror, For the iSrport, PI Ott* 4h]p cr. Itt-Sr itXti rJ tentpece 7r. sh11 he r.-apted to the s.;Rt-strctax t_"UF➢ t ;tl Ty .3 fie ttl tLTr th.9 It octarp, ur to u h h the} ac atxlltd. 13,1 .3 C'on:punt:A important* tactor 1 .;ottr u..^_ rs tr_1113e rusepcxd a erroca.etcrn 4empt xt rr.-'wl..a r 1_.11r, 1,, xh._'1 be t:ir:1 cr 1 it zay of Loc tor -m. au. cr.rwl:tar„ ..'p4. I 1 TN- toonih Arm r. rectum”! tt, ru.. 48or ISH Lie t:dn} irtrxret 4lkt to csthyxul,e. nt iLthal ter pnt:turn 4trink1 tyt tttr .1441 wart sL.raan _'-. T1.: cr:-xncat 40une7.. r {axmt IT Mhcra::.c cont_ n. tet,.. hrpkly now. or e4e..ot 43k- 11.41..et 1' r. Itic Witty of the nt,.:,rtal ea.ecdt a threslrtdd yuaaueC} rut31641 d b} the avdoor11t taloa; rn oo!at toon and tt tut- c:rot 11..144.,C 4 ttatrat ar Itie RA4m, a tete.40.'. Tc.-,c. entettonrau:.5cctts'aR141Ca- rp ty 1Y ttr 'tures :ad a Is trctkd tot coettcrxd orex.fn n of the f.n..lrty tor it. fad :sr ..xs1J tr43.4 the .aru:rued .goat=an of the f+c day 4 The tur.,tprenrut comer,. A:ti'p 115. rr +µ:.u,411, a'At2:rel Iru.mf-rt4s 84:$1411tr. 4=1 1t :flat -M-4 to a strerlx:rc or portran t r& f .L -tis fr J toy etc u1brr:h t_rt,rt* emit -t tt.a ss a 1<:r:.rtUr11, rx:ctxa} All .Ater ctaxr;*�. t t b .r xt 11C a coxa ,^tx t.l tmptzt. c fx tot. 1,, rqu kaempticmt. T faltre 43x r.:e:.tn:;r r.J *.NzZ x.r.:x.s eumwt 1:4: a the re,,_uercrccs 1. Fmrrtcrc ter.rpt t:c $: 4.:hrr4s ! on TFx115.1t Aniutreh rai can mems In Stotnu. Ckmigit Car_pnr} h tr!L r tlt.u• para is 4eproofttd t) brace_ #.15 rt- a d that s1.; .....p r..cat ary.e 1Lxctt 1.4P-1. I„ rs cgrti n 1 0, 4 41c•titx..41 r:_au l Ct ata cts iA Sei,:ztic 1)r44r1 Csr_.r 0 5\1ctt na..41 and Ckttr+..d . rn-48nuentw is S. irk Ckaf'tr C4teso'r} C pr.ntdcd that the r. nvene:a r-upurtae 1441h, 1. a. equal to 1 tt 111r4µ•';- al ad ck-atrial crnia sms in S. 11.1n....: Clr+r, n Cxernne. I ). P. or 1= *here ull rd rx Itrlhrn_^,x aptly enttlpx;t1 ca^j' tnnce fL.'tex. f . a .ry_4 t=.. 1Ct. to The .m..N'.ract a' iv aitr3. aSr.ttetl c:r !;e 1UCttrlv-. F1rt.b1e cam^^ t+ar.-, re n ci d her -ate -an tir tarept rretrt Z=1 a, xa : nl t!~ 1w•.ri, v.r.v xa i c''ndn8t and cthet The c.mrriaxte rn • e ;h4 41181 it, *1,7371 ti t n kx' ..nil has . te"cr 44 cu to l a,.ae.1 4 n 41 a`, of k .e t:tt threc the rxij i e to T.xer tela nt a:. 1'µr .r.^.: .'art v.c.'hs _71 L1,1lti tit m Ina :. to ter t 43 r a t:str.Irme l i} ant 5 IMI t73 N tea o 134,5Appilenilou nt \eitntrt*turat Canspr'nent. Requiresstentstn Nunbntldlpp Strut -Orr. r�u! l:x r ru t nt t a.kul.e� a.anix and trt►s a t1t uc t t^, cat;d b} other sun.tur.t it -II be 4k-rneu4 8 xte1114.-ne *oh fl..;ti , S. 141rrte Sr.xina 14.3 tcSsa-.. 08..1 seetir:'rc fcreet he Inir..nci u :,:'coalatre F oth C hl.,Trt 14 and ts'.8 8• kr R..rr not pnn.k-u ra Tahk 13,5-1 ex 13 A 1. r,,. th 1 h L ten c4 r.;.J h' th t Lard w SeCL.m 15of a' sw?1 1X a -ter tnrrKrl 41 :.c.rdai .-t *at 1..3.1.e to 4f TaKte ' 1 5.1 or 1 o•1 5/16/2018 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com Appendix B I7/1 pane ,7 caw® sh.4b4-2. thci Ow 4 o entractety na-,tell by rm. sr Ay sa-efts sceams..11} comp:waft 1....c izemm-ischrw essettn44--ts te, oh etsons--x-: all) be s-t"c-.f :pinta if fig the e.ty ,,1410v rr air.* Wed 0.4 orpter...noc t eersAct...lamcm Cm.-;:oneth nth lurst...2.-ert sub: ...I:4.m "07,3 iCUPOrLIZA. 1,14,1M. 1. 03 r SCli. "1 1.4 1 eteell at by *a tm.n...eamatt. tolimkot; ear .:1r.tiat ecettr,--1.e eritcott a „Mot by 4 1 ,,L*L„,„ 4:f 4113 fet,lef!;,f en 4esortinesewii Sr 13 2.3 tt eve:el-ace (LS* 14. OIRLUct le .01 Scf.te, ere I A 2 ti EN.ficta tweteatestotr eicanhane %s.1MA oczattetcset e11i1s4 submittal fes ,epneto 41 to csa-sy 1,..o At; eamIAteoet ;Am res...`4 . eter-st-• a rc;ratrivesi met1zte.:,,a-.1 1E2.3 Consequential Eta* itatchem-l-es.1 os -1 ,trat-Lbox,b41 0fIllifft=t5, the -a14.77 t`wee eticet en ms, b ottrrhUbr Lew aim/ th-t the f44',4rt =If comas! es boom ente1 a..tata.t.s.41 es etneens al osrapetent s14,11 rot e:L-4 efrf tie,keelefT. ta etlf:rd 1314 Detain:1y The ikse:m rs. Inchon of teammate, itser etermests, wed 'ties at-tImeents ash Lot -ALL -I aff:if flet'Uhflep W:114,ir Csie month 13.13 Toast Alternatise int:Seismic ('ainnity litiernsbustio0 AL -11 ettcrteelA: ter Ofx rNtea,,,f,.d IA 2 0*.n.t...;:h 13 A tosc,t; .1 enetbset Mimeo ft= lerfeat, 4.—cprtbents crti e eAppois ...11.4.basette. Setsm.t. sz.:shen-hen In a up,11 tut -mull) fr.,--,rutc,1 Matt; “ticeicad reme ettree. ktAil 1� LS AC 15c. A....tpbk thr author:4y &oat; i_Ulfreiee.f.-1 thain armee/ .tet.ry dts..;u s.% prof .14.4 f4a1 ttuf e.4 4 Ci.t1.11 tlf C114,Cttd 111e deta-ds e.eseattee N41111c4\0‘0411331.;..1133: 13.2.6 Esperletwe Data Albanathe rot %Amok l'ar4aci4 Determination As cet 41:sensor to Ift. :attlyth..a requar..1.=ct, As 131 thrulA 1 fff Cleffefenot MI‘IN11 '4 [tC% Latin s14:11 atents1.es cesetnatec rettsti to etnerbanc. the se nt.c vl e.terp-mtats theta soppset. Fr4T.rflis, itm.1.11-.1ma by expert:me uot nctionwIly treerniced pro.e.Itses ets eng jer ifatet ,4sat ts stactt.,i.c.'mAy asett asset etches tom renuscons r &tb-.14b.tct...11.0.1 mesene espacce.wi es,...4.1•et.sed L.4,,t44 4L-rr=tis detsrm.exti ts,t3 Sectats 1331 zei 133: 13.21 Construction lifirubsents \N1= dcc1 r: 140MAC'e,M7fr. frtrAS twos supts,rts eisores ereinierei by Lilts 1.akb em :al 07-11 br st..mis iv sonstroctuen elewataree:. immprel I:TAMA isofct.. swm.:1 .4,4 Ill et -4 olorM.T. Kassa; raise/ etwa. aser-store, .zt.1 d.A, Ssch dome. anmt, Staft f*elUeelC ‘r..17} ---TX7fX et erettece4 b AffraendA 11 4. 13.3 SEISMIC'1/11.31thlri 1/‘ NO\ STI11. C'TI' tl. (:(10114)NENTS thrsith70 toren Ma Matz set te.sx if 1st:4111w crithed the cor..porssIs te-_*st a r.rz,4) „Ad dtstr.bJ te. 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Wi s! 41h1.06C raCtti4 csac,sderstl sal s ssdh fimpLsements • b u kJ.% ,wevnnutz 13A NONSTRIICTIltAl. 071.114 Ext %NI 'If °RAGE Nun...treingmi irnyvr.zntv aid then' %emnts asuchett Vs/ =tried I Ics she detxlstre narse:dame es tier ref:in-cements a this %ragon smi the !tient th.41 t...11%4 the relr.necturat for thx itsr.tat rtv.t.:.n.ti A, ICI (003 e SC Lc WI stsue-zet rt,r4sourstt eluti-snove pinely fastened neher.1 centskiersA:n of fektiv=...11csfsLIme produced 1•1 the etie.ss off crusct) A 4:y:thrall-Ric k.scl psth of tut& ital crtigth zrui alsttersa Ness.sets the rocupyrseat the stptxxf- in; %Arnim:re sh....ak r.tiruird LJ cle-new.s 4te ntinture L uday 1:0J4 thIt he desAITICti 40.4 ,-valeruard f thc compkvicro uti,.-re It Lontroi g he defsp fthc clourras next Thz 3CIM farl C JJ1 k enr,r tiets• -ra.rund Seittnet1.11 l,xt th,t er:Abtic 11,11Ai i; said it, due I., hot -3;r coolt,..4r. need • he Lim sh-11 hsk sdr....ret Z.L.11.:12.Sr3 Talt.11:: ttX • .4%ty race,71.:.n..e• III* regt.irrtnent% ot th.s ,secti,z Design Forteh the Attachment Th I, eve in the Att.1=1:1 ‘h.d1 lCdaerrzaled Nrs,c4.1 %11 the rec.-lathed lor,cs oul d.s.ptscerarnt: for thr .ect_punret Licnstatext Sr -shorts I i 4rgi 3 ; eitt this R, sh.111 not he tarn a* I.urcr dun r, t3y4.2 Asschurs th Conerrec tstassecru-c. 13.41J Angkor, in Cowed( ArtehA4-% 1.1%*'vitt thali bc &aspect us ges cLince %4.th Arrcnda D ACI 1.1h l3!.2.2 ,trichars 1t# Absoriry Acr etitm:nro sluit be dessrerfi rn...sc./. 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'; • 44.1.2/ 4.4-3 3;34.4.433. s t 5trtartta$ at iry et _ 3 x4..1.3 3333} raxktrsg 4..0 errsn..t r:or:t.. h,t..n_l, }bp to -2w. .: t.rcw,vxa ..•4rs 4r3t a 11 st .8:fu ?.:;..!s a• .•13,4.3'...,.-b . a,+ orirt. g tot.. :id ex :c43s.v,.k r2 -34.4a 120 eu bit 44 I"l 5/16/2018 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com Appendix B paneIJM ciaw® STRUCTURAL ENGINEERS ASSOCIATION OF CALIFORNIA STRUCTURAL SEISMIC REQUIREMENTS AND COMMENTARY FOR ROOFTOP SOLAR PHOTOVOLTAIC ARRAYS By SEAOC Soar Photovoltaic Systems Committee Report SEAOC PV1-2012 August 2012 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com Appendix B panel,'" claw STRUCTURAL ENGINEERS ASSOCIATION OF CALIFORNIA Requirements and Commentary 1. Structural performance objectives Consistent %nth the nem of the IBC 2009 (Seaton 1013), PV arrays and their structural appalystenis shall be designed to provide life -safety performance in ale Design B3Si, Earthquake ground motion and the design vend event Lrfe-sately performance means Mat PV arrays are expected not to create a hazard to life, for example as a resuft of breaking free from the roof, sliding off the mons edge, exceeding the downward lood-carrying capacity of the roof, or damaging skylights, electrical eystems, or other rooftop features or equipment in a way that threatens ife.safety. For kfe-eafety performance, damage, structural yielding and movement are acceptable, as long as grey do not pose a threat to human fife. ommentary: The Design Basis Earthquake grotimi motion m ASCE 7 has a return period of approximately 500 years. and den® wind loads (considering load factors) equate to a return period of appnramately 300 years for Risk Category I stnictures, 700 years Risk Category and 1700 years Risk Category 11,7„ On ASCE 7-10, the importance factor is built Imo the return period for ssindr. For more frequent events (ee, events with a 50 -year renan period), it may be desirable to design the PV array to rain operational, these requirements do not cover but do not preclude using more stringent design cntena. These requirentens are applicable to all Occupancy Categories However if the PV array or any rooftop component adjacent to the may have 1p •• 1.0, past - earthquake operability of the cononnt must be established consistent ivith Section 13.1.3 of SCE 7-10. 2. Types of arrows For the purposes of thew structimai requirements. rooltop PV panel support systems shall be classified as follows; • Unattached f ballast -only) arrays are not attached to the roo structure. Rftist.vice to wind and seismic forces i provided by weight and friction. • Attached roof -bearing arrays are attached to the root structure at one or more attachment pmts. uta they also ber on tax roof at suppo' ad:es that may cc may not occur at the same locations as enactment ports. The Ind path for upward forces is different from that for downward forces. These systems may indude additional vietgrea tbatlast I as well. • Fully -framed anays (stanchion systems) are structural frames that GM attached to Me rou.-- structure such that the load path as the same for both upward and downward forces. C'otritneulary: Sections 1, 2. and 3 of this document are relevant to ell rooftop arrays. Section 4 addresses attached arrays. Sections 5. 6. 7, and 9 address unattached ways. Section 8 applies to attached or unattached roof -bearing arrays. Attached arrays can uxhade those with flexible tethers as well m more read attaclunents Both types of attachments are to be designed per Section 4 The documents AC 428 {1(C -ES 101lb) end AC 365 CJCC'-ES 2011e) provide criteria for other types of PV s7,-irems. which are not covered m the specific previsions herem. AC 428 addresses systeMS Dush•incsamed on budding roofs or walls, and Eree,nancling. (&01d-m)unted) systems, AC 365 addresses biulding-mtegrated systems such as roof panels, shingles, ar adhered modules. 3. Building seissnic-force•resisting system For PV arrays added lo an existing bolding, the eeisrric- force-resiating oyster of the Marling shall be check co per the requirements of Chapter 34 of IBC 2009. Co mmenta ry: Per Sections 3403,4 and 3404.4 of IBC' 2009. if the added mass of the PV array does not increase the seismic 111415.5 tributary to any lateral -force -resisting structural element by more than i0%. the seismic-force- resicrnit system or the budding is permitted to remain unaltered_ Sections 3403.3 and 3404.3 also require that the Fax* structural system of the building be evahure 1 if the miry load to any existing element is increased b more than 5'; Structural Seismic Requirements for Rooftop Solar Photaioltaic Arrays Report SE90C PV1•21r12 August 2012 Page 1 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com Appendix 8 panelffffff ciaw' STRUCTURAL ENGINEERS ASSOCIATION OF CALIFORNIA 4. Attached arrays PV supped systems that are attached to the roof structure shall be designed to mist the lateral seismic force F, specified in ASCE 7-10 Chapter 13. In the computation of F, for attached r 1 arrays, an evaluation of the flexibility and ductility capacity of the PV support structure is permitted to be used to establish values or an and R. If the lateral strength to resist F, reties on attachments with low detornabon capacity, Rr shalt not be taken greater than 1.5. For bw.profde ways for which no part of the array e,dends more than 4 feet above the roof surface, the value of a, es permitted to be taken equal to 1.0, the value of R. is permitted to be taken equal to 1.5, and the ratio adRR need not be taken greater than 0.67. Commentary: in the computation of Fo for attached low - profile solar arrays, ar is commonly taken rr 1.0 and It, n commonly taken as 1.5, which are the valises prescribed for 'other mechanical or electrttai composinits" is Table 13.6.1 of ASCE 7-10. An ec•ahraton of the flexibility and ductility capacity of the PV support structure can be made according to the defatinons in ASCE-7 for nsid and flexible coniponen1, and for high, limited-, and low -deformability elements and attachments. The provsioms of this section focus on low -profile roof. bearing systems Other types of systems are to be designed by other code regtcrementt that are applicable. Solar carpon type structures on the roof of a building are to be designed per the applicable requiciuc.ds of Sectioas 13.1.5 and 15 3 of ASCE 7.10. For attached roof -bearing systems, Motion n permitted to contribute in combination with the design lateral strength of attachments to resat the Lateral force Fr wkren ail of the following conddi urs are nueo: • The maxururn roof slope at the location of me array is less than or equal t0 7 cegrees (12.3 Percent). • The height above the roof surface to the center of masa of the solar array is leu than the smaller of 36 inches and half the least plan dimension of the supporting base of the army. and • R, shall nal exceed 1.5 Ls less it is shown that the lateral dsptacement behavior of attachments 13 compatible with the simultaneous development of frictional reatatance. The resistance of slack tether attachment, that not be com- bined with factional resistance. The contnbutian of fncrion shtl not exceed (0.9-0.2Sp3)(0.7ar)WW, where Wa is the component weight providing normal force at the roof bearing locations, and Pis the coefficient of friction at the bearing interface. The coefficient 7t shall be determined by friction testing per the requirements rn Secaon 8. except hat for Seismic Design Categories A. 8, or C, Ariz permitted to be taken equal to 0.4 if the rend surface gists of mineral -surfaced cap sheet. single -ply membrane, or sprayed foam membrane, and is not gravel, wood. or metal. C'ornnietnary When fictional resistance is used to resist lateral seismic forces. the applicable seismic load combination of ASCE 7 results in a nonnil force of (0.9- , 9-2SoslYlr,. This nonnai force is mulnplied In the fitetion coefficient, which is reduced b5' a 9 7 factor, based ou the consensus judgment of the committee to provide conservatism for frictional resistance, The factor of 0,7 does not need to be applied to the frictional properties used m evaluating unattached systems per Section 9. If the destan there/ strength of attachments is tese than 25% of fa. the array shall rneet the requirements of Section 6 with �wv taken equal to 6 inches. 1 Commemarc; he raT1itwint above is intended to prevent a designer from adding relatively few attachments to an othenrise unattached may} for the purpose of not pro- viding the minimum seisrmc dent s displacement. S. Unattached arrays Unattached (Potosi -only) arrays are permit td when all of the following txind;t ons are met. • The maximum roof Nope at the location of the array e less. Man or equal to 7 degrees (12.3 percent). • The height above the roof surface to the center of mass of the-soyr ora; is less'larl ore 6erct 35 inches and had the least plan dimension of the supporting base of die array. • The array is designed to ace-cro n:date the seiammrc displacement determined by one of the folordng pro- cedures: a Prescriptive design ;seismic displacement per Sections 6, 7, and 8; Nonlinear reeponae history analysis per Sections 6, 8. end 9 or Shake table testing per Sections 6, 8, and 9. Structural Seams Requtremens for Rooftop Solar Photovoltaic Arrays Report SE.400 PV1.2012 August 2012 Page 2 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com Appendix B panei# ciaw© STRUCTURAL ENGINEERS ASSOCIATION OF CALIFORNIA Cotnrtrenlarv: The prom ctts of Section 13 4 of ASCE 7 require that"Components and their supports shall be attached (or anchored) to the structure.. " and that 'Component attachments shall be bolted welded. or other- wise positively fastened lambent consideration of Erktionai resistance producedby the effects of gravity'.' - This document recomuraends conditions for which excephon. can be taker to the above requirements; Appendix .A indicates recommended (Lenges to ASC 7.10 1Jnh1 mch change is rade in ASCE 7, the provisions of this document can be considered an alteratjve method pea IBC 2009 Section 1041.1. 6. Design of unattached arrays to accommodate seismic displacement For unattached (bai t -Gaily) arrays acmmsroCat an of seismic displacement shift be afforded by providing the following minmi n separations to atkry nGding. Condition Between separate solar sways of similar construction Between a solar array and a fixed object on the roof or solar array of d'rlfereru construction Between a solar array and a roof edge with a qualifying parapet Between a solar array and o 'icor edge without a quaidyng parapet. Minimum Separation (r47�rav 1-5044aev Where 1„F„ is the deeigtn seismic dl3pkirxment of the array relative t0 the roof, as computed per the requirements herein, ie Me. nvortanm factor for the ' . and r le the component importance factor for the Solar array" or rine componerd importance factor for other rooftop components adjacent to the solar gray, whichever is greatest For the purposes of this requrernent a parapet is "qualifying' if the top of the parapet is not teas than 6 inches above the canter of mass of the solar array, and also not less Man 24 inches above the adjacent roof surface. Commentary: The factor of 0 5, based on judgrnnent, omits for the likelihood that movement of adjacent arrays tend to be synchronous and that collisions bersreen arrays do not necessarily represent a life -safety hazard. The factor of 1.5 is added_ b puipaent of the ce..anntte to provide extra protection against the life safety hazard of an array sliding off the edge of a roof A qualifying parapet (and the roof slope change that may be adjacent to it) is assumed to partly reduce the probability of an array sliding off the roof justifying the use of A., rather than Calculation of the parapet's lateral strength to res;st the array movement is not required by this document. Each separate array shall be iitereonneeted as- an integral uta such that for any vertical section through the array, the members anti connections shall have design strengthto resist a total horizontal force across the section, in bath tesla.^ and cornpres,^ on, equal to he larger of 0,133.9W, and 0,1W, Where t49 Q the weight of the port on of the array, znchx5rrg tx* est, on the side of the section that Inas sntaftger weigh# . The horizontal force shall he applied to the array at the level of the roof sufsce, and shaft be distributed in pion in proponton to the weight that stakes up W,, The computation of strength across the section she account for any eccentncity of forces. Elements of the array that ore not intereornected as specified shoe be considered structurally separate and shalt be provided with the required minimum aeparn on Commentary: The interconnection farce of tit 33s,urr, 0.117', accounts for the potential that frictional resistance to shdmv will be different under some portions of the array as a result of varying gonnal force and actual instantaneous vales of jr for a given roof surface material. The moi efruciure of the building shall be :apatite rn supportnsg the factored gravity bad of the PV array displaced from Its orignel bcation up to in any horizontal direction. Roof drainage shad rot be obstnicied by mover -tent of the PY array and battast up for in any horizontal direction Electrical systems and otter items abactted to arrays shall be flexible and designed to accommodate the required mirrrrarm separation in o mariner that meets code life -Safety per- formance requirements. ()etas of providing slackness or movement capability to electrical wiring shalt be included on the pemxt drawings for the solar installation COmmentan': This document provides only st tcui sl requirements.The design mustalso meet applicable requirements of the governing el ectncal codes. The minimum clearance around solar arrays shalt be the larger of the seismic separation defined herein and minimum m separation clearances required tor firefighting access_ Structurtst Seismic Requirements for Rooftop Solar Photovoltaic Arrays Report SE,40C PVI.2012 A.girst 2012 Page 3 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com Appendix B paneIffffff cuaw' STRUCTURAL ENGINEERS ASSOCIATION OF CALIFORNIA Commentan: Section Glu of the International Firs Cod. (ICC 2.012) provides recpurewents for firefrghttug access pathways on rooftops with solar arrays. based cm the re ommendatfons m CAL FIRE-OSFA (2003), For commercial and large residential flat roofs (winch are the roof type on which tntattached arrays are feasible) requirements include 4 feet to 6 feet clearance around the perimeter of the roof. mamma= array dimensions of 150 feet between access pathways. and minimum clearances around skylights. roof hatres, and stindpipes.. Note that the clearance around solar arrays is the lamer of the two requirements for seisciir and firefighting. access. The separation distancet do not need to be added together. 7. Prescriptive design seismic displacement for unattached arrays is permitted to be determined by the prescriptive pro- cedure below if all of the fctlovang conabons are met: • I, per ASCE 7-10 Chapter 13 is equal to 1.0 for the solar nervy and for all rooftop components adjacent to the solar array. • The maximum roof slope at the location of the array rs less than or equal to 3 decrees 1524 percent). • The manufacturer provides friction test results, per tate requirements in Section 8, which establish a coefficient of friction between the PV support system and the roof surface of not Less . than 0.4. For SersrtIc Design Categories A, B, or C-, trictson teat results need not be provided if the roof surface consists of mineraf-etrfaced cap sheet. single -ply membrane, or sprayed foam membrane. end is riot gravel, wood, or metal. .]rev shat be taken as follows: Seismic Design Category A, B. C 6 inches :Sewn D. E, F ll — 0 4 e ' 60 inches, but not iesa Man 6 oldies Comment& rw: The pre design seismic displacement values coiisenatively bound nonlinear analysis results for solar arrays on common rooting tnatenals. The teernula is based on emprncalhv bounding applicable analysis results. not a rheozetical development. The Pti Committee concluded that limits on S,a or building height are not needed as a prerequisite to using the prescnptive design seismic displacement. S. Friction testing The coefficient of Inction used in these requirements shalt be detein`r ,d by experimental testing of the interface between the PV support system and the roofing surface it bears on. Friction rests shaft be carried out tor the general type of roof bearing surface used for the project under the erpecled wotstcaee conditions, such as wet conditions versus dry conditions. The tests shall conform to applicable require- ments of ASTM G115, including the report format of section 11. An independent testing agency Mai perfeem or validate tine friction tests and provide a report with the resod_ The fnc^.i n tests shall be conducted using a sled that reaiietica3y represents, at ftrii scale, me PV panel support system, mekrding materials of the friction interface and the flexibility of the support system under lateral sliding. The nomaal force on the fraction surface shall be representative of that in trplcol installation& Laterad farce shoe be applied to the lied al the appeoranate location of the array mess, using displacement controlled loading that adequately captures Increases and decreases inresistive torce, The loading velocity shalt be between 0.1 and 10 inches per second. tf a1cltahp behavior is observed, the velocity shall be adusted 10 miniftee this benevlor. Continuous electronic recording shall be used to measure the lateral resistance. A minwrssn of three tests shag be carducted, with each test moving the sled a minimum of three inches under continuous movement. The fact used tc aal^.:lxc ex IncLon soel'cferit at•:,:t be the average force measured while the sled is under continuous movement. The tntion tests shalt be canted out for the general type of roofing used for the protect. Commenter t r Becattsc faction coefficient is not necessarily constant wzth miosisl force or velocity, the normal force is to be representative of typical installations and the velocity is to be leu than or equal to that expected for earthquake movement. A higher velocity of loading could over -predict frictional resistance. Lateral force is to be applied under displacement control to be able to treasure the effective dynamic friction under movement. Force-cord/oiled loading, usclmbrp inclined plane tests. only captures the static lection coefficient and does not qualify. Friona tests are to be applicable to the general type of roofing used for the project. such as a mineral-rtirlcrd cap sheet or a type of single -ply membrane tuatenal such as EPDM, TPO. ar PVC 11 is not es ivnioned that different tests would be required for different brands of roofing or for small differences m roofing ape or conation For solar arrays on buildings assigned to Sean* Design Category 0, E, or F wirers rooftops are soiled to eigniiftcent potential for frost or ice that is likely to ratite friction Structural Seismic Requirements l r Roan Report SEAOC PVI -20122 ovoltaic Arrays Auguat2012 Page 4 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com Appendix B • panel 40': • rff claw STRUCTURAL ENGINEERS ASSOCIATION OF CALIFORNIA between the solar array and the root, the budding palatal at their dtscretion 'nay require increased minimum separation, further anatysit, or attachment to the root Commentary: A number of factor; affect the potenuai that frost on a roomfacewill be present at the same time that a rare earthquake occurs, and whether such frost increases the sliding displacement of an array These factors include -the potential for frost to occur on a roofbased on the clinute at the site. whether the budding is heated. and how well the roof is insulated -the number of bans per day and days per year that frost is present -whether edit modules occur above, and shield from frost, the roof surface around the support bases of the PV aztey S. Nonlinear response history anatysis or shake table testing for unattached arrays Foi unattached solar arrays not complying with the requirements of Section 7, the design seismic displacement corresponding to the Design 'Basis Earthquake shalt be determined by nonlinear response history analysis or shake table testing using input motions consistent with ASCE 7-10 Chapter 13 design forces Tor non-structural components ci a root. The enatysis model or experimental te..1 shall account for Inchon between the army and the roof surface. and the slope of the root. The fnction coefficient used in analysis shall be based on testing per the requirements in Section 6. For response history analysis or derivation of shake table test motions, either of the followmg input types are acceptable: (al spectrally matched manris,h(in-1, or Os) rnn response to appropriately scaled design basis earthquake ground motions applied to the base of a dyncunically repre- sentative model of the building supporting the P,./ array being considered (al Spectrally Matched Rooftop Masons: This method requires a Suite of not less than three appropriate rept motions, spectrally matched to broadband design spectra per AC 156 (ICC -ES 2010) Figure 1 and Section 651. The spectrum shall include the portion for 7 0.77 v.:cones (frequency 1,3 Hz) tor which the spectrum is permitted to be proporbonai to UT (b) Apixoprlately Scaled Design 13mis Earthquake Ground Motions Applied b Building Mode( This method requires a suite of not less than three appropriate ground motion:), scald in confOrtrienCe *iith the reqiArements of Chapter 16 ot ASCE 7-10 over at least the range of periods from the initial budding period, T to a minimum 01 2.0 seconds or 1.5T, whichever it greater The building is permitted to be modeled as linear elastic, The viscous damping used in tie response history analysis shalt not exceed 5 percent, Each roof or ground motion shall have a total %dation of 01 least 30 seconds end shah contain at least 20 seconds of strong shoeing per AC 156 Section 6 5 2. For analysis, a three-amen:tonal onaysis shaft De used, and the roof monocle shalt include two horizontal components and one vertical component applied concurrently. C:ommentary: Nonstructural components on elevated floors or roof a of buildings experience earthquake dadang that is different from the corresponding ground -level shaking. P.00f.level sham2 is filtered through the building so it tends to Cline greeter horizontal spectral acceleration at the natural period(s) of iabration of the budding and smaller accelerations at other periodi. for input method (a). AC 156 is referenced because it provides requirements for morn motions to rionstructural elements consistent with ASCE 7 Chapter 13 design forces. The requireize.--ti aided in this doctrine -at to include the portion of the spectrum avath 7' 0.77 seconds is necessary to make the motions appropnate for predicting sluling displacement. which can be affected by longer period motions. The target spectra defined in AC 156 are broadband spectra, meanuig that they envelope potential peaks in spectral acceleration over a broad range of periods of vibration, represenung a range of different buildings where non- structural components could be located. .Cornparative analytical studies (Maffei et al 2012) have shown that the use of trroadbancl spectra provides a consen-atnat estimate of the sliding displacement of solar arrays canipzu—ed to unmodified roof motion.s. For input method (b). appropriately scaled Design Batas Earthquake ground motions are applied to the base of a budding analysis model that includes the model of the solar ErraV on the roof. In such a case, the propertres of the building analysis model should be appropriately bracketed to corer a range of possible budding d3varra: properties (Walters 2910. Walters 2012). Because friction resistance depends OA 13011112.1 force. vertical earthquake acceleration can also affect the horizontal movement of traattached components. so inftsion of a vertical component is required. For shake table testing, it is permafted to conduct a three - dimensions/ test ming two horizontal components and one Structural Seismic Requirements for Rooftop Solar Finotovottac Arrays Report SEAOC PV1-2012 august 2012 Page 5 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com Appendix B panelffffff cuaw® STRUCTURAL. ENGINEERS ASSOCIATION OF CALIFORNIA vertical component, or a two-dimensional test with one horizontal component and .ane vertical component tn all cases the correxnents of motion shall be applied cot- ct rrently. Shake table testa stia$ apply the minimum of High-pass flitting to the input notions necessary for testing faalty equipment capacities. Filtering shall be such that the restAtitg PV arra; displacements are comparable to those analytically computed for trttitered input motions. If the input motions are high-pass tittered or if tno-dimensicnai less are conducted, the tests shalt be supplemented twit) analytical s_^sdhee of the tests to ce4brate the influential variables end three dimensional analyses to compute the seismic displacement for unfiltered input motions. Commentary: For some input motions and shake table facilities, input records may need to be high-pass Altered (removing some of the low-d-equetcy con;eot of the record) so that the shake -table movement does not exceed the table's displacement capacity 1f fltenug of motions is needed it should be done in such a war as to have as little effect as possible on the resulting slicing displacement Conrparatrce analyses should be conducted to determine the effect of Altering on sliding displacement after which unfiltered motions should be nee m the analysis to dete:.n ne the design seismic displacement lithe shah table tem are two-dimensional. the tests should be used to calibrate comparable two-dimensional analyses. after which three-dimeasiopa1 analyses should be used to determine the design seismic displacement. it of least seven root moons are used, the design seismic displacement is pemrtted to be taken as 1.1 ernes the average of the peak displacement values (in any direction) frorn the analyses or tests. ~< fewer than seven roof orations ere used, the design seismic displacement shall he taken es 'Mimes limes the maximum of the peak 6eptacement values from the analyses or tests, Resuttlng values to -tial shag riot be less then 50% of the values epeci5ed in Section S. Ideas lower values are validated by independent. Peer Review, Commentary: The factor of 1.1 used in defining the design. seismic displacement is to accotmt for the random ttncertauit° of response for a single given roof moron This uncertainty ms tenoned to be Luger for sbckwg's!idrnQ response than tt is for other types of non-linear response considered in structural engineering, The factor is chosen by judgment, Analytical and expenniental studies of the seismic response of unattac bed solar arrays are reported by Schelienberg ct al. (2012). Notation component amplification factor (per ASCE 7) Fm component !tori; ontal seismic design force (per ASCE 7) lr = seismic importance factor for the tuictng (per ASCE 7) to = component importance factor (per ASCE 7) Ro = cmnpo tent response modification facto (per ASCE 7) = design 5% -damped spectral Acceleration parameter ,r: short periods (per ASCE 7) T = fundamental period W, = total weight of the array, inc tuditg ballast, on the site of the section (being decked for interconnection strength) that has smatter weight Wm = component weight providing normal force at the roof bearing focauons = demon sessmic displacementof the array relative to the roof = coefftoent of friction at the -bearing interface between the roof surface and the solar array Structural Seiaasc Requirements for Rooftop Solar Phofnvoiiaic Arrays Report SEAOC PVi•2012 August 2012 Page 6 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com Appendix B paneii7ff ciaw® M_ A: NMI INN lMMIO t111111MIN tM OM MAFFE I TRJC-fFAt ttiG r: rip. sec 5/16/2018 Technical Report PantiClaw Polar Bear 111 and Polar Bear 111 Seismic Displacement Demand of Unattached (Ballast -Only) .Ar 23 February 2016 t)sersikns liaftei Structural Engus.xiing performed seismic itomlincur analyses c+st the PanedCiaw Po' Bear til solar pond support system. The purpose of the analysis is to detertti nc. design values for seismic displacement demand when the Pular Bear 111 system is used for unattached (h:dlast-onlyt solar arrays on flat and scow -slope roofs of buildings. Our analysis and findings are also applicable to the i'olar Bear 111 If system. Panc1Ctaw holds the data fmm the analyses as proprietary information. A sumnun• is provided herein. The prescriptive rt phren nes of ASCE 7-10' Section 13,4 require an attachment of nonstructural consponenta-Nsithtxtt crtnsidcrant'on of frictional resistance provided by the effects of gravity." Anah^:es dcscnbed herein demonstrate the adequacy of frictional resistance and displacement capacity to accommodate seismic demands on rooftop solar arrays using an alternate inon-prescr pthte) method of' design in acaxdance with the 2012 imeinatiunal Building Code) Section 104.11. The analyses foilmu the provisions of SF..- OC PVI • Structural Sramic Rrtqurrrnunfx ural Commentary for Rooftop Solar Photovoltaic Arnrps'; They consider a range values for friction coefficient trepresentixre different roofing ntatariaisJ. roof slope. and seismicity parameters_ Each condition anaiynri corresponds to resuhine values for seismic displacement demand ijvpt1. The F1i pi values front analysis are to be used with the coefficients specified in Section 6 of SLACK' 11'1 (summarized m 'fable 1 helms) to determ'tre mininiuna requirement, Ica seiurauon between solar arrays, roof edges. and fixed olle'cta on the roof Electrical wiring for the solar an -ay is to be designed us acetkntnwdate the seismic displacement demand.. and the roof stricture must be capable of supporting the crani y load when the anay is in the, displaced condition, Table 1: Riivtmnm saparalion distances fair unattached arrays from Sect a SE OCPt`/ Condition Separation between separate x star a nays of sarnulatr construction 0.5 f, IIv Between a SAX any anal a fixed obre(n on the rod or snfar array of different c menti :lion 1Ater, even o wiar,rrray oral aroof ed;c with qualityrng parapet f, d,a Ifefwrrri a solar array arta a Rini edge without a inctlit'yt r paapet I i f, II,rr. 4. Ilk the importance factor for the solar arra). ort We conttatnenr tmparlattra fun di r torr 4idler rexittor c.+ttstx9ncntx adjacent to the solar array. w'hichcsrr is;'rraktce' fASCE 7.111 Section importance factor for the hwldine4ASCE7-10 Seaton 15t_ As described in SiAOC PVI Section Q. the design seismic displacement described hen. conesprmds to ittc Design Earthquake in ASCE 7. which in many locations has a return period of approximately 475 yem-s. Sites may also cxpenenee smaller, more frequent eanhguakcr. Our analysis shwas that the frequent smaller eatlhyuakes tend to produce much smaller displacement - in sotto cases, no sliding displacement. After any earthquake that causes residual displacement of an an -ay. the array should he checked to ver.fy than a still satisfies all requirannenus of SE:.4OC P17 Section ft. such as rn annum separation and flexibility of electnca:J wiring 4I -329.41.'y report+-wuau.e.mNt PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com Appendix B panel ArArAr ciaw ® imummomemmi NW NW NW NW WM MAFFEI Ter-Tn.ca.Ppot P5It<LOIN NAV 5*.:o III et -4 Pc IP.• 'Mar 11111D Se.zemc Dninmeivert Dratie4Di Clnettathed t-niyi *r 23 fetec..xy 26 Page 2 The analyses are based on values for coelficient of friction pnwided by PanelClaw and the assumption that the seismic interconnection strength of the Polar lear 111 system is such that tut array responds to seisinic shakrng. by sliding as an integral unit. Evaluation of interconnection strength t per SF1OC PVI Section fit and friction testing 4Section ft) is outside the scope of this report. System Description and Applicability of SE,t0C Polar Bear 111 (Figure I 1 by PanelC)aw. Inc. 1S, a solar panel support system (racking system) for installing solar photovoltaic arrays on flat and brw -slope roofs of buildings. The system aln be structurally attached to the niof structure. or it can he unattached (ballast -only). depending on the needs c1 specific applications. It consists of cursed steel tubing supports that run north -south between oohs of modules, such that each piece of tubing supports the high edge of one module and the law edge of another nuicile. nodules arc placed M landscape orientation and are connected to the tubing by gab attired .1e -d -claws" that bolt to the tubing and to the mounting holes in the module triune. Polar Bear 111 HD consists of similar parts and geometry to Polar Bear 111, except that. instead of four claws per module. the 111) version includes two additional cold -formed sreel members running north - south beneath each module. faStened 10 the mounting holes in the module frame and fastened m the steel tubing supports, PanelClaw provides a sersion of the product with 5 -degree module tilt angle. as well as a 10 -degree nil version 1n the 5-degrt-,e version (Figure tat gaisani2ed sleet bAlLisi trays are bolted to the tubing under the nonh edge of each row of modules and beyond the south edge of the southernmost row of modules. In the 10 -degree version (Figure I hi, the ballast trays are bolted to the sloped portion of tubing. Pads made Of recycled rubber are attached to the bottom of the suppons. In some rases. a slip sheet of roofing material is pros ided between the rubber pads and the roof surface. Figure. 1: Pular Bear 111 S'atrot,. (ac) 5d4ree n,duk tilt.Ill 10 -degree mo We find that the Polar Bear 111 and Polar Bear HI 1-11) systems are permitted by SE/10C PV/ to he designed as unattached systems based on their conformance with the requirements of SE1OC Pt"! Section 5 • Maximum roof slope‘ We understand from PanelClaw that the system is typtcally tnstalkd on roof slopes less than or equal to 5 degrees. hich is less than the 7 -degree limn of SEAOC Pl'I PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com 5/16/2018 Appendix B • panelArzir claw® 46X (40 NI 1111116A NI al 1111111111111M MOM al MAFFE I 5-7 • s N•5iirs r 1 "'Sr.* Te0hrur..0 Report irisnes:tar, r•ourr L*4, 10 boa Hager dear 10 Ft), $44500( Drso Arnbem Dement' +0 Ougticliikl fa•E•org•Cinlylikrimpi. 3 Fetwuary 2016 Pepe 3 • Low -profile configuration: The height abuse the ruo surface to the center of mass o' the arrays is less than half of the least plan dimension o the supptsrung base of the array . per S&tOC Pt.! requirements. • Design to accommodate seismic displacement densaNd This report descnbes nonlirear response - history analyses performed by Mattel Structural Engineering to assist PanelClaw in determining the seismic displacement per Sections 6 and 9 ot SEA11C Analysis Models and Parameters Considered The paper by Maffei et aP identifies the following key variables that affect the d*n seismic displacement of unattached nonstructural cinuponents. such as solar arrays: • Site seismkity (characterized by the parameter So 5 per ASCE 7- Itri • Root surface interface ;coefficient of friction) • Roof slope in adthtion. the analyses descnbed here consider the direction of displacement with respect to roof slope (up-slope, cros.s-slopc. or door n-slopei as well as the stiffness of the system. To perform seismic nonlinear response -history analysis. we use computer structural analysis models that capture the key properties affecting the seismic displacement of unattached solar arrays; suek-slip (friction) behavior in horizontal directions. bearing t no-tensiont support in the vertical direction. and the ability to rotate the support surfaoc to simulate nsot shire. The models use the structural aria),sis program OpenSers, The analyses include .seven roof motions, Per Section ') of SEW(' PV/, design seismic displacement demands are calculated as 1.1 ernes the average of the peak displacement salues from the analyses, Spectral-Nlatched Earthquake Kopf Motions Section 9 of SEAOC PV/ requires that -the design seismic chsplacenient corresptsnding to the I)esign Basis Earthquake shall be determined by nonlinear response -history analysts or shake table testing using input nxstions cousistent with ASCE 7.10 Chapter t design forces tor rain -structural convonents on a roof.- For response -history analysis. this can be achieved using "spectrally matched rooftop motions- per Paragraph 4 of Section "Speonal) NI:itched Rooftop Allotrons- Thas naafis:Kt requires a suite of not Icsi. than three at -Trois -late roof motions. spectrally matched to hroadhanat &rip' spectio per AC 150 t ICC -ES 21310 i Eir1ttC i and tics Non fi 5 1 The vrelstilirhail irklucie the Fannon for T > 077 ...r4,41,1, frequent) 1 1Hi tor lahich the %pc.. uatin is permitted to tic proportismal to UT Mallet et al 42014i defines broadband design spectra per these requirements as shown in Tab4e 2 Table 2 Seismic acceleration design spectrum for rooftop solar arrass Period T isec. 1 Design spectrum S. is, 4cierAtLoti Vertical 4(ccks.ga,,n for T .c.. 0 01 1.2.5,, 0 275,, 1.1•001 • T .c. 0.12 'MICA/ intetr01.1000 Linea: ink:14104AM 201" 0 12 ,. r f COS 1 fxS,,, sl 07,5,, tor ti 75 < r aweruly provortIona1 to 7 mNerrxiyproporlortui to T 5/16/2018 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com Appendix B paneliirarff ciaw® NIS re, ltR ON Ell INS *II 1111111 MN MI IN SIN MAFFE I AI CNC.' Repro Pane4C4.0 Poi& Bra,- III *NI Pots. &tar III 140 St•rgrh.: Displec.e.nerni aerNelnd tO? Liriikltertiea tsallest-Only) Arrays retnowy 2016 Pa94 4 SE.AtiC PVI Section 9 Paragraphs 6 and 7 also require -Each mot motion shall have a total duration of st kaat30sc .'rids WIWI shot! contain at bast 20 seconds of strong shaking per AC t Mi Section 2 For anal:v..4s. a three-tlitnensional naictel shall he used and the roof crimsons shall include ?Inc, horizontal consponr-nta and one sertwal component applied concurrently " Motions that x -ere used In this analysis were recorded on the roofs of buildings during past earthquakes. and were selected 10 satisfy all of the above criteria. We obtain the recorded rnotitms from the CSMIP database iCESMD 2008), and the rewords are selected to be ctinsistent with records used in published research on this topic (Maffei 20141. We use the software EZ -FRISK version 7.62 (Fugro NV,. 2011) which uses a ume-dornain procedure to perfomi spectral matching of the recorded motions to match the bovadband design Spuna i_n Table 2 For each of the mo versions of the system (5-ilegree and 10 -degree module tilt). the design seisnuc displacement values include results front 4760 analyses: We consider 200 cases of project conditions (4 coefficients of friction, 5 rckif slopes. and 1(1 lesels of Wlannkity parameter Srisr, eat case considers 7 earthquake motions and 4 valentations of each tuition with respect to roof slope (except 6sr the zero -slope cases. where orientation has no effect). We also performed a sensitivity study consisting of 33320 additional analyses to evaluate the effect of the silliness of the system. Recommendations for Design We reconunend using the results of nonlinear respow-history analyses described herein to determine the design seismic displacement denumd. dupi, hr design ot unattached solar arrays that have the Iv -lemon and stiffness properties assumed in this report For cases where St>. roof skipe. andlor coefficient of friction for a project site is between the values specifically analyzed in this report. use linear interpolation Per Section 9 of SEA()C PVL turr shall not he taken less than of the values calculated by the prescnptive procedure in Section 7 of SEW(' FT/ unless the lower values from analysis are validated by an independent peer review. Maffei Structural Engineering Joe Maffei. S.F._ Ph. LEED AP Prins; ipat joe@ nut fei-strut tun: corn AnuTu:sn Stvicly ni CoiI Engineers I ASCI'. k. 2010. -Muumuu' IN: sign (Alias for nuil44%,,, and ()their Stnikitirr.s.".4,SCE 7-10. Rcsion. VA. tiactriationd Code 4.'4*un"."1 i Ic(-L 2012. iuhr/mtioulitillutithux t Countr) Club Hills'. It Clusclural IMg Inerts ,A.C.iattom rAtorrit2i 5 '14 1(.1 2017" -Cinficitival 314^iiritreovrnik and commentary for Rooftop Solar Photio4.4tai": STACK* p1') ,>l,11 Sxrarnento, CA • Maffei. I . Fathalc S.. Takeo. K Ward. R . and Sshelknberg. A . 2014. -Seisars>, ricsigts ballastod solair arrays on 10%-slogic roots.- Opurn,z1 Sink turol En ctricerrn k: 1404 I ) (10C If; 10151A ASC'E'ST.144 -;-5-1 I X 0111.101165 5/16/2018 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com Appendix B ENGINEERING REPORT FILE Plan review Inspection AVERAGE PSF 1.05 Ibs/ft2 PRODUCT ROOFMOUNT RM5 MODULE MANUFACTURER Hyundai TOTAL NUMBER OF MODULES 82 MODEL HIS-S360R1 TOTAL KW 29.52 KW MODULE WATTS 360 watts TOTAL AREA —2107 ft2 MODULE LENGTH 77.17^ TOTAL WEIGHT ON ROOF 14867 Ibs MODULE WIDTH 39.29" BAY WEIGHT 1798 lbs MODULE THICKNESS 1.58" MODULE WEIGHT 4141 Ibs MODULE WEIGHT 50.50 Ibs BALLAST WEIGHT 8928 lbs BALLAST BLOCK (CMU) WEIGHT 32.0 MAX BAY LOAD (DEAD) 129 Ibs MAX BLOCKS PER BAY 2 Loads Used for Design BUILDING CODE WIND SPEED GROUND SNOW LOAD SEISMIC (SS) ELEVATION WIND EXPOSURE BUILDING HEIGHT 70 ft ROOF TYPE Mineral Cap ASCE 7-10 PARAPET HEIGHT > 1 Array Height (> 8 inches) 110 mph 25 p REVIEWED FOR 1. CODE COMPLIANCE 31 t APPROVED Loads Determined by Zip 98138 CITY, STATE WIND SPEED GROUND SNOW LOAD CORREQTION LTRIL._43 ._ Seatac, SEP 24 2019 City of Tukwila °BUILDING DIVISION 110 mph 0 psf Dib- o3qi ClECEPVEl) CITY OF T UKWILA SEP 04 2019 PERMIT CENTER Date Signed: 8/29/19 Array 1 AVERAGE PSF 6.91 Ibs/ft2 MINIMUM SEISMIC SEPARATION (UNATTACHED ARRAYS)* ARRAY TO ARRAY: 9 TOTAL NUMBER OF MODULES: 61 TO OBSTRUCTION OR PARAPET: 18 in TOTAL KW: 21.96 KW TO ROOF EDGE (NO PARAPET): 27 in TOTAL AREA: 1563 ft2 MAX ARRAY (SEISMIC) (FOR UNATTACHED ARRAYS) * TOTAL WEIGHT ON ROOF: 10803 Ibs NS ROWS: 21 BAY WEIGHT: 1323 ibs EW COLUMNS: 18 MODULE WEIGHT: 3081 Ibs *In jurisdictions that follow SEAOC PV -1 methodology. BALLAST WEIGHT: 6400 Ibs ROW SPACING: 7.5 in Array 2 AVERAGE PSF Ib 1.46 s/ft2 MINIMUM SEISMIC SEPARATION (UNATTACHED ARRAYS)* U U ARRAY TO ARRAY: 9 TOTAL NUMBER OF MODULES 21 TO OBSTRUCTION OR PARAPET: 18 in TOTAL KW: 7.56 KW TO ROOF EDGE (NO PARAPET): 27 in TOTAL AREA: 544 ft2 MAX ARRAY (SEISMIC) (FOR UNATTACHED ARRAYS). TOTAL WEIGHT ON ROOF: 4064 Ibs NS ROWS: 21 BAY WEIGHT: 475 Ibs EW COLUMNS: 17 MODULE WEIGHT: 1061 Ibs *in jurisdictions that follow SEAOC PV -1 methodology. BALLAST WEIGHT: 2528 Ibs ROW SPACING: 7.5 in Date Signed: 8/29/19 • RM5 U -DUAL DER PRODUCT ASSUMPTIONS RMS - Ballasted Flat Roof Systems Limitations of Responsibility: It is the user's responsibility to ensure that inputs are correct for your specific project. Unirac is not the solar, electrical, or building engineer of record and is not responsible for the solar, electrical, or building design for this project. Building Assumptions 1. Building and System Risk Category 11 2. Building Height s 60 ft. 3. Roof Slope z 2.4° (1/212) and < 5.6° (1-3/16:12) 4. Friction Tested Roofing Types: EDPM, PVC, TPO, and Mineral Cap 5. Required Setback from Module Edge to Building Edge for Wind Tunnel: 3 ft (See Item 14) 6. Surrounding Building Grade: Level 7. Wind Design: Basic Wind Speed Range is 110-170 mph (ASCE 7-10). Wind Exposure: B or C (ASCE 7-10). Occupancy/Risk Category it buildings and systems with a 25 year design life. Insertion of the project at -grade elevation can result in a reduction of wind pressure. If your project is in a special case study region or in an area where wind studies have been performed, please verify with your jurisdiction to ensure that elevation effects have not already been factored into the wind speed. If elevation effects have been included in your wind speed, please select 0 ft. 8. Ground Snow Load (ASCE 7-10): 0-60 psf. Results are based on uniform snow loading and do not consider unbalanced, drifting, and sliding conditions. Roof snow load reduction calculated per Section 7.3 of ASCE 7 with the following assumptions: Exposure factor = 0.9, Thermal factor = 1.2. 9. RMS Bay Weight -7.2 lbs 10. Module Gaps (E/VV) = 0.25 in 11. Seismic: installations must be in seismic site class A, B, C, or D as defined in ASCE 7-10. 12. Ballast Calculations are based on ASCE 7-10 load combinations and product specific wind tunnel testing. 13. Ballast Blocks: The installer is responsible for procuring the ballast blocks (Concrete Masonry Units - CMU) and verifying the required minimum weight needed for this design. CMU to comply with ASTM standard spedfication for concrete roof pavers designation C1491 or C90 with an integral water repellant suitable for the climate it is placed. It is recommended that the blocks are inspected periodically for any signs of degradation. If degradation of the block is observed, the block should immediately be replaced. The CMU ballast block should have nominal dimensions of 4"x8"x16". The actual block dimensions are 3/8" less than nominal dimensions. Ballast blocks should have weight as specified for the project in the "inspection" section of this report. 14. Wind deflectors on the east and west edges of the array should overhang the east and west modules by six inches for Type I modules on the north rows only. Wind deflectors on the east and west edges of the array should overhang the east and west modules by six inches for Type 11 modules on the north row and east and west edge columns. 15. Limitations of Responsibility: It is the user's responsibility to ensure that inputs are correct for your specific project. Unirac is not the solar, electrical, or building engineer of record and is not responsible for the solar, electrical, or building design for this project. 16. The system is certified to UL2703 when properly installed. See the installation guide for more detail. Ballast Blocks The installer is responsible for procuring the ballast blocks (Concrete Masonry Units - CMU) and verifying the required minimum weight needed for this design. CMU should comply with ASM standard specification for concrete roof pavers designation (C1491 or C90 with an integral water repellant suitable for the climate it is placed. It is recommended that the blocks are inspected periodically for any signs of degradation. if degradation of the block is observed, the block should immediately be replaced. The CMU ballast block should have nominal dimensions of 4"x8"x16". The actual block dimensions are 3/8" less than the nominal dimensions. Ballast blocks should have a weight as specified for the project in the "Inspection" section of this report. Design Parameters 1. Importance Factor: Array (Ip) = 1.0, Building (le) = 1.0 2. Site Class = D 3. S = design seismic displacement of the array relative to the roof 4. Minimum Separation: Array to Array = 0.5*S, Array to Roof Edge or Obstruction with Qualified Parapet=1.0*S, Array to Roof Edge with Unqualified Parapet = 1.5*S 5. Ss = mapped MCER, 5 percent damped, spectral response acceleration parameter at short periods per ASCE 7-10 6. Sos = design, 5 percent damped spectral acceleration parameter at short periods per ASCE 7-10 7. Coefficient of friction used for calculations per Unirac, inc. Roof Mount Ballast Support Coefficient of Friction Testing report dated 7/13/2016. Properties 1. Bay Weight: -7.2 lbs 2. Wind Deflector Weight: -6.4 lbs 3. Module Gaps (E/W) = 0.25 in 4. Wind Deflectors: Wind deflectors on the east and west edges of the array should overhang the east and west modules by six inches for Type 1 modules on the north rows only. Wind deflectors on the east and west edges of the array should overhang the east and west modules by six inches for Type II modules. 5. Bays: North row bays overhang the module by -6.5 inches and south row bays overhang the module by -12.25 inches. Testing 1. Coefficient of Friction 2. Wind Tunnel 3. UL 2703 4. Component Testing (Bay and Clamp) Setbacks For the wind tunnel recommendations in U -Builder to apply, the following setbacks should be observed/followed for U -Builder wind design: 1. Modules should be placed a minimum of 3 feet from the edge of the building in any direction. 2. If the array is located near an obstruction that is 3.5 feet wide and 3.5 feet high or larger, the nearest module of the array must be located a distance from the obstruction that is greater than or equal to the height of the obstruction. 3. Installations within the setbacks listed above require site specific engineering.2 4. The setbacks above are for wind. High seismic areas, fire access isles, mechanical equipment, etc., may require larger setbacks than listed above for wind. Site Specific Engineering Conditions listed below are beyond the current capabilities of U -Builder. Site specific engineering is required. 1. Wind designs for a project design life exceeding 25 years.1 2. Building assumptions and design parameters outside of U -Builder assumptions 3. Attachments 4. Risk Category III or IV projects (U -Builder can be adjusted for the correct wind, but not the seismic or snow design) 5. Wind tunnel testing reduction factors are not permitted by the Authority Having Jurisdiction (AHJ).3 6. Seismic designs that fall outside SEAOC PV1-2012 recommendations (>3% roof slope, or Alt's that require shake table testing or non- linear site-specific response history analysis) 7. Signed and sealed site-specific calculations, layouts, and drawings Notes: 1. Please contact info@unirac.com. 2. Please contact EngineeringServices@unirac.com for more information. 3. Please contact Theresa Allen with PZSE Structural Engineers at theresa@pzse.com. These items will require direct coordination with PZSE to complete the requested services. INSTALLATION AND DESIGN PLAN Roof Area 1 LEGEND Module (Roof Zones) 0 Zone 1 L.__i Zone 2 Zone 3 Roof Area 1 / Array 1 96 ,___, 11 r� 12 13 _, 14 .__._, 15 ,_..., 1 1 1 2- t r 2 6 LEGEND NS NOTE Module with north wind deflector (for uplift) Module with south wind deflector (for fire requirements - type 2) Module with both deflector types Module with no deflectors Standard corner bay with CMU block count Supplemental bay with CMU block count Bays in the space above and below modules are supplemental bays. You can fit a maximum of 2 blocks in each bay. If the number of blocks In these bays is more than 2, you will need to add an additional supplemental bay. Date Signed: 8/29/19 Layout Dimensions NS DIMENSION - 24.31 ft EW DIMENSION - 96.46 ft ROW 1 2 3 4 5 6 MODULES MODULES WITH DEFLECTORS BAYS BALLAST BLOCKS (CMU) BALLAST WEIGHT 15 15 16 24 768 11 11 19 33 1056 15 15 26 42 8 8 20 36 6 6 16 28 6 6 12 21 0 8 16 7 0 Roof Area 1 / Array 2 1344 1152 896 672 512 1 LEGEND NS NOTE Module with north wind deflector (for uplift) Module with south wind deflector (for fire requirements - type 2) Module with both deflector types Module with no deflectors Standard corner bay with CMU block count Supplemental bay with CMU block count Bays in the space above and below modules are supplemental bays. You can fit a maximum of 2 blocks in each bay. If the number of blocks in these bays is more than 2, you will need to add an additional supplemental bay. Date Signed: 8/29/19 Layout Dimensions NS DIMENSION -12.61 ft EW DIMENSION - 51.45 ft ROW MODULES MODULES WITH DEFLECTORS BAYS BALLAST BLOCKS (CMU) BALLAST WEIGHT 1 7 7 9 18 576 2 6 6 11 20 640 3 8 8 14 23 736 4 0 0 9 18 576 Date Signed: 8/29/19 RM5 INSTALLATION GUIDE TABLE OF CONTENTS: Tools & Specifications System Components System Level Fire Code Compliance Locate Array & Place Bays Place Ballast & South Modules Place Modules & Attach Clamps Ballast Bay Wind Deflectors Connect Grounding Lugs Mechanical Loading Compliance PG 1 2 3 4 5 6 7 8 9 TABLE OF CONTENTS (CONT): Bonding & Grounding System Certification Bonding & Grounding System Certification Bonding & Grounding Electrical Diagram Temporary Bonding Procedures Installation Supplement Ballast Bay(s) Roof Attachment Microinverter Install & Wire Mgmt. PG 10 11 12 13 A B GENERAL NOTES: Refer to construction drawings for project specific details. Construction drawings have precedence over these installation guidelines. PUB20191AN24 ■ ■u: ■ ■ 5 TOOLS & SPECIFICATION TETACAL Dia S]]'[ET PAGE TECHNICAL SPECIFICATIONS: Material Types: 16G ASTM A653 GR50 Steel G235 Galvanization Hardware: Stainless Steel Bonding and Grounding: UL2703 Listed Continuous Bonding Path. TOOLS REQUIRED OR RECOMMENDED FOR LAYOUT, ATTACHMENTS & INSTALLATION: • Drill Do riot Use An impact Drer) • 7/16" Socket • Torque Wrench • Tape Measure • Chalk Reel • Optional Spacers (See Diagram - Page Right) GENERAL HARDWARE: • 1%..20 X 21/2" Hex Head Bolt- Module Clamps • 1/a-20 X 1" Hex Head Bolt - Wind Deflectors •14-20 Stainless Steel U -Nuts • 1/a" Flat Washer 1'/4" O.D. SAFETY: All applicable OSHA safety guidelines should be observed when working on a PV installation job site. The installation and handling of PV solar modules, electrical installation and PV racking systems involves handling components with potentially sharp metal edges. Rules regarding the use of gloves and other personal protective equipment should be observed. LAYOUT ASSISTANCE TOOL: Module Dimensions: RM5 Module location: Spacing Equations (in Inches): For 7.5" inter -row option: I For 11" inter -row option: Module Length (ML) = H 1 Perimeter Column Spacing = ML+( /2)-32.04" Module Width (MW) = 2 Interior Column Spacing = ML+ -21.36" Prefered module gap? (1/4"- 1" is permissible) South Row Spacing = (MW x 0.996) -12.79" (MW x 0.996) -12.79' r � H Row Spacing = (MW x 0.996) -12.79" (MW x 0.996) - 9.25" East/West Module Gap . - I 0 j. North Row Spacing = (MW x 0.996) -12.79" (MW x 0.996) -18.46' 7 1/2IN SPACING 11IN SPACING MODULE ROW SPACING OPTIONS SPACERS -OPTIONAL 0 0 0 PERIMETER COLUMN SPACER COLUMN SPACER SOUTH ROW SPACER ROW SPACER NORTH ROW SPACER H H , ., i LI_ R rft_ r � H ___ 0 0 Li LA < i,____111 „ v____vt_____o___—i i 7 1/2IN SPACING 11IN SPACING MODULE ROW SPACING OPTIONS SPACERS -OPTIONAL 0 0 0 PERIMETER COLUMN SPACER COLUMN SPACER SOUTH ROW SPACER ROW SPACER NORTH ROW SPACER SYSTEM COMPONENTS ■ •• : R M 5 TECHNICAL DATA SHEET 1 PAGE BALLASTBAY: The Ballast Bay is constructed of a high strength low alloy G235 Galvanized Steel. This system has a modular design that allows for easy installation around roof obstructions and accommodates roof undulations. The Ballast Bays are designed to nest within each other to optimize shipping logistics. NOTE: Systems ins -tatted or PVC roofs require ball=ast bays with pre-installed San' oprene pads. CLAMP & HARDWARE: The Module Clamp is made of Stainless Steel and can be used with module frame heights indicated on the clamp. The damps are a portion of the UL2703 Listed system when installed according to this installation guide. A 14-20 stainless steel bolt and u -nut are the associated hardware for installing clamps. NOTE: U -Nuts come in packages separate from Clamp !Ct. WIND DEFLECTOR: 18G G180 steel wind deflector aids in ballast reduction and provides fire mitigation. A 1/4"- 20 stainless steel bolt and fender washer (1.5" O.D) are associated hardware for wind deflectors. NOTE: U -Nuts conte in package's separate from deflector hardware. BALLAST BLOCK: The RM ballast bay can fit up to 2 standard 4"x8"x16" solid concrete cap blocks. Block weight can range from 26 - 38 lbs. and shall meet ASTM C1491 requirements for freeze thaw durability. Verify your block weights before using the Unirac U -Builder online design tool. OPTIONAL WIRE MANAGEMENT: Custom Unirac wire clip along with mounting options for various off the shelf wire management cups. NOTE: Alt conduit and wire ways should be rounded 8: bonded per the ;NEC) National Electric Code. OPTIONAL MICROINVERTER MOUNTING: Microinverter / Power optimizer bracket, see page B for additional instructions. 5 SYSTEM LEVEL FIRE CODE COMPLIANCE INSTALLATION 6UI UE PACE SYSTEM LEVEL FIRE CLASSIFICATION: The system fire class rating is only valid when the installation is conducted in accordance with the assembly instructions contained in this manual over a fire resistant roof covering rated for the application. RM ROOFMOUNT has been classified to the system level fire portion of UL1703. It has achieved Class A performance for low sloped roofs when used in conjunction with type 1 and type 2 module constructions. Please see the specific conditions below for mounting details required to maintain the Class A fire rating. Minimum and maximum roof slopes are restricted through the system design and layout rules. The fire classification rating is only valid on roof pitches less than 2:12 (slopes < 2 inches per foot, or 9.5 degrees). Refer to page right for proper installation of wind deflectors for required fire mitigation. NOTIE: Type 1 or Type it information is generally located on back of modules or through manufacturers documentation. Some building codes and fire codes require rnir,irnum clearances around such installations, arid the installer should check local building code requirements for coEnptiance. Unirac RM CONFORMS TQ UL STD27Q3 0 0 Module Type_ -_-.System level Fire Rating Mitigation . Type 1 Class A ! Prescriptive. See notes & Illustration Below Type 2 Class A T . Prescriptive. Se.. e notes &Illustration Below TYPE 1 /TYPE 2 CLASS A FIRE RATING MOUNTING ORIENTATION Unirac RM has achieved Class Asystem level fire performance for type 1 and type 2 module constructions. In order to maintain the fire rating for type 1 modules wind deflectors must be installed on the north edge of the array.Type 2 modules require wind deflectors to be installed on the north and south edges of the array and at all perimeter modules. NOTE: See page 7 for installation of wind deflectors. Pease use the U-cauitder toot to optimi'ze the usage of wind dellectors for fire mitigation. Type I Requires fire mitigation on North Edge when there are no additional wind deflectors throughout the array Type II Requires fire mitigation on all perimeter modules within array. EAST/WEST EDGES: Install wind deflectors in each row with 6" over- hang on east and west edges. This applies for any deflector installed on east and west edges throughout the array. TORQUE VALUE:1OF?=;..BS All Wind Deflector Hardware (V4 -?„Q x linch I)04.14-20 IJ -nut fainctr flat washer 1 "1/2in O,D.) TYPE 1: Install wind deflectors on North edge of array. TYPE II: Install wind deflectors on alt perimeter modules within array Ca Q y w QCL co O W CND :J ICE fc, .1 t/a Z oes >••• oic ogc W_ .Q C7 • • • ROW SPACER NORTH ROW SPACER SOUTH ROW SPACER 0.0 EI w Yi- n WE8 2 X 0 o g. e E H� . CO air NM NMI MO 4 � o n o mor „c° 090o�9 as.2A-^vin• +u u, ..-:. 44 m In ▪ w �xa, 02 Ewa c�'S d O vs O H ; ) `O •P'• ,V1 N E.cCI s - til E -0Oc•_a.Nco o .X R ,� .` Q E ..e ' N 13 C1 (5 d o ae E 3 ti `s c `w O '-tt.O w W `q• 'Z.Cc ' a 0 =t `° a) m d'A�`�-. r a��g ag ai 22>'� E 1:' 14 cccn'na 'a6 ,i56 ;;, i �i .fit ��wai9��a0 y 9 th E8X .0 • >.. ID ▪ co ID .0 op E .0 � O CC�� w O } fs taw Jo p O ar3 4O O p O i din c E E p c c �� 8 • w IR 'fig i X Sa s c� E . 2 E E E FA ce = x x `� 1 y `O v ti, Z Z o c W INC yo mac O_ tia C.2z scCicC ots 1 W W C7 �C= W Lra ci= o x 1, Immo : I I, • liPA • 4,16., _____, .9 • esas• aso i 40 0 i0. • 1 .1„a 7 01 04_ u__ +r 0 — o t El > • •I W e E• 0. • e 1-7 2` Es T a E en c t E .., t� �+ i2 a `o W e o _ �s.o $ • a P 8 E o E a E E e J i G 2 E 1 �o g I 11- C 9 E. ▪ • • u • • t • nY rts Big 8 ,• m i C O 174 461 3 C5 ca O 0. s•o o- w Q -0 yq cn .5E • E a4 - O C . E .c w u E v w c 4`- o t Of O w E L w • C (L0 as Ol w co 3 73 7 - w o t E w E O. � E v Cr O 2 vi c E EC1 u 3� .,E • 3 5 STEP 1 - U -NUTS: Install u -nuts on side flange INSTALL BALLAST BAY WIND DEFLECTORS NOTE:Wind deflectors overlap at splice BALLAST BAY WIND DEFLECTORS INSTALLATION GUIDE - SUPPLEMENT PAGE STEP - 2 WIND DEFLECTOR: Position wind STEP 3 - HARDWARE: Secure wind deflector with deflector in the slots provided in the bay 1 1" O.D. flat washer and 14.20 x 1" Bolt, as shown above TORQUE VA' _OF: 1.OFT U3S MO . ■ ■ IBM 5 CONNECT GROUNDING LUG ; INSTALLATION GUIDE 1 PAGE GROUNDING LUG MOUNTING DETAILS AS REQUIRED BY CODE & ENGINEER OF RECORD: The Ilsco lug has a green colored set screw for grounding indication purposes. One lug is recommended per continuous array, not to exceed 150ft X 150ft Unirac ROOFMOUNT is intended to be used with PV modules that have a system voltage less than or equal as to that allowable by the National Electric Code (NEC). It is the installer's responsibility to check adherence to .B local codes. NOTE: The ins`.attatio , must be conducted in accordance with the Natio ra:at Electric CodE. ANSI / NFPA 70. Ground Lug Bolt Size Torque Value llsco Lug SGB -4 Itsco Lug GBL -4 1/4t20 010-32 I NOTE: in order to prerent corrosion sion induce€l by diis:;imilar'metais, it is CO copper wire does not come into contact with aluminium or galvanized r^ ▪ TERMINAL TORQUE: 8install. conductor and torqueto the i following: 4-14- AWG: 35 in -€tis separate.. 6.5 ft-tbs (75 in-tbs) 2.9 ft-tbs (35 in -Lbs) twa t to eritjr that the bare These !t'3e#terials must be kept Although conformance with UL2703 was demonstrated without the use of oxide inhibitor material, it is recommended by Itsco to provide an optimized bonding solution for their lay -in lug. t to GROUNDING NOTE: In Can be installed on any tocation with a flat surface on the bay in order to grr3und the system. TERMINAL TORQUE: Install Conductor and torque to the foliowi - 4.6 AWG: 35 in -lbs, SAWG::.55 it,-Ibs 1 E GRC=UNDIN° NOTE: Can be installed on any location with a 2 flat surface on the bay to order to ground the system, C3 G3 actact as. ■ MECHANICAL LOAD TEST QUALIFICATION 4- 0 0 0 0 ca v c CO U ✓ v • E O ns '6 u a) v) m c c N S' D O a) X8 c m ns � � O • J 0 • • Tested toads: 25 psf up, 54 psf down Certification Loads: 16.7 psf up, 36 psf down, 5 psf down-slope TESTED MODULE Model / Series Module Manufacturer N M cc T O MO MB GROUNDING SYSTEM CERTIFICATION • ■ , PAGE ELECTRICAL BONDING & GROUNDING TEST MODULES: 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. VERIFIED COMPATIBLE MODULES: Manufacture Module Model / Series Manufacture Module Model / Series Manufacture Module Model / Series P18 & P19 MG, TG, RG, & KG Series, VBHNxxxSA15 & SA16. Aleo Hyundai Heavy Industries S18, 519, 559, & 579 MI, RI, KI, & TI Series VBHNxxxKA01 & KA02 Panasonic AU Optronics PM Series ITEK iT, iT-HE & iT-SE Series VBHNxxxSA17(G/E) & SA18(E), AXN6M610T,AXN6P610T, Japan Solar JPS -60 & JPS -72 Series VBHNxxxKA03 & KA04 Auxin AXN6M612T & AXN6P612T JA Solar JAPE -60, JAM6-60 Pe mar SGxxxM (FB/BF) AC-xxxM/60S, AC-xxxP/605, JA Solar JAP6-72. JAM6-72 Q.PLUS/PEAK/PRO - L G4,x, Axitec AC-xxx M/7 25, AC-xxxP/72/S, JA P6(k)-60-xxx/4 B B, B. LI NE PLUS/PRO - L G4.x Q.Cells AC-xxxP/156-60S JAP6OSYY-xxx/ZZ, Q.PLUS L-G4.2/TAA, Q.PEAK DUO JA Solar L -G-5.2 Q.PEAK DUO L -G5.3 Boviet BVM6610 & BVM6612 JAM6(k)-60-xxx& /ZZ, BYD P6K Series, MHK JAM6OSYY-xxx/ZZ Q.Cells Q.PRO L -G2 CS5A-M, CS6P-M, CS6X-P, CSbU-P, JAP6(k)-72-xxx/4BB, Q.PRO BFR G4x CS6U-M, CS6K-MS, CS6K-M, JAP725YY-xxx/ZZ, Q.PEAK G4.1/MAX, JA Solar G4, CS6V-M, CS6K-P, CS6P-P, CS3L-P, JAM6(k)-72-xxx{ZZ, Q.PRO/Q.PLUS Canadian Solar CS3U-P, CS3U-MB, CS3U-MS, JAM72SYY-xxx/ZZ Q.PEAK-G4.1/TAA, CS3U-PB, CS3K-P, CS3K-MS, Q.PEAK BLK G4.1/TAA, 1KMxxxM,lKMxxxP, JKMxxxPP, CS3K-MB, CS3K-PB, CS3W-P & linko 1KMSxxxM,JKMSxxxP,JKMSxxxPP, Q.PLUS BFR G4.1 CS1K-MS 1K07A & 1K076 Q.Cells Q.PLUS BFR G4.1/TAA, Q.PLUS BFR G4.1/MAR CentrosolarAmerica C -Series & E -Series Kyocera KD -F Series B.LINE PLUS BFR G4.1, CTxxxMxx-01, CTxxxPxx-01, MONO X, MONO X 2, MONO X B.LINE PRO BFR G4.1, CertainTeed CTxxxMxx-02 & CTxxxMxx-03 Plus, NeON, Ne0N2, Ne0N2 Q.PRO EC -G4.4 LG Electronics ET Solar ETAC & ET Modules Black, NeON 2 AC, Ne0N2 Bifa- Q.PEAK BLK G4.1 & Q.PEAK G4.1 Eco Solargy Orion 1000 & Apollo 1000 tial, NeON R & NeON R Black Q.PEAK DUO -G5, DUO BLK-G5 Ftextronics FXS LONGI LR6-60 & LR6-72 Series Q.PEAK-G3 & G3.1, GCL GCL-P6 & GCL-M6 Series Mission Solar Energy MSE MONO & MSE PERC Q.PEAK BLK G3 & G3.1, Q.Cetts TD-AN3,TD-AN4,UD-AN1 & Mitsubishi MJE & MLE Series Q.PLUS BFR G3.1, Hansol UB-AN1 Neo Solar Power Co. D6M Series Q. PLUS/PRO G3 Hanwha SotarOne HSL 60 & HSL 72 Phono Solar Tech. Standard Modules PEAK & ECO REC Hetiene 36M, 60M, 60P, 72M & 72P Series Peak Energy 72, Twin Peak 5 BOXDxoixcIN6 B SYSTEM CERTIFICATION i it swou PAGE ELECTRICAL BONDING & GROUNDING TEST MODULES: 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. VERIFIED COMPATIBLE MODULES (CONTINUED): Manufacture Module Model / Series Manufacture Module Model / Series TwinPeak (2)(BLK)(2), N -Peak REC TwinPeak2S(B)(XV) Rene so La 60 Celt Modutes & Vitrus2 Risen RSM60-6, RSM72-6, RSM144-6 Seraphim SEG -6 &SRP -6 Series ND-24CQCJ & ND-25CQCS, Sharp ND-Q235F4 &ND-F4Q300 Sharp NU -SA, NU -SC Sitfab SLA-M/P & SLG-M/P Solaria PowerXT SotarTech STU HJT & STU PERC SolarWorld Sunmodule Protect/Plus Suniva Optimus Series, MV Series Suntech STP "XXX* F -Series / FLEX FXS, Sun Edison/Ftextronics R -Series / FLEX FXS S -Energy 5N72 & SN60 Series Sun Powe r Tatesun Trina Upsotar Winaico Yingli X -Series 72 & E -Series 72, X -Series 96 & E -Series 96, P -Series, Sig Btack TP572, TP596, TP654, TP660, TP672, Hipor M, Smart PACS, P005, DD05 PD14, PE14, DD14, DE14 UP-Mxxx WST & WSP Series Panda 60 YGE U72 YGE 60 Cell YGE 60 Celt Series 2 YGE 60 WW Series 2 YLM 60 YLM 72 Please see the RM5 UL2703 Test Report at Unirac.com to ensure the exact solar module selected is approved for use with RM5 Ila61 ' ienn I CL. EC] One MN Fault Current Ground Path Grounding Clip & Bolt 00 Min. 10 AWG Copper Wire ° 5 TEMPORARY BONDING PROCEDURES INSTALLATION GUIDE PACE TEMPORARY GROUNDING & BONDING PROCEDURE: Periodic inspections should be conducted on the PV array to ensure there are not loose components, loose fasteners or corrosion. If any of the above items are found, the affected components are to be immediately replaced. If a modulo mu<.,t be removed or replaced,a temporary bonding jumper rnTust be rased to ensure safety of the v'ersonnet and PV system. NOTE: Removing a PV module fro a system is not considered to be routine maintenance. This type of activity should only be performed by trained and qualified installers. NOTE: In oder to prevent corrosion induced by dissimilar metals, 11: is important to verity that the bare copper wire does not come into contact with aluminum or galvanized steel These materials must be kept separate. HERE IS ONE EXAMPLE OF A MODULE REMOVAL THAT WILL REQUIRE THE USE OF A BONDING JUMPER SGB -4 APPROVED LUGS: I Isco lay -in Lug IL= - SGB -4, GBL -4 TERMINAL TOf UE: Install conductor and torque to the following: SGB -4: 4-14 AWNG: 35 i n -lbs GBL -4: 4-6 AWG: 35 in -lbs, 8AWG: 2;i in -Lbs ATTACH LUGS: Use approved lug(s) to install on adjacent bays where the module is being removed. INSERT COPPER WIRE: Insert bare copper wire into each lug, providing a bonding jumper across the missing module location. REMOVE MODULE & REVERSE THE OPERATION AFTER MAINTENANCE IS COMPLETE Bonding jumper 11ja required here, due to integrated bonding/grounding path throughout module frames/ bays around this location. NOTE: CLAMP AND 130L1 - Single Use Only - Use new cLrmps atter any module repiacernents or system maintenance. ■ ■ ■ ■O O M 1 1 1 1 1 1 5 BALLAST BAY ROOF ATTACHMENT INSTALLATION GUIDE -SUPPLEMENT PAGE STEP 1 - POSITION ROOF ATTACHMENT: Position Roof Attachment under bay requiring attachment and install according to manufacturer installation instructions. NOTE: Center roof attachment under balLast bay as close as possible. STEP 2 - PLACE across bay with the NOTE: Meta( base is located cannot BASE OF ATTACHMENT UNISTRUT: Place Unistrut anchor stud through a slot of attachment where stud exceed a height of 1/4". STEP 3 - SECURE UNISTRUT TO ROOF ATTACHMENT: Place 3/8" washer and 3/8-16 serrated flange nut on anchor stud, serrations facing down and tighten to 30 ft -lb. TORQUE VALUE: OFTIJ3S ■ _=-.n 1 WWI I e imosol ICCW C./1 W C.= W ."" O v CO r.■ . PRE-INSTALL MICROINVERTERS: Install MLPE in a . O 0 0 E coN O uu d N 0 E _c O G vi 2:7113 d N O Ua N E = N 0 ES 81 i NO c'4 O C _J 0 (0 W Jo EO t", E NOTE: ARRAY DIMENSIONS WILL VARY BASED ON MODULE WIDTH & LENGTH. t1111111' 1• BIM 155" i �. NMII Bim.. 113" Nominal Module Dimensions Example 77" 39" :!:UNIRAC 1411 BROADWAY BLVD NE ALBUQUERQUE, NM 87102 USA WWW.UNIRAC.COM r PRODUCT LINE: RM5 DRAWING TYPE: ASSEMBLY DESCRIPTION: 2x2 SAMPLE REVISION DATE: October 2016 _ 1 DRAWING NOT TO SCALE ALL DIMENSIONS ARE NOMINAL 1 PRODUCT PROTECTED BY ONE OR MORE US PATENTS LEGAL NOTICE O SHEET PREFERRED 1 BLOCK POSITION NORMAL 2 BLOCK POSITION ON BAY ACCEPTABLE 1 BLOCK POSITION ROTATED BLOCK POSITION NOT ACCEPTABLE UNIRAC 1411 BROADWAY BLVD NE ALBUQUERQUE, NM 87102 USA WWW.UNIRAC.COM r PRODUCT LINE: 1 RM5 DRAWING TYPE: ASSEMBLY DESCRIPTION: BLOCKS & HRDWR REVISION DATE: October_2016 1 DRAWING NOT TO SCALE ALL DIMENSIONS ARE NOMINAL PRODUCT PROTECTED BY ONE OR MORE US PATENTS LEGAL NOTICE O Ll) SHEET :PUNIRAC 1411 BROADWAY BLVD NE ALBUQUERQUE, NM 87102 USA WWW.UNIRAC.COM r PRODUCT LINE: RM5 DRAWING TYPE: ASSEMBLY DESCRIPTION: RM5 ATTACHMENT REVISION DATE: t October 2016 _ 1 1 DRAWING NOT TO SCALE ALL DIMENSIONS ARE NOMINAL 1 1 PRODUCT PROTECTED BY ONE OR MORE US PATENTS 0 1 L0 1 LEGAL NOTICE SHEET, :_PUNI RAC 1411 BROADWAY BLVD NE ALBUQUERQUE, NM 87102 USA WWW.UNIRAC.COM E PRODUCT LINE: 1 RM5 DRAWING TYPE: PART DESCRIPTION: RM5 BAY REVISION DATE: October_2016 DRAWING NOT TO SCALE ALL DIMENSIONS ARE NOMINAL PRODUCT PROTECTED BY ONE OR MORE US PATENTS LEGAL NOTICE SHEET UNIRAC 1411 BROADWAY BLVD NE ALBUQUERQUE, NM 87102 USA WWW.UNIRAC.COM r PRODUCT LINE: N RM5 DRAWING TYPE: PART DESCRIPTION: RM5 CLAMP REVISION DATE: October 2016 DRAWING NOT TO SCALE ALL DIMENSIONS ARE NOMINAL PRODUCT PROTECTED BY ONE OR MORE US PATENTS LEGAL NOTICE SHEET WIND DEFLECTOR & HRDWR FASTENER WIRE CLIP FOR WIND DEFLECTOR 311 16 Standard Trim Length: 84 inch :i:UNIRAC 1411 BROADWAY BLVD NE ALBUQUERQUE, NM 87102 USA WWW.UNIRAC.COM r PRODUCT LINE: RM5 DRAWING TYPE: PART DESCRIPTION: RM5 WIND DEFLECTOR & WIRE CLIP REVISION DATE: October_2016 I DRAWING NOT TO SCALE ALL DIMENSIONS ARE NOMINAL i PRODUCT PROTECTED BY ONE OR MORE US PATENTS LEGAL NOTICE co O to SHEET UNIRAC 1411 BROADWAY BLVD NE ALBUQUERQUE, NM 87102 USA WWW.UNIRAC.COM r PRODUCT LINE: RM5 DRAWING TYPE: PART DESCRIPTION: RM5 WIRE CLIP REVISION DATE: l October 2016 i DRAWING NOT TO SCALE ALL DIMENSIONS ARE NOMINAL PRODUCT PROTECTED BY ONE OR MORE US PATENTS LEGAL NOTICE SHEET 0 City of Tukwila Department of Community Development September 07, 2019 ELLA WILLARD-SCHMOE 805 RAINIER AVE S SEATTLE, WA 98188 RE: Correction Letter # 4 DEVELOPMENT Permit Application Number D18-0391 STERLING SOUTHCENTER - SOLAR - 407 BAKER BLVD Dear ELLA WILLARD-SCHMOE, a Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING - C DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL INFORMATION NOTE) PLAN SUBMITTALS: (Min. size 11x17 to a preferably maximum size of 24x36; all sheets shall be the same size; larger sizes may be negotiable. "New revised" plan sheets shall be the same size sheets as those previously submitted.) "STAMP AND SIGNATURES" (If applicable) For Engineers: "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" (calculations) to be stamped and signed; Front page only will be sufficient (WAC 196-23-010 & 196-23-020). Architects: "date" only not required (WAC 308-12-081). (BUILDING REVIEW NOTES) 1. Previous review memo requested a complete new set of plan drawings with the design professional's engineer/architect in charge of providing the drawings with appropriate stamps and signatures (see #2 memo below). What was received was one revised sheet with a copy of a transposed engineer's stamp without the date of signature. The stamp appears to be copied from some other document. The architect or engineer is not indicated in the permit application `All other calculations and documents provided are by several other engineers inconsistent with the plans. Provide a completely new plan set as requested with all pages consistent with the new design. All plan sheets shall have the appropriate stamps by the design professional or engineer "in charge" providing those sheets. One set shall be originally wet stamp and signed by the engineer, no exceptions. Provide the engineers "contact information" and include on the permit application. All documentation and engineer's information shall be provided for verification. This information and documentation shall be provided as requested before this permit is to be approved, no exceptions. Engineer's calculations packet shall also be consistent with the engineer in charge indicated on the stamped construction plan set. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 (� � L1 Previous memo: [2. The previously remaining plan set still shows the old panel arrangement on pages PC -2 and PC -6 inconsistent with the new plan sheets provided. Provide a new complete plan set with all sheets current with the proposed panel arrangement with all sheets stamped and signed by the design professional or engineer. Refer to general notes above, "STAMP AND SIGNATURES".] Note: Contingent on response to these corrections, further plan review may request for additional corrections. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, 1 can be reached at (206)433-7165. Sincerely, Rachelle Ripley Permit Coordinator File No. D18-0391 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 August 01, 2019 City of Tukwila Department of Community Development ELLA WILLARD-SCHMOE 805 RAINIER AVE S SEATTLE, WA 98188 RE: Correction Letter # 3 DEVELOPMENT Permit Application Number D18-0391 STERLING SOUTHCENTER - SOLAR - 407 BAKER BLVD Dear ELLA WILLARD-SCHMOE, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING - C DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL INFORMATION NOTE) PLAN SUBMITTALS: (Min. size 11x17 to a preferably maximum size of 24x36; all sheets shall be the same size; larger sizes may be negotiable. "New revised" plan sheets shall be the same size sheets as those previously submitted.) "STAMP AND SIGNATURES" (If applicable) For Engineers: "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" (calculations) to be stamped and signed; Front page only will be sufficient (WAC 196-23-010 & 196-23-020). Architects: "date" only not required (WAC 308-12-081). (BUILDING REVIEW NOTES) 1. Revised plan sheets show the arrangement of the solar panels in a different configuration. Also, the plans indicate the previous layout in dotted lines assuming that is no longer the layout. The new plan sheets are not stamped by the design professional. Provide revised sheets stamped by the design professional or engineer and remove the old panel arrangement for clarity. Provide specific notes for clarification of the solar panels with dimensions. 2. The previously remaining plan set still shows the old panel arrangement on pages PC -2 and PC -6 inconsistent with the new plan sheets provided. Provide a new complete plan set with all sheets current with the proposed panel arrangement with all sheets stamped and signed by the design professional or engineer. Refer to general notes above, "STAMP AND SIGNATURES". Note: Contingent on response to these corrections, further plan review may request for additional corrections. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. To better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 for your convenience. Corrections visions must be made in person and will not bit—Zepted through the mail or by a messenger service. Sincerely, ce-Ga6w.-/(Ale-4-5' } Kandace Nichols Permit Technician File No. D18-0391 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 0 City of Tukwila 0 Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director June 18, 2019 Ella Willard-Schmoe Puget Sound Solar 805 Rainier Ave S Seattle, WA 98144 RE: Request for Permit Application Extension #1 Permit Number D18-0391 Dear Ella Willard-Schmoe, This letter is in response to your written request for an extension to Application Number D18-0391. The Building Official, Jerry Hight, has reviewed your letter and considered your request to extend the above referenced permit. It has been determined that the City of Tukwila Building Division will be granting an extension to the permit application through December 19, 2019. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, "tu)e Bill Rambo Permit Technician File: Permit No. DI8-0391 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov WHOLE HOUSEECGY SOLUTIONS PUDE[ SOUND SOLAR,. June 10th, 2019 Building Official City of Tukwila Department of Community Development Re: Permit Application No. D18-0391 Sterling Southcenter — Solar 407 Baker Blvd Dear Building Official, RECEIVED CITY OF TUKWILt JUN 1 e 2019 PERMIT CENTER The above referenced permit application is set to expire on 6/19/19, according to a letter I received from your office. I would like to request a 90 -day extension due to extenuating circumstances detailed below. We became aware after receiving the building permit comments #2 dated February 21, 2019, that there would be some changes to the array on the rooftop due to conflicts with mechanical and plumbing systems. In our minds, it did not make sense to respond to the building permit comments and then come back again and make changes to the issued permit to reflect the new array layout, when we could respond to an open permit application process with the changes. Unfortunately, the roof was not ready for on-site verification by our company until the week of June 3 due to some overall project schedule issues. Since the array has to be re -engineered and re -stamped by the racking manufacturer, and that process takes 2-3 weeks, we will not be able to submit the revised stamped structural plans and calculations until the week of June 24. We would be very appreciative if you would grant us an extension on this application. 1 Sincerely, Request for Extension # Ella Willard-Schmoe Senior Project Engineer Puget Sound Solar 805 Rainier Ave S Seattle, WA 98144 Ph: 206.706.1931 Dir: 206.661.7601 ewillard@pugetsoundsolar.com Current Expiration Date: (MI l —0 Extension Request: Approved for days Den ed (provide explanation) Signature/Initials 805 Rainier Ave S Seattle WA 98144 (206) 706-1931 info@pugetsoundsolar.com 5/2/2019 City of Tukwila Department of Community Development ELLA WILLARD-SCHMOE 805 RAINIER AVE S SEATTLE, WA 98188 RE: Permit Application No. D18-0391 STERLING SOUTHCENTER - SOLAR 407 BAKER BLVD Dear ELLA WILLARD-SCHMOE, Allan Ekberg, Mayor Jack Pace, Director In reviewing our current application files, it appears that your permit applied for on 12/19/2018, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or National Electrical Code every permit application not issued within 180 days from the date of application shall expire and become null and void. Currently your application has a status of COMMENTS OUT and is due to expire on 6/19/2019. If you still plan to pursue your project, you are hereby advised to do one of the following: 1) If the plan review is complete for the project and your application is approved, you may pick up the application before the date of expiration. At the time of permit issuance the expiration date will automatically be extended 180 days. -or- 2) If the plan review is not completed submit a written request for application extension (7) seven days in advance of the expiration date. Address your extension request to the Building Official and state your reason(s) for the need to extend your application. The Building Code does allow the Building Official to approve one extension of up to 90 days. If it is determined that your extension request is granted, you will be notified by mail. In the event that we do not receive your written request for extension or request is denied, your permit application will expire and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, lit( Kandace Nichols Permit Technician File No: D18-0391 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Allan Ekberg, Mayor /2l Department of Community Development February 21, 2019 ELLA WILLARD-SCHMOE 805 RAINIER AVE S SEATTLE, WA 98188 RE: Correction Letter # 2 DEVELOPMENT Permit Application Number D18-0391 STERLING SOUTHCENTER - SOLAR - 407 BAKER BLVD Jack Pace, Director Dear ELLA WILLARD-SCHMOE, This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL INFORMATION NOTE) PLAN SUBMITTALS: (Min. size 11x17 to a preferably maximum size of 24x36; all sheets shall be the same size; larger sizes may be negotiable. "New revised" plan sheets shall be the same size sheets as those previously submitted.) "STAMP AND SIGNATURES" (If applicable) For Engineers: "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" (calculations) to be stamped and signed; Front page only will be sufficient (WAC 196-23-010 & 196-23-020). Architects: "date" only not required (WAC 308-12-081). (BUILDING REVIEW NOTES) 1. The structural calculations by the engineer refers to outdated 2012 IBC. Provide calculations that reference design complies with the current IBC 2015 and within local jurisdiction of Tukwila Washington. Also, the documentation provided by Panel Claw most of which was not clear or legible referred to old 2009 building codes for compliance. Documentation provided shall be clear and legible. Documentation and studies shall specify it complies with current 2015 building codes or at least specify previous codes referenced in the documentation are in line with current 2015 codes. Please provide the correct documentation in reference to current codes with engineer's calculation stamped signed and dated by the engineer on the documents. Note: Contingent on response to these corrections, further plan review may request for additional corrections. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Sincerely, Bill Rambo Permit Technician File No. D18-0391 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 January 15, 2019 City o�ukwila Department of Community Development ELLA WILLARD-SCHMOE 805 RAINIER AVE S SEATTLE, WA 98188 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D18-0391 STERLING SOUTHCENTER - SOLAR - 407 BAKER BLVD Dear ELLA WILLARD-SCHMOE, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL INFORMATION NOTE) PLAN SUBMITTALS: (Min. size 11x17 to a preferably maximum size of 24x36; all sheets shall be the same size; larger sizes may be negotiable. "New revised" plan sheets shall be the same size sheets as those previously submitted.) "STAMP AND SIGNATURES" (If applicable) For Engineers: "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" (calculations) to be stamped and signed; Front page only will be sufficient (WAC 196-23-010 & 196-23-020). Architects: "date" only not required (WAC 308-12-081). (BUILDING REVIEW NOTES) 1. Provide engineering for the attachment to the structure with calculations for loads, seismic and uplift. Engineer shall specify method and hardware for attachment and sealing around the anchoring points. Note: Contingent on response to these corrections, further plan review may request for additional corrections. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. Rachelle Ripley Permit Technician 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 �EFst�flT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0391 DATE: 09/13/2019 PROJECT NAME: STERLING SOUTHCENTER - SOLAR SITE ADDRESS: 407 BAKER BLVD Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # Revision # after Permit Issued DEPARTMETS: to i:' t\vk Building Division Public Works ❑ Fire Prevention Structural Planning Division ❑ Permit Coordinator • PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 09/17/19 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 10/15/2019 Approved Corrections Required ❑ Approved with Conditions ❑ ❑ Denied ❑ (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0391 DATE: 09/04/19 PROJECT NAME: STERLING SOUTHCENTER - SOLAR SITE ADDRESS: 407 BAKER BLVD Original Plan Submittal _ X Response to Correction Letter # 3 _ Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS• orJ at A Building Division Public Works Fire Prevention Structural Planning Division nPermit Coordinator n 1 PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 09/05/19 Structural Review Required REVIEWER'S INITIALS: DATE: n APPROVALS OR CORRECTIONS: Approved Corrections Required n Approved with Conditions Denied (corrections entered in Reviews) (ie: Zoning Issues) DUE DATE: 10/03/19 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg El Fire ❑ Ping ❑ PW ❑ Staff initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0391 DATE: 07/30/19 PROJECT NAME: STERLING SOUTHCENTER - SOLAR SITE ADDRESS: 407 BAKER BLVD Original Plan Submittal _ X Response to Correction Letter # 2 _ Revision # before Permit Issued Revision # after Permit issued DEPARTMENT tk- GDR 1 Building Division Public Works Fire Prevention Structural n Planning Division Permit Coordinator sit PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: 08/01119 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) DUE DATE: 08/29/19 Approved with Conditions n Denied (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: I Departments issued corrections: Bldg Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 1ERMIT COORD COPY � PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0391 DATE: 02/19/19 PROJECT NAME: STERLING SOUTHCENTER - SOLAR SITE ADDRESS: 407 BAKER BLVD Original Plan Submittal X Response to Correction Letter # 1 Revision # Revision # before Permit Issued after Permit Issued DEPARTMENTS: Cort & Building Division up Public Works Fire Prevention Structural n Planning Division Permit Coordinator IR PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 02/21/19 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 03/21/19 Approved n Approved with Conditions Corrections Required (corrections entered in Reviews Denied (ie: Zoning Issues) n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: 1 Departments issued corrections: Bldg Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 14ERMIT CORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0391 DATE: 12/19/18 PROJECT NAME: STERLING SOUTHCENTER - SOLAR SITE ADDRESS: 407 BAKER BLVD X Original Plan Submittal Revision # before Permit Issued _ Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: /1-1 Cnv� 11e-�� Building Division Public Works \`‘ PQM auvO1\101\0�� 1)=)o-ffJ Fire Prevention Planning Division Structural Permit Coordin rtor PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 12/20/18 Structural Review Required REVIEWER'S INITIALS: DATE: n APPROVALS OR CORRECTIONS: Approved n Approved with Conditions Corrections Required (corrections entered in Reviews Denied (ie: Zoning Issues) DUE DATE: 1/17/19 n n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED:' Departments issued corrections: 'Bldg Fire ❑ Ping ❑ PW 0 Staff Initials: 21_ 12/18/2013 Date: 9/13/19 City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Plan Check/Permit Number: D1 8-0391 ❑ Response to Incomplete Letter If ® Response to Correction Letter # 4 ❑ Revision # before Permit is Issued ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # RECEIVED CITY OF TUKWILA SEP 13.2019 PERMIT CENTER Project Name: STERLING SOUTHCENTER - SOLAR Project Address: 407 BAKER BLVD Contact Person: Ella Willard-Schmoe Phone Number: 206-661-7601_ Summary of Revision: Layout drawing PV -S101 resubmitted with wet stamp, signature and date. PV -S101 is the only drawing in our plan set. Please remove any previously submitted sheets (like PC -1 through PC -6) from review. Clarification: Site- & building -specific wind engineering (to determine ballast needed to prevent uplift & sliding of array) provided by Unirac's engineers ISE (Shawn Lothrop, PE). Details in Unirac "ENGINEERING REPORT" enclosed. Structural Engineer info: Racking Engineer info: Jason Tornquist, PE, SE Shawn Lothrop, PE Senior Director, Structural Engineering, tklsc Direct: 206-596-4422 jtornquist@tk1sc.com Innovative Structural Engineering, Inc. (ISE) Direct: 951-600-0075 shane@iseengineers.com Sheet Number(s): PV -S101 (no changes to drawing, only wet stamp, sictnature and date applied) "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: 1--(41 ❑ Entered in TRAKiT on WVomit Conroy (Rltshallo)1Kandasa • Rov161on Submitud Form.doo Revised: August 2015 Date: 9/04/19 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Plan Check/Permit Number: D 18-0391 ❑ Response to Incomplete Letter # 121 Response to Correction Letter # 3 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: Sterling Southcenter - Solar Project Address: 407 Baker Blvd Contact Person: Ella Willard RECEIVED CITY OF TUKWILP SEP 0 y 2019 PERMIT CENTEP Phone Number: 206-661-7601 Summary of Revision: Array layout and racking manufacturer have changed since correction #1 was issued. Please remove all previously submitted sheets from review and consider only the attached stamped roof plan PV -S101, racking product data and stamped Unirac Engineering Report. Unirac RM5 solar racking is an off-the-shelf product which is assembled and ballasted along with the solar modules according to the Unirac Engineering Report and installation manual (attached with product data). Sheet Number(s): PV -S101 (Delete all other previous sheets please; they are not applicable to review now) "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in TRAKiT on W.\Permii Center (Rac elle)\Kandace - Revision Submittal form doc Revised: August]Oit Date: 7-30-19 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http:!lwww.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. ❑ Response to Incomplete Letter # Plan ChecWPermit Number: D18-0391 Response to Correction Letter # 2 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: Sterling Southcenter - Solar Project Address: 407 Baker Blvd RECEIVED CITY OF TUKWILA JUL 30 2019 PERMIT CENTER Contact Person: Ella Willard-Schmoe Phone Number: 206-661-7601 Summary of Revision: Conflicts with other trades on the roof required redesign of array shape, which required changing racking manufacturers (and associated engineering). Unirac engineering report stamped by structural engineer replaces all PanelClaw documentation. Sheet Number(s): PV -001, PV -101, PV -102 "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: 4/( -_ Entered in TRAKiT on 7-3 3 C \Uxro\bllbr\DesIttopNItevision Submittal rorm.doc Revised; August 2015 Date: 2/13/19 City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington .98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Plan. Check/Permit Number: D18-0391 0 Response to Incomplete Letter # Z Response to Correction Letter # _1_ O Revision 4 after Permit is Issued O Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: STERLING SOUTHCENTER - SOLAR Project Address: 407 BAKER BLVD Contact Person: Ella Willard-Schmoe. Puget Sound Solar Phone Number: 206-661-7601 Summary of Revision: Submitting stamped drawings (no changes other than the addition of the engineer's seal) plus stamped engineering calculations. RECEIVED CITY OF' FEB 19 2019 RMIT CENTER Sheet Number(s): PC -1, PC -2, PC -3, PC -4, PC -5, PC -6, STRUCTURAL CALCULATIONS "Cloud" or highlight all areas of revision including date of revis'on Received at the City of Tukwila Permit Center by: • Entered in TRAKiT on 1q--( W Wermit Center achelle)\Forms\Permit Center Documents (Wordi\Revision Submittal Form doc Revised August 2015 PUGET SOUND SOLAR LLC Home Espanol Contact Safety & Health Claims & Insurance killikj Washington State Department of Labor & Industries 1-1Index H+il Page 1 of 2 Workplace Rights Trades & Licensing PUGET SOUND SOLAR LLC Owner or tradesperson Principals SMITHSON, JEREMY JAMES, PARTNER/MEMBER BURTON, PAMELA, PARTNER/MEMBER Doing business as PUGET SOUND SOLAR LLC WA UBI No. 602 584 534 5308 BAKER AVE NW SEATTLE, WA 98107 206-706-1931 KING County Business type Limited Liability Company Governing persons PAMELA BURTON JEREMY JAMES SMITHSON; License Verify the contractors active registration / license / certification (depending on trade) and any past violations. Construction Contractor License specialties GENERAL License no. PUGETSS932MU Effective — expiration 07/31/2007— 08/02/2021 Bond .......... Wesco Insurance Co Bond account no. 46-wb044272 Active Meets current requirements. $12,000.00 Received by L&I Effective date 04/17/2014 04/20/2014 Expiration date Until Canceled Bond history Insurance Rockhill Insurance Company $2,000,000.00 Policy no. ENVP00052007 Received by L&I Effective date 01/17/2019 01/28/2018 Expiration date 01/28/2020 Insurance history Savings Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=602584534&LIC=PUGETSS932MU&SAW= 9/30/2019 PUGET SOUND SOLAR LLC No savings accounts during the previous 6( 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. Certifications & Endorsements OMWBE Certifications No active certifications exist for this business. Apprentice Training Agent Not allowed to have apprentices. Workers' comp Do you know if the business has employees? If so, verify the business is up-to-date on workers' comp premiums. Account is current. L&I Account ID 989,043-01 Doing business as PUGET SOUND SOLAR LLC Estimated workers reported Quarter 2 of Year 2019 "21 to 30 Workers" L&I account contact T5 / MELISSA VEST (360)025-5613 - Email: VESM235@Ini.wa.gov Public Works Requirements Verify the contractor is eligible to perform work on public works projects. Required Training— Effective July 1, 2019 Exempt from this requirement. 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 No inspections during the previous 6 year period. Page 2 of 2 ai Washington State Dept. of Labor & Industries. Use of this site is subject to the laws of the state of Washington. Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?U13I=602584534&LIC=PUGETSS932MU&SAW= 9/30/2019 STRUCTURAL NOTES: 1. FOR PRIMARY BUILDING STRUCTURE, REFERENCE DCI DRAWINGS FOR "STERLING SOUTHCENTER" DATED 6.15.2018. 2. FOR PV RACKING SYSTEM, REFERENCE UNIRAC ENGINEERING REPORT, DATED 7.17.2019. 3. STRUCTURAL REVIEW AND STAMP ON THIS SHEET APPLIES TO ADEQUACY OF BUILDING STRUCTURE TO SUPPORT PROPOSED ARRAY ONLY. DESIGN OF RACKING SYSTEM, ATTACHMENT OF ARRAY TO BUILDING (IF REQUIRED), LAYOUT OF ARRAY (INCLUDING ROOF EDGE SETBACKS AND FIRE ACCESS), ARCHITECTURAL FLASHING AND PROTECTION OF THE ROOFING SYSTEM, AND ELECTRICAL DESIGN ARE BY OTHERS. STRUCTURAL NOTES, CONTINUED: 4. AVERAGE WEIGHT OF PROPOSED ARRAY EQUALS 7.2 PSF. 5. MAXIMUM ALLOWABLE WEIGHT OF PROPOSED ARRAY WHERE SHOWN EQUALS 7.5 PSF. 6. SEE SHEET PV -102 FOR DIMENSIONED LAYOUT OF ARRAY. COLLABORATIVE UGEI" SOUND SOLAR 805 Rainier Ave S Seattle, WA 98144 Tel: 206-706-1931 subr REVISIONS No changes shall he mane to the scope of work wltnout pilot approval of the Tukwila Budding Division. JUTE: Revisions will require a new plan tMal and may include additional plan revIE v. .11.1.R.344136141.41.0..1, aNekt8461.. *If ietaliel. 1 WOOD -FRAMED ROOF STRUCTURE BELOW (BY OTHERS), SEE DCI DRAWINGS DATED 6.15.2018 L_2T D\T w� .4 s asz 0 PV RACKING SYSTEM AND BALLAST TRAY (DESIGNED BY UNIRAC) 1 1 1 k, ST REVISION SEPARATE PERM! RE UIRED FOR: j! Mechanical ( Electrical Plumbing LJ Gas Piping City of Tukwila BUILDING DIVISION 1 LINE OF CANO ABOVE SOLAR MODULE (TYP) PV STRUCTURAL P SCALE: NOT TO SCALE AN CORRECTIONS 3 REV 3 LAYOUT REV 2 LAYOUT REV 1 LAYOUT FOR CONSTRUCTION PERMIT SET V DESCRIPTION RAWN BY CHECKED BY PROJECT NO. 0 z 0 Q U a. 0 W u) O 0 Z O Lu _ a w a ce a w 1 -- Cr) z t -- O 0) 0 z 0 Cn w 0 >- m Z 0 H 0 rc1 0 VJ O c 0 0 W C/) C/) 0) C/) w J z Z O H 0 ce H E z 0 O 0 w X 00 v) 0 w O J :_ 0 J J z O Lu Q 0 Ci) 09/03/19 08/27/19 07/01/19 06/24/19 FILE cwri Ponntt No. PI Plan review approval is subject to errors ana orr 'Scions. Approval of construction documents does —NM authorize the violation of any adopted code o! ordinance. Receipt of approved Field Copy arid conditions is ac nowledgea: By51(a. 1 dill { Date: °I' City of Tukwna BUIr.DINC DIVISION 05/14/19 02/06/19 06/11/18 DATE JPT DAM 9429 PV ARRAY LAYOUT REVIEWED FOR CODE COMPLIANCE APPROVED SEP 24 2019 A-‘) City of Tukwila BUILDING DIVISION CORRETION LTR# RECEIVED CITY OF TUKWILA SEP 1 3.2019. PERMIT CENTER PVSIOI cil